CN114108949A

CN114108949A - Large-span prestressed bealock beam, bealock structure, maritime work pool and construction method

Info

Publication number: CN114108949A
Application number: CN202111557317.1A
Authority: CN
Inventors: 吴彪; 寇广辉; 向前; 刘嘉俊; 张恩; 袁愈奇
Original assignee: First Construction Co Ltd of China Construction Third Engineering Division
Current assignee: First Construction Co Ltd of China Construction Third Engineering Division
Priority date: 2021-12-18
Filing date: 2021-12-18
Publication date: 2022-03-01

Abstract

The application relates to the technical field of buildings, and provides a large-span prestressed bealock beam, a bealock structure, a maritime work pool and a construction method. This large-span prestressing force bealock roof beam includes: the prestressed supporting structure is arranged along the first direction and is connected with the environmental structure, and the prestressed supporting structure is a prestressed beam; the coping beam is connected with the prestress supporting structure, and at least one plane of the coping beam is set as an assembly plane of the bealock beam. The large-span prestressed bealock beam has the beneficial effects that: through dividing into prestressing force bearing structure and capping beam with large-span prestressing force bealock roof beam, the influence that the biggest reduction prestressing force bearing structure warp and cause the capping beam has improved the roughness of the assembly face of capping beam to satisfy marine pond large-span bealock roof beam high accuracy requirement.

Description

Large-span prestressed bealock beam, bealock structure, maritime work pool and construction method

Technical Field

The invention belongs to the technical field of buildings, and particularly relates to a large-span prestressed bealock beam, a bealock structure, a maritime work pool and a construction method.

Background

With the rapid development of the construction industry, a plurality of large-scale marine venues are built all over the country in recent years. A plurality of marine ponds are generally distributed in a marine museum and are used for feeding and exhibiting various marine organisms. The marine pond is provided with a plurality of reserved holes (hereinafter referred to as bealock) on the side wall of the marine pond for installing an acrylic glass window, and tourists can view marine organisms and beautiful scenery in the pond through the window. The size of the bealock on the side wall of the maritime work pool is changed along with the size of the acrylic glass sight window, and the inner wall surface (namely the assembly surface) of the periphery of the bealock (comprising the top of the bealock, the bottom of the bealock and two side parts of the bealock) is generally designed into an L-shaped step surface so as to facilitate the embedment of the acrylic glass. The installation of the acrylic glass window has extremely high requirement on the flatness of the assembly surface of the bealock, and particularly, the deformation of the bealock beam on the top of the bealock is strictly controlled. The maximum deformation of the capping beam (or bealock beam) at the top of the bealock needs to be controlled within 2mm, and the precision far exceeds the requirement of the specification L0/400 (L0 is calculation span). The bealock beam has large span (the maximum is 48m), and the stress condition is complex. If the puerto beam deforms before the acrylic glass is installed, polishing construction needs to be carried out on the acrylic glass when the acrylic glass is installed, and the construction progress is influenced; if the bealock beam deflection is too large, the yakeli glass cannot be installed, the construction progress is influenced, and the project cost is increased. In addition, after the acrylic glass is installed, the puerto beam deforms or exerts a large pressure on the acrylic glass for a long time, so that the acrylic glass deforms or is damaged, and the light transmittance and the viewing effect of the maritime work pool are affected.

The existing large-span prestressed structural beam mainly appears in a bridge structure, and comprises a cast-in-place concrete beam and a precast beam, wherein the precast beam comprises a precast reinforced concrete beam and a precast steel box beam, and the beam is characterized in that: the whole beam is stressed and deformed. If the bealock beam of the large-span marine pond directly adopts a large-span prestressed beam in a bridge structure, when the bealock beam receives the action of self gravity or the transverse pressure of water in the marine pond or the external force action of an environment structure, the integrally deformed bealock beam can cause the assembly surface matched with the acrylic glass on the bealock beam to deform along with the bealock beam. Therefore, compared with the wide-span prestressed beam widely applied to the bridge structure, the marine pond large-span prestressed bealock beam has higher precision requirement and more strict deformation control. At present, no targeted research is available for the large-span prestressed bealock beam with ultra-large span and ultra-high precision of the marine engineering water pool at home and abroad.

Disclosure of Invention

The invention aims to solve the problem that the existing large-span prestressed beam and the construction method can not meet the high-precision requirement of the large-span bealock beam of the maritime work water pool, and provides a large-span prestressed bealock beam, a bealock structure, a maritime work water pool and a construction method which are high in construction precision and small in deformation.

In a first aspect, a large-span prestressed bealock beam is provided, comprising:

the prestressed supporting structure is arranged along a first direction and is connected with the environment structure;

the pressure top beam is connected with the prestress supporting structure, at least one plane of the pressure top beam is arranged as an assembly surface of the bealock beam, and the assembly surface is used for abutting and matching with the end surface of the acrylic glass;

wherein the capping beam is provided with a step structure; or

The capping beam and the prestress supporting structure jointly form a stepped structure;

the stepped structure comprises a top end face, the top end face of the stepped structure is arranged on the capping beam, and the top end face of the stepped structure is arranged as the assembling face.

Further, the prestressed support structure includes:

a first prestressed girder disposed in the first direction and connected with the environmental structure;

a second prestressed girder disposed in the first direction, and connected with the environmental structure;

the first prestressed beam and the second prestressed beam are arranged at intervals in the second direction.

The beneficial effects of the further scheme are as follows: the prestressed supporting structure comprises the first prestressed beam and the second prestressed beam which are parallel and keep a distance, so that the bearing capacity and the structural strength of the prestressed supporting structure can be improved. And the first prestressed beam and the second prestressed beam can be respectively connected with different environment structures so as to disperse the load to each environment structure, reduce the stress of the capping beam and avoid the deformation of the assembly surface of the bealock beam.

Further, the large-span prestressed bealock beam further comprises:

the integrated top plate structure is arranged at the top ends of the prestress supporting structure and the top compression beam, and the integrated top plate structure is connected with the environment structure.

The large-span prestressed bealock beam has the beneficial effects that:

1. through dividing into prestressing force bearing structure and capping beam with large-span prestressing force bealock roof beam, prestressing force bearing structure and environmental structure are connected, and prestressing force bearing structure carries out the prestressing force tension, the capping beam of being under construction again after the abundant deformation, the at utmost has reduced the influence that prestressing force bearing structure warp and causes the capping beam, the planar roughness of the assembly surface as the bealock roof beam of capping beam has been improved, thereby satisfy marine pond large-span bealock roof beam high accuracy requirement. In addition, because the prestress supporting structure disperses the load, the compression and deformation of the compression bar and the acrylic glass are small, and the installed acrylic glass cannot deform due to long-time compression to influence the light transmission and the ornamental effect.

