CN201043261Y - Bridge tower of single-tower non-dorsal cord stayed-cable bridge - Google Patents
Bridge tower of single-tower non-dorsal cord stayed-cable bridge Download PDFInfo
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- CN201043261Y CN201043261Y CNU2007200956805U CN200720095680U CN201043261Y CN 201043261 Y CN201043261 Y CN 201043261Y CN U2007200956805 U CNU2007200956805 U CN U2007200956805U CN 200720095680 U CN200720095680 U CN 200720095680U CN 201043261 Y CN201043261 Y CN 201043261Y
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Abstract
The utility model discloses a single-tower bridge tower of a stayed-cable bridge without backstays, which consists of a vertical guy wire tower boom and a horizontal balance weight tower boom. The gradient of the face of the guy wire tower boom facing the guy wire is 3.1:5; the gradient of the face opposite to the guy wire face is 2:5. The width of the lower part of the guy wire tower boom is larger than the width of the upper part. The guy wire tower boom consists of two tower bodies. The guy wire tower boom is connected through four wing-shaped cross stay; the height of the part of the guy wire tower boom above a rail head is less than 1/2 of the span. Above the rail head, the guy wire tower boom is joined to the balance weight tower boom. The balance weight tower boom is supported by a full frame. The guy wire tower boom is connected with the balance weight tower boom into one piece through a large beam of a main tower of the bridge and a continuous balance weight bin. The balance weight tower boom of the bridge tower provided by the utility model transfers engineering material in a guy wire area to the balance weight tower boom having higher balance weight efficiency; and the vector moment with a main pier is increased; a traveling system is also provided; the reliance of the guy wire tower boom on the weight of the guy wire tower boom is eliminated; the single-tower bridge tower of the stayed-cable bridge without backstays is ensured to have structural force and beauty on the premise of the proper ratio of the tower height and the span.
Description
Technical field
The utility model relates to a kind of bridge tower of bridge, especially relates to a kind of bridge tower of cable stayed bridge.
Background technology
At present, cable stayed bridge itself is the bridge type of comparative maturity, mainly comprises symmetrical cloth cable stayed-cable bridge, asymmetric cloth cable stayed-cable bridge and back-cable-free cable-stayed bridge.Wherein, the bridge tower of symmetrical drag-line is the form of structure that Longspan Bridge often adopts for girder provides certain pre-jacking force and resiliency supported; The bridge tower of asymmetric cloth cable stayed-cable bridge is not necessarily honest, but the Suo Li of bridge tower both sides remains in a basic balance, and its duty and standard cable stayed bridge are as broad as long; Back-cable-free cable-stayed bridge is then different fully, and a bridge tower only side bears oblique cord power.Bridge tower inclination certain angle, the dead-weight balanced oblique cord power of dependence body of the tower; The weight requirements of body of the tower has determined that the size of body of the tower is bigger.
The powerful overturning moment that the bridge tower of back-cable-free cable-stayed bridge needs balance guy rope power to produce.That is, body of the tower must have enough resistance to capsizings, be slightly larger than under the mobile load Light Condition that the beam body produces overturning moment, be slightly less than the overturning moment of whole loads at the mobile load full load.Conventional back-cable-free cable-stayed bridge bridge tower is to rely on the deadweight of bridge tower guy rope section to realize that each of bridge tower section cross section must be corresponding with the oblique cord horizontal force for this reason, and bridge tower tilts more, and the operating efficiency of body of the tower deadweight is high more.Simultaneously, for reduce the horizontal force that bridge tower bears as far as possible, conventional back-cable-free cable-stayed bridge can strengthen the elevation angle of oblique cord as far as possible, and the horizontal force that body of the tower bears during like this to the equal support effect of girder is littler.This just means, for strengthening the elevation angle of oblique cord, must improve tower height and restriction body of the tower gradient, and restriction body of the tower gradient means the reduction of counterweight efficient.Whether based on such contradiction, conventional back-cable-free cable-stayed bridge can be selected a bridge tower that the figure is more too fat to move, also can't take tower height on the height into account and coordinate with the ratio of striding the footpath, has lost the inborn dynamics of structure U.S..
