CN111155450A - Steel wire rope reinforcing system and method for bearing capacity of hogging moment area of continuous beam - Google Patents
Steel wire rope reinforcing system and method for bearing capacity of hogging moment area of continuous beam Download PDFInfo
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- CN111155450A CN111155450A CN202010070736.1A CN202010070736A CN111155450A CN 111155450 A CN111155450 A CN 111155450A CN 202010070736 A CN202010070736 A CN 202010070736A CN 111155450 A CN111155450 A CN 111155450A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
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- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
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Abstract
本发明提供一种连续梁负弯矩区承载力的钢丝绳加固系统及方法，在T型连续梁的梁体顶板表面，沿桥纵向方向，平行安装多组钢丝绳加固单元；每组所述钢丝绳加固单元包括锚固端钢板、锚固端锚具、锚固端锚头、张拉端钢板、张拉端锚具、张拉端锚头和多根钢丝绳；每根所述钢丝绳另一端穿过所述张拉端锚具的一个槽口后，其端头采用所述张拉端锚头固定；所述钢丝绳加固单元的上方，依次铺设现浇混凝土层和沥青混凝土层。优点为：本发明是一种针对连续梁负弯矩预应力不足进行加固的有效方式，采用钢丝绳对负弯矩预应力进行加固，和传统加固方式相比，本发明具有施工方便、安全性好、经济效益好等优点。
The invention provides a steel wire rope reinforcement system and method for the bearing capacity of the negative bending moment area of a continuous beam. On the surface of the top plate of the beam body of the T-shaped continuous beam, along the longitudinal direction of the bridge, multiple groups of steel wire rope reinforcement units are installed in parallel; The unit includes an anchoring end steel plate, an anchoring end anchoring device, an anchoring end anchor head, a tensioning end steel plate, a tensioning end anchoring device, a tensioning end anchor head and a plurality of steel wire ropes; the other end of each said steel wire rope passes through the tensioning end After a notch of the end anchor, its end is fixed by the tension end anchor; above the steel wire rope reinforcement unit, a cast-in-place concrete layer and an asphalt concrete layer are laid in sequence. The advantages are: the present invention is an effective way to reinforce the continuous beam with insufficient negative bending moment prestress, using steel wire ropes to reinforce the negative bending moment prestress, and compared with the traditional reinforcement method, the present invention has the advantages of convenient construction and good safety. , good economic benefits and so on.
Description
Technical Field
The invention belongs to the technical field of hogging moment area reinforcement, and particularly relates to a steel wire rope reinforcement system and method for bearing capacity of a hogging moment area of a continuous beam.
Background
In the girder type bridge with medium and small span in China, the prestressed concrete assembled continuous girder is one of the widely used structural forms in modern bridges. The load-bearing structure (T-shaped beam and box-shaped beam) of the continuous beam continuously spans several bridge spans to form a statically indeterminate structure, and the load-bearing structure has the advantages of large structural rigidity, small deformation, few expansion joints, smooth and comfortable travelling and the like, thereby being beneficial to meeting the requirements of modern high-speed travelling; compared with the simply supported beam with the same span, the continuous beam has small section size, light dead weight and less positive bending moment prestress steel beams.
The hogging moment prestressing force construction of continuous beam often appears the quality problem easily, leads to hogging moment prestressing force not enough, and the leading cause is as follows: (1) the hogging moment steel bundles mostly adopt prestressed flat corrugated pipes and flat anchor heads, and the pore passages are narrow and not beneficial to threading and grouting of the hogging moment steel bundles; (2) the hogging moment steel bundles mostly adopt a construction mode of tensioning the lower edge of the wing plate after the beam is erected, so that the operation is inconvenient and the safety risk is high; (3) the designed space between the top plate steel bar and the corrugated pipe is small, and the corrugated pipe has dislocation deviation in the horizontal direction and the vertical direction due to construction errors and disturbance generated during concrete pouring; (4) due to the fact that the construction period is short, the jack and the oil pressure gauge are not calibrated in time after the tensioning times of the jack are reached; (5) lack of quality responsibility and low technical level of field management, etc.