2. Through the limiting effect of the stepped structure, the acrylic glass is convenient to install and stable and safe in structure. In addition, because the erected acrylic glass after being installed abuts against the vertical face of the step structure, the vertical face is perpendicular to the assembling face, the assembling angle of the erected acrylic glass on the horizontal plane can be adjusted by locally polishing the vertical face of the step structure so as to be suitable for windows in different orientation directions, and of course, the vertical face of the step structure can be formed during the compression bar concrete pouring construction, so that the polishing workload is reduced.

In a second aspect, a prestressed bealock structure is provided, which comprises a large-span prestressed bealock beam and an environment structure, wherein the environment structure comprises a pool structure;

the pool structure comprises structural columns and a pool side wall, a reserved hole is formed in the pool side wall, and two side ends of the reserved hole along the first direction are respectively provided with one structural column;

the large-span prestressed bealock beam is arranged at the top end of the reserved hole, and the prestressed supporting structure is connected with the structural column.

Further, the environment structure still includes the stand structure, the stand structure sets up the outside of pond structure, the stand structure includes stand body and support column, the one end of stand body with the large-span prestressing force bealock roof beam is connected, the other end of stand body is connected with the support column.

The beneficial effects of the further scheme are as follows: one end of the stand body is connected with the large-span prestressed bealock beam, the number of support columns of the stand body close to one end of the large-span prestressed bealock beam is reduced, and therefore the tourist has a wider viewing angle. And after the large-span prestressed bealock beam is connected with the stand body, the resistance effect of the large-span prestressed bealock beam on the water pressure can be improved.

The prestressed bealock structure has the beneficial effects that: the entrance to a cave is reserved through setting up at the pond lateral wall to set up the structure post at two sides at the entrance to a cave, set up large-span prestressing force bealock roof beam on the entrance to a cave top, and make the prestressing force bearing structure of large-span prestressing force bealock roof beam be connected with the structure post, form the bealock structure of stable system, large-span prestressing force bealock roof beam can not warp, guarantee that the size of reserving the entrance to a cave is unchangeable all the time, improve ya keli glass installation accuracy in the structure of entrance to a cave.

In a third aspect, a marine pond is provided, which comprises a wave making pond and a main pond;

the elevation of the bottom of the wave making pool is higher than that of the main pool, the wave making pool is communicated with the main pool, and the wave making pool is used for making isolated waves which surge to the main pool;

the main water pool comprises a water pool bottom plate and the prestressed bealock structure, the water pool structure is arranged at the top end of the water pool bottom plate, and a plurality of reserved holes are formed in the side wall of the water pool; the elevation of the top end of the large-span prestressed bealock beam arranged at the top end of the reserved hole is lower than the static water level elevation in the main water pool; the structural columns at two side ends of at least one reserved hole are arc-shaped columns; the large-span prestressed bealock beam at the top end of the at least one reserved hole is an arc-shaped beam.

Furthermore, the upstream surfaces of the wave generating pool and the main pool are provided with protective layers, each protective layer comprises a steel bar net piece and a concrete layer wrapping the steel bar net piece, and anti-crack fibers are doped in the concrete layers; the mixing amount of the anti-crack fibers is 0.4-0.8kg/m³。

The beneficial effects of the further scheme are as follows: by doping the fly ash and the mineral powder in the cement, the heat insulation temperature rise value of a concrete layer can be obviously reduced, and the improvement of the crack resistance and the durability of the marine water pool is facilitated. The protective layer is further reinforced by the reinforcing mesh, so that the crack resistance and the permeability resistance of the marine water tank can be further improved.

The beneficial effects of the marine pond of the invention are as follows: through setting up the wave making pond and the main pond that are linked together, the solitary wave that makes the wave making pond and make can gush to main pond, forms better ornamental effect. Because the top elevation of injecing large-span prestressing force bealock roof beam is less than the hydrostatic level elevation in the main pool, and the solitary wave is the wave that exceeds the hydrostatic level, and the trough is very shallow even does not have the trough, makes and installs and to have hydrostatic pressure at first end on the ya keli glass on reserving the entrance to a cave, can not appear the negative pressure. Through setting up the structure post into the arc post, or set up large-span prestressing force bealock roof beam into the arc roof beam, make the ya keli glass of reserving entrance to a cave mountable cambered surface, the landscape effect is better.

In a fourth aspect, a method for constructing a marine pond is provided, comprising the steps of:

firstly, constructing a pool bottom plate, taking the bottom elevations and the top elevations of a plurality of reserved holes on the side wall of a main pool as layered design elevations after the pool bottom plate is constructed, and performing concrete pouring construction layer by layer from bottom to top to complete the construction of the main pool; the concrete pouring construction comprises pouring construction of a structural column, a side wall of a pool and a large-span prestress bealock beam;

the construction of the wave making pool is synchronously carried out in the construction process of the main pool, or the wave making pool and the main pool are respectively and independently constructed;

after the construction of the main water pool and the wave making pool is finished and the inspection is passed, the seawater is poured into the main water pool and the wave making pool; and the elevation of the top end of the large-span prestressed bealock beam at the top end of the reserved hole in the main water tank is lower than the elevation of the still water level of the poured seawater in the main water tank.

The marine pond construction method has the beneficial effects that: the bottom elevation and the top elevation of a plurality of reserved holes of the side wall of the main pool are used as layered design elevations, concrete pouring construction is carried out from bottom to top layer by layer, and the forming precision and the construction quality of the large-span prestressed bealock beam are improved conveniently.

In a fifth aspect, a construction method of a large-span prestressed bealock beam is provided, and the method comprises the following steps:

step S10, arranging a prestress supporting structure along a first direction, connecting the prestress supporting structure with an environmental structure, and performing prestress tensioning on the prestress supporting structure to form a prestress beam;

and S20, after the prestress tensioning of the prestress supporting structure is finished, constructing a capping beam, enabling the capping beam to be connected with the prestress supporting structure to form the large-span prestress bealock beam, and setting at least one plane of the capping beam as an assembly plane of the bealock beam.

