A method for controlling the shape of a reinforcing member production line

Abstract

The application discloses a kind of steel bar parts production line shape control method: the steel bar parts production line shape control is controlled by steel bar parts production line shape inclination ρ, steel bar parts production line shape inclination ρ is cable tower bridge target line shape γ, steel bar parts tower is connected under the deformation inclination of self weight action, the inclination error η of steel bar parts caused by concrete pouring, the inclination error λ of the line shape of the segment that has been poured and the sum of the current tower column segment camber β.It is reasonable to design the steel bar parts production line shape control method, realize the better adaptation of steel bar parts line shape and formwork line shape, ensure that the thickness of cable tower concrete protective layer meets the requirements, establish the lofting coordinate system when steel bar parts assembly under the blocking environment of jig frame, improve the production accuracy when steel bar parts assembly.

Description

Technical Field

[0001] This invention relates to the field of construction technology for ultra-high bridge towers, and in particular to a method for controlling the alignment of steel reinforcement components. Background Technology

[0002] In concrete cable towers, the loose binding of reinforcing bars for a single segment accounts for 60% of the construction time. Generally, a rigid frame is used to position the reinforcing bars, ensuring the alignment of the tower column reinforcement is well-suited to the overall tower shape. To improve construction speed, ensure reinforcement quality, reduce risks associated with high-altitude tower construction, and achieve industrialized production of cable tower reinforcement, increasingly more concrete cable towers are using prefabricated steel reinforcement components. This involves prefabricating entire sections of these components in a factory, then using tower cranes for hoisting and connection on the tower. The alignment of these prefabricated components directly impacts their installation alignment on the tower.

[0003] For the concrete tower sections of long-span railway bridges, interlocking stirrups are often used to enhance the shear capacity of the towers. The steel reinforcement components for this type of stirrup reinforcement often employ a block-forming process, where the steel reinforcement components are broken down into multiple independent blocks and assembled on a jig. Due to the large cross-sectional dimensions of the steel reinforcement components, the jig obstructs the assembly of the blocks, making it difficult to establish the relative positional relationship between the bottom and top cross-sectional dimensions and spatial inclination angles of the steel reinforcement components during assembly. This makes it challenging to create a clear layout for the steel reinforcement components during assembly. Furthermore, the steel reinforcement components are heavy, resulting in significant deformation during connection and concrete pouring. The alignment of the steel reinforcement components during tower installation with the concrete pouring formwork is difficult to match, leading to significant challenges in controlling the thickness of the protective layer on the tower limbs. Summary of the Invention

[0004] To address the shortcomings of existing technologies, this invention provides a method for controlling the linearity of steel reinforcement component manufacturing, thereby improving the manufacturing accuracy during steel reinforcement component assembly.

[0005] To solve the above-mentioned technical problems, the technical solution adopted by the present invention is as follows:

[0006] In the method for controlling the linearity of the steel reinforcement component:

[0007] The alignment control of the steel reinforcement component fabrication is achieved through the inclination ρ of the steel reinforcement component fabrication alignment. The inclination ρ of the steel reinforcement component fabrication alignment is the target alignment γ of the completed cable tower and the deformation inclination of the steel reinforcement component under the self-weight of the connection on the tower. The sum of the inclination error η of the reinforcing steel components caused by concrete pouring, the inclination error λ of the already poured segment, and the pre-camber β of the current tower segment.

[0008] The inclination of the steel reinforcement tower under its own weight It is obtained through full-scale model tests of steel reinforcement components or through finite element analysis.

[0009] The concrete pouring caused the steel reinforcement components to tilt. η The relative deformation of the top opening of the reinforcing steel component is determined by measuring before and after concrete pouring.

[0010] The error λ of the inclination of the poured segment is obtained by evaluating the completion error of the previous segment.

[0011] The pre-camber β of the tower segment is given through analysis of the entire bridge construction process.

[0012] For cable towers with a bidirectional tilting structure in both the transverse and longitudinal directions, the linear characteristics of the steel reinforcement components are as follows:

[0013]

[0014]

[0015] In the formula: ρ Z ρ H The fabrication lines for the longitudinal and transverse reinforcing steel components are respectively designed; γ Z γ H These are the target alignments of the tower members in the longitudinal and transverse directions, respectively. The inclination of the steel reinforcement components on the tower in the overall bridge direction and transverse direction under their own weight; η Z η H These are the longitudinal and transverse tilt errors of the reinforcing steel components caused by concrete pouring; λ Z , λ H These represent the transverse and longitudinal inclination errors of the cast-in-place bridge segments, respectively; β Z β Z These represent the current pre-camber of the tower column in the transverse and longitudinal directions of the bridge.

[0016] It also includes a method for laying out the shape and outer contour dimensions of reinforcing steel components during assembly, which includes the following steps:

[0017] Step S1: Establish the relative positional relationship between the centroid point (Z1) of the bottom section of the steel reinforcement component and two total station reference points (Z2, Z3) on both sides of the centroid point of the bottom section, with distances of L1 and L2 respectively;

[0018] Step S2: Attach a ruler card along the direction of the center point of each side of the cross section, with the centroid of the bottom opening as the reference point. This is used to locate the bottom opening of the steel block. The center point of the inner side of the bottom opening of the steel block is placed at the preset point (Z4) on the ruler card.

