CN107059593A - A kind of interior suspension cable compound section bridge and its construction method - Google Patents
A kind of interior suspension cable compound section bridge and its construction method Download PDFInfo
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- CN107059593A CN107059593A CN201710277547.XA CN201710277547A CN107059593A CN 107059593 A CN107059593 A CN 107059593A CN 201710277547 A CN201710277547 A CN 201710277547A CN 107059593 A CN107059593 A CN 107059593A
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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
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Abstract
The present invention discloses a kind of interior suspension cable compound section bridge and its construction method.The bridge includes the left and right top boom of horizontal structure, the left and right lower boom of arcs of recesses structure, it is connected to vertical web member and diagonal web member between top boom, lower boom, the at least twice steel suspension cable being respectively arranged along left and right lower boom cambered surface, and the steel plate of top boom top surface and the concrete being cast on steel plate are laid on, and it is provided with steel plate shear stud.Assembling is carried out to each part first during construction, steel suspension cable is arranged, and after the completion of carrying out first time tensioning, single tension to steel suspension cable, carries out casting concrete；Because bridge top concrete account for whole bridge deadweight more than 70%, therefore steel truss and once new stress distribution, due to the weight of concrete, truss lower boom is set to occur tension again, therefore need to carry out second or repeatedly stretching to steel suspension cable again, tension is from lower boom to the transfer of steel suspension cable in completion lower edge, and lower edge is regenerated certain compression.
Description
Technical field
The present invention relates to a kind of interior suspension cable compound section bridge and its construction method.Specifically a kind of body of a bridge is steel truss
Frame, bridge floor are concrete slab, in bridge beam body（I.e. in steel truss）Place the bridge pattern of steel suspension cable.
Background technology
Bridge is divided from big type, there is a variety of patterns, including simply supported girder bridge, arch bridge, cable-stayed bridge, suspension bridge, continuous
Rigid frame bridge etc..
For simply supported girder bridge, except that constitute the different materials in beam body section, and different combination of materials section and
Different cross section geometric patterns.
With the development of reinforced concrete technology, beam body material turns into the combination of reinforcing bar and concrete, and cross section type then may be used
To be box-type section or i shaped cross section.
Normal reinforced concrete beam develops into prestressed concrete beam, and beam body material then becomes reinforcing bar and steel strand wires, then
Plus the combination of concrete.And tensioning can be implemented to steel strand wires, to change the stress distribution in casing.
Developing into the steel truss-concrete composite bridge and steel box-girder-concrete composite bridge of modern age appearance is respectively then
Bottom steel truss, the combination of top concrete slab（A kind of this bridge is usually used in combined dual deck bridge）With bottom steel plate
The box beam of welding and the combination form of top concrete slab.
Usually said suspension bridge has two tall and big bridge piers, to hang and fix suspension cable, in the first-class horizontal range of suspension cable
Provided with hoist cable, Bridge Beam body is played, Bridge Beam body is then steel box-girder, steel truss or concrete box girder.Due to necessarily being produced in suspension cable
Raw huge horizontal force, therefore, it is necessary to set huge anchor ingot to balance suspension cable horizontal force in bridge both sides.It is less for span
Suspension bridge, can also come equilibrium level power, i.e. self-anchored suspension bridge by concrete box girder.
For common Simple Supported Steel Truss Bridge beam, steel truss top boom is always pressurized, lower boom always tension, simultaneously
Necessarily there are some diagonal web member tensions to resist shearing, if steel truss lower boom is designed into symmetrical parabolic type, lower edge
Bar can resist the lower edge draw-bar pull caused by moment of flexure, while most of shearing can also be undertaken, this is mainly due to lower boom angle
The change of degree and rod member pulling force is had vertical component.It is most economical pressed material in view of concrete, while high-strength steel suspension cable
It is most economical tension material again, therefore, is winded up if concrete is placed in into steel truss, high-strength steel suspension cable is placed in steel truss lower edge,
And make triple combination's stress, then the force structure of a very economical is necessarily obtained, i.e., most of pressure that winds up is undertaken by concrete,
Most of lower edge pulling force and web member shearing are undertaken by steel suspension cable, steel truss frame body then plays stress transmission and stabilization.
The content of the invention
The purpose of the present invention is based upon steel suspension cable tensioning and realizes the principle of stress transmission and provide a kind of interior suspension cable group
Section bridge and its construction method are closed, is the type of bridge that a kind of simply supported beam compound section bridge is combined with suspension bridge.
The purpose of the present invention can be realized by following technique measures：
The interior suspension cable compound section bridge of the present invention includes the left and right top boom of horizontal structure, the left and right lower edge of arcs of recesses structure
Bar, is connected to vertical web member and diagonal web member between top boom, lower boom, at least two be respectively arranged along left and right lower boom cambered surface
Road steel suspension cable, and the steel plate of top boom top surface and the concrete being cast on steel plate are laid on by connector, and in steel plate
On be provided with shear stud for affixed concrete.（Top boom and steel plate, shear stud, concrete are as an entirety, altogether
Winded up with bridge is constituted, and play in bridge force-bearing compression rod）.