In a preferred embodiment, the step S10 includes the following steps:

s11, establishing a finite element model of the large-span prestressed bealock beam, performing deformation analysis and calculation, and determining an arching value of the prestressed supporting structure;

step S12, building a template and a bracket according to the arching value, performing concrete pouring construction of a prestressed supporting structure and an environment structure connected with the prestressed supporting structure, and constructing the prestressed supporting structure of the prestressed arching connected with the environment structure; the prestressed supporting structure comprises a first prestressed beam and a second prestressed beam which are arranged along the first direction and are respectively connected with the environmental structure, and the first prestressed beam and the second prestressed beam are arranged at intervals in the second direction;

s13, mounting deformation monitoring equipment, and carrying out full-life-cycle deformation monitoring on the prestressed supporting structure;

and S14, mounting prestressed tendons, and performing graded prestressed tensioning on the prestressed supporting structure to form a prestressed beam.

In a preferred embodiment, the step S20 includes the following steps:

step S21, combining the deformation analysis result of the finite element model and the deformation monitoring result of the deformation monitoring equipment, judging whether the prestressed supporting structure is deformed sufficiently, if not, entering step S22, and if so, entering step S23;

s22, standing and waiting until the prestressed supporting structure deforms fully, and then entering S23;

and S23, building a template and a bracket according to the size of the assembly surface of the bealock beam, planting ribs on the prestress supporting structure, performing concrete pouring construction of the capping beam, and constructing the capping beam with the assembly surface.

The beneficial effects of the above preferred scheme are: whether the prestressed supporting structure is deformed sufficiently or not is judged by combining theoretical deformation simulation with actual deformation monitoring, and the accuracy of a judgment result can be ensured. And the construction of the capping beam is carried out after the prestressed supporting structure is fully deformed, so that the influence of the deformation of the prestressed supporting structure on the capping beam is reduced, the construction precision of the capping beam is ensured, and particularly the construction precision of the assembly surface of the bealock beam can be ensured.

The construction method of the large-span prestressed bealock beam has the beneficial effects that: through constructing prestressing force bearing structure earlier to carry out prestressing force stretch-draw to prestressing force bearing structure and make it become the prestressed beam after the capping beam of carrying out the construction again, make the plane that is set up as the assembly surface of bealock roof beam of capping beam easily control the construction precision, thereby satisfy the required precision of marine pond large-span prestressing force bealock roof beam. Through the prestressing force bearing structure with construction earlier and environment structural connection, the external force of dispersible application on the capping beam, the capping beam is yielding not, and the acrylic glass's of being convenient for installation improves the efficiency of construction in maritime work pond for the construction progress reduces construction cost.

Drawings

Fig. 1 is a stress analysis structural schematic diagram of a large-span prestressed bealock beam in the prestressed bealock structure of the present invention.

Fig. 2 is a left-view structural schematic diagram of the prestressed bealock structure of fig. 1.

Fig. 3 is an enlarged structural schematic diagram of a large-span prestressed bealock beam in fig. 1.

Fig. 4 is a schematic diagram of an arching curve fitting structure of the large-span prestressed bealock beam in fig. 3.

Fig. 5 is a schematic flow structure diagram of the construction method of the large-span prestressed bealock beam.

Fig. 6 is a schematic diagram of a further flowchart of step S10 in fig. 5.

Fig. 7 is a schematic diagram of a further flowchart of step S20 in fig. 5.

Fig. 8 is a schematic perspective view of the marine pond of the present invention.

Fig. 9 is a schematic side view of the acrylic glass at a position a in fig. 8.

FIG. 10 is a schematic diagram of the position of a horizontal construction joint during the construction of a marine pond according to the present invention.

In the figure, 10-large span prestressed bealock beam; 11-a prestressed support structure; 111-a first prestressed beam; 112-a second prestressed beam; 113-connecting the top plate; 114-connecting the backplane; 115-prestressed tendons; 12-a capping beam; 121-pressing the top bottom plate; 122-capping the side plates; 123-pressing the top plate; 13-a unitary roof construction; 14-a stepped structure; 141-apical face; 142-vertical face; 20-a pool structure; 21-structural pillars; 22-pool side walls; 30-a stand structure; 31-a stand body; 32-support column; 40-acrylic glass; 50-wave making pool; 60-a main water pool; 61-pool floor; 62-horizontal construction joint.

Detailed Description

The present invention will be described in further detail with reference to the accompanying drawings 1 to 10 and specific embodiments.

The prestressed bealock structure shown in fig. 1 comprises a large-span prestressed bealock beam 10 and an environment structure. The environmental structure includes a pool structure 20 and a stand structure 30. Sink structure 20 includes structural columns 21 and sink side walls 22.

As shown in fig. 1, the stress of the large-span prestressed bealock beam 10 includes: the vertical load f1 of the stand structure 30, the torque M, the horizontal load f2 of the stand structure 30, the water pressure f3 in the pool structure 20, the transfer load f4 of the acrylic glass 40 and the self weight g of the large-span prestressed bealock beam 10.

In one embodiment, the length, i.e., the span, of the large-span prestressed bealock beam 10 is 48 meters.

According to the relevant definition in building earthquake design code GB50011-2010, in general, the beam span of the area with the earthquake-resistant fortification intensity of less than 9 degrees is a large-span beam when the beam span exceeds 18m, and when the earthquake-resistant fortification intensity is 9 degrees or less than three fields of 8 degrees and a half, the beam span exceeds 15m, the large-span beam is used.

Referring to fig. 2, a reserved hole is formed in the side wall 22 of the pool, the first direction is the length direction of the reserved hole, and two side ends of the reserved hole along the first direction are respectively provided with a structural column 21. The large-span prestressed bealock beam 10 is arranged at the top end of the reserved hole, and two ends of the large-span prestressed bealock beam 10 correspond to the two structural columns 21 one to one and are connected with the two structural columns respectively. This reservation entrance to a cave is the bealock for installation ya keli glass 40 forms ya keli glass window, and the visitor is located the pond structure 20 outside, sees through ya keli glass window and vwatchs marine life and beautiful scene in the marine engineering pond. For convenience of description, the inner side of the pool structure 20 is regarded as a water-facing surface, and the outer side of the pool structure 20 is regarded as a water-facing surface.

The stand structure 30 is arranged on the outer side of the pool structure 20, as shown in fig. 1, the stand structure 30 comprises a stand body 31 and a support column 32, one end of the stand body 31 is connected with the large-span prestressed bealock beam 10, and the other end of the stand body 31 is connected with the support column 32. The large-span prestressed bealock beam 10 also plays a role of supporting the stand structure 30 here, and the design purpose of the environment structure is that visitors below the stand body 31 can watch the beautiful scenery in the marine pond through an acrylic glass window, and the visitors on the stand body 31 can directly watch the performance of marine organisms in the marine pond.

