Connecting structure of steel pipe concrete column and pile cap
By setting a pouring groove on the top of the foundation and pouring concrete into the steel pipe column as a whole, the quality problem at the connection between the steel pipe concrete column and the foundation was solved, the load-bearing capacity and connection stability were improved, and additional structures and costs were reduced.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- SHENZHEN GENERAL INST OF ARCHITECTURAL DESIGN & RES
- Filing Date
- 2025-05-12
- Publication Date
- 2026-06-23
AI Technical Summary
Defects such as honeycomb and air bubbles are prone to occur at the connection between the steel-concrete composite column and the foundation, affecting the load-bearing capacity. In addition, the concrete strength grade of the foundation is lower than that of the concrete inside the steel pipe, which requires additional structural reinforcement, increasing the construction period and cost.
A casting groove is set on the top of the main body of the foundation, and the concrete inside the steel pipe column is poured together with the concrete in the groove to enhance the connection stability and load-bearing capacity. The connection quality is ensured by components such as boot beams and column foot anchors.
It avoids defects such as honeycomb pitting and air bubbles, improves the compressive bearing capacity of column base joints, reduces additional structural details, and saves construction time and costs.
Smart Images
Figure CN224395903U_ABST
Abstract
Description
Technical Field
[0001] This application relates to the field of building structure technology, and in particular to a connection structure between a steel-concrete composite column and a pile cap. Background Technology
[0002] With the increasing demands on building functions and aesthetics, reinforced concrete composite structures are widely used in the construction industry. Among them, concrete-tube steel columns, possessing the properties of both steel and concrete, allow for a reduction in cross-sectional area of more than half compared to reinforced concrete columns. Using concrete-tube steel columns saves significant amounts of building materials, expands usable space and floor area, and utilizes plain concrete, eliminating the need for vibration, simplifying construction, and shortening the construction period. These factors contribute to the significant economic benefits of concrete-tube steel columns in construction.
[0003] In the application of concrete-filled steel tubular (CFST) columns, the column base joint plays a crucial role in the structure, acting as a vital link between the upper and lower sections. CFST joints include end-bearing and embedded types. According to the "Code for Design of Concrete-Filled Steel Tube Structures" (GB 50936-2014), when using end-bearing rigid connections for CFST column installation, a 25mm to 50mm gap is typically required between the CFST column and the foundation surface. After leveling the steel tube, secondary pouring is performed, and the local compressive bearing capacity of the foundation surface should be verified during construction and after completion. However, due to the small reserved space, the concrete pouring quality of the column base joint is often poor, making it difficult to ensure the compactness of the grout, potentially leading to defects such as honeycomb, pitting, and air bubbles, affecting its load-bearing capacity. Furthermore, since the concrete strength grade of the foundation is lower than that of the concrete inside the steel tube, when the local compressive bearing capacity verification of the foundation surface fails to meet the requirements, additional structural reinforcement is needed, increasing the construction period and costs. Utility Model Content
[0004] This application discloses a connection structure between a steel-concrete composite column and a pile cap, which can avoid defects such as honeycomb surface and air bubbles at the column foot joint between the column structure and the main body of the pile cap, and can effectively enhance the local compressive bearing capacity of the main body of the pile cap. This is beneficial to reducing the increase in construction methods caused by insufficient local compressive bearing capacity of the main body of the pile cap, thereby reducing the construction period and saving construction costs.
[0005] To achieve the above objectives, in a first aspect, embodiments of this application disclose a connection structure between a steel-concrete composite column and a pile cap, comprising:
[0006] A foundation assembly, comprising a foundation body, the top of which is provided with a casting groove configured to hold concrete; and
[0007] The column structure includes a steel pipe column and a boot beam. The steel pipe column extends along the height direction of the main body of the foundation and is located above the main body of the foundation. The boot beam is connected to the bottom of the steel pipe column and is located in the casting groove. The steel pipe column is configured to have internal concrete poured inside, and the concrete in the groove is cast integrally with the concrete inside the column.
[0008] As an optional implementation, the depth of the casting groove is greater than or equal to 300mm along the height direction of the main body of the foundation; and the depth of the casting groove meets the calculation requirements of the local compressive bearing capacity of the main body of the foundation.
[0009] As an optional implementation, the steel pipe column is located in the middle of the casting trench. Along the first direction, the size of the steel pipe column is smaller than the width of the casting trench, and the distance between the outer periphery of the steel pipe column and the inner wall of the casting trench is greater than or equal to 300mm. The distance satisfies the local compressive bearing capacity calculation requirements of the main body of the foundation.
[0010] Wherein, the first direction is the direction from the axis of the steel pipe column to the outer periphery of the steel pipe column.
[0011] As an optional implementation, the steel pipe column is located in the middle of the casting groove. Along the first direction, the size of the steel pipe column is smaller than the width of the casting groove, and the distance between the outer periphery of the steel pipe column and the inner wall of the casting groove is equal to the depth of the casting groove along the height direction of the foundation body.
[0012] Wherein, the first direction is the direction from the axis of the steel pipe column to the outer periphery of the steel pipe column.
