CN213389768U - Box-type arch bridge splicing section and arch foot section reinforcing structure - Google Patents
Box-type arch bridge splicing section and arch foot section reinforcing structure Download PDFInfo
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- CN213389768U CN213389768U CN202021647990.5U CN202021647990U CN213389768U CN 213389768 U CN213389768 U CN 213389768U CN 202021647990 U CN202021647990 U CN 202021647990U CN 213389768 U CN213389768 U CN 213389768U
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Abstract
The utility model provides a box arched bridge concatenation section and hunch foot section reinforced structure, wherein, to the reinforced structure of concatenation section, including anchor backing plate, anchor screw rod, bottom ultra high tenacity cement base back up layer, top layer ultra high tenacity cement base back up layer, a plurality of closure pull ring, rubber stick and aluminum alloy anchor clamps open, to the reinforced structure of hunch foot section, then including hunch back reinforcement concrete layer, anchor backing plate, anchor screw rod, bottom ECC material layer, a plurality of closures pull ring, rubber stick, aluminum alloy anchor clamps and top layer ECC material layer open. This two kinds of reinforced structure, furthest solves the problem that the back up coat atress lags, and through using these two kinds of reinforced structure, can carry out the pertinence reinforcement respectively to the concatenation section and the hunch foot section of box arched bridge to improve arched bridge's bearing capacity and concatenation section and the wholeness and the durability of hunch foot section.
Description
Technical Field
The utility model relates to a bridge maintenance consolidates technical field, in particular to box arch bridge concatenation section and hunch foot section reinforced structure.
Background
Since the 80 s of the last century, a large number of reinforced concrete arch bridges are built in China, particularly in the southwest region. With the rapid development of construction technology and the development of large-scale hoisting equipment and instruments, the reinforced concrete box-type arch bridge gradually becomes the dominant bridge type of the concrete arch bridge.
The existing reinforced concrete box type arch bridge has the following problems:
1) the main arch ring of the box-type arch bridge is generally formed by segmental prefabrication and assembly, and the construction quality of the assembly section needing to be processed on site is difficult to ensure. From many box type arch bridge testing results, most box type arch bridge splice section department concrete has diseases such as damage, reinforcing bar or steel sheet expose, and this is not good with construction quality and guarantees well, still with this structural integrity is poor, the atress is relatively weak, produces concrete corrosion easily and is relevant. Under the influence of the factors and the interaction among the factors, the splicing section of the box-type arch bridge becomes a key part influencing the bearing capacity and the durability of the whole structure, and the selection of the maintenance and reinforcement method of the key part is very important.
2) The main arch ring is used as a main bearing component of the arch bridge, and under the action of constant load and live load, besides the pressure in the arch axis direction, a large negative bending moment can be generated at the arch foot position. Along with the increase of the operation life of the bridge, the material performance is deteriorated due to the influence of various actions such as vehicle overload, overrun and environmental factors, the structural strength is reduced, the phenomena such as cracks and damages are generated at the tension area of the main arch ring, and the structural bearing capacity is reduced. Therefore, the box-type arch bridge arch foot section also becomes a key part influencing the bearing capacity and durability of the whole structure, and the selection of a maintenance and reinforcement method of the key part is also important.
According to the design specification for reinforcing highway bridges (JTG/T J22-2008) and the design specification for reinforcing concrete structures (GB50367-2013), the conventional technical approaches for repairing and reinforcing arch bridges are as follows: the section enlarging method (including reinforced concrete hoop reinforcement), the steel plate (section steel) adhering reinforcement method, the fiber composite adhering reinforcement method and the pre-tensioned steel wire rope (steel strand) mesh-polymer mortar surface layer reinforcement method respectively have advantages and disadvantages, and are detailed in table 1.