The insufficient hogging moment prestress of the continuous beam can cause the down-warping of the beam body, the occurrence of structural cracks and the weakening of the bearing capacity of the bridge, and can not meet the severe consequences of the design load grade traffic requirement and the like.
Therefore, aiming at the problem of insufficient hogging moment prestress of the continuous beam, a reinforcing method is needed to strengthen the bearing capacity of the hogging moment area. At present, the method for reinforcing the bearing capacity of the hogging moment area comprises the following steps: and after the bridge deck pavement is completely chiseled off, cutting off the original steel stranded wires in the beam body, laying new steel stranded wires or adding common steel bars in the beam body again, and finally, laying the bridge deck pavement again. This reinforcement method has the following disadvantages: the bridge deck pavement and the beam body below the bridge deck pavement are constructed, so that the problems of difficult construction, high construction cost, long construction period and the like are solved.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides a steel wire rope reinforcing system and method for the bearing capacity of a hogging moment area of a continuous beam, which can effectively solve the problems.
The technical scheme adopted by the invention is as follows:
the invention provides a steel wire rope reinforcing system for bearing capacity of a hogging moment area of a continuous beam, wherein a plurality of groups of steel wire rope reinforcing units are parallelly installed on the surface of a top plate of a beam body of a T-shaped continuous beam along the longitudinal direction of a bridge; each group of steel wire rope reinforcing units comprises an anchoring end steel plate, an anchoring end anchorage device, an anchoring end anchor head, a tensioning end steel plate, a tensioning end anchorage device, a tensioning end anchor head and a plurality of steel wire ropes;
fixedly mounting the anchoring end steel plate on one side of the surface of the top plate of the beam body; the surface of the anchoring end steel plate is fixedly welded with the anchoring end anchorage device; the anchorage device at the anchoring end is provided with a plurality of notches for the steel wire rope to pass through; the tensioning end steel plate is fixedly arranged on the other side of the surface of the top plate of the beam body; the surface of the tensioning end steel plate is fixedly welded with the tensioning end anchorage device; the anchorage device at the tensioning end is provided with a plurality of notches for the steel wire rope to pass through; the plurality of steel wire ropes are arranged in parallel along the longitudinal direction of the bridge, and one end of each steel wire rope penetrates through one notch of the anchoring end anchorage device, and then the end head of each steel wire rope is fixed by the anchoring end anchorage head; after the other end of each steel wire rope penetrates through one notch of the tensioning end anchorage device, the end head of each steel wire rope is fixed by the tensioning end anchorage head; and a cast-in-place concrete layer and an asphalt concrete layer are sequentially paved above the steel wire rope reinforcing unit.
Preferably, the lengths of the steel wire rope reinforcing units in each group are different, and the steel wire rope reinforcing units and the short steel wire rope reinforcing units are alternately arranged.
Preferably, the wire rope reinforcing unit has 20 wire ropes.
Preferably, the steel wire rope reinforcing units are arranged in a layered mode, and a plurality of groups of steel wire rope reinforcing units are arranged in parallel on the lower layer; then, a plurality of groups of steel wire rope reinforcing units are arranged on the upper layer in parallel.
Preferably, the steel wire rope is a stainless steel wire rope or a galvanized steel wire rope.
Preferably, the distance between the steel wire ropes is 2 cm.