Heretofore described lower boom is parabolic shaped structure, is connected by gusset plate with vertical web member, diagonal web member；It is described
Steel suspension cable is tied up by thermoplastic PVC boundlings by many non-binding steel strand wires and constituted, and steel suspension cable is arranged along lower boom, and steel suspension cable passes through
During each vertical web member lower end, through arc fixture and lower boom Joint, the parabolic type knot consistent with lower boom is formed
Structure；The steel suspension cable is tied up by thermoplastic PVC boundlings by many non-binding steel strand wires and formed.
The end of heretofore described steel suspension cable sequentially passes through top boom, steel plate, steel anchoring part, is fixed by anchor ring；It is described
Anchor ring is included for clamping steel strand wires by root after steel suspension cable tensioning, with the intermediate plate for the stretching force for keeping steel strand wires；In the anchor
Ring top is provided with the keeper plate of steel for acting to compress anchor ring inner clamp piece, is anchored on using connector on anchor ring.
Heretofore described lower boom, vertical web member, diagonal web member are connected on gusset plate by high-strength bolt, the arc
Shape fixture is fixed on gusset plate using connector；And the lower boom, vertical web member, diagonal web member are symmetrical in gusset plate both sides
Arrangement, the arc fixture is equally divided into gusset plate both sides, and twice steel suspension cable is respectively from the arc for being divided into gusset plate both sides
Passed through in fixture, change an angle, and a parabolic type is integrally formed.
Furtherly, for common Simple Supported Steel Truss Bridge beam, steel truss top boom is always pressurized, and lower boom is always
Tension, while necessarily having some diagonal web member tensions to resist shearing, if steel truss lower boom is designed into symmetrical parabola
Type, then lower boom can resist the lower edge draw-bar pull caused by moment of flexure, while most of shearing can also be undertaken, this mainly due to
The change of lower boom angle and rod member pulling force is had vertical component.It is most economical pressed material in view of concrete, while high
Strong steel suspension cable is most economical tension material again, therefore, is winded up if concrete is placed in into steel truss, high-strength steel suspension cable is placed in steel truss
Frame lower edge, and make triple combination's stress, then the force structure of a very economical is necessarily obtained, i.e., is undertaken by concrete in major part
String pressure, undertakes most of lower edge pulling force by steel suspension cable and web member is sheared, steel truss frame body then plays stress transmission and stabilization,
Here it is the core content of the present invention.
The construction method of the present invention comprises the following steps：
A, first by each part being prefabricated in the factory carry out Assembling, steel truss structure is assembled into by connector, arrange
Good steel suspension cable, and first time tensioning is carried out to steel suspension cable（Because steel truss has certain deadweight, can wind up generation pressure in steel truss
Power, produces pulling force in lower boom, the pulling force in lower boom is transferred completely on steel suspension cable by first time tensioning, and pass through one
Fixed ultra stretching makes to produce certain compression in shaped steel lower boom, so that there is more tension deposits in lower boom）, one
After the completion of secondary tensioning, shear stud is welded on steel plate winding up, assembling reinforcement net, and casting concrete；
B, whole bridge deadweight more than 70% is account for due to bridge top concrete, therefore, after casting concrete steel truss is again once
New stress distribution, due to the weight of concrete, makes truss lower boom occur tension again, it is therefore desirable to carry out the to steel suspension cable
Secondary or repeatedly stretching（After concrete strength reaches 70%）, complete lower edge in tension from lower boom to the transfer of steel suspension cable,
And lower edge is regenerated certain compression, its result is exactly, under all bridge gravity loads, and the pulling force of lower edge is whole
Undertaken by steel suspension cable, lower boom has certain compressive pre-stress due to the effect of drag-line, therefore, with bigger tension deposit.
Because the steel strand wires intensity used in steel suspension cable is nearly 6 times of shaped steel, steel strand wires intensity is 1860MPa, and Q345 types
The yield strength of steel is 345MPa, therefore, and it is mode more more effective than shaped steel, more economical that pulling force is undertaken with steel suspension cable, can be big
The big deadweight for mitigating steel truss lower pole segments.
Above casting concrete, the process of tensioning can also be carried out several times again when concrete strength is to certain value.Work as bridge
Beam span is larger, when overlying concrete layer is thicker（Such as larger than 20cm）, when concrete is just poured, concrete does not have intensity, because
This, rod pressure of being winded up caused by concrete gravity all will be undertaken by top boom（Supported by steel truss as cast-in-place concrete
Situation during system）, it is contemplated that weight concrete accounts for the weight that bridge is conducted oneself with dignity more than 70%, and this means that most of bridge certainly
The pressure that winded up caused by weight fails to be undertaken by concrete, it is therefore necessary to which gradation casting concrete, treats that concrete has certain strong
Gradation tensioning steel suspension cable again when spending, so, so that it may top concrete layer is undertaken a part in advance and wind up rod pressure.
