CN108411760B - Pull rod arch bridge - Google Patents
Pull rod arch bridge Download PDFInfo
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- CN108411760B CN108411760B CN201810311324.5A CN201810311324A CN108411760B CN 108411760 B CN108411760 B CN 108411760B CN 201810311324 A CN201810311324 A CN 201810311324A CN 108411760 B CN108411760 B CN 108411760B
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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
- E01D1/00—Bridges in general
- E01D1/005—Bowstring bridges
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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
- E01D4/00—Arch-type bridges
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Abstract
The invention discloses a pull rod arch bridge which mainly comprises arch ribs, main beams, pull rods, upright posts and bridge piers, wherein two ends of the main beams are supported on bridge abutments or bridge piers, and the arch ribs are fixedly connected with the bridge abutments. The pull rods are symmetrically arranged, the upper ends of the pull rods are connected with the end parts of the main beams, the lower ends of the pull rods are connected with 1/4 and 3/4 parts of the arch ribs, the vertical component force of the pull rods is directly transmitted to the foundation through the bridge piers, and the horizontal component force is balanced by the main beams. The tie rod provides external force to only increase elastic constraint at 1/4 and 3/4 arch ribs, so that the structural integrity is enhanced, and the mechanical properties of the structure are greatly improved. In addition, the pull rod also reduces the calculated span of the arch rib and strengthens the weak part of the arch rib, and meanwhile, partial vertical load is shared, so that the strength bearing capacity and the in-plane rigidity of the structure are improved. In addition, the pulling force of the pull rod generates a positive non-directional force effect on the arch rib, so that the out-of-plane stability of the structure is improved.
Description
Technical Field
The invention belongs to an arch bridge system, and particularly relates to a pull rod arch bridge.
Background
Arch bridges are one of the earliest and most widely used bridge types for humans. The arch bridge has a long history, and has attractive appearance, light structure and large spanning capacity. Because the two ends of the arch are supported under the action of vertical load and are subjected to the action of horizontal pushing force in addition to the vertical counterforce, the bending moment in the arch is greatly reduced. The arch is mainly a structure bearing pressure, so that the characteristics of materials can be fully exerted, and the arch is widely applied to bridge engineering, hydraulic engineering and constructional engineering. Arches are a unique form of construction that clearly presents a force flow and aesthetic appearance.
The arch-type structural system is used as an old bridge type structural system which has the unique advantages of large spanning capacity, available local materials, economical manufacturing cost, low maintenance cost, attractive appearance and the like, and becomes the bridge structural system with the longest construction history, stronger competitiveness and continuous development. Even in the current generation, arch bridges are the main bridge type of established bridges in China, and have many forms and wide construction areas, and can be called the world's most.
The arch bridge has a plurality of classification modes, and can be divided into an upper arch bridge, a middle arch bridge and a lower arch bridge according to the positions of bridge floors, wherein the upper arch bridge can be divided into two main types: the arch bridge consists of arch ribs, arch force transmission members and main beams, wherein the arch ribs are main bearing structures; the other type is an integral upper bearing type arch bridge, and the arch bridge consists of arch ribs and main beams, wherein the arch ribs are main bearing structures. The upper bearing arch bridge has the advantages that: the bridge has the advantages of convenient construction, wide field of view on the bridge, simple girder structure, capability of fully utilizing the strength of arch rib section materials to increase the spanning capability, smaller width of the main bearing structure of the bridge span, thereby saving pier masonry, reducing manufacturing cost and the like, and the supported arch bridge is still a bridge widely used on highways and railways of China until now because of numerous advantages.