The utility model content
Technical problem to be solved in the utility model provides a kind of bridge tower of non-cable single-tower stayed bridge, under the prerequisite of tower height and the eurythmy of striding the footpath, has the inborn dynamics of structure U.S. with the bridge tower that guarantees back-cable-free cable-stayed bridge, the bridge tower of the utility model non-cable single-tower stayed bridge has been broken through the processed conventionally bottleneck of Stayed Cable Bridge king-tower make, and king-tower is made up of the counterbalance tower arm of horizontal direction and tower arm for slewing guy two parts of inclination.Counterbalance tower arm is transferred to the engineering material of wasting the guy rope district in the conventional back-cable-free cable-stayed bridge on the higher counterbalance tower arm of counterweight efficient, not only strengthened arrow square with main pier, had vehicle-driving simultaneously concurrently, the most important thing is, removed the dependence of tower arm for slewing guy, for design is more coordinated, bridge more attractive in appearance provides basic premise to deadweight.
In order to solve the problems of the technologies described above, the technical scheme that the bridge tower of the utility model non-cable single-tower stayed bridge is achieved is: it is made of tower arm for slewing guy and counterbalance tower arm, described tower arm for slewing guy is the incline direction setting, its cable surface-facing gradient is 3.1: 5, back cable surface gradient is 2: 5, and the width of described tower arm for slewing guy bottom is greater than the width on its top; Described counterbalance tower arm is a horizontal direction; Described tower arm for slewing guy and described counterbalance tower arm connect as one by bridge main tower cross bearer and continuous counterweight storehouse; Described tower arm for slewing guy and described counterbalance tower arm come together in bridge master pier.Counterbalance tower arm relies on full framing to support.
The bridge tower of the utility model non-cable single-tower stayed bridge, wherein, described tower arm for slewing guy is made up of two bodies of the tower, and every body of the tower lays respectively at the both sides of girder, and is symmetrically distributed.The tread of described tower arm for slewing guy with the height on top less than striding 1/2 of footpath.Described tower arm for slewing guy connects by the wing stull in four roads, is being positioned at tread top, and described tower arm for slewing guy carries out the transition to described counterbalance tower arm.Described bridge tower adopts 44 hole large-tonnage steel twisted wire group anchors.
Compared with prior art, the beneficial effects of the utility model are: because the utility model is made up of the counterbalance tower arm of horizontal direction and tower arm for slewing guy two parts of inclination, therefore, counterbalance tower arm is transferred to the engineering material of wasting the guy rope district in the conventional back-cable-free cable-stayed bridge on the higher counterbalance tower arm of counterweight efficient, not only strengthened arrow square with main pier, had vehicle-driving simultaneously concurrently, the most important thing is, removed the dependence of tower arm for slewing guy, for design is more coordinated, bridge more attractive in appearance provides basic premise to deadweight.Thereby the bridge tower that has guaranteed back-cable-free cable-stayed bridge has the inborn dynamics of structure U.S. under the prerequisite of tower height and the eurythmy of striding the footpath.
Description of drawings
Fig. 1-the 1st, the schematic perspective view of the bridge tower structure of the utility model non-cable single-tower stayed bridge;
Fig. 1-2 is the lateral view of bridge tower shown in Fig. 1-1;
Fig. 1-the 3rd, the front view of bridge tower shown in Fig. 1-1;
Fig. 2 is the utility model bridge tower stand under load course schematic diagram;
Fig. 3-1 is to Fig. 3-the 10th, the construction process of the utility model bridge tower.
