CN114033102A - Large-span prestressed beam structure and construction method thereof - Google Patents
Large-span prestressed beam structure and construction method thereof Download PDFInfo
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- CN114033102A CN114033102A CN202111559339.1A CN202111559339A CN114033102A CN 114033102 A CN114033102 A CN 114033102A CN 202111559339 A CN202111559339 A CN 202111559339A CN 114033102 A CN114033102 A CN 114033102A
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- 210000002435 tendon Anatomy 0.000 claims abstract description 71
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- 230000001681 protective effect Effects 0.000 claims abstract description 22
- 229910000831 Steel Inorganic materials 0.000 claims description 24
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- 238000010521 absorption reaction Methods 0.000 claims description 2
- 238000000034 method Methods 0.000 description 22
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- 238000007689 inspection Methods 0.000 description 7
- 239000002184 metal Substances 0.000 description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 4
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/20—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members
- E04C3/26—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members prestressed
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/02—Reinforcing elements of metal, e.g. with non-structural coatings of low bending resistance
- E04C5/03—Reinforcing elements of metal, e.g. with non-structural coatings of low bending resistance with indentations, projections, ribs, or the like, for augmenting the adherence to the concrete
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/16—Auxiliary parts for reinforcements, e.g. connectors, spacers, stirrups
- E04C5/162—Connectors or means for connecting parts for reinforcements
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/02—Conveying or working-up concrete or similar masses able to be heaped or cast
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/12—Mounting of reinforcing inserts; Prestressing
- E04G21/122—Machines for joining reinforcing bars
- E04G21/123—Wire twisting tools
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/12—Mounting of reinforcing inserts; Prestressing
- E04G2021/128—Prestressing each strand of a cable one by one to the same tension
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Mechanical Engineering (AREA)
- Rod-Shaped Construction Members (AREA)
Abstract
The invention discloses a large-span prestressed beam structure and a construction method thereof, wherein the structure comprises the following components: a main beam; the two secondary beams are oppositely arranged and connected to one side surface of the main beam; the haunching structure is connected between the inner side of the secondary beam and the side surface of the main beam in a supporting manner; the prestressed tendon comprises a straight section and a bending section, the straight section is embedded in the main beam and arranged between the two secondary beams, the bending section is embedded in the main beam and connected to one end of the straight section, and the other end of the bending section penetrates through the secondary beams and the haunched structure and extends to the outer sides of the secondary beams; and the sheath structure comprises a rigid protective cylinder and energy-absorbing materials, the rigid protective cylinder is embedded in the haunching structure and penetrates through the haunching structure, the rigid protective cylinder is provided with two closed ends, the closed ends are provided with through holes, the bending sections penetrate through the through holes at the two ends of the rigid protective cylinder, and the energy-absorbing materials are filled between the bending sections and the inner wall of the rigid protective cylinder. The invention solves the problem that the prestress of the large-span prestressed beam is easy to extrude and damage the concrete structure at the turning or bending section.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a large-span prestressed beam structure and a construction method thereof.
Background
With the development of social economy and building technology, large public buildings such as airport terminals, convention and exhibition centers, stadiums and the like are more and more, the building scale is larger and larger, and architects want few or no seams in the buildings due to the attractive appearance and the use requirements of the buildings, so that the ultra-long concrete structures are more and more.
The forming quality of concrete is crucial to concrete structures, wherein crack control is the key to the quality control of concrete, and the crack of concrete is an important factor causing the accelerated deterioration and even the failure of concrete. The generation of concrete cracks not only influences the safety of the member, but also continuously evolves under the action of external load within the service life of the structure, and the existence of the cracks can influence the durability and the safety of the whole building. In addition, the cracks increase the permeability of the concrete, and harmful substances in the environment easily permeate into the interior of the concrete through the cracks, so that the passivation film of the steel bar is damaged early to generate corrosion. Therefore, the control of the crack of the ultra-long concrete structure is the focus of the current engineering design and construction attention.
The traditional crack control of large-scale terminal building concrete is commonly carried out by a post-cast strip method, and the post-cast strip method brings about the prominent problems of prolonged construction period, difficulty in guaranteeing the concrete pouring quality of the post-cast strip and the like while playing the role of crack control.
