Composite Structure and Construction Method of Steel Inclined Column and Shear Wall

Abstract

This invention discloses a combined structure of reinforced steel inclined columns and shear walls, and its construction method. The method includes: S100, determining the position and quantity of reinforcing bars for the inclined columns and fixing them firmly to the reinforcing bars of the raft foundation; S200, setting embedded parts at the concrete pouring position of the raft foundation, and then pouring concrete thereon; S300, fixing the bottom of the reinforced steel column to the embedded parts and grouting at the connection point; S400, connecting and binding the reinforcing bars inside the vertical section of the inclined column together, and simultaneously binding the reinforcing bars of the inclined column and the shear wall through the wall-column tie section, connecting the inclined column and the shear wall into one unit; S500, binding positioning reinforcing bars on the reinforced steel column within the vertical section of the inclined column, and erecting the formwork based on the position of the positioning reinforcing bars; S600, controlling the pouring speed and vibration intensity, and pouring concrete for the vertical section of the inclined column; S700, repeating steps S400 and S500 on the inclined section of the inclined column, and pouring concrete for the inclined section of the inclined column. Ensure the compactness and uniformity of the concrete at the base of the inclined column.

Description

Technical Field

[0001] This invention belongs to the field of building construction technology, and more specifically, relates to a combined structure of reinforced steel inclined columns and shear walls and its construction method. Background Technology

[0002] The construction of a combined inclined column and shear wall structure presents challenges in positioning the column formwork. Due to the shape and inclination angle of the inclined column, the rebar tying process can be more complex and time-consuming. Fixing the inclined column rebar requires consideration of factors such as the rebar's own weight, formwork support, and the impact force during concrete pouring. Additional fixing measures are needed during tying to prevent instability or deformation of the rebar cage. The unique shape of the inclined column makes it easy for mortar in the concrete mix to be caught by the stirrups during downward concrete transport, resulting in insufficient mortar at the bottom of the inclined column. The operating space for the vibrator within the inclined column is limited, especially at the bottom and in areas with dense rebar, making it difficult to insert the vibrator and leading to incomplete concrete compaction, resulting in air bubbles and voids.

[0003] Chinese patent CN109763606A discloses a construction method for a 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 formwork for the lower inclined column; (4) reinforcement installation; (5) PVC chute setting; (6) reinforcement of formwork for the lower inclined column; (7) concrete mix design; (8) concrete pouring for the lower inclined column; (9) removal of side formwork for the lower inclined column; (10) construction of the upper inclined column: the construction process of the upper inclined column is the same as that of the lower inclined column, repeating steps (2) to (9). This method solves the problem of difficult vibration of the inclined column concrete, optimizes the concrete mix ratio, adjusts the concrete slump, and uses a chute to assist in vibration during concrete vibration, resulting in good formation of the reinforced concrete structure of the inclined column.

[0004] However, the Chinese patent with publication number CN109763606A fixes the other end of the diagonal brace with a wooden wedge set in the base layer, which has high requirements for the base layer and cannot be widely used. Therefore, there is a need for a construction method and system for a combined structure of steel inclined columns and shear walls that can improve the versatility of the construction method while ensuring the density and uniformity of the concrete at the base of the inclined columns. Summary of the Invention

[0005] To address the aforementioned deficiencies or improvement needs of existing technologies, this invention provides a construction method and system for a combined structure of reinforced steel inclined columns and shear walls. By tying reinforcing bars in stages and pouring concrete in layers, the method solves the problem of difficulty in tying reinforcing bars in one go due to the shape and inclination angle of the inclined column. It also avoids the difficulty in vibrating the lower vertical section of the inclined column when pouring the inclined column in one go, ensuring the density and uniformity of the concrete at the root of the inclined column, and improving the load-bearing capacity and durability of the column.

