CN106498838A - A kind of arch bridge and suspension bridge combination type self-balancing bridge and its construction method - Google Patents
A kind of arch bridge and suspension bridge combination type self-balancing bridge and its construction method Download PDFInfo
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- CN106498838A CN106498838A CN201611236403.1A CN201611236403A CN106498838A CN 106498838 A CN106498838 A CN 106498838A CN 201611236403 A CN201611236403 A CN 201611236403A CN 106498838 A CN106498838 A CN 106498838A
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- bridge
- beam structure
- main beam
- main
- hoist cable
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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
- E01D12/00—Bridges characterised by a combination of structures not covered as a whole by a single one of groups E01D2/00 - E01D11/00
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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
Abstract
The invention discloses a kind of arch bridge and suspension bridge combination type self-balancing bridge, including main beam structure, bridge floor, two arch rings and two main ropes, main beam structure is connected with arch ring by hoist cable, main rope is connected with main beam structure by strut, the upper end of strut is hinged with main beam structure, and the lower end of strut is hinged with main rope.The combination type self-balancing bridge combines arch, rope loading characteristic, and arch, rope, the horizontal force of beam three are in self-balancing state, it is not necessary to which outside level does not produce thrust or pulling force to outside to constraint.The invention also discloses a kind of construction method, which includes that the steps such as cable force are hung in abutment or Bridge Pier Construction, bearing construction, main beam structure construction, arch ring construction, hoist cable construction, Roadway Construction, tensioning hoist cable, main rope construction, strut construction and release, the construction method effectively increases into bridge efficiency, difficulty of construction is reduced, the duration has been saved.
Description
Technical field
The invention belongs to bridge technology field, be specifically related to a kind of arch bridge and suspension bridge combination type self-balancing bridge and its
Construction method.
Background technology
Beam bridge, arch bridge, cable bridge are different bridge structure forms respectively, and its loading characteristic is had nothing in common with each other.Wherein beam bridge with
Girder by based on curved, arch bridge with arch rib pressurized based on, cable bridge is based on the tension of rope.Arch bridge and cable bridge span ability are big
In beam bridge, have benefited from its performance that can more give full play to material.But the arch bridge based on pressurized can be pushed away in generation level at arch springing
Power, building long-span arch bridge needs preferable geological conditions, makes basis resist the horizontal thrust at arch springing.Tied arch can be with
Horizontal thrust at arch springing is solved the problems, such as, by tie-rod cross structure two ends arch springing, equal with thrust at springer by the tension of tie-rod
Weighing apparatus.But tie-rod role is only to balance horizontal force at arch springing, and the bearing capacity of structure is had no to help, material is caused
Significant wastage.
Suspension bridge is the bridge with main push-towing rope tension as main bearing member, and suspension bridge can give full play to steel tensile strength,
Span ability is big, and large-span suspension bridge main cable internal force is larger, needs to build anchorage to balance tension of main cable.The suspension bridge of little across footpath
Self-anchored type can be adopted, main push-towing rope is anchored on girder, makes girder pressurized, if main push-towing rope internal force is excessive, main beam stress is more unfavorable.
Pressurized for reducing girder, finished main cable shape of self-anchored suspension generally adopts larger sag ratio to reduce main push-towing rope horizontal force component.
As can be seen that arch bridge can produce thrust to outside, suspension bridge can produce pulling force to outside, if being solved by structure itself
Certainly (using tied arch or self-anchored suspension bridge), there is also certain shortcoming, cause waste of material or structure stress unfavorable.
Content of the invention
It is an object of the invention to overcoming above-mentioned deficiency of the prior art, there is provided a kind of arch bridge and suspension bridge combination type are certainly
Balance bridge.The combination type self-balancing bridge combines arch, rope loading characteristic, and arch, rope, the horizontal force of beam three are in self-balancing
State, it is not necessary to which outside level does not produce thrust or pulling force to outside to constraint.
For achieving the above object, the technical solution used in the present invention is：A kind of arch bridge and suspension bridge combination type self-balancing bridge
Beam, it is characterised in that：Including main beam structure, the bridge floor that mats formation on the main beam structure, be arranged on above main beam structure two
Individual arch ring and two main ropes being arranged on below main beam structure, one end of the main beam structure be provided with for which is supported the
One bearing, the other end of the main beam structure are provided with the second bearing for supporting to which, and one end of the arch ring is fixed on
One end of main beam structure, the other end of the arch ring are fixed on the other end of main beam structure, and one end of the main rope is fixed on master
One end of girder construction, the other end of the main rope are fixed on the other end of main beam structure, and the main beam structure is by hoist cable and arch
Circle connection, the main rope are connected with main beam structure by strut, and the upper end of the strut is hinged with main beam structure, the strut
Lower end be hinged with main rope.
A kind of above-mentioned arch bridge and suspension bridge combination type self-balancing bridge, it is characterised in that：The main beam structure includes many
Individual longeron and multiple crossbeams, one end of the longeron are connected with the first bearing, and the other end of the longeron is connected with the second bearing,
Multiple longerons splice successively, the deck paving on the longeron, multiple crossbeams be connected on the longeron and
Bearing of trend interval along longeron is laid, and the lower end of the hoist cable is connected with the end of crossbeam, the upper end of the strut and horizontal stroke
The end of beam is connected.
A kind of above-mentioned arch bridge and suspension bridge combination type self-balancing bridge, it is characterised in that：The longeron be tee girder, institute
Crossbeam is stated through the web of the longeron.