[0019] Step S3: While ensuring that the relative position of the top opening of the steel bar block remains unchanged, use the steel bar component jig to adjust the tilt angle of the steel bar block and adjust the layout point of the top opening of the steel bar block to a set of preset spatial points.

[0020] The set of spatial preset points includes 8 spatial preset points (P1 to P8).

[0021] The coordinates of the control points P1 to P8 can be calculated using the following formula:

[0022] P1(X,Y,H)=(L2-ρ) Z ×H-(B+D-μ×H), ρ H ×H-(B+D-μ×H)×tan22.5,H)

[0023] P2(X,Y,H)=(L2-ρ) Z ×H-(B+D-μ×H), ρ H ×H+(B+D-μ×H)×tan22.5,H)

[0024] P3(X, Y, H)=(L2-ρ) Z ×H-(B+D-μ×H)×tan22.5,ρ H ×H+B+D-μ×H,H)

[0025] P4(X, Y, H)=(L2-ρ) Z ×H-(B+D-μ×H)×tan22.5,ρ H ×H-(B+D-μ×H),H)

[0026] P5(X, Y, H)=(L1+ρ Z ×H-(B+D-μ×H)×tan22.5,ρ H ×H+B+D-μ×H,H)

[0027] P6(X,Y,Z)=(L1+ρ) Z ×H-(B+D-μ×H), ρ H ×H+((B+D)-μ×H)×tan22.5, H)

[0028] P7(X, Y, H)=(L1+ρ) Z ×H-(B+D-μ×H), ρ H ×H-(B+D-μ×H)×tan22.5,H)

[0029] P8(X, Y, H)=(L1+ρ) Z ×H-(B+D-μ×H)×tan22.5,ρ H ×H-(B+D-μ×H),H)

[0030] In the formula: B is the width of the bottom surface of the steel block; D is the distance from the inner side of the bottom opening of the steel block to the centroid of the bottom opening section of the steel component; μ is the rate of change of the top and bottom opening dimensions of the steel component with height.

[0031] Compared with the prior art, the present invention has the following advantages:

[0032] The design of the linear control method for the fabrication of steel reinforcement components is reasonable, achieving a good match between the linear shape of the steel reinforcement components and the linear shape of the formwork, ensuring that the thickness of the concrete protective layer of the cable tower meets the requirements, and establishing a layout coordinate system for the assembly of steel reinforcement components under the cover of the formwork, thereby improving the fabrication accuracy of the steel reinforcement components during assembly. Attached Figure Description

[0033] The following is a brief explanation of the contents of each of the accompanying drawings and the markings in the drawings:

[0034] Figure 1 This is a schematic diagram of the tilt control method of the present invention.

[0035] Figure 2 This is an elevation view of the internal layout of the steel reinforcement component jig of the present invention.

[0036] Figure 3 This is a plan view of the bottom opening of the steel reinforcement component inside the steel reinforcement component jig of the present invention.

[0037] Figure 4 This is a plan view of the top opening of the steel reinforcement component inside the steel reinforcement component frame of the present invention.

[0038] Figure 5 This is a three-dimensional schematic diagram of the layout of the steel reinforcement components of this invention.

[0039] In the picture:

[0040] 1. Target alignment γ of the completed bridge tower; 2. Deformation of the steel reinforcement components connected to the tower due to their own weight. 3. Reinforcing bar component alignment error η caused by concrete pouring; 4. Reinforcing bar component alignment error λ of poured segment alignment; 5. Reinforcing bar component alignment due to tower segment pre-camber β; 6. Reinforcing bar component alignment of poured tower segment; 7. Reinforcing bar component assembly jig; 8. Reinforcing bar component block; 9. Reinforcing bar component top opening layout point; 10. Scale card; 11. Total station reference point Z2; 12. Total station reference point Z3; 13. Reinforcing bar block bottom top opening positioning reference point Z4; 14. Reinforcing bar component bottom opening section centroid point Z1; 15. Reinforcing bar component top opening centroid point. Detailed Implementation

[0041] The specific embodiments of the present invention will be further described in detail below with reference to the accompanying drawings and through the description of the examples.

[0042] like Figures 1 to 5 As shown, in this method for controlling the fabrication line shape of reinforcing steel components, the fabrication line shape is controlled by the inclination ρ of the fabrication line shape, so as to achieve a good match between the fabrication line shape of the reinforcing steel components and the line shape of the tower limb concrete formwork, and ensure that the thickness of the concrete protective layer of the tower limb meets the requirements. It also includes a method for laying out the fabrication line shape when assembling reinforcing steel block components, and establishes a coordinate system for laying out the reinforcing steel components during assembly under the cover of the jig, which greatly improves the fabrication accuracy of the reinforcing steel components.

[0043] The inclination ρ of the steel reinforcement component fabrication line is the target alignment γ of the completed cable tower bridge, and the inclination of the steel reinforcement component connection on the tower under its own weight. The sum of the inclination error η of the reinforcing steel components caused by concrete pouring, the inclination error λ of the already poured segment, and the pre-camber β of the current tower segment.

