Variable height crown beam structure of SMW method pile

Abstract

The utility model provides a SMW method pile variable elevation crown beam structure belongs to the foundation pit support field, including including the first crown beam and second crown beam of unequal elevation and sequentially connected into closed shape, first crown beam and second crown beam are bridged both head and tail through the connecting portion in vertical direction, first crown beam, second crown beam and connecting portion are all reinforced concrete structure, are sleeved in the outer ring of support pile section steel, the internal reinforcing bar of connecting portion includes connecting portion main reinforcement and connecting portion stirrup, and connecting portion main reinforcement is arranged between top elevation and bottom elevation lengthways, and connecting joint place sets up connecting joint stirrup and is fixed through welding or mechanical connection. The utility model sets up reinforced concrete structure at variable elevation, ensures the rigid connection of variable elevation with support pile, guarantees transmission horizontal load and coordination deformation, guarantees the stability of overall structure.

Description

Technical Field

[0001] This utility model belongs to the field of foundation pit support, and relates to the variable elevation connection structure of the support structure, specifically the variable elevation cap beam structure of SMW method piles. Background Technology

[0002] In foundation pit support structures, the capping beam is a reinforced concrete beam placed at the top of the support structure. Its core function is to transfer loads and connect the dispersed support structures into a unified load-bearing structure. It is a key component connecting the support piles. However, in foundation pit support systems, the capping beam, as a key component connecting the support piles, inevitably leads to variable elevation nodes due to construction conditions or changes in site elevation. Traditional constant elevation capping beam structures cannot meet the design and construction requirements of variable elevation nodes. During the construction of variable elevation capping beams for SMW method piles, if a variable elevation node support structure is not adopted, stress concentration is likely to occur at the variable elevation node location due to the height difference. This may lead to insufficient overall support structure strength and cause collapse accidents. The elevation node becomes a weak link in the support system, requiring key attention and solutions. Summary of the Invention

[0003] The problem this utility model aims to solve is to address the insufficient strength and stability of elevation-changing joints in traditional construction processes. It proposes an SMW method pile elevation-changing cap beam structure, which sets up a reinforced concrete structure at the elevation change point to ensure a rigid connection between the elevation change point and the support pile. At the same time, it ensures the effect of transmitting horizontal loads and coordinating deformation, and avoids the failure of the entire support system due to stress concentration at the joint.

[0004] To solve the above-mentioned technical problems, the technical solution adopted by this utility model is: the SMW method pile variable elevation capping beam structure includes a first capping beam and a second capping beam with unequal elevations that are sequentially connected to form a closed shape, and the first capping beam and the second capping beam are connected end to end in the vertical direction through a connecting part; The first capping beam, the second capping beam, and the connecting part are all reinforced concrete structures, which are fitted onto the outer ring of the support pile steel. The internal reinforcement of the connection part includes the main reinforcement of the connection part and the stirrups of the connection part. The main reinforcement of the connection part is arranged along the length between the top and bottom elevations. The stirrups of the connection node are set at the connection node and fixed by welding or mechanical connection.

[0005] Furthermore, the first crown beam has multiple first crown beam main reinforcement bars inside, which are perpendicularly intersecting with the vertically arranged connecting main reinforcement bars and are integrally cast. The second crown beam has multiple second crown beam main reinforcement bars inside, which are perpendicularly intersecting with the vertically arranged connecting main reinforcement bars and are integrally cast.

[0006] Furthermore, the upper end face of the connecting part is flush with the upper end face of the top elevation cap beam, and the side face is flush with the end face of the top elevation cap beam. The lower end face of the connecting part is flush with the lower end face of the bottom elevation cap beam, and the side face is flush with the end face of the bottom elevation cap beam.

[0007] Furthermore, the main reinforcement of the first cap beam is horizontally arranged and anchored into the connection node of the connection part along its length. The internal reinforcement of the first cap beam also includes multiple first cap beam stirrups, which are laid out to the outside of the connection node to fix the main reinforcement of the first cap beam.

[0008] Furthermore, the number of first capping beam stirrups is multiple and vertically arranged. The main reinforcement of the first capping beam on the same side as the support pile steel is connected and fixed with small-sized first capping beam stirrups, while the reinforcement on the same side as the support pile steel is connected and fixed with large-sized first capping beam stirrups.

[0009] Furthermore, the connecting stirrups are horizontally arranged, and the enclosed area is all fitted around the outer ring of the support pile steel. The connecting stirrups are embedded in the first cap beam and the second cap beam, and are at the same horizontal height. The connecting stirrups are divided into inner and outer rings. The inner ring is used to connect and fix the main reinforcing bars of the connecting part in a small area, and the outer ring is used to connect and fix the main reinforcing bars of the connecting part in a large area.