The world bridge history tells us that arch bridges, and particularly overpass arch bridges, occupy significant positions throughout the bridge's development process. Ancient stone arch bridges in our country were known to be Zhao Zhouqiao, most typically Li Chun, built in Zhao county, hebei, which was built around the year 605 in the public primordial, with a clear span of 37.02m and a width of 9m. The bridge has ingenious conception and exquisite technology, is harmless for 1400 years, and is praised as an international civil engineering milestone building. In recent times, overpass arch bridges also have many classical types in bridge construction. Such as a new gorge bridge located near feiter, west virginia, usa, 924 meters long, 518 meters long, a third-long bridge span around the world, 267 meters higher than the gorge bridge deck, a highway bridge of first high throughout the united states, and second high throughout the world. The Changjiang road bridge in Wanzhou of China is built in the yellow cattle hole Jiang Jiangmian in Wanzhou area of Chongqing, and is the first single-hole Yangtze road bridge on Changjiang, and is a reinforced concrete arch bridge with maximum span and standard mode in the world at that time. The Crohn's Kerr bridge located in Crohn's capital Sagnac and southwest is a long span reinforced concrete arch bridge with a main span of 390 m.
While the overpass arch bridge has many advantages, there are many disadvantages, firstly, as the arch bridge span breaks through continuously, the stability of the arch rib as a bending member is rapidly reduced, and the out-of-plane stability can be generally improved by reinforcing the cross braces or enlarging the bridge width, but the in-plane stability is still improved by a lack of effective methods; the upper bearing arch bridge increases arch rib burden due to the fact that the dead weight of the upright post is large, negative non-directional force effect is generated on the arch rib due to the upright post pressure, and the problem of insufficient stability of the arch rib is more remarkable. Secondly, the upper bearing type arch bridge is often applied to the construction of high-speed railway bridges in mountain areas, the high-speed railway puts strict requirements on the rigidity of the upper bearing type railway arch bridge, and how to enable the arch bridge to obtain higher rigidity is an important subject for improving the running speed and the running comfort of a train.
In order to improve the rigidity and stability of the upper arch bridge, the upper arch bridge is allowed to develop in competition, and new breakthroughs can be only searched structurally.
Disclosure of Invention
The invention aims to solve the outstanding problems of the existing upper-bearing arch bridge and provides a new arch bridge, namely a pull rod arch bridge. On the basis of the traditional supported arch bridge, the novel pull rod is used for connecting the end part of the main beam with the 1/4 and 3/4 positions of the arch ribs, external force is directly provided by the pull rod, and elastic constraint is only added to the 1/4 and 3/4 positions of the arch ribs, so that the structural integrity is enhanced, the mechanical properties of the structure are greatly improved, and no load is brought to the arch ribs.
In order to achieve the above purpose, the present invention adopts the following technical scheme:
a pull rod arch bridge mainly comprises arch ribs, main beams, pull rods, upright posts, piers and bridge abutments; the two ends of the main beam are supported on the bridge pier, and the arch rib is fixedly connected with the bridge abutment; the pull rods are symmetrically arranged, the upper ends of the pull rods are connected with the end parts of the main beams, the lower ends of the pull rods are connected with 1/4 and 3/4 parts of the arch ribs, the vertical component force of the pull rods is directly transmitted to the foundation through the bridge pier (or bridge abutment), and the horizontal component force is balanced by the main beams. The added pull rod not only reduces the calculated span of the arch rib, but also strengthens the weak part of the arch rib, and simultaneously shares part of vertical load, thereby improving the strength bearing capacity and the in-plane rigidity of the structure. In addition, the pull rod tension also generates a positive non-directional force effect on the arch rib, and the out-of-plane stability of the structure is improved. The pull rod arch bridge can greatly improve the strength, rigidity, stability and dynamic performance of the structure by only adding a small amount of materials, and the sagittal ratio of the pull rod arch bridge can be made smaller so as to be beneficial to the construction of the arch bridge with super-large span.
In the present invention, the load acting on the main beam follows the following force transmission path: main beam, upright post/pull rod, arch rib and foundation.
As a further explanation of the present invention, the arch rib adopts a steel structure, a concrete structure or a reinforced concrete combined structure; the pull rod is of a steel structure. The section of the pull rod is consistent with that of a traditional pull rod; the sections and materials of the arch rib, the main beam, the upright post and the bridge pier (or bridge abutment) are the same as those of the prior art.
As a further explanation of the present invention, the pull rod arch bridge has a structural form of an upper-bearing arch bridge, including a common upper-bearing arch bridge and an integral upper-bearing arch bridge.
As a further illustration of the invention, the tie-bar bridge includes arch and beam type over-arches, depending on the web construction.