TABLE 1 common strengthening method for arch bridge
In the work of bridge detection and reinforcement, the applicant encounters the example that the existing reinforcement method for the arch bridge is difficult to achieve the expected target, and typically, two reinforced concrete box arch bridges are provided, wherein the former adopts a reinforcement method of adhering steel plates to the arch belly, and the latter adopts a method of reinforcing arch foot sections by using reinforced concrete hoops. However, after the first bridge is reinforced for 5 years, the steel plate void ratio reaches 32% of the total number of spot checks, and 10 steel plates are completely void. In the latter bridge, within 3 months after the reinforcement, a through crack appears between the hoop reinforcement layer and the original structure along the joint surface. The two bridge reinforcing cases are examples and show common problems, and in the feedback of the reinforcing effect of the management and maintenance unit, the applicant finds that a better scheme is not provided for reinforcing the arch bridge, particularly reinforcing the splicing section and the arch foot section of the box-type arch bridge, so that a novel reinforcing technology needs to be developed.
SUMMERY OF THE UTILITY MODEL
In view of the above, there is a need for a box arch bridge splicing section and arch springing section reinforcing structure to reinforce the splicing section and arch springing section of the box arch bridge, and improve the bearing capacity of the arch bridge and the integrity and durability of the splicing section and arch springing section.
In order to achieve the above purpose, the utility model adopts the technical proposal that:
a box-type arch bridge splicing section reinforcing structure comprises an anchoring base plate, anchoring screws, a bottom ultrahigh-toughness cement-based reinforcing layer, a top ultrahigh-toughness cement-based reinforcing layer, a plurality of closed opening pull rings, rubber rods and aluminum alloy clamps;
the anchoring backing plates are arranged on the outer surfaces of the four sides of the splicing section to be reinforced but are not positioned at the chamfer angle part of the edge of the splicing section to be reinforced, and the anchoring backing plates are inserted and fixedly connected on the splicing section to be reinforced through anchoring screws; the bottom ultra-high-toughness cement-based reinforcing layer is arranged at a chamfer part of the splicing section to be reinforced; all the closed tension rings are sequentially arranged along the length direction of the splicing section to be reinforced and are arranged on the outer side of the bottom ultrahigh-toughness cement-based reinforcing layer, each closed tension ring comprises four fiber woven meshes, the four fiber woven meshes are respectively arranged on four sides of the splicing section to be reinforced, two ends of each fiber woven mesh are wound on a rubber rod, the rubber rod is sleeved in an aluminum alloy clamp, the aluminum alloy clamp is fixedly connected with an anchoring base plate, and one end, close to each other, of two adjacent fiber woven meshes of the same closed tension ring is fixed on the same anchoring base plate through the aluminum alloy clamp; the top-layer ultrahigh-toughness cement-based reinforcing layer is arranged on the surface of an arch rib of the splicing section to be reinforced and is positioned above the closed tensioning ring.
Preferably, the anchoring backing plate is further fixed on the splicing section to be reinforced through structural adhesive.
Preferably, each fiber woven mesh is subjected to viscose sand hanging treatment.
Preferably, the thickness of the top ultra-high toughness cement-based reinforcing layer is not more than 25mm, and when the thickness exceeds 25mm, a plurality of the top ultra-high toughness cement-based reinforcing layers are arranged.
Preferably, the fiber woven mesh of each fiber woven mesh tensioning unit adopts a unidirectional grid and is formed by weaving mutually perpendicular carbon fiber wires and glass fiber wires, wherein the carbon fiber wires are adopted in the stressed direction, and the glass fiber wires are adopted in the non-stressed direction.
The utility model also provides a box-type arch bridge arch foot section reinforcing structure, which comprises an arch back reinforcing concrete layer, an anchoring backing plate, an anchoring screw, a bottom ECC material layer, a plurality of closed tension rings, a rubber rod, an aluminum alloy clamp and a top ECC material layer;
the arch back reinforced concrete layer is arranged on the arch back part of the arch foot section to be reinforced; the anchoring backing plate is arranged on the outer surfaces of the four sides of the arch leg section to be reinforced and is fixedly connected to the arch leg section to be reinforced in an inserting mode through an anchoring screw rod, wherein the anchoring backing plate is not located at a chamfer angle part of a corner of the arch leg section to be reinforced, and the anchoring backing plate is fixedly connected to the arch back reinforcing concrete layer and is arranged on the arch back part of the arch leg section to be reinforced; the bottom ECC material layer is arranged on the outer surfaces of the four sides of the arch foot section to be reinforced and covers the arch back reinforced concrete layer on the arch back part; all the closed tension rings are sequentially arranged along the length direction of the arch leg section to be reinforced and are arranged on the outer side of the bottom ECC material layer, each closed tension ring comprises four FRP nets, the four FRP nets are respectively arranged on four sides of the arch leg section to be reinforced, two ends of each FRP net are wound on a rubber rod, the rubber rod is sleeved in an aluminum alloy clamp, the aluminum alloy clamp is fixedly connected with an anchoring base plate, and one end, close to each other, of each two adjacent FRP nets of the same closed tension ring is fixed on the same anchoring base plate through the aluminum alloy clamp; the top ECC material layer is arranged on the surface of the arch leg section to be reinforced and is positioned above the closed tensioning ring.
