CN208844413U - Novel Deck Arch Bridges - Google Patents
Novel Deck Arch Bridges Download PDFInfo
- Publication number
- CN208844413U CN208844413U CN201821282699.5U CN201821282699U CN208844413U CN 208844413 U CN208844413 U CN 208844413U CN 201821282699 U CN201821282699 U CN 201821282699U CN 208844413 U CN208844413 U CN 208844413U
- Authority
- CN
- China
- Prior art keywords
- arch
- bridge
- main beam
- shaped structural
- arch rib
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000005452 bending Methods 0.000 claims abstract description 32
- 238000006073 displacement reaction Methods 0.000 claims abstract description 22
- 238000010586 diagram Methods 0.000 claims abstract description 15
- 238000000034 method Methods 0.000 claims description 12
- 229910000831 Steel Inorganic materials 0.000 claims description 8
- 239000010959 steel Substances 0.000 claims description 8
- 239000004567 concrete Substances 0.000 claims description 7
- 238000010008 shearing Methods 0.000 claims description 3
- 240000007594 Oryza sativa Species 0.000 claims description 2
- 235000007164 Oryza sativa Nutrition 0.000 claims description 2
- 239000002131 composite material Substances 0.000 claims description 2
- 235000009566 rice Nutrition 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 23
- 230000009471 action Effects 0.000 description 16
- 238000004458 analytical method Methods 0.000 description 13
- 239000000463 material Substances 0.000 description 11
- 230000008901 benefit Effects 0.000 description 9
- 238000010276 construction Methods 0.000 description 4
- 239000011150 reinforced concrete Substances 0.000 description 4
- 238000004364 calculation method Methods 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 230000008092 positive effect Effects 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 210000001015 abdomen Anatomy 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000011449 brick Substances 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 230000002195 synergetic effect Effects 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The utility model discloses a kind of novel Deck Arch Bridges, is mainly made of arch rib, girder, rigid brace, column and bridge pier；Column is arranged between arch rib and girder；Several V-structure parts are additionally provided between arch rib and girder, and V-structure part is continuously arranged symmetrically from span centre to both sides；V-structure part is mainly made of two rigid braces, and bottom angleƟValue is between 40 °~120 °；V-structure part and girder or arch rib form triangular structure, girder and arch rib are constrained by the angle point of triangular structure, guarantee at the maximum displacement for thering is obligatory point to fall in original structure arch rib or girder displacement envelope diagram and at span centre position, the weakness of arch rib and girder is set to be strengthened, Line stiffness is also improved, while the continuous arrangement of V-structure part can also reduce the bending of structure and shear-deformable.The utility model can also reduce ratio of rise to span, eliminate " seesaw " effect of arch bridge when being acted on by half-span load, particularly suitable to High-speed Railway Bridges.
Description
Technical Field
The utility model belongs to an arch bridge system, concretely relates to novel deck type arch bridge.
Background
The arch bridge is a bridge with arch rings or arch ribs mainly bearing axial pressure as main bearing members, and the arch structure consists of arch rings (arch ribs) and supports thereof. The arch bridge of China is established in the middle and later period of east China and has a history of more than one thousand and eight hundred years. The 'open shoulder arch' of Hebei Zhao State bridge is the first creation in China, is built in the industry of Shanghai dynasty (the year 605-618), is designed and built by famous craftsmen Lichun, has a history of about 1400 years to date, and is the earliest and perfect-preserved ancient open shoulder stone arch bridge in the world. The continuous innovation and progress of the modern Chinese arch bridge technology begin in the open period of reformation, and after decades of development and innovation, the Chinese arch bridge technology is now located in the advanced ranks in the world, and the arch bridge is not only a highway bridge type which is most commonly used in China, but also a preferred bridge type for crossing various obstacles in a railway bridge beam at the present of rapid development of a high-speed railway.
The arch system is characterized in that under the action of vertical load, the arch foot has horizontal thrust, and due to the horizontal thrust, axial pressure is generated in the arch, midspan bending moment is greatly reduced, the main arch cross section of the arch mainly bears the axial pressure, meanwhile, the stress distribution on the cross section is more uniform than that of a bending beam, the material strength of the main arch cross section is fully exerted, and the spanning capability is increased.