Furtherly：
1st, be prefabricated in the factory, assembled steel truss at the scene：Steel truss winds up as horizontal line, and lower edge is recessed parabola, steel truss
Frame winds up to be made up of shaped steel, steel plate, and its light plate is connected with shaped steel by high-strength bolt, and shear stud is welded with steel plate, with
It is standby to be connected integral with concrete；Steel truss lower edge is also made up of shaped steel, and parabolic type is integrally formed by the linear pattern being segmented；
Between upper and lower chord member, every one section of equal horizontal range, vertical web member is installed（Depression bar）, two vertical web members it
Between diagonal web member is installed（Pull bar）, depression bar and pull bar are also all made up of shaped steel.Web member and upper and lower chord member connect through node
Plate, is connected with high-strength bolt.
2nd, the high-strength steel suspension cable arranged along lower boom（Interior suspension cable）, steel suspension cable is close to truss lower boom arrangement, positioned at vertical
Between web member bottom and lower boom.Steel suspension cable is often by a vertical web member, all fixture through an arc（Turn to fixture）,
Arc fixture is fixed on vertical web member bottom, and applying a vertical displacement to drag-line constrains, meanwhile, drag-line is changed an angle
Degree, so, makes drag-line on the whole as lower boom, forms a parabola.Steel cable is made up of boundling non-bending steel cable,
Each single steel strand is all individually wrapped in the PVC sheath containing lubricating oil, this allow steel strand wires integrally freely extend without
By the restrictions of the frictional force of vertical web member position arc fixture.Many non-binding steel strand wires can be tied in steel suspension cable factory by special equipment
Beam is bundled into, and is wrapped up with thermoplastic PVC.
3rd, steel truss winds up cast-in-place concrete layer：Concrete layer is anti-on steel plate by being welded in steel truss top steel plate
Cut peg connection, on steel plate during cast-in-place concrete, can a number of bar-mat reinforcement of colligation, to improve the entire compression of concrete
Ability.
At the two ends of each boundling non-bending steel cable, there is the anchoring part for being fixed on steel truss top boom, steel strand wires are passed through
Top boom and anchoring part, steel strand wires end have porous anchor ring and intermediate plate to fix, and have keeper plate of steel on anchor ring with clamping intermediate plate, prevent steel from twisting
Loosened after line tensioning.
The present invention combines self-anchored suspension bridge with steel truss-Combined concrete section bridge, is put in steel truss body
Two or a plurality of suspension cable are put, the horizontal force of steel suspension cable is balanced by the concrete slab on steel truss top, steel truss is formed and adds steel
Suspension cable, top is the compound section pattern bridge of concrete slab.The bridge pattern of the present invention is than common steel truss-concrete
Compound section bridge, conducts oneself with dignity lighter, it is possible to achieve span it is bigger, and under same span, amount of deflection during bridge bearing is smaller
（I.e. rigidity is bigger）, while eliminating tall and big Sarasota again, construct easier, be a kind of very promising bridge pattern.
Beneficial effects of the present invention are as follows：
1st, because lower boom employs parabolic type, by active tensioning steel suspension cable, steel suspension cable both assume responsibility in common steel truss
The pulling force of lower boom, has also taken on the pulling force of most of diagonal web member.
2nd, due to that in theory can be provided with lower boom to the compression limit, therefore lower boom by tensioning steel suspension cable pressure
It is double to draw the stress deposit of tensile strength in itself when bearing dynamic load.
3rd, because bridge deadweight is always considerably larger than bridge dynamic load, and what bridge was produced in static load in lower boom and web member
Pulling force is all undertaken by the much higher drag-line of strength ratio shaped steel again, therefore, than common steel-concrete section bridge, this
Invention is bearing mode more efficiently.
4th, deflection of bridge span is greatly decreased, and adds the rigidity of bridge：Because the process of tensioning steel suspension cable is on mechanics principle
Equivalent to a reverse bending moment is integrally applied to bridge, this makes bridge to obtain actively controlling to arch, therefore the lower amount of deflection of bridge
System, under bridge action of static load, always can be by tensioning makes bridge have a certain degree of camber, and this is with there is lower boom
Compression be consistent, therefore, bridge integral rigidity is considerably increased.
5th, the whole steel structure part of the present invention is prefabricated in the factory, at the scene can be directly assembled, after assembly is good, and top steel plate is to make
For the direct casting concrete of template.Substantial amounts of scaffold and form work engineering are eliminated, is particularly suitable for crossing over road, the bridge in gully
Beam is built.
Brief description of the drawings
Fig. 1 is hoist cable stress transmission schematic diagram.
Fig. 2 is essential structure schematic diagram of the present invention.
Fig. 3 is Fig. 1 cross section view（The essential structure of interior suspension cable compound section bridge）.
Fig. 4 is Fig. 2 A positions enlarged drawing（Stretch-draw node detail drawing）.
Fig. 5 is Fig. 2 B positions enlarged drawing（Steel truss lower boom connecting node detail drawing）.