Preferably, the anchoring backing plate is further fixed to the arch foot section to be reinforced through structural adhesive.
Preferably, the thickness of the bottom ECC material layer is not less than the thickness of the FRP net and not more than 20 mm.
Preferably, the FRP net is subjected to viscose sand hanging treatment.
Preferably, the FRP mesh is a unidirectional mesh woven by carbon fiber wires/glass fiber wires perpendicular to each other, wherein the carbon fiber wires are used in the stressed direction, and the glass fiber wires are used in the unstressed direction.
Compared with the prior art, the utility model discloses following beneficial effect has:
1. aiming at the box-type splicing section, the utility model is provided with a bottom ultra-high toughness cement-based reinforcing layer, a top ultra-high toughness cement-based reinforcing layer and a closed opening pull ring formed by a fiber woven mesh, wherein, the two reinforcing layers have good chemical stability and durability, not only can the integrity of the reinforcing structure be enhanced, but also the structural durability can be obviously improved, moreover, the reinforcing layers are thinner, and only pressing and smearing construction are needed, and no heavy template and support system are needed, so the field construction operation is simple, the speed is high, and the safety risk is low; secondly, the closed opening pull ring of the utility model adopts the fiber woven mesh as a stress material, and has aging resistance, fatigue resistance and corrosion resistance due to the material characteristics, so that no special requirement is made on the thickness of the protective layer; in addition, the fiber material has soft texture and strong construction operability.
2. Aiming at the box-type arch foot section, the utility model is provided with an arch back reinforced concrete layer, a bottom ECC material layer, a closed tension ring and a top ECC material layer, wherein the arch back reinforced concrete layer not only can obviously improve the bearing capacity of the structure, but also has the weight-pressing function; the ECC material layer is made of an ultrahigh-toughness cement-based material, the material has very high ultimate tensile strain and remarkable strain hardening characteristic, and can generate a plurality of fine cracks under the action of tensile stress, the fine cracks are beneficial to inhibiting the crack development at the arch springing section, and even if the cracks are generated, the speed of harmful media such as water or carbon dioxide entering the structure can be remarkably reduced due to the control of the width of the cracks; the closed opening pull ring adopts the FRP net as a stressed material, not only can the ductility of the structure be effectively improved, but also the anti-aging, anti-fatigue and anti-corrosion performances can be realized due to the material characteristics, so that no special requirements are required on the thickness of a protective layer, and moreover, the FRP net can meet the requirements of different tensile strengths by increasing or reducing the number of yarns and weaving nets with different sectional areas, and has strong designability, in addition, the fiber material has soft texture and strong construction operability; furthermore, the utility model discloses a FRP net and ECC material layer have the cuff effect, can prevent to encircle back of the body and consolidate concrete and primary structure and produce the interface and lead to the seam.
Drawings
Fig. 1 is the utility model discloses a box-type hunch foot concatenation section reinforced structure's schematic structure.
Fig. 2 is a schematic structural diagram of the reinforcing structure for the arch leg of the box-type arch foot of the present invention.
Fig. 3 is a schematic structural diagram of the aluminum alloy fixture of the present invention.