Be the explanation of main position Reference numeral in the Figure of description below:
10---tower arm for slewing guy 11---is met rope face 12---dorsal funciculus faces
13---the wing stulls in tower arm for slewing guy bottom 14---tower arm for slewing guy top 15---
16---the main piers of tread 20---counterbalance tower arm 110#---
108#, 109#---support counterbalance tower arm pier 51---1# drive rest pier
52---2# drive rest pier 53---3# drive rest pier 54---4# drive rest piers
60---passive buttress
The specific embodiment
Below in conjunction with the drawings and specific embodiments the utility model is described in further detail.
Shown in Fig. 1-1, Fig. 1-2 and Fig. 1-3, it is made of the utility model the counterbalance tower arm 20 of vertical tower arm for slewing guy 10 and level.In the specific embodiment below, establish: the counterbalance tower arm support pier is 108# and 109# pier, and main pier is the 110# pier.The overall height of determining tower arm for slewing guy 10 is 65 meters, tread 16 is with 60 meters on top (that is: according to less than 1/2 determining of striding the footpath), the gradient of meeting rope face 11 is 3.1: 5, and the gradient of dorsal funciculus face 12 is 2: 5, and the width of described tower arm for slewing guy bottom 13 is greater than the width on tower arm for slewing guy top 14; Be made up of two bodies of the tower, wall thickness is 1.5 meters, and is positioned at the both sides of girder.Tower arm for slewing guy 10 connects by the wing stull 15 in four roads, and in tread 16 above 8 meters beginnings, tower arm for slewing guy 10 carries out the transition to 20, two tower walls of counterbalance tower arm and is connected to integral body by king-tower cross bearer and continuous counterweight cabin (having vehicle-driving concurrently).Tower arm for slewing guy 10 comes together in main pier with counterbalance tower arm 20, closely is connected to sharp keen and is full of the powerful integral body of strength sense by the prestressed strand in two tower walls.The 44 hole large-tonnage steel twisted wire group anchors that bridge tower adopts.
The utility model bridge tower is generally large volume concrete structural, can not finish by one-time-concreting, and full framing also can not support the concrete weight of whole bridge towers fully.The concrete bridge tower that substep is built must be different from global formation, finishes with the stretch-draw of final suspension cable with each progressively enforcement of building the stage, and the reaction of bearing of each pier position of bridge tower, the concrete stand under load level of each layer bridge tower etc. are all in continuous variation.The stress that the bridge tower concrete is sealed up for safekeeping in the inside, back that is shaped fully can directly influence its duty in long-term use, therefore, need further investigate the stand under load course of bridge tower, design a cover proper construction technology, eliminate the construction stress of bridge tower to greatest extent.
As shown in Figure 2, the stand under load course of the utility model bridge tower is: because the utility model bridge tower is made up of rigidly connected two large divisions, a part is vertical tower arm for slewing guy 10, and another part is the counterbalance tower arm 20 of level.When guy rope not, vertical tower arm for slewing guy 10 relies on configuration and meets the plain bars of rope face 11 and the deadweight moment of flexure that stiff skeleton is born whole leaning tower arm; Counterbalance tower arm 20 relies on full framing to support, and does not stress in principle.When beginning during guy rope, along with Suo Li with Ta Nei is prestressed progressively applies, the rope face 10 of the meeting pressurized gradually of tower arm for slewing guy 10, and rely on the vertical prestressing steel bundle opposing oblique cord bending moment produced by level force of dorsal funciculus face 12.Simultaneously, the pressure that puts on counterbalance tower arm 20 full framings descends gradually, and tower arm weight is transferred to main pier 110 gradually by horizontal prestressed strand.Final when full-bridge is completed, tower arm for slewing guy 10 and counterbalance tower arm 20 are finished the system conversion, reach the design work state.At this moment, the weight of bridge tower is born by main Dun110#Dun substantially, support counterbalance tower arm Dun108#Dun and 109# pier a part of reaction of bearing still is provided, this part counter-force is the safety stock of the overturning moment of opposing oblique cord generation, (this counter-force is the design condition of counterbalance tower arm pier 108,109# crossbeam) makes the Dun110#Dun of winner be in state of axial compression forever under the mobile load effect.Suppose that the counterbalance tower arm 20 that relies on full framing to support does not in principle stress before the system conversion, the support stiffness that its basic prerequisite is a full framing reaches and three identical levels in permanent pier position.