Fig. 6 is Fig. 5 side view.
Sequence number in figure：1st, top boom（What shaped steel was constituted）, 2, steel plate（It is connected with top boom）, 3, shear stud,
4th, concrete, 5, lower boom（The steel truss lower edge of shaped steel composition）, 6, steel suspension cable, 7, gusset plate, 8, vertical web member, 9, arc card
Tool, 10, diagonal web member（When truss is by uneven load, by pulling force effect, while being used as the stabiliser bar of steel truss）, 11,12 are
Link bar, 13 abutments, 14 be steel anchoring part, and 15 be anchor ring, and 16 be keeper plate of steel.
Embodiment
The present invention is below with reference to embodiment（Accompanying drawing）It is further described：
As shown in Figure 2,3, interior suspension cable compound section bridge of the invention includes the left and right top boom 1 of horizontal structure, arcs of recesses knot
The left and right lower boom 5 of structure, is connected to vertical web member 8 and diagonal web member 10 between top boom 1, lower boom 5, along left and right lower boom 5
At least twice steel suspension cable 6 that cambered surface is respectively arranged, and the steel plate 2 of the top surface of top boom 1 is laid on by connector and is cast in
Concrete 4 on steel plate, and it is provided with steel plate the shear stud 3 for affixed concrete 4.（It is top boom 1 and steel plate 2, anti-
Peg 3, concrete 4 are cut as an entirety, winding up for bridge is collectively formed, and plays in bridge force-bearing compression rod）.
Heretofore described lower boom 5 is parabolic shaped structure, is connected by gusset plate 7 with vertical web member 8, diagonal web member 10
Connect；The steel suspension cable 6 is tied up by thermoplastic PVC boundlings by many non-binding steel strand wires and constituted, and steel suspension cable 6 is arranged along lower boom 5,
When steel suspension cable 6 is by each vertical 8 lower end of web member, through arc fixture 9 and the Joint of lower boom 5, formed and lower boom one
The parabolic shaped structure of cause.
As shown in figure 4, the end of heretofore described steel suspension cable 6 sequentially passes through top boom 1, steel plate 2, steel anchoring part 14, lead to
Anchor ring 15 is crossed to fix；The anchor ring 15 is included for clamping steel strand wires by root after steel suspension cable tensioning, to keep of steel strand wires
The intermediate plate of pulling force；The keeper plate of steel 16 for acting to compress anchor ring inner clamp piece is provided with the anchor ring top, it is tight using connector
It is fixed on anchor ring 15.
As shown in Figure 5,6, heretofore described lower boom 5, vertical web member 8, diagonal web member 10 are connected by high-strength bolt
On gusset plate 7, the arc fixture 9 is fixed on gusset plate using connector；And the lower boom 5, vertical web member 8, tiltedly
Web member 10 is arranged symmetrically in gusset plate both sides, and the arc fixture 9 is equally divided into the both sides of gusset plate 7,6 points of twice steel suspension cable
Do not passed through from the arc fixture for being divided into the both sides of gusset plate 7, change an angle, and a parabolic type is integrally formed.
Furtherly, for common Simple Supported Steel Truss Bridge beam, steel truss top boom is always pressurized, and lower boom is always
Tension, while necessarily having some diagonal web member tensions to resist shearing, if steel truss lower boom is designed into symmetrical parabola
Type, then lower boom can resist the lower edge draw-bar pull caused by moment of flexure, while most of shearing can also be undertaken, this mainly due to
The change of lower boom angle and rod member pulling force is had vertical component.It is most economical pressed material in view of concrete, while high
Strong steel suspension cable is most economical tension material again, therefore, is winded up if concrete is placed in into steel truss, high-strength steel suspension cable is placed in steel truss
Frame lower edge, and make triple combination's stress, then the force structure of a very economical is necessarily obtained, i.e., is undertaken by concrete in major part
String pressure, undertakes most of lower edge pulling force by steel suspension cable and web member is sheared, steel truss frame body then plays stress transmission and stabilization,
Here it is the core content of the present invention.
The construction method of the present invention comprises the following steps：
A, first by each part being prefabricated in the factory carry out Assembling, steel truss structure is assembled into by connector, arrange
Good steel suspension cable, and first time tensioning is carried out to steel suspension cable（Because steel truss has certain deadweight, can wind up generation pressure in steel truss
Power, produces pulling force in lower boom, the pulling force in lower boom is transferred completely on steel suspension cable by first time tensioning, and pass through one
Fixed ultra stretching makes to produce certain compression in shaped steel lower boom, so that there is more tension deposits in lower boom）, one
After the completion of secondary tensioning, shear stud is welded on steel plate winding up, assembling reinforcement net, and casting concrete；
B, whole bridge deadweight more than 70% is account for due to bridge top concrete, therefore, steel truss once new stress point again
Match somebody with somebody, due to the weight of concrete, truss lower boom is occurred tension again, it is therefore desirable to steel suspension cable is carried out second or multiple
Tensioning（After concrete strength reaches 70%）, completing tension in lower edge, from lower boom to the transfer of steel suspension cable, and makes shaped steel group
Into steel truss lower edge --- lower boom regenerates certain compression, its result is exactly, in all bridge gravity loads
Under, the pulling force of lower edge is all undertaken by steel suspension cable, shaped steel composition steel truss lower edge --- lower boom has due to the effect of drag-line
Certain compressive pre-stress, therefore, with bigger tension deposit.