Description of the main elements
In the figure: splicing section 1, edges and corners 2, anchor backing plate 3, anchor screw 4, super high tenacity cement base back up coat 5, fibre woven mesh 6, atress tow 7, closed pull ring 8 of opening, rubber stick 9, aluminum alloy anchor clamps 10, the case encircles hunch foot section 11, hunch back of a body reinforcing concrete layer 12, bottom ECC material layer 13, FRP net 14, top layer ECC material layer 15.
The following detailed description of the invention will be further described in conjunction with the above-identified drawings.
Detailed Description
Referring to fig. 1 and 3, in a preferred embodiment of the present invention, a box arch bridge splicing section reinforcing structure includes an anchoring backing plate 3, an anchoring screw 4, a bottom ultra-high toughness cement-based reinforcing layer 5, a top ultra-high toughness cement-based reinforcing layer 5, a plurality of closed tension rings 8, a rubber rod 9 and an aluminum alloy fixture 10.
The anchoring backing plates 3 are arranged on the outer surfaces of the four sides of the splicing section 1 to be reinforced but are not positioned at the chamfer angle parts at the edges and corners 2 of the splicing section 1 to be reinforced, and the anchoring backing plates 3 are inserted and fixedly connected on the splicing section 1 to be reinforced through anchoring screws 4; the utility model discloses, anchor backing plate 3 is fixed on treating to consolidate concatenation section 1, specifically is gone on through following operation: use the percussion drill to drill on anchor backing plate 3, anchor backing plate 3 is placed in anchor position that marks in advance, utilizes anchor screw 4 to wear to establish the hole on anchor backing plate 3 and extends to the mode of treating on the reinforcement concatenation section 1 and realize anchor backing plate 3 fixed, for the convenience of anchor backing plate 3's fixed, this embodiment makes optimally anchor backing plate 3 passes through the structure and glues and fix and treat reinforcement concatenation section 1, promptly, utilize the structure to glue anchor backing plate 3 and fix the back on anchor position, adopt anchor screw 4 fixed, need explain that when anchor backing plate 3 is fixed, need avoid original structure owner muscle.
The bottom ultra-high-toughness cement-based reinforcing layer 5 is arranged at a chamfer part of the splicing section 1 to be reinforced, the bottom ultra-high-toughness cement-based reinforcing layer 5 is made of an ultra-high-toughness cement-based material, the chamfer part of the arch of the box is filled and leveled by the ultra-high-toughness cement-based material, in the embodiment, the ultra-high-toughness cement-based material is designed by taking one of cement, cement filler and small-particle-size fine aggregate as a base body and then using short fibers as a reinforcing material, wherein the doping amount of the short fibers is not more than 2.5 percent of the total volume, and the ultimate tensile strain of the ultra-high-toughness cement-based material stably reaches.
All the closed opening pull rings 8 are sequentially arranged along the length direction of the splicing section 1 to be reinforced and are arranged on the outer side of the bottom ultrahigh-toughness cement-based reinforcing layer 5, each closed opening pull ring 8 comprises four fiber woven meshes 6, the four fiber woven meshes 6 are respectively arranged on four sides of the splicing section 1 to be reinforced, two ends of each fiber woven mesh 6 are wound on rubber rods 9, the rubber rods 9 are sleeved in aluminum alloy clamps 10, the aluminum alloy clamps 10 are fixedly connected with the anchoring backing plate 3, and one ends, close to each other, of two adjacent fiber woven meshes 6 of the same closed opening pull ring 8 are fixed on the same anchoring backing plate 3 through the aluminum alloy clamps 10; in the present invention, the selection of the width of each woven fiber net 6 requires comprehensive consideration of the conditions of the reinforcement region length, the shear strength of the anchor screw 4, the tension tonnage, etc., and the determination of the number of the stressed fiber bundles 7 included in each woven fiber net 6 is also the same. In the present embodiment, each fiber woven mesh 6 is subjected to a viscose sand hanging treatment, and the tensioning of all the closed tension rings 8 is performed in sequence, and during the tensioning, the outer and inner symmetrical tensioning construction is performed. Furthermore, the fiber woven mesh 6 of each fiber woven mesh 6 tensioning unit adopts a unidirectional grid and is formed by weaving mutually perpendicular carbon fiber wires and glass fiber wires, wherein the carbon fiber wires are adopted in the stressed direction, and the glass fiber wires are adopted in the unstressed direction.
