CN108716189A - Large span T-steel structure beam sections for joining island bridge install closure method - Google Patents
Large span T-steel structure beam sections for joining island bridge install closure method Download PDFInfo
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- CN108716189A CN108716189A CN201810570153.8A CN201810570153A CN108716189A CN 108716189 A CN108716189 A CN 108716189A CN 201810570153 A CN201810570153 A CN 201810570153A CN 108716189 A CN108716189 A CN 108716189A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
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Abstract
The invention discloses the large span T-steel structure beam sections for joining island bridge to install closure method, includes the following steps：Step a：A set of water tank ballast system is respectively installed in the cantilever end of adjacent T-steel structure beam sections, and a beam sections back retains an erection crane wherein；Step b：Sharp erection crane lifting closure block, the plan-position of adjustment closure block and elevation are in the parameter and standard of design, temporary locking closure block；Step c：Apply the bridge linear of jacking force, adjustment closure block and the section that joins the two sections of a bridge, etc, final locking closure block to both sides beam sections in closure mouth；Step d：Wet seam formwork erection is completed to pour and the beam that joins the two sections of a bridge, etc in tensioning body.The present invention can instruct the installation closure of 150m or more large span T-steel structure beam sections, it is effectively improved connective stability and the safety of T-steel structure beam sections, the input of marine large-scale installation equipment is reduced, saves construction cost, construction efficiency is improved, the required precision of closure installation is met.
Description
Technical field
The present invention relates to closure method and technology fields.More specifically, the invention relates to using for the big of connection island bridge
Span T-steel structure beam sections install closure method.
Background technology
Connection island bridge is also known as bridge spanning the sea, constructs successively on China's Long Island, Yantai and other places, compared to traditional oblique pull
Bridge, connection island bridge is due to being located at marine so needing higher safety and stability, the installation accuracy of steel structure beam sections bridge
Beam sections that are more demanding, and playing a key effect for joining safety, stability and the bridge linear precision controlling of island bridge
Closure method, patent in the prior art and paper do not propose the solution of a system.
Invention content
It is an object of the present invention to provide the large span T-steel structure beam sections for joining island bridge to install closure method,
It can instruct the T-steel structure beam sections of 150m or more large spans that closure is installed.
In order to realize these purposes and other advantages according to the present invention, the large span T-type for joining island bridge is provided
Steel structure beam sections install closure method, include the following steps：
Step a：It is respectively installed in the cantilever end of adjacent T-steel structure 7# piers beam sections and T-steel structure 8# pier beam sections a set of
Water tank ballast system, and water filling in water tank ballast system, and reserve a bridge floor in the closure cantilever end back of 7# pier beam sections
Loop wheel machine after installing 18# beam sections, does not remove this erection crane；
Step b：After the block that joins the two sections of a bridge, etc utilizes in marine transportation Ship Transportation to closure mouth underface sea, the segments 7# pier 18# are utilized
Erection crane lifting closure block on beam, lifting is synchronized when loading closure block and is sluiced by water tank ballast system, with dynamic
The absolute altitude of adjustment 7# piers beam sections and 8# pier beam sections after being hung at closure mouth, is hung in the parameter and standard of setting using bridge floor
The plan-position and elevation of special hanger lifting system and changing-breadth system adjustment closure block are faced in the parameter and standard of design on machine
Shi Suoding closure blocks；
Step c：Apply jacking force, adjustment closure block and 7# piers beam sections from conjunction to both sides and 8# pier beam sections in closure mouth
The bridge linear of imperial section, after closure precision meets the parameter request of design, final locking closure block；
Step d：It completes wet seam formwork erection and pours the beam that joins the two sections of a bridge, etc in concrete and tensioning closure section body.
Preferably, in the step a, the installation of water tank ballast system is specially：In 7# piers beam sections and 8# piers segment
It is respectively provided with multiple small water tanks in the interior case of multiple beam sections blocks of beam closure side end, and the non-closure side end of 7# pier beam sections
The back of back, 8# pier beam sections closure side and non-closure side end is respectively provided with a large water tank, the small water tank and described
Sluicing gate valve is both provided on large water tank.
Preferably, it in the step b, when lifting by crane closure block using erection crane, is carried out by way of hierarchical loading
Lifting, specially：Cistern water level absolute altitude mark is both provided on the small water tank and the large water tank, closure block carries out lifting and adds
Load is performed in multiple times when load to complete, and water tank ballast system opens the synchronization of sluicing gate valve according to absolute altitude mark simultaneously and sluices, and reaches
The stress balance of 7# pier T two boom segments beams of structure during joining the two sections of a bridge, etc block to lifting.
