CN106120559A - A kind of bridge limited bracket construction method and bridge - Google Patents
A kind of bridge limited bracket construction method and bridge Download PDFInfo
- Publication number
- CN106120559A CN106120559A CN201610423219.1A CN201610423219A CN106120559A CN 106120559 A CN106120559 A CN 106120559A CN 201610423219 A CN201610423219 A CN 201610423219A CN 106120559 A CN106120559 A CN 106120559A
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- China
- Prior art keywords
- anchor ear
- bridge
- cushion block
- support member
- hoop
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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
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/30—Metal
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
A kind of bridge limited bracket construction method, include double embrace hoop construction procedure altogether, double embrace hoop construction procedure includes: install double embrace hoop on same pier stud, double embrace hoop includes the first anchor ear and the second anchor ear that structure is identical, first anchor ear has the first support member and the second anchor ear has the second support member, the first support member and the second support member and staggers in the radial direction of pier stud；And the first cushion block is installed on double embrace hoop, the end face of the first cushion block and the end face of the second support member are in same level.A kind of bridge, bridge includes the cast-in-situ box girder that bridge pier and the double embrace hoop set up by said method are built.Directly superstructure is installed to the first cushion block and the second support member, decrease setting up of support, easy construction, quick, pier stud is implemented without damaged construction, improve efficiency of construction；Anchor ear on high pier stud uses corresponding double semicircle sizing punching block, ensure that anchor ear matches with pier stud contact surface, and anchor ear can reuse.
Description
Technical field
The present invention relates to field of bridge construction, in particular to a kind of bridge limited bracket construction method and bridge.
Background technology
The basis of bridge carries the variable load on bridge pier, the total weight of bridge span structure and bridge.Bridge foundation is past
Toward building among the flowing water of rivers, washed away by current.So bridge foundation is typically big than the scale of house foundation, need
The problem considered is many, and execution conditions are the most difficult.
Box beam component on site construction method is mainly the selection to falsework, for reaching quick, safety, economic dispatch target, executes
Mount approach must be carried out conscientious comparison before work.The construction method that cast-in-situ box girder is conventional has: raft support method, anchor ear shaped steel
Shellfish thunder sectional shelf-unit method and MSS method etc..According to factors such as different construction environments, bridge feature, economic securities, select
Different construction methods.The defect of existing construction method is, on high pier, during cast-in-situ box girder, support sets up that difficulty is higher, support
Relatively costly and the rack construction time is longer.
Summary of the invention
It is an object of the invention to provide a kind of bridge limited bracket construction method, it can reduce setting up of support so that
Support sets up that difficulty is relatively low and cost is relatively low, improves efficiency of construction.
Another object of the present invention is to provide a kind of bridge that should build in aforementioned manners.
Embodiments of the invention are achieved in that
A kind of bridge limited bracket construction method, includes that double embrace hoop construction procedure, double embrace hoop construction procedure include: altogether same
Installing double embrace hoop on individual pier stud, double embrace hoop includes the first anchor ear and the second anchor ear that structure is identical, and the second anchor ear is positioned at first armful
The top of hoop；First anchor ear has the first support member and the second anchor ear has the second support member, the first support member and second
Support member staggers in the radial direction of pier stud, and the first support member is along the centrage of the axial direction of pier stud and the second support member along pier stud
The centrage of axial direction misaligned；And cushion block is installed on double embrace hoop, cushion block includes the installed to the first support member
One cushion block, the end face of the first cushion block and the end face of the second support member are in same level.
In preferred embodiment of the present invention, the cushion block of above-mentioned bridge limited bracket construction method also includes installing to second
Second cushion block of support member, the end face of the first cushion block and the end face of the second cushion block are in same level.
In preferred embodiment of the present invention, the first anchor ear of above-mentioned bridge limited bracket construction method include the first half hoop and
Second half hoop, the first half hoop is identical with the structure of the second half hoop, and the first half hoop includes semi-circular sheet steel, is connected to semi-circular sheet steel
The side steel plate of both sides and be connected to the half of side steel plate and support, two and half support formation stitched together of the first anchor ear side the
One support member.
In preferred embodiment of the present invention, the structure of the second anchor ear of above-mentioned bridge limited bracket construction method and first armful
The structure of hoop is identical, two and half support formation the second support members stitched together of the second anchor ear side
In preferred embodiment of the present invention, the double embrace hoop construction procedure of above-mentioned bridge limited bracket construction method is additionally included in
Shoulder pole girder is set up on first cushion block and the second cushion block.
In preferred embodiment of the present invention, the double embrace hoop construction procedure of above-mentioned bridge limited bracket construction method is additionally included in
Relief arrangement is installed on shoulder pole girder, on relief arrangement, then sets up horizontal spandrel girder.
In preferred embodiment of the present invention, the double embrace hoop construction procedure of above-mentioned bridge limited bracket construction method is additionally included in
Laterally set up longitudinal spandrel girder on spandrel girder.
In preferred embodiment of the present invention, the double embrace hoop construction procedure of above-mentioned bridge limited bracket construction method is additionally included in
Set up distribution beam on longitudinal spandrel girder, in distribution beam, then set up base plate truss.
