Stiffened steel batter post and shear wall combined structure and construction method

Abstract

The invention discloses a stiffened steel batter post and shear wall combined structure and a construction method. The method comprises the steps that S100, the joint bar positions and number of batter post steel bars are determined, and the batter post steel bars are firmly fixed to steel bars of a raft foundation; s200, an embedded part is arranged at the concrete pouring position of the raft foundation, and then pouring is conducted on the embedded part; s300, the bottoms of the reinforced steel columns are fixedly connected with the embedded parts, and grouting treatment is conducted on the connecting positions; s400, the steel bars in the vertical sections of the inclined columns are connected and bound together in a staggered mode, meanwhile, the steel bars of the inclined columns and the steel bars of the shear wall are pulled through the wall column pulling sections, and the inclined columns and the shear wall are connected into a whole; s500, within the range of the vertical sections of the inclined columns, positioning steel bars are bound on the reinforced steel columns, and formworks are erected according to the positions of the positioning steel bars; s600, the pouring speed and the vibrating force are controlled, and concrete pouring is conducted on the vertical section of the inclined column; and S700, the step S400 and the step S500 are repeated on the inclined section of the inclined column, and concrete pouring is conducted on the inclined section of the inclined column. The compactness and the uniformity of the concrete at the root of the batter post are ensured.

Description

Technical Field

[0001] The present invention belongs to the technical field of building construction, and more specifically, relates to a combined structure of a steel inclined column and a shear wall and a construction method. Background Art

[0002] The combination structure of inclined columns and shear walls has the problem of difficulty in positioning the column formwork during construction. Due to the shape and inclination angle of the inclined column, the steel bar binding process may be more complicated and time-consuming. The fixing of the inclined column steel bars needs to take into account factors such as the deadweight of the steel bars, the support of the formwork, and the impact force during concrete pouring. During the binding process, additional fixing measures are required to prevent the steel skeleton from becoming unstable or deforming. The special shape of the inclined column makes it easy for the mortar in the mixture to be caught by the stirrups during the downward transportation of concrete, resulting in a lack of mortar in the concrete at the bottom of the inclined column. The operating space of the vibrator in the inclined column is limited, especially at the bottom of the inclined column and in the area with dense steel bars. The vibrator is difficult to insert, resulting in the concrete being vibrated loosely, and bubbles and voids are generated.

[0003] The Chinese patent with publication number CN109763606A discloses a construction method of reinforced concrete composite inclined column, including the following steps: (1) construction preparation; (2) inclined column positioning and reinforcement insertion; (3) erection of steel pipe support at the bottom of the inclined column and laying of the lower inclined column formwork; (4) reinforcement installation; (5) PVC chute setting; (6) reinforcement of the lower inclined column formwork; (7) concrete trial mixing; (8) pouring of concrete at the lower inclined column; (9) removal of the side formwork of the lower inclined column; (10) construction of the upper inclined column: the construction process of the upper inclined column is the same as the construction process of the lower inclined column, and steps (2) to (9) are repeated. The problem that the inclined column concrete is difficult to vibrate is solved, the concrete mix ratio is optimized, the concrete slump is adjusted, and the chute is used to assist in vibration during concrete vibration, so that the inclined column reinforced concrete structure is well formed.

[0004] However, in the Chinese patent with publication number CN109763606A, the other end of the diagonal brace is fixed by a wooden wedge set on the base layer, which has high requirements for the base layer and cannot be widely used. Therefore, a construction method and system of a combined structure of a steel diagonal column and a shear wall is needed to ensure the compactness and uniformity of the concrete at the root of the diagonal column while improving the versatility of the construction method. Summary of the invention

[0005] In view of the above defects or improvement needs of the prior art, the present invention provides a construction method and system for a combined structure of a strong steel inclined column and a shear wall. By tying the steel bars in stages and pouring concrete in layers, the problem of difficulty in tying the steel bars in one go due to the shape and inclination angle of the inclined column is solved, and the difficulty in vibrating the lower vertical section of the inclined column when pouring the inclined column in one go is avoided, thereby ensuring the density and uniformity of the concrete at the root of the inclined column and improving the bearing capacity and durability of the column.

[0006] To achieve the above objectives, according to a first aspect of an embodiment of the present invention, a construction method of a combined structure of a steel inclined column and a shear wall is provided, comprising the following steps:

[0007] S100. Determine the location and quantity of the inclined column reinforcement bars according to the construction drawings and design requirements. After the inclined column reinforcement bars are inserted to the designed depth, they are firmly fixed to the reinforcement bars of the raft foundation.