Preferably, in the step c, apply jacking force the specific steps are：
Step c1：Four groups of pushing tow steel-tooth banks are respectively provided in the back and interior case of 7# piers beam sections and 8# pier beam sections,
Every group of pushing tow steel-tooth bank is a pair of and is respectively symmetrically anchored in 7# piers beam sections and 8# pier beam sections, corresponding on the closure block
Multiple interim steel-tooth banks are set, and the steel-tooth bank is the formed steel construction of box, and the interim steel-tooth bank to join the two sections of a bridge, etc on block is corresponding
8# pier 18# beam sections on pushing tow steel-tooth bank be rigidly connected by interim fining twisted steel so that join the two sections of a bridge, etc block side and 8# piers
18# beam sections block rigidly consolidates temporarily；
Step c2：Be provided with jack and concrete steel pipe between intermediate two groups of pushing tow steel-tooth banks, jack one end tight against
Pushing tow steel-tooth bank, the other end in 7# pier 18# beam sections is tight against concrete steel pipe one end, the concrete steel pipe other end and 8#
Pushing tow steel-tooth bank welding in pier 18# beam sections；It is interim on pushing tow steel-tooth bank and closure block in the 7# pier 18# beam sections of both sides
Jack and shaped steel are provided between steel-tooth bank, jack one end is tight tight against pushing tow steel-tooth bank, the other end in 7# pier beam sections
To shaped steel one end, the shaped steel other end is tight against the interim steel-tooth bank on closure block；
Step c3：Apply jacking force, during pushing tow, pairing Longkou both sides 7# piers beam sections and 8# pier sections by jack
Section beam pier shaft and beam body deviation measure in real time, and the standard parameter that the data measured are provided with design monitoring unit is carried out
Comparison according to comparative analysis, then adjusts the pushing tow sequence and jacking force of jack between four groups of pushing tow steel-tooth banks, passes through dynamic pushing tow
Adjustment, until 7# piers beam sections and 8# pier beam sections pier shafts and beam body deviation meet the standard of design after pushing tow adjustment；
Step c4：Pre-embedded steel slab and movable locking steel-tooth bank are provided in beam sections beam body at jack, pushing tow is complete
Locking steel-tooth bank, which is welded on pre-embedded steel slab, after makes it tight against the concrete steel pipe or shaped steel one end, unloads jack,
Temporary locking closure block；
Step c5：Using on the special hanger of erection crane lifting system and changing-breadth system will join the two sections of a bridge, etc block plan-position and
Elevation is adjusted to the normal place of design；
Step c6：Concrete steel pipe is fixed with the multiple anchor holes being arranged on closure block by anchor pole, and two among the block that joins the two sections of a bridge, etc
A interim steel-tooth bank is welded to connect by more channel steels, then fills in steel in more gaps between channel steel and concrete steel pipe
Plate releases the suspender on closure block later, completes final locking closure block.
Preferably, it is classified when the mouth both sides that join the two sections of a bridge, etc apply jacking force using jack and repeatedly applies jacking force.
Preferably, in the step c2, the corresponding end of concrete steel pipe between intermediate two groups of pushing tow steel-tooth banks is equal
It is connected by steel plate, to form class intersecting parallels formed steel construction.
Preferably, the pushing tow steel-tooth bank includes steel-tooth bank bottom plate, a pair of of steel-tooth bank end connecting plate and a pair of of steel-tooth
Bank side plate constitutes the box-structure of upper surface opening, waist-shaped hole, the pushing tow is provided on the connecting plate of steel-tooth bank end
Steel-tooth bank is fixed on back by more anchor poles.
Preferably, the contact surface to join the two sections of a bridge, etc between block and 8# pier beam sections is filled into epoxy first before wet seam formwork erection pours
Resin glue reaches interim rigidity consolidation, then between closure block and 7# pier 18# beam sections under interim prestressing force effect
Wet joint template is set up in space.
Preferably, after the completion of wet joint template is set up, wet seam formwork erection pours the compensation shrinkage for using intensity as C55
Concrete, match ratio are：Cement：Fine aggregate：Coarse aggregate：Water：Flyash：Miberal powder：Additive：Swelling agent=1:0.65:
1.40:2.09：0.31：0.13:0.13:0.011:0.100.
Preferably, closure beam concrete operations are in tensioning body：Concreting age reaches 7 days, and intensity and elasticity
After modulus reaches design standard value 90%, it is sequentially completed internal bottom plate beam and top plate Shu Zhangla, and completes mud jacking and sealing off and covering anchorage is applied
Work.
The present invention includes at least following advantageous effect：
The installation closure method of the present invention is suitable for T-steel structure beam sections installation closure of the span more than 150m, specifically
Coordinate erection crane to realize the multi-stage loading of closure block by water tank ballast system, while utilizing pushing tow steel-tooth bank, locking steel
Tooth bank coordinates jack and concrete steel pipe to be effectively improved connective stability and the safety of T-steel structure beam sections, reduces
The input of marine large-scale installation equipment, saves construction cost, improves construction efficiency, meet the required precision of closure installation.
Part is illustrated to embody by further advantage, target and the feature of the present invention by following, and part will also be by this
The research and practice of invention and be understood by the person skilled in the art.
Description of the drawings
Fig. 1 is the construction process figure of present invention installation closure method；
Fig. 2 is the water tank and closure block position view of present invention installation closure method；
Fig. 3 is the 7# piers closure side 18# beam sections prestowage schematic diagrames of present invention installation closure method；
Fig. 4 is 8# piers both ends 18# beam sections prestowages schematic diagram, the non-closure side 18# of 7# piers of present invention installation closure method
Beam sections prestowage schematic diagram；
Fig. 5 is the closure mouth pushing tow status diagram of present invention installation closure method；
Fig. 6 is the closure mouth pushing tow side view of the state of present invention installation closure method；
Fig. 7 is the pushing tow steel-tooth bank front view of present invention installation closure method；
Fig. 8 is the pushing tow steel-tooth bank vertical view of present invention installation closure method.
Reference sign：
1,7# piers beam sections, 2,8# pier beam sections, 3, small water tank, 4, large water tank, 5, erection crane, 6, closure block, 7, top
Push away steel-tooth bank, 8, locking steel-tooth bank, 9, jack, 10, concrete steel pipe, 11,18# beam sections blocks, 12, interim steel-tooth bank, 13,
Shaped steel, 14, interim fining twisted steel, 15, steel-tooth bank bottom plate, 16, steel-tooth bank side plate, 17, steel-tooth bank end connecting plate, 18, steel
Tooth bank reinforcing plate.
Specific implementation mode
Present invention will be described in further detail below with reference to the accompanying drawings, to enable those skilled in the art with reference to specification text
Word can be implemented according to this.
