CN110777679A - Method for reinforcing, lifting and transforming truss of deck type arch bridge - Google Patents
Method for reinforcing, lifting and transforming truss of deck type arch bridge Download PDFInfo
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- CN110777679A CN110777679A CN201911104526.3A CN201911104526A CN110777679A CN 110777679 A CN110777679 A CN 110777679A CN 201911104526 A CN201911104526 A CN 201911104526A CN 110777679 A CN110777679 A CN 110777679A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
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- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
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- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
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Abstract
The invention discloses a method for reinforcing, carrying and transforming a deck type arch bridge truss, which is characterized in that an upper steel chord member (1) and a web member (2) are additionally arranged on an original bridge, and an original arch ring is taken as a lower chord member to form a truss to resist load together; the upper steel chord (1) is arranged above the bridge deck; the steel web members (2) are obliquely arranged, the upper ends of the steel web members are connected with the steel upper chord members (1) through welding or bolt connection, and the lower ends of the steel web members are connected with the original arch rings. The invention has simple structure and convenient construction, changes live load and partial dead load which are born by the original arch ring into the live load and partial dead load which are born by the arch and the truss together by additionally arranging the steel upper chord member (1) and the steel web member (2) and taking the original arch ring as the lower chord member to form the truss, can improve the bending resistance, the shearing deformation capability and the bearing capacity of the structure at low cost, further improves the mechanical property of the structure, has the advantages of the arch and the truss after being reinforced, and is particularly suitable for reinforcing, lifting and transforming the old bridge.
Description
Technical Field
The invention belongs to the technical field of deck type arch bridge reinforcement, and particularly relates to a method for reinforcing, lifting and reforming a deck type arch bridge truss.
Background
The arch bridge can transfer the axial force generated by the vertical load from the arch crown to the arch springing and convert the axial force into the vertical force and the horizontal thrust at the arch springing, and the existence of the horizontal thrust greatly reduces the bending moment in the arch rib, so that the strength of the material of the main arch section is fully exerted, and the spanning capability is increased.
Among the structural systems of arch bridges, the deck-type arch bridge is favored all the time with the advantages of large structural rigidity, convenient construction, low construction cost and the like, and particularly when a bridge is built in a mountainous area, the deck-type arch bridge is often the optimal choice, so the deck-type arch bridge becomes one of the leading bridge types in the 50-70 th ages in the 20 th century in China. The most common structural forms of the deck arch bridge at present have two main types: the arch bridge is a common deck arch bridge and an integral deck arch bridge, wherein the common deck arch bridge consists of arch ribs, an arch up force transmission component and a main beam, and the arch ribs are main bearing structures; the latter consists of arch ribs and main beams, and the arch ribs are main bearing structures.
However, the design load of the early deck arch bridge is low, along with the increase of the operation time and the rapid development of the economy in China, the traffic volume and the load of railways and highways are continuously increased, many deck arch bridges are seriously damaged, the bearing capacity cannot reach the existing load level, the traffic capacity is rapidly reduced, and the requirement of rapid development of the society cannot be met. Because the number of the bridges is huge and the bridges are often key nodes of town traffic, the engineering cost and the social cost are very high if the bridges are dismantled and rebuilt. Therefore, effective reinforcement of the damaged bridges to prolong the service life of the bridges is often an ideal scheme.
At present, a plurality of strengthening methods and technologies are provided for arch bridges, and the strengthening method and technology are summarized to be not only used for strengthening and strengthening structures from two angles of external factors and internal factors. Namely, the bearing capacity of the main arch ring is improved through the change of the performance of the structure from the external cause angle, and the bearing capacity of the main arch ring is improved by adopting the change of the structure system from the internal cause angle, lightening the dead load weight of the arch building and improving the dead load weight. Corresponding to various reinforcement methods, the currently used reinforcement techniques mainly include the following:
anchor spraying technology: the law originates in europe and its strengthening mechanism is: the reinforcing mesh is hung on the anchor rods anchored in the original main arch ring, then concrete with a proper amount of accelerating agent is sprayed to the structural surface layer until a composite main arch ring is formed, and the composite main arch ring and the original main arch ring are coordinated to deform and share part of live load, so that the aim of improving the bearing capacity of the bridge is fulfilled. When the main arch ring bearing member has insufficient section, poor construction quality, settlement of pier foundation, long-term overload operation of bridge and other reasons to cause cracking and deformation, the method can be generally adopted to reinforce the main arch ring. However, the method additionally increases the self weight of the structure, and the construction operation needs to be carried out at the bottom of the arch ring, so that the construction difficulty is high, and the construction quality is difficult to control.