As shown in fig. 3, the large-span prestressed bealock beam 10 comprises a prestressed support structure 11 and a capping beam 12. The prestressed support structure 11 and/or the capping beam 12 may be cast-in-place beams or may be precast beams. The precast beam can be a concrete beam or a steel box beam.

The prestressed supporting structure 11 is arranged along a first direction or the length direction of the acrylic glass 40 to be constructed, and is connected with an environmental structure, and the prestressed supporting structure 11 is a prestressed beam.

And the capping beam 12 is connected with the prestressed support structure 11, and at least one plane of the capping beam 12 is arranged as an assembly plane of the bealock beam.

Compare in the bealock roof beam of current integral type construction, the prestressing force bearing structure 11 that the large-span prestressing force bealock roof beam 10 of this embodiment adopted the first construction and the capping beam 12 structure of back construction, and the construction precision of the assembly surface of improvement bealock roof beam that can show controls the deformation of the assembly surface of bealock roof beam within 2 mm.

In one embodiment, a stepped structure 14 is provided on the cap 12. The stepped structure 14 includes a top end surface 141, and the top end surface 141 of the stepped structure 14 is disposed on the capping beam 12 and is configured as an assembly surface for abutting engagement with an end surface of the acrylic glass 40. Therefore, the stress and deformation of the cap 12 directly affect the setting accuracy of the bealock, and further affect the installation accuracy of the acrylic glass 40. Due to the construction of the capping beam 12 at a later time, the pre-stressed support structure 11 is supported after being connected to the surrounding structure. The environmental structure is for example stand structure 30, and the power of exerting on large-span prestressing force bealock 10 transmits to ground or other environmental structure through prestressing force bearing structure 11, reduces the atress of the capping beam 12 of back construction, reduces its deflection.

The stepped structure 14 includes a top face 141 and an upright face 142 that intersect perpendicularly. The vertical surface 142 is a flat surface or a curved surface. Because the installed vertical acrylic glass 40 is abutted against the vertical surface 142 of the stepped structure 14, the vertical surface 142 of the stepped structure 14 is partially polished, so that the assembly angle of the vertical acrylic glass 40 on the horizontal plane can be adjusted, and the window is suitable for windows in different orientation directions. Of course, the angle of the vertical face 142 of the stair structure 14 can be directly formed during concrete casting of the cap 12, reducing the amount of grinding work. For example, when the acrylic glass 40 is a spherical structure, the vertical surface 142 is an arc surface, and when the capping beam 12 is used for concrete pouring, the formwork of the stepped structure 14 corresponding to the vertical surface 142 needs to be a curved arc surface.

In one embodiment, the cap 12 is formed with a stepped structure 14 in conjunction with the pre-stressed support structure 11. The stepped structure 14 includes a tip end face 141, and the tip end face 141 of the stepped structure 14 is provided on the roof bar 12 and is provided as a fitting face. The stepped structure 14 in this embodiment is formed by the cap 12 together with the prestressed support structure 11. For example, the bottom end surface of the cap 12 serves as the top end surface 141 of the stepped structure 14, and the side end surface of the prestressed supporting structure 11 serves as the vertical surface 142 of the stepped structure 14. The advantage of using this embodiment for the stepped structure 14 is that the water pressure in the pool structure 20 and the load transmitted by the acrylic glass 40 are applied to the prestressed support structure 11 rather than to the capping beam 12, and there is little deformation of the capping beam 12.

In one embodiment, the prestressed support structure 11 includes a first prestressed girder 111 and a second prestressed girder 112.

The first prestressed girder 111 is disposed in a first direction and connected with an environmental structure.

And a second prestressed girder 112 disposed in the first direction and connected to an environmental structure.

The first prestressed beam 111 and the second prestressed beam 112 are spaced apart from each other in a second direction, i.e., a width direction of the reserved hole.

It should be noted that the environmental structures of the first prestressed beam 111 and the second prestressed beam 112 in this embodiment may be the same environmental structure or different environmental structures.

In one embodiment, both ends of the first prestressed girder 111 are connected to the structural columns 21 provided at both side ends of the opening, and one end of the second prestressed girder 112 facing away from the pool structure 20 in the second direction is connected to the stand structure 30. Of course, both ends of the second prestressed beam 112 may be connected to the structural columns 21 of both side ends of the reserved opening. Therefore, the horizontal load and the vertical load of the stand structure 30 are mostly applied to the second prestressed beams 112 and transferred to the ground through the structural pillars 21 and are partially transferred to the first prestressed beams 111, and the load transferred to the capping beams 12 is very small enough not to deform the capping beams 12.

In one embodiment, the prestressed support structure 11 is a box girder. The prestress supporting structure 11 adopting the box girder structure can reduce the dead weight and ensure the strength and the rigidity of the box girder structure.

In one embodiment, the capping beam 12 is a box beam.

In one embodiment, the cap 12 is connected to the pre-stressed support structure 11 as a double box girder structure. The large-span prestressed bealock beam 10 in the embodiment adopts the double-box beam structure and is formed with a step structure 14.

Specifically, the prestressed support structure 11 includes a first prestressed girder 111, a second prestressed girder 112, a connection ceiling 113, and a connection floor 114. The connection bottom plate 114 and the connection top plate 113 are both disposed between the first prestressed girder 111 and the second prestressed girder 112, and the connection bottom plate 114 is disposed below the connection top plate 113. The first prestressed beam 111, the second prestressed beam 112, the connecting top plate 113 and the connecting bottom plate 114 are connected together to form a box girder structure.

The capping beam 12 includes a capping base plate 121, a capping side plate 122, and a capping top plate 123. One end of the top-pressing bottom plate 121 is connected to one end of the first prestressed beam 111 opposite to the second prestressed beam 112, and a height difference exists between the bottom end of the top-pressing bottom plate 121 and the bottom end of the first prestressed beam 111, so as to form the ladder structure 14. And the bottom end surface of the top pressing bottom plate 121 is an assembly surface of the bealock beam. During construction, in order to ensure the connection strength between the capping base plate 121 and the first prestressed beam 111, reinforcing bars may be planted on the first prestressed beam 111, and the reinforcing bars of the capping base plate 121 may be bound, so that the capping base plate 121 and the first prestressed beam 111 are firmly connected.