Because the steel strand wires intensity used in steel suspension cable is nearly 6 times of shaped steel, steel strand wires intensity is 1860MPa, and Q345 types
The yield strength of steel is 345MPa, therefore, and it is mode more more effective than shaped steel, more economical that pulling force is undertaken with steel suspension cable, can be big
The big deadweight for mitigating steel truss lower pole segments.
Above casting concrete, the process of tensioning can also be carried out several times again when concrete strength is to certain value.Work as bridge
Beam span is larger, when overlying concrete layer is thicker（Such as larger than 20cm）, when concrete is just poured, concrete does not have intensity, because
This, rod pressure of being winded up caused by concrete gravity all will be undertaken by top boom（Supported by steel truss as cast-in-place concrete
Situation during system）, it is contemplated that weight concrete accounts for the weight that bridge is conducted oneself with dignity more than 70%, and this means that most of bridge certainly
The pressure that winded up caused by weight fails to be undertaken by concrete, it is therefore necessary to which gradation casting concrete, treats that concrete has certain strong
Gradation tensioning steel suspension cable again when spending, so, so that it may top concrete layer is undertaken a part in advance and wind up rod pressure.
Furtherly：
1st, be prefabricated in the factory, assembled steel truss at the scene：Steel truss winds up as horizontal line, and lower edge is recessed parabola, steel truss
Frame winds up to be made up of shaped steel, steel plate, and its light plate is connected with shaped steel by high-strength bolt, and shear stud is welded with steel plate, with
It is standby to be connected integral with concrete；Steel truss lower edge is also made up of shaped steel, and parabolic type is integrally formed by the linear pattern being segmented；
Between upper and lower chord member, every one section of equal horizontal range, vertical web member is installed（Depression bar）, two vertical web members it
Between diagonal web member is installed（Pull bar）, depression bar and pull bar are also all made up of shaped steel.Web member and upper and lower chord member connect through node
Plate, is connected with high-strength bolt.
2nd, the high-strength steel suspension cable arranged along lower boom（Interior suspension cable）, steel suspension cable is close to truss lower boom arrangement, positioned at vertical
Between web member bottom and lower boom.Steel suspension cable is often by a vertical web member, all fixture through an arc（Turn to fixture）,
Arc fixture is fixed on vertical web member bottom, and applying a vertical displacement to drag-line constrains, meanwhile, drag-line is changed an angle
Degree, so, makes drag-line on the whole as lower boom, forms a parabola.Steel cable is made up of boundling non-bending steel cable,
Each single steel strand is all individually wrapped in the PVC sheath containing lubricating oil, this allow steel strand wires integrally freely extend without
By the restrictions of the frictional force of vertical web member position arc fixture.Many non-binding steel strand wires can be tied in steel suspension cable factory by special equipment
Beam is bundled into, and is wrapped up with thermoplastic PVC.
3rd, steel truss winds up cast-in-place concrete layer：Concrete layer is anti-on steel plate by being welded in steel truss top steel plate
Cut peg connection, on steel plate during cast-in-place concrete, can a number of bar-mat reinforcement of colligation, to improve the entire compression of concrete
Ability.
At the two ends of each boundling non-bending steel cable, there is the anchoring part for being fixed on steel truss top boom, steel strand wires are passed through
Top boom and anchoring part, steel strand wires end have porous anchor ring and intermediate plate to fix, and have keeper plate of steel on anchor ring with clamping intermediate plate, prevent steel from twisting
Loosened after line tensioning.
The Specific construction mode of interior hanging bridge
The specific real work mode of the invention is described in detail below in conjunction with accompanying drawing.
With two tracks, exemplified by span 50m simple span bridge, the wide 9.5m of bridge, the wherein each 1.5m in both sides pavement, two cars
Road, per the wide 3.25m in track, is made up of two Pin steel truss.
See Fig. 3 main truss frame material type selectings：Top shaped steel chord member 1 selects L200x12, and bottom shaped steel chord member 5 is selected
L150x10, material is Q345 steel, and other web members 8 and contact bar 10 typically use L126x8 or L100x8, and tension web member is then selected
L75x8.Gusset plate 7 selects 12mmQ345 steel plates, and node board size meets bolt arrangement requirement.The connection of shaped steel and gusset plate is complete
Portion is connected using high-strength friction bolt.
Using the steel wire bundle of the non-bending steel cables of 4 road 10x Φ 15.2 composition, two beams are installed per truss structure altogether for steel suspension cable 6,
It is symmetrically installed in truss both sides.Steel strand wires strength grade 1860MPa.