In order to overcome the defects of the post-cast strip method (namely the construction period is long and the post-cast strip concrete pouring quality is difficult to guarantee), a 'skip method' appears in the concrete construction process of the large-scale airport building, the seamless construction technology of the 'skip method' is adopted to replace the construction of the 'post-cast strip method', the problems caused by the construction of the 'post-cast strip method' can be effectively overcome, and the construction quality can be ensured and the rapid construction can be realized. After the post-cast strip is cancelled, the length of the prestressed tendon of the prestressed beam is increased, and the prestressed overstretching amount is increased.
Due to the large span of the prestressed girder and the prestressing of the prestressed girder in sections, i.e. the prestressed girders arranged in one direction are not prestressed in their entirety, but only in a certain section of the girder. However, both ends of the tendon of the prestressed girder (i.e., both ends of the girder to be prestressed) are exposed after being bent to some extent, and then prestressed is applied from the exposed portions of both ends of the tendon.
In the bending section of the prestressed tendon, because the length of the prestressed tendon is long, the prestressed overstretching amount is increased, the stress concentration phenomenon can occur at the turning or bending part of the prestressed tendon due to larger prestress, and the prestress at the turning part is transmitted to the concrete structure, so that very large extrusion force can be formed on the solidified concrete structure, the condition that the concrete structure is extruded and damaged and cracked can be easily caused, and the quality of the concrete structure is unqualified on one hand.
Disclosure of Invention
In order to overcome the defects of the prior art, a large-span prestressed beam structure and a construction method thereof are provided so as to solve the problem that the prestress of the large-span prestressed beam is easy to extrude and damage a concrete structure at a turning or bending section.
In order to achieve the above object, there is provided a large-span prestressed girder structure, including:
a main beam;
the two secondary beams are oppositely arranged and connected to one side surface of the main beam;
the haunching structure is supported and connected between the inner side of the secondary beam and the side surface of the main beam;
the prestressed tendon comprises a straight section and a bent section, wherein the straight section is embedded in the main beam and is arranged between the two secondary beams, the bent section is embedded in the main beam and is connected to one end of the straight section, and the other end of the bent section penetrates through the secondary beams and the haunched structure and extends to the outer sides of the secondary beams; and
the sheath structure comprises a rigid protective tube and an energy-absorbing material, the rigid protective tube is embedded in the haunching structure and penetrates through the haunching structure, the rigid protective tube is provided with two opposite closed ends, the closed ends are provided with through holes, the bending section penetrates through the through holes in the two closed ends of the rigid protective tube, and the energy-absorbing material is filled between the bending section and the inner wall of the rigid protective tube.
Further, the rigid casing includes:
the energy absorption material is filled between the inner wall of the steel pipe and the bending section; and
the cover plate is detachably arranged at the opening end, and the cover plate is provided with the through hole.
Further, the periphery of the cover plate is provided with external threads, the opening end is provided with internal threads matched with the external threads, and the cover plate is connected to the opening end in a threaded mode.
Furthermore, the outer wall of the steel pipe is formed with spiral anti-skidding lines.
Furthermore, the outer wall of the steel pipe is provided with a convex column.
Further, the protruding column is conical.
Further, the energy-absorbing material is a rubber layer.
Further, the energy-absorbing material is a foam layer.
The invention provides a construction method of a large-span prestressed beam structure, which comprises the following steps:
pouring a main beam, pouring two secondary beams on one side surface of the main beam for connection, pouring an armpit structure between the inner side of each secondary beam and the side surface of the main beam, enabling the armpit structure to be supported and connected with the inner side of each secondary beam and the side surface of the main beam, embedding a sheath structure in the armpit structure when the main beam, the secondary beams and the armpit structure are poured, embedding a straight section of a prestressed tendon in the main beam, embedding one end of a bent section of the prestressed tendon in the main beam, and enabling the other end of the bent section to penetrate through the through holes at the two closed ends of the rigid protective cylinder of the sheath structure and extend into the secondary beams, so that the other end of the bent section penetrates through the secondary beams and the armpit structure and extends to the outer sides of the secondary beams;
and tensioning the prestressed tendons after the concrete strength of the main beam, the secondary beam and the haunching structure reaches the standard.