As a further illustration of the invention, the tie rods may be connected to the intersecting columns when the tie rod arch bridge spans a large distance.
The invention has the advantages that:
the invention is characterized in that the pull rods are additionally arranged and symmetrically arranged, and two ends of the pull rods are respectively connected with the end parts of the main beam and the 1/4 arch rib and the 3/4 arch rib. The structural stress is more reasonable, the mechanical property is better, namely, only a small amount of materials are added, the rigidity, the stability and the dynamic property of the structure can be greatly improved, and the construction is convenient, economical and feasible:
1. according to the invention, by adding the pull rod, the elastic constraint of the arch rib is increased, the calculated span is reduced, part of vertical load is shared, and meanwhile, the structural integrity is enhanced.
2. On the premise of retaining the advantages of the traditional supported arch bridge, the bridge effectively reduces the stress level of the arch rib and improves the strength bearing capacity.
3. The weak part of the arch rib is reinforced due to the action of the pull rod, so that the structural rigidity is improved to a certain extent, and the dynamic characteristic of the arch rib is improved.
4. The newly added pull rod can effectively improve the in-plane stability of the arch bridge, and meanwhile, the pull force of the pull rod can generate a positive non-directional force effect, so that the out-of-plane stability of the structure is improved.
Drawings
Fig. 1 is a schematic view of a pull rod arch bridge according to the present invention.
Fig. 2 is a schematic top view of the pull rod arch bridge of the present invention.
FIG. 3 is a schematic diagram of arch axis versus pressure line.
Fig. 4 is a schematic illustration of the offset of the arch axis.
Fig. 5 is a graph of the displacement envelope of the rib under a moving load.
Fig. 6 is a schematic diagram of a partial analysis.
Fig. 7 is a schematic illustration of the effect of a non-steering force system on arch stabilization.
Fig. 8 is a schematic view of a lateral rib deformation.
Fig. 9 is a schematic view of the transverse deformation of the main beam.
Reference numerals: 1-arch rib, 2-girder, 3-pull rod, 4-stand, 5-pier.
Detailed Description
The mechanics principle and the structure of the invention will now be described with reference to fig. 1-9:
1. bridge formation description of the invention
The invention can be divided into two bridge forming methods according to stress requirements:
(1) After the bridge is formed according to a common upper bearing arch bridge, a pull rod is installed;
(2) After the arch rib is installed, the pull rod is directly installed, and then the upright post and the main beam are installed.
Therefore, the invention does not increase the construction difficulty and is extremely easy to form a bridge.
2. Arrangement of tie rods
2.1 analysis of arch rib bending moment diagram
The arch bridge has the main advantages that the arch axis is adopted to reduce bending moment, so that the arch bridge is in a small eccentric pressed structure. The stress is characterized in that: the arch crown is acted by positive bending moment, the arch foot is acted by negative bending moment, 1/4 and 3/4 of the positions are reverse bending points, and in general, when the arch axis adopts a catenary, the relationship between the arch axis and the dead weight pressure line of the three-hinged arch structure is shown as figure 3Shown. According to the "five-point overlap method", the m value of arch axis can be determined, and the arch has only the structural weight thrust H passing through the center of gravity of cross section g Corresponding bending moment M d =0, shear force Q d ＝0。
In FIG. 3, the sum M A =0, get
By sigma M B =0, get
H g y 1/4 -∑M 1/4 ＝0
H of formula (1-1) g Substituted into the above formula to obtain
Wherein: sigma M j -bending moment of self weight of the half arch structure to the arch foot section;
∑M l/4 -bending moment of the structural dead weight of the arch to the area of the arch span l/4 against the l/4 section.