It should be noted that experimental method described in following embodiments is unless otherwise specified conventional method, institute
Reagent and material are stated, unless otherwise specified, is commercially obtained；In the description of the present invention, term " transverse direction ", " vertical
To ", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", the instructions such as "outside" side
Position or position relationship are to be based on the orientation or positional relationship shown in the drawings, and are merely for convenience of description of the present invention and simplification of the description,
It is not instruction or implies that signified device or element must have a particular orientation, with specific azimuth configuration and operation, because
This is not considered as limiting the invention.
As shown in Fig. 1 to Fig. 8 the present invention provides a kind of large span T-steel structure beam sections installation closure for joining island bridge
Method includes the following steps：
Step a：One is respectively installed in the cantilever end of adjacent T-steel structure 7# piers beam sections 1 and T-steel structure 8# piers beam sections 2
Water tank ballast system of the set for adjusting closure mouth both sides absolute altitude, and water filling in water tank ballast system, and in 7# piers beam sections 1
Cantilever end back retains an erection crane 5；
Step b：Closure block 6 is transported to closure mouth underface using marine transportation ship, using in 7# piers beam sections 1
Erection crane 5 lifting closure block 6, lifting load closure block 6 when synchronize sluiced by water tank ballast system, dynamically to adjust
The absolute altitude of whole 7# piers beam sections 1 and 8# piers beam sections 2 after being hung at closure mouth, is hung in the parameter and standard of setting using bridge floor
On machine 5 special hanger lifting system and changing-breadth system adjustment closure block 6 plan-position and elevation in the parameter and standard of design,
Temporary locking closure block 6；
Step c：Apply jacking force, 7# piers beam sections 1 from adjustment closure block 6 to both sides and 8# piers beam sections 2 in closure mouth
And the bridge linear of closure section is finally locked after closure precision meets design requirement using interim steel-tooth bank and thrustor
Surely join the two sections of a bridge, etc block 6；
Step d：Wet seam formwork erection is completed to pour and completion closure after the beam that joins the two sections of a bridge, etc in tensioning body.
In the above-mentioned technical solutions, include the 16#~18# pier beam sections blocks being linked in sequence successively in each beam sections, and
18# beam sections block 11 is located at the end of each T-steel structure.7# piers beam sections 1 and 2 equal cantilever of 8# piers beam sections are installed to 18# and are saved
After section beam block 11, by pairing Longkou both sides and cushion cap, pier shaft plane deviation, elevation etc. continuously monitor as a result, to 7# piers
Beam sections 1 and 2 cantilever end of 8# piers beam sections carry out water tank prestowage ballast according to monitoring requirement, are protected with adjustment closure mouth both sides absolute altitude
The both sides smooth-going of card closure mouth.Then 7# pier beam sections Bridge 1s face loop wheel machine 5, lifting closure block 6 are used.Recycle jack 9 and coagulation
Native steel pipe 10 carries out pushing tow and temporary locking by the 11 pushing tow steel-tooth bank 7 of mouth both sides 18# beam sections block that joins the two sections of a bridge, etc by design requirement, with
Improve structural internal force.Then it is promoted by the special hanger of erection crane 5 and changing-breadth system adjusts closure 6 posture of block, beam body
After deviation meets monitoring requirement, final locking closure block 6.Wet seam formwork erection is finally carried out, seasonable casting concrete is selected,
After the age of concrete reaches, join the two sections of a bridge, etc beam in tensioning body, and material is cleared up in loop wheel machine transition, completes closure.Monitoring described in the present invention
It is required that, design standard parameter etc. be the linear standard bridge that is theoretically designed before construction, absolute altitude, plan-position etc. standard
Parameter.
In another technical solution, in the step a, the installation of water tank ballast system is specially in 7# piers beam sections 1
Join the two sections of a bridge, etc with 8# piers beam sections 2 multiple beam sections blocks of side end interior case in be respectively provided with the small water tank 3 of multiple prestowages, and 8# piers segment
The join the two sections of a bridge, etc back of side and non-closure side end of beam 2 is respectively provided with a prestowage large water tank 4, the small water tank 3 of the prestowage and described matches
It carries and is both provided with sluicing gate valve on large water tank 4.It is both provided with sluice gate on the small water tank 3 of the prestowage and the prestowage large water tank 4
Valve adjusts pressur loading weight by water tank, reaches the absolute altitude purpose for adjusting closure section, and pushing tow jack 9, which reaches, adjusts bridge plane
The effect of position.
In the above-mentioned technical solutions, the parameter and standard of monitoring unit design and the linear of beam body have absolute altitude and plane position
Requirement is set, to ensure the smooth-going of closure mouth both sides, prestowage ballast need to be carried out in closure mouth both sides.7# piers beam sections 1 and 8# piers segment
The weight on 2 both sides of beam is different, and 7# piers beam sections 1 are provided with erection crane 5, and 8# piers beam sections 2 are unloaded, in addition in lifting process
In, 1 weight of 7# piers beam sections is increasingly heavier, is related to the mobile etc. of suspender and erection crane 5, therefore 1 He of 7# piers beam sections
Dynamic change can occur for the weight on 2 both sides of 8# piers beam sections, it is therefore desirable to water tank ballast system be arranged and sluiced to adjust this
Kind dynamic change is to meet design requirement, when the linear precision for being finally adjusted to both sides, which is fully met, to be required, by all water
It lays down, this is the variation of vertical weight, and weight lateral when subsequently carrying out pushing tow can also change, therefore the conjunction of the present invention
Imperial method is adjusted by the way that water tank is arranged.The amount of the specific ballast of water tank is to design adjustment according to monitoring data.8# pier sections
After section 2 cantilever of beam to 18# beam sections block 11, then use 48 × 3.5mm of Φ scaffold tubes respectively at closure side 16#~18# pier sections
Section beam block back and interior case, non-closure side 16#~18# pier beam sections block backs set up water tank frame.In scaffold tubes water tank frame
Inner wall and bottom plate stack 2.44 × 1.22m thickness 18mm bamboo slab rubbers, are laid with canvas thereon, water tank is formed with this.