The large-span prestressed beam structure has the advantages that the prestressed main beam and the secondary beam are connected with each other, the secondary beam is arranged at two ends of the main beam, the auxiliary beam is arranged at the intersection of the secondary beam and the main beam, the auxiliary beam and the main beam are synchronously poured, the prestressed main beam, the auxiliary beam and the secondary beam are internally embedded with prestressed tendons, the bending sections of the prestressed tendons are embedded in the auxiliary beam and the secondary beam, so that two ends of the prestressed tendons can penetrate out of the main beam and then penetrate through the auxiliary beam, and finally penetrate out of the side faces of the secondary beam at two ends of the main beam, two ends of the prestressed tendons respectively penetrate out of the prestressed main beam, the auxiliary beam and the side faces of the secondary beam, wherein a sheath structure is also embedded in the auxiliary beam, the sheath structure is sleeved outside the prestressed tendons, and the inner wall of the rigid protective cylinder of the sheath structure is arranged in a clearance with the outer wall of the prestressed tendons, elastic energy-absorbing materials are filled between the outer wall of the prestressed tendon and the inner wall of the rigid casing, wherein the rigid casing and the bending section are coaxially arranged and have consistent bending angles, and the position of the bending section of the rigid casing is matched with the position of the bending section of the prestressed tendon, so that after the prestressed tendon is tensioned by applying prestress, the stress formed at the bending section of the prestressed tendon after applying the prestress is transmitted to the elastic energy-absorbing materials between the outer wall of the prestressed tendon and the rigid casing, thereby dispersing and offsetting the shape change brought by the prestressed tendon when applying the prestress by the elastic energy-absorbing materials, dispersing and offsetting the generated stress by the elastic energy-absorbing materials, dispersing and offsetting the residual stress by the rigid casing made of hard materials, therefore, the stress generated at the bending part of the prestressed tendon can not be transmitted to the concrete of the haunching structure basically, thereby preventing the concrete of the haunching structure from being damaged and cracked.
Drawings
Other features, objects and advantages of the present application will become more apparent upon reading of the following detailed description of non-limiting embodiments thereof, made with reference to the accompanying drawings in which:
fig. 1 is a schematic structural view of a long-span prestressed beam structure according to an embodiment of the present invention.
Fig. 2 is a schematic structural diagram of a sheath structure according to an embodiment of the present invention.
Detailed Description
The present application will be described in further detail with reference to the following drawings and examples. It is to be understood that the specific embodiments described herein are merely illustrative of the relevant invention and not restrictive of the invention. It should be noted that, for convenience of description, only the portions related to the present invention are shown in the drawings.
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict. The present application will be described in detail below with reference to the embodiments with reference to the attached drawings.
Referring to fig. 1 and 2, the present invention provides a large-span prestressed girder structure, including: the main beam 1, the secondary beam 2, the haunch structure 3, the prestressed tendons 4 and the sheath structure 5.
In this embodiment, the main beam is an ultra-long large-span prestressed beam. The main beam is provided with prestressed tendons in sections.
The secondary beam 2 is connected to one side of the main beam 1. The secondary beams 2 are oppositely arranged.
The haunch structure 3 is supported and connected between the inner side of the secondary beam 2 and the side surface of the main beam 1. The haunch structure 3 is a horizontal haunch structure arranged in the horizontal direction.
The tendon 4 includes a straight section and a bent section. In this embodiment, the straight section is embedded in the main beam 1. The straight section is arranged along the length direction of the main beam and is arranged between the secondary beams 2. One end of the bending section is embedded in the main beam 1 and connected to one end of the straight section, and the other end of the bending section sequentially penetrates through the haunch structure 3 and the secondary beam 2 and extends to the outer side of the secondary beam 2. The other end of the bending section is exposed outside the secondary beam.
The jacket structure 5 comprises a rigid sheath 51 and an energy absorbing material 52. The rigid casing 51 is embedded in the haunch structure 3 and penetrates the haunch structure 3. The rigid casing 51 has opposite closed ends. The closed end of the rigid casing 51 is perforated. The bending section is arranged through the through holes at the two closed ends of the rigid casing 51. The energy-absorbing material 52 is filled between the bending section and the inner wall of the rigid casing 51.