In preferred embodiment of the present invention, above-mentioned bridge limited bracket construction method also includes pre-buried bracket construction procedure,
The bracket used in pre-buried bracket construction procedure includes embedded bar, the first steel plate, the second steel plate and the 3rd steel plate, the first steel
Plate is connected to embedded bar, and the second steel plate is connected to the top of the first steel plate, and the 3rd steel plate is connected to the bottom of the first steel plate；Cattle
Lower limb also includes connecting the second steel plate and the first stiffener of the 3rd steel plate.
A kind of bridge, bridge includes the cast-in-situ box girder that bridge pier and the double embrace hoop set up by said method are built.
The embodiment of the present invention provides the benefit that: the bridge limited bracket construction method of the present invention includes double embrace hoop construction step
Suddenly, double embrace hoop construction procedure is included on same pier stud installation double embrace hoop and installs cushion block, the first anchor ear on double embrace hoop
There is the first support member and the second anchor ear has the second support member, the first support member and the second support member in the radial direction side of pier stud
To staggering, cushion block includes installing the first cushion block to the first support member, and the end face of the first cushion block and the end face of the second support member exist
In same level, directly superstructure is installed to the first cushion block and the second support member, decrease setting up of support, construction party
, fast, just pier stud is implemented without damaged construction, improve efficiency of construction；Anchor ear on high pier stud uses corresponding double semicircle fixed
Shaped steel mould, ensure that anchor ear matches with pier stud contact surface, and anchor ear can reuse.
Accompanying drawing explanation
In order to be illustrated more clearly that the technical scheme of the embodiment of the present invention, below by embodiment required use attached
Figure is briefly described, it will be appreciated that the following drawings illustrate only certain embodiments of the present invention, and it is right to be therefore not construed as
The restriction of scope, for those of ordinary skill in the art, on the premise of not paying creative work, it is also possible to according to this
A little accompanying drawings obtain other relevant accompanying drawings.
Fig. 1 be the present invention bridge limited bracket construction method in the flow chart of double embrace hoop construction procedure；
Fig. 2 is the construction process figure of the bridge of the present invention；
Fig. 3 is that the suitable bridge of the bridge of the present invention is to schematic diagram；
Fig. 4 is the direction across bridge schematic diagram of the bridge of the present invention；
Fig. 5 be the present invention bridge limited bracket construction method in the three-dimensional signal of the first anchor ear of double embrace hoop construction procedure
Figure；
Fig. 6 be the present invention bridge limited bracket construction method in double embrace hoop construction procedure the first anchor ear vertical view signal
Figure；
Fig. 7 be the present invention bridge limited bracket construction method in the first anchor ear of double embrace hoop construction procedure and the second anchor ear peace
The schematic top plan view being contained on bridge pier；
Fig. 8 be the present invention bridge limited bracket construction method in double embrace hoop construction procedure the first cushion block side-looking signal
Figure；
Fig. 9 be the present invention bridge limited bracket construction method in double embrace hoop construction procedure the second cushion block side-looking signal
Figure；
Figure 10 be the present invention bridge limited bracket construction method in the side of bracket that uses of pre-buried bracket construction procedure show
It is intended to；
Figure 11 be the present invention bridge limited bracket construction method in the front of bracket that uses of pre-buried bracket construction procedure show
It is intended to.
In figure:
Double embrace hoop construction procedure 100, bridge method 200, bridge 300, cast-in-situ box girder 320, No. 5 bridge piers 325,6
Bridge pier 326, No. 7 bridge piers 327, double embrace hoop support 400, double embrace hoop 500, the first anchor ear 510, the first half hoop 511, the second half hoop
512, semi-circular sheet steel 513, side steel plate 514, half support 515, the first support member 516, the second anchor ear 520, the second support member
526, cushion block 530, the first cushion block 531, the second cushion block 532, pipeline 533, top board 534, base plate 535, reinforcement 536, implant
537, shoulder pole girder 540, relief arrangement 550, horizontal spandrel girder 560, longitudinal spandrel girder 570, distribution beam 580, base plate truss 590,
Bracket 600, embedded bar 610, the first steel plate 621, the second steel plate 622, the 3rd steel plate 623, the first stiffener 631, second adds
Strength plate 632, the 3rd stiffener 633.
Detailed description of the invention
For making the purpose of the embodiment of the present invention, technical scheme and advantage clearer, below in conjunction with the embodiment of the present invention
In accompanying drawing, the technical scheme in the embodiment of the present invention is clearly and completely described, it is clear that described embodiment is
The a part of embodiment of the present invention rather than whole embodiments.Generally implement with the present invention illustrated described in accompanying drawing herein
The assembly of example can be arranged with various different configurations and design.
Therefore, detailed description to the embodiments of the invention provided in the accompanying drawings is not intended to limit claimed below
The scope of the present invention, but be merely representative of the selected embodiment of the present invention.Based on the embodiment in the present invention, this area is common
The every other embodiment that technical staff is obtained under not making creative work premise, broadly falls into the model of present invention protection
Enclose.
It should also be noted that similar label and letter represent similar terms, therefore, the most a certain Xiang Yi in following accompanying drawing
Individual accompanying drawing is defined, then need not it be defined further and explains in accompanying drawing subsequently.
In describing the invention, it should be noted that term " " center ", " on ", D score, "left", "right" " level ",
Orientation or the position relationship of the instruction such as " interior ", " outward " are based on orientation shown in the drawings or position relationship, or this invention is produced
The orientation usually put during product use or position relationship, be for only for ease of the description present invention and simplify description rather than indicate
Hint indication device or element must have specific orientation, with specific azimuth configuration and operation, be not understood that
For limitation of the present invention.Describe additionally, term " first ", " second ", " the 3rd " etc. are only used for distinguishing, and it is not intended that refer to
Show or imply relative importance.