[0006] To achieve the above objectives, according to a first aspect of the present invention, a construction method for a composite structure of reinforced steel inclined columns and shear walls is provided, comprising the following steps:

[0007] S100. Based on the construction drawings and design requirements, determine the location and quantity of the dowel bars for the inclined column reinforcement. After the inclined column reinforcement is inserted to the design depth, it shall be firmly fixed with the reinforcement of the raft foundation.

[0008] S200. Before pouring the raft foundation concrete, embed pre-embedded parts for fixing the steel columns at the pouring location, and then pour the raft foundation concrete, while ensuring that the pre-embedded parts and the concrete cover are kept at an appropriate distance.

[0009] S300. Use hoisting to position the steel column. After it reaches the installation position, fix the bottom of the steel column to the embedded part and grout at the connection to connect the steel column and the raft foundation concrete.

[0010] S400: The steel bars inside the vertical section of the inclined column are interlaced and tied together to form a reliable connection structure. At the same time, the steel bars of the inclined column and the shear wall are tied together by the wall-column tie section to connect the inclined column and the shear wall into one unit.

[0011] S500. Within the vertical section of the inclined column, tie positioning steel bars to the stiffened steel column, erect the formwork according to the position of the positioning steel bars, fix its position, and then reinforce it with steel pipes.

[0012] S600, control the pouring speed and vibration intensity to pour concrete for the vertical section of the inclined column;

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

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

[0015] S410. The column top reinforcement is installed on the upper slope of the inclined column according to the design dimensions of the inclined column, and the column top reinforcement is bent by cold bending process at the junction of the inclined section and the vertical section of the inclined column so that it is installed along the upper slope of the inclined column to the bottom.

[0016] S420. The bottom reinforcement of the column is installed on the lower slope of the inclined column according to the design dimensions of the inclined column, and the top reinforcement of the column is bent by cold bending process at the intersection of the bottom reinforcement and the top reinforcement of the column.

[0017] S430. Based on the design dimensions of the inclined column, install the outer reinforcement bars on the lower slope of the vertical section of the inclined column, and use the cold bending process to bend the column top reinforcement bars at the intersection with the column top reinforcement bars.

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

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

[0020] S510. For the vertical section of the inclined column, establish a first plane coordinate system with the cross section of the steel column in the middle of the section as the plane, and fix positioning steel bars with the same length as the overall width of the vertical section of the inclined column around the steel column in the first plane coordinate system.

[0021] S520. The first plane coordinate system is translated to multiple positions along the center line of the middle steel column of the vertical section of the inclined column as positioning points. At each positioning point, positioning steel bars with the same length as the outer dimension of the vertical section of the inclined column are fixed around the middle steel column of the first plane coordinate system.

[0022] S530. Weld column reinforcement bars at a distance of one protective layer thickness from the end of the positioning reinforcement bar to initially fix it, and then tie it.

[0023] S540. Place spacers on the column reinforcement bars to ensure that the width of the spacers is equal to the distance between the ends of the column reinforcement bars and the positioning reinforcement bars, and fix the spacers to the column reinforcement bars.

[0024] S550. Lay templates around the perimeter of the steel column along the ends of the positioning reinforcing bars and the surface of the pads. After adjusting the position of the templates, tighten them with tie bolts to ensure they fit tightly against the pads, and then reinforce them by binding them around the perimeter of the templates.

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

[0026] S521. Establish a first spatial coordinate system with the origin of the first planar coordinate system as the origin and the centerline of the steel column as the x-axis. Take the origin and at least two monitoring points in the first planar coordinate system and obtain the coordinates of the origin and the monitoring points in the first spatial coordinate system.

[0027] S522. Pre-set the standard coordinates of all origins and monitoring points at each positioning point in the first spatial coordinate system, and integrate them as a standard coordinate set.

[0028] S523. During the movement of the first planar coordinate system, obtain the coordinates of all monitoring points in the first spatial coordinate system at each positioning point;

[0029] S524. Using the origin of the first plane coordinate system as the center point, compare the coordinates of the center point at each positioning point with the standard coordinates of the origin to ensure that there is no displacement.