The invention relates to a large-span prestressed beam structure, wherein a prestressed main beam and a secondary beam are connected with each other, the secondary beam is arranged at two ends of the main beam, an armoring structure is arranged at the intersection of the secondary beam and the main beam, the armoring structure and the main beam are synchronously poured, prestressed tendons are pre-embedded in the prestressed main beam, the armoring structure and the secondary beam, bending sections of the prestressed tendons are embedded in the armoring structure and the secondary beam, so that two ends of the prestressed tendons can penetrate out of the main beam and then penetrate through the armoring structure, and finally penetrate out from the side surfaces of the secondary beam at two ends of the main beam, two ends of the prestressed tendons respectively penetrate out of the prestressed main beam, the armoring structure and the secondary beam and penetrate out from the side surfaces of the secondary beam, wherein a sheath structure is pre-embedded in the armoring structure, the sheath structure is sleeved outside the prestressed tendons, the inner wall of a rigid protection cylinder of the sheath structure is arranged in a gap with the outer wall of the prestressed tendons, and elastic materials are filled between the outer wall of the rigid protection cylinder, wherein the rigid casing and the bending section are coaxially arranged and have the same bending angle, the position of the bending section of the rigid casing is matched with the position of the bending section of the prestressed tendon, so that after the prestressed tendon is stressed by applying prestress, the stress formed at the bending section after the prestressed tendon is applied is transferred to the elastic energy-absorbing material between the outer wall of the prestressed tendon and the rigid casing, so that the shape change brought by the prestressed tendon when the prestressed force is applied is dispersed and counteracted by the elastic energy-absorbing material, the stress generated at the same time is dispersed and counteracted by elastic energy-absorbing materials, the rest stress is dispersed and counteracted by a rigid casing made of hard materials, therefore, the stress generated at the bending part of the prestressed tendon can not be basically transferred to the concrete of the haunching structure, thereby preventing the concrete of the haunching structure from being damaged and cracked.
On the other hand, due to the arrangement of the rigid protective tube, even if partial stress is transmitted to the rigid protective tube, the stress is uniformly dispersed to each part of the haunched structure under the action of the rigid protective tube, so that the haunched structure is prevented from being damaged and cracked due to stress concentration.
Meanwhile, due to the action of the rigid casing, when the prestressed tendons extrude the elastic energy-absorbing material simultaneously in the process of applying the prestress, the positions of the prestressed tendons cannot occur after the prestress applied by the prestressed tendons reaches a set value, and the retraction condition cannot occur.
In this embodiment, the exterior of the tendon is sleeved with a bellows 41. The tendon is generally a steel strand, for example, a low relaxation prestressed steel strand phis15.2, tensile strength standard value fptk 1860MPa, diameter 15.2 mm. The mechanical properties of the steel strands are tested according to batch sampling, the weight of each batch of test is not more than 60T, 3 steel strands are arbitrarily taken from the same batch, a test piece is cut from each plate at any position for tensile test, and the tensile test items, the result difference and the retest method are the same as those of steel wires.
Prestressed tendon stretching control stress sigmacon0.75fptk, i.e., 1395 MPa.
When the prestressed tendons are tensioned, the prestressed tendons can be tensioned after the strength grade of the concrete reaches 100% of the design strength.
The corrugated pipe generally adopts metal corrugated pipe, and metal corrugated pipe itself can be bent and crooked, consequently can follow prestressing tendons when prestressing tendons applys prestressing force (when tensile promptly) metal corrugated pipe and crooked together, and metal corrugated pipe's effect is mainly protection prestressing tendons, separates prestressing tendons and the concrete when pouring prestressing force girder, secondary beam, haunched structure to make prestressing tendons can not become a whole with concrete pouring, can exert prestressing force.
When the diameter of the steel strand is 15.2mm, the diameter of the metal corrugated pipe ranges from phi 50mm to phi 90 mm.
After the prestressed tendons exert stress, gaps between the corrugated pipes and the prestressed tendons need to be filled by grouting, cement-based special grouting materials are adopted for grouting, the water cement ratio is recommended by manufacturers to be matched, and the 28-day standard curing compressive strength of the grouting materials is not less than 40 MPa.
