CN210421623U - Large cantilever open web type cantilever beam structure - Google Patents

Abstract

The utility model relates to a big cantilever formula outrigger structure that is open to web, it includes first stand, the second stand, the straining beam, the upper chord, the web member, a supporting beam, the lower chord, the sloping, the ram, the turn-ups guardrail, seal the roof beam, the step, wherein the truss structure is constituteed to the upper chord, lower chord and web member, the truss is connected with the second stand, first stand passes through the straining beam and is connected with the second stand with a supporting beam and forms frame construction, the sloping links to each other with the truss, and erect the folded plate on the sloping and form the step, the sloping end sets up and seals the roof beam, and set up the ram in the roof beam outside of sealing, the outrigger turns over on the end and forms the turn-ups guardrail. The utility model discloses can reduce cantilever beam dead weight, the hollow structure that the truss formed can arrange the equipment pipeline to reach the purpose that reduces the story height, have advantages such as the cost is low, the time limit for a project is short, construction process is simple.

Description

Large cantilever open web type cantilever beam structure

Technical Field

The utility model relates to a building and civil engineering field, in particular to big cantilever formula outrigger structure that is open to air.

Background

With the increasingly rich cultural life of people in modern society, the sizes of movie theatre buildings are larger and larger, and the functions are increasingly complex. Due to the requirements of sight line design and acoustic design, large-volume buildings are the inevitable choice for modern large and medium-sized movie theaters. The cinema theatre building is large in building size, intensive in personnel activities, many in constraints on the cinema theatre sight line and acoustic design, and mainly adopts a long cantilever or large-span structure, so that the cinema theatre building is always difficult and key in the structure.

In order to ensure the visual effect of audiences, the most basic requirements of movie theaters are as follows: the view is clear, no occlusion exists, and the scene is not distorted. Therefore, the following three problems, namely the visual distance, the visual angle and the ground slope, are solved in the sight line design. The viewing distance refers to the horizontal distance of the viewer's eyes from the design viewpoint. The line distance from the last row of the auditorium into the main screen is generally the farthest viewing distance for design control. The audience sees the play clearly not only the action of the actors, but also the facial expression changes, so the distance of vision is very important to the play effect. The design control depression angle of the building seat refers to a vertical included angle formed by a connecting line of the sight of the audience and the stage surface at the midpoint of the lower edge of the large screen and a horizontal line. The depression angle of the last row of middle seats of the building seat is controlled within 20 degrees in the performance of the voice opera, the performance of the voice opera does not exceed 25 degrees at most, and the watching effect is not ideal. The ground slope is to ensure that the audience is not or less shielded by the front audience when watching the drama. The solution is usually to raise the seats row by row, making the auditorium floor slope.

In order to meet the viewing distance requirement during viewing, a multi-layer platform/base design is usually adopted; for large and medium-sized theaters, the requirement of the number of seats is also met, and a multi-layer long overhanging structure is usually adopted. As is well known, the emphasis and difficulty in the architectural design of theatres has been focused on the architecture of the pedestal and platform structures. Because the constant and live loads of the building seat are large, and simultaneously because the structure of the building seat is a long cantilever structure, the vertical earthquake action is also considered in the 8 and 9-degree earthquake areas. Therefore, whether the building seat structure is reasonable or not directly influences the use function and economic indexes of the whole building.

The structure system of the current building seat generally comprises the following components:

1) a beam-slab system: steel plate beams, reinforced concrete or prestressed concrete box sections, rectangular beams or trusses are usually used as supporting structures; the girders are arranged on the part of the floor slab, and the slab must be linear, so that the height of the floor cantilever structure can be reduced. The building seat oblique beam is placed on the rear wall and the baffle plate girder by using the simply supported beam, the upper part of the girder is reversely used as the baffle plate, but the span of the girder of the structure system can only be about 10-12m due to the limitation of the height of the baffle plate, and the structure system can only be used for small theaters.

2) Variable cross section outrigger system: because the grandstands of the building seats need to be designed with certain gradient, most of the building seats adopt the cantilever beams with the variable cross-section reinforced concrete cantilever arms, and because the main bearing members are arranged in parallel with the side walls, the height of the cantilever beams is not related to the span change of the auditorium, so the adaptability is very large, and the grand-sized and medium-sized cinema grand theatres are suitable. However, the variable cross-section cantilever beam is usually large in cross section and large in proportion of self weight to load, so that the construction cost is high and the variable cross-section cantilever beam is not economical; and the theater usually has many large cross section blast pipes to exist, and in order to guarantee the requirement of net height, the story height needs further increase, leads to the cost further to improve, and anti-seismic performance also can corresponding reduction.

