CN207904737U - Arch bridge in advance - Google Patents
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- CN207904737U CN207904737U CN201820045051.XU CN201820045051U CN207904737U CN 207904737 U CN207904737 U CN 207904737U CN 201820045051 U CN201820045051 U CN 201820045051U CN 207904737 U CN207904737 U CN 207904737U
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Abstract
The utility model discloses a kind of arch bridges in advance, are mainly made of arch rib, bridge deck, the perpendicular connection of rigidity, flexible suspension rod, stull and pre- stretching rope；The perpendicular connection of a pair of of rigidity is respectively set at 1/4, l/2 and 3/4 of bridge deck, remaining position of bridge deck is then evenly arranged flexible suspension rod；The upper end of the perpendicular connection of the rigidity is connect with arch rib, lower end and bridge deck connect；The perpendicular connection of the rigidity forms rigid hoop with bridge deck, stull；The pre- stretching rope is symmetrically arranged in span centre, and applies pretension, and upper end is connected at the 1/4 of arch rib, 3/4, and lower end is connected to the span centre rigidly perpendicular bottom joined.The pre- arch bridge reasonable stress of the utility model has many advantages, such as that stability is good, rigidity is big, good in economic efficiency, good appearance, realizes that the breakthrough that rigidity is promoted with stability bottleneck provides new effective way to arch bridge, has great engineering application value.
Description
Technical Field
The utility model belongs to an arch bridge system, concretely relates to pre-tensioned arch bridge.
Background
The main load bearing elements of the arch bridge system are arch rings or ribs. In the arch bridge system, under the action of vertical load, a pier and an abutment bear horizontal thrust, and meanwhile, the abutment has a pair of horizontal counter forces to an arch, and bending moment generated in the arch by the horizontal counter forces basically offsets bending moment caused by the vertical load, so that the arch is a component mainly bearing pressure. The bending moment, shear and deformation of the arch are much smaller than for a beam of equivalent span.
The arch bridge is a bridge with arch rings or arch ribs which mainly bear axial pressure as main bearing components, and the arch structure consists of the arch rings (the arch ribs) and supports thereof. The arch bridge can be constructed by materials with good compression resistance, such as bricks, stones, concrete and the like; the long-span arch bridge is constructed of reinforced concrete or steel to withstand the occurring moment. The static system according to the arch ring is divided into a non-hinged arch, a double-hinged arch and a three-hinged arch. The former two are statically indeterminate structures, and the latter are statically indeterminate structures. The two ends of the arch ring without the hinged arch are fixedly connected to the abutment, the structure is the most rigid, the deformation is small, the arch ring is more economical than the hinged arch, the structure is simple, the construction is convenient, the arch ring is a commonly adopted form, and a solid foundation is required for constructing the hinged arch bridge. The double-hinged arch is characterized in that the two ends of the arch ring are provided with rotatable hinged supports, the structure is not as rigid as a non-hinged arch, but the adverse effects of factors such as abutment displacement and the like can be weakened, and the double-hinged arch bridge can be adopted in places with poor foundation conditions and where the non-hinged arch is not suitable to be constructed. The three-hinged arch is formed by additionally arranging a hinge on the arch top of the double-hinged arch, so that the rigidity of the structure is poorer, the structure and maintenance of the hinge on the arch top are more complicated, and the three-hinged arch is not suitable for being used as a main arch ring generally. The arch bridge can be divided into plate arch, rib arch, double-curved arch, box arch and truss arch according to the structure form.
The arch bridge is one of basic bridge systems and is always the main form of a large-span bridge. However, the self weight is large, the corresponding horizontal thrust is also large, the engineering quantity of a lower structure is increased, when a non-hinged arch is adopted, the requirement on the foundation condition is high, and because the horizontal thrust of the arch bridge is large, in continuous porous large and medium bridges, in order to prevent one hole from being damaged and influence the safety of the full bridge, a more complex measure is required, or a one-way thrust pier (brake pier) is arranged, so that the manufacturing cost is increased. The ultimate load capacity of an arch bridge involves stability problems, which are particularly acute as the span increases, and when the external force increases to a certain magnitude, the stability equilibrium state may be lost. In addition, under the action of load, the load is shared by the main stressed components in the arch system through rigidity, and the rigidity change among the arch, the beam and the suspender has great influence on the whole stress performance of the system. The wide-span arch bridge has relatively small width-span ratio, so that the large-span arch bridge has relatively weak rigidity, under the action of external factors, the proportion of bending moment and torque is large except axial force in the structure, the structure is deformed in a nonlinear state, the stress performance of the structure is changed from an elastic state to an inelastic state, and the structure is easily crushed and damaged and loses the stable bearing capacity of the structure.