The capping side plate 122 is disposed at the top end of the capping base plate 121 in parallel to the first prestressed girder 111. The coping plate 123 is disposed at the top end of the coping side plate 122, and the coping plate 123 is connected to the first prestressed beam 111. The top pressing bottom plate 121, the top pressing side plate 122, the top pressing plate 123 and the first prestressed beam 111 are connected in a surrounding manner to form a box girder structure.

In one embodiment, the large-span prestressed bealock beam 10 further comprises an integral ceiling structure 13. An integral roof structure 13 is provided at the top ends of the prestressed support structure 11 and the cap beams 12. The integral roof structure 13 is also connected to a stand structure 30.

In one embodiment, the top end of the first prestressed girder 111 and the top end of the second prestressed girder 112 are roughened, reinforcing bars of the integrated coping structure are laid, a casting form of the integrated roof structure 13 is erected, and concrete is cast to form the integrated roof structure 13. The integrated ceiling structure 13 includes a capping ceiling 123 and a connecting ceiling 113. That is, the capping top plate 123 and the connecting top plate 113 may be formed at the time of constructing the integrated top plate structure 13 without separate construction.

In one embodiment, the top end of the roof capping plate 123, the top end of the first prestressed girder 111, the top end of the connecting roof 113, and the top end of the second prestressed girder 112 are roughened, reinforcing bars are chiseled in the first prestressed girder 111 and the second prestressed girder 112, a casting form and reinforcing bars of the integrated roof structure 13 are erected, and concrete is cast to form the integrated roof structure 13. The integrated roof structure 13 is fixedly connected to the coping roof 123, the first prestressed beam 111, the connecting roof 113 and the second prestressed beam 112, so that the prestressed supporting structure 11 and the coping beam 12 are connected to form an integrated structure and connected to the stand structure 30.

In one embodiment, the tendon 115 is disposed in the prestressed support structure 11 along a first direction or along a length direction of the prestressed support structure 11. The prestressed support structure 11 in this embodiment includes a first prestressed girder 111 and a second prestressed girder 112, and therefore, a tendon 115 is disposed in each of the first prestressed girder 111 and the second prestressed girder 112. The number of the tendons 115 may be different according to design requirements, for example, in the embodiment, the first prestressed beam 111 is provided with two tendons 115, and the second prestressed beam 112 is provided with four tendons 115.

It should be noted that, prestressed corrugated pipes are also embedded in the first prestressed beam 111 and the second prestressed beam 112, and the prestressed tendon 115 is inserted into the prestressed corrugated pipes.

The construction method of the large-span prestressed bealock beam 10 comprises the following steps:

and step S10, arranging a prestress supporting structure along the first direction, connecting the prestress supporting structure with an environmental structure, and performing prestress tensioning on the prestress supporting structure to form a prestress beam.

The method specifically comprises the following steps:

step S12, building a template and a bracket according to the arching value, performing concrete pouring construction of the prestressed supporting structure and the environment structure connected with the prestressed supporting structure, and constructing the prestressed supporting structure of the pre-arching connected with the environment structure; the prestressed supporting structure comprises a first prestressed beam and a second prestressed beam which are arranged along a first direction and are respectively connected with an environmental structure, and the first prestressed beam and the second prestressed beam are arranged at intervals in a second direction;

And S20, after the prestress tensioning of the prestress support structure is finished, constructing a capping beam, connecting the capping beam with the prestress support structure to form a large-span prestress bealock beam, and setting at least one plane of the capping beam as an assembly plane of the bealock beam.

Step S20 includes the following steps:

and S23, building a template and a bracket according to the size of the assembly surface of the bealock beam, planting ribs on the prestressed supporting structure, performing concrete pouring construction of the capping beam, and constructing the capping beam with the assembly surface.

Further specifically, a finite element model of the large-span prestressed bealock beam 10 is established by adopting finite element software (Abaqus software), deformation analysis and calculation are carried out, an arching value of the prestressed supporting structure 11 is determined, and an arching curve is fitted. Of course, the camber value of the cap 12 may also be determined. The deformation analysis and calculation comprises elastic deformation, prestress arching value and long-term deformation of the large-span prestress bealock beam 10, and deformation analysis and calculation of a template and a support in construction. Fig. 4 is a schematic diagram of an arching curve fitting structure of the large-span prestressed bealock beam 10 in this embodiment, where the arching height unit is mm.

And erecting a template and a bracket according to the arching value, binding reinforcing steel bars, installing a prestressed corrugated pipe arranged along the first direction, performing concrete pouring construction of the prestressed supporting structure 11 and an environment structure connected with the prestressed corrugated pipe, removing a formwork after the concrete reaches the design strength, and constructing the prestressed supporting structure 11 with the arching.

Specifically, a bottom formwork of the construction prestressed supporting structure 11 and a bracket for supporting the bottom formwork are set up according to the arching value. The support adopts the bowl to detain the frame, is connected by pole setting and horizontal pole and constitutes, and the top of support is provided with the pole setting top that is connected with the die block board and holds in the palm, through the height of adjusting pole setting top support, adjusts the arching height of die block board. During actual construction, the arching height is determined from the center of the prestressed supporting structure 11 to be constructed according to the broken line of the fitted arching curve from 2-5 times of the distance between the vertical rods along the first direction to the two ends of the prestressed supporting structure 11.

After the bottom formworks are erected, the side formworks are arranged on the bottom formworks to form a pouring cavity for pouring and connecting the bottom plate 114, the first prestressed beam 111 and the second prestressed beam 112. And binding steel bars in the pouring cavity, and arranging a steel bar cage and a prestressed corrugated pipe. The joint of the prestressed pipeline is wrapped by using a plastic adhesive tape (polypropylene), and meanwhile, whether the prestressed corrugated pipe is damaged or not must be strictly checked, and a damaged point must be wrapped by using the plastic adhesive tape. The concrete for forming the connecting bottom plate 114 is poured firstly, after the strength of the concrete for connecting the bottom plate 114 reaches the design requirement, the concrete for forming the first prestressed beam 111 and the second prestressed beam 112 is poured, and after the strength of the first prestressed beam 111 and the second prestressed beam 112 reaches the design requirement, the side formworks are disassembled. Of course, it is also possible to cast the concrete for forming the first and second

prestressed girders

111 and 112 first and then cast the concrete for forming the connecting floor 114.