In describing the invention, in addition it is also necessary to explanation, unless otherwise clearly defined and limited, term " arrange ",
" install ", " connection " should be interpreted broadly, and connects for example, it may be fixing, it is also possible to be to removably connect, or connect integratedly
Connect；Can be to be mechanically connected, it is also possible to be electrical connection；Can be to be joined directly together, it is also possible to be indirectly connected to by intermediary, can
To be the connection of two element internals.For the ordinary skill in the art, above-mentioned term can be understood with concrete condition
Concrete meaning in the present invention.
First embodiment
Refer to Fig. 1, Fig. 3 and Fig. 4, the present embodiment provides a kind of bridge limited bracket construction method, and the bridge of the present invention is few
Stand construction method includes double embrace hoop construction procedure 100 and pre-buried bracket construction procedure.
Hold Hoop method is exactly when box girder construction, is stuck in steel band two ends on its lower pier stud with two sections of semi-circular steel bands and welds with bracket
By cross beam frame on overhanging bracket, utilize upper load box beam deadweight that the frictional force bearing cross beam of steel band and pier stud descends,
Template deadweight, construction loads etc..The double embrace hoop support 400 used in the double embrace hoop construction procedure 100 of the present invention includes double embrace hoop
500, cushion block 530, shoulder pole girder 540, relief arrangement 550, horizontal spandrel girder 560, longitudinal spandrel girder 570, distribution beam 580 and base plate
Truss 590.Double embrace hoop construction procedure 100 comprises the following steps:
In a step 101, same pier stud is installed double embrace hoop 500.Refer to Fig. 5 and Fig. 6, double embrace hoop 500 includes
The first anchor ear 510 and the second anchor ear 520 that structure is identical, the first anchor ear 510 and the second anchor ear 520 are arranged on same pier stud
On, the second anchor ear 520 is positioned at the top of the first anchor ear 510.In the present embodiment, each pier stud of double pier studs is respectively mounted
First anchor ear 510 and the second anchor ear 520.
First anchor ear 510 includes the first half hoop 511 and the second half hoop 512, the first half hoop 511 and knot of the second half hoop 512
Structure is identical, and the first half hoop 511 and the second half hoop 512 are by together with high strength exploitation.First half hoop 511 includes half
Circular steel plate 513, it is connected to the side steel plate 514 of semi-circular sheet steel 513 both sides and is connected to the half of side steel plate 514 and supports 515,
Second half hoop 512 includes semi-circular sheet steel 513, is connected to the side steel plate 514 of semi-circular sheet steel 513 both sides, semi-circular sheet steel 513
Radius equal to the radius of pier stud.First half hoop 511 and the second half hoop 512 cooperate together when forming the first anchor ear 510,
Pier stud is wrapped in wherein by two semi-circular sheet steel 513, two and half support 515 formation one first of the first anchor ear 510 side
Support member 516, two and half support 515 another first support members 516 of formation of the first anchor ear 510 opposite side.Second anchor ear 520
Structure is identical with the structure of the first anchor ear 510, two and half support 515 one the second support member of formation of the second anchor ear 520 side
526, two and half support 515 another second support members 526 of formation of the second anchor ear 520 opposite side.Should be understood that superstructure can
To install half support 515 or the first support member 516 of half support the 515, second anchor ear 520 to the first anchor ear 510.
Should be understood that thickness and the height of semi-circular sheet steel 513 can select, in this reality by support strength as required
Execute in example, steel plate thickness 2cm, the first half hoop 511 and the second half hoop 512 high 1800mm respectively.Connect the first half hoop 511 and the second half
The quantity of the high-strength bolt of hoop 512 can select as required, in the present embodiment, uses 64 high-strength bolts even
Connect the first half hoop 511 and the second half hoop 512.
Refer to Fig. 7, the first support member 516 of the first anchor ear 510 and the second support member 526 of the second anchor ear 520 are at pier
The radial direction of post staggers, i.e. first support member 516 of the first anchor ear 510 when overlooking the first anchor ear 510 and the second anchor ear 520
It is at an angle of θ, θ in the range of 3 degree to 45 degree with the second support member 526 of the first anchor ear 510, that is the first support member 516 is along pier
Centrage and second support member 526 of the axial direction of post are misaligned along the centrage of the axial direction of pier stud.Select 50t automobile
Hanging the installment work of responsible each anchor ear, concrete operation method is: answer installation site to carry out setting-out before installation, releases each with total powerstation
The height and position of anchor ear, and make a mark on cylinder pier, use 50t truck crane burst that anchor ear is installed, and use bolt in time
Fixing.After the bolt installation of anchor ear, the torque spanner of specialty must be used to reinforce, it is ensured that bolt is tightened.
First anchor ear 510 and the second anchor ear 520 lock ring are on pier stud, and produce frictional force between pier stud, thus are top
Structure provides bearing reaction, is main supporting force structure.It is preferred that be provided with one layer of rubber blanket between pier stud and anchor ear
(not shown), the thickness of rubber blanket is 2～3mm, to improve the frictional force between pier stud and anchor ear, protection pier stud concrete simultaneously.