SUMMERY OF THE UTILITY MODEL
An object of the utility model is to provide a new arch bridge to exist among the prior art not enough, the arch bridge of pretensioning has combined the advantage of railway bridge, erects to ally oneself with the rigidity and provides powerful rigid connection and support, overall stability, compares with the flexible jib arch bridge with the material quantity, and the intensity bearing capacity remains unchanged, and rigidity and stable bearing capacity improve by a wide margin. The guy cable lengthens the arch axis through rigid vertical connection to generate pulling force, thereby on one hand, offsetting partial arch rib pressure and reducing deformation caused by live load. The utility model discloses a pretension arch bridge atress is reasonable, has advantages such as stability is good, rigidity is big, economic benefits is good, the appearance is pleasing to the eye, realizes that rigidity promotes and provides new effective way with the breakthrough of stability bottleneck to the arch bridge, has very big engineering using value.
In order to achieve the above purpose, the utility model adopts the following technical scheme:
a pre-tensioned arch bridge mainly comprises arch ribs, a bridge deck system, rigid vertical links, flexible suspension rods, cross braces and pre-tensioned cables; respectively arranging a pair of rigid vertical links at 1/4, l/2 and 3/4 of the bridge deck system, and uniformly arranging flexible suspension rods at the rest positions of the bridge deck system; the upper end of the rigid vertical connection is connected with the arch rib, and the lower end of the rigid vertical connection is connected with the bridge deck system; the rigid vertical connection, the bridge deck system and the transverse strut form a rigid hoop, and the rigid hoop increases the vertical and transverse rigidity of the structure and reduces the deformation of the arch rib; the pretension cables are symmetrically arranged in the midspan and apply pretension, the upper ends of the pretension cables are respectively connected to 1/4 and 3/4 of the arch rib, and the lower ends of the pretension cables are connected to the bottom of the rigid vertical connection in the midspan; the pretension cable lengthens the arch axis to generate pulling force through the rigid vertical connection, so that on one hand, the pressure of a part of arch ribs is counteracted, the deformation caused by live load is reduced, on the other hand, the horizontal component force of the pretension at the positions of 1/4 and 3/4 of the arch ribs also counteracts the horizontal pushing force of the part of the arch ribs, and the horizontal component force of the crossing positions of the bottoms of the midspan rigid vertical connections of the two cables is balanced with each other.
The utility model discloses in, the load that acts on the bridge floor system follows following the biography power route: bridge deck system → suspension rod/rigid vertical connection → arch rib → foundation. The rigid vertical connection of the utility model can not only play the role of the suspender in transferring the load of the bridge floor, but also provide strong rigid connection and support, and can also improve the overall stability of the structure; the pretension inhaul cable lengthens the arch axis through rigid vertical connection to generate pulling force, thereby not only offsetting partial arch rib pressure, but also reducing the deformation caused by live load.
The utility model further explains that the arch rib is a common arch when not inclined; when the arch rib is inclined inwards, the arch rib is an arch of the basket.
The utility model discloses explain further, can be according to the bridge floor system position difference, can divide into the formula of holding in the middle of the ten heavenly stems arch bridge, the formula of holding in the lower of the ten heavenly stems arch bridge in advance. The through type pre-tensioned arch bridge is characterized in that two ends of a bridge deck system are respectively connected with two ends of arch ribs and are supported by the same foundation; the deck system has two ends above the two ends of the arch rib.