A kind of above-mentioned arch bridge and suspension bridge combination type self-balancing bridge, it is characterised in that：The main beam structure includes two
Individual longeron and the multiple crossbeams being arranged between two longerons, one end of the crossbeam are connected with a longeron, the crossbeam
The other end be connected with another longeron, one end of the longeron is connected with the first bearing, the other end of the longeron and
Two bearings connect, and multiple crossbeam upper berths are equipped with floorings, and the bridge floor is laid on the floorings, under the hoist cable
End is connected with longeron, and the upper end of the strut is connected with longeron.
A kind of above-mentioned arch bridge and suspension bridge combination type self-balancing bridge, it is characterised in that：The main rope is by inclining cloth
If stabiliser bar be connected with main beam structure, the upper end of the stabiliser bar is hinged with main beam structure, the lower end of the stabiliser bar
It is hinged with main rope.
A kind of above-mentioned arch bridge and suspension bridge combination type self-balancing bridge, it is characterised in that：Use is provided with the main rope
It is provided with the articulated joint being hinged with strut lower end, the main beam structure for being hinged with what strut upper end was hinged
Seat.
A kind of above-mentioned arch bridge and suspension bridge combination type self-balancing bridge, it is characterised in that：The lower end of the strut is arranged
There are two lower backplates being parallel to each other, on the lower backplate, offer lower pin-and-hole, the upper end of the strut is provided with two mutually
Parallel upper guard board, offers pin-and-hole on the upper guard board；The articulated joint include clamp and with the upper clamp phase
Lower clamp of the splicing to clamp main rope, the one side of the upper clamp are provided with the first upper junction plate, the upper clamp another
One side is provided with the second upper junction plate, and the one side of the lower clamp is provided with the first lower connecting plate, the lower clamp another
One side is provided with the second lower connecting plate, and first upper junction plate and the first lower connecting plate are by the first bolt connection, described
Second upper junction plate and the second lower connecting plate are provided with the upper clamp for shield under inserting two by the second bolt connection
Liner plate between plate, offers hinge hole on the liner plate, and the lower backplate and liner plate are by through the lower pin-and-hole and being hinged
The lower bearing pin in hole is connected；The pivoting support is included for stretching into the backing plate between two upper guard boards, on the backing plate
Connecting hole is offered, the upper guard board is with backing plate by being connected through the upper pin-and-hole with the upper pin of connecting hole.
A kind of above-mentioned arch bridge and suspension bridge combination type self-balancing bridge, it is characterised in that：On first upper junction plate
Be provided with multiple first upper notch and multiple first raised, be provided with second upper junction plate multiple second upper notch and
Raised on multiple second, in first upper notch and first, projection on the first upper junction plate is in and is laid staggeredly, and described second
In upper notch and second, projection on the second upper junction plate is in and is laid staggeredly；It is provided with first lower connecting plate and multiple supplies
First time recess and multiple the first lower convexity for snapping in the first upper notch for one-to-one corresponding that on one, raised one-to-one corresponding is snapped in,
First time recess and the first lower convexity in being laid staggeredly, are provided with second lower connecting plate on the first lower connecting plate
Multiple correspond second time recess snapping in and multiple snap in described second for one-to-one corresponding for raised on described second
Second lower convexity of recess, second time recess and the second lower convexity are in be laid staggeredly on the second lower connecting plate.
The invention also discloses a kind of side of fast and efficiently construct above-mentioned arch bridge and suspension bridge combination type self-balancing bridge
Method.For achieving the above object, the technical scheme of construction method employing of the present invention is：Characterized in that, comprising the following steps：
Step one, abutment or Bridge Pier Construction；
Step 2, bearing construction：First bearing is set on side abutment or bridge pier, is set on opposite side abutment or bridge pier
Put the second bearing；
Step 3, main beam structure construction：Main beam structure is set between first bearing and the second bearing, makes the master
One end of girder construction is supported on first bearing, the other end of the main beam structure is supported on second bearing；
Step 4, arch ring construction：Two arch rings are set above the main beam structure, and fix one end of the arch ring
In one end of the main beam structure, the other end of the arch ring is made to be fixed on the other end of the main beam structure；
Step 5, hoist cable construction：Multiple hoist cables are set between the arch ring and main beam structure, and make the upper of the hoist cable
End is fixedly connected with the arch ring, the lower end of the hoist cable is fixedly connected with the main beam structure；
Step 6, Roadway Construction：Mat formation on the main beam structure bridge floor；
Step 7, tensioning hoist cable, include step in detail below during tensioning hoist cable：
Step 701, hoist cable stretching force are calculated：The Suo Li t of hoist cable when drafting into bridgei, into the Suo Li F of main rope during bridge, and count
Calculate the Suo Li t of hoist cableiChange and the relation between the Suo Li F changes of main rope, it is assumed that when the Suo Li knots modifications of hoist cable are δ tiWhen, then
The Suo Li knots modifications for causing main rope are δ F, set up relationship below：
Make Δ T=[δ t1,δt2…δti], A=[a1,a2…ai]T, then above formula can be written as Δ TA=δ F, according to finite element mould
Type changes the Suo Li of each hoist cable, and the Suo Li knots modification δ t according to hoist cable successivelyiWith the relation of the Suo Li knots modification δ F of main rope, can
The Suo Li of hoist cable impact coefficient a to main cable force is tried to achieve one by onei, finally try to achieve the influence matrix for cable force being hung to main cable force
A；
According to formula T=T0+ Δ T determines the stretching force T of hoist cable,
Wherein, T0=[t1,t2…ti] cable force is hung under the bridge completion state that determines when being design, it is known quantity,
In addition, Δ T can be tried to achieve by following formula：
Δ T=[δ t1,δt2…δti]=FA-1
What wherein F was determined when being design is into bridge stage main cable force, is known quantity, in can be by above formula T=T0+
Δ T tries to achieve the stretching force T of hoist cable；
Step 702, the stretching force T according to hoist cable, carry out tensioning to every hoist cable；
Step 8, main rope construction：Two main ropes are installed below the main beam structure, and fix one end of the main rope
In one end of the main beam structure, the other end of the main rope is fixed on the other end of the main beam structure, while guaranteeing main rope
Tensioning, the Suo Li for making main rope are zero；
Step 9, strut construction：Strut is set between the main rope and main beam structure, and make the upper end of the strut with
Main beam structure is hinged, and the lower end and main rope for making the strut is hinged；
Cable force is hung in step 10, release：The Suo Li of each hoist cable is discharged, cable force burst size is hung and is equal to Δ T, now hoist cable
Suo Li is by T0+ Δ T is reduced to T0, and the Suo Li of main rope then increases to F automatically by zero；
So far, the hoist cable and main rope have reached predetermined stress.