According to the structure and the stand under load characteristics of above-mentioned the utility model bridge tower, to further consider that in specific implementation process the cooperatively interacting of the configuration mode, bridge tower concreting stage of bridge tower stiff skeleton and plain bars structure, bridge tower construction technology are to the compliance of bridge tower stiffness variation etc.
The bridge tower construction process of the utility model non-cable single-tower stayed bridge is described to Fig. 3-10 below in conjunction with Fig. 3-1:
Stage 1: shown in Fig. 3-1, build 2 meters high scopes of 109～110# pier king-tower on the full framing.
Stage 2: shown in Fig. 3-2, it is meter high to build tower arm to 3.5, partial dismantling part support; Build each drive rest pier synchronously, i.e. 1# drive rest pier 51,2# drive rest pier 52 and 3# drive rest pier 53.
Stage 3: shown in Fig. 3-3, lay cushion block, closely connected at the Dun Ding of 1# drive rest pier 51,2# drive rest pier 52 and 3# drive rest pier 53 respectively with the tower arm; Build the part of passive buttress 60 except that pier cap simultaneously.
Stage 4: as shown in Figure 3-4, apply top lift in order: apply 2# drive rest pier 52 top lifts to 650 ton, apply 1# drive rest pier 51 top lifts to 800 ton, apply 3# drive rest pier 53 top lifts to 600 ton, replenish 2# drive rest pier 52 top lifts to 600 ton; Build the remainder of passive buttress 60 at last.
Stage 5: shown in Fig. 3-5, build tower arm to 6.0 meter height, wait for that concrete strength is increased to 35MPa.
Stage 6: shown in Fig. 3-6, build tower arm to 9.0 meter height, wait for that concrete strength is increased to 35MPa; It is meter high uncontrolledly to build tower arm to 36 then;
Stage 7: shown in Fig. 3-7, build 108～109# pier closure section, and it is built 3.5 meters high, on the basis that guarantees bearing capacity of foundation soil, build 4# drive rest pier 54;
Stage 8: shown in Fig. 3-8, treat that concrete reaches design strength after, lay cushion block at the Dun Ding of 4# drive rest pier 54, closely connected with the tower arm; 4# drive rest pier 54 is slowly evenly applied top power to 800 ton, and add progressively bed hedgehopping cushion block of parallels, treat that the buttress sedimentation ends the tight parallels of back pad fully, guarantee that the buttress counter-force is greater than 800 tons; According to the needs that king-tower steel bundle is installed, dismountable 3# drive rest pier 53, passive buttress 60 keeps.
Stage 9: shown in Fig. 3-9, it is meter high to build tower arm to 6.0, waits for that concrete strength is increased to 35MPa.
Stage 10: shown in Fig. 3-10, finish building of king-tower counterweight section; Build king-tower by the stage, treat that king-tower is built to finish, the intact oblique cord of stretch-draw is the dismountable buttress in Suo Li rear just.Should strengthen counter-force and settlement observation therebetween to each buttress.
The bridge tower of the utility model non-cable single-tower stayed bridge adopts the high grade large volume concrete structural, and the rigidity of counterbalance tower arm constantly changed with the stage of building, and is the construction that is difficult to finish bridge tower as if the form of construction work with routine.Utilize the utility model bridge tower to be used the material of this service condition harshness of concrete to finish the construction of pontic, thereby avoided the high steel work agent structure of cost, only finish the construction of pontic with 40% of steel work master bridge budget, for Construction unit has saved substantial contribution, created good economic benefit.