The utility model further explains that the arch rib is similar to the conventional arch rib structure and can be a steel structure, a concrete structure or a reinforced concrete composite structure; the rigid vertical connection is a steel structure. The bridge deck system adopts a conventional structural form.
The utility model has the advantages that:
1. high rigidity and stability. On the premise of maintaining the superiority of the arch bridge, the added rigid vertical connection forms a rigid hoop with the bridge deck system and the cross brace, and the rigid hoop increases the vertical and horizontal rigidity of the structure and reduces the deformation of arch ribs. In addition, the guy cable generates pulling force by lengthening the arch axis through rigid vertical connection, thereby offsetting partial arch rib pressure and reducing deformation caused by live load.
2. The thrust is small. The horizontal component of the pretension at ribs 1/4, 3/4 also counteracts the horizontal thrust of the partial ribs.
3. The utility model discloses a pretension arch bridge atress is reasonable, has advantages such as stability is good, rigidity is big, economic benefits is good, the appearance is pleasing to the eye, realizes that rigidity promotes and provides new effective way with the breakthrough of stability bottleneck to the arch bridge, has very big engineering using value.
4. The construction is convenient and the construction process is mature.
Drawings
Fig. 1 is a schematic structural view of a through-type pre-tensioned arch bridge according to an embodiment of the present invention.
Fig. 2 is a schematic top view of the structure of fig. 1.
Fig. 3 is a schematic structural view of a through type pre-tensioned arch bridge according to another embodiment of the present invention.
Fig. 4 is a schematic diagram of the force at the dome top.
FIG. 5 is a schematic view of the stress at the 1/4 and 3/4 arch rib.
Fig. 6 is a schematic representation of transverse rib deformation.
Fig. 7 is a schematic of the main beam lateral deformation.
Fig. 8 is a force diagram of the present invention.
Reference numerals: 1-arch rib, 2-bridge deck system, 3-rigid vertical connection, 4-flexible suspender, 5-cross brace and 6-pretension inhaul cable.
Detailed Description
The mechanical principle and structure of the present invention will be explained with reference to fig. 4-8:
1. stiffness analysis
The pre-tensioned arch bridge jacks up the arch through the pre-tensioned cable, so that the arch obtains upward thrust F, and obtains downward force F/2 at the 1/4 and 3/4 arch ribs respectively. Because the pre-tensioned arch bridge is a multi-time statically indeterminate structure, the rigidity of the two structures needs to be directly calculated, and in order to explain the effectiveness of the pre-tensioning force, the following similar analysis is carried out, wherein fig. 4 is a schematic diagram of the stress at the arch top after the arch rib is simplified, and fig. 5 is a schematic diagram of the stress at the arch rib of 1/4 and 3/4.
As shown in FIG. 2, in the range of 0 tolA bending moment in the range of/2
(1)
And is derived from the flexural equation
(2)
Is obtained by formula (1) and formula (2)
(3)
The second integral is calculated for the formula (3) and substituted into the boundary condition to obtain
(4)
Mid-span deflection obtained by formula (4)
(5)
As shown in FIG. 5, the same principle isl/4~3lBending moment and deflection relation in the/4 range
(6)
Solving the second integral of the formula (6) and substituting the second integral into the boundary condition to obtain the product
(7)
Mid-span deflection obtained by formula (7)
(8)
The formula (8) shows that the pretensioning cable has the purpose of improving the vertical rigidity of the arch bridge.
2. Stable assay
Because the structure has vertically set up the rigidity and has erect the antithetical couplet, its rigidity is far more than flexible jib, and the stability of structure increases to some extent, and the analysis is as follows:
(1) lateral stability assay
When the arch rib is tilted, the suspension bar and the rigid bar are tilted, and the tension is generated as shown in fig. 6 and 7TAn outward horizontal component force is generated to the bridge surface, so that the bridge surface is subjected to lateral bending deformationu b (x)While producing an inward horizontal component of force to the ribsH (x)：
(9)
Wherein,
(10)
taking into account the lateral stiffness of the deck (EI by ) Much larger than the ribs[10]Also taken analogously hereinEI by =Then, thenu b Near zero, equation (10) can be simplified to:
(11)
compared with a flexible suspender arch bridge, the pre-tensioning arch bridge is additionally provided with three pairs of rigid vertical connections and pre-tensioning cables, so that the non-orientation-preserving force action is more obvious.