The present invention has advantages below compared with prior art：
1st, the pulling force of the main rope of bridge of the present invention both plays a part of to balance arch ring thrust at springer, serves again and undertakes dead load
With the effect of mobile load, the material property of main rope has been given full play to.
3rd, the pressure balance of arch ring arch springing can be fallen by the pulling force of bridge main rope of the present invention, and main rope pulling force more than needed can be transmitted
To longeron, longeron can be made in appropriate pressured state, such that it is able to reduce the moment of flexure of main beam structure so that the beam of longeron cuts
Face can reduce, and reduce dead load, be conducive to pre-fabricated factoryization to construct.
4th, the common stress of the arch ring of bridge of the present invention, main beam structure and main rope, structural redundancy are high, structure overall security
Higher, the failure of single component does not result in the destruction of total, be also the maintenance of component, change provide facilitate.
5th, bridge of the present invention can be effectively positioned to main rope, it is to avoid main rope is in wind-force by laying stabiliser bar
The generation of effect lower edge crossbeam bearing of trend is rocked, so that it is guaranteed that the ability of main rope bearing load will not be because of the reason for wind-force
Impact.
6th, bridge of the present invention can fast and effectively realize being articulated and connected for strut and main rope by arranging articulated joint,
By arranging pivoting support, being articulated and connected for strut and main beam structure can be fast and effectively realized.
7th, bridge of the present invention enables to strut and main rope effectively and rapidly connects by the particular design to articulated joint
Pick up and, on the one hand facilitate construction and installation, be on the other hand able to ensure that the bonding strength of strut and main rope.
8th, construction method of the present invention cleverly solves the constructional difficulties brought by the huge main rope of tensioning, effectively increases
Arch bridge and suspension bridge combination type self-balancing bridge into bridge efficiency, reduce difficulty of construction, saved the duration.
Below by drawings and Examples, technical scheme is described in further detail.
Description of the drawings
Fig. 1 is the structural representation of bridge embodiment 1 of the present invention.
Fig. 2 is the A-A sectional views in Fig. 1.
Fig. 3 is the B-B sectional views in Fig. 2.
Fig. 4 is the structural representation of strut in bridge embodiment 1 of the present invention.
Left views of the Fig. 5 for Fig. 4.
Fig. 6 is the structural representation of articulated joint in bridge embodiment 1 of the present invention.
Fig. 7 is the structural representation of clamp in articulated joint in bridge embodiment 1 of the present invention.
Fig. 8 is the structural representation of clamp under articulated joint in bridge embodiment 1 of the present invention.
Fig. 9 is the annexation schematic diagram of pivoting support and main beam structure in bridge embodiment 1 of the present invention.
Figure 10 is the method flow diagram of construction method of the present invention.
Structural representations of the Figure 11 for 2 middle girder structure of the embodiment of the present invention.
Description of reference numerals:
1 arch ring；2 hoist cables；3 main beam structures；
3-1 longerons；3-2 crossbeams；4 first bearings；
5 first bridge piers；6 struts；Backplate under 6-1；
6-2 upper guard boards；Pin-and-hole under 6-3；The upper pin-and-holes of 6-4；
7 main ropes；8 second bridge piers；9 second bearings；
10 stabiliser bars；11 articulated joints；The upper clamps of 11-1；
Clamp under 11-2；The first upper junction plates of 11-3；The first upper notch of 11-3-1；
Raised on 11-3-2 first；The second upper junction plates of 11-4；The first lower connecting plates of 11-5；
First time recess of 11-5-1；The first lower convexity of 11-5-2；The second lower connecting plates of 11-6；
Second time recess of 11-6-1；The second lower convexity of 11-6-2；The first bolts of 11-7；
The second bolts of 11-8；11-9 liner plates；11-10 hinge holes；
12 pivoting supports；12-1 backing plates；12-2 connecting holes.
