CN114232514A - Continuous beam bridge active reinforcement method based on influence line principle - Google Patents
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- 230000003014 reinforcing effect Effects 0.000 claims abstract description 33
- 239000002131 composite material Substances 0.000 claims abstract description 30
- 239000007787 solid Substances 0.000 claims abstract description 24
- 239000000463 material Substances 0.000 claims abstract description 15
- 239000004567 concrete Substances 0.000 claims description 19
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- 229910000831 Steel Inorganic materials 0.000 description 2
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- 239000004744 fabric Substances 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
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Abstract
The invention discloses a continuous beam bridge active reinforcement method based on the influence line principle, which comprises the steps of firstly, carrying out detection calculation and identification on the bearing capacity of a continuous beam bridge, and then determining the rigidity of a reinforced composite structure which needs to reach a normal use limit state and the strength of the reinforced composite structure in the bearing capacity limit state; and finally, determining the proportion of the original structure and the newly-added solid structure to the rigidity of the continuous beam bridge structure in the normal use state and the strength of the continuous beam bridge structure in the ultimate bearing capacity state. And analyzing the stress influence line of the original structure, and adjusting the load to change the internal force state or the stress state of the original structure, so that the reinforced composite structure has certain prestress. Selecting materials and structure sizes of the newly added solid structure; setting a new additional solid structure on the original structure under the condition of keeping the internal force state or the stress state of the original structure; and finally, removing the external load of the original structure to finish the active reinforcement of the continuous beam bridge. The method has the advantages of flexible arrangement, uniform force transmission, simple and convenient construction, controllable reinforcing effect and the like.
Description
Technical Field
The invention relates to the technical field of concrete structure reinforcement, in particular to a continuous beam bridge active reinforcement method based on the influence line principle.
Background
The influence line represents a curve of the value of an internal force, displacement, or reaction force, etc., caused by a unit load moving along the span of the structure (referred to as an influence value) in the structure as a function of the position of the unit load, and can be used to determine the influence value under the combined action of a plurality of loads, and also to determine the most unfavorable position of the moving load on the structure.
The continuous beam bridge is widely applied to the current large-scale crossing structure, and the bearing capacity of the structure is reduced in different degrees due to the increase of traffic load, the deterioration of concrete materials and the relaxation of prestress, so that the problem of insufficient bearing capacity in different degrees inevitably exists in the in-service continuous beam bridge. For the insufficient bearing capacity of the structure, the bearing capacity is improved by adopting a mode of increasing the cross section and pasting a steel plate, a carbon fiber plate or carbon fiber cloth, and if cracks exist, a mode of combining grouting sealing is adopted. According to the reinforcement principle, the reinforcement modes are passive reinforcement, the ultimate bearing capacity of the structure can be effectively improved through passive reinforcement, but the stress condition of the ultimate normal use state of the structure cannot be improved, so that people who crack the passively reinforced concrete structure again are common. The reinforcing method for changing the force transmission path or the stressed system of the structure is restricted by the structure type, cannot be applied to reinforcing and reinforcing of a conventional concrete structure, and active external prestress reinforcing is the last choice for reinforcing a bridge, but has the problems of strict requirements on construction environment and high manufacturing cost.
From the aspect of stress, the reinforced structure belongs to a composite structure with secondary stress, and compared with the original structure, the bottom surface of the original structure generates certain tensile strain before the newly added structure acts, namely, the newly added structure inevitably has certain stress lag. As shown in FIG. 1, the upper part is the dead weight of the composite structure (newly added structure gravity F)New structureGravity F of original structureOriginal structure) Function ofThe left side of the lower part is an original structure section and a newly added structure section, and the right side of the lower part is a structural stress distribution analysis indication under the self-weight action of the composite structure;
for the section of the composite structure, the dead weight (equivalent to uniformly distributed load: F)Original structure+FNew structure) Under the action, the stress hysteresis of the newly added structure relative to the original structure is calculated as follows:
as a passive reinforcement method, the degree of "stress hysteresis" of the cross-sectional increase method is related to the stress state of the original structure at the time of reinforcement. The stress lag degree may cause the original structural material or the new reinforcing material to reach the strength limit, the new reinforcing material or the original structural material still does not reach the limit strength, the bearing capacity of the new reinforcing material and the original structural material cannot be fully exerted, the normal use limit state performance of the composite structure is weakened, the contribution degree of the new reinforcing material is reduced, although the decisive influence on the limit bearing capacity of the structure may not be brought, the bearing potential of the new and old materials cannot be fully utilized to a certain degree, and the waste of resources is caused.