The arch bridge is one of basic bridge systems, always the main form of a large-span bridge, and the arch bridge is also the most common bridge type in China, and has many models and large quantity, and is the crown of various bridge types. 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 generated moment. The arch bridges can be classified in different ways, wherein the arch bridges can be divided into a deck type arch bridge, a half-through type arch bridge and a half-through type arch bridge according to the position of a bridge floor, and the deck type arch bridge can be divided into a solid arch bridge and an open arch bridge according to the form of an arch building. The most common structures for deck arch bridges currently fall into two main categories: one type is a common deck arch bridge, which consists of arch ribs, arch up-transfer members and main beams, wherein the arch ribs are main bearing structures; the other type is an integral deck arch bridge which consists of arch ribs and a main beam, wherein the arch ribs are main bearing structures. The deck system of the deck arch bridge has simple structure and convenient construction, and the width of the main bearing structure of the bridge span can be made smaller (or can be densely arranged), thereby saving the pier masonry; in addition, the field of view on the bridge is wide. The deck arch bridge has numerous advantages, so that the bridge type has unsophisticated competitiveness, and the deck arch bridge is often the optimal choice particularly when the bridge is built in a mountain area.
The arch bridge has great superiority in stress performance and good landscape value in modeling, and the famous deck arch bridge in the world currently has a new river gorge bridge in the United states, the total length of the arch bridge is 924m, the main span is 518m, the arch bridge is the arch bridge with the third span in the world, the bridge deck is higher than the canyon by 267 m, and the arch bridge is a highway bridge with the first height in the United states and the second height in the world. The Crossya Kerke bridge has a main span of 390m and is a long-span reinforced concrete arch bridge. The major bridge of Changjiang river road in Chongqing Wan of China, which has a main span of 420m, is the reinforced concrete arch bridge with the largest span and scale in the world at that time. In China, the most representative upper-bearing arch bridge on a high-speed railway is the Shanghan high-speed railway Beiwanjiang grand bridge and the main span 445m, and five major breakthroughs are realized after a large bridge is built, namely a reinforced concrete arch bridge maximum span, a high-speed railway bridge maximum span, a large-span bridge ballastless track laying technology, a large-span concrete arch bridge construction method and a large-span bridge rigidity control process. The Nanpan river grand bridge of the Yunlui railway has a main span of 416m, and is a grand bridge of a high-speed railway shared by passengers and goods with the largest span in the world.
The method has the advantages that the width of a country is wide, the terrain is complex, particularly in western mountainous areas, lines need to pass through deep canyons and dangerous cliffs, and bridges and deck arch bridges are built under the terrain condition and have great superiority. However, with the increasing of the span, the stability of the arch rib as a bending member is rapidly reduced, and the out-of-plane stability is generally improved by reinforcing the cross brace or enlarging the bridge width, but no effective method for improving the in-plane stability exists at present; the self-weight of the upright post of the deck arch bridge is larger, the burden of the arch rib is increased, the pressure of the upright post can generate a negative non-direction-retaining force effect on the arch rib, and the problem of insufficient stability of the arch rib is more prominent. When the arch bridge is under the action of half-span load, the seesaw effect is very obvious, which greatly threatens the high-speed safe running of the train. The construction of high-speed railways in China is developing vigorously at present, and with the increasing speed of trains, the structural rigidity of an arch bridge cannot meet the requirement of safe and comfortable operation of high-speed railways, and how to make the system bridge obtain larger rigidity to improve the speed of the high-speed railways and the travelling comfort becomes an important subject of research of students in recent years. The conventional material that is used for the bridge at present only steel and concrete are two kinds, will realize the bridge innovation, have caught the forever in the material innovation, and the mechanical properties that structure system innovation can fundamentally change the structure to break through the bottleneck of structure self, the utility model discloses it makes traditional through addding V type structure spare to have taken place qualitative leap in the formula arch bridge.
SUMMERY OF THE UTILITY MODEL
The utility model aims to solve the outstanding problem that current deck type arched bridge exists, provide a novel deck type arched bridge. The utility model discloses newly-increased material is not many, when keeping traditional through-put type arched bridge advantage completely, can improve the intensity bearing capacity, the bulk stiffness, dynamic characteristic and the stability of structure by a wide margin, in addition, the utility model discloses still can reduce the rise span ratio, eliminate "seesaw" effect of arched bridge when receiving the effect of half span load, also have fine view effect simultaneously.
In order to achieve the above purpose, the utility model adopts the following technical scheme:
a novel deck arch bridge mainly comprises arch ribs, main beams, upright columns and bridge piers; the upright posts are arranged between the arch ribs and the main beams; wherein: a plurality of V-shaped structural members are arranged between the arch rib and the main beam and are continuously and symmetrically arranged from midspan to two sides; the V-shaped structural part mainly comprises two rigid inclined rods, and the included angle theta of the bottom of the V-shaped structural part is 40-120 degrees; the top end of the V-shaped structural component is connected with the main beam, and the bottom end of the V-shaped structural component is connected with the arch rib, namely the V-shaped structural component and the main beam or the arch rib form a triangular structure, the main beam and the arch rib are restrained through the angular points of the triangular structure, and it is ensured that the restraint points fall at the maximum displacement position and the midspan position of the original structural arch rib or the main beam displacement envelope diagram, so that the weak positions of the arch rib and the main beam are reinforced, the linear rigidity is also improved, and meanwhile, the bending and shearing deformation of the structure can be reduced due to the continuous arrangement of the V-.