Specific embodiment
Embodiment 1
A kind of arch bridge as shown in Figure 1 and suspension bridge combination type self-balancing bridge, including main beam structure 3, mat formation described
Bridge floor, two arch rings 1 being arranged on above main beam structure 3 and two masters being arranged on below main beam structure 3 on main beam structure 3
Rope 7, one end of the main beam structure 3 are provided with the first bearing 4 for supporting to which, and the other end of the main beam structure 3 sets
The second bearing 9 for supporting is equipped with to which, and one end of the arch ring 1 is fixed on one end of main beam structure 3, the arch ring 1
The other end is fixed on the other end of main beam structure 3, and one end of the main rope 7 is fixed on one end of main beam structure 3, the main rope 7
The other end be fixed on the other end of main beam structure 3, the main beam structure 3 is connected with arch ring 1 by hoist cable 2, and the main rope 7 leads to
Cross strut 6 to be connected with main beam structure 3, the upper end of the strut 6 is hinged with main beam structure 3, the lower end of the strut 6 and main rope
7 are hinged.
In the present embodiment, first bearing 4 is arranged on second installed in the upper end of the first bridge pier 5, second bearing 9
The upper end of bridge pier 8.
As shown in Figures 2 and 3, the main beam structure 3 includes multiple longeron 3-1 and multiple crossbeam 3-2, the longeron 3-1
One end be connected with the first bearing 4, the other end of the longeron 3-1 is connected with the second bearing 9, and multiple longeron 3-1 are successively
Splicing, on the longeron 3-1, multiple crossbeam 3-2 are connected on the longeron 3-1 and along longeron 3- the deck paving
1 bearing of trend interval is laid, and the lower end of the hoist cable 2 is connected with the end of crossbeam 3-2, the upper end of the strut 6 and horizontal stroke
The end of beam 3-2 is connected.
In the present embodiment, the stressing conditions of the arch bridge and suspension bridge combination type self-balancing bridge are, the dead load of bridge deck and
Mobile load is directly undertaken by longeron 3-1, longeron 3-1 deliver load to the first bearing 4 of longeron 3-1 beam-ends, the second bearing 9 and
Crossbeam 3-2 in the middle of bridge.More than crossbeam 3-2 two ends bridge floor arch ring 1 is delivered load to by hoist cable 2, make arch ring 1 be in pressurized shape
State, while produce outside thrust (F and F ' in such as Fig. 1) at the arch springing of arch ring 1.In addition, crossbeam 3-2 two ends bridge floor with
Main rope 7 is delivered load to by strut 6 down, 7 tension of main rope is made.Pulling force (such as the F1 and F2 in Fig. 1) and arch due to main rope 7
Enclose the pressure direction of 1 arch springing conversely, then, the pressure balance of 1 arch springing of arch ring can be fallen by the pulling force of main rope 7, main rope 7 is had more than needed
Pulling force can pass to longeron 3-1, can make longeron 3-1 in appropriate pressured state, such that it is able to subtract the moment of flexure of main beam structure 3
Little so that the beam section of longeron 3-1 can reduce, reduce dead load, be conducive to pre-fabricated factoryization to construct.Also, due to master
The pulling force of rope 7 both plays a part of to balance 1 thrust at springer of arch ring, serves the effect for undertaking dead load and mobile load again, gives full play to
The material property of main rope 7.
In the present embodiment, the arch ring 1 of the arch bridge and suspension bridge combination type self-balancing bridge, main beam structure 3 and main rope 7 are common
Stress, structural redundancy are high, and structure overall security is higher, and the failure of single component does not result in the destruction of total,
It is convenient to provide for the maintenance of component, replacing.
In the present embodiment, the longeron 3-1 be tee girder, the crossbeam 3-2 through the longeron 3-1 web.By adopting
With tee girder as longeron 3-1, and crossbeam 3-2 is made longeron 3-1 and crossbeam 3-2 through the connected mode of the web of longeron 3-1
Can effectively, be securely attached to together.
As shown in Fig. 2 the main rope 7 is connected with main beam structure 3 by inclining the stabiliser bar 10 that lays, the stabiliser bar
10 upper end is hinged with main beam structure 3, and the lower end of the stabiliser bar 10 is hinged with main rope 7.
In the present embodiment, by laying stabiliser bar 10, main rope 7 can effectively be positioned, it is to avoid main rope 7 is in wind-force
In the presence of rock along the generation of crossbeam 3-2 bearing of trends, so that it is guaranteed that the ability of 7 bearing load of main rope will not be because of wind-force
Reason and impact.
In the present embodiment, the articulated joint 11 for being hinged, the master on the main rope 7, is provided with 6 lower end of strut
The pivoting support 12 for being hinged with 6 upper end of strut is provided with girder construction 3.By arrange articulated joint 11, can quickly,
Being articulated and connected for strut 6 and main rope 7 is effectively realized, by arranging pivoting support 12, strut 6 can be fast and effectively realized
With being articulated and connected for main beam structure 3.
As shown in Figure 4 and Figure 5, the lower end of the strut 6 is provided with two lower backplate 6-1 being parallel to each other, the lower shield
Lower pin-and-hole 6-3 is offered on plate 6-1, and the upper end of the strut 6 is provided with two upper guard board 6-2 being parallel to each other, the upper shield
Pin-and-hole 6-4 is offered on plate 6-2.