The top layer ultrahigh-toughness cement-based reinforcing layer 5 is arranged on the surface of an arch rib of the splicing section 1 to be reinforced and is located above the closed opening pull ring 8, the top layer ultrahigh-toughness cement-based reinforcing layer 5 is the same as the bottom layer ultrahigh-toughness cement-based reinforcing layer 5, ultrahigh-toughness cement-based materials are adopted, the top layer ultrahigh-toughness cement-based reinforcing layer 5 is pressed and smeared in a reinforcing area of the splicing section 1 to be reinforced after tensioning of all the closed opening pull rings is completed, and concrete operation is that a structural interface agent for concrete is sprayed on the surface of the reinforcing area, then the prepared ultrahigh-toughness cement-based materials are uniformly pressed and smeared on the surface of the arch rib, and the surface is smoothed and leveled, so that compactness and flatness are ensured. Preferably, the thickness of the top ultra-high toughness cement-based reinforcing layer 5 is not more than 25mm, and when the thickness exceeds 25mm, a plurality of layers of the top ultra-high toughness cement-based reinforcing layers 5 are arranged for laminated plastering, and it should be noted that the plastering time interval between two adjacent layers of ultra-high toughness cement-based materials is subject to initial setting of the former layer of material.
Referring to fig. 2 and 3, the present invention further provides a box-type arch bridge arch foot section reinforcing structure, which includes an arch back reinforcing concrete layer 12, an anchoring backing plate 3, an anchoring screw rod 4, a bottom ECC material layer 13, a plurality of closed tension rings 8, a rubber rod 9, an aluminum alloy fixture 10 and a top ECC material layer 15.
The arch back reinforced concrete layer 12 is arranged on the arch back part of the arch foot section 11 to be reinforced; the anchoring backing plate 3 is arranged on the outer surfaces of the four sides of the arch leg section 11 to be reinforced and is fixedly connected to the arch leg section 11 to be reinforced in an inserting mode through an anchoring screw rod 4, wherein the anchoring backing plate 3 is not positioned at a chamfer angle part at an edge angle 2 of the arch leg section 11 to be reinforced, and the anchoring backing plate 3 is arranged on an arch back part of the arch leg section 11 to be reinforced by being fixedly connected to an arch back reinforced concrete layer 12; the utility model discloses, 3 snap-fits of anchor backing plate are on treating to consolidate the hunch foot section 11 or through fixing on hunch back reinforced concrete layer 12, whichever, and fixed mode specifically is gone on through following operation: use the percussion drill to drill on anchor backing plate 3, anchor backing plate 3 is placed in anchor position that marks in advance, utilizes anchor screw 4 to wear to establish the hole on anchor backing plate 3 and extend to and wait to consolidate the hunch foot section 11 or the fixed of the mode realization anchor backing plate 3 on the hunch back reinforced concrete layer 12, for the convenience of anchor backing plate 3's is fixed, and this embodiment preferably makes anchor backing plate 3 still glues through the structure and fixes and wait to consolidate hunch foot section 11, promptly, utilizes the structure to glue anchor backing plate 3 and fixes back on anchor position, adopts anchor screw 4 fixed, needs to explain that anchor backing plate 3 is fixed, need avoid original structure main muscle when fixed.
The bottom ECC material layer 13 is arranged on the outer surfaces of four sides of the arch foot section 11 to be reinforced, the arch back part is covered on the arch back reinforced concrete layer 12, the bottom ECC material layer 13 is made of an ECC material (ultra-high toughness cement-based material), the ultra-high toughness cement-based material is designed by taking cement or cement with filler or doping small-particle-size fine aggregate as a base body and taking short fiber as a reinforcing material, wherein the fiber doping amount does not exceed 2.5% of the total volume of the bottom ECC material, and the ultimate tensile strain of the ECC material is stabilized to be more than 1%; when the bottom ECC material layer 13 is actually coated, the structural interface agent is firstly sprayed, then the prepared bottom ECC material is uniformly pressed and coated on the surface of the reinforced area, and the peripheral edges and corners 2 of the arch leg sections 11 are chamfered in the pressing and coating process, wherein the radius of the chamfer is not less than 25 mm.