The utility model discloses newly-increased material is not many, when keeping traditional through-put type arched bridge advantage completely, can improve the intensity bearing capacity, the bulk stiffness, dynamic characteristic and the stability of structure by a wide margin, in addition, the utility model discloses still can reduce the rise span ratio, eliminate "seesaw" effect of arched bridge when receiving the effect of half span load. The utility model discloses the load that well acts on the girder follows following power transmission route: girder → pillar/V-shaped structural member → arch rib → foundation.
The utility model further shows that when the span of the novel deck arch bridge is below 300m, the number of the V-shaped structural members respectively arranged on the two sides of the arch rib and the main beam is 5; when the span of the novel deck arch bridge is 300-450 m, 6-7V-shaped structural members are respectively arranged on two sides of the arch rib and the main beam; when the span of the novel deck arch bridge is 450-650 m, 8-9V-shaped structural members are respectively arranged on two sides of the arch rib and the main beam; when the span of the novel deck arch bridge is more than 650m, the number of the V-shaped structural members respectively arranged on the two sides of the arch rib and the main beam is more than 10 (including 10).
The utility model discloses explain further, V type structure from striding the continuous symmetrical arrangement in middle to both sides, specifically be the top of two liang of adjacent V type structures and be connected to the top on leftmost top and rightmost side can be connected with the both sides tip of girder respectively, also can be connected with the juncture of girder and outside stand respectively. Namely: counting from left to right, the top of the left side of the first V-shaped structural part is connected with the end part of the left side of the main beam or connected with the junction of the main beam and the leftmost upright post, the top of the right side of the first V-shaped structural part is connected with the top of the left side of the second V-shaped structural part and sequentially connected in sequence, and the top of the right side of the last V-shaped structural part is connected with the end part of the right side of the main beam or connected with the junction of the main beam and the rightmost upright post.
The utility model discloses explain further, novel deck formula arched bridge include ordinary type deck formula arched bridge and whole type deck formula arched bridge, and adopt the formula of falling aslope to arch the building, cross no real abdomen section.
The utility model further explains that the waist part of the V-shaped structural member is provided with a cross connection; the transverse connection is in a straight shape, a transverse K shape or a rice shape.
The utility model further explains that the arch rib adopts a steel structure, a concrete structure or a steel-concrete composite structure; the V-shaped structural part is of a steel structure. The transverse connection adopts a steel structure.
The utility model discloses explain further, the arch rib arrange or be parallel arrangement for the fall-in.
The utility model discloses explain further, when novel deck arch bridge span is great, rigidity down tube can be connected with the stand that intersects mutually.
The utility model has the advantages that:
1. the structural strength bearing capacity is improved. The utility model discloses structural deformation is very little under the live load effect, so its stress level is lower.
2. The structural rigidity is improved. 12 or 14 rigid diagonal rods are additionally arranged between each arch rib and the main beam, and 13 or 15 triangular structures are formed by the arch ribs and the main beam sections, and the main beam is restrained by the angular points of the triangular structures, so that the linear rigidity of the main beam is improved; the bottom part is connected with the arch rib, so that the linear rigidity of the arch rib is improved. The overall stiffness of the structure is greatly improved.
3. The structural stability is improved. The utility model discloses a novel deck type arch bridge adds the rigidity down tube, makes in the structural plane and off-plate stability all obtain improving, especially stability in the plane.
4. The dynamic characteristics of the structure are improved. The utility model discloses a novel deck type arch bridge dynamic characteristic improves the effect obviously, can let the train go at a high speed safety to guarantee the travelling comfort.
5. The novel half-bridge span ratio of the deck arch bridge of the utility model can be reduced as much as possible. After the rise is reduced, the construction difficulty can be reduced, and meanwhile, the structure is favorably resistant to earthquake.
6. The utility model discloses a novel deck type arch bridge can eliminate the "seesaw" effect of arch bridge when receiving the effect of half span load.
Drawings
Fig. 1 shows an arrangement 1 of a novel deck arch bridge according to an embodiment of the present invention.
Fig. 2 shows a layout 2 of a novel deck arch bridge according to another embodiment of the present invention.
Fig. 3 is a schematic top view of the structure of fig. 1 and 2.
FIG. 4 is a schematic representation of the relationship of the arch axis to the pressure line.