[0013] As an optional implementation, the boot beam includes a first bottom plate, a first top plate, and a first stiffening plate connected to the steel pipe column. The first bottom plate and the first top plate are spaced apart along the height direction of the steel pipe column, and the first top plate and the first bottom plate extend along the outer periphery of the steel pipe column. Along the height direction of the main body of the bearing platform, the first stiffening plate is connected to the first bottom plate and the first top plate, and the first stiffening plate extends along a first direction.
[0014] Wherein, the first direction is the direction from the axis of the steel pipe column to the outer periphery of the steel pipe column.
[0015] As an optional implementation, the first stiffening plate includes a plurality of first stiffening plates, which are arranged around the center of the steel pipe column on the outer periphery of the steel pipe column;
[0016] The connection structure between the steel pipe concrete column and the pile cap also includes a column base connection assembly. The column base connection assembly includes a column base anchor bolt and an adjusting nut. The column base anchor bolt is set in the pouring groove and extends along the height direction of the main body of the pile cap. The adjusting nut is sleeved on the column base anchor bolt. The boot beam is sleeved on the column base anchor bolt, and the boot beam is located between the concrete in the groove and the adjusting nut.
[0017] The column base anchors are provided in multiple ways corresponding to the multiple first stiffening plates, and each column base anchor is provided between two adjacent first stiffening plates.
[0018] As an optional implementation, the boot beam further includes a second bottom plate, a second top plate, and a second stiffening plate connected inside the steel pipe column. The second bottom plate, the second top plate, and the second stiffening plate extend along the first direction, and along the height direction of the main body of the pier, the second stiffening plate is connected to the second bottom plate and the second top plate.
[0019] As an optional implementation, along the height direction of the pier body, the second bottom plate is correspondingly disposed to the first bottom plate, the second top plate is correspondingly disposed to the first top plate, and multiple second stiffening plates are provided, arranged around the center of the steel pipe column on the inner wall surface of the steel pipe column; and / or,
[0020] The second top plate is also provided with an exhaust hole, which is located at the corner where the second stiffening plate connects to the inner wall of the steel pipe column, and the exhaust hole penetrates the second top plate along the height direction of the main body of the foundation.
[0021] As an optional implementation, the pier assembly further includes support piles, which are disposed below the pier body, and the diameter of the support piles is less than or equal to 3m;
[0022] Along the height direction of the main body of the foundation, the center of the supporting pile is coaxial with the center of the steel pipe column.
[0023] As an optional implementation, the pier assembly further includes a plurality of support piles, which are disposed below the pier body and arranged around the axis of the steel pipe column. The diameter of each support pile is less than or equal to 3m, and the distance between two adjacent support piles is less than or equal to 1.5 times the diameter of each support pile.
[0024] Compared with the prior art, the beneficial effects of this application are:
[0025] The connection structure between the steel-concrete composite column and the pile cap provided in this application embodiment features a casting groove at the top of the pile cap, with the concrete inside the steel-concrete composite column and the concrete in the casting groove being cast integrally. This prevents defects such as honeycomb, pitting, and air bubbles from appearing at the column foot joint between the column structure and the pile cap, thus improving the compressive bearing capacity of the column foot joint. Furthermore, the integral casting ensures that the concrete strength grade in the casting groove is consistent with that in the steel-concrete composite column, effectively enhancing the local compressive bearing capacity of the pile cap. This reduces the need for additional structural details due to insufficient local compressive bearing capacity of the pile cap, thereby shortening the construction period and saving construction costs. Attached Figure Description
[0026] To more clearly illustrate the technical solutions in the embodiments of this application, the drawings used in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.
[0027] Figure 1 This is a schematic diagram of a connection structure between a steel-concrete composite column and a pile cap provided in an embodiment of this application;
[0028] Figure 2 This is a top view of the steel pipe column provided in the embodiment of this application;
[0029] Figure 3 This is another structural schematic diagram of the connection structure between the steel-concrete composite column and the pile cap provided in the embodiments of this application;
[0030] Figure 4 This is a top view of the connection structure between the steel-concrete composite column and the pile cap provided in the embodiment of this application;
[0031] Figure 5 This is another top view of the connection structure between the steel-concrete composite column and the pile cap provided in the embodiments of this application.
[0032] Explanation of reference numerals in the attached figures:
[0033] 100-Connection structure between steel-concrete composite column and pile cap; 1-Pile cap assembly; 11-Pile cap body; 111-Pouring trench; 11a-Concrete in trench; 12-Support pile; L-Pile spacing; 2-Column structure; 21-Steel-concrete composite column; 21a-Concrete inside column; 21b-Outer concrete casing; 22-Boot beam; A-Depth; B-Spacing; 221-First base plate; 222-First top plate; 223-First stiffening plate; 224-Second base plate; 225-Second top plate; 225a-Ventilation hole; 226-Second stiffening plate; 3-Column base connection assembly; 31-Column base anchor bolt; 32-Adjusting nut; 33-Transverse reinforcement; X-First direction; Y-Height direction. Detailed Implementation
[0034] The technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.
[0035] In this application, the terms "upper," "lower," "top," "bottom," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. These terms are primarily for the purpose of better describing this application and its embodiments, and are not intended to limit the indicated device, element, or component to having a specific orientation, or to be constructed and operated in a specific orientation.
[0036] Furthermore, in addition to indicating location or positional relationship, some of the aforementioned terms may also have other meanings. For example, the term "above" may also be used in some cases to indicate a certain dependency or connection relationship. Those skilled in the art can understand the specific meaning of these terms in this application based on the specific circumstances.
[0037] Furthermore, the terms "installation," "setup," "equipped with," and "connection" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral structure; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection via an intermediate medium, or an internal connection between two devices, components, or parts. Those skilled in the art can understand the specific meaning of these terms in this application based on the specific circumstances.
[0038] Furthermore, the terms "first," "second," etc., are primarily used to distinguish different devices, elements, or components (which may be the same or different in specific type and construction), and are not intended to indicate or imply the relative importance or quantity of the indicated devices, elements, or components. Unless otherwise stated, "a plurality of" means two or more.
[0039] Before explaining the technical solution of this application, the technical concept of this application will be explained first.
[0040] Because concrete-filled steel tube columns possess the properties of both steel tubes and concrete, their cross-sections can be reduced by more than half compared to reinforced concrete columns. This results in significant savings in building materials, increased usable space and area in buildings, and the use of plain concrete, eliminating the need for vibration during construction and shortening the construction period. Consequently, concrete-filled steel tube columns are widely used in the construction industry.
[0041] In the application of concrete-filled steel tubular columns, the column base joint plays a crucial role in the structure, acting as a link between the upper and lower sections. The common practice is to leave a 25mm to 50mm space between the bottom of the steel tubular column and the foundation surface. After leveling the steel tubular column, a second pour is made, and the local compressive bearing capacity of the foundation surface is verified during construction and after completion. However, due to the small reserved space, the concrete pouring quality at the column base joint is often poor, making it difficult to ensure the compactness of the grout, potentially leading to defects such as honeycomb, pitting, and air bubbles, affecting its load-bearing capacity. Furthermore, since the concrete strength grade of the foundation is lower than that of the concrete inside the steel tubular column, when the local compressive bearing capacity verification of the foundation surface fails to meet the requirements, additional structural reinforcement is needed, increasing the construction period and costs.
[0042] To address the aforementioned issues, the inventors attempted to employ pressure grouting during the secondary pouring process. This method increases the density of the grout between the steel pipe column base and the foundation surface by applying pressure. While this method mitigates defects such as honeycomb and air bubbles to some extent, ensuring the density of the grout between the column base and the foundation surface remains challenging when the steel pipe column cross-section is large. Furthermore, pressure grouting requires separate preparation of the grouting material, complicating the construction process. Additionally, after pouring using this method, the concrete strength grade of the foundation surface is typically lower than that of the concrete within the steel pipe column. When the column axial force is high, the local compressive bearing capacity calculation of the foundation surface becomes difficult to meet, necessitating additional structural reinforcement, which further increases the construction period and costs.
[0043] In view of this, the embodiments of this application provide a connection structure between a steel-concrete composite column and a pile cap. Since a casting groove is provided on the top of the main body of the pile cap, and the concrete inside the steel-concrete composite column is cast integrally with the concrete inside the casting groove, defects such as honeycomb surface and air bubbles can be avoided at the column foot joint between the steel-concrete composite column and the main body of the pile cap, which is conducive to improving the compressive bearing capacity of the column foot joint. Furthermore, the concrete inside the groove has the same strength grade as the concrete inside the column, which can effectively enhance the local compressive bearing capacity of the main body of the pile cap, which is conducive to reducing the increase of structural methods caused by insufficient local compressive bearing capacity of the main body of the pile cap, thereby helping to reduce the construction period and save construction costs.
[0044] Specifically, this application discloses a connection structure between a steel-concrete composite column and a pile cap. This connection structure can be applied to the column base joints of the steel-concrete composite column and the pile cap body to achieve the connection between the steel-concrete composite column and the pile cap body. It is understood that this connection structure can be applied to the connection between a circular steel-concrete composite column and the pile cap body, or it can be applied to the connection between a square steel-concrete composite column and the pile cap body, depending on the actual situation. This embodiment does not specifically limit this application.
[0045] To facilitate the explanation of the connection structure between the steel-concrete composite column and the pile cap, the technical solution of this application will be further explained below in conjunction with the embodiments and accompanying drawings. For ease of understanding, this embodiment will take the application of the connection structure between the steel-concrete composite column and the pile cap to the connection between a circular steel-concrete column and the main body of the pile cap as an example.
[0046] Please see Figure 1 and Figure 2 , Figure 1 This is a schematic diagram of a connection structure between a steel-concrete composite column and a pile cap provided in an embodiment of this application; Figure 2 This is a top view of the steel pipe column provided in the embodiments of this application. The embodiments of this application provide a connection structure 100 between a steel pipe concrete column and a pile cap. This connection structure 100 includes a pile cap assembly 1 and a column structure 2. The pile cap assembly 1 includes a pile cap body 11, with a pouring groove 111 at the top. The pouring groove 111 is configured to pour concrete 11a within the groove. The column structure 2 includes a steel pipe column 21 and a boot beam 22. The steel pipe column 21 extends along the height direction Y of the pile cap body 11 and is positioned above the pile cap body 11. The boot beam 22 is connected to the bottom of the steel pipe column 21 and is located in the pouring groove 111. The steel pipe column 21 is configured to internally pour column concrete 21a, and the concrete 11a in the groove and the column concrete 21a are integrally poured.
[0047] By setting a pouring groove 111 on the top of the main body 11 of the foundation, and pouring the concrete 21a inside the steel pipe column 21 and the concrete 11a inside the pouring groove 111 together, on the one hand, it can avoid defects such as honeycomb surface and air bubbles at the column foot joint between the column structure 2 and the main body 11 of the foundation after pouring, thereby improving the compressive bearing capacity of the column foot joint; on the other hand, it can make the strength grade of the concrete 11a inside the groove consistent with the strength grade of the concrete 21a inside the column after pouring, which can effectively enhance the local compressive bearing capacity of the main body 11 of the foundation, thereby reducing the increase in structural details caused by insufficient local compressive bearing capacity of the main body 11 of the foundation, and thus helping to reduce the construction period and save construction costs.
[0048] Optionally, the connection between the boot beam 22 and the casting groove 111 can be a rigid connection, a hinged connection, or a semi-rigid connection. This embodiment does not limit this.
[0049] It is understood that the connection between the aforementioned boot beam 22 and the casting groove 111 can be implemented in various ways, including welding or bolting. For example,... Figure 1As shown, the connection between the boot beam 22 and the casting trough 111 is a bolt connection. The casting trough 111 is provided with column foot anchor bolts 31, which extend along the height direction Y of the main body 11 of the foundation. The column foot anchor bolts 31 are fitted with adjusting nuts 32. The boot beam 22 is fitted on the column foot anchor bolts 31, and the boot beam 22 is located between the casting trough 111 and the adjusting nut 32.
[0050] Optionally, the outer surface of the steel pipe column 21 is encased in concrete 21b, and the concrete 21b, the inner concrete 21a, and the inner concrete 11a are cast integrally. By encasing the steel pipe column 21 in concrete 21b, the steel pipe column 21 can be protected from corrosion by acid rain and other corrosive substances, which helps to improve the service life of the connection structure 100 between the steel pipe concrete column and the pile cap.
[0051] In the connection between column structure 2 and the main body of the foundation 11, a space of 25mm to 50mm is usually reserved between the bottom surface of column structure 2 and the top surface of the main body of the foundation 11. However, due to the small space, the concrete pouring quality of the column base joint is poor, making it difficult to ensure the compactness of the grout, which may cause defects such as honeycomb surface and air bubbles, affecting its load-bearing capacity. Based on this, this application designs a scheme to avoid defects such as honeycomb surface and air bubbles in the column base joint and to enhance the local compressive bearing capacity of the main body of the foundation 11, as described below:
[0052] As an optional implementation method, such as Figure 1 As shown, along the height direction Y of the foundation body 11, the depth A of the pouring groove 111 is greater than or equal to 300mm. It is understood that the depth A of the pouring groove 111 needs to meet the calculation requirements of the local compressive bearing capacity of the foundation body 11. Using a deeper pouring groove 111 has two advantages. First, it allows for more thorough flow and vibration of the concrete during pouring, helping to eliminate air bubbles and avoid voids, reducing defects such as gaps and honeycomb surfaces. This improves the density and uniformity of the concrete, and enhances the overall quality of the connection structure 100 between the concrete-filled steel tube column and the pile foundation, thereby strengthening the load-bearing capacity of the connection structure 100. Second, compared to the conventional 25-50mm reserved depth, a larger pouring groove 111 with a greater depth A better facilitates the connection between the column structure 2 and the foundation body 11, improving the overall strength and stability of the connection, thus enhancing the load-bearing capacity and seismic performance of the connection structure 100.
[0053] Optionally, the depth A of the casting groove 111 along the height direction Y of the main body 11 of the foundation is greater than or equal to 300mm. The depth A of the casting groove 111 along the height direction Y of the main body 11 of the foundation can be 300mm, 350mm, 400mm, 450mm, 500mm, etc. This embodiment does not limit this.
[0054] Optionally, the depth A of the casting groove 111 along the height direction Y of the foundation body 11 is greater than or equal to 300 mm. This could mean the depth A of the casting groove 111 along the height direction Y of the foundation body 11 is greater than or equal to 300 mm. Alternatively, the depth A of the casting groove 111 along the height direction Y of the foundation body 11 is greater than or equal to 350 mm. Alternatively, the depth A of the casting groove 111 along the height direction Y of the foundation body 11 is greater than or equal to 400 mm. Alternatively, the depth A of the casting groove 111 along the height direction Y of the foundation body 11 is greater than or equal to 450 mm. Alternatively, the depth A of the casting groove 111 along the height direction Y of the foundation body 11 is greater than or equal to 500 mm, etc. This embodiment does not limit this specific depth.
[0055] As an optional implementation method, such as Figure 1 As shown, the steel pipe column 21 is located in the middle of the casting trench 111, along the first direction X. The size of the steel pipe column 21 is smaller than the width of the casting trench 111, and the distance B between the outer periphery of the steel pipe column 21 and the inner wall of the casting trench 111 is greater than or equal to 300mm. Here, the first direction X is the direction from the axis of the steel pipe column 21 to its outer periphery. It is understood that the distance B between the outer periphery of the steel pipe column 21 and the inner wall of the casting trench 111 needs to meet the calculation requirements of the local compressive bearing capacity of the foundation body 11.
[0056] By setting the distance B between the outer perimeter of the steel pipe column 21 and the inner wall of the pouring trench 111 to be greater than or equal to 300mm, firstly, it provides more operating space, facilitating vibration, filling, and inspection by construction personnel during the pouring process, thus reducing construction difficulty and improving construction efficiency. Secondly, it allows for more thorough flow and vibration of the concrete during pouring, helping to eliminate air bubbles and avoid the formation of voids, reducing defects such as gaps and honeycomb surfaces, thereby improving the density and uniformity of the concrete and enhancing the overall quality of the connection structure 100 between the steel pipe concrete column and the pile cap, thus strengthening the load-bearing capacity of the connection structure 100. Thirdly, compared to the conventional reserved distance of 25-50mm, the larger distance helps to ensure a more secure connection between the column structure 2 and the main body of the pile cap 11, improving the overall strength and stability of the connection, thereby enhancing the load-bearing capacity and seismic performance of the connection structure 100 between the steel pipe concrete column and the pile cap.
[0057] Optionally, the distance B between the outer periphery of the steel pipe column 21 and the inner wall of the casting trough 111 is greater than or equal to 300mm. It can be 300mm, 350mm, 400mm, 450mm, 500mm, etc., and this embodiment does not limit it.
[0058] Optionally, the distance B between the outer periphery of the steel pipe column 21 and the inner wall of the casting groove 111 is greater than or equal to 300 mm. This distance B can be greater than or equal to 300 mm. Alternatively, the distance B between the outer periphery of the steel pipe column 21 and the inner wall of the casting groove 111 can be greater than or equal to 350 mm. Alternatively, the distance B between the outer periphery of the steel pipe column 21 and the inner wall of the casting groove 111 can be greater than or equal to 400 mm. Alternatively, the distance B between the outer periphery of the steel pipe column 21 and the inner wall of the casting groove 111 can be greater than or equal to 450 mm. Alternatively, the distance B between the outer periphery of the steel pipe column 21 and the inner wall of the casting groove 111 can be greater than or equal to 500 mm, etc. This embodiment does not limit this to any particular type.
[0059] As an optional implementation, the steel pipe column 21 is located in the middle of the pouring trench 111 along the first direction X. The size of the steel pipe column 21 is smaller than the width of the pouring trench 111, and the distance B between the outer periphery of the steel pipe column 21 and the inner wall of the pouring trench 111 is equal to the depth A of the pouring trench 111 along the height direction Y of the foundation body 11. The first direction X is the direction from the axis of the steel pipe column 21 to its outer periphery. Adopting an equal spacing allows the concrete to fill the entire pouring trench 111 more evenly, avoiding uneven filling during pouring, thus improving the overall strength of the connection structure 100 between the steel pipe concrete column and the pile foundation. Furthermore, the equal spacing simplifies dimensional control during construction, reduces measurement and adjustment time, accelerates the construction process, and improves construction efficiency.
[0060] It is understandable that when the steel pipe column 21 is a circular steel pipe column, the aforementioned dimension of the steel pipe column 21 is the diameter of the steel pipe column 21. When the steel pipe column 21 is a square steel pipe column, the aforementioned dimension of the steel pipe column 21 is the width of the steel pipe column 21 along the first direction X.
[0061] The connection node between the steel pipe column 21 and the main pile cap 11 is crucial in the building structure, directly affecting the overall stability and safety of the building. The ability of this connection node to resist shear force and bending moment affects the stability of the connection structure 100 between the steel-concrete composite column and the pile cap. Therefore, this application also designs a scheme to improve the ability of the connection node between the steel pipe column 21 and the main pile cap 11 to resist shear force and bending moment, as described below:
[0062] As an optional implementation method, such as Figure 1 and Figure 2As shown, the boot beam 22 includes a first base plate 221, a first top plate 222, and a first stiffening plate 223 connected to the steel pipe column 21. The first base plate 221 and the first top plate 222 are spaced apart along the height direction Y of the steel pipe column 21, and the first base plate 221 and the first top plate 222 extend along the outer periphery of the steel pipe column 21. Along the height direction Y of the foundation body 11, the first stiffening plate 223 is connected to the first base plate 221 and the first top plate 222, and the first stiffening plate 223 extends along the first direction X, wherein the first direction X is the direction from the axis of the steel pipe column 21 to the outer periphery of the steel pipe column 21. By setting the first base plate 221, the first top plate 222, and the first stiffening plate 223, firstly, the connection stability between the steel pipe column 21 and the pile cap body 11 can be increased, which helps to prevent the steel pipe column 21 from tilting or becoming unstable when under stress; secondly, the load from the steel pipe column 21 can be evenly distributed to the pile cap body 11, avoiding excessive local pressure concentration; in addition, it can provide additional stiffness to resist the shear force and bending moment at the connection node between the steel pipe column 21 and the pile cap body 11, which helps to improve the overall strength and durability of the connection structure 100 between the steel pipe concrete column and the pile cap.
[0063] Optionally, such as Figure 1 and Figure 2 As shown, the first stiffening plate 223 includes multiple plates, which are arranged around the center of the steel pipe column 21 on the outer periphery of the steel pipe column 21. The first stiffening plate 223 can provide support for the steel pipe column 21 in various directions, which helps to improve the stress balance of the steel pipe column 21, thereby improving the connection stability between the steel pipe column 21 and the foundation body 11.
[0064] Optionally, the connection structure 100 between the steel-concrete composite column and the pile cap further includes a column base connection component 3. The column base connection component 3 includes a column base anchor bolt 31 and an adjusting nut 32. The column base anchor bolt 31 is disposed within the pouring trench 111 and extends along the height direction Y of the pile cap body 11. The adjusting nut 32 is fitted onto the column base anchor bolt 31, and a boot beam 22 is fitted onto the column base anchor bolt 31, with the boot beam 22 located between the concrete 11a in the trench and the adjusting nut 32. This implementation simplifies the connection between the steel-concrete composite column 21 and the pile cap body 11 during construction, ensuring precise alignment and fixation between the steel-concrete composite column 21 and the pile cap body 11. Furthermore, the column base anchor bolt 31 and the adjusting nut 32 facilitate leveling of the boot beam 22 and the steel-concrete composite column 21, simplifying construction operations.
[0065] Optionally, multiple column base anchors 31 are provided corresponding to multiple first stiffening plates 223, with each column base anchor 31 positioned between two adjacent first stiffening plates 223. Positioning multiple column base anchors 31 between two adjacent first stiffening plates 223 ensures a balanced force distribution between the steel pipe column 21 and the foundation body 11, which improves the stability of the connection between the steel pipe column 21 and the foundation body 11, thereby helping to prevent the steel pipe column 21 from tilting or becoming unstable under stress.
[0066] Optionally, such as Figure 1 As shown, the column base anchor bolts 31 are connected to the main body 11 of the foundation by transverse steel bars 33.
[0067] Optionally, the aforementioned first stiffening plate 223 may include multiple plates, such as 2, 4, 6, 8, 12, 16, 20, 24, 28, 32, 36, 40, 44, 50, etc. This embodiment does not limit the number of plates. For example, such as... Figure 2 As shown, the aforementioned first stiffening plate 223 comprises 40 plates, which are arranged around the center of the steel pipe column 21 on its outer surface. These 40 first stiffening plates 223 can better balance the forces in various directions on the steel pipe column 21.
[0068] Understandably, the design of the aforementioned multiple first stiffening plates 223 needs to meet the design requirements of the boot beam and reserve sufficient installation space for the column base anchor bolts 31.
[0069] Optionally, the above-mentioned column anchor bolts 31 may be provided in multiples, such as 2, 4, 6, 8, 12, 16, 20, 24, 28, 32, 36, 40, 44, 50, etc. This embodiment does not limit this number.
[0070] Optionally, the column base anchor bolt 31 is provided with multiple first stiffening plates 223, which can be set in a one-to-one manner or in a one-to-many manner. This embodiment does not limit this.
[0071] It is understandable that the above one-to-one configuration could be such that the first stiffening plate 223 comprises n units, and the column base anchor bolts 31 are correspondingly configured with n units; for example, as... Figure 2 As shown, the first stiffening plate 223 includes 40 plates, which are arranged around the center of the steel pipe column 21 on the outer surface of the steel pipe column 21.
[0072] It is understood that the above one-to-many arrangement can be such that the first stiffening plate 223 includes 2n units, and the column base anchor bolts 31 are correspondingly provided with n units; or, the first stiffening plate 223 includes 3n units, and the column base anchor bolts 31 are correspondingly provided with n units; or, the first stiffening plate 223 includes 4n units, and the column base anchor bolts 31 are correspondingly provided with n units, etc. This embodiment does not limit this.
[0073] Understandably, the height of the boot beam 22 and the dimensions of the column base anchor bolt 31 must meet the design values and connection ultimate bearing capacity requirements of the steel pipe column 21 and the main body of the foundation 11.
[0074] As an optional implementation method, such as Figure 2 As shown, the boot beam 22 also includes a second base plate 224, a second top plate 225, and a second stiffening plate 226 connected inside the steel pipe column 21. The second base plate 224, the second top plate 225, and the second stiffening plate 226 extend along the first direction X and along the height direction Y of the foundation body 11. The second stiffening plate 226 is connected to the second base plate 224 and the second top plate 225. By setting the second base plate 224, the second top plate 225, and the second stiffening plate 226, on the one hand, the connection stability between the steel pipe column 21 and the foundation body 11 can be further increased, which helps to prevent the steel pipe column 21 from tilting or becoming unstable when under stress; on the other hand, the load from the steel pipe column 21 can be further evenly distributed to the foundation body 11, avoiding excessive local pressure concentration. Furthermore, the second bottom plate 224, the second top plate 225, and the second stiffening plate 226 can improve the connection stability between the steel pipe column 21 and the main body of the pile cap 11 after pouring, which is conducive to improving the overall strength and durability of the connection structure 100 between the steel pipe concrete column and the pile cap.
[0075] Optionally, along the height direction Y of the foundation body 11, a second bottom plate 224 is correspondingly arranged with the first bottom plate 221, and a second top plate 225 is correspondingly arranged with the first top plate 222. Multiple second stiffening plates 226 are provided, arranged around the center of the steel pipe column 21 on the inner wall surface of the steel pipe column 21. By arranging multiple second stiffening plates 226 around the center of the steel pipe column 21, the forces in various directions of the steel pipe column 21 can be better balanced, which helps to better distribute the load of the steel pipe column 21 evenly on the foundation body 11 and avoid excessive local pressure concentration. Furthermore, it can further increase the connection stability between the steel pipe column 21 and the foundation body 11, which helps to prevent the steel pipe column 21 from tilting or becoming unstable under stress.
[0076] It is understood that the aforementioned second stiffening plate 226 may be provided in multiple quantities, such as 2, 4, 6, 8, 12, 16, 20, 24, 28, 32, 36, 40, 44, 50, etc., and this embodiment does not limit this. For example, as shown... Figure 2 As shown, the above-mentioned second stiffening plate 226 includes 20 pieces, and the 20 second stiffening plates 226 are arranged around the center of the steel pipe column 21 on the inner wall surface of the steel pipe column 21.
[0077] Optionally, the second top plate 225 is also provided with an exhaust hole 225a, which is located at the corner where the second stiffening plate 226 connects to the inner wall of the steel pipe column 21, and the exhaust hole 225a penetrates the second top plate 225 along the height direction Z of the main body 11 of the foundation. The exhaust hole 225a allows air under the second top plate 225 to be expelled during the pouring process, which helps reduce defects such as voids, cavities, and honeycomb surfaces, thereby improving the density and uniformity of the concrete, and also improving the overall quality and load-bearing capacity of the connection structure 100 between the steel pipe concrete column and the pile foundation.
[0078] Since the bearing capacity and stability of the pile cap assembly 1 are also crucial to the overall stability of the connection structure 100 between the steel-concrete composite column and the pile cap, this application also designs a scheme to improve the bearing capacity and stability of the pile cap assembly 1, as described below:
[0079] Please combine Figure 3 and Figure 4 , Figure 3 This is a schematic diagram of the second type of connection structure between the steel-concrete composite column and the pile cap provided in the embodiments of this application; Figure 4 This is a first top view of the connection structure between the steel-concrete composite column and the pile cap provided in this application embodiment. As an optional implementation, the pile cap assembly 1 further includes a support pile 12, which is disposed below the pile cap body 11. The diameter of the support pile 12 is less than or equal to 3m, and its center is coaxial with the center of the steel-concrete composite column 21 along the height direction Y of the pile cap body 11. By aligning the center of a single support pile 12 with the center of the steel-concrete composite column 21, the support pile 12 can better provide support to the pile cap body 11 and prevent the pile cap body 11 from tilting due to unbalanced forces, thus improving the overall stability of the connection structure 100 between the steel-concrete composite column and the pile cap. Furthermore, using a single support pile 12 reduces the need for a complex pile foundation system, making the control and adjustment during design and construction relatively simple, which helps reduce project costs and improve construction efficiency and accuracy.
[0080] However, in related technologies, when the internal forces at the base of the steel-concrete composite column are large and the bearing stratum is bedrock, the diameter of a single support pile 12 will exceed 3m. This means that conventional rotary drilling equipment cannot meet the construction requirements, necessitating customized special equipment or special pile-forming methods. Furthermore, due to the limited experience with pile diameters exceeding 3m, specific feasibility studies are required, which poses significant risks to construction quality control and safety. Therefore, this application avoids this situation by setting multiple support piles 12 and reduces the size of the foundation body 11 through design, thereby saving construction costs.
[0081] Please combine Figure 5 , Figure 5 This is a second top view of the connection structure between the steel-concrete composite column and the pile cap provided in this application embodiment. Specifically, the pile cap assembly 1 also includes multiple support piles 12, which are disposed below the pile cap body 11 and arranged around the axis of the steel-concrete composite column 21. The diameter of each support pile 12 is less than or equal to 3m, and the distance L between two adjacent support piles is less than or equal to 1.5 times the diameter of each support pile. By arranging the multiple support piles 12 around the axis of the steel-concrete composite column 21, the pile cap body 11 can be better supported, and the tilting of the pile cap body 11 due to unbalanced forces can be avoided, which is beneficial to improving the overall stability of the connection structure 100 between the steel-concrete composite column and the pile cap. At the same time, by setting the diameter of each support pile 12 to be less than or equal to 3m, conventional rotary drilling equipment can be used, avoiding the need for customized special equipment or special pile-forming methods, which is beneficial to reducing project costs and minimizing construction safety risks. Furthermore, by setting the pile spacing L between two adjacent support piles 12 to be less than or equal to 1.5 times the diameter of each support pile 12, compared to the conventional practice of setting the pile spacing L between two adjacent support piles 12 to 2.5 times the diameter of each support pile 12, the force transmission between the pier body 11 and the support piles 12 is more direct, which can reduce the thickness of the pier body 11, thereby saving the construction materials of the pier body 11 and helping to reduce construction costs.
[0082] It is understood that the aforementioned pier assembly 1 also includes multiple support piles 12, which can be 2, 3, 4, 5, etc., and this embodiment does not limit this. For example, as shown... Figure 5 As shown, the foundation assembly 1 also includes three support piles 12, which are arranged around the axis of the steel pipe column 21. The three support piles 12 enable the foundation assembly 1 to better withstand the pressure of the steel pipe column 21, making the force in all directions more balanced compared to two support piles 12; furthermore, compared to more support piles 12, three support piles 12 make the structure of the foundation assembly 1 more compact and simpler.