[0008] S200, before pouring the raft foundation concrete, pre-embed the embedded parts for fixing the steel column at the pouring position, and then pour the raft foundation concrete, while ensuring that the embedded parts are kept at an appropriate distance from the concrete protective layer;

[0009] S300, use hoisting to position the steel column, after it reaches the installation position, fix the bottom of the steel column with the embedded parts, and perform grouting at the connection to connect the steel column and the raft foundation concrete;

[0010] S400, cross-linking and tying the steel bars inside the vertical sections of the inclined columns to form a reliable connection structure, and at the same time, tying the steel bars of the inclined columns and the shear walls through the wall column tie sections to connect the inclined columns and the shear walls into one;

[0011] S500. Within the vertical section of the inclined column, tie the positioning steel bars on the steel column, set up the formwork according to the position of the positioning steel bars, fix the position, and then use steel pipes to reinforce it;

[0012] S600, controlling the pouring speed and the vibration intensity, and pouring concrete on the vertical section of the inclined column;

[0013] S700, repeating steps S400 and S500 on the inclined section of the inclined column, controlling the pouring speed and the vibration intensity, and pouring concrete on the inclined section of the inclined column.

[0014] Furthermore, step S400 further includes the following steps:

[0015] S410, erecting the column top steel bars at the upper inclined surface according to the design dimensions of the inclined column, and bending the column top steel bars at the junction of the inclined section and the vertical section of the inclined column by using a cold bending process, so that the steel bars are erected along the upper inclined surface of the inclined column to the bottom;

[0016] S420, erecting column bottom reinforcement at the lower slope according to the design dimensions of the inclined column, and bending the column top reinforcement at the intersection of the bottom and the column top reinforcement using a cold bending process;

[0017] S430, erecting outer reinforcements at the lower slope of the vertical section of the inclined column according to the design dimensions of the inclined column, and bending the column top reinforcements at the intersection of the top of the outer reinforcements and the column top reinforcements using a cold bending process;

[0018] S440. After adjusting the positions of the column bottom reinforcement, column top reinforcement and outer reinforcement, fix their ends respectively and then tie the reinforcement mesh in between.

[0019] Furthermore, step S500 further includes the following steps:

[0020] S510, for the vertical section of the inclined column, a first plane coordinate system is established with the cross section of the steel column in the section as a plane, and positioning steel bars having a fixed length around the steel column and the same overall width as the vertical section of the inclined column are provided in the first plane coordinate system;

[0021] S520, translating the first plane coordinate system along the center line of the stiff steel column in the vertical section of the inclined column to multiple positions as positioning points, and fixing the stiff steel column in the first plane coordinate system at each positioning point with a fixed length around the stiff steel column and the same outer size of the vertical section of the inclined column;

[0022] S530, welding column reinforcement at a position one protective layer thickness away from the end of the positioning steel bar to preliminarily fix it, and then tying it;

[0023] S540, set a pad on the column reinforcement, ensure that the width of the pad is equal to the distance between the column reinforcement and the end of the positioning steel bar, and fix the pad to the column reinforcement;

[0024] S550. Lay the template around the ends of the positioning steel bars and the surface of the pads. After adjusting the position of the template, tighten it with tension bolts to make it fit tightly with the pads, and then tie it around the periphery of the template to reinforce it.

[0025] Furthermore, in step S520, it is necessary to monitor the process of translating the first plane coordinate system along the center line of the steel column 1, which specifically includes the following steps:

[0026] S521, establishing a first spatial coordinate system with the origin of the first plane coordinate system as the origin and the center line of the steel column as the x-axis, taking the origin and at least two monitoring points in the first plane coordinate system, and obtaining the coordinates of the origin and the monitoring points in the first spatial coordinate system;

[0027] S522, presetting the standard coordinates of all origins and monitoring points at each positioning point in the first spatial coordinate system, and integrating them as a standard coordinate set;

[0028] S523, during the movement of the first plane coordinate system, obtaining the coordinates of all monitoring points in the first space coordinate system at each positioning point;

[0029] S524, taking the origin of the first plane coordinate system as the center point, taking the coordinates of the center point at each positioning point and comparing them with the standard coordinates of the origin to ensure that they are not shifted;

[0030] S525: Compare the coordinates of the center point of the first plane coordinate system and the monitoring point at each positioning point with the standard coordinates to ensure that there is no rotation or inclination change.