Fig. 5 is a schematic view of the offset of the arch axis.
Fig. 6 is a schematic view of the force applied to the rib under constant load.
Fig. 7 is a graph of rib displacement under constant load.
Fig. 8 is a displacement envelope diagram of the main beam under the action of a moving load.
FIG. 9 is a schematic illustration of the effect of a non-orientation preserving force system on arch stabilization.
Fig. 10 is a schematic view of transverse rib deformation.
FIG. 11 is a schematic view of a transverse deformation of the main beam.
FIG. 12 is a force diagram of the arch bridge under the half span load.
FIG. 13 is a schematic view of the "teeter-totter" effect of the arch bridge under half-span loading.
Fig. 14 is an analysis schematic diagram of the rigid diagonal rod when the utility model is under the action of the half span load.
Reference numerals: the method comprises the following steps of 1-arch rib, 2-main beam, 3-V-shaped structural part, 4-upright post and 5-pier.
Detailed Description
The mechanical principle and structure of the present invention will now be described with reference to fig. 1 to 14:
1. bridge formation description of novel deck arch bridge
The V-shaped structural part is added in time to give full play to the advantages: after the arch ring is installed, the V-shaped structural member and the upright post are installed, and finally the main beam is installed, so that the structure is still in a symmetrical state, and the advantages of the arch rib in a constant load state are still kept. In addition, the V-shaped structural member, the arch rib and the main beam section form a triangular structure which not only participates in resisting live load and other loads to achieve the purpose of reducing structural deformation under the condition of moving load, but also participates in resisting partial dead load.
2. Effective restraint is carried out to arch rib and girder to introduction triangle theory
The stability of the triangle is based on the fact that the triangle is in an axial deformation state under the action of node force. However, unlike other structures, the bridge is mainly subject to a moving load, so that the triangle formed above is subject to a non-nodal force, thereby reducing the stability of the triangle to a certain extent. Based on the analysis, the novel arch bridge is additionally provided with a plurality of V-shaped structural members between the main beam and each arch rib, so that the V-shaped structural members, the arch and the beam section form a plurality of continuous triangular structures, the main beam and the arch ribs are effectively restrained, and the integral rigidity of the structure is improved.
3. Reasonably arranging triangle corner points by combining displacement envelope diagram
3.1 Arch Rib moment diagram analysis
The main advantage of the arch bridge is that the arch axis is adopted to reduce the bending moment, so that the arch bridge becomes a structure with small eccentric compression. The stress characteristic is as follows: the arch crown is acted by positive bending moment, the arch foot is acted by negative bending moment, the 1/4 and 3/4 positions are reverse bending points, and generally, when the arch axis adopts a catenary, the relationship between the stress line and the dead weight pressure line of the three-hinged arch structure is shown in figure 4. The value of m can be determined according to the 'five-point coincidence method', and the vault only has the structure dead weight thrust H passing through the section gravity center according to the symmetric conditions that the vault bending moment is zero and the structure dead weightgCorresponding bending moment Md0, shear force Qd0. In FIG. 4, the signal is represented by ∑ MA0, get
By sigma MB0, get
Hgy1/4-∑M1/4＝0
H of the formula (1-1)gSubstituted into the above formula to obtain
In the formula: sigma MjThe bending moment of the dead weight of the semi-arch structure on the cross section of the arch springing;
∑Ml/4the dead weight of the structure from the vault to the arch span l/4 point area is opposite to the bending moment of the l/4 section.
Constant section catenary arch main arch ring structure dead weight pair l/4 and bending moment M of arch springing sectionl/4、MjCan be found from the arch bridge table (III) -19. To obtainThen, m can be solved back by the following formula:
the m value of the open arch bridge is still determined according to a successive approximation method. Firstly, assuming a value M, defining an arch axis, drawing and arranging the arch building, and then calculating the self-weight of the arch ring and the arch building to l/4 and the moment sigma M of the arch foot sectionl/4Sum sigma MjThen, the calculation is made from the formula (1-2)Then, the m value is calculated by the expression (1-3), and if the m value does not match the assumed m value, the m value obtained is newly assumed and recalculated until the m value and the assumed m value approach each other. It should be noted that the arch axis of the hollow arch is determined by the above method, and only five points of coincidence with the pressure line of the self weight of the three-hinged arch structure are kept, and other cross sections have different deviations from the pressure line of the self weight of the three-hinged arch structure. The calculation proves that from the arch to the point l/4, the general pressure line is above the arch axis; from the l/4 point to the arch springing, the pressure line is mostly below the arch axis. The deviation of the arch axis from the pressure line of the corresponding three-hinged arch structure's own weight is similar to a sine wave (fig. 5).
