CN109763416B - Novel double-arch bridge - Google Patents
Novel double-arch bridge Download PDFInfo
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- CN109763416B CN109763416B CN201910095912.4A CN201910095912A CN109763416B CN 109763416 B CN109763416 B CN 109763416B CN 201910095912 A CN201910095912 A CN 201910095912A CN 109763416 B CN109763416 B CN 109763416B
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Abstract
The invention relates to a novel double-curved arch bridge, which comprises a main beam, main arch ribs, auxiliary arch ribs, side hanging rods and a middle hanging rod, wherein the two sides of the main beam are respectively provided with one parabolic main arch rib, a plurality of parabolic auxiliary arch ribs are arranged between the two main arch ribs, the two ends (namely arch feet) of the main arch ribs are respectively positioned above middle piers, and the two ends of the auxiliary arch ribs are respectively fixed with the two main arch ribs. Compared with the prior art, the invention reduces the stress of the cross beam for the wide bridge due to the function of adding the hanger rods and the auxiliary arch ribs between the parabolic main arch ribs, is beneficial to reducing the height of the cross beam and controlling the structural height of the wide bridge.
Description
Technical Field
The invention relates to the technical field of bridges, in particular to a novel double-arch bridge.
Background
When a bridge with a wider bridge deck is designed, the tied arch bridge is usually designed into a tied arch bridge with three bearing surfaces or two tied arch bridges which are arranged side by side, and the two structural arrangement modes can cause that the bridge deck middle belt needs to reserve a bridge deck width of 4-7 m for the size of an arch rib structure, so that the bridge deck width or the route red line width is increased, and the bridge deck driving space generates a strong depression feeling and is not transparent in vision; and is neither economical nor aesthetically pleasing.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provide a novel double-arch bridge with more optimized stress and better economy.
The purpose of the invention can be realized by the following technical scheme: the utility model provides a novel double-curved arch bridge, this arch bridge include girder, main arch rib, vice arch rib, limit jib and well jib, the girder level is arranged, the both sides at girder middle part all are equipped with the main arch rib of a parabola type, are equipped with the vice arch rib of a plurality of parabola types between two main arch ribs, the both ends (being the hunch foot) of main arch rib are located the top of middle pier respectively, the both ends of vice arch rib are fixed with two main arch ribs respectively.
Preferably, the ratio of the rise to the span of the main arch rib is 1/4-1/8.
Preferably, the main arch rib inclines inwards by 1-15 degrees, the arrangement is favorable for balancing the thrust of the auxiliary arch rib and the inwards-inclining gravity component of the main arch rib, and when the thrust cannot be balanced, a pull rod can be arranged at the joint of the auxiliary arch rib and the main arch rib to balance the thrust.
Preferably, an edge suspender is arranged between the main arch rib and the main beam, and the anchoring position of the top of the edge suspender and the main arch rib and the fixing position of the auxiliary arch rib and the main arch rib are intersected at one position; and a vertical middle suspension rod is connected between the top of the auxiliary arch rib and the middle part of the main beam. Due to the action of the middle suspender, the internal force of the inner beam of the main beam can be greatly reduced by the lower-supporting type double-arch bridge, so that the section size of the beam is reduced. Meanwhile, due to the action of concentrated force, the auxiliary arch rib is subjected to large bending moment and small axial force.
The material, the section height and the width of the main arch rib can be comprehensively determined according to the span of the arch bridge, the stress, the construction condition and the like.
Preferably, the secondary arch rib is located in a vertical plane, and the vertical plane is perpendicular to the main beam.
Preferably, a connecting longitudinal rib is arranged between the tops of two adjacent auxiliary arch ribs, and the connecting longitudinal rib is positioned in the plane of the middle suspender and is in a curve shape.
And a connecting longitudinal rib is arranged between the tops of two adjacent auxiliary arch ribs to ensure the stability of the auxiliary arch ribs.
The number of the auxiliary arch ribs can be determined according to the span of the main arch and the distance between the auxiliary arch ribs, and the distance between two adjacent auxiliary arch ribs in the span direction of the main arch rib is the same as the distance between the hanger rods of the main arch rib.
The invention has the advantages that the effect of the hanger rods and the auxiliary arch ribs is added between the parabolic main arch ribs, the axial force of the main arch ribs and the axial force of the tie beam are slightly larger than that of a common arch bridge, the bending moment conditions are basically superposed, and the integral stress condition is more reasonable.
Under the condition of increasing the limited width of the bridge deck, the two-point support is changed into the three-point support in the width direction of the main beam, so that the span of the cross beam is reduced, and the height of the cross beam is reduced; because the suspender force of a single suspender is reduced, the force of the middle suspender is directly acted on the main arch rib through the auxiliary arch rib, and the vertical stress of the girder inner longitudinal beam is optimized.