And (3) mounting deformation monitoring equipment at the side ends of the first prestressed beam 111 and the second prestressed beam 112 to perform full-life-cycle deformation monitoring on the prestressed supporting structure 11.

The total station and deformation monitoring equipment based on the LoRa wireless communication technology of the internet of things are utilized to automatically monitor the deformation of the first prestressed beam 111 and the second prestressed beam 112 in the whole life cycle, verify the deformation analysis and calculation results of the finite element model simulation, and provide data support for the subsequent construction time of the capping beam 12.

The prestressed tendons 115 are installed so that the prestressed tendons 115 penetrate into the prestressed corrugated pipe, and the prestressed supporting structure 11 is subjected to graded prestressed tensioning to be a prestressed beam. In the embodiment, the prestress is tensioned in two stages, and after 50% of the prestress is tensioned for the first time, the second prestress tension is adjusted according to the difference value between the actual measurement deformation value of the field deformation monitoring device and the simulation calculation value of the finite element model to counteract errors. And (3) removing a bottom formwork and a support for constructing the prestressed supporting structure 11 after the prestressed tensioning is finished.

After the prestressed supporting structure 11 is kept still for a period of time, whether the prestressed supporting structure 11 is deformed sufficiently is judged by combining the deformation analysis result of the finite element model and the deformation monitoring result of the deformation monitoring equipment.

If not, standing and waiting until the prestressed supporting structure 11 is deformed sufficiently.

If so, erecting a bottom template and a support for pouring the top pressing bottom plate 121 of the top pressing beam 12 according to the size of the assembly surface of the bealock beam, planting bars in the area corresponding to the height of the top pressing bottom plate 121 at the side end of the first prestressed beam 111, binding the bars in the area of the top pressing bottom plate 121 to be constructed, binding or welding the bars with the planted bars on the first prestressed beam 111, erecting a side template for pouring the top pressing bottom plate 121 to form a pouring cavity, pouring concrete for forming the top pressing bottom plate 121, and pouring the top pressing side plate 122 after the concrete reaches the designed strength. When the side plate 122 is pressed to be poured, the side plate is required to be supported. Vertical steel plates are arranged between the top side plate 122 and the first prestressed beam 111 and are used as side templates for pouring the top side plate 122, and after pouring is finished, the steel plates can stay in the top beam 12 permanently without being detached, so that the strength and the rigidity of the steel plates are improved, and vertical deformation can be effectively avoided.

After the top side plate 122 is constructed and molded, a first bottom formwork built in the top beam 12 is laid in the area of the top base plate 121 to be poured between the top side plate 122 and the first prestressed beam 111. A second bottom form built in the prestressed support structure 11 is laid in the region of the connection top slab 113 to be poured between the first prestressed girder 111 and the second prestressed girder 112. The first and second bottom formworks may be both steel plates. And correspondingly erecting side templates, and pouring concrete after laying the reinforcing steel bars of the integrated top plate structure 13 to form the integrated top plate structure 13.

In one embodiment, the integral roof structure 13 also overlaps the stand structure 30, including the overlapping of internal rebar and the joining of poured concrete.

As shown in fig. 8, the present invention also provides a marine pond, which comprises a wave generating pond 50 and a main pond 60.

The bottom elevation of the wave making pool 50 is higher than the bottom elevation of the main pool 60, the wave making pool 50 is communicated with the main pool 60, the wave making pool 50 is used for making isolated waves which gush to the main pool 60, and the top elevation of the wave making pool 50 is the same as the top elevation of the main pool 60. The specific wave generating equipment of the wave generating tank 50 is the existing equipment, and this embodiment is not particularly limited.

In one embodiment, the wave making tank 50 has a water depth of 3 meters and the main water tank 60 has a water depth of 11 meters.

The main basin 60 includes a basin floor 61 and a prestressed bealock structure. The prestressed bealock structure includes a large-span prestressed bealock beam 10 and an environment structure. The large-span prestressed bealock beam 10 comprises a prestressed support structure 11 and a capping beam 12. The environmental structure includes a pool structure 20.

Pond structure 20 includes structure post 21 and pond lateral wall 22, and structure post 21 sets up a plurality ofly along pond structure 20's circumference interval, and pond lateral wall 22 sets up along pond structure 20's circumference, and connects a plurality of structure posts 21. The tank side wall 22 is provided with a plurality of preformed holes, and in one embodiment, the tank side wall 22 of the main tank 60 is provided with a plurality of preformed holes.

Two side ends of the reserved hole along the first direction are respectively provided with a structural column 21.

The large-span prestressed bealock beam 10 is arranged at the top end of the reserved hole, and the prestressed supporting structure 11 is connected with the structural column 21.

The pool structure 20 is positioned on top of the pool floor 61 and a plurality of pre-formed openings are provided in the pool side walls 22. The elevation of the top end of the large-span prestressed bealock beam 10 arranged at the top end of the reserved hole is lower than the elevation of the still water level in the main water pool 60.

In one embodiment, the elevation of the top end of the large-span prestressed bealock beam 10 is 2.7-3 meters lower than the static water level elevation in the main pool 60.

In one embodiment, each corner of the upstream surface of the marine pond is rounded. To reduce the damage of the structure caused by the impact of marine organisms.

The upstream surface of the marine water tank is also provided with a waterproof layer, and the waterproof layer is required to ensure the non-toxicity of materials and the integral tightness and flatness (2m/2mm) of the upstream surface. The marine organisms at the later stage are prevented from biting the waterproof layer or the protruding objects on the water-facing surface.

As shown in fig. 8, in the plurality of reserved holes in the pool side wall 22 of the marine basin, the large-span prestressed bealock beam 10 at the top end of at least one reserved hole is an arc-shaped beam. Correspondingly, the acrylic glass 40 installed in the reserved hole at the arc-shaped beam is of a cambered surface structure protruding outwards or inwards on the horizontal plane.

As shown in fig. 9, the structural columns at two side ends of at least one of the reserved holes in the side wall 22 of the marine basin are arc-shaped columns. The bottom end of the arc-shaped column is connected with the pool bottom plate 61, and the top end of the arc-shaped column is connected with the prestress supporting structure 11 of the large-span prestress bealock beam 10. Therefore, the acrylic glass 40 installed in the reserved hole is of a cambered surface structure protruding outwards on the vertical surface.

In one embodiment, the preformed holes for the arc-shaped posts are located on the tank sidewall 22 where the wave generating tank 50 communicates with the main tank 60. And the bottom end of the arc-shaped column is connected with a pool bottom plate 61 of the main pool 60, and the top end of the arc-shaped column is bent towards the wave-making pool direction on the back surface of the main pool 60.