In each position of joints of top boom, and web member interface point position is connected with one block of plain plate 2, plain plate with it is upper
Chord member is connected with high-strength bolt, and shear stud 3 is welded with plain plate, and shear stud spacing, which is pressed, arranges one per 10cmx10cm,
Shear stud diameter of phi 18mm, material Q345 steel, every piece of plate size 50cm（It is wide）x12mm（It is thick）, overlying isometric with top boom
20cm thickness concrete layers 4, by shear stud 3 and the steel that winds upPlate 2 connectsConnect.
Linking perpendicular to upper and lower chord member is respectively arranged between the top boom plane and lower boom plane of two truss structures
Bar is connected with the oblique bar that links.
In each node facade perpendicular to truss,（See Fig. 3）, also have and vertically link bar and oblique（Cross）Link bar company
Two truss structures are connect, to realize the lateral connection of two truss structures.
Region beyond the plane on truss, shear stud steel plate is separately equipped with 1.0mm steel sheet and plates, sheet metal portion on the lower
Tie element is supported between truss, acts the template action for pouring top concrete.Sheet metal top can lay bar-mat reinforcement, and good in cloth
After bar-mat reinforcement, casting concrete.
Because the tie element under sheet metal is distant, when laying sheet metal, the place big to part steel plate span,
Reinforcement angle steel can be fixed temporarily under steel plate, it is dismountable after concreting solidification.
Sequence of construction
1st, both sides abutment 13 is first built up at scene, such as Fig. 2.
2nd, steel truss frame member：Including the inter-tie and transverse tie between upper and lower chord member, web member, connecting plate and two truss structures
Bar is all machined in factory, and accomplishes fluently High-strength bolt hole by design requirement.
3rd, in bridge Assembling truss, after being assembled per truss structure, lift in place respectively, blending bolt is fixed on both sides
Abutment.
4th, after two truss structures are all in place, the inter-tie between truss is installed, sway brace makes two truss structures formation one whole
Body.
The 5th, shear stud on the shear stud steel plate of pricncipal rafter position of joints, shear stud steel plate is installed with special
Be welded in shear stud bonding machine on steel plate, separately bolt hole be equipped with steel plate, it is corresponding with top boom upper bolt hole, steel plate with it is upper
Chord member is connected with high-strength bolt.
The 6th, steel suspension cable is installed：Totally 4 bar steel suspension cable, bunchy is tied up per bar steel suspension cable with 10 non-bending steel cables of Φ 15.2,
And wrapped up with thermoplastic PVC.A branch of steel suspension cable is respectively mounted per truss structure both sides, steel suspension cable is close to lower boom arrangement, in each of the lower
There is a fixing point at chord member gusset plate position, and fixed point is provided with an arc steering gear, and vertical web member is fixed in steering gear
With lower boom intersection area, steel suspension cable can be passed through from arc steering gear is hollow.Steel suspension cable two ends pass through top boom and shear stud
Steel plate, is fixed on special anchoring part and anchor ring, and steel suspension cable can be tight with jack repeatedly stretching and fixed by anchor ring and anchoring part.
7th, steel truss top is laid as the sheet metal of template, and side mould is installed.Due to top boom top shear stud steel
Every piece of plate only 50cm is wide, therefore, at other positions without shear stud steel plate, it is necessary to install sheet metal mixed as pouring
Coagulate the template of soil.
, can be by design requirement assembling reinforcement after upper mould is installed.
8th, first time tensioning is carried out to steel suspension cable：After upper reinforcement colligation is complete, whole bridge is before casting concrete
Dead load it is all in place, at this moment, steel truss lower boom necessarily has certain tension, therefore steel suspension cable can be carried out for the first time
Tensioning, completes the transfer of first time lower edge pulling force, and lower boom maximum crushing stress is occurred.
9th, top concrete, maintenance are poured, and treats that concrete strength reaches more than the 70% of design strength.
10th, second of tensioning is carried out to steel suspension cable：Because bridge top concrete accounts for most of weight of bridge again, because
This, after casting concrete, there is tension again in shaped steel lower edge, meanwhile, after top concrete reaches 70% intensity, concrete is
The pressure that winds up can be resisted, therefore, second of tensioning can be carried out at this moment, change the distribution of force of whole girder system, make lower edge
Pulling force is undertaken by steel suspension cable substantially, and the pressure that winds up is undertaken by overlying concrete substantially.
11st, overlying bitumen layer, and seal with special cover plate tensioning anchor head position, such easy access and supplement tensioning.
Can tensioning be once again after the bitumen layer of upper berth, it is ensured that under all static loads of bridge, lower boom is in pressured state.
12nd, after the completion of last time tensioning, the keeper plate of steel outside anchor ring should be tightened, keeper plate of steel plays constraint steel strand wires folder
Piece, the effect for making intermediate plate not loosened when bridge shakes.
After the completion of overlying pitch, bridge can come into operation.