The invention also provides a reinforcing method of the steel wire rope reinforcing system based on the bearing capacity of the hogging moment area of the continuous beam, which comprises the following steps:
1, chiseling off an asphalt concrete layer in a bridge deck pavement layer of a hogging moment area reinforcing area for a continuous beam needing hogging moment area reinforcing;
2, chiseling off a cast-in-place concrete layer in the bridge deck pavement layer of the hogging moment area reinforcing area to expose the surface of the beam body top plate;
the construction method of each group of steel wire rope reinforcing units comprises the following steps:
step 3.1, polishing the substrate of the left anchoring end on the surface of the top plate of the beam body; then, an anchoring end steel plate is adhered to the anchoring end groove; fixedly welding an anchorage device at the anchoring end on the surface of the steel plate at the anchoring end;
polishing the substrate of the tensioning end on the surface of the top plate of the beam body; then, a stretching end steel plate is stuck to the stretching end groove; fixedly welding a tensioning end anchorage device on the surface of the tensioning end steel plate;
3.2, blanking the steel wire ropes according to the lengths of the steel wire ropes in the design drawing to obtain a plurality of steel wire ropes with required lengths;
3.3, after one end of the steel wire rope passes through one notch of the anchoring end anchorage device, the end head of the steel wire rope is fixed by the anchoring end anchorage head; the other end of the steel wire rope passes through a notch of the tensioning end anchorage device, and the end head of the steel wire rope is fixed by the tensioning end anchorage head. Then, stretching the steel wire rope in N sections segment by segment according to the stretching control stress in the design drawing, wherein the final stretching control stress of the steel wire rope is between 0.4 times of the standard value of the tensile strength and 0.6 times of the standard value of the tensile strength; applying a pre-compression stress along the longitudinal direction of the bridge through the steel wire rope to resist a tensile stress generated under the action of a load, thereby realizing the improvement of the bearing capacity of the structural continuous beam bridge;
Preferably, in step 3, the arrangement manner of the multiple groups of steel wire rope reinforcing units is as follows:
for the wide beam, a single-layer five-group steel wire rope reinforcing unit is arranged in parallel along the longitudinal direction of a top plate of a beam body; the center of each steel wire rope reinforcing unit is center line; each group of steel wire rope reinforcing units are alternately arranged in a long steel wire rope mode and a short steel wire rope mode, so that a mode that the applied pre-stress breaking surface is gradually reduced towards the left side and the right side of the center line of is formed;
for narrow beams, three groups of steel wire rope reinforcing units with equal length are arranged in parallel on the lower layer along the longitudinal direction of a top plate of a beam body; the center of each lower steel wire rope reinforcing unit is the center line of the pier; then, the lower layer steel wire rope reinforcing unit is paved and poured by adopting concrete; two groups of steel wire rope reinforcing units with the same length are arranged on the upper layer in parallel; the centers of the steel wire rope reinforcing units on the upper layer of each group are central lines; in addition, the length of the steel wire rope of the lower steel wire rope reinforcing unit is greater than that of the upper steel wire rope reinforcing unit; thereby forming a form that center line is towards the left and right sides, and the applied pre-stress section is gradually reduced.
The steel wire rope reinforcing system and method for the bearing capacity of the hogging moment area of the continuous beam have the following advantages:
1. the design concept is clear, and the reinforcement effect is clear;
2. the single steel wire rope has small tension force and good construction safety;
3. only the asphalt concrete and the cast-in-place concrete layer at the pavement and reinforcement construction part of the bridge deck are chiseled out, and the original steel stranded wires and other parts in the beam body are not required to be damaged, so that the construction range is small, the construction is convenient, and the economic benefit is good;
4. after the reinforcing construction is finished, the original chiseled concrete layer is repaired by adopting early strength concrete, so that the traffic can be recovered as soon as possible; therefore, the reinforcing mode has strong practical and practical significance.
Drawings
FIG. 1 is a schematic structural view of a wire rope reinforcement unit;
FIG. 2 is a floor plan of a wide beam wire rope reinforcement system;
FIG. 3 is a cross-sectional view of a wide beam wire rope reinforcement system;
FIG. 4 is a floor plan view of a narrow beam wire rope reinforcement system;
FIG. 5 is a cross-sectional view of a narrow beam wire rope reinforcement system;
FIG. 6 is a schematic view of the construction of the anchor;
fig. 7 is a schematic view of the structure of the anchor head.
Wherein:
1-a steel wire rope; 2-anchoring end steel plate; 3-anchoring end anchorage; 4-anchoring end anchor head; 5-stretching the end steel plate; 6-tensioning end anchorage device; 7-tensioning end anchor head; 8-T beam body; 9-asphalt concrete layer; 10-casting a concrete layer in situ; 11-a steel wire rope reinforcing unit; 12-beam body top plate;
Detailed Description
In order to make the technical problems, technical solutions and advantageous effects solved by the present invention more clearly apparent, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The invention provides a steel wire rope reinforcing system and method for bearing capacity of a hogging moment area of a continuous beam, belongs to the field of reinforcing and maintaining of bridge engineering, is applied to reinforcing treatment in the operation process of the bridge engineering, is an effective mode for reinforcing the deficiency of hogging moment prestress of the continuous beam, and adopts a steel wire rope to reinforce the hogging moment prestress.