[0030] S525. Take the coordinates of the center point of the first plane coordinate system and the monitoring point at each positioning point and compare them with the standard coordinates to ensure that there is no change in rotation or tilt angle.

[0031] Further, in step S521, the origin of the first planar coordinate system is O, and its coordinates in the first spatial coordinate system are (x... O y O , z O The monitoring points are P1, P2, ..., P n The coordinates in the first spatial 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 stiffening column... i Preset standard coordinate set matrix for:

[0034]

[0035] In step S523, the first planar coordinate system is moved to the positioning point L. i At that time, the measured coordinate matrix P i for:

[0036]

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

[0038]

[0039] Among them, R i Let be a rotation matrix.

[0040] t i It is a translation vector.

[0041] Furthermore, through this transformation matrix R i Define the error function as:

[0042]

[0043] in, Let j be the homogeneous coordinates of the j-th monitoring point in the standard coordinate set.

[0044] p′ ij Let be the homogeneous coordinates of the j-th monitoring point in the actual measured coordinates.

[0045] Furthermore, the transformation matrix R is optimized using gradient descent. i 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 Translation vector t i gradient:

[0047]

[0048] Use the gradient and learning rate α above to update the transformation matrix R. i Translation vector t i Specifically:

[0049]

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

[0051] Furthermore, the rotation matrix R is updated using the Rodriguez formula. i Specifically:

[0052] R new =exp([ω]),

[0053] Among them, R new For 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 This is the new translation vector.

[0058] According to a second aspect of the present invention, a combined structure of a steel inclined column and a shear wall is provided, comprising: a steel column, positioning reinforcement bars disposed on the steel column, column reinforcement bars disposed at the ends of the positioning reinforcement bars, and a template disposed at the ends of the positioning reinforcement bars;

[0059] The steel column is set along the center of the vertical section and the inclined section of the inclined column, and it also bends at the connection between the vertical section and the inclined section of the inclined column.

[0060] The positioning reinforcing bars are set along the outer contour of the cross section of the steel column, and the distance from both ends of the steel column to the center of the steel column is equal. The positioning reinforcing bars are set at intervals on the steel column, and each set of positioning reinforcing bars is arranged in a grid pattern, surrounding the steel column in the center.

[0061] The positioning steel bar has column bars at both ends, and the positioning steel bar located on the same side of the steel column is connected by the column bars. The positioning steel bar is also provided with a spacer, and the side of the spacer away from the column bar is located in the same plane as the end of the positioning steel bar.

[0062] The end of the positioning steel bar is also provided with a template, which forms the shape of a steel inclined column, and its inner side contacts the end of all the positioning steel bars.

[0063] Tie bolts are also provided between opposing templates to tighten the opposing templates and prevent gaps or deformation between adjacent templates. Multiple tie bolts are evenly distributed on the templates.

[0064] In summary, compared with the prior art, the above-described technical solutions conceived by this invention can achieve the following beneficial effects:

[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. It avoids the difficulty in vibrating the lower vertical section of the inclined column when pouring the inclined column at one time, ensuring the density and uniformity of the concrete at the root of the inclined column, and improving the load-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 reinforcing bars, thereby precisely controlling the position of the formwork, ensuring the dimensional accuracy during the construction of inclined columns, improving construction quality, reducing the risk of rework due to dimensional deviations, and thus accelerating the project progress. By comparing the coordinates of monitoring points, the rotation and tilting of the formwork system are effectively prevented, ensuring the safety and reliability of the structure.

[0067] 3. The construction method of the present invention forms a reliable integral connection structure by interlacing and binding the steel bars in the inclined column and bending the steel bars using cold bending technology. This strengthens the connection between the inclined column and the shear wall, making the two a whole, and also improves the structure's ability to resist external loads. The reliable connection structure can better exert the seismic performance of the building. Attached Figure Description

[0068] Figure 1This is a schematic flowchart illustrating a construction method for a combined structure of reinforced steel inclined columns and shear walls according to an embodiment of the present invention.