In one embodiment, as shown in FIG. 10, a main basin 60 has a plurality of horizontal construction joints 62 formed in the side walls of the basin. The plurality of horizontal construction joints 62 use the bottom elevations and the top elevations of a plurality of reserved openings in the side wall 22 of the main basin 60 as the elevation of the hierarchical design. The horizontal construction joints 62 divide the pool structure of the main pool to be constructed into a plurality of horizontal construction layers, so that concrete pouring construction of the plurality of construction layers is performed layer by layer from bottom to top. Wherein, at least one construction layer contains large-span prestressed bealock beam. At least one of the construction layers includes a structural column and a basin sidewall.

The water facing surfaces of the wave making tank 50 and the main tank 60 are provided with protective layers, each protective layer comprises a steel bar mesh and a concrete layer wrapping the steel bar mesh, and the concrete layers are doped with anti-cracking fibers; the mixing amount of the anti-crack fiber is 0.4-0.8kg/m³。

In one embodiment, the concrete layer is formed by mixing a gel material, anti-cracking fibers, coarse aggregate, fine aggregate, a water reducing agent, an expanding agent and water, wherein the gel material is formed by mixing 50% of cement, 20% of fly ash and 30% of mineral powder; the mixing amount of the anti-crack fiber is 0.6kg/m³。

In one embodiment, the mesh of rebar is a stainless steel mesh of rebar. The mixing amount of the anti-crack fiber is 0.4kg/m³. In one embodiment, the anti-crack fiber is added in an amount of 0.8kg/m³。

The concrete layer materials in the above proportion can also be used for concrete pouring construction of other structures of the wave making pool and the main pool.

Specifically, the method comprises the following steps:

(1) cement

Portland cement with the strength grade not lower than 42.5 is preferably adopted, the quality of the cement must meet the requirements of general silicate cement (GB175-2007), the content of chloride ions in the cement should be less than 0.03%, and the content of C3A should not exceed 8%.

(2) Mineral powder

The S95-grade granulated blast furnace slag powder with the specific surface area of 400-450 m2/kg is preferably adopted, and the slag powder meets the regulations of the current national standard of granulated blast furnace slag powder for cement and concrete (GB/T18046-2008).

(3) Fly ash

The fly ash is original fly ash, the fineness (the surplus of a square-hole sieve with the size of 45 mu m) is not more than 15 percent, the water demand ratio is not more than 100 percent, and other detection indexes meet the requirements of fly ash used in cement and concrete (GB/T1596-.

(4) Coarse aggregate

The coarse aggregate is preferably hard macadam produced by adopting a reverse impact crushing or cone crushing process, the maximum nominal grain size is not more than 25mm, the close packing porosity of the mixed gradation of the coarse stone and the fine stone used in a mixing way is not more than 40%, and the aggregate with potential alkali activity cannot be used.

(5) Fine aggregate

The natural river sand with hard particles, high strength and weather resistance is preferably selected, the sand in the area II with the fineness modulus of 2.6-3.0 is preferably selected, and the chloride ion content and the mud content of the sand are controlled as key indexes.

(6) Water reducing agent

The standard or retarding high-performance water reducing agent is preferably selected, the water reducing rate of the water reducing agent is preferably more than 25 percent, the water reducing agent is well matched with a cementing material, the slump loss of the prepared concrete is small, and other qualities of the water reducing agent also meet the relevant regulations of the existing national standards of concrete admixture (GB 8076) and concrete admixture application technical specification (GB 50119).

(7) Expanding agent

When the high-performance water reducing agent and the swelling agent are required to be used in combination, the compatibility between them should be specifically determined in advance. The expanding agent should meet the requirements of the specification of concrete expanding agent (GB 23439-2009).

(8) Mixing water and water for maintenance

Drinking water is preferably used, and untreated seawater, industrial sewage and acidic water having a pH of less than 5 are strictly prohibited. The water has chloride ion content not greater than 200mg/L and sulfate content (calculated as SO 42-) not greater than 500mg/L, and does not contain harmful impurities and oil, sugar, free acids, alkali, salt, organic matters or other harmful substances which affect normal coagulation and hardening of cement. The chemical analysis of water quality should be performed according to the current industry standard "Highway engineering Water quality analysis operating rules" (JTJ 056). In addition to meeting the above regulations, the water for concrete mixing and maintenance should meet the relevant regulations of the existing industry standard of Water for concrete (JGJ 63).

Cement hydration heat test

The cement samples retrieved from different mixing stations are subjected to a hydration heat release test for 7 days, and hydration heat of composite cementing materials (which are 55% of cement, 15% of fly ash, 30% of mineral powder, 50% of cement, 20% of fly ash, 30% of mineral powder, 45% of cement, 18% of fly ash, 27% of mineral powder and 10% of expanding agent) with different proportions is tested at the same time, and the test proves that the total hydration heat release amount of the cementing materials prepared from 50% of cement, 20% of fly ash and 30% of mineral powder composite cementing materials is remarkably reduced, the total heat release amount in 7 days is only 80% of pure cement, the peak value of the hydration heat release rate is reduced from 3.1mW/g to 1.8mW/g, and the time of the peak value is delayed to 14.5h, which shows that the adiabatic temperature rise value in concrete can be remarkably reduced by compounding fly ash and slag powder, and is beneficial to crack control of large-volume concrete.

Since the upstream environment of the marine pond is III-D, in one embodiment, the thickness of the protective layer is 60mm, and the protective layer with the thickness of 60mm is reinforced by a reinforcing mesh to improve the crack resistance and the permeability resistance. The diameter of the reinforcing mesh is 2.5mm, the interval is 100, the size of each mesh is 1000 x 2000mm, the reinforcing mesh covers the upstream surface of the protective layer fully during construction, and the reinforcing mesh is bound and fixed by galvanized iron wires.

The construction method of the marine pond comprises the following steps:

firstly, constructing a pool bottom plate, taking the bottom elevations and the top elevations of a plurality of reserved holes on the side wall of a pool of a main pool as layered design elevations after the pool bottom plate is constructed, and arranging a plurality of horizontal construction joints; erecting a template; dividing the pool structure of the main pool to be constructed into a plurality of horizontal construction layers by using horizontal construction joints, and performing concrete pouring construction of the plurality of construction layers layer by layer from bottom to top to finish the construction of the main pool; wherein, at least one construction layer contains large-span prestressed bealock beam. At least one of the construction layers includes a structural column and a basin sidewall. At least one structural column which is reserved at two side ends of the hole is an arc-shaped column; and the large-span prestressed bealock beam at the top end of the at least one reserved hole is an arc-shaped beam. The concrete pouring construction of a plurality of construction layers from bottom to top layer by layer comprises the pouring construction of a structural column, a pool side wall and a large-span prestress bealock beam.