[0031] Further, in step S521, the origin of the first plane coordinate system is O, and the coordinates in the first space coordinate system are (x O ,y O , z O ), the monitoring points are P1, P2, ..., P n , the coordinates in the first space coordinate system are (x P1 ,y P2 , z P1 ),...,(x Pn ,y Pn , z Pn ); the coordinate set matrix P of these points is:

[0032]

[0033] In step S522, the positioning point L on the steel column i , the preset standard coordinate set matrix for:

[0034]

[0035] In step S523, the first plane coordinate system moves to the positioning point L i When the measured coordinate matrix P i for:

[0036]

[0037] Furthermore, in step S525, it is verified whether the first plane coordinate system is rotated or tilted, and the transformation matrix T is estimated by using the least squares method. i To judge, the transformation matrix T i for:

[0038]

[0039] Among them, R i is the rotation matrix,

[0040] t i is the translation vector.

[0041] Furthermore, through the transformation matrix R i The error function is defined as:

[0042]

[0043] in, is the homogeneous coordinate of the jth monitoring point in the standard coordinate set,

[0044] p′ ij is the homogeneous coordinate of the jth monitoring point in the actual measurement coordinates.

[0045] Furthermore, the transformation matrix R is optimized using the gradient descent method i and the translation vector t i , specifically:

[0046] Choose initial guesses R0 and t0, and calculate the error function with respect to the transformation matrix R i and the translation vector t i The gradient is:

[0047]

[0048] Use the above gradient and learning rate α to update the transformation matrix R i and the translation vector t i , specifically:

[0049]

[0050] Repeat the above steps until Where ∈ is the threshold.

[0051] Further, the rotation matrix R is updated using the Rodriguez formula i , specifically:

[0052] R new =exp([ω]),

[0053] Among them, R new is the new rotation matrix,

[0054] ω is the rotation vector representing the rotation increment;

[0055] Update the translation vector t using gradient descent i , specifically:

[0056]

[0057] Among them, t new is the new translation vector.

[0058] According to a second aspect of an embodiment of the present invention, there is provided a combined structure of a steel inclined column and a shear wall, comprising: a steel column, a positioning steel bar arranged on the steel column, a column bar arranged at an end of the positioning steel bar, and a template arranged at an end of the positioning steel bar;

[0059] The strong steel column is arranged along the center of the vertical section of the inclined column and the inclined section of the inclined column, and is also bent at the connection between the vertical section of the inclined column and the inclined section of the inclined column;

[0060] The positioning steel bars are arranged along the outer contour of the cross section of the steel column, and the distances between the two ends and the center of the steel column are equal. The positioning steel bars are arranged in a group at a certain distance on the steel column, and each group of positioning steel bars is arranged in a tic-tac-toe shape, surrounding the steel column in the middle.

[0061] Column bars are provided at both ends of the positioning steel bars, and the positioning steel bars located on the same surface of the steel column are connected by the column bars. A pad is also provided on the positioning steel bars, and the side of the pad away from the column bars is located in the same plane as the end of the positioning steel bars;

[0062] The ends of the positioning steel bars are also provided with a template, which surrounds the outer shape of the steel inclined column, and the inner side of the template contacts the ends of all the positioning steel bars;

[0063] Tension bolts are also provided between the opposing templates, through which the opposing templates are tightened to avoid gaps between adjacent templates or deformation of the templates. A plurality of tension bolts are evenly arranged on the templates.

[0064] In general, the above technical solutions conceived by the present invention can achieve the following beneficial effects compared with the prior art:

[0065] 1. The construction method of the present invention solves the problem of difficulty in tying steel bars at one time due to the shape and inclination angle of the inclined column by tying steel bars in stages and pouring concrete in layers, avoids the difficulty in vibrating the lower vertical section of the inclined column when pouring the inclined column at one time, ensures the density and uniformity of the concrete at the root of the inclined column, and improves the bearing capacity and durability of the column.

[0066] 2. The construction method of the present invention establishes a plane coordinate system and translates it at different positions to fix and position the steel bars, thereby accurately controlling the position of the formwork, ensuring the dimensional accuracy during the construction of the inclined columns, improving the construction quality, reducing the risk of rework due to dimensional deviations, and thereby accelerating the progress of the project. By comparing the coordinates of the monitoring points, the rotation and tilt of the formwork system are effectively prevented, thereby ensuring the safety and reliability of the structure.