For example, for the reinforcement of an increased section of a reinforced concrete structure, if the "stress lag" of the newly reinforced concrete is severe, cracks can be generated at the junction of the new and old concrete and can expand outwards; if the "stress-lag" condition is not significant (i.e., the dead-load ratio is small), the new concrete-reinforced layer will crack first if the strain increases relatively faster depending on the relative position of the new and original structures. The phenomenon enables new and old materials to not fully exert respective bearing potentials, and reduces the normal use performance of the composite structure to a certain extent.
Based on the above, an active reinforcement method is needed, which can actively adjust the stress distribution of the composite structure, reduce the "stress lag" of the newly added solid structure, improve the coordination level of the bending deformation of the composite structure, and effectively improve the rigidity and the strength in the extreme state in the normal use state.
Disclosure of Invention
The invention aims to solve the technical problem of providing a continuous beam bridge active reinforcing method based on the influence line principle, which overcomes the defects of the traditional passive reinforcing mode, effectively solves the problems of insufficient rigidity and strength of the original structure and the like, avoids the influence of the insufficient rigidity on the normal use state and the insufficient strength on the ultimate bearing state of the structure, and has the advantages of flexible arrangement, reasonable force transmission, simple and convenient construction, controllable reinforcing effect and the like.
In order to solve the technical problems, the active reinforcing method of the continuous beam bridge based on the influence line principle comprises the following steps of:
the method comprises the following steps of firstly, checking and identifying the bearing capacity of the continuous beam bridge through technical condition evaluation, and determining the rigidity of the reinforced composite structure which needs to reach the limit state of normal use and the strength of the limit state of the bearing capacity according to the current bearing capacity requirement and the durability management requirement of the continuous beam bridge structure;
determining the proportion of the original structure and the newly-added solid structure to the rigidity of the continuous beam bridge structure in the normal use limit state and the strength of the continuous beam bridge structure in the bearing capacity limit state according to the elastic modulus, the strength, the combination condition and the relative position of the materials of the original structure and the newly-added solid structure of the continuous beam bridge;
thirdly, according to the structural mechanics principle, carrying out stress influence line analysis on the original structure, and changing the internal force state or the stress state of the original structure by adjusting the load of a certain area in an influence line area according to the proportion of the rigidity and the strength of the original structure and the newly-added solid structure in the composite structure, so that the reinforced composite structure has certain prestress;
step four, selecting the structure size of the newly added solid structure according to the proportion of the rigidity and the strength of the newly added solid structure in the composite structure;
fifthly, chiseling, embedding bars and erecting formwork operation are carried out on the original structure, the internal force state or the stress state of the original structure is kept, and a concrete reinforcing layer is poured on the original structure to form a newly-added fixed structure;
and sixthly, after the newly-poured concrete reinforcing layer reaches the design strength, removing the external load of the original structure, and finishing the active reinforcement of the continuous beam bridge.
Further, in the third step, adjusting the load of a certain area in the influence line area includes unloading the positive influence line area and/or loading the negative influence line area.
Further, in the third step, the prestress includes pre-stress and/or pre-stress, and the active adjustment of the stress distribution state of the reinforced composite structure is realized by adjusting the external load before reinforcing and releasing the external load after reinforcing the pre-stress.
Further, in the third step, the load of a certain area in the area of the influence line is adjusted to be one or more combinations of axial force, bending moment and shearing force.
And furthermore, in the fifth step, an adhesive layer is arranged between the original structure and the concrete reinforcing layer, so that the original structure and the concrete reinforcing layer are effectively combined.