As a preferred embodiment, the rigid casing 51 comprises: steel pipe 511 and cover plate 512. The steel pipe 511 has both open ends. The bending section of the tendon penetrates through the steel pipe 511, and the bending section of the tendon is arranged in a gap with the inner wall of the steel pipe 511. The energy absorbing material 52 is filled between the inner wall of the steel tube 511 and the bent section. A cover 512 is removably mounted to the open end. The cover plate 512 is perforated.
In this embodiment, the circumferential surface of the cover plate 512 is formed with external threads, the open end is formed with internal threads adapted to the external threads, and the cover plate 512 is screwed to the open end.
Wherein, the both ends of steel pipe set the apron, and the middle part of apron has the through-hole that the bellows that is used for the prestressing tendons passed, and thereby the through-hole at apron middle part and the mutual adaptation of external diameter of bellows promptly, thereby when preventing concreting through setting up the apron, the concrete flows in between bellows and the protection tube to make the elasticity energy-absorbing material between protection tube and the bellows can not lose the effect of deformation because of the concrete that solidifies, guarantee has the space of deformation between bellows and the protection tube.
In some embodiments, the outer wall of steel tube 511 is formed with a spiral non-slip texture. Meanwhile, the outer wall of the steel pipe 511 is formed with a protruding column. The convex column is conical.
In order to improve the connection strength between the rigid protection cylinder and the concrete of the haunching structure, the outer wall of the rigid protection cylinder is provided with threads, burrs and the like, so that the connection tightness between the rigid protection cylinder and the concrete is improved.
In this embodiment, energy absorbing material 52 is a rubber layer or a foam layer.
The invention provides a large-span prestressed beam structure, which comprises the following steps:
s1: pouring a main beam 1, pouring two secondary beams 2 on one side surface of the main beam 1 for connection, pouring an armpit structure 3 between the inner side of each secondary beam 2 and the side surface of the main beam 1, so that the haunch structure 3 is supported and connected to the inner side of the secondary beam 2 and the side of the main beam 1, when the main beam 1, the secondary beam 2 and the haunched structure 3 are poured, the sheath structure 5 is embedded in the haunched structure 3, embedding the straight section of the prestressed tendon 4 in the main beam 1, embedding one end of the bent section of the prestressed tendon 4 in the main beam 1, penetrating the other end of the bent section through the through holes at the two closed ends of the rigid casing 51 of the sheath structure 5 and extending into the secondary beam 2, so that the other end of the bending section penetrates through the secondary beam 2 and the haunching structure 3 and extends to the outer side of the secondary beam 2.
S2: and tensioning the prestressed tendons 4 after the concrete strength of the main beam 1, the secondary beam 2 and the haunching structure 3 reaches the standard.
Specifically, when pouring girder, secondary beam and haunching structure, prestressed tendons's erection includes:
1) blanking assembly
Because prestressing tendons unloading is gone on in solitary place, does not occupy the structure construction working face, so can arrange special personnel to carry out the unloading in advance, and the prestressing tendons should divide the model to place alone so that look for when the arrangement muscle.
2) Cloth rib (namely mounting corrugated pipe, prestressed bar and protective pipe)
The total amount of prestressed tendons is large. In order to accelerate the construction speed, when the reinforcing steel bars are distributed for construction, each construction flowing water section is subdivided into 2-3 small construction sections, common reinforcing steel bar binding and prestressed reinforcing steel bar distribution can be carried out on each construction section in a staggered mode without mutual influence, the efficiency can be improved, the prestressed reinforcing steel bars are distributed without occupying the construction period independently, and the construction progress of the whole structure can be guaranteed due to inexpensiveness.
3) And stretching
After concrete pouring is finished, arranging personnel to carry out chiseling and cleaning work on the tensioning end of the prestressed tendon as soon as possible, and calculating the theoretical elongation value of the prestressed tendon to be tensioned in advance, reporting, monitoring and auditing. After the concrete reaches the designed tensile strength, two to three groups of tensioning personnel can be arranged to simultaneously tension the prestressed tendons so as to shorten the tensioning time.
4) Cutting rib sealing anchor
And standing for 12 hours after the bonded prestressed beam is tensioned to observe the anchoring condition of the steel strand. And then, carrying out pore grouting, and plugging the tensioning end by using C45 micro-expansion fine-stone concrete as soon as possible at the end part after grouting. And (5) keeping the exposed steel strand 30-50 mm, and cutting the steel strand by using a grinding wheel cutting machine.