[0067] 3. The construction method of the present invention forms a reliable overall connection structure by staggered connection and binding of the steel bars in the inclined columns and bending the steel bars using cold bending technology, thereby strengthening the connection between the inclined columns and the shear walls, making the two become a whole, and improving the ability of the structure to resist external loads. The reliable connection structure can better exert the seismic performance of the building. BRIEF DESCRIPTION OF THE DRAWINGS

[0068] Figure 1A schematic diagram of a construction method of a composite structure of a steel inclined column and a shear wall according to an embodiment of the present invention;

[0069] Figure 2 This is a specific flow chart of step S400 in a construction method of a combined structure of a steel inclined column and a shear wall according to an embodiment of the present invention;

[0070] Figure 3 This is a specific flow chart of step S500 in a construction method of a combined structure of a steel inclined column and a shear wall according to an embodiment of the present invention;

[0071] Figure 4 This is a specific flow chart of step S520 in a construction method of a combined structure of a steel inclined column and a shear wall according to an embodiment of the present invention;

[0072] Figure 5 This is a structural cross-sectional view of a combined structure of a steel inclined column and a shear wall according to an embodiment of the present invention;

[0073] Figure 6 The present invention is a schematic structural diagram of a combined structure of a steel inclined column and a shear wall according to an embodiment of the present invention.

[0074] In all the drawings, the same figure numbers represent the same technical features, specifically: 1-strong steel column, 2-positioning steel bar, 3-formwork, 4-column bottom steel bar, 5-column top steel bar, 6-outer steel bar, 7-shear wall, 8-wall column tie section, 9-inclined column vertical section, 10-inclined column inclined section, 11-pad, 12-tension bolt, 13-column reinforcement. DETAILED DESCRIPTION

[0075] In order to make the purpose, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not intended to limit the present invention. In addition, the technical features involved in the various embodiments of the present invention described below can be combined with each other as long as they do not conflict with each other.

[0076] Example 1

[0077] like Figure 1 As shown, an embodiment of the present invention provides a construction method for a combined structure of a steel inclined column and a shear wall, which specifically includes the following steps:

[0078] S100, inclined column dowels: Determine the dowel position and quantity of inclined column reinforcement according to the construction drawings and design requirements. After the inclined column reinforcement is inserted to the designed depth, it is firmly fixed to the reinforcement of the raft foundation;

[0079] S200, pre-embedded construction: before pouring the raft foundation concrete, pre-embed the embedded parts for fixing the steel column 1 at the pouring position, and then pour the raft foundation concrete, while ensuring that the embedded parts maintain an appropriate distance from the concrete protective layer;

[0080] S300, installation of the steel column: use hoisting to position the steel column 1, after it reaches the installation position, fix the bottom of the steel column 1 with the embedded parts, and perform grouting at the connection to connect the steel column 1 and the raft foundation concrete;

[0081] S400, connecting steel bars: cross-linking and tying the steel bars inside the vertical section 9 of the inclined column to form a reliable connection structure, and at the same time, connecting the steel bars of the inclined column and the shear wall 7 through the wall column tie section 8 to connect the inclined column and the shear wall 7 into one body;

[0082] S500, formwork support: within the range of the vertical section 9 of the inclined column, tie the positioning steel bars 2 on the steel column 1, set up the formwork 3 through the position of the positioning steel bars 2, fix its position, and then use steel pipes to reinforce it;

[0083] S600, vertical section pouring: controlling the pouring speed and the vibration intensity, and pouring concrete into the vertical section 9 of the inclined column;

[0084] S700 , pouring the inclined section: repeating steps S400 and S500 on the inclined column inclined section 10 , controlling the pouring speed and the vibration intensity, and pouring concrete on the inclined column inclined section 10 .

[0085] like Figure 2 As shown, in step S300, before installing the strong steel column 1, it should be cleaned and inspected to ensure that there is no rust, oil or other impurities on its surface, and that the size, specifications and other parameters meet the design requirements. During installation, special tools and equipment should be used for lifting and positioning to ensure the verticality and accurate position of the strong steel column 1. Before grouting the bottom, the debris and oil in the grouting area should be cleaned to ensure that the grouting material can be fully filled and solidified. During the grouting process, attention should be paid to controlling the grouting speed and grouting pressure to avoid problems such as bubbles and voids. At the same time, maintenance should be carried out after grouting to ensure that the grouting material can be fully solidified and reach the designed strength.

[0086] like Figure 2 As shown, step S400 also includes the following steps:

[0087] S410, erecting the column top steel bar 5 at the upper inclined surface of the inclined column according to the design size of the inclined column, and bending the column top steel bar 5 at the junction of the inclined section 10 of the inclined column and the vertical section 9 of the inclined column by using a cold bending process, so that it is erected along the upper inclined surface of the inclined column to the bottom;

[0088] S420, erecting the column bottom steel bar 4 at the lower slope according to the design size of the inclined column, and bending the column top steel bar 5 at the intersection of the bottom and the column top steel bar 5 by cold bending process;

[0089] S430, installing the outer steel bars 6 at the lower slope of the vertical section 9 of the inclined column according to the design size of the inclined column, and bending the column top steel bars 5 at the intersection of the top of the outer steel bars 6 and the column top steel bars 5 by cold bending process;

[0090] S440, after adjusting the positions of the column bottom reinforcement 4, the column top reinforcement 5 and the outer reinforcement 6, fix their ends respectively and then tie the reinforcement mesh therein.