From mechanics knowledge, deviations of the pressure lines from the arch axis will generate additional internal forces in the arch. For static three-hinged arch, the deviation bending moment value M of each sectionpCan be expressed by the deviation value delta y of the pressure line of the three-hinged arch and the arch axis in the section (M)p＝HgX Δ y); for a non-hinged arch, the magnitude of the bending moment cannot be represented by the deviation value of the pressure line of the three-hinged arch from the arch axis, but should be represented by the deviation value MpAs the load, the bending moment of deflection without a hinge arch was calculated. From the structural mechanics, the redundant force of the load acting on the basic structure to cause the elastic center is
In the formula:
Mp-bending moment, M, generated by the deviation of the dead weight pressure line of the three-hinged arch structure from the arch axisp＝Hg×Δy；
Deltay is the deviation value between the dead weight pressure line and the arch axis of the three-hinged arch structure [ as shown in figure (5) ].
As can be seen from FIG. 5, Δ y has positive or negative values, and is integrated over the entire arcIs not large, as is known from the formula (1-4) < delta > X1The numerical value is small. If it isThen Δ X10. From the calculation, Δ X determined by the formula (1-5)2Constant positive values (pressure). The bending moment of deviation of arbitrary cross section (FIG. 5) is
ΔM＝ΔX1-ΔX2×y+Mp(1-6)
In the formula: y-arch ordinate with elastic center as origin (positive upward).
For arch crown, arch foot sections, Mp0, bending moment of deflection
In the formula: y issThe distance from the elastic center to the dome.
The hollow non-hinged arch bridge has arch axis determined by five-point overlapping method and superposed with the pressure line of the dead weight of the corresponding three-hinged arch at five points of arch crown, two/4 and two arch feet, and has no pressure line of the dead weight of the non-hinged arch structure. As can be seen from the formulas (1-7), due to the deviation of the arch axis and the pressure line of the self weight of the structure, the deviation bending moment is generated at the arch crown and the arch foot. Research proves that the deviation bending moment delta M of the vaultdIs negative, and the bending moment Δ M of deflection of the arch footjBeing positive, the sign of the bending moment is exactly opposite to that of the two sections. This fact shows that in the hollow arch bridge, the arch axis arch shaft determined by the five-point coincidence method is beneficial to the arch crown and the arch foot by deviating the bending moment. Therefore, the arch axis of the hollow non-hinged arch is more reasonable than the pressure line of the dead weight of the structure. From the above analysis, it can be seen that the arch axis can be brought closer to the pressure line due to the action of the bending moment at A, C.
3.2 Arch Rib deformation analysis
The stress diagram and the displacement diagram of the arch rib under the constant load are respectively shown in fig. 6 and 7, the maximum deformation position of the arch rib occurs at C (namely, L/2), and the weak position of the arch rib is at the arch crown under the constant load.
3.3 Main Beam deformation analysis
The displacement envelope of the main beam under the action of the moving load is shown in fig. 8, and the maximum deformation of the main beam occurs at B (namely near L/4). It can be seen that the weak point of the main beam is near L/4 and near 3L/4 under the action of moving load.
3.4 rational arrangement of corner points of triangles
By combining the analysis of the stress and deformation characteristics of the arch ribs and the main beams, the method for arranging the triangular angular points comprises the following steps: the arch rib and the main beam are respectively restrained by the triangular angular points to improve the linear rigidity of the arch rib and the main beam, and the restraint points are ensured to fall at the extreme value points of the displacement envelope diagrams of the arch rib and the main beam, so that the weak part of the main beam or the arch rib is reinforced, and the mechanical property of the structure is improved.
4. Linear stiffness of the triangular waist edge
In order to improve the linear rigidity of the triangular waist edge, the middle part of each V-shaped structure can be considered to be provided with a transverse link, so that the local stability of the member is ensured.
Analysis of positive effects of non-orientation-preserving forces of V-shaped structures
From the analysis, the V-shaped structure of the novel deck arch bridge can effectively improve the stability of the arch rib while providing better mutual constraint for the arch rib and the main beam. The improvement in-plane stability is evident, and the effect on out-of-plane stability is analyzed as follows:
for a deck arch bridge, the stability is poor due to the influence of negative non-direction-retaining force effect, when the arch rib rolls, the upright post tilts, and the horizontal component of the pressure of the arch rib tends to accelerate the instability of the arch rib. To the utility model discloses, when the arch rib takes place horizontal unstability, the V type structure receives the horizontal restraint that the girder was applyed and becomes the laterial slope, as shown in fig. 9 ~ 11, its pulling force T has produced an outside horizontal component to the girder tip, and the girder tip can not take place the displacement under the effect of stopper, and has produced an inside horizontal component to the arch rib: h (x):
wherein,
therefore, the V-shaped structures generate a positive effect on the non-orientation-preserving force of the arch rib, and the plurality of V-shaped structures are additionally arranged on the arch bridge, so that the non-orientation-preserving force is more obvious, and the lateral stability is also improved.