5) Checking and accepting the procedures
After each process is finished, the operation team carries out self-inspection, the employee reports the qualified result to the chief for re-inspection, the chief reports the professional quality inspection personnel for inspection and acceptance, and the chief can report the qualified result to the supervision and inspection personnel for approval by the construction team and the quality inspection signature of the next process after the qualified result is passed, and then the next process is carried out for construction. Meanwhile, the protection of finished products in the working procedure is enhanced, and the quality responsibility of the working procedure is realized. That is, when the next process is accepted, if the previous process has a problem, the responsibility of the previous process is assumed by the constructor of the next process. The right of quality inspectors is increased, the function of full-time quality inspectors is fully exerted, the process control is enhanced, and the quality of the working procedure is strictly closed. The quality of each process is ensured to be excellent by one-time inspection, rework is avoided, and the construction period target is ensured.
The above description is only a preferred embodiment of the application and is illustrative of the principles of the technology employed. It will be appreciated by a person skilled in the art that the scope of the invention as referred to in the present application is not limited to the embodiments with a specific combination of the above-mentioned features, but also covers other embodiments with any combination of the above-mentioned features or their equivalents without departing from the inventive concept. For example, the above features may be replaced with (but not limited to) features having similar functions disclosed in the present application.
Claims (9)
1. A large-span prestressed girder construction, comprising:
a main beam;
the two secondary beams are oppositely arranged and connected to one side surface of the main beam;
the haunching structure is supported and connected between the inner side of the secondary beam and the side surface of the main beam;
the prestressed tendon comprises a straight section and a bent section, wherein the straight section is embedded in the main beam and is arranged between the two secondary beams, the bent section is embedded in the main beam and is connected to one end of the straight section, and the other end of the bent section penetrates through the secondary beams and the haunched structure and extends to the outer sides of the secondary beams; and
the sheath structure comprises a rigid protective tube and an energy-absorbing material, the rigid protective tube is embedded in the haunching structure and penetrates through the haunching structure, the rigid protective tube is provided with two opposite closed ends, the closed ends are provided with through holes, the bending section penetrates through the through holes in the two closed ends of the rigid protective tube, and the energy-absorbing material is filled between the bending section and the inner wall of the rigid protective tube.
2. The large-span prestressed girder structure of claim 1, wherein said rigid casing comprises:
the energy absorption material is filled between the inner wall of the steel pipe and the bending section; and
the cover plate is detachably arranged at the opening end, and the cover plate is provided with the through hole.
3. The large-span prestressed girder structure of claim 2, wherein said cover plate is formed with an external thread at its circumferential surface, and said open end is formed with an internal thread adapted to said external thread, said cover plate being screwed to said open end.
4. The long-span prestressed girder structure defined in claim 2, wherein the outer wall of said steel pipe is formed with a spiral non-slip pattern.
5. The large-span prestressed girder structure of claim 2, wherein the outer wall of said steel pipe is formed with a convex column.
6. The large-span prestressed beam structure of claim 5, wherein said projecting columns are tapered.
7. The large span prestressed beam structure of claim 1, wherein said energy absorbing material is a rubber layer.
8. The large span prestressed beam structure according to claim 1, wherein said energy-absorbing material is a foam layer.
9. A construction method of a long-span prestressed girder structure according to any one of claims 1 to 8, comprising the steps of:
pouring a main beam, pouring two secondary beams on one side surface of the main beam for connection, pouring an armpit structure between the inner side of each secondary beam and the side surface of the main beam, enabling the armpit structure to be supported and connected with the inner side of each secondary beam and the side surface of the main beam, embedding a sheath structure in the armpit structure when the main beam, the secondary beams and the armpit structure are poured, embedding a straight section of a prestressed tendon in the main beam, embedding one end of a bent section of the prestressed tendon in the main beam, and enabling the other end of the bent section to penetrate through the through holes at the two closed ends of the rigid protective cylinder of the sheath structure and extend into the secondary beams, so that the other end of the bent section penetrates through the secondary beams and the armpit structure and extends to the outer sides of the secondary beams;
and tensioning the prestressed tendons after the concrete strength of the main beam, the secondary beam and the haunching structure reaches the standard.
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