Referring to fig. 1 to 7, the steel wire rope reinforcing system for the bearing capacity of the hogging moment area of the continuous beam is as follows: a plurality of groups of steel wire rope reinforcing units are arranged on the surface of a beam body top plate of the T-shaped continuous beam in parallel along the longitudinal direction of the bridge; each group of steel wire rope reinforcing units comprises an anchoring end steel plate, an anchoring end anchorage device, an anchoring end anchor head, a tensioning end steel plate, a tensioning end anchorage device, a tensioning end anchor head and a plurality of steel wire ropes;
fixedly mounting the anchoring end steel plate on one side of the surface of the top plate of the beam body; the surface of the anchoring end steel plate is fixedly welded with the anchoring end anchorage device; the anchorage device at the anchoring end is provided with a plurality of notches for the steel wire rope to pass through; the tensioning end steel plate is fixedly arranged on the other side of the surface of the top plate of the beam body; the surface of the tensioning end steel plate is fixedly welded with the tensioning end anchorage device; the anchorage device at the tensioning end is provided with a plurality of notches for the steel wire rope to pass through; the plurality of steel wire ropes are arranged in parallel along the longitudinal direction of the bridge, and one end of each steel wire rope penetrates through one notch of the anchoring end anchorage device, and then the end head of each steel wire rope is fixed by the anchoring end anchorage head; after the other end of each steel wire rope penetrates through one notch of the tensioning end anchorage device, the end head of each steel wire rope is fixed by the tensioning end anchorage head; and a cast-in-place concrete layer and an asphalt concrete layer are sequentially paved above the steel wire rope reinforcing unit.
In practical application, according to the wide beam and the narrow beam, the steel wire rope reinforcing unit can specifically adopt different arrangement modes:
2-3, which are layout views of a wide beam wire rope reinforcement system; for the wide beam, the lengths of the steel wire rope reinforcing units in each group are different, and the steel wire rope reinforcing units and the short steel wire rope reinforcing units are alternately arranged. For example, five single-layer sets of wire rope reinforcement units are arranged, each set having 20 wire ropes.
4-5, which are layout views of a narrow beam wire rope reinforcement system; for narrow beams, the steel wire rope reinforcing units are arranged in a layered mode, and a plurality of groups of steel wire rope reinforcing units, for example, three groups, are arranged in parallel on the lower layer; then, a plurality of groups of steel wire rope reinforcing units are arranged in parallel on the upper layer, for example, two groups on the upper layer. Each set of the wire rope reinforcing units has 20 wire ropes.
The steel wire rope can adopt a high-strength stainless steel wire rope or a galvanized steel wire rope; the final control stress of the prestressed high-strength steel wire rope can be 0.4 times of the standard value of the tensile strength to 0.6 times of the standard value of the tensile strength; in order to facilitate construction and reinforcement effect, the distance between the steel wire ropes is 2 cm.
By adopting the arrangement mode, the is formed in a mode that the applied pre-stress section is gradually reduced towards the left side and the right side of the central line.
The material requirements are as follows: the steel wire rope can adopt stainless steelThe standard value of the tensile strength of the stainless steel wire rope is not less than 1770MPa, and the standard value of the tensile strength of the galvanized wire rope is not less than 1650 MPa; the stainless steel wire rope has an elastic modulus not less than 1.10 x 105MPa, the elastic modulus of the galvanized steel wire rope is not less than 1.40 multiplied by 105MPa; the elongation of the stainless steel wire rope is not less than 1.6 percent, and the elongation of the galvanized wire rope is not less than 2.1 percent; the steel wire rope should have good rust-proofing ability.
The method for reinforcing the bearing capacity of the hogging moment hoisting bridge by using the steel wire ropes can replace the existing reinforcing method with insufficient hogging moment prestress, and has clear design concept, convenient construction, good safety and good economic benefit.