Analysis of seesaw effect of V-shaped structure eliminating arch bridge under action of half-span load
When the traditional deck arch bridge is under the action of half-span load (as shown in figure 12), the deformation of a 'teeterboard' (as shown in figure 13) is obvious, the arch rib and the main beam on one side under the action of the half-span load are deformed downwards, and the arch rib and the main beam on the other side are deformed upwards, which is extremely unfavorable for the running of a train.
The utility model discloses set up V type structure between arch rib and girder, its "seesaw" effect analysis when reducing the arch bridge and receiving the effect of half span load as follows:
the envelope diagram of the displacement of the arch rib of the traditional arch bridge under live load is similar to that of the main beam (as shown in fig. 8), the arch rib is in a W shape, namely, the deformation is increased firstly and then reduced from a support to a span, after a V-shaped structure is additionally arranged, the analysis schematic diagram of the arch rib under the action of half-span load is shown in fig. 14, as can be seen from the envelope diagram of fig. 8, the vertical displacement of the main beam and the arch rib is maximum near 1/4 spans and 3/4 spans, and the rigidity difference exists between the main beam and the arch rib at different spans, so that as can be seen from fig. 14, the vertical displacement △ A at the position far away from the span is larger than the vertical displacement △ B at the position B in the span, at the moment, a 1# rod connecting A, B has a downward displacement trend, and due to the constraint action of a 2# rod connecting B, C two points, the displacement trend of the 2# rod is downward according to the deformation coordination principle, so that the displacement trend of the side rib connected with the arch rib under the action of half-span under the load and the main beam can better play a role of eliminating the positive load and the warp effect of the main beam under the action, thereby the load can be used for the synergistic effect of the bridge.
7. Novel overall cooperation principle of deck type arch bridge
The stability of the triangle is based on the fact that the triangle is in an axial deformation state under the action of node force. When a load is applied to the sides of the triangle, bending or other deformation occurs, and the stability thereof is rapidly degraded. The utility model discloses add a plurality of V type structure between girder and arch rib, make it constitute a plurality of and continuous triangle-shaped structure with encircleing and roof beam section (at girder both ends stand or encircle the stand and participate in and form triangle-shaped) to carry out effective restraint to girder and arch rib, improve the bulk rigidity of structure. The bridge is different from other structures in that the bridge is mainly acted by moving load, so that the formed triangle is acted by non-node force, the stability of the triangle is reduced to a certain extent, and therefore, enough dense upright columns are required to be arranged between the main beam and the arch ribs to increase the elastic constraint on the main beam, improve the linear rigidity of the main beam and reduce the bending deformation. As the bending rigidity of the arch rib is far greater than that of the main beam and is enough to resist the bending deformation generated by the force of the upright column, the analysis shows that a plurality of continuous triangles can ensure good stability.
The structural design of the present invention will be further described in detail with reference to fig. 1 and 2 and the following examples.