[0091] like Figure 3 As shown, step S500 specifically includes the following steps:

[0092] S510, for the inclined column vertical section 9, a first plane coordinate system is established with the cross section of the steel column 1 in the section as a plane, and in the first plane coordinate system, a positioning steel bar 2 having a fixed length around the steel column 1 and the same overall width as the inclined column vertical section 9 is fixed;

[0093] S520, translating the first plane coordinate system along the center line of the steel column 1 in the inclined column vertical section 9 to multiple positions as positioning points, and positioning steel bars 2 having a fixed length around the steel column 1 in the first plane coordinate system and the same outer dimensions as the inclined column vertical section 9 at each positioning point;

[0094] S530, welding the column reinforcement 13 at a position one protective layer thickness away from the end of the positioning steel bar 2 to preliminarily fix it, and then tying it;

[0095] S540, setting a pad 11 on the column reinforcement 13, ensuring that the width of the pad 11 is equal to the distance between the column reinforcement 13 and the end of the positioning steel bar 2, and fixing the pad to the column reinforcement 13;

[0096] S550. Lay the formwork 3 around the steel column 1 along the ends of the positioning steel bars 2 and the surface of the pad 11. After adjusting the position of the formwork 3, tighten it with the tension bolts 12 to make it fit tightly with the pad 11, and then tie it around the periphery of the formwork 3 for reinforcement.

[0097] In step S510, the two axes of the first plane coordinate system are respectively parallel to the boundaries of the cross section of the steel column 1, and the two ends of the positioning steel bars 2 maintain the same distance from the center of the steel column 1. The positioning steel bars 2 are arranged in a tic-tac-toe shape, and the steel column 1 is located at the exact center of the tic-tac-toe arrangement.

[0098] In step S520, during the translation of the first plane coordinate system along the center line of the steel column 1, it is necessary to control the angle between it and the horizontal direction to always remain consistent, and it is also necessary to ensure that it does not rotate along the center line of the steel column 1, so as to avoid rotation or change of inclination angle of multiple tic-tac-toe arrangements, and ensure that the position of the template 3 is the design boundary position of the inclined column.

[0099] like Figure 4 As shown, in step S520, it is necessary to monitor the process of translating the first plane coordinate system along the center line of the steel column 1, which specifically includes the following steps:

[0100] S521, establish a first spatial coordinate system with the origin of the first plane coordinate system as the origin and the center line of the steel column 1 as the x-axis, take the origin and at least two monitoring points in the first plane coordinate system, and obtain the coordinates of the origin and the monitoring points in the first spatial coordinate system;

[0101] S522, presetting the standard coordinates of all origins and monitoring points at each positioning point in the first spatial coordinate system, and integrating them as a standard coordinate set;

[0102] S523, during the movement of the first plane coordinate system, obtaining the coordinates of all monitoring points in the first space coordinate system at each positioning point;

[0103] S524, taking the origin of the first plane coordinate system as the center point, taking the coordinates of the center point at each positioning point and comparing them with the standard coordinates of the origin to ensure that they are not shifted;

[0104] S525: Compare the coordinates of the center point of the first plane coordinate system and the monitoring point at each positioning point with the standard coordinates to ensure that there is no rotation or inclination change.

[0105] In step S521, the origin of the first plane coordinate system is O, and the coordinates in the first space coordinate system are (x O ,y O , z O ), the monitoring points are P1, P2, ..., P n , the coordinates in the first space coordinate system are (x P1 ,y P1 , z P1 ),...,(x Pn ,y Pn , z Pn ); the coordinate set matrix P of these points is:

[0106]

[0107] In step S522, the positioning point L on the steel column i , the preset standard coordinate set matrix for:

[0108]

[0109] In step S523, the first plane coordinate system moves to the positioning point L i When the measured coordinate matrix P i for:

[0110]

[0111] In step S525, it is verified whether the first plane coordinate system is rotated or tilted, and the transformation matrix T is estimated by using the least squares method. i To judge, the transformation matrix T i for:

[0112]

[0113] Among them, R i is the rotation matrix,

[0114] t i is the translation vector.