The invention also provides a reinforcing method of the steel wire rope reinforcing system based on the bearing capacity of the hogging moment area of the continuous beam, which comprises the following steps:
1, chiseling off an asphalt concrete layer in a bridge deck pavement layer of a hogging moment area reinforcing area for a continuous beam needing hogging moment area reinforcing;
2, chiseling off a cast-in-place concrete layer in the bridge deck pavement layer of the hogging moment area reinforcing area to expose the surface of the beam body top plate;
the construction method of each group of steel wire rope reinforcing units comprises the following steps:
step 3.1, polishing the substrate of the left anchoring end on the surface of the top plate of the beam body; then, an anchoring end steel plate is adhered to the anchoring end groove; fixedly welding an anchorage device at the anchoring end on the surface of the steel plate at the anchoring end;
polishing the substrate of the tensioning end on the surface of the top plate of the beam body; then, a stretching end steel plate is stuck to the stretching end groove; fixedly welding a tensioning end anchorage device on the surface of the tensioning end steel plate;
3.2, blanking the steel wire ropes according to the lengths of the steel wire ropes in the design drawing to obtain a plurality of steel wire ropes with required lengths;
3.3, after one end of the steel wire rope passes through one notch of the anchoring end anchorage device, the end head of the steel wire rope is fixed by the anchoring end anchorage head; the other end of the steel wire rope passes through a notch of the tensioning end anchorage device, and the end head of the steel wire rope is fixed by the tensioning end anchorage head. Then, stretching the steel wire rope section by section in N sections according to the stretching control stress in the design drawing, wherein N is more than or equal to 2 and less than or equal to 5 according to the specific reinforcement condition; wherein the final tension control stress of the steel wire rope is between 0.4 times of the standard value of the tensile strength and 0.6 times of the standard value of the tensile strength; applying a pre-compression stress along the longitudinal direction of the bridge through the steel wire rope to resist a tensile stress generated under the action of a load, thereby realizing the improvement of the bearing capacity of the structural continuous beam bridge;
in step 3, the arrangement mode of the multiple groups of steel wire rope reinforcing units is as follows:
for the wide beam, a single-layer five-group steel wire rope reinforcing unit is arranged in parallel along the longitudinal direction of a top plate of a beam body; the center of each steel wire rope reinforcing unit is center line; each group of steel wire rope reinforcing units are alternately arranged in a long steel wire rope mode and a short steel wire rope mode, so that a mode that the applied pre-stress breaking surface is gradually reduced towards the left side and the right side of the center line of is formed;
for narrow beams, three groups of steel wire rope reinforcing units with equal length are arranged in parallel on the lower layer along the longitudinal direction of a top plate of a beam body; the center of each lower steel wire rope reinforcing unit is the center line of the pier; then, the lower layer steel wire rope reinforcing unit is paved and poured by adopting concrete; two groups of steel wire rope reinforcing units with the same length are arranged on the upper layer in parallel; the centers of the steel wire rope reinforcing units on the upper layer of each group are central lines; in addition, the length of the steel wire rope of the lower steel wire rope reinforcing unit is greater than that of the upper steel wire rope reinforcing unit; thereby forming a form that center line is towards the left and right sides, and the applied pre-stress section is gradually reduced.
The steel wire rope reinforcing system and method for the bearing capacity of the hogging moment area of the continuous beam have the following advantages:
the steel wire rope reinforcing system and method for the bearing capacity of the hogging moment area of the continuous beam are completely different from the traditional reinforcing mode, are a newly designed reinforcing mode aiming at the insufficient hogging moment, and can be used for: 1. the method can be adopted when a certain span beam section is replaced; 2. when the hogging moment prestress is insufficient, reinforcement can be adopted; 3. the beam body is warped and cracked downwards, and can be used when the bearing capacity is improved.
The invention has the following advantages:
1. the design concept is clear, and the reinforcement effect is clear;
2. the single steel wire rope has small tension force and good construction safety;
3. only the asphalt concrete and the cast-in-place concrete layer at the pavement and reinforcement construction part of the bridge deck are chiseled out, and the original steel stranded wires and other parts in the beam body are not required to be damaged, so that the construction range is small, the construction is convenient, and the economic benefit is good;
4. after the reinforcing construction is finished, the original chiseled concrete layer is repaired by adopting early strength concrete, so that the traffic can be recovered as soon as possible; therefore, the reinforcing mode has strong practical and practical significance.