(2) In-plane stability analysis
Because the arch rib is a small eccentric compression component, the vertical rigidity of the arch rib is larger, the transverse rigidity of the arch rib is smaller, and the lateral rigidity and the vertical rigidity of the bridge deck system are larger. Therefore, the rigid vertical connection connects the arch rib with large vertical rigidity with the bridge deck system with large lateral rigidity, the advantages of the arch rib and the bridge deck system are complementary, the integral rigidity of the structure is improved, and the stable bearing capacity in the plane is greatly improved.
3. Determination of the pretension
The arch bridge is a symmetrical structure, the stress of a half-arch structure is shown in figure 8, the structural stress analysis of the pre-tensioned arch bridge is similar, whereinIn order to generate a constant load to the arch crown shaft force,in order to generate the arch springing thrust for the constant load,for the thrust of the arch springing generated by live load when the structure is not applied with pretension,for pre-tensioning cables, N1、N2Is the axial force of the rigid vertical connection,is an equivalent uniform load with constant load,is the equivalent uniform load of live load,in order to span the length of the pipe,the vector height is the height of the human body,is a pre-tensioned cable horizontal angle. As shown in fig. 8 (a), under live load, the thrust generated by the arch springing is:
(12)
the pretension of the pretension cable is determined by live load, the horizontal component force of the pretension cable is equal to the horizontal pushing force of the arch springing generated by the live load, and the pretension cable can be obtained by the following steps:
(13)
under the constant load, the relationship among the arch crown axial force, the arch springing thrust force and the pretensioning force is shown in fig. 8 (b), and is arranged in a horizontal direction in a balanced manner:
(14)
from the equation (14), it can be known that the horizontal component of the pretension at the 1/4 and 3/4 sections can reduce the partial arch springing thrust.
The structural design of the present invention will be further described in detail with reference to the drawings and examples.
Example (b):
the span arrangement of the pre-tensioned arch bridge of the embodiment is the same as that of the permanent and large bridges (the total investment is 2.65 billion). A pre-tensioned arch bridge mainly comprises arch ribs 1, a bridge deck system 2, a rigid vertical connection 3, a flexible suspender 4, a cross brace 5 and a pre-tensioned cable 6; a pair of rigid vertical connections 3 are respectively arranged at 1/4, l/2 and 3/4 of the bridge deck system 2, and flexible suspension rods 4 are uniformly arranged at the rest positions of the bridge deck system 2; the upper end of the rigid vertical connection 3 is connected with the arch rib 1, and the lower end is connected with the bridge deck system 2; the rigid vertical connection 3, the bridge deck system 2 and the cross brace 5 form a rigid hoop; the pretension cables 6 are symmetrically arranged in the midspan and exert pretension, the upper ends of the pretension cables are respectively connected to 1/4 and 3/4 of the arch rib 1, and the lower ends of the pretension cables are connected to the bottom of the rigid vertical connection 3 in the midspan; the pretension cable 6 lengthens the arch axis through the rigid vertical connection 3 to generate pulling force, so that on one hand, partial arch rib pressure is counteracted, and deformation caused by live load is reduced, on the other hand, horizontal component forces of pretension force at the arch ribs 1/4 and 3/4 also counteract partial arch rib horizontal pushing force, and horizontal component forces of two cables at the intersection of the bottom of the midspan rigid vertical connection are mutually balanced.
The first scheme is a through type pre-tensioned arch bridge, as shown in figure 1, and adopts the structural form, the vector-span ratio of a main arch is 1/5.5, and three pairs of rigid structures are vertically connected. If the conventional design is adopted, compared with the permanent and large bridge: the stress of the arch rib is basically the same, so the area of the arch rib is basically unchanged; the using amount of the cross brace material is reduced by 28 percent, the using amount of the flexible suspender is reduced by 8 percent, and the cost is saved by 0.011 billion yuan; the added rigid vertical connection and pre-tensioning cost is 0.0062 hundred million yuan; therefore, compared with the common arch bridge of the permanent and large bridges, the pre-tensioned arch bridge saves the cost by 0.18 percent altogether. Meanwhile, the rigidity of the pre-tensioned arch bridge is increased by 45%, and the stable bearing capacity is improved by 30%.