FRP sheet material reinforcing technology: the method is to stick the reinforcing material to the tension edge or weak part of the concrete structure to form a whole with the structure, so as to replace the reinforcing steel bar which needs to be added, improve the bearing capacity of the bridge and achieve the purpose of reinforcement. The method is convenient and fast to construct, does not need large-scale construction machines, and is particularly suitable for projects which require to improve the bearing capacity and do not allow the increase of excessive bridge dead load. However, in order to make the FRP sheet work, the structure must be largely deformed, and this method can only increase the ultimate bearing capacity of the structure, and cannot effectively increase the bearing capacity in a normal use state.
The reinforced concrete hoop closed main arch ring reinforcing technology comprises the following steps: the reinforcing mechanism is that through effective guarantee measures, a reinforced concrete layer is sealed in an annular mode on the outer layer of the original main arch ring, and the purposes of improving the bearing capacity of the bridge, preventing water erosion and resisting weathering are achieved by utilizing the common coordinated deformation and live load bearing of the newly-added reinforced concrete hoop layer and the original main arch ring. However, the method also increases the dead load of the structure, and has the problem that new and old concrete of the member cannot be completely cooperated.
A top pushing method reinforcement technology: the method reduces the existing structural internal force and displacement in the arch ring by the additional internal force generated by the approaching displacement of the two arch legs, so that radial stress cracks of arch ribs tend to be closed, the elevation of the arch crown is raised, and the longitudinal slope of the bridge deck is straightened, so that the bearing capacity of the arch bridge is restored and improved. Compared with other existing methods, the method is more economical and practical, can finish the reinforcing work of the bridge under the conditions of not damaging the appearance of the original bridge and not reducing the navigation clearance, but cannot be applied to the reinforcing of the deck arch bridge.
External cable prestress reinforcement technology: the method improves the stress distribution of the structure by arranging the prestressed steel beams between the two arch springing, and has good reinforcing effect on the bridge with arch rings longitudinally cracked or transversely cracked, and abutment displacement and vault downwarping. However, the method can greatly reduce the clearance under the bridge, and influence navigation, so that the method is only used for bridges on rivers which are not generally navigated, and the external cable has the problem of corrosion.
Sticking a steel plate for reinforcement: the method is characterized in that a steel plate is adhered to the surface of a tension member of the structure by using epoxy resin, so that the steel plate and the bridge structure form a whole, and the steel plate and the bridge structure are stressed together. The method for reinforcing can fully exert the tensile capacity of the steel plate and the compressive capacity of the concrete, obviously improve the shear resistance and the bending resistance of the bridge, and effectively inhibit the generation and the development of cracks in the arch bridge. However, the bonded steel plate has the problem of passive stress, when the bonded steel plate plays a due role, the reinforced part is often deformed greatly, so that the reinforcing effect is not ideal under the condition that the vault is greatly warped, the binder has the problem of aging failure, and necessary surface protection is required after the bonded steel plate is reinforced, so that the later maintenance cost for reinforcing the bridge is increased.
The 20 th century 50-70 s are limited in that the design level and the load standard are low at that time, the technical level of the deck arch bridge constructed in China is not high, the structural steel consumption is low, the deck arch bridge has inherent defects, particularly under the operation conditions of long-term heavy load and large traffic, most of the arch bridges have diseases of different degrees, and many of the arch bridges even become dangerous bridges. For the arch bridge with diseases and even with hidden serious accident seedling heads, if the arch bridge is completely dismantled and rebuilt, the capital cost is huge, and the time is not allowed. If effective reinforcing and modifying measures can be taken to recover and improve the bearing capacity of the materials so as to enable the materials to continue to serve modern transportation, huge social and economic benefits can be brought to the country.
