CN201428106Y - Self-anchored suspension bridge - Google Patents
Self-anchored suspension bridge Download PDFInfo
- Publication number
- CN201428106Y CN201428106Y CN2009200432921U CN200920043292U CN201428106Y CN 201428106 Y CN201428106 Y CN 201428106Y CN 2009200432921 U CN2009200432921 U CN 2009200432921U CN 200920043292 U CN200920043292 U CN 200920043292U CN 201428106 Y CN201428106 Y CN 201428106Y
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- self
- suspension bridge
- anchored suspension
- concrete
- anchored
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Abstract
The utility model relates to a self-anchored suspension bridge and aims to provide a self-anchored suspension bridge which has reasonable stressing, high material utilization ratio, greater spanning capacity, lower construction cost, convenient erection and quick construction speed in order to overcome the defects in the prior art. The utility model adopts the technical scheme that the self-anchored suspension bridge comprises a cable tower foundation, a cable tower, a cable saddle, a stiffening girder, a main cable and a suspender, wherein the stiffening girder is provided with a concrete-filled steel tubular member which is formed by filling concrete in a hollow steel tube. By adopting the concrete-filled steel tubular stiffening girder, the construction cost is lowered, the constructionis convenient, and the construction progress can be obviously quickened.
Description
Technical field
The invention belongs to the bridge field, a kind of self-anchored suspension bridge that is specifically related to.
Background technology
Self-anchored suspension bridge is compared with traditional suspension bridge, cancelled the huge anchorage structure in two ends, cable is anchored at the two ends of stiff girder, resist the horizontal pull of main push-towing rope by the stiff girder pressurized, owing to cancelled anchorage, made this bridge type be applicable to the situation that geological conditions is relatively poor or end of the bridge two ends layout anchorage is limited by landform.
The superstructure of self-anchored suspension bridge comprises: stiff girder, main push-towing rope, suspension rod, Sarasota four parts.Path of Force Transfer is: vertical loads such as bridge floor weight, vehicular load reach main push-towing rope by suspension rod and bear, and main push-towing rope bears pulling force, and main push-towing rope is anchored at the beam-ends of putting more energy into, and horizontal force is passed to stiff girder.The stiff girder of supporting bridge floor and vehicle, pedestrian's load is the key structure ingredient of self-anchored suspension bridge.The external self-anchored suspension bridge of founding a capital is to adopt the steel stiff girder, because stiff girder is subjected to the easy unstability of crunch of main push-towing rope, when adopting the steel stiff girder, often control its design by stability requirement, the performance that steel strength is high is not fully utilized, therefore involve great expense, this problem seems more outstanding in China.Self-Anchored Concrete Suspension is meant the self-anchored suspension bridge that stiff girder is made by concrete material.Because main push-towing rope is anchored at the stiff girder two ends, the horizontal force that is produced by main push-towing rope has applied precompression to concrete stiffening girder, make concrete stiffening girder not need extra configuration presstressed reinforcing steel just can reach the effect of full prestressing beam substantially, thus adopt self-anchored suspension bridge economy that concrete stiffening girder makes and stressed rationally.But strength on concrete material is low, make that the deadweight of stiff girder is very big, thereby the quantity of cable, Sarasota and Foundation Design will correspondingly increase, moreover, concrete construction will be adopted a large amount of supports and template, so it is both economical to adopt concrete stiffening girder only hour to be only in span, and adopts the self-anchored suspension bridge span ability of concrete stiffening girder poor, the construction period is long.
Summary of the invention
The purpose of this utility model is to overcome the defective of prior art, provide a kind of stressed rationally, material use efficient height, span ability is big, cost is relatively low and be convenient to set up, self-anchored suspension bridge that speed of application is fast.
The technical scheme that realizes the utility model purpose is: self-anchored suspension bridge, comprise Sarasota basis, Sarasota, cable saddle, stiff girder, main push-towing rope and suspension rod, and be provided with concrete perfusion in empty steel pipe in the described stiff girder and the concrete filled steel tube combined member that forms.
Described concrete filled steel tube combined member and the concrete slab that sky steel pipe truss formula crossbeam is set and is provided with at end face every a determining deviation constitute the steel tube-concrete composite structure stiff girder.
Concrete perfusion in empty steel pipe and the combined member that forms.
In self-anchored suspension bridge, because main push-towing rope is anchored at the two ends of stiff girder, so stiff girder is subjected to powerful axial compression effect, becomes the bending component based on pressurized; Stiff girder adopts encased structures, i.e. concrete perfusion and the combined member that forms in empty steel pipe, and the distinguishing feature of this combined member is to have good pressurized performance.
Described self-anchored suspension bridge can be that two towers three are striden self-anchored suspension bridge, and two tower single span self-anchored suspension bridges also can be that only tower two is striden self-anchored suspension bridge.