Example (b):
the span arrangement (main span 445m) of the novel deck arch bridge of the embodiment is the same as that of the Hu-Kun high-speed railway Bei Panjiang grand bridge (total investment is 4.5 hundred million yuan). The method specifically comprises the following steps: a novel deck arch bridge mainly comprises arch ribs 1, main beams 2, upright columns 4 and bridge piers 5; the upright post 4 is arranged between the arch rib 1 and the main beam 2; a plurality of V-shaped structural components 3 are arranged between the arch rib 1 and the main beam 2, and the V-shaped structural components 3 are continuously and symmetrically arranged from midspan to two sides; the V-shaped structural part 3 mainly comprises two rigid inclined rods, and the included angle theta of the bottom of the V-shaped structural part 3 is 40-120 degrees; the top end of the V-shaped structural component 3 is connected with the main beam 2, and the bottom end of the V-shaped structural component is connected with the arch rib 1, namely the V-shaped structural component 3 and the main beam 2 or the arch rib 1 form a triangular structure, the main beam 2 and the arch rib 1 are restrained through angular points of the triangular structure, and it is ensured that the restrained points fall at the maximum displacement position and the midspan position of the displacement envelope diagram of the arch rib 1 or the main beam 2 of the original structure, so that the weak positions of the arch rib 1 and the main beam 2 are reinforced, the line rigidity is also improved, and meanwhile, the bending and shearing deformation of the structure can be reduced due to the continuous arrangement of the. The utility model discloses newly-increased material is not many, when keeping traditional formula arch bridge advantage completely, can improve the intensity bearing capacity, the bulk stiffness, dynamic characteristic and the stability of structure by a wide margin, in addition, the utility model discloses still can reduce the rise span ratio, eliminate "seesaw" effect of arch bridge when receiving the effect of half span load, be particularly suitable for high-speed railway bridge. The specific comparison scheme is as follows:
when the structural form shown in fig. 1 is adopted, 6V-shaped structural parts are additionally arranged on two sides of the main beam respectively. Compared with the Hu-Kun high-speed rail Bei Panjiang grand bridge: according to the scheme, 6V-shaped structural members are respectively added on two sides of the main beam, so that the material consumption is increased by 4%, but the arch rib stress is lower than that of the Hu-Kun high-speed Bei Dianjiang grand bridge, the rigidity is obviously improved, the dynamic characteristic and the stability are also improved, and the material consumption of the whole structure is reduced to some extent. Therefore, compared with the Hu-Kun high-speed railway Bei Panjiang grand bridge, the novel deck arch bridge can save about 5% of cost. The specific data are as follows: the maximum stress of the arch rib of the novel deck arch bridge is reduced by 30 percent, the rigidity is improved by 78 percent, the stability is improved by 23 percent, and the frequency of the first-time in-plane vibration is improved by 47 percent.
When the structural form shown in fig. 2 is adopted, 7V-shaped structural parts are additionally arranged on two sides of the main beam respectively. Compared with the Hu-Kun high-speed rail Bei Panjiang grand bridge: according to the scheme, 7V-shaped structural members are respectively added on two sides of the main beam, so that the material consumption is increased by 4.2%, but the arch rib stress is lower than that of the Shanghai high-speed rail Beiwanjiang grand bridge, the rigidity is obviously improved, the dynamic characteristic and the stability are also improved, and the whole material consumption of the structure is reduced. Therefore, compared with the Hu-Kun high-speed railway Bei Panjiang grand bridge, the novel deck arch bridge can save the cost by about 4.3 percent. The specific data are as follows: the maximum stress of the arch rib of the novel deck arch bridge is reduced by 35 percent, the rigidity is improved by 80 percent, the stability is improved by 25 percent, and the frequency of the first-time in-plane vibration is improved by 48 percent.
Comparison table of technical parameters of examples
Claims (8)
1. A novel deck arch bridge mainly comprises arch ribs (1), a main beam (2), upright columns (4) and bridge piers (5); the upright posts (4) are arranged between the arch rib (1) and the main beam (2); the method is characterized in that: a plurality of V-shaped structural components (3) are arranged between the arch rib (1) and the main beam (2), and the V-shaped structural components (3) are continuously and symmetrically arranged from midspan to two sides; the V-shaped structural part (3) mainly comprises two rigid inclined rods, and the included angle of the bottom of the V-shaped structural part (3)ƟThe value is between 40 and 120 degrees; the top end of the V-shaped structural part (3) and the main beam (2)) The connecting structure is characterized in that the connecting structure is connected, the bottom end of the connecting structure is connected with the arch rib (1), namely a V-shaped structural component (3) and the main beam (2) or the arch rib (1) form a triangular structure, the main beam (2) and the arch rib (1) are restrained through angular points of the triangular structure, and it is guaranteed that restraint points fall at the maximum displacement position and the midspan position of an original structure arch rib (1) or a main beam (2) displacement envelope diagram, so that the weak positions of the arch rib (1) and the main beam (2) are strengthened, the line rigidity is also improved, and meanwhile, the bending and shearing deformation of the structure can be reduced due to the continuous arrangement of the V-shaped structural component (3.
2. The new deck arch bridge of claim 1, wherein: when the span of the novel deck arch bridge is below 300m, 5V-shaped structural members (3) are respectively arranged on two sides of the arch rib (1) and the main beam (2); when the span of the novel deck arch bridge is 300-450 m, 6-7V-shaped structural members (3) are respectively arranged on two sides of the arch rib (1) and the main beam (2); when the span of the novel deck arch bridge is 450-650 m, 8-9V-shaped structural members (3) are respectively arranged on two sides of the arch rib (1) and the main beam (2); when the span of the novel deck arch bridge is more than 650m, the number of the V-shaped structural members (3) respectively arranged on the two sides of the arch rib (1) and the main beam (2) is more than 10.