[0069] Figure 2 This is a schematic diagram of the specific process of step S400 in the construction method of a composite structure of reinforced steel inclined column and shear wall according to an embodiment of the present invention;

[0070] Figure 3 This is a schematic diagram of the specific process of step S500 in the construction method of a composite structure of reinforced steel inclined column and shear wall according to an embodiment of the present invention;

[0071] Figure 4 This is a schematic diagram of the specific process of step S520 in the construction method of a composite structure of reinforced steel inclined column and 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 reinforced steel inclined column and shear wall according to an embodiment of the present invention;

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

[0074] In all the accompanying drawings, the same reference numerals denote the same technical features, specifically: 1-steel column, 2-positioning reinforcement, 3-formwork, 4-column bottom reinforcement, 5-column top reinforcement, 6-outer reinforcement, 7-shear wall, 8-wall-column tie section, 9-vertical section of inclined column, 10-inclined section of inclined column, 11-pad block, 12-tie bolt, 13-column reinforcement. Detailed Implementation

[0075] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention. Furthermore, the technical features involved in the various embodiments of this 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 in the figure, this embodiment of the invention provides a construction method for a combined structure of reinforced steel inclined columns and shear walls, specifically including the following steps:

[0078] S100, Inclined column reinforcement bars: Determine the position 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 design depth, they are firmly fixed with the reinforcement bars of the raft foundation.

[0079] S200, Pre-embedded construction: Before the raft foundation concrete is poured, pre-embedded parts for fixing the steel column 1 are pre-embedded at the pouring position, and then the raft foundation concrete is poured, while ensuring that the pre-embedded parts and the concrete protective layer are kept at an appropriate distance.

[0080] S300, installation of stiffened steel column: Use hoisting to position stiffened steel column 1, and after it reaches the installation position, fix the bottom of stiffened steel column 1 to the embedded parts, and grout at the connection to connect stiffened steel column 1 and raft foundation concrete.

[0081] S400, Reinforcing bar connection: The reinforcing bars inside the vertical section 9 of the inclined column are interlaced and tied together to form a reliable connection structure. At the same time, the reinforcing bars of the inclined column and the shear wall 7 are tied together by the wall column tie section 8, connecting the inclined column and the shear wall 7 into one unit.

[0082] S500, Formwork erection: Within the vertical section 9 of the inclined column, tie positioning steel bars 2 on the stiff steel column 1, erect the formwork 3 through the position of the positioning steel bars 2, fix its position, and then reinforce it with steel pipes.

[0083] S600, Vertical Section Pouring: Control the pouring speed and vibration intensity to pour concrete for the vertical section 9 of the inclined column;

[0084] S700, Inclined Section Pouring: Repeat steps S400 and S500 on the inclined section 10 of the inclined column, controlling the pouring speed and vibration intensity, and pour concrete for the inclined section 10 of the inclined column.

[0085] like Figure 2 As shown in step S300, before installing the steel column 1, it should be cleaned and inspected to ensure that its surface is free of rust, oil, and other impurities, and that its dimensions, specifications, and other parameters meet the design requirements. During installation, special tools and equipment should be used for hoisting and positioning to ensure the verticality and accurate positioning of the steel column 1. Before bottom grouting, debris and oil stains in the grouting area should be cleaned to ensure that the grouting material can fully fill and cure. During the grouting process, attention should be paid to controlling the grouting speed and pressure to avoid problems such as air bubbles and voids. Simultaneously, curing should be carried out after grouting to ensure that the grouting material can fully cure and reach the design strength.

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

[0087] S410. The column top reinforcement 5 is installed on the upper inclined surface according to the design dimensions of the inclined column, and the column top reinforcement 5 is bent by cold bending process at the junction of the inclined section 10 and the vertical section 9 of the inclined column, so that it is installed along the upper inclined surface of the inclined column to the bottom.

[0088] S420. The bottom steel bar 4 is installed on the lower slope of the inclined column according to the design dimensions of the inclined column, and the top steel bar 5 is bent by cold bending process at the intersection of its bottom and the top steel bar 5.