Disclosure of Invention
The invention provides a method for reinforcing, lifting and transforming a deck type arch bridge truss, aiming at solving the outstanding problems in the traditional deck type arch bridge reinforcing, lifting and transforming technology. The invention has simple structure and convenient construction, changes the live load and partial dead load which are born by the original arch ring separately into the live load and partial dead load which are born by the arch and the truss together by additionally arranging the steel upper chord member and the steel web member and taking the original arch ring as the lower chord member to form the truss, can improve the bending resistance, the shear deformation capability and the bearing capacity of the structure with less cost, further improves the mechanical property of the structure, has the advantages of the arch and the truss in the reinforced structure, and is particularly suitable for reinforcing, lifting and transforming the old bridge.
In order to achieve the purpose, the invention adopts the following technical scheme:
a method for reinforcing, lifting and reforming a deck-type arch bridge truss is characterized in that an upper steel chord member and a web member are additionally arranged on an original bridge, and an original arch ring is used as a lower chord member to form the truss to resist load together; the upper steel chord is arranged above the bridge deck; the steel web members are obliquely arranged, the number of the steel web members is determined according to actual requirements, the upper ends of the steel web members are connected with the upper steel chord members through welding or bolt connection, the lower ends of the steel web members are connected with the original arch ring, and the connection mode is determined according to the original arch ring material.
The invention further discloses that the method can be used for reinforcing an open-web type deck arch bridge and also can be used for reinforcing a traditional deck type truss arch.
The invention further illustrates that transverse connections can be provided between the steel trusses and a deck structure can be laid thereon to transform the original bridge into a double-layer or even a multi-layer bridge.
The invention further discloses that if the vault and the main beam have enough space distance, the upper end of the steel web member is directly connected with the bottom of the main beam without additionally arranging a steel upper chord member above the bridge floor, so that a truss type structure taking the main beam as the upper chord member and the original arch ring as the lower chord member is formed.
The invention further discloses that the original arch ring adopts a steel structure, a concrete structure, a steel pipe concrete structure or a stiff skeleton concrete structure.
The invention further discloses that the original arch ring section form comprises a plate type section, a rib plate type section and a box type section.
The invention further discloses that the original arch rings are arranged inwards obliquely or in parallel.
The invention further explains that when the steel web members are connected with the original arch ring, if the original arch ring is made of steel or concrete filled steel tubes, the gusset plates are firstly arranged on the original arch ring, and then welding or bolt connection is carried out; if the original arch ring is made of reinforced concrete, the joint of the original arch ring and the steel web member is chiseled until the main reinforcement is exposed, then the steel plate and the shear connector are welded on the main reinforcement, finally the steel web member is installed, and the concrete is poured to form a whole.
The invention further illustrates that if the steel web members extend upwards from the original arch ring to block traffic or other inconvenient arrangement, the steel web members can be only connected to the bottom of the main beam, and the steel upper chord members are additionally arranged above the bridge deck and then connected with the bridge deck by the steel web members; or the steel lower chord member can be arranged on the bridge deck and then connected with the steel upper chord member by the steel web members.
The invention has the advantages that:
1. the structural strength bearing capacity is improved. The truss is formed by additionally arranging the steel upper chord member, the steel web members and the arch ring, and can bear load together with the arch ring, so that the strength bearing capacity of the structure is improved.
2. The structural rigidity is improved. The invention uses the truss structure with large rigidity to bear live load, and can fully exert the advantages, so the rigidity of the structure is improved.
3. The dynamic characteristics of the structure are improved. The invention can improve the rigidity of the reinforced structure, thereby obviously improving the dynamic characteristic of the structure.
4. The newly increased constant load is small. The newly added structure is a steel structure, and the steel consumption per square meter is less, so the self weight of the structure is increased slightly.
5. The later maintenance cost is low. The newly added part of the invention is a steel structure, particularly after weathering steel is used, the structure has better durability, and excessive maintenance is not needed in the later period.
6. The invention takes the original arch rib (original arch ring) as the lower chord member, and adds the steel upper chord member and the steel web member to form the truss, so that the live load and partial dead load originally born by the arch rib alone are converted into the live load born by the arch and the truss together, the bending resistance, the shear deformation capability and the bearing capacity of the structure can be improved with less cost, the construction is convenient, the reinforced structure has the advantages of the arch and the truss, and a safer, more economic, more efficient and simpler technical scheme can be provided for the reinforcement of the deck arch bridge.