And in the construction process of the main water tank, the construction of the wave making tank is synchronously carried out, or the wave making tank and the main water tank are respectively and independently constructed. The construction of the wave making pool comprises installation construction of wave making equipment. The construction of the main water pool and the wave-making pool also comprises the construction of a waterproof layer and a protective layer.

And after the construction of the main water tank and the wave making tank is finished and the inspection is passed, the seawater is poured into the main water tank and the wave making tank. The elevation of the top end of the large-span prestressed bealock beam at the top end of the reserved hole in the main water tank is lower than the elevation of the still water level of the poured seawater in the main water tank.

In one embodiment, the maritime work pool comprises a big fish exhibition pool and a plurality of temporary rearing pools which are communicated. The big fish exhibition pool comprises a wave making pool and a main pool which are communicated with each other in the embodiment. The wave making pool and the main pool are constructed as a whole big fish exhibition pool, and the temporary culture pools are relatively independent and are respectively communicated with the big fish exhibition pool. The wave making pool and the main pool of the big fish exhibition pool are independently constructed or synchronously constructed respectively.

In one embodiment, the construction method of the marine pond comprises the following steps: set up vertical construction joint, utilize vertical construction joint to separate big fish exhibition pond and the pond of fostering temporarily, big fish exhibition pond is independently under construction respectively with the pond of fostering temporarily.

The wave making pool and the main pool of the big fish exhibition pool are independently constructed respectively.

In one embodiment, each construction layer of the main water pool is divided into a plurality of construction sections, the plurality of construction sections of the same construction layer are synchronously constructed respectively, and construction joints are arranged between the adjacent construction sections.

And (4) synchronously constructing a wave making pool and a main pool of the big fish exhibition pool.

The further construction method of the big fish exhibition pool comprises the following steps: after the bottom plate of the pool is constructed, the bottom elevations and the top elevations of a plurality of reserved holes in the side wall of the pool of the main pool are used as layered design elevations, and a plurality of horizontal construction joints are arranged. And (5) supporting a template. And dividing the wave making pool and the main pool to be constructed into a plurality of horizontal construction layers by utilizing a horizontal construction joint, and performing concrete pouring construction on the plurality of construction layers layer by layer from bottom to top so as to finish the construction of the big fish exhibition pool.

The above description is only a preferred embodiment of the present invention, and the protection scope of the present invention is not limited to the above embodiments, and all technical solutions belonging to the idea of the present invention belong to the protection scope of the present invention. It should be noted that various modifications and adaptations to those skilled in the art may be made without departing from the principles of the present invention and should be considered within the scope of the present invention.

Claims

1. The utility model provides a large-span prestressing force bealock roof beam which characterized in that includes:

the system comprises a prestressed support structure, a first supporting structure and a second supporting structure, wherein the prestressed support structure is arranged along a first direction and is connected with an environment structure; and

the pressure top beam is connected with the prestress supporting structure, at least one plane of the pressure top beam is set as an assembly surface of the bealock beam, and the assembly surface is used for abutting and matching with the end surface of the acrylic glass;

wherein the capping beam is provided with a step structure; or

2. The large-span prestressed bealock beam according to claim 1, wherein said prestressed support structure comprises:

a first pre-stressed beam disposed in the first direction and connected with the environmental structure;

3. The large-span prestressed bealock beam according to claim 1, further comprising:

the integrated top plate structure is arranged on the top ends of the prestress supporting structure and the top compression beam, and the integrated top plate structure is connected with the environment structure.

4. A prestressed bealock structure, characterized in that it comprises a large-span prestressed bealock beam according to any one of claims 1 to 3, and also comprises an environmental structure, said environmental structure comprising a pool structure;

5. A marine pond is characterized by comprising a wave making pond and a main pond;

the main water pool comprises a water pool bottom plate and the prestressed bealock structure according to claim 4, the water pool structure is arranged at the top end of the water pool bottom plate, and a plurality of reserved holes are formed in the side wall of the water pool; the elevation of the top end of the large-span prestressed bealock beam arranged at the top end of the reserved hole is lower than the static water level elevation in the main water pool; the structural columns at two side ends of at least one reserved hole are arc-shaped columns; the large-span prestressed bealock beam at the top end of the at least one reserved hole is an arc-shaped beam.

6. The marine pond according to claim 5, wherein the upstream surfaces of the wave generating pond and the main pond are provided with protective layers, the protective layers comprise a steel mesh and a concrete layer wrapping the steel mesh, and the concrete layer is doped with anti-cracking fibers; the mixing amount of the anti-crack fibers is 0.4-0.8kg/m³。

7. A method of constructing a marine pond according to claim 5, comprising the steps of:

constructing the pool bottom plate, taking the bottom elevations and the top elevations of a plurality of reserved holes on the side wall of the main pool as layered design elevations after the pool bottom plate is constructed, and performing concrete pouring construction layer by layer from bottom to top to complete the construction of the main pool; the concrete pouring construction comprises pouring construction of the structural column, the side wall of the water pool and the large-span prestressed bealock beam;

after the construction of the main water pool and the wave making pool is completed and the inspection is passed, seawater is filled into the main water pool and the wave making pool; and the elevation of the top end of the large-span prestressed bealock beam at the top end of the reserved hole in the main water tank is lower than the elevation of the still water level of the poured seawater in the main water tank.

8. A construction method of a large-span prestressed bealock beam is characterized by comprising the following steps:

9. The construction method of the large-span prestressed bealock beam according to claim 8, wherein the step S10 includes the steps of:

s11, establishing a finite element model of the large-span prestressed bealock beam, carrying out deformation analysis and calculation on the prestressed supporting structure, and determining an arching value of the prestressed supporting structure;

10. The construction method of the large-span prestressed bealock beam according to claim 8, wherein the step S20 includes the steps of:

step S21, determining whether the prestressed supporting structure is deformed fully or not by combining the deformation analysis result of the finite element model of the large-span prestressed bealock beam and the deformation monitoring result of the deformation monitoring equipment, if not, entering step S22, and if so, entering step S23;