In a kind of embodiment, 8# piers " T " structure beam sections i.e. 8# piers beam sections 2 are joined the two sections of a bridge, etc curb girder top tank size：10×
4.7 × 1.5m, ballast 70.5t (according to water pump actual flow, need to draw water 10 hours), and case is laid in 16#~18# pier beam sections blocks
2 water tanks, single size：6.1 × 3.2 × 1.5m, ballast 29.3t (two need to draw water 8 hours altogether).8# piers " T " structure beam sections
Closure side is total to ballast 129t.In addition, according to monitoring and design requirement, the non-closure side of 8# piers " T " structure beam sections uses the same manner
In back ballast 70t, to ensure that both sides balance.7# piers " T " structure beam sections i.e. 1 cantilever of 7# piers beam sections are to 18# beam sections
After block 11, since back erection crane 5 and pushing tow system occupy back space, case is taken together in 16#~18# pier beam sections blocks
The mode of sample lays 2 ballast water tanks, single size：6.1 × 3.2 × 1.5m, ballast 29.3t (two need to draw water 8 hours altogether),
And the sluicing gate valve that two bores are 10cm is set at the upward 15cm of water tank bottom, it synchronizes and sluices when being loaded for the block 6 that joins the two sections of a bridge, etc.
Add water opportunity：7# piers " T " structure, 8# piers " T " structure beam sections are each attached to 18# beam sections block 11,7# piers " T " structure segment beam bridge bridge floor
Loop wheel machine 5 proceeds to closure 6 Hoisting Position of block, passes through 24 hours continuous observation closure mouth both sides elevations, plane deviation, closure mouth widths
Degree, after temperature, pier shaft cushion cap deviation etc., start water injection ballast, it is practical to press water weight be according to measurement result and monitoring data pair
Instruction is sent out than after to be adjusted.
In another technical solution, in the step b, when lifting by crane closure block 6 using erection crane 5, added by classification
The mode of load is lifted by crane, specially：It is both provided with cistern water level mark on the small water tank 3 of the prestowage and the prestowage large water tank 4
High mark, closure block 6 carries out uniformly being performed in multiple times load completion when lifting load, and water tank ballast system is simultaneously according to absolute altitude
Mark opens sluicing gate valve and synchronizes sluicing.
In the above-mentioned technical solutions, closure block 6 is transported to dress beam scene and berthing designated barge by marine fortune beam ship.Control
Secondary navigable bridge section beam installation exercise instructs activity list, after checking that the various aspects such as beam body appearance, pipeline, embedded part are errorless, utilizes
Tower crane installs interim suspender and steel-tooth bank.In a kind of embodiment, since closure mouth design width is 3m (prefabricated 6 length of closure block
For 2.7m), 5 main suspender original design length 2.9m of erection crane, using its hanging beam, suspender both ends away from closure mouth both sides only 5cm,
Without enough insurance distances.Therefore closure block 6 is separately lifted as main suspender using the Two bors d's oeuveres HW588 of length 2.65m.Selection is suitable
The closure block 6 transported on beam ship is transported to design position immediately below closure mouth by tidal level by positioning ship by twisting anchor.Erection crane 5
Transfer suspender.According to monitoring requirement, hierarchical loading lifting closure block 6.75 are pressed on water tank in 7# piers " T " structure beam sections beam body
The vertical spacing of centimetre carries out water level elevation mark, and closure block 6 is loaded for 4 times totally by 25%, 50%, 75%, 100%, is added
When load, sluicing gate valve is opened, synchronizing sluicing according to cistern water level absolute altitude mark, (closure block 6 loads 1 time, and single water tank unloads water height
Spend 75cm), until 100% load is completed.After beam ship to suitable height is transported in 6 bottom of block disengaging of joining the two sections of a bridge, etc, station keeping ship and cargo ship
Exit working region, berthing cushion cap.It joins the two sections of a bridge, etc in 6 loading procedure of block, measures pairing Longkou Simultaneous Monitoring, acquire altitude data, with
Just monitoring closure mouth both sides elevation variation.