In a step 102, double embrace hoop 500 is installed cushion block 530.Refer to Fig. 4, in the present embodiment, cushion block 530 wraps
Including the first cushion block 531 and the second cushion block 532, the first cushion block 531 is positioned on the first support member 516, and the second cushion block 532 is positioned at second
On support member 526.In other embodiments, cushion block 530 only includes the first cushion block 531, and the height of the first cushion block 531 is equal to second
The height of anchor ear 520 so that the end face of the first cushion block 531 and the second support member 526 of the second anchor ear 520 are in same level
On, one end of superstructure is placed on the first cushion block 531 and the other end is placed on the second support member 526.
Refer to Fig. 8 and Fig. 9, the first cushion block 531 include pipeline 533, the top board 534 being connected to the first cushion block 531 top,
Being connected to the base plate 535 bottom the first cushion block 531 and be arranged on the reinforcement 536 outside pipeline 533, reinforcement 536 is used for
Connect top board 534 and pipeline 533 or for connecting bottom board 535 and pipeline 533.It is preferred that the pipeline 533 of the first cushion block 531
Inside has implant 537.Second cushion block 532 is identical with the structure of the first cushion block 531, the second cushion block 532 and the first cushion block 531
Difference be that the height of pipeline 533 is different, the height of the pipeline 533 of the second cushion block 532 is more than the pipeline of the first cushion block 531
The height of 533.Should be understood that the first cushion block 531 and the second cushion block 532 can use as relief arrangement 550.At the present embodiment
In, pipeline 533 selects serpentine pipe to process, and is filled with and builds concrete in serpentine pipe, and serpentine pipe end face uses steel plate pad, steel
8 pieces of stiffeners are used to be attached between plate pad and serpentine pipe.In the present embodiment, two pier studs of each bridge pier divide
Not An Zhuan cushion block 530, cushion block 530 is seated to the end face of anchor ear, then by cushion block by employing 50t truck crane or tower crane one by one
530 get up with each component end face steel plate consolidation.
One effect of cushion block 530 is jointly to be supported by the first cushion block 531 and the second cushion block 532, alleviates first
Cushion block 531 and the load of the second cushion block 532, and add the support strength to superstructure.The height etc. of the first cushion block 531
In the height of the second cushion block 532 and the summation of the height of the second anchor ear 520, the end face of the first cushion block 531 and the second cushion block 532
End face is in a horizontal plane, and the first cushion block 531 and the second cushion block 532 jointly support, thus add and prop up superstructure
Support intensity.Should be understood that and have in the embodiment at inclination angle in cross-bridges direction, the height of the first cushion block 531 can be not equal to the second pad
The height of block 532 and the summation of the height of the second anchor ear 520, the now end face of the first cushion block 531 and the end face of the second cushion block 532
It is in not on same horizontal plane.
Another effect of cushion block 530 be to regulate the bearing height of double embrace hoop 500 and be arranged on cushion block 530 upper
The levelness of portion's structure.After double embrace hoop 500 is arranged on pier stud, in order to ensure the superstructure being arranged on cushion block 530
Levelness, can not change the installation site of double embrace hoop 500, and cushion block 530 is individually positioned in the first support member 516 and second
In support member 526, indirectly increase the bearing height of double embrace hoop 500 so that the end face of the first cushion block 531 and the second cushion block 532 is same
One horizontal plane, thus ensure that superstructure is in the horizontal plane.The height of each cushion block 530 can be determined before the mounting, according to
The cushion block 530 needed highly processes cushion block 530.
In step 103, the first cushion block 531 and the second cushion block 532 set up shoulder pole girder 540.Each bridge pier includes two
Individual pier stud, installs shoulder pole girder 540 on each pier stud of each bridge pier.Specifically, each shoulder pole girder 540 is arranged on each pier
On the cushion block 530 of post.Owing to the end face of the first cushion block 531 and the end face of the second cushion block 532 are on same horizontal plane, shoulder pole girder
540 are arranged on the first cushion block 531 and the second cushion block 532, and shoulder pole girder 540 is on horizontal plane.By the first cushion block 531 and
Two cushion blocks 532 support shoulder pole girder 540 jointly, and shoulder pole girder 540 supports superstructure again.
At step 104, shoulder pole girder 540 is installed relief arrangement 550.Select sandbox as top in the present embodiment
The relief arrangement 550 of structure, in order to ensure stablizing after the load-bearing of relief arrangement 550, before relief arrangement 550 is installed, uses
Jack precompressed, is depressed into the height of each relief arrangement 550 design height in advance, then is locked by size sand cylinder with shaped steel,
Relief arrangement 550 is seated to the end face of each shoulder pole girder 540 by employing 50t truck crane or tower crane one by one, then by relief arrangement
Get up with shoulder pole girder 540 consolidation bottom 550.In the present embodiment, relief arrangement 550 is sandbox.
In step 105, relief arrangement 550 sets up horizontal spandrel girder 560.In the present embodiment, bridge pier is double piers
Post, each pier stud is separately installed with double embrace hoop 500, and the double embrace hoop 500 of each pier stud is provided with cushion block 530, horizontal load-bearing
On the cushion block 530 of the pier stud that one end of beam 560 is arranged on bridge pier, the other end of horizontal spandrel girder 560 is arranged on same
On the cushion block 530 of another pier stud of bridge pier.
In the present embodiment, select I-steel as horizontal spandrel girder 560, be arranged on the end face of lip block 530.By
The I-steel that processing spelling completes hangs pacifies the end face to relief arrangement 550, to be adjusted to design attitude, is fixed on by spandrel girder
The end face of cushion block 530.