The beneficial effects of the utility model are, the girder of putting more energy into that concrete filled steel tube is used for self-anchored suspension bridge, the good advantage of encased structures pressurized performance is not fully exerted, the stock utilization height, compare with employing all steel stiff girder, steel using amount obviously reduces, thereby reduced construction costs, compare with adopting the steel concrete stiff girder, although rolled steel dosage can increase to some extent, because weight is lighter, can corresponding minimizing main push-towing rope, Sarasota and Foundation Design quantity, and can also save template greatly, timbering cost usefulness, therefore, the still comparable employing steel concrete of overall cost stiff girder is more excellent.In addition, adopt the concrete filled steel tube stiff girder to compare, have bigger span ability with adopting concrete stiffening girder.
The construction of concrete filled steel tube stiff girder is to set up the sky steel pipe skeleton earlier, and therefore concrete perfusion in empty steel pipe has saved concrete blinding then.Simultaneously, owing to do not need support shuttering, and also concrete filled steel tube stiff girder itself is also light than concrete stiffening girder, thus can reduce the support engineering.This shows, adopt the concrete filled steel tube stiff girder, not only can reduce cost, and easy construction, obviously accelerating construction progress.
Description of drawings
Fig. 1 is the utility model embodiment 1 self-anchored suspension bridge schematic diagram.
Fig. 2 is the utility model embodiment 1 stiff girder structural representation.
The specific embodiment
Embodiment 1
As shown in Figure 1, Fig. 1 strides concrete filled steel tube self-anchored suspension bridge schematic diagram for typical two towers three.Self-anchored suspension bridge 10 comprises Sarasota basis 1, Sarasota 2, cable saddle 3, stiff girder 4, main push-towing rope 5 and suspension rod 6.Stiff girder 4 is a steel tube-concrete composite structure, Fig. 2 is stiff girder 1/2 sectional schematic diagram, the combined member that its main bearing member forms for concrete perfusion 8 in empty steel pipe 7, with the concrete slab 10 that sky steel pipe truss formula crossbeam 9 is set every a determining deviation and is provided with, constitute the steel tube-concrete composite structure stiff girder at end face.
The self-anchored suspension bridge 11 of present embodiment can utilize the method for bridge construction of present maturation to construct, and is basic identical with the job practices of conventional self-anchored suspension bridge.Its main construction method and step are as follows:
(1) Sarasota, abutment pier and access bridge foundation construction;
(2) Sarasota and pier construction;
(3) main push-towing rope, suspension rod are made;
(4) the empty steel pipe girder of stiff girder sections is made;
(5) on support, carry out the splicing of the empty steel pipe girder of stiff girder sections;
(6) pouring concrete within steel pipe;
(7) access bridge construction;
(8) main push-towing rope sets up in place, two ends stretch-draw, anchoring;
(9) suspension rod is installed
(10) constructions such as the protection deck paving of main push-towing rope, steel work etc. and sidewalk, railing.
Claims (5)
1, self-anchored suspension bridge comprises Sarasota basis, Sarasota, cable saddle, stiff girder, main push-towing rope and suspension rod, it is characterized in that, is provided with concrete perfusion in empty steel pipe in the described stiff girder and the concrete filled steel tube combined member that forms.
2, self-anchored suspension bridge according to claim 1 is characterized in that, described self-anchored suspension bridge is that two towers three are striden self-anchored suspension bridge.
3, self-anchored suspension bridge according to claim 1 is characterized in that, described self-anchored suspension bridge is two tower single span self-anchored suspension bridges.
4, self-anchored suspension bridge according to claim 1 is characterized in that, described self-anchored suspension bridge is that only tower two is striden self-anchored suspension bridge.
5, self-anchored suspension bridge according to claim 1 is characterized in that, also comprises the concrete slab that sky steel pipe truss formula crossbeam is set and is provided with at end face every a determining deviation in the described stiff girder.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009200432921U CN201428106Y (en) | 2009-06-26 | 2009-06-26 | Self-anchored suspension bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009200432921U CN201428106Y (en) | 2009-06-26 | 2009-06-26 | Self-anchored suspension bridge |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201428106Y true CN201428106Y (en) | 2010-03-24 |
Family
ID=42031837
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2009200432921U Expired - Lifetime CN201428106Y (en) | 2009-06-26 | 2009-06-26 | Self-anchored suspension bridge |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN201428106Y (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110656569A (en) * | 2019-09-04 | 2020-01-07 | 重庆交通大学 | Ring jib and welded hollow ball node stiffening beam glass suspension bridge |
-
2009
- 2009-06-26 CN CN2009200432921U patent/CN201428106Y/en not_active Expired - Lifetime
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110656569A (en) * | 2019-09-04 | 2020-01-07 | 重庆交通大学 | Ring jib and welded hollow ball node stiffening beam glass suspension bridge |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20100324 |