[0083] It is understood that the diameter of the aforementioned support pile 12 is less than or equal to 3m. It can be that the diameter of the support pile 12 is 3m, or the diameter of the support pile 12 is 2.5m, or the diameter of the support pile 12 is 2m, or the diameter of the support pile 12 is 1.5m, or the diameter of the support pile 12 is 1m, etc. This embodiment does not limit this.
[0084] Optionally, the pile spacing L between two adjacent support piles 12 should be minimized while ensuring that the hole does not collapse during the jump excavation.
[0085] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of this application, and are not intended to limit them. Although this application has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features therein. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of this application.
Claims
1. A connection structure between a steel-concrete composite column and a pile cap, characterized in that, include: A foundation assembly, comprising a foundation body, the top of which is provided with a casting groove, the casting groove being configured to pour concrete into the groove; as well as The column structure includes a steel pipe column and a boot beam. The steel pipe column extends along the height direction of the main body of the foundation and is located above the main body of the foundation. The boot beam is connected to the bottom of the steel pipe column and is located in the casting groove. The steel pipe column is configured to have internal concrete poured inside, and the concrete in the groove is cast integrally with the concrete inside the column.
2. The connection structure between the steel-concrete composite column and the pile cap according to claim 1, characterized in that, Along the height direction of the main body of the foundation, the depth of the casting groove is greater than or equal to 300mm.
3. The connection structure between the steel-concrete composite column and the pile cap according to claim 1, characterized in that, The steel pipe column is located in the middle of the casting trough. Along the first direction, the size of the steel pipe column is smaller than the width of the casting trough, and the distance between the outer periphery of the steel pipe column and the inner wall of the casting trough is greater than or equal to 300mm. Wherein, the first direction is the direction from the axis of the steel pipe column to the outer periphery of the steel pipe column.
4. The connection structure between the steel-concrete composite column and the pile cap according to claim 1, characterized in that, The steel pipe column is located in the middle of the casting trench. Along the first direction, the size of the steel pipe column is smaller than the width of the casting trench, and the distance between the outer periphery of the steel pipe column and the inner wall of the casting trench is equal to the depth of the casting trench along the height direction of the main body of the foundation. Wherein, the first direction is the direction from the axis of the steel pipe column to the outer periphery of the steel pipe column.
5. The connection structure between the steel-concrete composite column and the pile cap according to claim 1, characterized in that, The boot beam includes a first bottom plate, a first top plate, and a first stiffening plate connected to the steel pipe column. The first bottom plate and the first top plate are spaced apart along the height direction of the steel pipe column, and the first top plate and the first bottom plate extend along the outer periphery of the steel pipe column. Along the height direction of the main body of the pier, the first stiffening plate is connected to the first bottom plate and the first top plate, and the first stiffening plate extends along a first direction. Wherein, the first direction is the direction from the axis of the steel pipe column to the outer periphery of the steel pipe column.
6. The connection structure between the steel-concrete composite column and the pile cap according to claim 5, characterized in that, The first stiffening plate includes a plurality of plates, which are arranged around the center of the steel pipe column on the outer periphery of the steel pipe column; The connection structure between the steel pipe concrete column and the pile cap also includes a column base connection assembly. The column base connection assembly includes a column base anchor bolt and an adjusting nut. The column base anchor bolt is set in the pouring groove and extends along the height direction of the main body of the pile cap. The adjusting nut is sleeved on the column base anchor bolt. The boot beam is sleeved on the column base anchor bolt, and the boot beam is located between the concrete in the groove and the adjusting nut. The column base anchors are provided in multiple ways corresponding to the multiple first stiffening plates, and each column base anchor is provided between two adjacent first stiffening plates.
7. The connection structure between the steel-concrete composite column and the pile cap according to claim 5, characterized in that, The boot beam also includes a second bottom plate, a second top plate, and a second stiffening plate connected inside the steel pipe column. The second bottom plate, the second top plate, and the second stiffening plate extend along the first direction, and along the height direction of the main body of the pier, the second stiffening plate is connected to the second bottom plate and the second top plate.
8. The connection structure between the steel-concrete composite column and the pile cap according to claim 7, characterized in that, Along the height direction of the main body of the foundation, the second bottom plate is correspondingly arranged to the first bottom plate, the second top plate is correspondingly arranged to the first top plate, and multiple second stiffening plates are provided, arranged around the center of the steel pipe column on the inner wall surface of the steel pipe column; and / or, The second top plate is also provided with an exhaust hole, which is located at the corner where the second stiffening plate connects to the inner wall of the steel pipe column, and the exhaust hole penetrates the second top plate along the height direction of the main body of the foundation.
9. The connection structure between the steel-concrete composite column and the pile cap according to any one of claims 1-8, characterized in that, The pier assembly also includes support piles, which are disposed below the main body of the pier, and the diameter of the support piles is less than or equal to 3m; Along the height direction of the main body of the foundation, the center of the supporting pile is coaxial with the center of the steel pipe column.
10. The connection structure between the steel-concrete composite column and the pile cap according to any one of claims 1-8, characterized in that, The pier assembly also includes a plurality of support piles, which are disposed below the pier body and arranged around the axis of the steel pipe column. The diameter of each support pile is less than or equal to 3m, and the distance between two adjacent support piles is less than or equal to 1.5 times the diameter of each support pile.