[0115] Through the transformation matrix R i The error function is defined as:

[0116]

[0117] in, is the homogeneous coordinate of the jth monitoring point in the standard coordinate set,

[0118] p′ ij is the homogeneous coordinate of the jth monitoring point in the actual measurement coordinates.

[0119] Use gradient descent to optimize the transformation matrix R i and the translation vector t i , specifically:

[0120] Choose initial guesses R0 and t0, and calculate the error function with respect to the transformation matrix R i and the translation vector t i The gradient is:

[0121]

[0122] Use the above gradient and learning rate α to update the transformation matrix R i and the translation vector t i , specifically:

[0123]

[0124] Repeat the above steps until Where ∈ is the threshold.

[0125] Update the rotation matrix R using Rodrigues formula i , specifically:

[0126] R new =exp([ω]),

[0127] Among them, R new is the new rotation matrix,

[0128] ω is a rotation vector representing the rotation increment.

[0129] Update the translation vector t using gradient descent i , specifically:

[0130]

[0131] Among them, t new is the new translation vector.

[0132] In step S700, when setting up the formwork 3 on the inclined section 10 of the inclined column, a cup-hook scaffolding is set up in the inclined direction of the inclined column and fixed firmly to the ground, and a long inclined pipe is set up on the cup-hook scaffolding to prevent the cup-hook scaffolding from tilting. Short steel pipes are connected to the long inclined pipes through steel pipe fasteners, and the supporting ends of the short steel pipes are connected with through pipes, and the inclination of the through pipes is consistent with the inclination of the oblique cast-in-place concrete column. The through pipes are connected into a whole with horizontal pipes to complete the reinforcement of the inclined column formwork.

[0133] Example 2

[0134] The steel inclined column is divided into an inclined column vertical section 9 connected to the shear wall 7 and an inclined column inclined section 10 above the inclined column.

[0135] like Figure 5 , 6 As shown, an embodiment of the present invention provides a combined structure of a strong steel inclined column and a shear wall, comprising: a strong steel column 1, a positioning steel bar 2 arranged on the strong steel column 1, a column bar 13 arranged at the end of the positioning steel bar 2, and a template 3 arranged at the end of the positioning steel bar 2. The strong steel column 1 is arranged along the center of the inclined column vertical section 9 and the inclined column inclined section 10, and is also bent at the connection between the inclined column vertical section 9 and the inclined column inclined section 10. The positioning steel bar 2 is arranged along the outer contour of the cross section of the strong steel column 1, and the distances from both ends to the center of the steel column 1 are equal, and the positioning steel bars 2 are arranged in groups at a distance on the strong steel column 1, and each group of positioning steel bars 2 is arranged in a tic-tac-toe shape, surrounding the strong steel column 1 in the center.

[0136] Column bars 13 are provided at both ends of the positioning steel bars 2, and the positioning steel bars 2 located on the same surface of the steel column 1 are connected by the column bars 13. A pad 11 is also provided on the positioning steel bars 2, and the side of the pad 11 away from the column bars 13 is located in the same plane as the end of the positioning steel bars 2. A template 3 is also provided at the end of the positioning steel bars 2, and the template 3 forms the shape of the steel inclined column, and its inner side contacts the ends of all the positioning steel bars 2.

[0137] There are also tension bolts 12 between the opposing templates 3, through which the opposing templates 3 are tightened to avoid gaps between adjacent templates 3 or deformation of the templates, and a plurality of tension bolts 12 are evenly arranged on the templates 3. When the templates 3 are tightened by the tension bolts 12, the pads 11 are between the templates 3 and the column reinforcement 13 to provide support therefor, so as to avoid the templates 3 from being broken due to excessive tension.

[0138] A wall column tie section 8 is also provided between the inclined column inclined section 10 and the shear wall 7 to connect the two as a whole and provide tension for the inclined column inclined section 10 to prevent the strong steel inclined column from cracking or falling due to excessive force.

[0139] The inclined column vertical section 9 and the inclined column inclined section 10 are also provided with a column bottom steel bar 4, a column top steel bar 5 and an outer steel bar 6. The top of the column top steel bar 5 is arranged on the upper inclined surface of the inclined column, and is bent to the bottom at the junction of the inclined column inclined section 10 and the inclined column vertical section 9. The top of the column bottom steel bar 4 is arranged on the lower inclined surface of the inclined column, and it extends downward to the intersection with the column top steel bar 5, and the column top steel bar 5 is bent by cold bending technology to be parallel to the column top steel bar 5 at that location. The bottom of the outer steel bar 6 is arranged on the lower inclined surface of the inclined column vertical section 9, and it extends upward to the intersection with the column top steel bar 5, and the column top steel bar 5 is bent by cold bending technology to be parallel to the column top steel bar 5 at that location.

[0140] It will be easily understood by those skilled in the art that the above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

Claims

1. A construction method for a combined structure of a steel inclined column and a shear wall, characterized in that: The following steps are involved: S100. Determine the location and quantity of the inclined column reinforcement bars according to the construction drawings and design requirements. After the inclined column reinforcement bars are inserted to the designed depth, they are firmly fixed to the reinforcement bars of the raft foundation. S200, before pouring the raft foundation concrete, pre-embed the embedded parts for fixing the steel column (1) at the pouring position, and then pour the raft foundation concrete, while ensuring that the embedded parts are kept at an appropriate distance from the concrete protective layer; S300, positioning the steel column (1) by hoisting, so that it reaches the installation position, and then fixing the bottom of the steel column (1) to the embedded part, and performing grouting treatment at the connection to connect the steel column (1) and the raft foundation concrete; S400, the steel bars inside the vertical section (9) of the inclined column are connected and tied together in an interlaced manner to form a reliable connection structure, and at the same time, the steel bars of the inclined column and the shear wall (7) are tied together through the wall column tie section (8) to connect the inclined column and the shear wall (7) into one body; S500, within the range of the vertical section (9) of the inclined column, tie the positioning steel bars (2) on the steel column (1), set up the formwork (3) according to the position of the positioning steel bars (2), fix its position, and then use steel pipes to reinforce it; S600, controlling the pouring speed and the vibration intensity to pour concrete on the vertical section (9) of the inclined column; S700, repeating steps S400 and S500 on the inclined column inclined section (10), controlling the pouring speed and the vibration intensity, and pouring concrete on the inclined column inclined section (10).

2. The construction method of a composite structure of a steel inclined column and a shear wall according to claim 1, characterized in that: Step S400 also includes the following steps: S410, installing the column top steel bar (5) on the upper inclined surface of the inclined column according to the design size of the inclined column, and bending the column top steel bar (5) at the junction of the inclined section (10) of the inclined column and the vertical section (9) of the inclined column by using a cold bending process, so that the column top steel bar (5) is installed along the upper inclined surface of the inclined column to the bottom; S420, installing the column bottom steel bars (4) at the lower slope of the inclined column according to the design dimensions of the inclined column, and bending the column top steel bars (5) at the intersection of the bottom of the column and the column top steel bars (5) using a cold bending process; S430, installing the outer steel bars (6) at the lower slope of the vertical section (9) of the inclined column according to the design dimensions of the inclined column, and bending the column top steel bars (5) at the intersection of the outer steel bars (6) and the column top steel bars (5) using a cold bending process; S440, after adjusting the positions of the column bottom reinforcement (4), the column top reinforcement (5) and the outer reinforcement (6), fix their ends respectively and then tie the reinforcement mesh therein.

3. The construction method of a composite structure of a steel inclined column and a shear wall according to claim 1 or 2, characterized in that: Step S500 also includes the following steps: S510, for the inclined column vertical section (9), a first plane coordinate system is established with the cross section of the steel column (1) in the section as a plane, and positioning steel bars (2) having a fixed length equal to the overall width of the inclined column vertical section (9) are provided around the steel column (1) in the first plane coordinate system; S520, translating the first plane coordinate system along the center line of the steel column (1) in the inclined column vertical section (9) to multiple positions as positioning points, and at each positioning point, positioning steel bars (2) having a fixed length and the same outer dimensions as the inclined column vertical section (9) are arranged around the steel column (1) in the first plane coordinate system; S530, welding the column reinforcement (13) at a position one protective layer thickness away from the end of the positioning reinforcement (2) to preliminarily fix it, and then tying it; S540, placing a pad (11) on the column reinforcement (13), ensuring that the width of the pad (11) is equal to the distance between the column reinforcement (13) and the end of the positioning steel bar (2), and fixing the pad to the column reinforcement (13); S550. Lay the template (3) around the steel column (1) along the ends of the positioning steel bars (2) and the surface of the pad (11). After adjusting the position of the template (3), tighten it with tension bolts (12) to make it fit tightly with the pad (11), and then tie it around the outer periphery of the template (3) for reinforcement.