In step 106, horizontal spandrel girder 560 sets up longitudinal spandrel girder 570.In the present embodiment, shellfish thunder is selected
Sheet is as longitudinal spandrel girder 570, and beret truss longeron arranges five group of 13 row altogether, and box beam two wing plate side respectively arranges one group of double shellfish thunder
Sheet, web position arranges three group of 3 row's beret truss, often group beret truss spacing 45cm.Bailey bracket can be divided into multiple unit in the plane
Carrying out spelling, each unit truck crane or tower crane are installed in place by cross, then with homemade big bracing frame by each unit beret truss beam
Connect into entirety, use limiting card that the lower edge of each beret truss beam is fixed on horizontal spandrel girder 560 end face.
In step 107, longitudinal spandrel girder 570 sets up distribution beam 580.In the present embodiment, I-steel is selected to make
For bottom die of box-beam transverse distribution beam 580, setting space is 75cm, is arranged on longitudinal each node of distribution beam 580.Bailey truss
Along vertical bridge after laying well, installing I-steel distribution beam 580 at direction across bridge, distribution beam 580 longitudinal pitch 75cm, for guaranteeing I-shaped
The monolithic stability that steel is arranged, each distribution beam 580 and beret truss wind up and use U-shaped reinforcing bar to fix.
In step 108, distribution beam 580 sets up base plate truss 590.In the present embodiment, I-steel processing is used
Base plate truss 590, truss width 75cm, height determines according to the discrepancy in elevation of actual sendout with bed die system, and minimum constructive height is not less than
28cm, vertical bar of truss spacing 75cm, use oblique contact to strengthen between two montants.All use between I-steel and be welded to connect.Truss
According to the unified processing of design parameter, then using truck crane or tower crane to install, two truss clear spacings 70cm, truss installa-tion is complete
U-shaped reinforcing bar is used to fix with distribution beam 580, beret truss top boom after one-tenth.
The bridge limited bracket method support system of the present invention is on the premise of guaranteeing safety, and its anchor ear is all embraced in the circle constructed
On stub, frictionally bears top spandrel girder and box beam concrete weight.As far as possible by modularity, pin-connected panel design, by high-altitude
Operation land, the raising not only improving speed of application can reduce again work high above the ground work amount, be substantially reduced construction safety risk.
The pre-buried bracket construction procedure of the present invention uses pre-buried bracket to replace the double embrace hoop in double embrace hoop construction procedure 100,
The superstructure of pre-buried bracket is identical with the superstructure in double embrace hoop construction procedure 100.
Refer to Figure 10 and Figure 11, bracket 600 includes embedded bar the 610, first steel plate the 621, second steel plate 622 and
Three steel plates 623, the first steel plate 621 is connected to embedded bar 610, and the second steel plate 622 is connected to the top of the first steel plate 621, the
Three steel plates 623 are connected to the bottom of the first steel plate 621, also include that first stiffener the 631, second stiffener 632 and the 3rd is put more energy into
Plate 633, one end of the first stiffener 631 is connected to the second steel plate 622 and the other end is connected to the 3rd steel plate 623, and second adds
The side of strength plate 632 is connected to the second steel plate 622 and opposite side is connected to embedded bar 610, the side of the 3rd stiffener 633
It is connected to the 3rd steel plate 623 and opposite side is connected to embedded bar 610.Should be understood that in other embodiments, can only include
First stiffener 631, and there is no the second stiffener 632 and the 3rd stiffener 633.
The present invention also provides for a kind of bridge 300, and bridge 300 includes bridge pier and built by above-mentioned limited bracket construction method
Cast-in-situ box girder 320.In the bridge of the present embodiment, bridge 300 includes altogether 10 bridge piers, only show No. 5 bridge piers in accompanying drawing
325, No. 6 bridge piers 326 and No. 7 bridge piers 327, are wherein that square pier is so No. 6 bridge piers 326 use pre-buried bracket due to No. 6 bridge piers 326
Construction procedure sets up support；Other bridge pier in addition to No. 6 bridge piers 326 is double pier studs, so other bridge pier uses double embrace hoop to execute
Work step rapid 100 sets up support.
Refer to Fig. 2 to Fig. 4, bridge method 200 comprises the following steps:
In step 201, carry out bearing and surveying and locating and model sheetinstallat surveying and locating are installed.Surveying and locating personnel's measuring
Going out the center of two bearings on each pier cap beam, builder is put according to position steel ruler and the line of ink marker bullet of two central points
Go out the cross hairs of both direction axis, and cross hairs is drawn out to the edge of bearing pad stone, in order to be the most right during erection support
In.
In step 202., template and installation form are made.Bed die and side form use the segmented Installation Modes of piecemeal, the end
Mould shelves the bearing square wood of 10*10cm in I10 distribution beam 580 before installing, Lay interval is different regarding position difference, i.e. box beam
Pressing 20cm under web to arrange, base plate is pressed 30cm spacing for 535 times and is arranged；Side form or edge of a wing template die bearing square wood are 10*10cm, spacing
For 30cm.