3) Steel truss structural system: the system adopts the steel beams to splice into the variable cross-section truss structure, so that the dead weight is reduced, and the hollow part of the truss can be provided with the air pipe, so that the layer height of the structure is effectively reduced; however, the system still has many problems, such as high construction cost of the steel structure and complex construction process, and particularly, the joint position of the steel structure and the concrete structure and the connection position of the concrete slab and the steel truss have long construction period and great difficulty, so that the utilization rate of the system is not high at present.

Based on the above analysis, it is necessary to develop a structural form with low cost and convenient construction to solve the problems of the existing structural system.

SUMMERY OF THE UTILITY MODEL

The utility model discloses to all kinds of problems that cantilever structure exists in the above-mentioned technical background, provide a big cantilever formula outrigger structure that is open to the effect that alleviates dead weight, reduces the cost, simplifies construction process.

In order to achieve the above purpose, the utility model adopts the following technical scheme:

the utility model provides a big cantilever formula outrigger structure that is empty, it includes first stand, second stand, straining beam, upper chord member, web member, a supporting beam, lower chord member, sloping, truss structure is constituteed to upper chord member, lower chord member and web member, truss structure one side with the second stand is connected fixedly, pass through between first stand and the second stand straining beam and a supporting beam are connected and are formed frame construction, the sloping slope is fixed in truss structure's opposite side, and the sloping erects the folded plate and form the step, sloping bottom end department is equipped with seals the roof beam, and seal the roof beam outside and set up the kickboard, the kickboard turns over on the end position and forms the turn-ups guardrail.

As an optimal technical scheme of the utility model, first stand, second stand, straining beam, upper chord member, web member, a supporting beam, lower chord member, sloping, ram, turn-ups guardrail, seal roof beam, step are cast in situ concrete structure.

As a preferred technical scheme of the utility model, truss structure and frame construction all are cavity for as air pipe walk the line arrangement.

As an optimal technical scheme of the utility model, set up the reinforcing bar that satisfies shear and bending resistance requirement in the second stand.

As an optimal technical scheme of the utility model, the connection of upper chord member and sloping inner reinforcement adopts welding or bolted connection.

As an optimal technical scheme of the utility model, the step comprises the folded plate, and vertical folded plate should set up the hidden beam, the vertical reinforcing bar of hidden beam should the anchor in on the sloping to satisfy the requirement of anchor length.

As an optimized technical scheme of the utility model, it is the same with the sloping to seal the roof beam height.

As an optimized technical scheme of the utility model, choose the board with seal the roof beam bottom with high.

As an optimal technical scheme of the utility model, turn-ups guardrail height should satisfy relevant standard requirement to should not influence spectator's sight.

Contrast prior art, the utility model discloses following beneficial effect has: 1) the hollow truss structure is adopted, so that the self weight of the beam body is greatly reduced, the manufacturing cost can be reduced, and the overhanging length is further increased; 2) the interior of the truss structure is hollow, and a ventilation pipeline can pass through the interior of the truss, so that not only can the equipment pipeline be built more concealably, but also the floor height can be reduced, and the construction cost is reduced; 3) because the cast-in-place concrete structure is adopted, a complex node structure is not needed, so that the construction process is simple, and the construction period and the construction cost are saved; 4) because the truss structure is good in anti-seismic performance, the hollow cantilever beam structure has a good anti-seismic effect under the condition that vertical earthquake is considered.

Drawings

The accompanying drawings are included to provide a further understanding of the invention, and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention, and together with the description serve to explain the invention and not to limit the invention. In the drawings:

fig. 1 is a schematic structural view of a large cantilever open web cantilever.

In the figure: 101. the structure comprises a first upright post, 102, a second upright post, 201, a tension beam, 202, an upper chord, 3, a web member, 401, a support beam, 402, a lower chord, 5, an oblique beam, 6, a cantilever plate, 7, a flanging guardrail, 8, a sealing beam, 9 and a step.

Detailed Description

The preferred embodiments of the present invention will be described in conjunction with the accompanying drawings, and it will be understood that they are presented herein only to illustrate and explain the present invention, and not to limit the present invention.

As shown in fig. 1: the utility model provides a big cantilever formula outrigger structure that is open to web, it includes first stand 101, second stand 102, straining beam 201, upper chord 202, web member 3, a supporting beam 401, lower chord 402, sloping 5. The upper chord 202, the lower chord 402 and the web members 3 form a truss structure, one side of the upper chord 202 and one side of the lower chord 402 are fixedly connected with the right side of the second upright post 102, and the truss structure is vertically supported by the second upright post 102. The first upright column 101 and the second upright column 102 are connected through a tension beam 201 and a support beam 401 to form a frame structure, the tension beam 201 is arranged on the upper portion, the support beam 401 is arranged on the lower portion, and the two upright columns are arranged in parallel, so that an integral stress system is formed. The oblique beam 5 is obliquely fixed on the other sides of the upper chord 202 and the lower chord 402 in the truss structure, and the oblique beam 5 is provided with a step 9 formed by erecting a flap. The bottom of the oblique beam 5 is provided with a bending structure to form a section of horizontal section, the end of the horizontal section is provided with a sealing beam 8, and the height of the sealing beam 8 is the same as that of the oblique beam. And the outside of the sealing beam 8 is provided with a cantilever plate 6, and the bottom of the cantilever plate 6 is as high as the bottom of the sealing beam 8. The raising plate 6 is turned upwards at the end position to form a flanging guardrail 7. The height of the flanging guardrail 7 is required to meet the relevant specification requirements, and the sight of the audience is not influenced.