It is attached：The technical principle of interior suspension cable compound section bridge
The technical principle of interior suspension bridge is sketched by the example of following shaped steel suspension rod：
As shown in figure 1, weight（Weight is equal to G）Hung on first by shaped steel suspension rod on rigid frame, if the area of structural steel is S, then
Tension is produced in shaped steel：
бDraw= G/S
I.e. tension is directly proportional to weight weight in shaped steel, is inversely proportional with sectional area
Simultaneously because shaped steel is elastomer, after suspension weight, an elongation δ is hadL。
Wherein E is the modulus of elasticity of section steel material, and L is shaped steel length, and in actual bridge, the elongation of shaped steel can turn
Turn to the amount of deflection of bridge.
Then, it is close to shaped steel, separately adds a soft hoist cable to play weight（It is assumed that hoist cable suspension centre and shaped steel suspension centre are basic at one
On vertical line, and all pass through the center of gravity of weight）, hoist cable upper end is provided with anchorage and screw, be able to will hung by rope top screw
Rope is up carried.When hoist cable is just hung up, hoist cable is in relaxed state, and weight is still undertaken by shaped steel completely.
Loose hoist cable can gradually be tightened by tightening screw, so, some weight is transferred on hoist cable,
The weight that shaped steel undertakes is gradually decreased, and the elongation of shaped steel is also gradually decreased, so, with constantly tightening hoist cable, we
Always the elongation of shaped steel can be reduced to zero, at this time, shaped steel no longer undertakes the weight of weight, and the weight of weight has been transferred to
Undertaken entirely by hoist cable.That is, can complete the transfer of stress distribution by being tensioned hoist cable, stress be transferred to from shaped steel
On hoist cable.This exactly the present invention in the work to be done：By the steel suspension cable in tensioning truss, by lower boom in truss and part abdomen
The tension of bar is transferred to be undertaken by steel suspension cable.
After the carrying of shaped steel is reduced into zero completely, it can also continue to tighten hoist cable（It is assumed that hoist cable has enough intensity,
It will not be broken）, at this time, hoist cable can be tightened more, tension increase, therefore necessarily occur compression in shaped steel, with balance crane
Suo Duoyu pulling force, in the case where not considering shaped steel unstability, can be pressurized to the maximum pressure of appearance by tightening hoist cable by shaped steel
Stress.Simultaneously as shaped steel becomes to be pressurized from tension, shaped steel becomes shortening from elongation when carrying weight originally（This
Bridge, which is correspond to, in actual bridge becomes arch from downwarp）, and because shaped steel allows that maximum crushing stress is equal to maximum hold
Perhaps tension（When not considering unstability）, therefore, shortening amount when shaped steel is compressed to maximum crushing stress is exactly equal to reach maximum
Elongation during tension.
After shaped steel is pressed to maximum crushing stress by hoist cable, shaped steel suspension rod is considered again as a tension and carries suspension rod
Bearing capacity.
1st, suspension rod is in no initial load, in the case that also no side sets hoist cable, the element bearing capacity G of shaped steel suspension rod0：
G0=бmax·S
Wherein：S is shaped steel area of section, бmaxFor the maximum allowable tension and compression stress of shaped steel.
2nd, suspension rod is having initial load, in the case of setting hoist cable still without side, width more than bearing capacity now, i.e. component load-bearing
Power subtracts initial load.
Width G more than bearing capacity2=G0- G1
Herein, initial load G1In actual bridge, corresponding to the deadweight of bridge, it is seen then that due to the presence of initial load,
In the case of no hoist cable, the bearing capacity of component is reduced.
3rd, suspension rod is having initial load, and shaped steel presses in the case of maximum crushing stress while side sets hoist cable, section steel suspended
The bearing capacity that bar still has is：
G3=（бPress max+бDraw max）×S=2бmax×S （бPressure=бDraw）
It can be seen that, because hoist cable shifts initial load, meanwhile, existing initial compression in shaped steel, therefore, newly increased load will make
Shaped steel reaches maximum tension stress, it is necessary to the initial compression of shaped steel is first offset, as a result, what Steel section member still had
Width is equal to twice of element bearing capacity more than tensile capacity, and this adds one times equivalent to by the bearing capacity of Steel section member, and also
Without being included in initial load, this part of initial load, which has been transferred completely on hoist cable, to be undertaken（Reached in view of the deadweight of actual bridge
To total load head more than 70%, the meaning of this load transfer is just very big）.
Additionally, it is contemplated that the deformed in tension of steel member, in the case of no hoist cable, one times of element bearing capacity G0, just will
Shaped steel has moved maximal tensility to, when considering the effect of initial load, actual newly increased load G0- G1（Initial load）, shaped steel
Reach maximal tensility（The maximum defluxion of this actual bridge of correspondence）.And in the case of having hoist cable pre-tensioned, newly increased load is needed
Reach twice of G0, shaped steel can just be pulled to maximal tensility, and this just illustrates, the rigidity of whole stress system is considerably increased.