[0010] Furthermore, formwork is installed on the outside, using 18mm thick plywood and square timber backing, and L30×3 angle steel is used to wrap the inside corners of the steps.

[0011] Furthermore, the diameter of the main reinforcement bars in the connection section is 22-28mm, and the diameter of the stirrups in the connection section is 6-10mm.

[0012] Furthermore, the main reinforcement bars of the first and second crown beams are both cold-bent, and the joints of the reinforcement bars at the elevation changes are connected by straight threaded sleeves.

[0013] Furthermore, a total station is used to calibrate the variable elevation points. After the SMW method piles reach the design strength, the pile heads of the cement-soil mixing piles are broken according to the bottom elevation of the first capping beam and / or the second capping beam to form a variable elevation height difference.

[0014] Compared with the prior art, the advantages and positive effects of this utility model are as follows.

[0015] This application sets up a reinforced concrete structure at the elevation change point, which ensures a rigid connection between the elevation change point and the support pile, while also ensuring the effect of transferring horizontal loads and coordinating deformation. This avoids the overall failure of the support system due to stress concentration at the joint, and ensures the overall strength and stability.

[0016] This application adapts to the construction requirements of variable elevation nodes by connecting the first cap beam, the second cap beam, and the connecting part, and meets the requirements of the support structure at the variable elevation connection during construction. At the same time, by setting multiple stirrups inside to form an integral and connected force system, and by pouring the layers in an integrated manner, the cap beams of variable elevation form an interactive whole structure, which improves the stability of the overall structure.

[0017] 3. This application proposes comprehensive measures and procedures for the construction and maintenance of SMW method pile variable elevation cap beam structures. It involves pouring the concrete layer by layer, using electric heating blankets for insulation to avoid concentrating the heat, and setting parameter ranges for the stirrups to ensure strength. The entire structure will be conducive to standardized operations and the strength and stability of the variable elevation node support structure. Moreover, the operation is simple and adaptable to on-site steel bar processing, formwork installation and other construction conditions. Attached Figure Description

[0018] The accompanying drawings, which form part of this utility model, are used to provide a further understanding of this utility model. The illustrative embodiments of this utility model and their descriptions are used to explain this utility model and do not constitute an improper limitation of this utility model.

[0019] Appendix Figure 1 This is the overall layout diagram of the foundation pit support; Appendix Figure 2 This is a schematic diagram of one embodiment of the SMW method pile variable elevation cap beam structure; Appendix Figure 3 This is a structural diagram of the reinforcement layout for the variable elevation cap beam structure of the SMW method piles; Appendix Figure 4 This is a schematic diagram of the reinforcement routing of the SMW method pile variable elevation cap beam structure; Appendix Figure 5 This is the main view of the steel reinforcement structure of the variable elevation cap beam structure of the SMW method pile; Appendix Figure 6 This is a top view of the reinforced concrete structure of the variable elevation cap beam structure of the SMW method pile; 1. Variable elevation node structure; 101. First capping beam; 102. Second capping beam; 103. Connection part; 104. First H-beam; 105. Second H-beam; 106. First cement-soil mixing pile; 107. Second cement-soil mixing pile; 101-A. Main reinforcement of the first capping beam; 101-B. Stirrups of the first capping beam; 101-C. Small stirrups of the first capping beam; 102-A. Main reinforcement of the second capping beam; 102-B. Stirrups of the second capping beam; 102-C. Small stirrups of the second capping beam; 103-A. Main reinforcement of the connection part; 103-B. Stirrups of the connection part; 103-C. Small stirrups of the connection part; 2. Horizontal support column; 3. Column pile. Detailed Implementation

[0020] It should be noted that, unless otherwise specified, the embodiments and features described in these embodiments can be combined with each other.

[0021] In the description of this utility model, it should be understood that the terms "center," "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," and "outer," etc., indicating orientation or positional relationships based on the orientation or positional relationships shown in the accompanying drawings, are only for the convenience of describing this utility model and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this utility model. Furthermore, the terms "first," "second," etc., are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of indicated technical features. Thus, features defined with "first," "second," etc., may explicitly or implicitly include one or more of that feature. In the description of this utility model, unless otherwise stated, "a plurality of" means two or more.

[0022] In the description of this utility model, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "joining" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this utility model based on the specific circumstances.

[0023] The specific embodiments of this utility model will be described in detail below with reference to the accompanying drawings.