The continuous bridge active reinforcement method based on the influence line principle adopts the technical scheme, namely the method carries out detection calculation and identification on the bearing capacity of the continuous bridge, and determines the rigidity of the reinforced composite structure which needs to reach the normal use limit state and the strength of the bearing capacity limit state; determining the proportion of the original structure and the newly added solid structure in the rigidity of the continuous beam bridge structure in the normal use state and the strength of the continuous beam bridge structure in the ultimate bearing capacity state; analyzing the stress influence line of the original structure, adjusting the load to change the internal force state or the stress state of the original structure, and enabling the reinforced composite structure to have certain prestress; selecting materials and structure sizes of the newly added solid structure; setting a new additional solid structure on the original structure under the condition of keeping the internal force state or the stress state of the original structure; and removing the external load of the original structure to finish the active reinforcement of the continuous beam bridge. The method overcomes the defects of the traditional passive reinforcement mode, effectively solves the problems of insufficient rigidity and strength of the original structure and the like, avoids the influence of the insufficient rigidity on the normal use state and the insufficient strength on the ultimate bearing state of the structure, and has the advantages of flexible arrangement, uniform force transmission, simple and convenient construction, controllable reinforcement effect and the like.
Drawings
The invention is described in further detail below with reference to the following figures and embodiments:
FIG. 1 is a schematic view of the "stress hysteresis" of a composite structure by a conventional method of reinforcing a cross-section;
FIG. 2 is a schematic diagram of cracks caused by insufficient bearing capacity of a continuous beam bridge in the embodiment of the method;
FIG. 3 is a schematic diagram of the influence line of the bending moment of the cross section in the main span of the continuous beam bridge in the embodiment of the method;
FIG. 4 is a schematic diagram of the influence line of the bending moment of the cross section in the side span of the continuous beam bridge in the embodiment of the method;
FIGS. 5a and 5b are schematic diagrams illustrating the influence line of the hogging moment on the top section of the continuous beam pier in the embodiment of the method;
fig. 6a and 6b are schematic diagrams of cross-sectional shear influence lines near the pier tops of the continuous beam in the embodiment of the method.
Detailed Description
The active reinforcing method of the continuous beam bridge based on the influence line principle comprises the following steps:
the method comprises the following steps of firstly, checking and identifying the bearing capacity of the continuous beam bridge through technical condition evaluation, and determining the rigidity of the reinforced composite structure which needs to reach the limit state of normal use and the strength of the limit state of the bearing capacity according to the current bearing capacity requirement and the durability management requirement of the continuous beam bridge structure;
determining the proportion of the original structure and the newly-added solid structure to the rigidity of the continuous beam bridge structure in the normal use limit state and the strength of the continuous beam bridge structure in the bearing capacity limit state according to the elastic modulus, the strength, the combination condition and the relative position of the materials of the original structure and the newly-added solid structure of the continuous beam bridge;
thirdly, according to the structural mechanics principle, carrying out stress influence line analysis on the original structure, and changing the internal force state or the stress state of the original structure by adjusting the load of a certain area in an influence line area according to the proportion of the rigidity and the strength of the original structure and the newly-added solid structure in the composite structure, so that the reinforced composite structure has certain prestress;
step four, selecting the structure size of the newly added solid structure according to the proportion of the rigidity and the strength of the newly added solid structure in the composite structure;
fifthly, chiseling, embedding bars and erecting formwork operation are carried out on the original structure, the internal force state or the stress state of the original structure is kept, and a concrete reinforcing layer is poured on the original structure to form a newly-added fixed structure; in the method, a new additional solid structure can be formed by sticking a steel plate, a carbon fiber plate or carbon fiber cloth on the original structure;
and sixthly, after the newly-poured concrete reinforcing layer reaches the design strength, removing the external load of the original structure, and finishing the active reinforcement of the continuous beam bridge.
Preferably, in the third step, the adjusting the load of a certain area in the influence line area includes unloading the positive influence line area and/or loading the negative influence line area.
Preferably, in the third step, the prestress includes pre-stress and/or pre-stress, and the active adjustment of the stress distribution state of the reinforced composite structure is realized by adjusting the external load before reinforcing and releasing the external load after reinforcing the pre-stress.
Preferably, in the third step, the load of a certain area in the area of the influence line is adjusted to be one or more of axial force, bending moment and shearing force.
Preferably, in the fifth step, an adhesive layer is arranged between the original structure and the concrete reinforcing layer, so that the original structure and the concrete reinforcing layer are effectively combined.
When the method is practically applied, a certain three-span continuous beam bridge is taken as an example:
under the action of constant load and operation live load, a larger positive bending moment is generated at the midspan position of the continuous beam bridge, the positive bending moment consumes more main beam compressive stress reserve, and even transverse bridge-direction cracks of the box girder due to insufficient bending resistance bearing capacity are formed; meanwhile, the hogging moment of the section near the pier top of the continuous beam is large, so that the concrete of the bridge roof is easily damaged by compression.