Here it is the present invention general principle, pulling force is actively applied by steel suspension cable in truss, make steel truss lower boom with
Tension web member is acted on by compressive pre-stress, and bridge gravity load is all undertaken by hoist cable, so, both considerably increases tension
The bearing capacity of rod member, adds the rigidity of bridge again, it means that can design the steel truss bridge of more large span.
Claims (5)
1. a kind of interior suspension cable compound section bridge, it is characterised in that：It includes the left and right top boom 1 of horizontal structure, arcs of recesses knot
The left and right lower boom of structure（5）, it is connected to top boom（1）, lower boom（5）Between vertical web member（8）And diagonal web member（10）, along a left side
Bottom right chord member（5）At least twice steel suspension cable that cambered surface is respectively arranged（6）, and top boom is laid on by connector（1）Top surface
Steel plate（2）With the concrete being cast on steel plate（4）, and be provided with steel plate for affixed concrete（4）Shearing resistance bolt
Nail（3）.
2. interior suspension cable compound section bridge according to claim 1, it is characterised in that：The lower boom（5）For parabola
Type structure, passes through gusset plate（7）With vertical web member（8）, diagonal web member（10）Connection；The steel suspension cable（6）By many non-binding steel
Twisted wire ties up composition, steel suspension cable by thermoplastic PVC boundlings（6）Along lower boom（5）Arrangement, steel suspension cable（6）It is vertical by each
Web member（8）During lower end, through arc fixture（9）With lower boom（5）Joint, forms the parabolic type knot consistent with lower boom
Structure.
3. interior suspension cable compound section bridge according to claim 1, it is characterised in that：The steel suspension cable（6）End according to
It is secondary to pass through top boom（1）, steel plate（2）, steel anchoring part（14）, pass through anchor ring（15）It is fixed；The anchor ring（15）Include in steel
Steel strand wires are clamped by root after suspension cable tensioning, with the intermediate plate for the stretching force for keeping steel strand wires；The anchor ring top pressure has been provided with
The keeper plate of steel of the effect of tight anchor ring inner clamp piece（16）, anchor ring is anchored on using connector（15）On.
4. interior suspension cable compound section bridge according to claim 1, it is characterised in that：The lower boom（5）, vertical web member
（8）, diagonal web member（10）Gusset plate is connected to by high-strength bolt（7）On, the arc fixture（9）It is fixed on using connector
On gusset plate；And the lower boom（5）, vertical web member（8）, diagonal web member（10）It is arranged symmetrically in gusset plate both sides, the arc
Shape fixture（9）Equally it is divided into gusset plate（7）Both sides, twice steel suspension cable（6）Respectively from being divided into gusset plate（7）The arc of both sides
Passed through in fixture, change an angle, and a parabolic type is integrally formed；The steel suspension cable（6）Twisted by many non-binding steel
Line is tied up by thermoplastic PVC boundlings and formed.
5. a kind of construction method for being used to prepare the interior suspension cable compound section bridge described in claim 1, it is characterised in that：It is described
Construction method comprises the following steps：
A, first by each part being prefabricated in the factory carry out Assembling, steel truss structure is assembled into by connector, arrange
Good steel suspension cable, and first time tensioning is carried out to steel suspension cable, after the completion of single tension, shear stud is welded on steel plate winding up, is tied up
Wire-tie net, and casting concrete；
B, whole bridge deadweight more than 70% is account for due to bridge top concrete, therefore, steel truss once new stress point again
Match somebody with somebody, due to the weight of concrete, truss lower boom is occurred tension again, it is therefore desirable to steel suspension cable is carried out second or multiple
Tensioning, completes transfer of the tension from shaped steel to drag-line in lower edge, and lower edge is regenerated certain compression.
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| CN108460197A (en) * | 2018-02-09 | 2018-08-28 | 广西交通科学研究院有限公司 | Spandrel construction based on deformation amount controlling dismounts Scheme Optimum Seeking Methods |
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| CN110219306A (en) * | 2019-07-08 | 2019-09-10 | 上海巨鲲科技有限公司 | Concrete and the combined foundation pit support system of metal structure |
| CN111501521A (en) * | 2020-04-29 | 2020-08-07 | 桂林理工大学 | Assembled aluminum alloy prestress truss bridge |
| CN112709155A (en) * | 2021-01-21 | 2021-04-27 | 上海城建市政工程（集团）有限公司 | Fish belly type suspension cable combined support and construction method thereof |
| WO2021260354A1 (en) * | 2020-06-24 | 2021-12-30 | Cornford, James | A structural truss, assembly and method of manufacture |
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| CN111501521A (en) * | 2020-04-29 | 2020-08-07 | 桂林理工大学 | Assembled aluminum alloy prestress truss bridge |
| WO2021260354A1 (en) * | 2020-06-24 | 2021-12-30 | Cornford, James | A structural truss, assembly and method of manufacture |
| CN112709155A (en) * | 2021-01-21 | 2021-04-27 | 上海城建市政工程（集团）有限公司 | Fish belly type suspension cable combined support and construction method thereof |
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Application publication date: 20170818 |