In conjunction with shown in Fig. 4, Fig. 5, Fig. 6, Fig. 7, Fig. 8 and Fig. 9, the articulated joint 11 include clamp 11-1 and with described
Upper clamp 11-1 phases splice the lower clamp 11-2 to clamp main rope 7, and the one side of the upper clamp 11-1 is provided with first
The another side of connecting plate 11-3, the upper clamp 11-1 is provided with the second upper junction plate 11-4, and the one of the lower clamp 11-2
Side is provided with the first lower connecting plate 11-5, and the another side of the lower clamp 11-2 is provided with the second lower connecting plate 11-6, institute
State the first upper junction plate 11-3 and the first lower connecting plate 11-5 to connect by the first bolt 11-7, the second upper junction plate 11-4
Connected by the second bolt 11-8 with the second lower connecting plate 11-6, be provided with the upper clamp 11-1 for shield under inserting two
Liner plate 11-9 between plate 6-1, offers hinge hole 11-10 on the liner plate 11-9, the lower backplate 6-1 and liner plate 11-9 leads to
Cross and be connected with the lower bearing pin of hinge hole 11-10 through the lower pin-and-hole 6-3；The pivoting support 12 is included for stretching into two
Backing plate 12-1 between the upper guard board 6-2, offers connecting hole 12-2, the upper guard board 6-2 and pad on the backing plate 12-1
Plate 12-1 is by being connected through the upper pin-and-hole 6-4 with the upper pin of connecting hole 12-2.
In the present embodiment, by the particular design to articulated joint 11, strut 6 and main rope 7 is enabled to effectively and rapidly
Couple together, on the one hand facilitate construction and installation, be on the other hand able to ensure that the bonding strength of strut 6 and main rope 7.
As shown in Fig. 6, Fig. 7 and Fig. 8, be provided with the first upper junction plate 11-3 multiple first upper notch 11-3-1 and
Projection 11-3-2 on multiple first, is provided with multiple second upper notch and multiple second convex on the second upper junction plate 11-4
Rise, in first upper notch 11-3-1 and first, projection 11-3-2 on the first upper junction plate 11-3 is in and is laid staggeredly, described
In second upper notch and second, projection on the second upper junction plate 11-4 is in and is laid staggeredly；Set on the first lower connecting plate 11-5
It is equipped with and multiple supplies projection 11-3-2 on first to correspond first time recess 11-5-1 snapping in and multiple block for corresponding
Enter the first lower convexity 11-5-2 of the first upper notch 11-3-1, first time recess 11-5-1 and the first lower convexity 11-5-2 exist
In being laid staggeredly on first lower connecting plate 11-5, it is provided with the second lower connecting plate 11-6 multiple for raised on described second
Correspond second time recess 11-6-1 snapping in and multiple snap in for one-to-one corresponding second upper notch second under convex
11-6-2, second time recess 11-6-1 and the second lower convexity 11-6-2 are played on the second lower connecting plate 11-6 in staggeredly cloth
If.
The first upper notch 11-3-1 and the first lower connecting plate 11-5 in the present embodiment, on the first upper junction plate 11-3
On the first lower convexity 11-5-2 be engaged by clamping, on first on the first upper junction plate 11-3 under projection 11-3-2 and first
First time recess 11-5-1 on connecting plate 11-5 is engaged by clamping, in the same manner, the second fovea superior on the second upper junction plate 11-4
Mouth is engaged by clamping with the second lower convexity 11-6-2 on the second lower connecting plate 11-6, second on the second upper junction plate 11-4
Upper raised second time recess 11-6-1 with the second lower connecting plate 11-6 is engaged by clamping.Clamping by this recess and projection
Coordinate, can be when articulated joint 11 be installed so that the bolt hole passed through for the first bolt 11-7 on upper clamp 11-1 and lower card
The bolt hole passed through for the first bolt 11-7 on plate 11-2 can quick alignment, in the same manner, can also cause on upper clamp 11-1 for the
The bolt hole passed through for the second bolt 11-8 on bolt hole that two bolt 11-8 are passed through and lower clamp 11-2 can quick alignment, from
The installation rate of articulated joint 11 is improve and, and then improve the connection speed of strut 6 and main rope 7.
As shown in Figure 10, the present embodiment additionally provides a kind of construction party of arch bridge and suspension bridge combination type self-balancing bridge
Method, comprises the following steps：
Step one, abutment or Bridge Pier Construction；
Step 2, bearing construction：First bearing 4 is set on side abutment or bridge pier, on opposite side abutment or bridge pier
Second bearing 9 is set；
Step 3, main beam structure 3 are constructed：Main beam structure 3 is set between first bearing 4 and the second bearing 9, makes institute
The one end for stating main beam structure 3 is supported on first bearing 4, makes the other end of the main beam structure 3 be supported on described second
On bearing 9；
Step 4, arch ring 1 are constructed：Two arch rings 1 are set above the main beam structure 3, and make one end of the arch ring 1
One end of the main beam structure 3 is fixed on, makes the other end of the arch ring 1 be fixed on the other end of the main beam structure 3；
Step 5, hoist cable 2 are constructed：Multiple hoist cables 2 are set between the arch ring 1 and main beam structure 3, and make the hoist cable
2 upper end is fixedly connected with the arch ring 1, the lower end of the hoist cable 2 is fixedly connected with the main beam structure 3；
Step 6, Roadway Construction：Mat formation on the main beam structure 3 bridge floor；
Step 7, tensioning hoist cable 2, include step in detail below during tensioning hoist cable 2：
Step 701,2 stretching force of hoist cable are calculated：The Suo Li t of hoist cable 2 when drafting into bridgei, into the Suo Li F of main rope during bridge 7, and