Compared with the prior art, the beneficial effects of the invention are embodied in the following aspects:
(1) due to the effect of adding the hanger rods and the auxiliary arch ribs between the parabolic main arch ribs, the stress of the cross beam is reduced for the wide bridge, the height of the cross beam is favorably reduced, and the structural height of the wide bridge is controlled;
(2) from the economic aspect, the method that three arch ribs are usually adopted or two arch bridges are arranged in the past is changed, and the purposes of saving land, reducing bridge construction investment and increasing bridge attractiveness are achieved for wide bridges.
Drawings
FIG. 1 is a schematic front view of a hyperbolic arch bridge of the present invention;
FIG. 2 is a schematic top view of the hyperbolic arch bridge of the present invention;
FIG. 3 is a schematic side cross-sectional view of a hyperbolic arch bridge of the present invention;
FIG. 4 is a graph comparing the main arch internal force of the embodiment 1 and a common double-rib arch bridge under a constant load;
FIG. 5 is a comparison graph of the internal force of the main beam of the embodiment 1 and a common double-rib arch bridge under constant load;
FIG. 6 is a comparison graph of the internal force of the beam of the embodiment 1 and a common double-rib arch bridge under a constant load;
fig. 7 is an internal force diagram of the secondary ribs of the embodiment 1 under constant load.
Wherein, 1 is a main beam, 3 is a middle pier, 4 is a main arch rib, 5 is an auxiliary arch rib, 6 is a connecting longitudinal rib, 7 is a side suspender, 8 is a cross beam, 9 is a longitudinal beam, and 10 is a middle suspender.
Detailed Description
The following examples are given for the detailed implementation and specific operation of the present invention, but the scope of the present invention is not limited to the following examples.
Example 1
A novel double-arch bridge is structurally shown in figures 1-3 and comprises a main beam 1 and two middle piers 3 arranged in the middle of the main beam 1, wherein the span of the main beam 1 is 200m, and the total width is 45.5 m. Two sides of the main beam 1 in the width direction are provided with main arch ribs 4, the rise of the main arch ribs 4 is 35m, the rise-span ratio is 1/5.7, and fig. 2 and 3 are a bridge type plane elevation diagram and a section arrangement diagram. Rectangular closed steel box type arch ribs are adopted, and the arch axis of the main arch rib 4 is a quadratic parabola. The height 4m of 2 main arch ribs 4, the width is 3m, and the inside of main arch rib 4 sets up vertical stiffening rib and horizontal stiffening rib. The two main arch ribs 4 are inclined inwards by 10 degrees to form a basket shape. 29 parabolic auxiliary arch ribs 5 are arranged between the two main arch ribs 4, connecting longitudinal ribs 6 are arranged at the tops of the auxiliary arch ribs 5, the arch axes of the connecting longitudinal ribs 6 adopt circular curves, the height of the connecting longitudinal ribs 6 is 1.5m, and the width of the arch ribs is 1 m. An edge suspender 7 is arranged between the main arch rib 4 and the edge of the main beam 1, and a middle suspender 10 is arranged between the auxiliary arch rib 5 and the middle part of the main beam 1.
The height of the main beam 1 is 3m, the upper surface of the main beam is irradiated with a concrete bridge deck, and the thickness of the main beam is 25 cm. The girder 1 is inside to be equipped with crossbeam 8, and the interval of crossbeam 8 is 6m, and crossbeam 8 aligns with limit jib 7, and girder 1 is inside still to be equipped with longeron 9, interval 5m between the longeron.
The stress conditions of the double-arch bridge and a common double-rib arch bridge are compared, for convenience of comparison, the common double-rib arch bridge is added with three wind braces, and the rest of the structural dimensions are the same as those of the double-arch bridge in the embodiment, and the result is shown in fig. 4-7.
Fig. 4 and 5 show that the main arch rib and the main beam of the double-arch and the common arch have similar internal force conditions under constant load, and the main arch rib and the main beam have slightly larger axial force than that of the common arch bridge, the bending moment conditions are basically superposed, and the integral stress condition is more reasonable due to the fact that the double-arch increases the functions of the middle suspender and the auxiliary arch rib. In fig. 6, the maximum value of the beam bending moment of the ordinary double-ribbed arch bridge is in midspan and is far larger than that of the underslung double-curved arch bridge, and the maximum bending moment ratio is 1: 0.57 which is close to twice of the ordinary double-ribbed arch bridge and the underslung double-curved arch bridge. Therefore, under the action of the middle suspension rod, the internal force of the cross beam can be greatly reduced by the lower bearing type double-arch bridge, so that the cross section size of the cross beam is reduced. Meanwhile, due to the action of concentrated force, the connecting longitudinal rib is subjected to larger bending moment and smaller axial force (figure 7). The factor for limiting the force of the middle lifting rod is mainly the stress of the auxiliary arch rib.