In step 203, mounting bracket.When front setting-out installed by bearing, should first go through the flatness on pinner surface, as
Flatness is undesirable, then epoxy resin configuration mortar should be used to carry out leveling layer, by bearing lower steel plate centring position
Lay steadily, tighten the bolt and nut being embedded on pinner, fix the position of bearing.Upper steel plate is put bolt and bearing again
Connect, fasten the nut of firm plate.When installing steel plate, it should be noted that keep it in level.Owing to bridge has 3%
Head fall, thus add again on upper steel plate and cover one block of δ 30 × 800 × 650mm leveling steel plate.Corresponding to upper on leveling steel plate
Screw hole is drilled through at steel plate connecting bolt, and with epoxy resin by bearing upper steel plate and leveling steel sticking.The bolt of upper steel plate
Through leveling steel plate, pour in box beam concrete.
In step 204, pre-pressing bracket is carried out.The function of pre-pressing bracket is on the one hand to verify the bearing capacity of support, with
Guaranteeing construction safety, the differential settlement of another aspect elimination support ground and the inelastic deformation of support also obtain elastic deformation
Parameter, to ensure that box beam is linear.Constructed by precompressed, the impact of the inelastic deformation of mounting system can be eliminated, then at bed die
During installation, the setting of its camber is configured by the rack elasticity deformation values calculated and settlement of foundation value, and arranging pre-arch should
Consider the later arch camber amount of stretch-draw with Construction control proposes need the camber of setting to superpose because of other factors, calculate construction
Time the camber that should use, readjust bed die absolute altitude by the camber calculated.Increase after installing in view of relief sand jack and adjust
The difficulty of whole height, when sandbox is installed according to similar construction experience, increases the rack elasticity deflection of 3cm, and precompressed has been constructed
Cheng Hou, the rack elasticity deformation values surveyed by contrast, adjust the absolute altitude of bed die.
In step 205, make and reinforcing bar is installed.All reinforcing bars all at processing space concentrated processing in strict accordance with design drawing
Size carry out blanking and processing, automobile carries with tower crane after being transported to scene and being transported on material feeding platform, then with being manually carried to box beam
Inside install, carry out according to first base plate 535, again web, the order of last top board 534.
In step 206, concreting is carried out.Box beam uses on-the-spot two-step pouring to complete, and pours to cantilever for the first time
At following 2cm, second time pours top board 534 concrete.Longitudinal concrete pours to pier top direction from box beam span centre, finally pours pier top
Beam section in the range of about 3 meters, both sides, laterally homogeneous symmetry pours, it is to avoid unequal load is born in mould bases both sides, and presses base plate 535
Corner → base plate 535 → web, the order of top board 534 → wing plate pour.Top board 534 concrete treats that top board 534 reinforcing bar binding is complete
Cheng Hou, uses oblique method of fractionation to pour, one end irrigate to the other end, and its gradient is 30 °-45 °, and horizontal primary concreting is to setting
Meter thickness, oblique section length is 5m.
In step 207, concrete curing is carried out.After concreting, should receive slurry after be covered as early as possible with
Watering maintenance.The concrete that the concrete that pours for hot weather is later, adds canopy cover, due-in slurry after having poured immediately
After covered again and sprinkled water maintenance.Must not damage during covering or pollute concrete surface.Concrete inner membrance, side form and bed die mould
Plate, should often make template keep moistening during maintenance.
In a step 208, the dismounting of template and support is carried out.During dismounting, the intensity of beam body must reach beam body design strength
More than 80%, carry out can implementing after stretch-draw completes.Construction leaves special test specimen, pressure testing value determines striking time.For
Guaranteeing the general safety of support removing and stablize, accelerating the construction speed of support removing, cast-in-situ box girder 320 support uses entirety to hang
Dress Demolition Scheme, i.e. after box beam concrete reaches design strength, uses intelligence jack by part more than support spandrel girder
Box beam bottom surface is fixed in integral hoisting, removes each pier anchor ear the most section by section, and after anchor ear has all been dismantled, employing steel strand wires will
The entirety such as I-steel spandrel girder, beret truss longeron, I-steel distribution beam 580 and bed die are hung and are dropped down onto ground, finally dismantle.
In sum, the bridge limited bracket construction method of the present invention includes double embrace hoop construction procedure 100, double embrace hoop construction step
Rapid 100 are included on same pier stud installation double embrace hoop and install cushion block 530 on double embrace hoop, and the first anchor ear 510 has the
One support member 516 and the second anchor ear 520 have the second support member 526, and the first support member 516 and the second support member 526 are at pier
The radial direction of post staggers, and cushion block 530 includes installing the first cushion block 531 to the first support member 516, the top of the first cushion block 531
Superstructure, in same level, is directly installed to the first cushion block 531 and second by the end face of face and the second support member 526
Support member 526, decreases setting up of support, easy construction, quick, implements pier stud without damaged construction, improves efficiency of construction；High
Anchor ear on pier stud uses corresponding double semicircle sizing punching block, ensure that anchor ear matches with pier stud contact surface, and anchor ear can weigh
Multiple utilization.
The foregoing is only the preferred embodiments of the present invention, be not limited to the present invention, for the skill of this area
For art personnel, the present invention can have various modifications and variations.All within the spirit and principles in the present invention, that is made any repaiies
Change, equivalent, improvement etc., should be included within the scope of the present invention.