The foregoing is only a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, various modifications and improvements can be made without departing from the principle of the present invention, and such modifications and improvements should also be considered within the scope of the present invention.
Claims (8)
1. A steel wire rope reinforcing system for bearing capacity of a hogging moment area of a continuous beam is characterized in that a plurality of groups of steel wire rope reinforcing units are parallelly installed on the surface of a top plate of a beam body of a T-shaped continuous beam along the longitudinal direction of a bridge; each group of steel wire rope reinforcing units comprises an anchoring end steel plate, an anchoring end anchorage device, an anchoring end anchor head, a tensioning end steel plate, a tensioning end anchorage device, a tensioning end anchor head and a plurality of steel wire ropes;
fixedly mounting the anchoring end steel plate on one side of the surface of the top plate of the beam body; the surface of the anchoring end steel plate is fixedly welded with the anchoring end anchorage device; the anchorage device at the anchoring end is provided with a plurality of notches for the steel wire rope to pass through; the tensioning end steel plate is fixedly arranged on the other side of the surface of the top plate of the beam body; the surface of the tensioning end steel plate is fixedly welded with the tensioning end anchorage device; the anchorage device at the tensioning end is provided with a plurality of notches for the steel wire rope to pass through; the plurality of steel wire ropes are arranged in parallel along the longitudinal direction of the bridge, and one end of each steel wire rope penetrates through one notch of the anchoring end anchorage device, and then the end head of each steel wire rope is fixed by the anchoring end anchorage head; after the other end of each steel wire rope penetrates through one notch of the tensioning end anchorage device, the end head of each steel wire rope is fixed by the tensioning end anchorage head; and a cast-in-place concrete layer and an asphalt concrete layer are sequentially paved above the steel wire rope reinforcing unit.
2. The steel wire rope reinforcement system for the bearing capacity of the hogging moment area of the continuous beam as claimed in claim 1, wherein the lengths of the steel wire rope reinforcement units of each group are different and are arranged in an alternating manner of long steel wire rope reinforcement units and short steel wire rope reinforcement units.
3. The steel wire rope reinforcement system for load carrying capacity of hogging moment region of continuous beam of claim 1, wherein the steel wire rope reinforcement unit has 20 steel wire ropes.
4. The steel wire rope reinforcing system for the bearing capacity of the hogging moment area of the continuous beam as claimed in claim 1, wherein the steel wire rope reinforcing units are arranged in a layered manner, and a plurality of groups of steel wire rope reinforcing units are arranged in parallel on the lower layer; then, a plurality of groups of steel wire rope reinforcing units are arranged on the upper layer in parallel.
5. The steel wire rope reinforcement system for bearing capacity of hogging moment areas of continuous beams as claimed in claim 1, wherein the steel wire rope is stainless steel wire rope or galvanized steel wire rope.
6. The steel wire rope reinforcement system for the bearing capacity of the hogging moment area of the continuous beam as claimed in claim 1, wherein the distance between the steel wire ropes is 2 cm.