4. The construction method of a composite structure of a steel inclined column and a shear wall according to claim 3 is characterized in that: In step S520, it is necessary to monitor the process of translating the first plane coordinate system along the center line of the steel column 1, which specifically includes the following steps: S521. Take the origin of the first plane coordinate system as the origin and the center line of the steel column (1) as x Axis establishes a first spatial coordinate system, takes an origin and at least two monitoring points in the first plane coordinate system, and obtains coordinates of the origin and the monitoring points in the first spatial coordinate system; S522, presetting the standard coordinates of all origins and monitoring points at each positioning point in the first spatial coordinate system, and integrating them as a standard coordinate set; S523, during the movement of the first plane coordinate system, obtaining the coordinates of all monitoring points in the first space coordinate system at each positioning point; S524, taking the origin of the first plane coordinate system as the center point, taking the coordinates of the center point at each positioning point and comparing them with the standard coordinates of the origin to ensure that they are not shifted; S525: Compare the coordinates of the center point of the first plane coordinate system and the monitoring point at each positioning point with the standard coordinates to ensure that there is no rotation or inclination change.

5. The construction method of the combined structure of steel inclined columns and shear walls according to claim 4 is characterized in that: In step S521, the origin of the first plane coordinate system is O, and the coordinates in the first space coordinate system are (x O ,y O , z O ), the monitoring points are P1, P2, ..., P n , the coordinates in the first space coordinate system are (x P1 ,y P1 , z P1 ),...,(x Pn ,y Pn , z Pn ); the coordinate set matrix P of these points is: In step S522, the positioning point L on the steel column i , the preset standard coordinate set matrix for: In step S523, the first plane coordinate system moves to the positioning point L i When the measured coordinate matrix P i for:

6. The construction method of the combined structure of steel inclined columns and shear walls according to claim 5 is characterized in that: In step S525, it is verified whether the first plane coordinate system is rotated or tilted, and the transformation matrix T is estimated by using the least squares method. i To judge, the transformation matrix T i for: Among them, R i is the rotation matrix, t i is the translation vector.

7. The construction method of the combined structure of steel inclined columns and shear walls according to claim 6 is characterized in that: Through the transformation matrix R i The error function is defined as: in, is the homogeneous coordinate of the jth monitoring point in the standard coordinate set, p′ ij is the homogeneous coordinate of the jth monitoring point in the actual measurement coordinates.

8. The construction method of the combined structure of steel inclined columns and shear walls according to claim 7 is characterized in that: Use gradient descent to optimize the transformation matrix R i and the translation vector t i , specifically: Choose initial guesses R0 and t0, and calculate the error function with respect to the transformation matrix R i and the translation vector t i The gradient is: Use the above gradient and learning rate α to update the transformation matrix R i and the translation vector t i , specifically: Repeat the above steps until Where ∈ is the threshold.

9. The construction method of the combined structure of steel inclined columns and shear walls according to claim 8, characterized in that: Update the rotation matrix R using Rodrigues formula i , specifically: R new =exp([ω]), Among them, R new is the new rotation matrix, ω is the rotation vector representing the rotation increment; Update the translation vector t using gradient descent i , specifically: Among them, t new is the new translation vector.

10. A composite structure of a steel inclined column and a shear wall, obtained by using the construction method of a composite structure of a steel inclined column and a shear wall as claimed in any one of claims 1 to 9, characterized in that: include: A strong steel column (1), a positioning steel bar (2) arranged on the strong steel column (1), a column bar (13) arranged at the end of the positioning steel bar (2), and a template (3) arranged at the end of the positioning steel bar (2); The strong steel column (1) is arranged along the center of the inclined column vertical section (9) and the inclined column inclined section (10), and is also bent at the connection between the inclined column vertical section (9) and the inclined column inclined section (10); The positioning steel bars (2) are arranged along the outer contour of the cross section of the steel column (1), with the distances between the two ends and the center of the steel column (1) being equal, and a group of positioning steel bars (2) are arranged on the steel column (1) at a certain distance, and each group of positioning steel bars (2) is arranged in a tic-tac-toe shape, surrounding the steel column (1) in the middle; Column bars (13) are provided at both ends of the positioning steel bars (2), and the positioning steel bars (2) located on the same surface of the steel column (1) are connected via the column bars (13). A pad (11) is also provided on the positioning steel bars (2), and a side of the pad (11) away from the column bars (13) is located in the same plane as the end of the positioning steel bars (2); The ends of the positioning steel bars (2) are also provided with a template (3), the template (3) enclosing the outer shape of a steel inclined column, the inner side of which is in contact with the ends of all the positioning steel bars (2); Tension bolts (12) are also provided between the opposing templates (3), and the opposing templates (3) are tightened by the tension bolts (12) to avoid gaps between adjacent templates (3) or deformation of the templates. A plurality of tension bolts (12) are evenly arranged on the template (3).

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