All the closed opening pull rings 8 are sequentially arranged along the length direction of the arch leg section 11 to be reinforced and are arranged on the outer side of the bottom ECC material layer 13, each closed opening pull ring 8 comprises four FRP (fiber reinforced plastic) nets 14, the four FRP nets 14 are respectively arranged on four sides of the arch leg section 11 to be reinforced, two ends of each FRP net 14 are wound on a rubber rod 9, the rubber rods 9 are sleeved in an aluminum alloy clamp 10, the aluminum alloy clamp 10 is fixedly connected with the anchoring backing plate 3, and one end, close to each other, of two adjacent FRP nets 14 of the same closed opening pull ring 8 is fixed on the same anchoring backing plate 3 through the aluminum alloy clamp 10; in the present invention, the selection of the width of each FRP net 14 requires comprehensive consideration of the conditions of the reinforcement area, the shear strength of the anchor screw 4, the tension tonnage, etc., and the determination of the number of the stressed fiber bundles 7 included in each FRP net 14 is also the same. In the present embodiment, the FRP web 14 is subjected to a viscose sand hanging treatment, and all the closed tension rings 8 are sequentially tensioned, and are symmetrically tensioned from the outside to the inside during tensioning. Further, the FRP mesh 14 is a unidirectional mesh woven by mutually perpendicular carbon fiber wires/glass fiber wires, wherein the carbon fiber wires are used in the stressed direction, and the glass fiber wires are used in the unstressed direction. Preferably, the thickness of the bottom layer ECC material layer 13 is not less than the thickness of the FRP mesh 14 and not more than 20 mm.
The top layer ECC material layer 15 is arranged on the surface of the leg segment 11 to be reinforced and above the opening closure tab 8. The top layer ECC material layer 15 is the same as the bottom layer ECC material layer 13, and all adopt the ECC material, the top layer ECC material layer 15 is after all closed tension rings 8 stretch-draw are accomplished, and then the reinforcement region of treating reinforcement arch foot section 11 is pressed and is smeared, and the concrete operation is that the top layer ECC material that prepares is even is pressed and is smeared on arch foot section 11 surface, and the receipts is smooth and is leveled, ensures closely knit degree and roughness, and the press-smearing time interval of top layer ECC material should be based on bottom layer ECC material initial set.
The above description is for the detailed description of the preferred possible embodiments of the present invention, but the embodiments are not intended to limit the scope of the present invention, and all equivalent changes or modifications accomplished under the technical spirit suggested by the present invention should fall within the scope of the present invention.
Claims (10)
1. The utility model provides a box arched bridge concatenation section reinforced structure which characterized in that: the device comprises an anchoring base plate, an anchoring screw, a bottom ultrahigh-toughness cement-based reinforcing layer, a top ultrahigh-toughness cement-based reinforcing layer, a plurality of closed opening-pulling rings, a rubber rod and an aluminum alloy clamp;
the anchoring backing plates are arranged on the outer surfaces of the four sides of the splicing section to be reinforced but are not positioned at the chamfer angle part of the edge of the splicing section to be reinforced, and the anchoring backing plates are inserted and fixedly connected on the splicing section to be reinforced through anchoring screws; the bottom ultra-high-toughness cement-based reinforcing layer is arranged at a chamfer part of the splicing section to be reinforced; all the closed tension rings are sequentially arranged along the length direction of the splicing section to be reinforced and are arranged on the outer side of the bottom ultrahigh-toughness cement-based reinforcing layer, each closed tension ring comprises four fiber woven meshes, the four fiber woven meshes are respectively arranged on four sides of the splicing section to be reinforced, two ends of each fiber woven mesh are wound on a rubber rod, the rubber rod is sleeved in an aluminum alloy clamp, the aluminum alloy clamp is fixedly connected with an anchoring base plate, and one end, close to each other, of two adjacent fiber woven meshes of the same closed tension ring is fixed on the same anchoring base plate through the aluminum alloy clamp; the top-layer ultrahigh-toughness cement-based reinforcing layer is arranged on the surface of an arch rib of the splicing section to be reinforced and is positioned above the closed tensioning ring.