In another technical solution, in the step c, apply jacking force the specific steps are：
Step c1：Four groups of pushing tow steel-tooth banks are respectively provided in the back and interior case of 7# piers beam sections 1 and 8# piers beam sections 2
7, every group of pushing tow steel-tooth bank 7 is a pair of and is respectively symmetrically anchored in 7# piers beam sections 1 and 8# piers beam sections 2, the closure block 6
On be correspondingly arranged multiple interim steel-tooth banks 12, the steel-tooth bank is the formed steel construction of box, join the two sections of a bridge, etc block 6 on interim steel-tooth bank
Pushing tow steel-tooth bank 7 in 12 corresponding 8# piers beam sections 2 is rigidly connected by interim fining twisted steel 14 so that the block 6 that joins the two sections of a bridge, etc
Side rigidly consolidates temporarily with 8# pier 18# beam sections；
Step c2：It is provided with jack 9 and concrete steel pipe 10,9 one end of jack between intermediate two groups of pushing tow steel-tooth banks 7
Tight against in 7# piers beam sections 1 pushing tow steel-tooth bank 7, the other end tight against 10 one end of concrete steel pipe, the concrete steel pipe 10 is another
It is welded with the pushing tow steel-tooth bank 7 in 8# piers beam sections 2 one end；Pushing tow steel-tooth bank 7 in both sides 7# piers beam sections 1 and closure block 6
On interim steel-tooth bank 12 between be provided with jack 9 and shaped steel 13,9 one end of jack is tight against the pushing tow in 7# piers beam sections 1
Steel-tooth bank 7, the other end are tight against 13 one end of shaped steel, and 13 other end of the shaped steel is tight against the interim steel-tooth bank 12 on closure block 6；
Step c3：Apply jacking force, during pushing tow, pairing Longkou both sides 7# piers beam sections 1 and 8# piers by jack 9
2 pier shaft of beam sections and beam body deviation measure in real time, and the standard parameter of the data measured and design monitoring unit is carried out
Comparison according to comparative analysis, then adjusts the pushing tow sequence and jacking force of four groups of pushing tow steel-tooth banks, 7 jack 9, is pushed up by dynamic
Adjustment is pushed away, until 7# piers beam sections 1 and 2 pier shaft of 8# piers beam sections and beam body deviation meet the standard of design after pushing tow adjustment；
Step c4：Pre-embedded steel slab and movable locking steel-tooth bank 8, pushing tow are provided in beam sections beam body at jack 9
Locking steel-tooth bank 8, which is welded on pre-embedded steel slab, after the completion makes it tight against 13 one end of the concrete steel pipe 10 or shaped steel, unloading
Jack 9, temporary locking closure block 6；
Step c5：Using on the special hanger of erection crane 5 lifting system and changing-breadth system will join the two sections of a bridge, etc block 6 plan-position
It is adjusted to the normal place of design with elevation；
Step c6：Concrete steel pipe 10 is fixed with the multiple anchor holes being arranged on closure block 6 by anchor pole, among the block 6 that joins the two sections of a bridge, etc
Two interim steel-tooth banks 12 be welded to connect by more channel steels, the then gap between more channel steels and concrete steel pipe 10
In fill in steel plate, release the suspender on closure block 6 later, complete final locking closure block 6.There are 8 points on closure block 6 in Fig. 5,
It is main suspender, the anchoring temporarily of closure block 6 is carried out by the anchor hole on concrete steel pipe 10 and the anchor hole on closure block 6,
So as to release the suspender on closure block 6.
In another technical solution, using jack 9 when the mouth both sides that join the two sections of a bridge, etc apply jacking force, it is classified and repeatedly applies top
Thrust.
In another technical solution, in the step c2, the concrete steel pipe 10 between intermediate two groups of pushing tow steel-tooth banks 7
Corresponding end is connected by steel plate, to form class intersecting parallels formed steel construction.
In another technical solution, the pushing tow steel-tooth bank 7 includes steel-tooth bank bottom plate 15, the connection of a pair of of steel-tooth bank end
Plate 17 and a pair of of steel-tooth bank side plate 16, constitute the box-structure of upper surface opening, are set on steel-tooth bank end connecting plate 17
It is equipped with waist-shaped hole, the pushing tow steel-tooth bank 7 is fixed on back by more anchor poles.
In the above-mentioned technical solutions, be to improve into the bridge structure internal force after bridge, before closure closure mouth to both sides according to
Design requirement applies jacking force.Apply jacking force on the one hand and be the spacing increased between closure mouth, in a kind of embodiment, join the two sections of a bridge, etc mouth
Be designed as 3 meters, and beam sections be since tenesmus can make spacing at closure mouth become smaller, by pushing tow make spacing become larger be in order to
2.7 meters of closure blocks 6 can smoothly be located at closure mouth, after the pushing tow on the other hand carrying out beam sections, the beam sections at both ends due to
Stress can be lifted up, can further adjust the absolute altitude of beam body and linear.And the effect of pushing tow steel-tooth bank 7 is to apply jacking force
Shi Zuowei beaers, beam sections do not have space without stress point after installing yet, therefore by being previously installed in beam sections
Pushing tow steel-tooth bank 7 carries out stress, and all steel-tooth banks are anchored using vertical prestressing in the beam body of segment, and pushing tow and pushing tow are met
The requirement of locking closure block 6 afterwards.
The pushing tow steel-tooth bank 7 includes steel-tooth bank bottom plate 15, steel-tooth bank end connecting plate 17 and steel-tooth bank side plate 16, described
Steel-tooth bank side plate 16 arranges along the length direction of concrete steel pipe 10, steel-tooth bank end connecting plate 17 and steel-tooth bank side
It is provided with steel-tooth bank reinforcing plate 18 between plate 16, waist-shaped hole, waist-shaped hole effect are provided on steel-tooth bank end connecting plate 17
Convenient for adjusting the vertical position of horizontal fining twisted steel.The locking steel-tooth bank 8 only includes steel-tooth bank bottom plate and steel-tooth bank side plate,
The steel-tooth bank side plate is arranged along the length direction of concrete steel pipe 10, between the steel-tooth bank bottom plate and the steel-tooth bank side plate
It is provided with steel-tooth bank reinforcing plate.Avoid the throwing of the large-scale installation mechanical equipment in marine bridge, high-altitude bridge installation closure
Enter, reduces marine high-altitude safe risk, improve installation accuracy.Locking steel-tooth bank only has steel-tooth bank bottom plate and steel-tooth bank side
Plate, convenient for welding locking thrustor.
In a kind of embodiment, incremental launching construction is as follows：
Step 1：1. using the concrete steel pipe 10 of single long 4.27m diameters 270mm wall thickness 8mm, both ends capping thickness is
The pushing tow steel plate of 3cm is aided with strength plate, forms the propulsion arm of intermediate two groups of pushing tows.Propulsion arm one end and 8# piers " T " structure beam sections
11 top plate pushing tow steel-tooth bank 7 of 18# beam sections block welds, the stability of pushing tow shaped steel when ensureing to apply jacking force.The other end welds
The work 25 of two root long degree 1.5m is connect, and work 25 is put into the pushing tow on the 18# movable block backs of 7# piers beam sections 1 and anchors steel-tooth bank
Anchoring notch in.After pushing tow concrete steel pipe 10 is fixed, the direction across bridge Welder 25 between two pushing tow concrete steel pipes 10,
The stability of pushing tow rod piece during guarantee pushing tow.2. according to design and monitoring requirement, in closure both sides pier shaft and both sides beam body
The upper corresponding pushing tow of label measures monitoring point, the parameters such as the linear and absolute altitude of beam body is measured in real time, then in 18# beam sections block 11
100t jack 9 are placed between back pushing tow steel-tooth bank 7 and 10 end of pushing tow concrete steel pipe, to adapt to closure mouth both sides girder
Absolute altitude and corner variation are arranged thick rubber slab in 9 one end of pushing tow jack, and ensure reliable power transmission.