3. The new deck arch bridge of claim 1, wherein: the V-shaped structural members (3) are continuously and symmetrically arranged from midspan to two sides, particularly the tops of every two adjacent V-shaped structural members (3) are connected, and the top at the leftmost side and the top at the rightmost side are respectively connected with the end parts of two sides of the main beam (2) or respectively connected with the junction of the main beam (2) and the outermost side upright post (4).
4. The novel deck arch bridge of any one of claims 1-3, wherein: the novel deck arch bridge comprises a common deck arch bridge and an integral deck arch bridge, and adopts an open-web type arch-bridge building without a solid-web section.
5. The novel deck arch bridge of any one of claims 1-3, wherein: the waist part of the V-shaped structural part (3) is provided with a cross connection; the transverse connection is in a straight shape, a transverse K shape or a rice shape.
6. The novel deck arch bridge of any one of claims 1-3, wherein: the arch rib (1) adopts a steel structure, a concrete structure or a steel-concrete composite structure; the V-shaped structural part (3) is of a steel structure.
7. The new deck arch bridge of claim 5, wherein: the transverse connection adopts a steel structure.
8. The novel deck arch bridge of any one of claims 1-3, wherein: the arch rib (1) is arranged in an inward inclining way or in a parallel way.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201821282699.5U CN208844413U (en) | 2018-08-09 | 2018-08-09 | Novel Deck Arch Bridges |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201821282699.5U CN208844413U (en) | 2018-08-09 | 2018-08-09 | Novel Deck Arch Bridges |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN208844413U true CN208844413U (en) | 2019-05-10 |
Family
ID=66355749
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201821282699.5U Active CN208844413U (en) | 2018-08-09 | 2018-08-09 | Novel Deck Arch Bridges |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN208844413U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108677682A (en) * | 2018-08-09 | 2018-10-19 | 广西大学 | Novel Deck Arch Bridges |
| CN114239120A (en) * | 2021-12-28 | 2022-03-25 | 中国建筑第五工程局有限公司 | Reasonable arch axis determination method for deck type beam-arch combined bridge |
-
2018
- 2018-08-09 CN CN201821282699.5U patent/CN208844413U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108677682A (en) * | 2018-08-09 | 2018-10-19 | 广西大学 | Novel Deck Arch Bridges |
| CN114239120A (en) * | 2021-12-28 | 2022-03-25 | 中国建筑第五工程局有限公司 | Reasonable arch axis determination method for deck type beam-arch combined bridge |
| CN114239120B (en) * | 2021-12-28 | 2023-09-12 | 中国建筑第五工程局有限公司 | Method for determining reasonable arch axis of upper-bearing type beam-arch combined bridge |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108677682A (en) | Novel Deck Arch Bridges | |
| CN200996127Y (en) | Stayed-cable arched assembled bridge | |
| CN208844413U (en) | Novel Deck Arch Bridges | |
| CN200999322Y (en) | V-shaped rigid frame arc combined bridge | |
| CN101368370B (en) | Wind-proof temporary rest pier and wind-proof method for large span stayed-cable bridge cantilever construction | |
| CN205474786U (en) | A multi -functional soil box type beam bridge that thoughtlessly congeals for double -deck traffic | |
| CN113481818B (en) | Through-type arch bridge suitable for ultra-high speed railway | |
| CN208857664U (en) | Mix arched bridge pre-stressed boom | |
| CN110130201A (en) | A kind of half floats the cable-stayed bridge of truss-like bridge tower | |
| CN108342975A (en) | The arch of crossbeam holds Cable-Stayed Bridge Structure between a kind of no tower | |
| CN201411627Y (en) | Steel-concrete composite tower-beam consolidation kilometer grade multi-span suspension bridge | |
| CN213204468U (en) | A close post truss system of encorbelmenting of wearing layer for high-order conversion of large-span big encorbelment | |
| CN108930222A (en) | Camber consolidates triangle arch bridge | |
| CN110777679A (en) | Method for reinforcing, lifting and transforming truss of deck type arch bridge | |
| CN108978436A (en) | Space truss suspension bridge | |
| CN212316646U (en) | Double-truss double-arch bridge | |
| CN108374324A (en) | Big truss arched bridge | |
| CN208121545U (en) | Pull rod arch bridge | |
| Shipway | The Forth Railway Bridge centenary, 1890–1990: some notes on its design | |
| CN208844412U (en) | Camber consolidates triangle arch bridge | |
| CN108411760B (en) | Pull rod arch bridge | |
| CN209703272U (en) | A kind of scalable half freely-supported is semicontinuous can spliced girder | |
| CN203593945U (en) | Railway continuous beam-arch-steel bar suspender combined structure | |
| CN111074749B (en) | Double-truss double-arch bridge | |
| CHEN et al. | Comparison between steel arch bridges in China and Japan |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |