阅读说明：本技术 抵御强震灾害的双层复合钢管柱地下结构体系及施工方法 (Double-layer composite steel pipe column underground structure system for resisting strong earthquake disasters and construction method ) 是由 张中杰 刘书 陈加核 郑雅莉 吴航 于 2021-07-21 设计创作，主要内容包括：本发明公开了抵御强震灾害的双层复合钢管柱地下结构体系及施工方法,包括若干竖直设置的柱结构；柱结构为多层结构,包括混凝土芯柱、管状内钢柱、弹性填充层和管状外钢柱；混凝土芯柱和管状内钢柱形成钢混凝土中柱分别与顶板结构、底板结构和中间板结构连接；弹性填充层和管状外钢柱设置于每一层；管状外钢柱包括多块条状弧形钢板；每两块条状弧形钢板的侧边均形成拼接缝。施工时,从下向上依次施工同时设置管状内钢柱和预埋钢板,然后浇筑混凝土芯柱,并架设管状外钢柱,最后从拼接缝注入弹性材料形成弹性填充层并封堵拼接缝。本发明能在确保长期使用的情况下,抵御高于荷载条件下的大变形,有效的防止中柱破坏导致顶板折断、覆土下陷。(The invention discloses a double-layer composite steel pipe column underground structure system for resisting strong earthquake disasters and a construction method, wherein the double-layer composite steel pipe column underground structure system comprises a plurality of vertically arranged column structures; the column structure is a multilayer structure and comprises a concrete core column, a tubular inner steel column, an elastic filling layer and a tubular outer steel column; the concrete core column and the tubular inner steel column form steel concrete center column are respectively connected with the top plate structure, the bottom plate structure and the middle plate structure; the elastic filling layer and the tubular outer steel column are arranged on each layer; the tubular outer steel column comprises a plurality of strip-shaped arc-shaped steel plates; the side edges of every two strip arc-shaped steel plates form splicing seams. During construction, the tubular inner steel column and the embedded steel plate are sequentially constructed from bottom to top and are arranged at the same time, then the concrete core column is poured, the tubular outer steel column is erected, and finally the elastic material is injected from the splicing seam to form the elastic filling layer and seal the splicing seam. The invention can resist large deformation higher than the load condition under the condition of ensuring long-term use, and effectively prevent the roof from breaking and the earth covering from sinking caused by the damage of the center pillar.)

1. The double-layer composite steel pipe column underground structure system for resisting the strong earthquake disasters comprises a plurality of vertically arranged column structures; the upper end of each column structure is connected with a top plate structure (8) of an underground structure, the lower end of each column structure is connected with a bottom plate structure (1) of the underground structure, and the middle part of each column structure is connected with a middle plate structure (6) of the underground structure; the method is characterized in that:

each column structure is a multilayer structure and sequentially comprises a concrete core column (9), a tubular inner steel column (2), an elastic filling layer (13) and a tubular outer steel column (11) from inside to outside;

wherein each concrete core column (9) and the corresponding tubular inner steel column (2) form a steel concrete center column; two ends of each steel concrete center column are respectively connected with the top plate structure (8) and the bottom plate structure (1), and the middle part of each steel concrete center column penetrates through all the middle plate structures (6) and is connected with all the middle plate structures (6);

both ends of each elastic filling layer (13) and both ends of the corresponding tubular outer steel columns (11) are respectively connected with the top plate structure and the middle plate structure (6) at the uppermost layer, the two adjacent middle plate structures (6) or the bottom plate structure (1) and the middle plate structure (6) at the lowermost layer;

the lower surface of the top plate structure (8), the upper surface of the bottom plate structure (1) and the upper surface and the lower surface of each middle plate structure (6) are respectively provided with an annular embedded steel plate (4) matched with the tubular outer steel column (11) at a position corresponding to the end part of each tubular outer steel column (11);

a female head buckle (7) and a male head buckle which are matched are arranged between the upper end of each tubular outer steel column (11) and each corresponding embedded steel plate (4), and positioning is achieved through the female head buckles (7) and the male head buckles;

each tubular outer steel column (11) is of a tubular structure formed by connecting two sides of a plurality of strip-shaped arc-shaped steel plates; and the side edges of every two adjacent strip arc-shaped steel plates form splicing seams (12).

2. The double-layer composite steel pipe column underground structure system for resisting the strong earthquake disaster as claimed in claim 1, wherein a plugging steel plate (14) is arranged on the outer side wall of each splicing seam (12) through a fillet weld (15).

3. The double-layer composite steel pipe column underground structure system for resisting the strong earthquake disaster as claimed in claim 1, wherein each embedded steel plate (4) is provided with a plurality of embedded anchor bars (5), and the embedded steel plates are connected with the corresponding top plate structure (8), the corresponding bottom plate structure (1) or the corresponding middle plate structure (6) into a whole through the plurality of embedded anchor bars (5).

4. The double-layer composite steel pipe column underground structure system for resisting the strong earthquake disaster as claimed in claim 3, wherein a plurality of embedded anchor bars (5) of each embedded steel plate (4) are uniformly distributed around the corresponding embedded steel plate (4);

each embedded anchor bar (5) is connected with the corresponding reserved hole perforation plug welding on the embedded steel plate (4).

5. The double-layer composite steel pipe column underground structure system for resisting the strong earthquake disaster as recited in claim 3, wherein a plurality of embedded anchor bars (5) arranged on each embedded steel plate (4) of the middle plate structure (6) are all arranged to be a through integral type.

6. The construction method of the double-layer composite steel pipe column underground structure system for resisting the strong earthquake disaster according to claim 1 comprises the following steps:

step 1, after a foundation pit is excavated to the bottom of the pit, building reinforced concrete back to form the bottom plate structure (1), inserting the corresponding tubular inner steel column (2) at each position where the steel concrete center column needs to be arranged, and arranging the embedded steel plate (4) on the upper surface of the bottom plate structure (1) through the corresponding embedded anchor bar (5);

step 2, continuously building each layer of reinforced concrete upwards to form the middle plate structure (6), and respectively arranging embedded steel plates (4) on the upper surface and the lower surface of the middle plate structure (6) through a plurality of corresponding embedded anchor bars (5) at each position where the steel concrete center column needs to be arranged;

arranging the female buckle (7) on each embedded steel plate (4) on the lower surface of the middle plate structure (6);

step 3, continuously building reinforced concrete upwards to form the top plate structure (8), and arranging the embedded steel plates (4) on the lower surface of the top plate structure (8) through the corresponding embedded anchor bars (5);

concreting all the tubular inner steel columns (2) into the concrete core column (9), and arranging steel column upper end plates (10) at the tops of the concrete core columns;

arranging the female buckle (7) on each embedded steel plate (4) on the lower surface of the top plate structure (8);

step 4, erecting all the tubular outer steel columns (11), positioning the upper end of each tubular outer steel column (11) through the female head buckle (7) and the male head buckle, and connecting the lower ends of the tubular outer steel columns with the corresponding embedded steel plates (4) through fillet welds;

step 5, injecting an elastic material into a cavity between the tubular outer steel column (11) and the tubular inner steel column (2) through the splicing seams of each tubular outer steel column (11) to form an elastic filling layer (13);

and after finishing, blocking all the assembling seams.

7. The construction method of the double-layer composite steel pipe column underground structure system for resisting the strong earthquake disaster according to the claim 6, wherein in the step 1, each tubular inner steel column (2) is welded with a steel column lower end plate (3) before being inserted;

after each tubular inner steel column (2) is inserted, the corresponding embedded anchor bars (5) are arranged, and the embedded steel plates (4) are arranged on the upper surface of the bottom plate structure (1).

8. The construction method of the double-layer composite steel pipe column underground structure system for resisting the strong earthquake disaster according to the claim 6, wherein each female buckle (7) is connected with the corresponding embedded steel plate (4) through a fillet weld (15).

9. The construction method of the double-layer composite steel pipe column underground structure system for resisting the strong earthquake disaster as claimed in claim 6, wherein each steel column upper end plate (10) is connected with the upper end of the corresponding tubular inner steel column (2) by welding.

10. The construction method of the double-layer composite steel pipe column underground structure system for resisting the strong earthquake disaster according to the claim 6, wherein in the step 4, grease is applied between all the female head buckles (7) and the corresponding male head buckles.

Technical Field

The invention relates to the technical field of underground building earthquake resistance, in particular to a double-layer composite steel pipe column underground structure system for resisting strong earthquake disasters and a construction method.

Background

The most noticeable in 1995 of the osaka ms7.2 earthquake in japan was the destruction of 5 subway stations. The large open station is used as an underground structure with the most serious damage, more than 50 percent of center pillars completely collapse, the top plate is broken and damaged directly, an overlying soil layer collapses, the maximum settlement amount reaches as much as 2.5m, the subway stops running, and the ground traffic is paralyzed. The 'sakashen earthquake' disaster reveals a failure mechanism that when the underground structure is subjected to a strong earthquake action higher than the earthquake for fortification, the middle column is broken to cause the top plate to be broken, and further the whole structure is collapsed. The main reason is that the conventional underground structure center column and the beam slab are fixedly connected in an integral casting mode, so that a large bending moment and a large shearing force which are not matched with the shearing and shearing deformation resistance are borne under the action of a strong earthquake, the shearing and pressing brittle failure is generated, the top plate is bent and broken, and the structure is seriously damaged. Therefore, how to protect the center pillar from losing vertical bearing capacity due to excessive deformation under the action of strong shock becomes the key for solving the problem.

In the prior art, industry-related specifications (standards) qualitatively stipulate that in high-intensity earthquake defense areas, a steel reinforced concrete composite component is adopted for a center pillar, and the idea is still to increase the bearing capacity of the center pillar. However, when a strong earthquake higher than the fortification intensity occurs, the outer covering concrete layer is easy to peel off under the condition of horizontal large deformation, and the whole combined member continuously bears larger bending moment and shearing force because the section steel member goes deep into the beam slab structure and the fixed connection form of the node is not changed, and the shearing resistance is greatly reduced and the combined member is easier to damage because the constraint of the concrete layer is lost.

Therefore, how to prevent the disaster that the top plate is broken and the earth cover sinks due to the damage of the center pillar on the basis of adopting the structural form of the steel reinforced concrete center pillar, and then the collapse of the whole structure is caused is a problem of the current industry development.

Disclosure of Invention

In view of the defects in the prior art, the invention provides a double-layer composite steel pipe column underground structure system for resisting a strong earthquake disaster and a construction method thereof, and aims to ensure the bearing capacity under the working condition load condition of long-term use and the working condition load condition of fortifying intensity earthquake and resist large deformation under the working condition load condition of fortifying intensity earthquake so as to solve the problem that the top plate is broken and the earthing is sunk due to the damage of a center column in the prior art and further cause the collapse of the whole structure.

In order to achieve the purpose, the invention discloses a double-layer composite steel pipe column underground structure system for resisting strong earthquake disasters, which comprises a plurality of vertically arranged column structures; each the upper end of the column structure is connected with a top plate structure of an underground structure, the lower end of the column structure is connected with a bottom plate structure of the underground structure, and the middle of the column structure is connected with a middle plate structure of the underground structure.

Each column structure is a multilayer structure and sequentially comprises a concrete core column, a tubular inner steel column, an elastic filling layer and a tubular outer steel column from inside to outside;

each concrete core column and the corresponding tubular inner steel column form a steel concrete center column; the two ends of each steel concrete center column are respectively connected with the top plate structure and the bottom plate structure, and the middle part of each steel concrete center column penetrates through all the middle plate structures and is connected with all the middle plate structures;

both ends of each elastic filling layer and both ends of the corresponding tubular outer steel columns are respectively connected with the top plate structure and the middle plate structure on the uppermost layer, the two adjacent middle plate structures or the bottom plate structure and the middle plate structure on the lowermost layer;

annular embedded steel plates matched with the tubular outer steel columns are arranged at positions corresponding to the end parts of the tubular outer steel columns on the lower surface of the top plate structure, the upper surface of the bottom plate structure and the upper surface and the lower surface of each middle plate structure;

a female head buckle and a male head buckle which are matched are arranged between the upper end of each tubular outer steel column and each corresponding embedded steel plate, and positioning is achieved through the female head buckles and the male head buckles;

each tubular outer steel column is formed by connecting every two side edges of a plurality of strip-shaped arc-shaped steel plates to form a tubular structure; and splicing seams are formed on the side edges of every two adjacent strip arc-shaped steel plates.

Preferably, the outer side wall of each splicing seam is provided with a plugging steel plate through a fillet weld.

Preferably, each pre-buried steel sheet all is equipped with a plurality of pre-buried anchor bars, through a plurality of pre-buried anchor bars and corresponding roof structure, corresponding floor structure or corresponding the intermediate plate structural connection is integrative.

More preferably, a plurality of embedded anchor bars of each embedded steel plate are uniformly distributed around the corresponding embedded steel plate;

each embedded anchor bar is connected with the corresponding reserved hole perforation plug welding on the embedded steel plate.

Preferably, the embedded anchor bars arranged on each embedded steel plate of the middle plate structure are all arranged to be a through integral type.

The invention also provides a construction method of the double-layer composite steel pipe column underground structure system for resisting the strong earthquake disaster, which comprises the following steps:

step 1, after a foundation pit is excavated to the bottom of the pit, building reinforced concrete back to form the bottom plate structure, inserting corresponding tubular inner steel columns into positions where the steel concrete center columns need to be arranged, and arranging the embedded steel plates on the upper surface of the bottom plate structure through corresponding embedded anchor bars;

step 2, continuously building each layer of reinforced concrete upwards to form the middle plate structure, and arranging embedded steel plates on the upper surface and the lower surface of the middle plate structure respectively through a plurality of corresponding embedded anchor bars at each position where the steel concrete center column needs to be arranged;

arranging the female buckle on each embedded steel plate on the lower surface of the middle plate structure;

step 3, continuously building reinforced concrete upwards to form the top plate structure, and arranging the embedded steel plates on the lower surface of the top plate structure through the corresponding embedded anchor bars;

pouring concrete into the concrete core columns for all the tubular inner steel columns, and arranging steel column upper end plates at the tops of the concrete core columns;

arranging the female buckle on each embedded steel plate on the lower surface of the top plate structure;

step 4, erecting all the tubular outer steel columns, positioning the upper end of each tubular outer steel column through the female head buckle and the male head buckle, and connecting the lower ends of the tubular outer steel columns with the corresponding embedded steel plates through fillet welds;

step 5, injecting an elastic material into a cavity between the tubular outer steel column and the tubular inner steel column through the splicing seams of each tubular outer steel column to form an elastic filling layer;

and after finishing, blocking all the assembling seams.

Preferably, in the step 1, a steel column lower end plate is welded to each tubular inner steel column before insertion;

after each tubular inner steel column is inserted, the upper surface of the bottom plate structure is provided with the embedded steel plate by arranging corresponding embedded anchor bars.

Preferably, each female buckle is connected with the corresponding embedded steel plate through a fillet weld.

Preferably, each steel column upper end plate is connected with the upper end of the corresponding tubular inner steel column in a welding mode.

Preferably, in the step 4, grease is applied between all the female head buckles and the corresponding male head buckles.

The invention has the beneficial effects that:

the application of the invention ensures the normal use working condition and the fortification earthquake working condition, the effective transmission of load and the stability of beam-column nodes, can resist the large deformation under the load condition of the fortification intensity strong earthquake working condition, and prevents the middle column from shearing, pressing and brittle failure, thereby causing the fracture of the top plate and the sinking of the earthing, and further causing the disaster of the collapse of the whole structure.

The flexible double-layer composite steel pipe column has better energy dissipation and shock absorption effects under the working condition of strong earthquake action, and can obviously improve the shear deformation resistance of the middle column.

The invention has simple structure, realizes the quick installation in site construction and improves the production efficiency by factory prefabrication and component assembly.

The application of the invention effectively expands the construction means of underground engineering, promotes the technical progress of industry, and has good economic and social benefits.