2. A box arch bridge splicing section reinforcing structure according to claim 1, wherein: the anchoring backing plate is further fixed on the splicing section to be reinforced through structural adhesive.
3. A box arch bridge splicing section reinforcing structure according to claim 1, wherein: each fiber woven net is subjected to viscose sand hanging treatment.
4. A box arch bridge splicing section reinforcing structure according to claim 1, wherein: the thickness of the top layer ultrahigh-toughness cement-based reinforcing layer is not more than 25mm, and when the thickness of the top layer ultrahigh-toughness cement-based reinforcing layer exceeds 25mm, a plurality of layers of the top layer ultrahigh-toughness cement-based reinforcing layer are arranged.
5. A box arch bridge splicing section reinforcing structure according to claim 1, wherein: the fiber woven mesh of each fiber woven mesh tensioning unit is a unidirectional mesh and is formed by weaving mutually perpendicular carbon fiber wires and glass fiber wires, wherein the carbon fiber wires are adopted in the stress direction, and the glass fiber wires are adopted in the non-stress direction.
6. The utility model provides a box arch bridge hunch foot section reinforced structure which characterized in that: the device comprises an arch back reinforced concrete layer, an anchoring base plate, an anchoring screw, a bottom ECC material layer, a plurality of closed opening pull rings, a rubber rod, an aluminum alloy clamp and a top ECC material layer;
the arch back reinforced concrete layer is arranged on the arch back part of the arch foot section to be reinforced; the anchoring backing plate is arranged on the outer surfaces of the four sides of the arch leg section to be reinforced and is fixedly connected to the arch leg section to be reinforced in an inserting mode through an anchoring screw rod, wherein the anchoring backing plate is not located at a chamfer angle part of a corner of the arch leg section to be reinforced, and the anchoring backing plate is fixedly connected to the arch back reinforcing concrete layer and is arranged on the arch back part of the arch leg section to be reinforced; the bottom ECC material layer is arranged on the outer surfaces of the four sides of the arch foot section to be reinforced and covers the arch back reinforced concrete layer on the arch back part; all the closed tension rings are sequentially arranged along the length direction of the arch leg section to be reinforced and are arranged on the outer side of the bottom ECC material layer, each closed tension ring comprises four FRP nets, the four FRP nets are respectively arranged on four sides of the arch leg section to be reinforced, two ends of each FRP net are wound on a rubber rod, the rubber rod is sleeved in an aluminum alloy clamp, the aluminum alloy clamp is fixedly connected with an anchoring base plate, and one end, close to each other, of each two adjacent FRP nets of the same closed tension ring is fixed on the same anchoring base plate through the aluminum alloy clamp; the top ECC material layer is arranged on the surface of the arch leg section to be reinforced and is positioned above the closed tensioning ring.
7. A box-type arch bridge arch foot section reinforcing structure as set forth in claim 6, wherein: the anchoring backing plate is further fixed on the arch foot section to be reinforced through structural adhesive.
8. A box-type arch bridge arch foot section reinforcing structure as set forth in claim 6, wherein: the thickness of the bottom ECC material layer is not less than that of the FRP net and not more than 20 mm.
9. A box-type arch bridge arch foot section reinforcing structure as set forth in claim 6, wherein: and the FRP nets are all subjected to viscose sand hanging treatment.
10. A box-type arch bridge arch foot section reinforcing structure as set forth in claim 6, wherein: the FRP net adopts a unidirectional grid which is formed by weaving mutually perpendicular carbon fiber wires/glass fiber wires, wherein the carbon fiber wires are adopted in the stress direction, and the glass fiber wires are adopted in the non-stress direction.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202021647990.5U CN213389768U (en) | 2020-08-10 | 2020-08-10 | Box-type arch bridge splicing section and arch foot section reinforcing structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202021647990.5U CN213389768U (en) | 2020-08-10 | 2020-08-10 | Box-type arch bridge splicing section and arch foot section reinforcing structure |
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| CN213389768U true CN213389768U (en) | 2021-06-08 |
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