Summarizing the stress condition of the lower-bearing type double-arch bridge under the constant load, the lower-bearing type double-arch bridge has the structural advantage that the structural size of the cross beam is reduced under the condition that the bridge width is not changed. The stress of the main arch rib and the main beam does not change much with the traditional bridge, the bending moment of the auxiliary arch rib is larger due to the action of the middle suspension rod, but the bending moment of the cross beam is greatly reduced, and the stress of the auxiliary arch rib and the suspension rod is the main limiting condition of the scheme. The force of the auxiliary arch can be adjusted by changing the force distribution of the middle suspender and the side suspender. In a comprehensive view, the scheme of the lower-support type double-arch bridge is a good choice of urban bridges with wide bridge floors and low beam heights.
Claims (6)
1. A novel double-curved arch bridge comprises a main beam, main arch ribs, auxiliary arch ribs, side hanger rods and a middle hanger rod, wherein the main beam is horizontally arranged; a vertical middle suspension rod is connected between the top of the auxiliary arch rib and the middle of the main beam; the anchoring position of the top of the side suspender and the main arch rib and the fixing position of the auxiliary arch rib and the main arch rib are intersected at one position; and a connecting longitudinal rib is arranged between the tops of two adjacent auxiliary arch ribs and is positioned in the plane of the middle suspender.
2. The novel hyperbolic arch bridge of claim 1, wherein the ratio of the rise to the span of the main rib is 1/4-1/8.
3. A novel double arch bridge according to claim 1, wherein said main arch rib is inclined inwardly by 1 ° to 15 °.
4. A novel double arch bridge according to claim 3, wherein an edge hanger bar is provided between the main arch rib and the main girder, and the anchoring position of the top of the edge hanger bar to the main arch rib and the fixing position of the auxiliary arch rib to the main arch rib are intersected at one point; and a vertical middle suspension rod is connected between the top of the auxiliary arch rib and the middle part of the main beam.
5. A novel double arch bridge according to claim 1, wherein the secondary ribs are located in a vertical plane perpendicular to the main beam.
6. The novel double arch bridge according to claim 5, wherein a connecting longitudinal rib is provided between the tops of two adjacent secondary arch ribs.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910095912.4A CN109763416B (en) | 2019-01-31 | 2019-01-31 | Novel double-arch bridge |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910095912.4A CN109763416B (en) | 2019-01-31 | 2019-01-31 | Novel double-arch bridge |
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| CN109763416A CN109763416A (en) | 2019-05-17 |
| CN109763416B true CN109763416B (en) | 2021-04-06 |
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| CN112900232B (en) * | 2021-01-19 | 2022-06-21 | 同济大学 | High-speed magnetic suspension large-span combined steel truss arch bridge |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US7062812B1 (en) * | 2004-12-06 | 2006-06-20 | Morris David C | Arch bridge |
| CN101148860A (en) * | 2007-10-24 | 2008-03-26 | 中铁大桥局集团第五工程有限公司 | Construction method for bridge steel box basket arch |
| CN202131560U (en) * | 2011-05-18 | 2012-02-01 | 中铁第四勘察设计院集团有限公司 | Three-leg type truss arch with two parallel pipes and single pipe basket inclined inwardly |
| CN102436530A (en) * | 2011-11-15 | 2012-05-02 | 东南大学 | Sensor distribution method for bowstring arc bridge structure made of special-shaped steel tube concrete |
| CN106087752A (en) * | 2016-06-30 | 2016-11-09 | 中国化学工程第三建设有限公司 | Multispan cable-carried arch bridge construction method |
| CN108166376A (en) * | 2018-01-11 | 2018-06-15 | 广西大学 | Strap arch bridge |
-
2019
- 2019-01-31 CN CN201910095912.4A patent/CN109763416B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US7062812B1 (en) * | 2004-12-06 | 2006-06-20 | Morris David C | Arch bridge |
| CN101148860A (en) * | 2007-10-24 | 2008-03-26 | 中铁大桥局集团第五工程有限公司 | Construction method for bridge steel box basket arch |
| CN202131560U (en) * | 2011-05-18 | 2012-02-01 | 中铁第四勘察设计院集团有限公司 | Three-leg type truss arch with two parallel pipes and single pipe basket inclined inwardly |
| CN102436530A (en) * | 2011-11-15 | 2012-05-02 | 东南大学 | Sensor distribution method for bowstring arc bridge structure made of special-shaped steel tube concrete |
| CN106087752A (en) * | 2016-06-30 | 2016-11-09 | 中国化学工程第三建设有限公司 | Multispan cable-carried arch bridge construction method |
| CN108166376A (en) * | 2018-01-11 | 2018-06-15 | 广西大学 | Strap arch bridge |
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