Calculate the Suo Li t of hoist cable 2iChange and the relation between the Suo Li F changes of main rope 7, it is assumed that when the Suo Li knots modifications of hoist cable 2 are δ ti
When, then the Suo Li knots modifications for causing main rope 7 are δ F, set up relationship below：
Make Δ T=[δ t1,δt2…δti], A=[a1,a2…ai]T, then above formula can be written as Δ TA=δ F, according to finite element mould
Type changes the Suo Li of each hoist cable 2, and the Suo Li knots modification δ t according to hoist cable 2 successivelyiPass with the Suo Li knots modification δ F of main rope 7
System, can try to achieve impact coefficient as of the Suo Li of hoist cable 2 to 7 Suo Li of main rope one by onei, 2 Suo Li of hoist cable is finally tried to achieve to 7 Suo Li of main rope
Influence matrix A；
According to formula T=T0+ Δ T determines the stretching force T of hoist cable 2,
Wherein, T0=[t1,t2…ti] cable force is hung under the bridge completion state that determines when being design, it is known quantity, in addition,
Δ T can be tried to achieve by following formula：
Δ T=[δ t1,δt2…δti]=FA-1
Wherein F determine when being design into bridge stage main cable force, be known quantity, in can be by above formula T=T0+Δ
T tries to achieve the stretching force T of hoist cable；
Step 702, the stretching force T according to hoist cable 2, carry out tensioning to every hoist cable 2；
Step 8, main rope 7 are constructed：Two main ropes 7 are installed below the main beam structure 3, and make one end of the main rope 7
One end of the main beam structure 3 is fixed on, the other end of the main rope 7 is fixed on the other end of the main beam structure 3, while really
7 tensioning of main rope is protected, the Suo Li for making main rope 7 is zero；In this step, by applying small stretching force to main rope 7, and then guarantee to lead
The Suo Li of rope 7 is close to zero or is equal to zero；
Step 9, strut 6 are constructed：Strut 6 is set between the main rope 7 and main beam structure 3, and makes the strut 6
Upper end is hinged with main beam structure 3, and the lower end and main rope 7 for making the strut 6 is hinged；
Step 10, release 2 Suo Li of hoist cable：The Suo Li of each hoist cable 2 is discharged, 2 Suo Li burst sizes of hoist cable are equal to Δ T, now
Cable force is hung by T0+ Δ T is reduced to T0, and the Suo Li of main rope 7 then increases to F automatically by zero；
So far, the hoist cable 2 and main rope 7 have reached predetermined stress.
In the present embodiment, the construction method can be effectively adjusted to the Suo Li of main rope 7 by 2 Suo Li of hoist cable, by
In the Suo Li that the Suo Li of main rope 7 is much larger than hoist cable 2, set 7 Suo Li of main rope is therefore reached by tensioning main rope 7 and is actually being applied
Man-hour is extremely difficult.And the construction method can solve the constructional difficulties brought by the huge main rope 7 of tensioning, only main rope 7 is applied
Plus an initial tension for making its tensioning.The load of main beam structure 3 is made to be assigned on main rope 7 by discharging 2 Suo Li of hoist cable again, from
And make hoist cable 2 reach predetermined stress with main rope 7, and make bridge reach reasonable finished dead state, the construction method, cleverly
The constructional difficulties brought by the huge main rope 7 of tensioning are solved, arch bridge and suspension bridge combination type self-balancing bridge is effectively increased
Into bridge efficiency, reduce difficulty of construction, saved the duration.
Embodiment 2
As shown in figure 11, the present embodiment is with the difference of embodiment 1：The main beam structure 3 includes two longerons
The 3-1 and multiple crossbeam 3-2 being arranged between two longeron 3-1, one end of the crossbeam 3-2 are connected with a longeron 3-1,
The other end of the crossbeam 3-2 is connected with another longeron 3-1, and one end of the longeron 3-1 is connected with the first bearing 4, institute
The other end for stating longeron 3-1 is connected with the second bearing 9, and multiple crossbeam 3-2 upper berths are equipped with floorings, and the bridge floor is laid on
On the floorings, the lower end of the hoist cable 2 is connected with longeron 3-1, and the upper end of the strut 6 is connected with longeron 3-1.
In the present embodiment, the stressing conditions of the arch bridge and suspension bridge combination type self-balancing bridge are, the dead load of bridge deck and
Mobile load is directly undertaken by crossbeam 3-2, and crossbeam 3-2 delivers load to longeron 3-1, three parts of the load born on longeron 3-1 point
Transmitted, a portion load passes to first bearing 4 and the second bearing 9 of longeron 3-1 beam-ends, another part load leads to
Cross hoist cable 2 and pass to arch ring 1, arch ring 1 is made in pressured state, while producing outside thrust at the arch springing of arch ring 1.3rd
Fractional load passes to main rope 7 by strut 6, makes 7 tension of main rope.Pressure direction due to 1 arch springing of pulling force and arch ring of main rope 7
Conversely, then, the pressure balance of 1 arch springing of arch ring can be fallen by the pulling force of main rope 7, and the pulling force more than needed of main rope 7 can pass to longeron
3-1, can make longeron 3-1 in appropriate pressured state, such that it is able to reduce the moment of flexure of main beam structure 3 so that longeron 3-1's
Beam section can reduce, and reduce dead load, be conducive to pre-fabricated factoryization to construct.
The above, is only presently preferred embodiments of the present invention, not the present invention is imposed any restrictions, every according to the present invention
Any simple modification, change and equivalent structure transformation that technical spirit is made to above example, still fall within skill of the present invention
In the protection domain of art scheme.