[0024] The SMW method pile variable elevation capping beam structure includes a first capping beam 101 and a second capping beam 102 with different elevations and connected in sequence to form a closed shape. The first capping beam 101 and the second capping beam 102 are connected end to end in the vertical direction by a connecting part 103, which completely wraps the main reinforcement or steel section at the top of the support pile, and can achieve the most effective force transmission. The first crown beam 101, the second crown beam 102 and the connecting part 103 are all reinforced concrete structures, which are fitted on the outer ring of the support pile steel. The internal reinforcement of the connection part 103 includes the main reinforcement 103-A and the stirrups 103-B. The main reinforcement 103-A is arranged along the entire length between the top and bottom elevations. It has high strength and can better ensure that the accuracy does not deviate during the pouring process. The connection node stirrups are set at the connection node and fixed by welding or mechanical connection to improve stability and increase the overall strength.

[0025] Preferably, the first crown beam 101 has multiple first crown beam main reinforcement bars 101-A inside, and the first crown beam main reinforcement bars 101-A are perpendicularly intersecting with the vertically arranged connecting main reinforcement bars 103-A and are integrally cast. The second crown beam 102 has multiple second crown beam main reinforcement bars 102-A inside, and the second crown beam main reinforcement bars 102-A are perpendicularly intersecting with the vertically arranged connecting main reinforcement bars 103-A and are integrally cast. The intersecting arrangement and integral casting greatly enhance the connection integrity between crown beams of different heights.

[0026] Preferably, the upper end face of the connecting part 103 is flush with the upper end face of the top elevation cap beam, and the side face is flush with the end face of the top elevation cap beam. The lower end face of the connecting part 103 is flush with the lower end face of the bottom elevation cap beam, and the side face is flush with the end face of the bottom elevation cap beam, thus ensuring an aesthetically pleasing overall appearance.

[0027] Preferably, the main reinforcement 101-A of the first capping beam is horizontally arranged and anchored into the connection node of the connection part 103 along its entire length. The internal reinforcement of the first capping beam 101 also includes multiple first capping beam stirrups 101-B, which are laid to the outside of the connection node and used to fix the main reinforcement 101-A of the first capping beam. More preferably, there are multiple first capping beam stirrups 101-B and they are arranged vertically. The main reinforcement 101-A of the first capping beam located on the same side as the support pile steel is connected and fixed with small-sized first capping beam stirrups 101-B, while the first capping beam stirrups 101-B located on the same side as the support pile steel are connected and fixed with large-sized first capping beam stirrups 101-B. Fixing in multiple areas further increases the strength and stability.

[0028] More preferably, the connecting stirrups 103-B are horizontally arranged, and the enclosed area is all fitted around the outer ring of the support pile steel. The connecting stirrups 103-B are embedded in the first cap beam 101 and the second cap beam 102 at the same horizontal height. The connecting stirrups 103-B are divided into inner and outer rings. The inner ring is used to connect and fix the connecting main reinforcement 103-A in the small area, and the outer ring is used to connect and fix the connecting main reinforcement 103-A in the large area, ensuring the stability of the connecting part 103. At the same time, it intersects with the main reinforcement 101-A of the first cap beam, further improving the strength.

[0029] Preferably, the outer side is supported by a formwork made of 18mm thick plywood and square timber backing, and the inside corner of the step is edged with L30×3 angle steel, which helps to improve the quality of the pouring.

[0030] Preferably, the diameter of the main reinforcement 103-A in the connecting part is 22-28mm, and the diameter of the stirrup 103-B in the connecting part is 6-10mm to ensure the strength of the connection. More preferably, the diameter of the main reinforcement 103-A in the connecting part is 25mm, and the diameter of the stirrup 103-B in the connecting part is 8mm.

[0031] Preferably, the main reinforcement bars 101-A of the first cap beam and 102-A of the second cap beam are both cold-bent, and hot bending is strictly prohibited to ensure smooth bending. The joints of the reinforcement bars at the elevation change are connected by straight threaded sleeves to avoid welding deformation.

[0032] Preferably, a total station is used to calibrate the variable elevation points, which has high accuracy. After the SMW method piles reach the design strength, the pile heads of the cement-soil mixing piles are broken according to the bottom elevation of the first capping beam 101 and / or the second capping beam 102 to form a variable elevation height difference.