The second scheme is a through-type pre-tensioned arch bridge, as shown in fig. 3, and adopts the structural form, the vector-span ratio of the main arch is 1/6, and three pairs of rigid structures are vertically connected. If the conventional design is adopted, compared with the permanent and large bridge: the stress of the arch rib is basically the same, so the area of the arch rib is basically unchanged; the consumption of the cross brace material is reduced by 25 percent, the consumption of the flexible suspender is reduced by 12 percent, and the cost is saved by 0.009 billion yuan; the added cost of rigid vertical connection and pre-tensioning cables is 0.005 hundred million; therefore, compared with the common arch bridge of the Boston Yangtze river bridge, the pre-tensioned arch bridge saves the cost by 0.15 percent. Meanwhile, the rigidity of the pre-tensioned arch bridge is increased by 55%, and the stable bearing capacity is improved by 48%.
Comparison table of technical parameters of examples
Claims (4)
1. A pretensioned arch bridge, comprising: mainly comprises arch ribs (1), a bridge deck system (2), rigid vertical links (3), flexible suspension rods (4), cross braces (5) and pretensioning cables (6); a pair of rigid vertical connections (3) are respectively arranged at 1/4, l/2 and 3/4 of the bridge deck system (2), and flexible suspenders (4) are uniformly arranged at the rest positions of the bridge deck system (2); the upper end of the rigid vertical connection (3) is connected with the arch rib (1), and the lower end of the rigid vertical connection is connected with the bridge deck system (2); the rigid vertical connection (3), the bridge deck system (2) and the cross brace (5) form a rigid hoop; the pretension inhaul cables (6) are symmetrically arranged in the midspan and apply pretension, the upper ends of the pretension inhaul cables are respectively connected to 1/4 and 3/4 of the arch rib (1), and the lower ends of the pretension inhaul cables are connected to the bottom of the midspan rigid vertical connection (3); the pretension cable (6) lengthens the arch axis through the rigid vertical connection (3) to generate pulling force, so that on one hand, partial arch rib pressure is counteracted, and deformation caused by live load is reduced, on the other hand, horizontal component force of pretension force at the arch ribs 1/4 and 3/4 also counteracts partial arch rib horizontal pushing force, and horizontal component force of two cables at the intersection of the bottom of the midspan rigid vertical connection is balanced with each other.
2. The pretensioned arch bridge of claim 1, wherein: when the arch rib (1) is not inclined, the arch rib is a common arch; when the arch rib (1) inclines inwards, the arch rib is a basket arch.
3. The pretensioned arch bridge of claim 1, wherein: according to different arrangement positions of the bridge deck system (2), the bridge deck system is divided into a half-through pre-tensioned arch bridge and a half-through pre-tensioned arch bridge.
4. The pretensioned arch bridge of claim 1, wherein: the arch rib (1) is of a steel structure, a concrete structure or a reinforced concrete composite structure; the rigid vertical connection (3) is of a steel structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820045051.XU CN207904737U (en) | 2018-01-11 | 2018-01-11 | Arch bridge in advance |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820045051.XU CN207904737U (en) | 2018-01-11 | 2018-01-11 | Arch bridge in advance |
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| CN207904737U true CN207904737U (en) | 2018-09-25 |
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| CN201820045051.XU Expired - Fee Related CN207904737U (en) | 2018-01-11 | 2018-01-11 | Arch bridge in advance |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108166375A (en) * | 2018-01-11 | 2018-06-15 | 广西大学 | Arch bridge in advance |
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2018
- 2018-01-11 CN CN201820045051.XU patent/CN207904737U/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108166375A (en) * | 2018-01-11 | 2018-06-15 | 广西大学 | Arch bridge in advance |
| CN108166375B (en) * | 2018-01-11 | 2024-08-09 | 广西大学 | Pretensioned arch bridge |
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