Claims (9)
1. a kind of arch bridge and suspension bridge combination type self-balancing bridge, it is characterised in that：Including main beam structure (3), mat formation described
Bridge floor, two arch rings (1) being arranged on above main beam structure (3) on main beam structure (3) and it is arranged on below main beam structure (3)
Two main ropes (7), the one end of main beam structure (3) is provided with the first bearing (4) for supporting, the girder knot to which
The other end of structure (3) is provided with the second bearing (9) for supporting to which, and the one end of arch ring (1) is fixed on main beam structure
(3) one end, the other end of arch ring (1) are fixed on the other end of main beam structure (3), and the one end of main rope (7) is fixed
In one end of main beam structure (3), the other end of main rope (7) is fixed on the other end of main beam structure (3), the main beam structure
(3) it is connected with arch ring (1) by multiple hoist cables (2), described main rope (7) are connected with main beam structure (3) by multiple struts (6),
The upper end of strut (6) is hinged with main beam structure (3), and the lower end of strut (6) is hinged with main rope (7).
2. a kind of arch bridge according to claim 1 and suspension bridge combination type self-balancing bridge, it is characterised in that：The girder
Structure (3) includes that multiple longerons (3-1) and multiple crossbeams (3-2), the one end of longeron (3-1) are connected with the first bearing (4),
The other end of longeron (3-1) is connected with the second bearing (9), and multiple longeron (3-1) splice successively, the deck paving
On the longeron (3-1), multiple crossbeam (3-2) are connected to the longeron (3-1) above and the extension side along longeron (3-1)
Lay to interval, the lower end of hoist cable (2) is connected with the end of crossbeam (3-2), the upper end of strut (6) and crossbeam
(3-2) end is connected.
3. a kind of arch bridge according to claim 2 and suspension bridge combination type self-balancing bridge, it is characterised in that：The longeron
(3-1) it is tee girder, crossbeam (3-2) passes through web of the longeron (3-1).
4. a kind of arch bridge according to claim 1 and suspension bridge combination type self-balancing bridge, it is characterised in that：The girder
Structure (3) includes two longerons (3-1) and the multiple crossbeams (3-2) being arranged between two longerons (3-1), the crossbeam (3-
2) one end is connected with a longeron (3-1), and the other end of crossbeam (3-2) is connected with another longeron (3-1), institute
The one end for stating longeron (3-1) is connected with the first bearing (4), and the other end of longeron (3-1) is connected with the second bearing (9), many
Individual the crossbeam (3-2) upper berth is equipped with floorings, and the bridge floor is laid on the floorings, the lower end of hoist cable (2) with
Longeron (3-1) is connected, and the upper end of strut (6) is connected with longeron (3-1).
5. a kind of arch bridge according to claim 1 and suspension bridge combination type self-balancing bridge, it is characterised in that：The main rope
(7) it is connected with main beam structure (3) by inclining the stabiliser bar (10) laid, the upper end of stabiliser bar (10) and main beam structure
(3) it is hinged, the lower end of stabiliser bar (10) is hinged with main rope (7).
6. a kind of arch bridge according to claim 1 and suspension bridge combination type self-balancing bridge, it is characterised in that：The main rope
(7) be provided with the articulated joint (11) for being hinged with strut (6) lower end on, be provided with main beam structure (3) for
The pivoting support (12) being hinged with strut (6) upper end.
7. a kind of arch bridge according to claim 6 and suspension bridge combination type self-balancing bridge, it is characterised in that：The strut
(6) lower end is provided with two lower backplates (6-1) being parallel to each other, and offers lower pin-and-hole (6-3) on lower backplate (6-1),
The upper end of strut (6) is provided with two upper guard boards being parallel to each other (6-2), offers pin on upper guard board (6-2)
Hole (6-4)；Described articulated joint (11) are included upper clamp (11-1) and are mutually spliced with by main rope (7) with upper clamp (11-1)
The lower clamp (11-2) of clamping, the one side of upper clamp (11-1) are provided with the first upper junction plate (11-3), the upper card
The another side of plate (11-1) is provided with the second upper junction plate (11-4), and the one side of lower clamp (11-2) is provided with first
Lower connecting plate (11-5), the another side of lower clamp (11-2) are provided with the second lower connecting plate (11-6), on described first
Connecting plate (11-3) and the first lower connecting plate (11-5) are connected by the first bolt (11-7), the second upper junction plate (11-4)
Connected by the second bolt (11-8) with the second lower connecting plate (11-6), be provided with upper clamp (11-1) for insertion two
Liner plate (11-9) between individual lower backplate (6-1), offers hinge hole (11-10), the lower backplate on liner plate (11-9)
(6-1) with liner plate (11-9) by being connected through lower pin-and-hole (6-3) with the lower bearing pin of hinge hole (11-10)；The hinge
Connecing bearing (12) includes, for stretching into the backing plate (12-1) between two upper guard board (6-2), opening on backing plate (12-1)
Connecting hole (12-2) is provided with, upper guard board (6-2) and backing plate (12-1) are by passing through upper pin-and-hole (6-4) and connecting hole
(12-2) upper pin is connected.