Moment M of dead weight pair l/4 of arch center ring structure of equal cross section catenary arch and arch foot cross section l/4 、M j Can be found from the tables (III) -19 of arch bridge. ObtainingThereafter, m can be found back from the following formula, namely:
the m value of the open web arch bridge is still determined by a successive approximation method. Firstly, assuming an m value, defining an arch axis, drawing and arranging an arch building, and then countingCalculating moment Sigma M of structural dead weight pair l/4 of arch ring and building on arch and arch leg section l/4 Sum sigma M j Y is obtained according to the formula (1-2) l/4 And/f, calculating the m value by using the formula (1-3), if the m value does not match the assumed m value, calculating again by taking the calculated m value as a new assumed value until the two values are close. It should be noted that the arch axis of the free arch is determined by the method, and only the five points of the arch axis are coincided with the dead weight pressure line of the three-hinged arch structure, and other sections, the arch axis and the dead weight pressure line of the three-hinged arch structure deviate to different degrees. Calculations prove that from the dome to the point l/4, the general pressure line is above the axis of the dome; from point l/4 to the arch springing, the pressure line is mostly below the arch axis. The deviation of the arch axis from the dead weight pressure line of the corresponding three-hinged arch structure is similar to a sine wave (fig. 4).
From mechanical knowledge, the deviation of the pressure line from the arch axis creates additional internal forces in the arch. For a statically determinate three-hinged arch, the deflection bending moment value M of each section p Can be expressed by the deviation delta y of the three-hinge arch pressure line from the arch axis in the section (M p ＝H g X Δy); for a hingeless arch, the magnitude of the deflection bending moment cannot be expressed by the deflection value of the three-hinged arch pressure line and the arch axis, but is calculated by the deflection value M p As a load, a deflection bending moment value of the free arch is calculated. From structural mechanics, the redundant force of the elastic center caused by the load acting on the basic structure is that
Wherein:
M p bending moment generated by deviation of dead weight pressure line of three-hinged arch structure from arch axis line, M p ＝H g ×Δy；
Δy—the deviation value of the dead weight pressure line of the three-hinged arch structure from the arch axis [ as shown in fig. 4 ].
As can be seen from FIG. 4, Δy is positive and negative, integrating along the full archThe value of DeltaX is not large, as shown in the formula (1-4) 1 The value is smaller. If->Δx is then 1 =0. From the calculation, deltaX determined by the formula (1-5) 2 Constant positive value (pressure). The deflection bending moment (FIG. 4) of any section is
ΔM＝ΔX 1 -ΔX 2 ×y+M p (1-6)
Wherein: y-the ordinate of the arch axis with the elastic center as the origin (positive upwards).
For arch crown and arch foot section, M p =0, offset bending moment of
Wherein: y is s -the distance from the elastic center to the dome.
The hollow type arch-free bridge adopts an arch axis determined by a five-point overlapping method, and is overlapped with the structural dead weight pressure lines of the corresponding three-hinged arch at five points of the arch crown, the two l/4 arch legs and the two arch legs, but the relationship of the five-point overlapping is not existed with the structural dead weight pressure lines of the non-hinged arch (the structural dead weight pressure lines for short). As can be seen from (1-7), the deflection bending moment is generated in the arch crown and the arch foot due to the deflection of the arch axis and the structure dead weight pressure line. Research proves that the deflection bending moment delta M of the vault d Negative, and the deflection bending moment DeltaM of the arch springing j Positive, the sign of the control bending moment is exactly opposite to that of the two sections. This fact demonstrates that in a hollow arch bridge, the arch axis defined by the "five-point overlap method" is advantageous for both the arch and the footing from bending moments. Thus, the hollow arch axis without hinged arch is more reasonable than the structure dead weight pressure line.
2.2 analysis of arch rib deformation
Under the action of the moving load, the displacement envelope diagram of the arch rib under the action of the moving load is shown in fig. 5, and the section with the largest displacement is shown to be 1/4 and 3/4 in the diagram.
2.3 selection of constraint points
By combining the stress and deformation characteristics of the arch rib, 1/4 and 3/4 of the arch rib is selected as elastic constraint points, so that the arch rib is reinforced at the weak part of the arch rib, the calculated span is reduced, and the structural integrity is effectively reinforced. Furthermore, the bridge formation sequence shows that the stress characteristics of the arch are also reserved to a large extent.