Drawings
Fig. 1 is a schematic view of the general layout of a deck arch bridge reinforced by the present invention.
Fig. 2 is a schematic top view of the structure of fig. 1.
FIG. 3 is a schematic representation of the relationship of the arch axis to the pressure line.
Fig. 4 is a schematic view of the offset of the arch axis.
Fig. 5 is a schematic force diagram of the deck arch bridge under the effect of first-stage dead load.
Fig. 6 is a view of the deflection displacement of the main beam under constant load.
Fig. 7 is a graph of the downwarp displacement envelope of an arch ring under a moving load.
Reference numerals: 1-steel upper chord member and 2-steel web member.
Detailed Description
The mechanical principle and structure of the present invention will now be described with reference to fig. 1-7:
1. effective restraint of arch ring by introducing triangle idea
According to the invention, the steel upper chord members are additionally arranged above the main beam and are connected with the arch ring by the steel web members, so that a plurality of triangular structures are formed, the arch ring is effectively restrained, the linear rigidity of the arch ring is increased, and the integral rigidity of the structure is further improved. 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. Because the action point of live load is not unique, the triangle formed above can be acted by non-nodal force, so the stability can be reduced, but the elastic constraint provided by the upright column to the main beam can improve the linear rigidity of the main beam and reduce shearing and bending deformation, so that the triangle can be ensured to have good stability. Therefore, the rigidity of the arch ring wire can be improved by utilizing the stability of the triangle, and the mechanical property of the reinforced bridge is further obviously improved.
2. Reasonably arranging triangle corner points by combining displacement envelope diagram
2.1 Arch Ring bending 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 and the arch foot is acted by negative bending momentFor example, the points l/4 and 3l/4 are reverse bending points, and the relationship between the stress lines of the self-weight of the three-hinged arch structure and the stress lines of the arch axis is shown in figure 3 when the arch axis adopts a catenary. 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 weight
gCorresponding bending moment M
d0, shear force Q
d＝0。
In FIG. 3, the signal is represented by ∑ M
A0, get
By sigma M
B0, get
H
gy
l/4-∑M
l/4＝0
H of the formula (1-1)
gSubstituted into the above formula to obtain
In the formula: sigma M
jThe bending moment of the dead weight of the semi-arch structure on the cross section of the arch springing;
∑M
l/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 section
l/4、M
jCan be found from the arch bridge table (III) -19. To obtain
Then, 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. That is to say, first assumeSetting an M value, 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 section
l/4Sum sigma M
jThen, 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. 4).
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 section
pCan 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＝H
gX 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 M
pAs 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:
M
pthree-hinged archBending moment, M, generated by deviation of pressure line of structural dead weight from arch axis
p＝H
g×Δy；
Deltay is the deviation value of the pressure line of the self weight of the three-hinged arch structure from the arch axis [ as shown in figure (4) ].
As can be seen from FIG. 4, Δ y has positive or negative values, and is integrated over the entire arc
Is not large, as is known from the formula (1-4) < delta > X
1The numerical value is small. If it is
Then Δ X
10. 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. 4) is
ΔM＝ΔX
1-ΔX
2×y+M
p(1-6)
In the formula: y-arch ordinate with elastic center as origin (positive upward).
For arch crown, arch foot sections, M
p0, bending moment of deflection
In the formula: y is
sThe 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 arch legs and two I4, and has no superposed relationship with the pressure line of the dead weight of the non-hinged arch (referred to as the pressure line of the dead weight of the structure for short). 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 vault
dIs negative, and the bending moment Δ M of deflection of the arch foot
jBeing 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 deviates from bending moment to arch crown and arch footAre advantageous. 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.
2.2 deformation analysis of Main Beam under constant load
The stress schematic diagram of the deck arch bridge under the first-stage constant load action is shown in fig. 5, the downwarping displacement diagram of the main beam under the constant load action is shown in fig. 6, the maximum deformation position of the main beam occurs in the midspan, and therefore, the weak position of the main beam is in the midspan under the constant load action.