Step 2：1. according to design and monitoring requirement, using jack 9 in closure mouth both sides 4 points of top plate, by 10%~
100% totally 10 steps synchronize classification and apply jacking force, finally, pass through the top that 9 oil meter of jack reading controls single pushing tow point
Thrust reaches 56.25t, 4 total 225t of pushing tow resultant force.During pushing tow, pairing Longkou both sides pier shaft and beam body measure,
Pier shaft and beam body deviation are monitored at any time, change pushing tow sequence and jacking force will pass through, it is ensured that deviation meets design and monitoring is wanted
It asks.2. pushing tow is completed, after closure mouth both sides beam body deviation is satisfied by design and monitoring requirement, by 10 both sides of pushing tow concrete steel pipe
Work 25 and 7# piers " T " structure 18# pier beam sections top plate pushing tow steel-tooths bank 7 welded, triangle is welded in steel-tooth bank and 25 end of work
Strength plate is reinforced, and closure mouth both sides back is consolidated.3. the jack 9 on first top beam top, after being lifted in beam sections, then is pushed up
The jack 9 of bottom surface, using the Two bors d's oeuveres slot 28a of 4 long 6.74m of list, single one end is caught in 7# piers " T " structure 18# pier beam sections bottom
In steel-tooth bank, and welding (strength plate is welded between end and steel-tooth bank) is completed with steel-tooth bank, the other end is caught in 8# piers " T " structure 18#
It in the steel-tooth bank of pier beam sections bottom, equally completes to weld with steel-tooth bank, is also first to carry out pushing tow in the process so that beam body deviation
After meeting design requirement, then it is welded and fixed.Beam sections beam bottom is also to be pushed up using structure same as back and mode
It pushes away, the pushing tow direction of back and beam bottom is just the opposite, it can be achieved that reaction force.4 Two bors d's oeuveres slot 28a and 11 bottom of 18# beam sections block
It after steel-tooth bank is welded and fixed, welds to form frame using 25 direction across bridge of work and Two bors d's oeuveres slot 28a, closure mouth both sides beam bottom is consolidated
Knot.Finally, jack 9 is unloaded, jacking force is converted to closure mouth both sides 18# beam sections block 11, and is completed at the top of closure mouth
With the temporary locking of bottom.
Closure 6 pose adjustment of block and locking：Using on the special hanger of erection crane 5 lifting system and changing-breadth system it is logical
To join the two sections of a bridge, etc 6 plan-position of block and elevation of surveying and locating is crossed to adjust to design position.Then by the pushing tow concrete steel pipe 10 of back
It is welded and fixed respectively with the locking steel-tooth bank 8 on closure 6 back of block and interior bottom plate with the Two bors d's oeuveres slot 28a of beam bottom, it is final to lock
Join the two sections of a bridge, etc block 6.Finally using auxiliary tools such as chain block, hoist engine, crowbars using the Two bors d's oeuveres channel steel 28a of 4 long 4m of list as flat
Spreader beam is across concrete steel pipe 10 and two interim steel-tooth banks 12, and between concrete steel pipe 10 and Two bors d's oeuveres channel steel 28a
Gap fill in steel plate, in this, as loop wheel machine hang closure block 6, bear closure block 6 conduct oneself with dignity safety measures.
In another technical solution, wet seam formwork erection will join the two sections of a bridge, etc tactile between block 6 and 8# piers beam sections 2 first before pouring
Epoxide-resin glue is smeared on face, rigid consolidation is carried out using interim prestressing force, then between closure block 6 and 7# piers beam sections 1
Space in set up wet joint template.
In the above-mentioned technical solutions, template installation specific method is：After the block 6 that joins the two sections of a bridge, etc locks, using bellows special joint
And bellows of the mightiness belt between closure block 6 and both sides 18# movable blocks is attached, and is filled using glass cement at gap,
To prevent Concrete Leakage.Using the bamboo slab rubber of thickness 18mm as bed die panel, Two bors d's oeuveres slot 28a wears 32 essences of Φ as back rib
Roll screw thread reinforcing pull rod.It is installed for ease of inner core die, two lists long 5m, the interior long 1.5m of packing list on the outside of fining twisted steel tie rods, thereafter
Using connector spreading.Rod outer sleeve Φ 45mmPVC pipes, at sea position after making bed die system on barge, fixed by sea
Position barge is transported to below closure mouth, is lifted by crane bed die system by wet seam using hoist engine in bridge floor and is installed.Wet seam
Form surfacing is all made of thick 18mm bamboo slab rubbers.Web external mold back rib uses Two bors d's oeuveres slot 20, vertical direction that Φ is arranged by 50cm spacing
20 pull rods, rod outer sleeve Φ 25mmPVC pipes.Flange plate external mold back rib uses Two bors d's oeuveres slot 8, and direction across bridge is by the setting setting of 80cm spacing
20 pull rods of Φ, housing Φ 25mmPVC pipes.Web and flange plate external mold respectively by manually out of closure block 6 case set up scaffold and
Back is installed.Length 20cm, R=10cm circular arc steel plate is made using thick 5mm steel plates to be used as outside closure 6 web of block and bottom plate
Circular arc chamfering template is manually installed out of closure block 6 from bottom plate chamfering, and keeps it solid with bamboo slab rubber external mold using iron nail
It is fixed.External mold is after installation is complete, and case sets up scaffold operating platform in closure mouth, using bamboo slab rubber as form surfacing piecemeal peace
Fill inner core die.Web internal model back rib uses Two bors d's oeuveres slot 20, and 20 pull rods of Φ, housing Φ 25mmPVC pipes, spacing and external mold pair is arranged
It answers.Inner core die top plate back rib uses Two bors d's oeuveres slot 8, direction across bridge setting, using Φ 32mm connectors by bed die fining twisted steel spreading
To top plate is passed through, as pull rod, rod outer sleeve Φ 45mmPVC pipes.It is horizontal in back along bridge to the single long 50cm Two bors d's oeuveres slot 28a of placement
Bridge is consistent with fining twisted steel spacing to spacing.After fining twisted steel tie rods pass through Two bors d's oeuveres slot 28a, gasket nut is installed.Finally
Panel is made using bamboo slab rubber, Two bors d's oeuveres slot 8 makees back rib, completes the installation of inner core die chamfering formwork.Wet joint template installs as a result,
At.