[0089] S430. Based on the design dimensions of the inclined column, an outer steel bar 6 is installed on the lower inclined surface of the vertical section 9 of the inclined column, and the top steel bar 5 is bent using a cold bending process at its intersection with the column top steel bar 5.

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

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

[0092] S510. For the vertical section 9 of the inclined column, a first plane coordinate system is established with the cross section of the steel column 1 in the middle of the section as the plane. In the first plane coordinate system, positioning steel bars 2 with the same length as the overall width of the vertical section 9 of the inclined column are fixed around the steel column 1.

[0093] S520. The first plane coordinate system is translated to multiple positions along the center line of the steel column 1 in the vertical section 9 of the inclined column as positioning points. At each positioning point, positioning steel bars 2 with the same length as the outer dimension of the vertical section 9 of the inclined column are fixed around the steel column 1 in the first plane coordinate system.

[0094] S530. Weld column reinforcement 13 at a position one protective layer thickness away from the end of the positioning reinforcement 2 to initially fix it, and then tie it.

[0095] S540. Place a spacer 11 on the column reinforcement 13 to ensure that the width of the spacer 11 is equal to the distance between the ends of the column reinforcement 13 and the positioning reinforcement 2, and fix the spacer to the column reinforcement 13.

[0096] S550. Lay template 3 around the perimeter of 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 template 3, tighten it with tie bolts 12 to make it fit tightly with the pad 11, and then reinforce it by binding it around the perimeter of template 3.

[0097] In step S510, the two axes of the first planar coordinate system are parallel to the boundary of the cross section of the steel column 1, and the two ends of the positioning steel bar 2 are kept at the same distance from the center of the steel column 1. The positioning steel bar 2 is arranged in a grid pattern, and the steel column 1 is located at the center of the grid pattern.

[0098] In step S520, during the translation of the first plane coordinate system along the centerline of the steel column 1, it is necessary to control the angle between it and the horizontal direction to remain consistent, and at the same time, it is necessary to ensure that it does not rotate along the centerline of the steel column 1, so as to avoid the rotation or change of the tilt angle of the multiple grid-shaped arrangement, and to 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 centerline of the stiffening column 1, which specifically includes the following steps:

[0100] S521. Establish a first spatial coordinate system with the origin of the first planar 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 planar coordinate system and obtain the coordinates of the origin and the monitoring points in the first spatial coordinate system.

[0101] S522. Pre-set the standard coordinates of all origins and monitoring points at each positioning point in the first spatial coordinate system, and integrate them as a standard coordinate set.

[0102] S523. During the movement of the first planar coordinate system, obtain the coordinates of all monitoring points in the first spatial coordinate system at each positioning point;

[0103] S524. Using the origin of the first plane coordinate system as the center point, compare the coordinates of the center point at each positioning point with the standard coordinates of the origin to ensure that there is no displacement.

[0104] S525. Take the coordinates of the center point of the first plane coordinate system and the monitoring point at each positioning point and compare them with the standard coordinates to ensure that there is no change in rotation or tilt angle.

[0105] In step S521, the origin of the first planar coordinate system is O, and its coordinates in the first spatial coordinate system are (x... O y O , z O The monitoring points are P1, P2, ..., P n The coordinates in the first spatial 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 stiffening column... i Preset standard coordinate set matrix for:

[0108]

[0109] In step S523, the first planar coordinate system is moved to the positioning point L. i At that time, the measured coordinate matrix P i for:

[0110]

[0111] In step S525, it is verified whether the first planar coordinate system has been rotated or tilted by estimating the transformation matrix T using the least squares method. i To determine, the transformation matrix T i for:

[0112]

[0113] Among them, R i Let be a rotation matrix.

[0114] t i It is a translation vector.

[0115] Through the transformation matrix R i Define the error function as:

[0116]

[0117] in, Let j be the homogeneous coordinates of the j-th monitoring point in the standard coordinate set.