7. A method for reinforcing a steel wire rope reinforcing system based on the bearing capacity of the hogging moment area of the continuous beam as defined in any one of claims 1-6, which is characterized by comprising the following steps:
1, chiseling off an asphalt concrete layer in a bridge deck pavement layer of a hogging moment area reinforcing area for a continuous beam needing hogging moment area reinforcing;
2, chiseling off a cast-in-place concrete layer in the bridge deck pavement layer of the hogging moment area reinforcing area to expose the surface of the beam body top plate;
step 3, installing a plurality of groups of steel wire rope reinforcing units on the surface of the top plate of the beam body in parallel along the longitudinal direction of the bridge according to the designed lengths;
the construction method of each group of steel wire rope reinforcing units comprises the following steps:
step 3.1, polishing the substrate of the left anchoring end on the surface of the top plate of the beam body; then, an anchoring end steel plate is adhered to the anchoring end groove; fixedly welding an anchorage device at the anchoring end on the surface of the steel plate at the anchoring end;
polishing the substrate of the tensioning end on the surface of the top plate of the beam body; then, a stretching end steel plate is stuck to the stretching end groove; fixedly welding a tensioning end anchorage device on the surface of the tensioning end steel plate;
3.2, blanking the steel wire ropes according to the lengths of the steel wire ropes in the design drawing to obtain a plurality of steel wire ropes with required lengths;
3.3, after one end of the steel wire rope passes through one notch of the anchoring end anchorage device, the end head of the steel wire rope is fixed by the anchoring end anchorage head; the other end of the steel wire rope passes through a notch of the tensioning end anchorage device, and the end head of the steel wire rope is fixed by the tensioning end anchorage head. Then, stretching the steel wire rope in N sections segment by segment according to the stretching control stress in the design drawing, wherein the final stretching control stress of the steel wire rope is between 0.4 times of the standard value of the tensile strength and 0.6 times of the standard value of the tensile strength; applying a pre-compression stress along the longitudinal direction of the bridge through the steel wire rope to resist a tensile stress generated under the action of a load, thereby realizing the improvement of the bearing capacity of the structural continuous beam bridge;
step 4, then, laying a cast-in-place concrete layer on the steel wire rope reinforcing unit; then, paving an asphalt concrete layer on the cast-in-place concrete layer.
8. The reinforcing method of the steel wire rope reinforcing system based on the bearing capacity of the hogging moment area of the continuous beam as claimed in claim 7, wherein in step 3, the arrangement of the plurality of groups of steel wire rope reinforcing units is as follows:
for the wide beam, a single-layer five-group steel wire rope reinforcing unit is arranged in parallel along the longitudinal direction of a top plate of a beam body; the center of each steel wire rope reinforcing unit is center line; each group of steel wire rope reinforcing units are alternately arranged in a long steel wire rope mode and a short steel wire rope mode, so that a mode that the applied pre-stress breaking surface is gradually reduced towards the left side and the right side of the center line of is formed;
for narrow beams, three groups of steel wire rope reinforcing units with equal length are arranged in parallel on the lower layer along the longitudinal direction of a top plate of a beam body; the center of each lower steel wire rope reinforcing unit is the center line of the pier; then, the lower layer steel wire rope reinforcing unit is paved and poured by adopting concrete; two groups of steel wire rope reinforcing units with the same length are arranged on the upper layer in parallel; the centers of the steel wire rope reinforcing units on the upper layer of each group are central lines; in addition, the length of the steel wire rope of the lower steel wire rope reinforcing unit is greater than that of the upper steel wire rope reinforcing unit; thereby forming a form that center line is towards the left and right sides, and the applied pre-stress section is gradually reduced.
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| CN202010070736.1A CN111155450A (en) | 2020-01-21 | 2020-01-21 | Steel wire rope reinforcing system and method for bearing capacity of hogging moment area of continuous beam |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113581741A (en) * | 2021-08-05 | 2021-11-02 | 无锡百年通工业输送有限公司 | Steel wire rope core tubular conveyer belt |
| CN114808767A (en) * | 2022-05-19 | 2022-07-29 | 安徽省交通控股集团有限公司 | A kind of steel wire rope hoop prestressing construction method |
| WO2025077207A1 (en) * | 2023-10-09 | 2025-04-17 | 中交特种工程有限公司 | Refined active reinforcement method and device based on reverse stress flow |
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| CN113581741A (en) * | 2021-08-05 | 2021-11-02 | 无锡百年通工业输送有限公司 | Steel wire rope core tubular conveyer belt |
| CN114808767A (en) * | 2022-05-19 | 2022-07-29 | 安徽省交通控股集团有限公司 | A kind of steel wire rope hoop prestressing construction method |
| CN114808767B (en) * | 2022-05-19 | 2025-08-15 | 安徽省交通控股集团有限公司 | Circumferential prestress construction method for steel wire rope |
| WO2025077207A1 (en) * | 2023-10-09 | 2025-04-17 | 中交特种工程有限公司 | Refined active reinforcement method and device based on reverse stress flow |
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Application publication date: 20200515 |