The conception, the specific structure and the technical effects of the present invention will be further described with reference to the accompanying drawings to fully understand the objects, the features and the effects of the present invention.

Drawings

Fig. 1 shows a schematic structural diagram of a pillar structure in an embodiment of the invention.

Fig. 2 is a schematic view illustrating a state where the construction of the floor structure is completed according to an embodiment of the present invention.

Fig. 3 is a schematic diagram illustrating a state where the middle plate structure construction is completed according to an embodiment of the present invention.

Fig. 4 is a schematic view illustrating a state where the construction of the roof structure is completed according to an embodiment of the present invention.

Fig. 5 is a schematic view illustrating a state in which the erection of the tubular outer steel columns is completed according to an embodiment of the present invention.

Fig. 6 is a schematic structural diagram of an embedded steel plate according to an embodiment of the present invention.

FIG. 7 is a schematic structural diagram of the outer tubular steel columns in an embodiment of the present invention.

Fig. 8 is a schematic cross-sectional view of a pillar structure according to an embodiment of the present invention.

Fig. 9 shows a schematic view of the connection between the pillar structure and the roof structure in an embodiment of the invention.

Detailed Description

Examples

As shown in fig. 1 and fig. 6 to 9, the double-layer composite steel pipe column underground structure system for resisting strong earthquake disasters comprises a plurality of vertically arranged column structures; the upper end of each column structure is connected with a top plate structure 8 of an underground structure, the lower end of each column structure is connected with a bottom plate structure 1 of the underground structure, and the middle of each column structure is connected with a middle plate structure 6 of the underground structure.

Each column structure is a multilayer structure and sequentially comprises a concrete core column 9, a tubular inner steel column 2, an elastic filling layer 13 and a tubular outer steel column 11 from inside to outside;

wherein each concrete core column 9 and the corresponding tubular inner steel column 2 form a steel concrete center column; the two ends of each steel concrete center column are respectively connected with the top plate structure 8 and the bottom plate structure 1, and the middle part of each steel concrete center column penetrates through all the middle plate structures 6 and is connected with all the middle plate structures 6;

both ends of each elastic filling layer 13 and the corresponding tubular outer steel column 11 are respectively connected with the top plate structure and the uppermost layer middle plate structure 6, the two adjacent layers of middle plate structures 6 or the bottom plate structure 1 and the lowermost layer middle plate structure 6;

the lower surface of the top plate structure 8, the upper surface of the bottom plate structure 1 and the upper surface and the lower surface of each middle plate structure 6 are provided with annular embedded steel plates 4 matched with the tubular outer steel columns 11 at positions corresponding to the end parts of the tubular outer steel columns 11;

a female head buckle 7 and a male head buckle which are matched are arranged between the upper end of each tubular outer steel column 11 and each corresponding embedded steel plate 4, and positioning is realized through the female head buckle 7 and the male head buckle;

each tubular outer steel column 11 is formed by connecting every two side edges of a plurality of strip-shaped arc-shaped steel plates to form a tubular structure; the side edges of every two adjacent strip arc-shaped steel plates form splicing seams 12.

The principle of the invention is as follows:

the reinforced concrete structure formed by the concrete core column 9 and the tubular inner steel column 2 can ensure effective load transmission and stable beam-column joints.

When a strong earthquake higher than the fortification intensity occurs, the beam column node deforms to drive the tubular outer steel column 11 to deform, on one hand, the elastic filling layer 13 between the tubular outer steel column 11 and the tubular inner steel column 2 has the energy dissipation and shock absorption effects, and the shear deformation resistance of the reinforced concrete structure formed by the concrete core column 9 and the tubular inner steel column 2 can be obviously improved; on the other hand, the tubular outer steel column 11 is tightly propped against the structure in a limited deformable range through the female head buckle 7 and the male head buckle, and can resist large deformation under the action of strong shock during secondary stress, so that the top plate damage caused by further shearing, pressing and brittle failure of the steel-concrete structure formed by the concrete core column 9 and the tubular inner steel column 2 is prevented, and further the disaster of collapse of the whole structure is avoided.