3. Structural strength analysis
The two ends of the pull rod are respectively connected with the end parts of the main beam and the 1/4 and 3/4 arch ribs, the vertical component force is directly transmitted to the foundation through the bridge abutment or the bridge pier, and the horizontal component force is balanced by the main beam, so that the load of the invention is relieved for the arch ribs mainly by external force. As shown in FIG. 6, the left 1/4 part of the arch rib is taken as a separator for analysis, the horizontal force H, the vertical force V and the bending moment M exist at the 1/4 section, the action of the pull rod is equivalent to the constraint of a spring, and the generated bending moment is opposite to the sign of the control bending moment of the arch leg section. It follows that this bending moment is favourable to the rib stress, resulting in an improved structural strength.
4. Non-steering force positive effect analysis of newly added pull rod
From the analysis, the new pull rod is beneficial to reducing the deformation of the arch rib and has the function of improving the stability of the arch rib. The effect of improving in-plane stability is evident as follows:
for the upper-bearing arch bridge, the stability is poor due to the negative influence of non-directional force effect, when the arch rib is inclined, the upright post is inclined, and the horizontal component force of the arch rib pressure has a tendency of accelerating the instability of the arch rib. Because the pull rod arch bridge is provided with the pull rod, when the arch rib is inclined, the pull rod is inclined, as shown in fig. 7-9, the pull force T of the pull rod generates an outward horizontal component force on the end part of the main beam, the end part of the main beam cannot displace under the action of the limiter, and an inward horizontal component force H (x) is generated on the arch rib:
wherein, the liquid crystal display device comprises a liquid crystal display device,
the pull rod produces positive effect on the non-directional force of the arch rib, and improves the out-of-plane stability of the pull rod arch bridge.
5. Comparative analysis with the existing CN201710016939.0, CN200410021652.X technology
The prior art CN201710016939.0 is characterized in that an inverted arch is arranged below a main arch ring arch rib of an upper-bearing type concrete arch bridge, then the inverted arch is connected with the arch rib by a diagonal rod, the arch axis is damaged due to the arrangement of the inverted arch, constant load is also increased, the construction is complex, the bridge is not easy to form, and the prior engineering application is difficult to realize.
The prior CN200410021652.X technology is mainly characterized by a continuous truss arch bridge, and the rigid web members are arranged in the whole span, and the following disadvantages are mainly caused:
(1) The rigid web members are arranged in the full span, so that the whole structure has the characteristics of a truss, the stress characteristics of an arch are weakened, and the stress level of the structure is high;
(2) The number of statically indeterminate times of the whole structure is increased, and the stress level of the arch rib of the structure is obviously increased under the action of temperature;
(3) Compared with the invention, the steel consumption is increased, the economy is poor, the structural constant load is large, and the stress level is also large;
(4) When the span is increased, the structural stability is obviously reduced, and the steel consumption is also increased sharply;
(5) In addition, the construction difficulty is high, and the bridge is not easy to form. Under comprehensive consideration, the technology has little contribution to the improvement of the mechanical property of the upper arch bridge and has smaller economic span.
The invention is characterized in that the external force is directly provided by the pull rod to only increase elastic constraint at 1/4 and 3/4 arch ribs, thereby enhancing the structural integrity, greatly improving the mechanical properties of the structure and not bringing any burden to the arch ribs. The pull rods are symmetrically arranged, two ends of the pull rods are respectively connected with the end parts of the main beams and the 1/4 arch ribs and the 3/4 arch ribs, the vertical component force of the pull rods is directly transmitted to the foundation through the bridge abutment or the bridge pier, and the horizontal component force is balanced by the main beams, so that the load of the arch ribs is relieved mainly by means of external force, and the technical scheme disclosed by the prior art CN201710016939.0 and CN200410021652.X mainly relies on the redistribution of forces in the arch ribs to improve the structure, and the efficiency is lower. The added pull rod not only reduces the calculated span of the arch rib, but also strengthens the weak part of the arch rib, and simultaneously shares part of vertical load, thereby improving the strength bearing capacity and the in-plane rigidity of the structure. In addition, the pull rod tension also generates a positive non-directional force effect on the arch rib, and the out-of-plane stability of the structure is improved. The pull rod arch bridge can greatly improve the strength, rigidity, stability and dynamic performance of the structure by only adding a small amount of materials, and the sagittal ratio of the pull rod arch bridge can be made smaller so as to be beneficial to the construction of the arch bridge with super-large span.