Fig. 2 is a schematic diagram of cracks caused by insufficient bearing capacity of the continuous beam bridge, wherein transverse cracks are easily generated at the midspan position of a main beam in the diagram, which indicates that the bending resistance bearing capacity is insufficient, inclined cracks are easily generated at a web near the pier top, and the shearing resistance bearing capacity is insufficient;
as shown in fig. 3, which is a bending moment influence line in the midspan of the continuous girder bridge, in order to reduce the bending moment in the midspan, it is considered to apply a load at the midspan position (a negative area in fig. 3);
as shown in fig. 4, which is a bending moment influence line in the side span of the continuous girder bridge, in order to reduce the bending moment in the side span (small mileage side) span, it is considered to apply a load in the mid span (negative area in fig. 4);
as shown in fig. 5a and 5b, the bending moment influence line of the sectional hogging moment near the pier top of the main pier of the continuous girder bridge, if the sectional hogging moment near the side span side pier top is considered to be reduced, the load is considered to be applied in the side span or the mid span (the negative region in fig. 5 a); if the mid-span side pier top negative bending moment is considered to be reduced, the load is considered to be applied in the side span or the mid-span (negative zone in fig. 5 b).
As shown in fig. 6a and 6b, the shear influence line near the pier top of the main pier of the continuous beam bridge is considered, if the shear force of the section near the pier top at the side span side is considered to be reduced, the load is considered to be applied at the side span of a large distance (a negative area in fig. 6 a); if one considers reducing the section shear near the main span side pier top, one considers applying the load at the side span of the great range (negative area in fig. 6 b).
In order to actively reinforce the continuous beam bridge structure, the following steps are carried out:
(1) firstly, comprehensively evaluating the technical condition and the dead load state of a bridge, and determining the bearing proportion of a new reinforced structure on the premise of the safety of the bridge structure;
(2) determining the temporary adjustment amount of the internal force of the bridge structure according to the contribution degree of the new reinforced structure material in the structure bearing capacity;
(3) on the basis of determining the internal force adjustment amount, determining specific internal force adjustment measures including loading and unloading positions and quantity through influence line analysis;
(4) performing chiseling treatment on the contact surface of the reinforced structure, and simultaneously selecting a bonding material according to the elastic modulus difference of new and old materials to prepare for the reinforcement;
(5) and pouring the concrete reinforcing layer, keeping the internal force adjusting measures until the concrete of the new reinforcing layer meets the strength requirement, and canceling the internal force adjusting measures after the new and old materials are effectively combined so as to finish the active reinforcing work.
The method utilizes the influence line principle to analyze the bearing capacity, simultaneously considers the proportion of the reinforcing material in the structural bearing, and then determines the specific measures of active reinforcement, such as loading position, loading quality and the like required by construction. The internal force of the structure is adjusted before reinforcement, and stress distribution is adjusted after reinforcement is completed in a load unloading mode, so that a new reinforced structure participates in stress in advance, the stress lagging degree in a passive reinforcement method is controlled, the stress state of the structure is actively adjusted, and the stress difference of a new structure and an old structure of a reinforced section is reduced.
The method can effectively solve the problems of insufficient rigidity and strength of the original structure and the like, and avoids the influence of insufficient rigidity on the normal use state and insufficient strength on the limit bearing state of the structure. In the method, a new solid structure is added to adjust according to the bearing requirement and the current situation of the bearing capacity of the structure, so that the reinforcement is more targeted; meanwhile, the new and old structures consider curvature deformation coordination and internal force distribution balance, and the stress of the reinforced composite structure is more reasonable; and the external dispersion pasting mode is adopted, so that the external dispersion pasting device has the advantages of simple structure, convenience in construction, low cost and the like.