2.3 deformation analysis of arch rings under the action of moving loads
The graph of the deflection displacement envelope of the arch ring under the action of the moving load is shown in FIG. 7, and the maximum deformation positions of the arch ring occur near L/4 and 3L/4. It can be seen that under the action of the moving load, the weak point of the arch ring is near L/4 and near 3L/4.
2.4 rational arrangement of corner points of triangles
In combination with the analysis of the stress and deformation characteristics of the arch ring, the method for arranging the triangle corner points comprises the following steps: the arch ring is restrained by the triangular angular points respectively so as to improve the linear rigidity of the arch ring, ensure that restraint points fall on extreme points of an arch ring displacement envelope diagram, strengthen weak points and improve the mechanical property of the structure.
3. Form a truss structure to bear load together with the arch rib
After the construction of reconstruction is finished and the arch springing is wrapped with concrete, the steel web member and the steel upper chord member are added to complete the system conversion. Finally, an original concrete arch serving as a lower chord member is formed, the newly added steel structure is an upper chord member and a web member variable-height truss structure with multipoint elastic constraint, and the newly built bridge deck load, second-stage dead load and moving load are borne by the structure.
From the aspect of stress, part of first-stage constant load (arch rings and upright columns) of the improved deck arch bridge is borne by arch ribs, and deck system load and live load are borne by a variable-height truss structure with multi-point elastic constraint. The original arch rib and newly formed truss structure of the structure jointly play a role in bending resistance, and the web members play a role in transferring shear force. The design concept that different structural types of the arch and the truss bear different loads is realized, so that the advantages of natural bending elimination of the arch to constant load and bending resistance and shearing capacity of the truss type structure, high material utilization rate and high rigidity are fully exerted.
The structural design of the present invention is further described in detail below with reference to fig. 1 and 2 and the examples.
Example (b):
the method is applied to reinforcing a big-bodied bridge in Liucheng county of Guangxi, the bridge is positioned on a second-level highway from the Sunba to six ponds, the bridge is a 6-span box arch bridge, the calculated length of each span is 68.4m, the calculated length of a full bridge is 410.4m, and the arch axis coefficient m is 1.988. The arch building is a beam arch building, and the span of each bellmouth is 4 m. The load grade is highway-II grade; designing a load: automobile grade-20, hanging-100, crowd load 3.5kN/m
2(ii) a Arranging a bridge deck: 1.75m (sidewalk) +9m (driveway) +1.75m (sidewalk) ═ 12.5 m; designing flood frequency: 1/100, respectively; channel grade: and fifth level, wherein the designed highest navigation water level is 1/10. The lower structure is a gravity type abutment, and the foundation is an enlarged foundation. The method specifically comprises the following steps: the reinforced full bridge mainly comprises an original arch ring, an original main beam, an original upright post, a steel upper chord 1 and a steel web member 2; the upper steel chord 1 is arranged at the left side and the right side above the original main beam; the steel web members 2 are obliquely arranged, the number of the steel web members is determined according to the reinforcement requirement, the upper ends of the steel web members are connected with the steel upper chord members 1 through welding or bolt connection, the lower ends of the steel web members are connected with the original arch ring, and the connection mode is determined according to the original arch ring material. In the reinforcing method, the original arch ring is used as a lower chord member, and the steel upper chord member and the steel web members are additionally arranged to form a truss, so that live load and partial dead load which are born by the original arch ring independently before are converted into the live load and the partial dead load which are born by the arch and the truss together, and the bending resistance, the shear deformation capability and the bearing capacity of the structure can be improved at low cost.
The adding and fixing device comprises: concrete is coated at the arch springing, and after the arch springing is reinforced, the arch rib is higher by 10m section close to the arch springing, and the height is 1.25-1.45 m. The cross section area of the arch foot is 21.15m
2The section of the steel upper chord is box-shaped, and the section size is 800x500x12 mm; the cross section of the web member is I-shaped, the size of the cross section is 500x350x12mm, and the newly-built bridge deck system girder is a deck type pi-shaped girder.
After this bridge of this scheme of utilization is consolidated, the superiority of full-bridge mechanical properties is specifically shown in: the rigidity is improved by 60% under the designed load action compared with the original bridge, the maximum stress of the arch springing after reinforcement is reduced by 25% under the worst load action, the maximum stress of the arch is reduced by 30%, and the fundamental frequency is improved by 20% compared with that before reinforcement.