Claims (10)
1. a bridge limited bracket construction method, it is characterised in that include double embrace hoop construction procedure, described double embrace hoop construction step altogether
Suddenly include:
Installing double embrace hoop on same pier stud, described double embrace hoop includes the first anchor ear and the second anchor ear that structure is identical, described
Second anchor ear is positioned at the top of described first anchor ear；Described first anchor ear has the first support member and described second anchor ear has
Second support member, described first support member and described second support member stagger in the radial direction of described pier stud, described first
Support member is along centrage and described second support member of the axial direction of described pier stud along the centrage of the axial direction of described pier stud
Misaligned；And cushion block is installed on described double embrace hoop, described cushion block includes installing the first cushion block to described first support member,
The end face of described first cushion block and the end face of described second support member are in same level.
Bridge limited bracket construction method the most according to claim 1, it is characterised in that described cushion block also includes installing to institute
Stating the second cushion block of the second support member, the end face of described first cushion block and the end face of described second cushion block are in same level.
Bridge limited bracket construction method the most according to claim 1, it is characterised in that described first anchor ear includes the first half
Hoop and the second half hoop, described first half hoop is identical with the structure of described second half hoop, described first half hoop include semi-circular sheet steel,
The side steel plate being connected to described semi-circular sheet steel both sides and be connected to described side steel plate half supports, described first anchor ear side
Two described partly support described first support member of formation stitched together.
Bridge limited bracket construction method the most according to claim 3, it is characterised in that the structure of described second anchor ear and institute
The structure stating the first anchor ear is identical, and two of described second anchor ear side are described partly supports described second of formation stitched together
Support member.
Bridge limited bracket construction method the most according to claim 4, it is characterised in that described double embrace hoop construction procedure is also wrapped
Include erection shoulder pole girder on described first cushion block and described second cushion block.
Bridge limited bracket construction method the most according to claim 5, it is characterised in that described double embrace hoop construction procedure is also wrapped
Include installation relief arrangement on described shoulder pole girder, on described relief arrangement, then set up horizontal spandrel girder.
Bridge limited bracket construction method the most according to claim 6, it is characterised in that described double embrace hoop construction procedure is also wrapped
Include on described horizontal spandrel girder, set up longitudinal spandrel girder.
Bridge limited bracket construction method the most according to claim 7, it is characterised in that described double embrace hoop construction procedure is also wrapped
Include erection distribution beam on described longitudinal spandrel girder, in described distribution beam, then set up base plate truss.
Bridge limited bracket construction method the most according to claim 1, it is characterised in that described bridge limited bracket construction method
Also include pre-buried bracket construction procedure, in described pre-buried bracket construction procedure use bracket include embedded bar, the first steel plate,
Second steel plate and the 3rd steel plate, described first steel plate is connected to described embedded bar, and described second steel plate is connected to described
The top of one steel plate, described 3rd steel plate is connected to the bottom of described first steel plate；Described bracket also includes connecting described second
Steel plate and the first stiffener of described 3rd steel plate.
10. a bridge, it is characterised in that described bridge is included bridge pier and set up by the method described in claim 1
The cast-in-situ box girder that double embrace hoop is built.
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| CN201610423219.1A CN106120559B (en) | 2016-06-14 | 2016-06-14 | A kind of bridge limited bracket construction method and bridge |
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| CN201610423219.1A CN106120559B (en) | 2016-06-14 | 2016-06-14 | A kind of bridge limited bracket construction method and bridge |
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106638321A (en) * | 2016-12-27 | 2017-05-10 | 北京市政路桥管理养护集团有限公司 | Truss suspending structure for beam body construction |
| CN108505448A (en) * | 2018-04-30 | 2018-09-07 | 安徽省公路桥梁工程有限公司 | Pier cap beam anchor ear girder steel template system and its construction method |
| CN108589516A (en) * | 2018-07-05 | 2018-09-28 | 北京市市政工程设计研究总院有限公司 | A kind of bridge elasticity support system of self-supporting steel structure |
| CN108677722A (en) * | 2018-05-23 | 2018-10-19 | 五冶集团上海有限公司 | Hollow High Pier with Thin Wall stub top section construction technology |