Claims (5)
1. A continuous beam bridge active reinforcement method based on the influence line principle is characterized by comprising the following steps:
the method comprises the following steps of firstly, checking and identifying the bearing capacity of the continuous beam bridge through technical condition evaluation, and determining the rigidity of the reinforced composite structure which needs to reach the limit state of normal use and the strength of the limit state of the bearing capacity according to the current bearing capacity requirement and the durability management requirement of the continuous beam bridge structure;
determining the proportion of the original structure and the newly-added solid structure to the rigidity of the continuous beam bridge structure in the normal use limit state and the strength of the continuous beam bridge structure in the bearing capacity limit state according to the elastic modulus, the strength, the combination condition and the relative position of the materials of the original structure and the newly-added solid structure of the continuous beam bridge;
thirdly, according to the structural mechanics principle, carrying out stress influence line analysis on the original structure, and changing the internal force state or the stress state of the original structure by adjusting the load of a certain area in an influence line area according to the proportion of the rigidity and the strength of the original structure and the newly-added solid structure in the composite structure, so that the reinforced composite structure has certain prestress;
step four, selecting the structure size of the newly added solid structure according to the proportion of the rigidity and the strength of the newly added solid structure in the composite structure;
fifthly, chiseling, embedding bars and erecting formwork operation are carried out on the original structure, the internal force state or the stress state of the original structure is kept, and a concrete reinforcing layer is poured on the original structure to form a newly-added fixed structure;
and sixthly, after the newly-poured concrete reinforcing layer reaches the design strength, removing the external load of the original structure, and finishing the active reinforcement of the continuous beam bridge.
2. The active reinforcement method of a continuous beam bridge based on the influence line principle as claimed in claim 1, wherein: in the third step, adjusting the load of a certain area in the influence line area includes unloading the positive influence line area and/or loading the negative influence line area.
3. The active reinforcement method of a continuous beam bridge based on the influence line principle as claimed in claim 1, wherein: and in the third step, the prestress comprises pre-stress and/or pre-stress, and the pre-stress realizes the active adjustment of the stress distribution state of the reinforced composite structure by adjusting the external load before reinforcing and releasing the external load after reinforcing.
4. The active reinforcement method of a continuous beam bridge based on the influence line principle as claimed in claim 1, wherein: in the third step, the load of a certain area in the area of the influence line can be adjusted by one or more combinations of axial force, bending moment and shearing force.
5. The active reinforcement method of a continuous beam bridge based on the influence line principle as claimed in claim 1, wherein: and in the fifth step, an adhesive layer is arranged between the original structure and the concrete reinforcing layer, so that the original structure is effectively combined with the newly added concrete reinforcing layer.
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20050026470A (en) * | 2005-02-25 | 2005-03-15 | 안철승 | Method of manufacturing and construction melthod of preflex composite beem by division mode |
| KR20080080078A (en) * | 2008-08-13 | 2008-09-02 | 원대연 | A continuity method of the composite bridges using reusable anchorage devices |
| CN104372959A (en) * | 2014-12-10 | 2015-02-25 | 邢兵 | Structural comprehensive prestress reinforcing method |
| CN104389275A (en) * | 2014-12-10 | 2015-03-04 | 邢兵 | Comprehensive structure prestress reinforcing method on basis of influence line theory |
| CN109137760A (en) * | 2018-09-28 | 2019-01-04 | 广西大学 | The active reinforcement means of multispan normal reinforced concrete beam bridge |
| CN110777680A (en) * | 2019-11-13 | 2020-02-11 | 广西恒正建设工程质量检测有限公司 | Method for reinforcing, lifting and transforming beam bridge |
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- 2021-11-25 CN CN202111414661.5A patent/CN114232514A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20050026470A (en) * | 2005-02-25 | 2005-03-15 | 안철승 | Method of manufacturing and construction melthod of preflex composite beem by division mode |
| KR20080080078A (en) * | 2008-08-13 | 2008-09-02 | 원대연 | A continuity method of the composite bridges using reusable anchorage devices |
| CN104372959A (en) * | 2014-12-10 | 2015-02-25 | 邢兵 | Structural comprehensive prestress reinforcing method |
| CN104389275A (en) * | 2014-12-10 | 2015-03-04 | 邢兵 | Comprehensive structure prestress reinforcing method on basis of influence line theory |
| CN109137760A (en) * | 2018-09-28 | 2019-01-04 | 广西大学 | The active reinforcement means of multispan normal reinforced concrete beam bridge |
| CN110777680A (en) * | 2019-11-13 | 2020-02-11 | 广西恒正建设工程质量检测有限公司 | Method for reinforcing, lifting and transforming beam bridge |
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