Although in conjunction with the accompanying drawings preferred embodiment of the present utility model is described above; but the utility model is not limited to the above-mentioned specific embodiment; the above-mentioned specific embodiment only is schematic; rather than it is restrictive; those of ordinary skill in the art is under enlightenment of the present utility model; not breaking away under the scope situation that the utility model aim and claim protect, can also make a lot of forms, these all belong within the protection of the present utility model.
Claims (6)
1. the bridge tower of a non-cable single-tower stayed bridge is made of tower arm for slewing guy and counterbalance tower arm, it is characterized in that, described tower arm for slewing guy is vertical the setting, its cable surface-facing gradient is 3.1: 5, and back cable surface gradient is 2: 5, and the width of described tower arm for slewing guy bottom is greater than the width on its top; Described counterbalance tower arm is the horizontal direction setting; Described tower arm for slewing guy and described counterbalance tower arm connect as one by bridge main tower cross bearer and continuous counterweight storehouse; Described tower arm for slewing guy and described counterbalance tower arm come together in bridge master pier.
2. the bridge tower of non-cable single-tower stayed bridge according to claim 1 is characterized in that, described tower arm for slewing guy is made up of two bodies of the tower, and every body of the tower lays respectively at the both sides of girder, and is symmetrically distributed.
3. the bridge tower of non-cable single-tower stayed bridge according to claim 1 is characterized in that, the tread of described tower arm for slewing guy with the height on top less than striding 1/2 of footpath.
4. the bridge tower of non-cable single-tower stayed bridge according to claim 1 is characterized in that, described tower arm for slewing guy connects by the wing stull in four roads, is being positioned at tread top, and described tower arm for slewing guy carries out the transition to described counterbalance tower arm.
5. the bridge tower of non-cable single-tower stayed bridge according to claim 1 is characterized in that, described bridge tower adopts 44 hole large-tonnage steel twisted wire group anchors.
6. the bridge tower of non-cable single-tower stayed bridge according to claim 1 is characterized in that, described counterbalance tower arm relies on full framing to support.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2007200956805U CN201043261Y (en) | 2007-04-03 | 2007-04-03 | Bridge tower of single-tower non-dorsal cord stayed-cable bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2007200956805U CN201043261Y (en) | 2007-04-03 | 2007-04-03 | Bridge tower of single-tower non-dorsal cord stayed-cable bridge |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201043261Y true CN201043261Y (en) | 2008-04-02 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNU2007200956805U Expired - Lifetime CN201043261Y (en) | 2007-04-03 | 2007-04-03 | Bridge tower of single-tower non-dorsal cord stayed-cable bridge |
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| Country | Link |
|---|---|
| CN (1) | CN201043261Y (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104314004A (en) * | 2014-10-15 | 2015-01-28 | 广东省冶金建筑设计研究院 | Prestressed steel shell concrete cable tower structure for stiffening diagonal struts |
| CN104313994A (en) * | 2014-10-15 | 2015-01-28 | 广东省冶金建筑设计研究院 | Hybrid girder and extradossed cable-stayed bridge without back-cables |
-
2007
- 2007-04-03 CN CNU2007200956805U patent/CN201043261Y/en not_active Expired - Lifetime
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104314004A (en) * | 2014-10-15 | 2015-01-28 | 广东省冶金建筑设计研究院 | Prestressed steel shell concrete cable tower structure for stiffening diagonal struts |
| CN104313994A (en) * | 2014-10-15 | 2015-01-28 | 广东省冶金建筑设计研究院 | Hybrid girder and extradossed cable-stayed bridge without back-cables |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| EE01 | Entry into force of recordation of patent licensing contract |
Assignee: Tianjin Saiying Engineering Construction Consulting Management Co., Ltd. Assignor: Tianjin City Design Inst. of Municipal Engineering Contract record no.: 2010120000162 Denomination of utility model: Bridge tower of single-tower non-dorsal cord stayed-cable bridge Granted publication date: 20080402 License type: Exclusive License Record date: 20101129 |
|
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20080402 |