8. a kind of arch bridge according to claim 7 and suspension bridge combination type self-balancing bridge, it is characterised in that：Described first
It is provided with upper junction plate (11-3) on multiple first upper notch (11-3-1) and multiple first raised (11-3-2), described second
Be provided with upper junction plate (11-4) on multiple second upper notch and multiple second raised, the first upper notch (11-3-1) and
On first, raised (11-3-2) is upper in being laid staggeredly in the first upper junction plate (11-3), raised in second upper notch and second
Upper in the second upper junction plate (11-4) is in be laid staggeredly；Be provided with first lower connecting plate (11-5) multiple supply first convex
Play (11-3-2) to correspond first time recess (11-5-1) for snapping in and multiple snap in the first upper notch for one-to-one corresponding
(11-3-1) the first lower convexity (11-5-2), first time recess (11-5-1) and the first lower convexity (11-5-2) are first
Lower connecting plate (11-5) is upper in being laid staggeredly, and is provided with multiple for raised on described second on the second lower connecting plate (11-6)
Correspond second time recess (11-6-1) for snapping in and multiple snap under the second of second upper notch for one-to-one corresponding
Raised (11-6-2), second time recess (11-6-1) and the second lower convexity (11-6-2) are on the second lower connecting plate (11-6)
It is in be laid staggeredly.
9. the construction method of a kind of arch bridge as claimed in claim 1 and suspension bridge combination type self-balancing bridge, it is characterised in that
Comprise the following steps：
Step one, abutment or Bridge Pier Construction；
Step 2, bearing construction：First bearing (4) is set on side abutment or bridge pier, is set on opposite side abutment or bridge pier
Put the second bearing (9)；
Step 3, main beam structure (3) construction：Between the first bearing (4) and the second bearing (9), main beam structure (3) is set,
One end of the main beam structure (3) is supported on the first bearing (4), support the other end of the main beam structure (3)
On the second bearing (9)；
Step 4, arch ring (1) construction：Two arch rings (1) are set above the main beam structure (3), and make the arch ring (1)
One end is fixed on one end of the main beam structure (3), makes the other end of the arch ring (1) be fixed on the main beam structure (3)
The other end；
Step 5, hoist cable (2) construction：Multiple hoist cables (2) are set between the arch ring (1) and main beam structure (3), and are made described
The upper end of hoist cable (2) is fixedly connected with the arch ring (1), makes the lower end of the hoist cable (2) with the fixed company of the main beam structure (3)
Connect；
Step 6, Roadway Construction：Mat formation on the main beam structure (3) bridge floor；
Step 7, tensioning hoist cable (2), include step in detail below during tensioning hoist cable (2)：
Step 701, hoist cable (2) stretching force are calculated：The Suo Li t of hoist cable (2) when drafting into bridgei, into the Suo Li F of main rope during bridge (7),
And calculate the Suo Li t of hoist cableiChange and the relation between the Suo Li F changes of main rope, it is assumed that when the Suo Li knots modifications of hoist cable (2) are
δtiWhen, then the Suo Li knots modifications for causing main rope (7) are δ F, set up relationship below：
Make Δ T=[δ t1,δt2…δti], A=[a1,a2…ai]T, then above formula can be written as Δ TA=δ F, according to FEM (finite element) model according to
The secondary Suo Li for changing each hoist cable (2), and the Suo Li knots modification δ t according to hoist cable (2)iPass with the Suo Li knots modification δ F of main rope (7)
System, can try to achieve impact coefficient as of the Suo Li of hoist cable (2) to main rope (7) Suo Li one by onei, hoist cable (2) Suo Li is finally tried to achieve to main rope
(7) the influence matrix A of Suo Li；
According to formula T=T0+ Δ T determines the stretching force T of hoist cable (2),
Wherein, T0=[t1,t2…ti] cable force is hung under the bridge completion state that determines when being design, it is known quantity, in addition, Δ T can
Tried to achieve by following formula：
Δ T=[δ t1,δt2…δti]=FA-1
Wherein F determine when being design into bridge stage main cable force, be known quantity, in can be by above formula T=T0+ Δ T is tried to achieve
The stretching force T of hoist cable；
Step 702, the stretching force T according to hoist cable, carry out tensioning to every hoist cable (2)；
Step 8, main rope (7) construction：Two main ropes (7) are installed below the main beam structure (3), and make the main rope (7)
One end is fixed on one end of the main beam structure (3), and the other end of main rope (7) is fixed on the another of the main beam structure (3)
One end, while guaranteeing main rope (7) tensioning, the Suo Li for making main rope (7) is zero；
Step 9, strut (6) construction：Strut (6) is set between the main rope (7) and main beam structure (3), and makes the strut
(6) upper end is hinged with main beam structure (3), and the lower end and main rope (7) for making the strut (6) is hinged；
Step 10, release hoist cable (2) Suo Li：The Suo Li of each hoist cable (2) is discharged, hoist cable (2) Suo Li burst sizes are equal to Δ T, this
When hoist cable (2) Suo Li by T0+ Δ T is reduced to T0, and the Suo Li of main rope (7) then increases to F automatically by zero；
So far, hoist cable (2) and main rope (7) have reached predetermined stress.
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| CN106758753A (en) * | 2017-03-17 | 2017-05-31 | 西安科技大学 | A kind of Suo Liang combined bridges and its construction method |
| CN109468945A (en) * | 2018-12-03 | 2019-03-15 | 王新民 | Whole warpage space structure bridge |
| CN110904813A (en) * | 2019-11-29 | 2020-03-24 | 中铁大桥勘测设计院集团有限公司 | Steel truss arch bridge of longitudinal semi-constrained system |
| CN113073539A (en) * | 2021-03-24 | 2021-07-06 | 清华大学 | Curved pultruded arched beam structure |
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| CN106498838B (en) | 2018-03-16 |
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