In another technical solution, after the completion of wet joint template is set up, wet seam formwork erection, which pours, uses intensity for C55's
Shrinkage concrete is compensated, match ratio is：Cement：Fine aggregate：Coarse aggregate：Water：Flyash：Miberal powder：Additive：Swelling agent=
1:0.65:1.40:2.09：0.31：0.13:0.13:0.011:0.100,1.5m measures in single seam side3.Additive is exactly concrete matched
Retarder in composition and division in a proportion.Concreting is carried out according to the opportunity of monitoring requirement, construction is completed before concrete initial set.Concrete by
Land mixing plant mixes and stirs, and hopper loads, and anchor ship is transported to 8# piers " T " structure beam sections, and pier top is hung to using tower crane, artificial small bucket
Vehicle pushes to the wet seam crossing of closure and puts in storage.Bottom slab concreting is first carried out, then pours web and chamfering, top plate is finally completed and pours.Note
Being intended to open up hole of vibrating on bottom plate chamfering and web templates ensures vibration compacting.After the completion of concreting, need to wet seam
It carries out shining water covering curing, curing cycle is seven days.
In another technical solution, the interior closure beam concrete operations of tensioning body are：Concreting age reaches 7 days, and
After intensity and elasticity modulus reach design standard value 90%, internal bottom plate beam is sequentially completed according to the tension sequence of design requirement
And top plate Shu Zhangla, and mud jacking and sealing off and covering anchorage construction are completed accordingly.Then suspender, 5 transition of erection crane are removed, while releasing lock
Fixed, discharge ballast water simultaneously clears up closure 6 construction material of block and sundries.
Although the embodiments of the present invention have been disclosed as above, but its is not only in the description and the implementation listed
With it can be fully applied to various fields suitable for the present invention, for those skilled in the art, can be easily
Realize other modification, therefore without departing from the general concept defined in the claims and the equivalent scope, the present invention is simultaneously unlimited
In specific details and legend shown and described herein.
Claims (10)
1. the large span T-steel structure beam sections installation closure method for joining island bridge, includes the following steps：
Step a：A set of water tank is respectively installed in the cantilever end of adjacent T-steel structure 7# piers beam sections and T-steel structure 8# pier beam sections
Weighting system, and water filling in water tank ballast system, and reserve an erection crane in the cantilever end back of 7# pier beam sections；
Step b：After block join the two sections of a bridge, etc using marine transportation Ship Transportation to closure mouth underface, the erection crane in 7# pier beam sections is utilized
Lifting closure block, lifting is synchronized when loading closure block and is sluiced by water tank ballast system, dynamically to adjust 7# pier beam sections
Absolute altitude with 8# pier beam sections after being hung at closure mouth, is carried in the parameter and standard of setting using special hanger on erection crane
The plan-position and elevation of the system of liter and changing-breadth system adjustment closure block are in the parameter and standard of design, temporary locking closure block；
Step c：Apply jacking force, adjustment closure block and 7# piers beam sections from closure area to both sides and 8# pier beam sections in closure mouth
The bridge linear of section, after closure precision meets the parameter request of design, final locking closure block；
Step d：Wet seam formwork erection is completed to pour and the beam that joins the two sections of a bridge, etc in tensioning body.
2. the large span T-steel structure beam sections installation closure method as described in claim 1 for joining island bridge, the step
In a, the installation of water tank ballast system is specially：In multiple beam sections blocks of 7# piers beam sections and 8# pier beam sections closure side end
Interior case in be respectively provided with multiple small water tanks, and the back of the non-closure side end of 7# pier beam sections, 8# pier beam sections closure side and
The back of non-closure side end is respectively provided with a large water tank, and sluicing gate valve is both provided on the small water tank and the large water tank.
3. the large span T-steel structure beam sections installation closure method as claimed in claim 2 for joining island bridge, the step
In b, when lifting by crane closure block using erection crane, lifted by crane by way of hierarchical loading, specially：The small water tank and institute
It states and is both provided with cistern water level absolute altitude mark on large water tank, closure block carries out being performed in multiple times load completion when lifting load, and
Water tank ballast system opens sluicing gate valve according to absolute altitude mark simultaneously and synchronizes sluicing.