[0118] p′ ij Let be the homogeneous coordinates of the j-th monitoring point in the actual measured coordinates.

[0119] Optimize the transformation matrix R using gradient descent. i 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 Translation vector t i gradient:

[0121]

[0122] Use the gradient and learning rate α above to update the transformation matrix R. i Translation vector t i Specifically:

[0123]

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

[0125] Update the rotation matrix R using Rodriguez's formula. i Specifically:

[0126] R new =exp([ω]),

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

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

[0129] Update the translation vector t using gradient descent. i Specifically:

[0130]

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

[0132] In step S700, when erecting formwork 3 on the inclined section 10 of the inclined column, a cup-lock scaffold is erected in the inclined direction of the inclined column and fixed firmly to the ground. Long inclined pipes are erected on the cup-lock scaffold to prevent the cup-lock scaffold from tilting. Short steel pipes are connected to the long inclined pipes through steel pipe couplers. The support ends of the short steel pipes are connected by through pipes, and the inclination of the through pipes is consistent with the inclination of the inclined cast-in-place concrete column. The through pipes are connected to each other with horizontal pipes to form a whole, thus completing the reinforcement of the inclined column formwork.

[0133] Example 2

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

[0135] like Figure 5 , 6 As shown, this embodiment of the invention provides a combined structure of a reinforced steel inclined column and a shear wall, including: a reinforced steel column 1, positioning reinforcing bars 2 provided on the reinforced steel column 1, column reinforcing bars 13 provided at the ends of the positioning reinforcing bars 2, and a formwork 3 provided at the ends of the positioning reinforcing bars 2. The reinforced steel column 1 is arranged along the center of the vertical section 9 and the inclined section 10 of the inclined column, and it is also bent at the connection between the vertical section 9 and the inclined section 10 of the inclined column. The positioning reinforcing bars 2 are arranged along the outer contour of the cross-section of the reinforced steel column 1, and the distance from both ends of the positioning reinforcing bars to the center of the steel column 1 is equal. The positioning reinforcing bars 2 are arranged in groups at intervals on the reinforced steel column 1, and each group of positioning reinforcing bars 2 is arranged in a grid pattern, surrounding the reinforced steel column 1 in the center.

[0136] The positioning reinforcing bars 2 are provided with column bars 13 at both ends, which connect the positioning reinforcing bars 2 located on the same side of the rigid steel column 1. The positioning reinforcing bars 2 are also provided with spacers 11, and the side of the spacers 11 away from the column bars 13 is located in the same plane as the end of the positioning reinforcing bars 2. The end of the positioning reinforcing bars 2 is also provided with a template 3, which forms the shape of the rigid steel inclined column, and its inner side contacts the end of all the positioning reinforcing bars 2.

[0137] Tie bolts 12 are also provided between the opposing templates 3. These tie bolts 12 are used to tighten the opposing templates 3, preventing gaps between adjacent templates 3 or deformation of the templates. Multiple tie bolts 12 are evenly distributed on the templates 3. When the templates 3 are tightened using the tie bolts 12, the pads 11 are placed between the templates 3 and the column reinforcement 13 to provide support and prevent the templates 3 from breaking due to excessive tension.

[0138] A wall-column tie section 8 is also provided between the inclined column section 10 and the shear wall 7 to connect the two into one, providing tension to the inclined column section 10 and preventing the steel inclined column from cracking or tilting due to excessive force.

[0139] The vertical section 9 and the inclined section 10 of the inclined column are further provided with a bottom reinforcement 4, a top reinforcement 5, and an outer reinforcement 6. The top of the top reinforcement 5 is located on the upper inclined surface of the inclined column and bends to the bottom at the junction of the inclined section 10 and the vertical section 9. The top of the bottom reinforcement 4 is located on the lower inclined surface of the inclined column, and extends downward to the intersection with the top reinforcement 5, where it is bent parallel to the top reinforcement 5 using a cold bending process. The bottom of the outer reinforcement 6 is located on the lower inclined surface of the vertical section 9 of the inclined column, and extends upward to the intersection with the top reinforcement 5, where it is bent parallel to the top reinforcement 5 using a cold bending process.