In conclusion, the technical scheme disclosed by the invention is obviously different from the technical scheme disclosed by the prior CN201710016939.0 and the prior CN200410021652.X in terms of mechanical principle, structural form and the like, and the technical scheme is better in economical efficiency, stronger in crossing capacity and better in various mechanical performance indexes.
Examples:
the span arrangement of the pull rod arch bridge of the embodiment is the same as that of a Changjiang bridge in Chongqing Wanzhou (total investment is 1.68 hundred million yuan). The method comprises the following steps: a pull rod arch bridge mainly comprises arch ribs 1, main beams 2, pull rods 3, upright posts 4 and bridge piers 5; the pull rods 3 are symmetrically arranged, the upper ends of the pull rods are connected with the end parts of the main beams 2, the lower ends of the pull rods are connected with 1/4 or 3/4 parts of the arch ribs 1, vertical component force of the pull rods 3 is directly transmitted to the foundation through the bridge piers 5, and horizontal component force is balanced by the main beams 2. The added pull rod 3 not only reduces the calculated span of the arch rib 1, but also strengthens the weak part of the arch rib 1, and simultaneously shares part of vertical load, thereby improving the strength bearing capacity and in-plane rigidity of the structure. In addition, the pull force of the pull rod 3 also generates a positive non-directional force effect on the arch rib 1, so that the out-of-plane stability of the structure is improved. The pull rod arch bridge can greatly improve the strength, rigidity, stability and dynamic performance of the structure by only adding a small amount of materials, and the sagittal ratio of the pull rod arch bridge can be made smaller so as to be beneficial to the construction of the arch bridge with super-large span. The specific comparison scheme is as follows:
as shown in figure 1, the arch rib has a sagittal ratio of 1/5 and pull rods are additionally arranged on two sides by adopting the structural form. Compared with the Changjiang bridge in Chongqing wan state: the arch rib of the scheme has basically the same stress, so the arch rib area is basically unchanged; the cross sections among the main beams, the upright posts and the upright posts are the same, so that the material consumption is consistent; the newly added pull rod only increases the steel consumption by about 1000 tons, and the cost is about 170 ten thousand yuan when the cost is combined with the cost of the whole bridge. But the rigidity of the pull rod arch bridge is improved by 21%; the first-order in-plane stability is improved by 32%; the frequency of the first occurrence of the in-plane vibration is increased by 15%; the strength bearing capacity is improved by 0.4 percent.
Example technical parameter comparison table
Claims (5)
1. A pull rod arch bridge, characterized in that: mainly comprises arch ribs (1), main beams (2), pull rods (3), upright posts (4), piers (5) and bridge abutment; the two ends of the main beam (2) are supported on the bridge pier (5), and the arch rib (1) is fixedly connected with the bridge abutment; the pull rods (3) are symmetrically arranged, the upper ends of the pull rods are connected with the end parts of the main beams (2), the lower ends of the pull rods are connected with 1/4 or 3/4 parts of the arch ribs (1), the vertical component force of the pull rods (3) is directly transmitted to the foundation through the bridge piers (5), and the horizontal component force is balanced by the main beams (2); the pull rod (3) reduces the calculated span of the arch rib (1) and strengthens the weak part of the arch rib (1), and simultaneously shares part of vertical load; the pull force of the pull rod (3) generates a positive non-directional force effect on the arch rib (1).
2. A pull rod arch bridge according to claim 1, wherein: the arch rib (1) adopts a steel structure, a concrete structure or a steel-concrete combined structure; the pull rod (3) is of a steel structure.
3. A pull rod arch bridge according to claim 1, wherein: the pull rod arch bridge has the structural form of an upper-bearing arch bridge, and comprises a common upper-bearing arch bridge and an integral upper-bearing arch bridge.
4. A pull rod arch bridge according to claim 1, wherein: the pull rod arch bridge includes arch type over-arch and beam type over-arch according to the web hole structure.
5. A pull rod arch bridge according to claim 1, wherein: when the span of the pull rod arch bridge is large, the pull rod (3) can be connected with the crossed upright posts (4).
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