4. the large span T-steel structure beam sections installation closure method as described in claim 1 for joining island bridge, the step
In c, apply jacking force the specific steps are：
Step c1：It is respectively provided with four groups of pushing tow steel-tooth banks in the back and interior case of 7# piers beam sections and 8# pier beam sections, every group
Pushing tow steel-tooth bank is a pair of and is respectively symmetrically anchored in 7# piers beam sections and 8# pier beam sections, is correspondingly arranged on the closure block
Multiple interim steel-tooth banks, the steel-tooth bank are the formed steel construction of box, the corresponding 8# of the interim steel-tooth bank to join the two sections of a bridge, etc on block
Pushing tow steel-tooth bank in pier beam sections is rigidly connected by interim fining twisted steel so that join the two sections of a bridge, etc block side and 8# pier 18# beam sections
Block rigidly consolidates temporarily；
Step c2：It is provided with jack and concrete steel pipe between intermediate two groups of pushing tow steel-tooth banks, jack one end is tight against 7# piers
Pushing tow steel-tooth bank, the other end in beam sections is tight against concrete steel pipe one end, the concrete steel pipe other end and 8# piers segment
Pushing tow steel-tooth bank welding on beam；It is set between interim steel-tooth bank on pushing tow steel-tooth bank in the 7# pier beam sections of both sides and closure block
Be equipped with jack and shaped steel, jack one end tight against in 7# pier beam sections pushing tow steel-tooth bank, the other end is tight against shaped steel one end, institute
The shaped steel other end is stated tight against the interim steel-tooth bank on closure block；
Step c3：Apply jacking force, during pushing tow, pairing Longkou both sides 7# piers beam sections and 8# pier beam sections by jack
Pier shaft and beam body deviation measure in real time, the standard parameter of the data measured and design are compared, according to score
Analysis, then the pushing tow sequence and jacking force of jack between four groups of pushing tow steel-tooth banks are adjusted, it is adjusted by dynamic pushing tow, until pushing tow tune
7# piers beam sections and 8# pier beam sections pier shafts and beam body deviation meet the standard of design after whole；
Step c4：Pre-embedded steel slab and movable locking steel-tooth bank are provided in beam sections beam body at jack, after the completion of pushing tow
Locking steel-tooth bank, which is welded on pre-embedded steel slab, makes it tight against the concrete steel pipe or shaped steel one end, unloads jack, temporarily
Locking closure block；
Step c5：Using on the special hanger of erection crane lifting system and changing-breadth system will join the two sections of a bridge, etc block plan-position and elevation
It adjusts to the normal place of design；
Step c6：Concrete steel pipe is fixed with the multiple anchor holes being arranged on closure block by anchor pole, and two among the block that joins the two sections of a bridge, etc face
When steel-tooth bank be welded to connect by more channel steels, then fill in steel plate in more gaps between channel steel and concrete steel pipe,
The suspender on closure block is released later, completes final locking closure block.
5. the large span T-steel structure beam sections installation closure method as claimed in claim 4 for joining island bridge, utilization is very heavy
When withstanding on closure mouth both sides application jacking force, it is classified and repeatedly applies jacking force.
6. the large span T-steel structure beam sections installation closure method as claimed in claim 4 for joining island bridge, the step
In c2, the corresponding end of concrete steel pipe between intermediate two groups of pushing tow steel-tooth banks is connected by steel plate, to form class well
Font formed steel construction.
7. the large span T-steel structure beam sections installation closure method as claimed in claim 4 for joining island bridge, the pushing tow
Steel-tooth bank includes steel-tooth bank bottom plate, a pair of of steel-tooth bank end connecting plate and a pair of of steel-tooth bank side plate, constitutes upper surface opening
Box-structure is provided with waist-shaped hole on the connecting plate of steel-tooth bank end, and the pushing tow steel-tooth bank is fixed on by more anchor poles
Back.
8. the large span T-steel structure beam sections installation closure method as described in claim 1 for joining island bridge, wet seam is vertical
Mould is first consolidated in the gap to join the two sections of a bridge, etc between block and 8# pier 18# beam sections blocks by epoxide-resin glue before pouring, and is then being joined the two sections of a bridge, etc
Wet joint template is set up in space between block and 7# pier 18# beam sections.
9. the large span T-steel structure beam sections installation closure method as claimed in claim 8 for joining island bridge, wet seam mould
After the completion of plate is set up, wet seam formwork erection pours the compensation shrinkage concrete for using intensity as C55, and match ratio is：Cement：Carefully
Gather materials：Coarse aggregate：Water：Flyash：Miberal powder：Additive：Swelling agent=1:0.65:1.40:2.09：0.31：0.13:0.13:
0.011:0.100。
10. the large span T-steel structure beam sections installation closure method as claimed in claim 9 for joining island bridge, tensioning body
Interior closure beam concrete operations are：Concreting age reaches 7 days, and intensity and elasticity modulus reach design standard value 90%
Afterwards, it is sequentially completed internal bottom plate beam and top plate Shu Zhangla, and completes mud jacking and sealing off and covering anchorage construction.
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| CN110245399A (en) * | 2019-05-30 | 2019-09-17 | 北京铁科工程检测有限公司 | A kind of special-shaped steel structure closure section, which is accurately matched, cuts method for determination of amount |
| CN110258332A (en) * | 2019-04-03 | 2019-09-20 | 中国一冶集团有限公司 | Closure linker water tank ballast device and method |
| CN112878199A (en) * | 2021-01-11 | 2021-06-01 | 中铁大桥局集团第一工程有限公司 | Rigid frame bridge girder closure opening jacking force applying device and construction method |
| CN113408027A (en) * | 2021-06-16 | 2021-09-17 | 中铁大桥勘测设计院集团有限公司 | Bridge closure gap attitude quantitative counterweight adjustment method |
| CN114214967A (en) * | 2021-12-25 | 2022-03-22 | 中交路桥建设有限公司 | Pushing installation method for large-span non-support steel box girder of high pier in mountainous area |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113408027A (en) * | 2021-06-16 | 2021-09-17 | 中铁大桥勘测设计院集团有限公司 | Bridge closure gap attitude quantitative counterweight adjustment method |
| CN114214967A (en) * | 2021-12-25 | 2022-03-22 | 中交路桥建设有限公司 | Pushing installation method for large-span non-support steel box girder of high pier in mountainous area |
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