[0140] Those skilled in the art will readily understand that the above description is merely 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 within the scope of protection of the present invention.

Claims

1. A construction method for a composite structure of reinforced steel inclined columns and shear walls, characterized in that, Includes the following steps: S100. Based on the construction drawings and design requirements, determine the location and quantity of the dowel bars for the inclined column reinforcement. After the inclined column reinforcement is inserted to the design depth, it shall be firmly fixed with the reinforcement of the raft foundation. S200. Before pouring the raft foundation concrete, 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 and the concrete protective layer are kept at an appropriate distance. S300. Use hoisting to position the steel column (1) so that it reaches the installation position. Then fix the bottom of the steel column (1) to the embedded part and grout 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 to form a reliable connection structure. At the same time, the steel bars of the inclined column and the shear wall (7) are tied together by the wall column tie section (8) to connect the inclined column and the shear wall (7) into one. S500. Within the vertical section (9) of the inclined column, tie positioning steel bars (2) on the steel column (1), erect the formwork (3) through the position of the positioning steel bars (2), fix its position, and then reinforce it with steel pipes. S600, control the pouring speed and vibration intensity, and pour concrete for the vertical section (9) of the inclined column; S700, Repeat steps S400 and S500 on the inclined section (10) of the inclined column, control the pouring speed and vibration force, and pour concrete on the inclined section (10) of the inclined column. Step S500 also includes the following steps: S510. For the vertical section (9) of the inclined column, establish a first plane coordinate system with the cross section of the steel column (1) in the middle of the section as the plane, and fix positioning steel bars (2) with the same length as the overall width of the vertical section (9) of the inclined column around the steel column (1) in the first plane coordinate system. S520. The first plane coordinate system is translated to multiple positions along the center line of the steel column (1) in the vertical section (9) of the inclined column as positioning points. At each positioning point, positioning steel bars (2) with the same length as the outer dimension of the vertical section (9) of the inclined column are fixed around the steel column (1) in the first plane coordinate system. S530. Weld column reinforcement (13) at a position one protective layer thickness away from the end of the positioning reinforcement (2) to initially fix it, and then tie it. S540. Place a spacer (11) on the column reinforcement (13) to ensure that the width of the spacer (11) is equal to the distance between the ends of the column reinforcement (13) and the positioning reinforcement (2), and fix the spacer to the column reinforcement (13). S550. Lay template (3) around the perimeter of 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 tie bolts (12) to make it fit tightly with the pad (11), and then reinforce it by binding it around the perimeter of the template (3). In step S520, it is necessary to monitor the process of translating the first plane coordinate system along the centerline of the stiffening 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 the x-axis to establish the first spatial coordinate system. 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. S522. Pre-set the standard coordinates of all origins and monitoring points at each positioning point in the first spatial coordinate system, and integrate them as a standard coordinate set. S523. During the movement of the first planar coordinate system, obtain the coordinates of all monitoring points in the first spatial coordinate system at each positioning point; S524. Using the origin of the first plane coordinate system as the center point, compare the coordinates of the center point at each positioning point with the standard coordinates of the origin to ensure that there is no displacement. S525. Take the coordinates of the center point of the first plane coordinate system and the monitoring point at each positioning point and compare them with the standard coordinates to ensure that there is no change in rotation or tilt angle.