| CN108842628A (en) * | 2018-07-09 | 2018-11-20 | 广西长长路桥建设有限公司 | In conjunction with the construction method of anchor ear and the non-floor-bracket of Bailey beam cast-in-situ box girder |
| CN109056536A (en) * | 2018-08-09 | 2018-12-21 | 杭州江润科技有限公司 | Based on combined type hoop bracket construction of cast-in-situ box-beam method |
| CN109359434A (en) * | 2018-12-11 | 2019-02-19 | 北京市政路桥股份有限公司 | Falsework system derivative design method |
| CN109868726A (en) * | 2019-04-01 | 2019-06-11 | 河南省交通规划设计研究院股份有限公司 | A kind of prefabricated assembled cylindricality bridge pier and its construction method |
| CN110593114A (en) * | 2019-09-27 | 2019-12-20 | 杭州悦为科技有限公司 | Box girder construction method based on large-span box girder multi-hoop truss support bailey bracket |
| CN111535198A (en) * | 2020-05-25 | 2020-08-14 | 河南省水利第二工程局 | Bailey truss support construction method of cast-in-place box girder traffic bridge |
| CN114346670A (en) * | 2022-01-27 | 2022-04-15 | 中国船舶重工集团公司第七0三研究所无锡分部 | Underframe structure for mounting marine gas turbine and centering mounting method |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201343707Y (en) * | 2009-01-06 | 2009-11-11 | 中交第一公路工程局有限公司 | Anchor ear device |
| KR20090128114A (en) * | 2008-06-10 | 2009-12-15 | 지에스건설 주식회사 | Concrete sheeting system for a bridge pier |
| CN201567532U (en) * | 2009-11-30 | 2010-09-01 | 中冶成工建设有限公司 | Novel supporting structure of lid beam of bridge |
| CN202416183U (en) * | 2011-12-23 | 2012-09-05 | 中铁十九局集团第五工程有限公司 | Bent cap collar-clamp type cast support |
| CN202730656U (en) * | 2012-08-08 | 2013-02-13 | 中铁二十局集团第一工程有限公司 | Double-beam-clamp triangular bracket for construction of highway bridge single-column pier bent cap |
| CN103866697A (en) * | 2014-04-10 | 2014-06-18 | 中铁二局股份有限公司 | Pier and horizontal tie beam bracket support synchronization construction method |
| CN204589822U (en) * | 2015-04-30 | 2015-08-26 | 南京铁道职业技术学院 | The two cantilever bent cap anchor ear Construction Support system of a kind of solely post |
-
2016
- 2016-06-14 CN CN201610423219.1A patent/CN106120559B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20090128114A (en) * | 2008-06-10 | 2009-12-15 | 지에스건설 주식회사 | Concrete sheeting system for a bridge pier |
| CN201343707Y (en) * | 2009-01-06 | 2009-11-11 | 中交第一公路工程局有限公司 | Anchor ear device |
| CN201567532U (en) * | 2009-11-30 | 2010-09-01 | 中冶成工建设有限公司 | Novel supporting structure of lid beam of bridge |
| CN202416183U (en) * | 2011-12-23 | 2012-09-05 | 中铁十九局集团第五工程有限公司 | Bent cap collar-clamp type cast support |
| CN202730656U (en) * | 2012-08-08 | 2013-02-13 | 中铁二十局集团第一工程有限公司 | Double-beam-clamp triangular bracket for construction of highway bridge single-column pier bent cap |
| CN103866697A (en) * | 2014-04-10 | 2014-06-18 | 中铁二局股份有限公司 | Pier and horizontal tie beam bracket support synchronization construction method |
| CN204589822U (en) * | 2015-04-30 | 2015-08-26 | 南京铁道职业技术学院 | The two cantilever bent cap anchor ear Construction Support system of a kind of solely post |
Non-Patent Citations (1)
| Title |
|---|
| 张玉存: "盖梁双抱箍挂篮设计与施工", 《岩土工程界》 * |
Cited By (16)
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| CN106638321B (en) * | 2016-12-27 | 2018-11-02 | 北京市政路桥管理养护集团有限公司 | A kind of beam body construction truss overhung construction |
| CN106638321A (en) * | 2016-12-27 | 2017-05-10 | 北京市政路桥管理养护集团有限公司 | Truss suspending structure for beam body construction |
| CN108505448A (en) * | 2018-04-30 | 2018-09-07 | 安徽省公路桥梁工程有限公司 | Pier cap beam anchor ear girder steel template system and its construction method |
| CN108677722A (en) * | 2018-05-23 | 2018-10-19 | 五冶集团上海有限公司 | Hollow High Pier with Thin Wall stub top section construction technology |
| CN108589516A (en) * | 2018-07-05 | 2018-09-28 | 北京市市政工程设计研究总院有限公司 | A kind of bridge elasticity support system of self-supporting steel structure |
| CN108842628A (en) * | 2018-07-09 | 2018-11-20 | 广西长长路桥建设有限公司 | In conjunction with the construction method of anchor ear and the non-floor-bracket of Bailey beam cast-in-situ box girder |
| CN109056536B (en) * | 2018-08-09 | 2020-04-28 | 杭州江润科技有限公司 | Cast-in-place box girder construction method based on combined hoop support |
| CN109056536A (en) * | 2018-08-09 | 2018-12-21 | 杭州江润科技有限公司 | Based on combined type hoop bracket construction of cast-in-situ box-beam method |
| CN109359434A (en) * | 2018-12-11 | 2019-02-19 | 北京市政路桥股份有限公司 | Falsework system derivative design method |
| CN109359434B (en) * | 2018-12-11 | 2022-12-16 | 北京市政路桥股份有限公司 | Template support system derivative design method |
| CN109868726A (en) * | 2019-04-01 | 2019-06-11 | 河南省交通规划设计研究院股份有限公司 | A kind of prefabricated assembled cylindricality bridge pier and its construction method |
| CN110593114A (en) * | 2019-09-27 | 2019-12-20 | 杭州悦为科技有限公司 | Box girder construction method based on large-span box girder multi-hoop truss support bailey bracket |
| CN111535198A (en) * | 2020-05-25 | 2020-08-14 | 河南省水利第二工程局 | Bailey truss support construction method of cast-in-place box girder traffic bridge |
| CN111535198B (en) * | 2020-05-25 | 2021-05-14 | 河南省水利第二工程局 | Bailey truss support construction method of cast-in-place box girder traffic bridge |
| CN114346670A (en) * | 2022-01-27 | 2022-04-15 | 中国船舶重工集团公司第七0三研究所无锡分部 | Underframe structure for mounting marine gas turbine and centering mounting method |
| CN114346670B (en) * | 2022-01-27 | 2023-08-11 | 中国船舶重工集团公司第七0三研究所无锡分部 | Underframe structure for marine gas turbine installation and centering installation method |
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