In this embodiment, the first column 101, the second column 102, the tie beam 201, the upper chord 202, the web member 3, the support beam 401, the lower chord 402, the oblique beam 5, the cantilever plate 6, the flanged guard rail 7, the seal beam 8, and the step 9 are all cast-in-place concrete structures. The truss structure and the frame structure are both hollow, and the internal cavity can be used for wiring arrangement of the ventilation pipeline. In addition, the second upright post 102 is provided with steel bars, and the steel bars should meet the requirements of shearing resistance and bending resistance. In this embodiment, the upper chord 202 and the steel bars in the oblique beam 5 can be connected by welding or bolts. The steps 9 on the oblique beam 5 are composed of folded plates, the vertical folded plates are provided with hidden beams, and the longitudinal steel bars of the hidden beams are anchored on the oblique beam 5 and meet the requirements of anchoring length.

When the structure is used for a theater building seat, firstly, the distance between the first upright post 101 and the second upright post 102 is determined according to the width of a corridor, then the overhanging length and the gradient of the oblique beam 5 are determined according to the size of the building seat, the distance between the upper chord 202 and the lower chord 402 is determined according to the floor height requirement and the equipment pipeline dimension requirement, and finally, the cross section dimensions of the first upright post 101, the second upright post 102, the pull beam 201, the upper chord 202, the web member 3, the supporting beam 401, the lower chord 402, the oblique beam 5, the cantilever plate 6, the flanging guardrail 7 and the sealing beam 8 are determined by calculation according to relevant specifications.

When there are multiple floors, the overhanging length of the floor generally is reduced for more than 2 floors, and at this time, the web member 3 can be removed according to the calculation requirements, and the section sizes of other components are correspondingly reduced.

When the building conditions do not allow the first vertical column 101 to be arranged, the shear and bending resistance requirements can be met by increasing the section size of the second vertical column 102, the left side of the second vertical column 102 adopts a cantilever beam structure as a corridor and a channel, and the supporting beam 401 is eliminated).

Finally, it should be noted that: although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that modifications may be made to the embodiments described in the foregoing embodiments, or equivalents may be substituted for elements thereof. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims (8)

1. A large cantilever open web cantilever structure is characterized by comprising a first upright post (101), a second upright post (102), a straining beam (201), an upper chord (202), a web member (3), a support beam (401), a lower chord (402) and an oblique beam (5), the upper chord member (202), the lower chord member (402) and the web members (3) form a truss structure, one side of the truss structure is fixedly connected with the second upright post (102), the first upright post (101) and the second upright post (102) are connected through the tension beam (201) and the support beam (401) to form a frame structure, the oblique beam (5) is obliquely fixed on the other side of the truss structure, and the oblique beam (5) is erected with folded plates to form steps (9), the bottom end of the oblique beam (5) is provided with a sealing beam (8), and the outer side of the sealing beam (8) is provided with a cantilever plate (6), and the cantilever plate (6) is turned over at the end position to form a flanging guardrail (7).

2. The large cantilever open web cantilever structure of claim 1, wherein the first upright (101), the second upright (102), the tie beam (201), the upper chord (202), the web member (3), the support beam (401), the lower chord (402), the oblique beam (5), the cantilever plate (6), the flanging fence (7), the sealing beam (8) and the step (9) are all cast-in-place concrete structures.

3. The large cantilever open web cantilever structure according to claim 1, wherein the truss structure and the frame structure are hollow for routing of ventilation duct.

4. The large cantilever open web cantilever structure according to claim 1, wherein the second upright post (102) is provided with steel bars meeting the requirements of shear resistance and bending resistance.

5. The large cantilever open web cantilever structure according to claim 1, wherein the upper chord (202) and the steel bar in the oblique beam (5) are connected by welding or bolts.

6. The large cantilever open web cantilever structure according to claim 1, wherein the step (9) is composed of folded plates, the vertical folded plates are provided with hidden beams, the longitudinal steel bars of the hidden beams are anchored on the oblique beams (5) and meet the requirement of anchoring length.

7. The large cantilever open web cantilever according to claim 1, wherein the height of the sealing beam (8) is the same as that of the oblique beam.

8. The large cantilever open web cantilever according to claim 1, wherein the cantilever plate (6) is at the same height as the bottom of the sealing beam (8).

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