[0033] Example: Reference Figure 1 The SMW method pile variable elevation capping beam structure includes a first capping beam 101, a second capping beam 102, a connecting part 103, a first cement-soil mixing pile 106, and a second cement-soil mixing pile 107. Multiple first cement-soil mixing piles 106 are arranged vertically side-by-side, with their lower ends flush with the foundation pit. A first capping beam 101 is provided on the upper surface of each first cement-soil mixing pile 106. One end of the first capping beam 101 is connected to the connecting part 103, and the end of the connecting part 103 away from the first capping beam 101 is connected to the second capping beam 102. The lower surface of the second capping beam 102 is tightly connected to multiple parallel and vertically arranged second cement-soil mixing piles 107, with their lower ends flush with the foundation pit. The multiple first cement-soil mixing piles 106 and multiple second cement-soil mixing piles 107 are arranged closely in the same direction, providing vertical support for the SMW method pile variable elevation capping beam structure 1.

[0034] refer to Figures 1-6 The first cement-soil mixing pile 106 has a first H-beam 104 at its center, which is aligned with the bottom surface of the first cement-soil mixing pile 106. The second cement-soil mixing pile 107 has a second H-beam 105 at its center, which is aligned with the bottom surface of the second cement-soil mixing pile 107. The H-beams can ensure the vertical bearing capacity and give the structure a certain rigidity.

[0035] refer to Figure 2 The first crown beam 101 includes first crown beam main reinforcement 101-A and first crown beam stirrups 101-B. Multiple first crown beam main reinforcements 101-A are horizontally arranged, and the cross-sectional shape of multiple first crown beam main reinforcements 101-A is approximately the same as that of the first crown beam 101. Multiple first crown beam stirrups 101-B are equally spaced and parallel to each other on the outer surface of the cuboid formed by the first crown beam main reinforcements 101-A. The plane formed by the first crown beam stirrups 101-B is perpendicular to the first crown beam main reinforcements 101-A.

[0036] refer to Figure 2The second crown beam 102 includes second crown beam main reinforcement 102-A and second crown beam stirrups 102-B. Multiple second crown beam main reinforcements 102-A are horizontally arranged, and the cross-sectional shape of multiple second crown beam main reinforcements 102-A is approximately the same as that of the second crown beam 102. Multiple second crown beam stirrups 102-B are equally spaced and parallel to each other on the outer surface of the cuboid formed by the second crown beam main reinforcements 102-A. The plane formed by the second crown beam stirrups 102-B is perpendicular to the second crown beam main reinforcements 102-A.

[0037] refer to Figure 2 The connecting part 103 includes connecting part main reinforcement 103-A and connecting part stirrups 103-B. Multiple connecting part main reinforcements 103-A are vertically arranged, and the cross-sectional shape of multiple connecting part main reinforcements 103-A is approximately the same as that of the connecting part 103. Multiple connecting part stirrups 103-B are equally spaced and parallel to each other on the outer surface of the cuboid formed by the connecting part main reinforcements 103-A. The plane formed by the connecting part stirrups 103-B is perpendicular to the connecting part main reinforcements 103-A. The intersecting positions of the first cap beam 101, the second cap beam 102 and the internal reinforcement of the connecting part 103 are tied and fixed with tie wire to ensure the overall strength of the steel structure.

[0038] refer to Figure 2 The diameter of the stirrups 101-B of the first capping beam, the stirrups 102-B of the second capping beam, and the stirrups 103-B of the connecting part should not be less than 8mm, and the spacing should not be greater than 1 / 3 of the thickness of the main reinforcement 101-A of the first capping beam. The diameter of the main reinforcement 101-A of the first capping beam, the main reinforcement 102-A of the second capping beam, and the main reinforcement 103-A of the connecting part should not be less than 14mm. The strength of the connection at the elevation change is improved by increasing the diameter of the steel reinforcement density, so as to ensure the stability of the structure.

[0039] The specific construction of the SMW method pile variable elevation cap beam structure 1 is as follows: surveying and setting out → breaking the pile head of the support pile → tying the steel bars at the variable elevation point → setting up the formwork → pouring and curing concrete.

[0040] Step 1: Level the site. After leveling, use a total station to determine the positions of the first cement-soil mixing pile 106 and the second cement-soil mixing pile 107, and set control piles to mark the positions.

[0041] Step 2: Based on the survey and layout, construction is carried out according to the SMW method to obtain multiple first cement-soil mixing and second cement-soil mixing piles 107. After reaching the design strength, the formwork is removed, and the upper surfaces of the first cement-soil mixing and second cement-soil mixing piles 107 are leveled.

[0042] Step 3: At the elevation change point, according to the shape of the first capping beam 101, the second capping beam 102, and the connecting part 103, install the main reinforcement bars 101-A of the first capping beam, 102-A of the second capping beam, 103-A of the connecting part, 101-B of the first capping beam, 102-B of the second capping beam, and 103-B of the connecting part, and tightly bind the reinforcement bars at the intersections.

[0043] Step 4: Set up the formwork according to the three-dimensional shape of the steel structure, set up support plates around the formwork, pour concrete, and remove the formwork after the concrete strength reaches the specified strength.

[0044] Step 5: Concrete pouring and curing. Concrete is poured in layers. First, pour the second cap beam 102 up to the connection node, and then advance the layers to the connection part 103 and the first cap beam 101. Vibrate and compact the concrete. During pouring, use an infrared rangefinder to check the formwork displacement in real time. After pouring, cover with geotextile and sprinkle with water for curing for no less than 7 days. If construction is carried out in winter, electric blankets should be used for insulation.

[0045] The above description provides a detailed account of one embodiment of the present invention. However, this description is merely a preferred embodiment and should not be construed as limiting the scope of the present invention. All equivalent variations and improvements made within the scope of the claims of the present invention should still fall within the patent coverage of the present invention.

Claims

1. The SMW method pile variable elevation cap beam structure, characterized in that: It includes a first crown beam and a second crown beam with unequal elevations that are sequentially connected to form a closed shape. The first crown beam and the second crown beam are connected end to end in the vertical direction by a connecting part. The first capping beam, the second capping beam, and the connecting part are all reinforced concrete structures, which are fitted onto the outer ring of the support pile steel. The internal reinforcement of the connection part includes the main reinforcement of the connection part and the stirrups of the connection part. The main reinforcement of the connection part is arranged along the length between the top and bottom elevations. The stirrups of the connection node are set at the connection node and fixed by welding or mechanical connection.

2. The SMW method pile elevation variable cap beam structure according to claim 1, characterized in that: The first crown beam has multiple first crown beam main reinforcement bars inside. The first crown beam main reinforcement bars are perpendicularly intersecting with the vertically arranged connecting part main reinforcement bars and are integrally cast. The second crown beam has multiple second crown beam main reinforcement bars inside. The second crown beam main reinforcement bars are perpendicularly intersecting with the vertically arranged connecting part main reinforcement bars and are integrally cast.

3. The SMW method pile elevation variable cap beam structure according to claim 1, characterized in that: The upper end face of the connecting part is flush with the upper end face of the top elevation cap beam, and the side face is flush with the end face of the top elevation cap beam. The lower end face of the connecting part is flush with the lower end face of the bottom elevation cap beam, and the side face is flush with the end face of the bottom elevation cap beam.

4. The SMW method pile elevation variable cap beam structure according to claim 1, characterized in that: The main reinforcement of the first cap beam is horizontally set and anchored into the connection node of the connection part along its length. The internal reinforcement of the first cap beam also includes multiple first cap beam stirrups, which are laid to the outside of the connection node to fix the main reinforcement of the first cap beam.

5. The SMW method pile elevation variable capping beam structure according to claim 4, characterized in that: The first capping beam has multiple stirrups, which are set vertically. The main reinforcement of the first capping beam on the same side as the support pile steel is connected and fixed with small-sized first capping beam stirrups, while the reinforcement on the same side as the support pile steel is connected and fixed with large-sized first capping beam stirrups.

6. The SMW method pile elevation variable cap beam structure according to claim 1, characterized in that: The connecting stirrups are horizontally arranged, and the enclosed area is all fitted around the outer ring of the support pile steel. The connecting stirrups are embedded in the first cap beam and the second cap beam, and are at the same horizontal height. The connecting stirrups are divided into inner and outer rings. The inner ring is used to connect and fix the main reinforcing bars of the connecting part in a small area, and the outer ring is used to connect and fix the main reinforcing bars of the connecting part in a large area.

7. The SMW method pile elevation variable cap beam structure according to claim 1, characterized in that: The outer side is supported by formwork, which is made of 18mm thick plywood and square timber backing. The inside corner of the step is edged with L30×3 angle steel.

8. The SMW method pile elevation variable cap beam structure according to claim 1, characterized in that: The diameter of the main reinforcement bars in the connection part is 22-28mm, and the diameter of the stirrups in the connection part is 6-10mm.

9. The SMW method pile elevation variable cap beam structure according to claim 1, characterized in that: The main reinforcement bars of the first and second crown beams are both cold-bent, and the joints of the reinforcement bars at the elevation changes are connected by straight threaded sleeves.

10. The SMW method pile elevation variable cap beam structure according to any one of claims 1-9, characterized in that: Using a total station to calibrate the variable elevation points, after the SMW method piles reach the design strength, the pile heads of the cement-soil mixing piles are broken according to the bottom elevation of the first capping beam and / or the second capping beam, forming a variable elevation height difference.

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