In practical application, the tubular inner steel column 2 and the tubular outer steel column 11 are preferably rolled and welded pipes, and inner wall derusting is carried out to ensure that dirt such as rust, mud skin, grease and the like cannot be generated in the pipes.

If the conditions limit that the tubular inner steel column 2 and the tubular outer steel column 11 need to be manufactured in a segmented mode, the segmented position is set to be 1/3 of the layer height, and the lengthened groove welding seam with equal strength is adopted.

In some embodiments, the outer side wall of each splice seam 12 is provided with a sealing steel plate 14 by means of a fillet weld 15.

In some embodiments, each pre-buried steel plate 4 is provided with a plurality of pre-buried anchor bars 5, and the pre-buried anchor bars 5 are connected with the corresponding top plate structure 8, the corresponding bottom plate structure 1 or the corresponding middle plate structure 6 into a whole.

In some embodiments, the plurality of embedded anchor bars 5 of each embedded steel plate 4 are uniformly distributed around the corresponding embedded steel plate 4;

each embedded anchor bar 5 is connected with the corresponding embedded steel plate 4 by hole-reserving, perforating and plug welding.

In some embodiments, the embedded anchor bars 5 of each embedded steel plate 4 disposed on the middle plate structure 6 are all disposed as a through integral type.

As shown in fig. 1 to 5, the invention also provides a construction method of the double-layer composite steel pipe column underground structure system for resisting the strong earthquake disaster, which comprises the following steps:

step 1, after a foundation pit is excavated to the bottom of the pit, reinforced concrete is built back to form a bottom plate structure 1, corresponding tubular inner steel columns 2 are inserted into positions where steel concrete center columns need to be arranged, and embedded steel plates 4 are arranged on the upper surface of the bottom plate structure 1 through corresponding embedded anchor bars 5;

2, continuously building each layer of reinforced concrete upwards to form an intermediate plate structure 6, and respectively arranging embedded steel plates 4 on the upper surface and the lower surface of the intermediate plate structure 6 through a plurality of corresponding embedded anchor bars 5 at each position where a steel concrete center column needs to be arranged;

each embedded steel plate 4 on the lower surface of the middle plate structure 6 is provided with a female buckle 7;

step 3, continuously building reinforced concrete upwards to form a top plate structure 8, and arranging an embedded steel plate 4 on the lower surface of the top plate structure 8 through corresponding embedded anchor bars 5;

concrete pouring is carried out on all the tubular inner steel columns 2 to form concrete core columns 9, and steel column upper end plates 10 are arranged at the tops of the tubular inner steel columns;

each embedded steel plate 4 on the lower surface of the top plate structure 8 is provided with a female buckle 7;

step 4, erecting all the tubular outer steel columns 11, positioning the upper end of each tubular outer steel column 11 through a female buckle 7 and a male buckle, and connecting the lower ends of the tubular outer steel columns 11 with corresponding embedded steel plates 4 through fillet welds;

step 5, injecting an elastic material into a cavity between the tubular outer steel column 11 and the tubular inner steel column 2 through the assembly joint of each tubular outer steel column 11 to form an elastic filling layer 13;

and after the completion, all the assembly seams are blocked.

In some embodiments, in step 1, each tubular inner steel column 2 is welded with a steel column lower end plate 3 before insertion;

after each tubular inner steel column 2 is inserted, a corresponding embedded anchor bar 5 is arranged, and an embedded steel plate 4 is arranged on the upper surface of the bottom plate structure 1.

In some embodiments, each female buckle 7 is connected to the corresponding embedded steel plate 4 by a fillet weld 15.

In some embodiments, each steel column upper end plate 10 is connected to the upper end of the corresponding tubular inner steel column 2 by welding.

In some embodiments, in step 4, grease is applied between all female head buckles 7 and the corresponding male head buckles.

The foregoing detailed description of the preferred embodiments of the invention has been presented. It should be understood that numerous modifications and variations could be devised by those skilled in the art in light of the present teachings without departing from the inventive concepts. Therefore, the technical solutions available to those skilled in the art through logic analysis, reasoning and limited experiments based on the prior art according to the concept of the present invention should be within the scope of protection defined by the claims.