2. The construction method of a composite structure of reinforced steel inclined columns and shear walls according to claim 1, characterized in that, Step S400 also includes the following steps: S410. The column top reinforcement (5) is installed on the upper slope of the inclined column according to the design dimensions of the inclined column, and the column top reinforcement (5) is bent by cold bending process at the junction of the inclined section (10) and the vertical section (9) of the inclined column, so that it is installed along the upper slope of the inclined column to the bottom. S420. The bottom reinforcement (4) of the column is installed on the lower slope of the inclined column according to the design dimensions of the column, and the top reinforcement (5) of the column is bent by cold bending process at the intersection of the bottom reinforcement (5) and the top reinforcement (5). S430. With the design dimensions of the inclined column, the outer reinforcement (6) is installed on the lower slope of the vertical section (9) of the inclined column, and the column top reinforcement (5) is bent by cold bending process at the intersection of the top reinforcement (5) and the column top reinforcement (5). S440. After adjusting the positions of the bottom reinforcement (4), top reinforcement (5) and outer reinforcement (6) of the column, fix their ends and then tie the steel mesh in them.

3. The construction method of a composite structure of reinforced steel inclined columns and shear walls according to claim 1, characterized in that, In step S521, the origin of the first planar coordinate system is... The coordinates in the first spatial coordinate system are The monitoring point is The coordinates in the first spatial coordinate system are The coordinate set matrix of these points for: ； In step S522, the positioning points on the stiffening column are... Preset standard coordinate set matrix for: ； In step S523, the first planar coordinate system is moved to the positioning point. At that time, the coordinate matrix obtained by measurement for: 。 4. The construction method of a composite structure of reinforced steel inclined column and shear wall according to claim 3, characterized in that, In step S525, it is verified whether the first planar coordinate system has been rotated or tilted by estimating the transformation matrix using the least squares method. To determine, the transformation matrix for: ， in, Let be a rotation matrix. It is a translation vector.

5. The construction method of a composite structure of reinforced steel inclined column and shear wall according to claim 4, characterized in that, Through this transformation matrix Define the error function as: ， in, For the standard coordinate set, the first Homogeneous coordinates of the monitoring points For the actual measured coordinates, the first Homogeneous coordinates of the monitoring points.

6. The construction method of a composite structure of reinforced steel inclined column and shear wall according to claim 5, characterized in that, Optimize the transformation matrix using gradient descent. Translation vector Specifically: Choose the initial guess and And calculate the error function with respect to the transformation matrix. Translation vector gradient: ， Using the above gradients and learning rates To update the transformation matrix Translation vector Specifically: ， Repeat the above steps until... ,in The threshold value is used.

7. The construction method of a composite structure of reinforced steel inclined column and shear wall according to claim 6, characterized in that, Update the rotation matrix using Rodriguez's formula. Specifically: ， in, For the new rotation matrix, Let the rotation vector represent the rotation increment; Update the translation vector using gradient descent. Specifically: ， in, This is the new translation vector.

8. A composite structure of reinforced steel inclined columns and shear walls, obtained using the construction method of a composite structure of reinforced steel inclined columns and shear walls as described in any one of claims 1-7, characterized in that, include: A steel column (1), a positioning bar (2) on the steel column (1), a column bar (13) at the end of the positioning bar (2), and a template (3) at the end of the positioning bar (2). The steel column (1) is set along the center of the vertical section (9) and the inclined section (10) of the inclined column, and it also bends at the connection between the vertical section (9) and the inclined section (10); The positioning steel bars (2) are set along the outer contour of the cross section of the steel column (1), and the distance from both ends to the center of the steel column (1) is equal. The positioning steel bars (2) are set at intervals on the steel column (1), and each set of positioning steel bars (2) is arranged in a grid pattern, surrounding the steel column (1) in the center. The positioning steel bar (2) is provided with column bars (13) at both ends. The positioning steel bar (2) located on the same side of the steel column (1) is connected by the column bars (13). The positioning steel bar (2) is also provided with a pad (11). 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 bar (2). The end of the positioning steel bar (2) is also provided with a template (3), which forms the shape of a steel inclined column and its inner side contacts the ends of all the positioning steel bars (2); Tie bolts (12) are provided between opposing templates (3). The opposing templates (3) are tightened by the tie bolts (12) to prevent gaps between adjacent templates (3) or deformation of the templates. Multiple tie bolts (12) are evenly provided on the templates (3).

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