Comparison table of technical parameters of examples
Claims (9)
1. A method for reinforcing, carrying and transforming a deck type arch bridge truss is characterized by comprising the following steps: the method comprises the following steps that an upper steel chord (1) and a web member (2) are additionally arranged on an original arch bridge, and an original arch ring is used as a lower chord to form a truss to resist load together; the upper steel chord (1) is arranged above the bridge deck; the steel web members (2) are obliquely arranged, the upper ends of the steel web members (2) are connected with the steel upper chord members (1) through welding or bolt connection, and the lower ends of the steel web members (2) are connected with the original arch rings.
2. The method for reinforcing, lifting and reforming the truss of the deck arch bridge according to claim 1, wherein: for the reinforcement of open-top deck arch bridges or for the reinforcement of conventional deck truss arches.
3. The method for reinforcing, lifting and reforming the truss of the deck arch bridge according to claim 1, wherein: the trusses are transversely connected, and a bridge deck structure is laid on the trusses, so that the original bridge is transformed into a double-layer or even multi-layer bridge.
4. The method for reinforcing, lifting and reforming the truss of the deck arch bridge according to claim 1, wherein: if the vault and the girder have enough space distance, the upper end of the steel web member (2) is directly connected with the bottom of the girder without additionally arranging an upper steel chord member (1) above the bridge floor, so that a truss type structure taking the girder as the upper chord member and the original arch ring as the lower chord member is formed.
5. The method for reinforcing, lifting and reforming the truss of the deck arch bridge according to claim 1, wherein: the original arch ring is of a steel structure, a concrete structure, a steel pipe concrete structure or a stiff skeleton concrete structure.
6. The method for reinforcing, lifting and reforming the truss of the deck arch bridge according to claim 1, wherein: the original arch ring section form comprises a plate type section, a rib plate type section and a box type section.
7. The method for reinforcing, lifting and reforming the truss of the deck arch bridge according to claim 1, wherein: the original arch rings are arranged in an inward inclining way or in a parallel way.
8. The method for reinforcing, lifting and reforming the truss of the deck arch bridge according to claim 1 or 5, wherein: when the steel web members (2) are connected with the original arch ring, if the original arch ring is made of steel or concrete filled steel tubes, firstly, node plates are arranged on the original arch ring, and then, welding or bolt connection is carried out; if the original arch ring is made of reinforced concrete, chiseling the connecting part of the original arch ring and the web member (2) until the main reinforcement is exposed, welding a steel plate and a shear connector on the main reinforcement, finally installing the web member (2), and pouring concrete to form a whole.
9. The method for reinforcing, lifting and reforming the truss of the deck arch bridge according to claim 1, wherein: if the steel web members (2) extend upwards from the original arch ring to block traffic or other conditions which are inconvenient to arrange, the steel web members (2) are only connected to the bottom of the main beam, an upper steel chord member (1) is additionally arranged above the bridge floor, and the upper steel chord member (1) is connected with the bridge floor by the steel web members (2); or the steel lower chord member can be arranged on the bridge deck, and then the steel web members (2) are used for connecting the steel lower chord member with the steel upper chord member (1).
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111576185A (en) * | 2020-06-01 | 2020-08-25 | 重庆交通大学 | Steel construction assembled arch bridge |
| CN115595901A (en) * | 2022-11-11 | 2023-01-13 | 广西大学（Cn） | Arch foot reinforcing method of deck type arch bridge based on cable structure |
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| CN111576185A (en) * | 2020-06-01 | 2020-08-25 | 重庆交通大学 | Steel construction assembled arch bridge |
| CN111576185B (en) * | 2020-06-01 | 2021-08-17 | 重庆交通大学 | Steel construction assembled arch bridge |
| CN115595901A (en) * | 2022-11-11 | 2023-01-13 | 广西大学（Cn） | Arch foot reinforcing method of deck type arch bridge based on cable structure |
| CN115595901B (en) * | 2022-11-11 | 2023-10-17 | 广西大学 | Method for reinforcing arch springing of upper bearing arch bridge based on cable structure |
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