[0044] like Figure 1 As shown, the target alignment γ1 of the cable tower bridge and the deformation of the self-weight of the connecting parts on the tower are shown. 2. Reinforcing bar component alignment; 3. Reinforcing bar component alignment error η caused by concrete pouring; 4. Reinforcing bar component alignment error λ of poured segment alignment; 5. Reinforcing bar component alignment β of tower column segment pre-camber; 6. Reinforcing bar component alignment of already poured tower column segment.

[0045] Among them, the tilt of the steel reinforcement tower under its own weight The results are obtained through full-scale model tests of the reinforcing steel components or through finite element analysis. The inclination η of the reinforcing steel components caused by concrete pouring is determined by measuring the relative deformation of the top opening of the reinforcing steel components before and after concrete pouring. The inclination error λ of the poured segment is obtained through the assessment of the as-built error of the previous segment; the pre-camber β of the tower segment is given through the analysis of the entire bridge construction process.

[0046] For cable towers with a bidirectional tilting structure in both the transverse and longitudinal directions, the linear characteristics of the steel reinforcement components are as follows:

[0047]

[0048]

[0049] In the formula: ρ Z ρ H The fabrication lines for the longitudinal and transverse reinforcing steel components are respectively designed; γ Z γ H These are the target alignments of the tower members in the longitudinal and transverse directions, respectively. The inclination of the steel reinforcement components on the tower in the overall bridge direction and transverse direction under their own weight; η Z η H These are the longitudinal and transverse tilt errors of the reinforcing steel components caused by concrete pouring; λZ , λ H These represent the transverse and longitudinal inclination errors of the cast-in-place bridge segments, respectively; β Z β Z These represent the current pre-camber of the tower column in the transverse and longitudinal directions of the bridge.

[0050] The present invention discloses a method for laying out the linear shape and outer contour dimensions of reinforcing steel components during assembly, the method comprising the following steps:

[0051] Step S1: Establish the relative positional relationship between the centroid point Z1 14 of the bottom section of the reinforcing steel component and two total station reference points Z2 11 and Z3 12 on both sides of the centroid point of the bottom section, with distances of L1 and L2 respectively;

[0052] Step S2: Attach a ruler card 10 along the direction of the center point of each side of the cross section from the centroid point of the bottom opening. This is used for positioning the bottom opening of the steel block. The center point of the inner side of the bottom opening of the steel block is placed at the preset point Z4 on the ruler card. The preset point Z4 is the positioning reference point Z4 13 for the bottom opening of the steel block.

[0053] Step S3: While ensuring that the relative position of the top opening of the steel bar block remains unchanged, use the steel bar component assembly jig 7 to adjust the tilt angle of the steel bar component block 8, and adjust the layout point 9 of the top opening of the steel bar block to a set of preset spatial points.

[0054] A set of spatial preset points includes 8 spatial preset points P1 to P8; the coordinates of control points P1 to P8 can be calculated using the following formula:

[0055] P1(X,Y,H)=(L2-ρ) Z ×H-(B+D-μ×H), ρ H ×H-(B+D-μ×H)×tan22.5,H)

[0056] P2(X,Y,H)=(L2-ρ) Z ×H-(B+D-μ×H), ρ H ×H+(B+D-μ×H)×tan22.5,H)

[0057] P3(X, Y, H)=(L2-ρ) Z ×H-(B+D-μ×H)×tan22.5,ρ H ×H+B+D-μ×H,H)

[0058] P4(X, Y, H)=(L2-ρ) Z ×H-(B+D-μ×H)×tan22.5,ρ H ×H-(B+D-μ×H),H)

[0059] P5(X, Y, H) = (L1 + ρ Z ×H - (B + D - μ×H)×tan22.5, ρ H ×H + B + D - μ×H, H)

[0060] P6(X, Y, Z) = (L1 + ρ Z ×H - (B + D - μ×H), ρ H ×H + ((B + D) - μ×H)×tan22.5, H)

[0061] P7(X, Y, H) = (L1 + ρ Z ×H - (B + D - μ×H), p H ×H - (B + D - μ×H)×tan22.5, H)

[0062] P8(X, Y, H) = (L1 + ρ Z ×H - (B + D - μ×H)×tan22.5, ρ H ×H - (B + D - μ×H), H)

[0063] In the formula: B is the width of the bottom surface of the steel bar block; D is the distance between the inner side of the lower bottom of the steel bar block and the centroid point 15 of the cross-section of the bottom of the steel bar component; μ is the change rate of the cross-sectional dimensions of the top and bottom of the steel bar component with height.

[0064] The present invention proposes a method for controlling the linear shape of steel bar components. The linear shape of the steel bar component production covers the deformation due to the self-weight of the steel bar component, the pre-arch of the tower limb, the deformation during concrete pouring, and the deformation difference of the already poured segments, realizing that the linear shape of the steel bar component can be well adapted to the linear shape of the tower limb template, and ensuring that the concrete cover thickness meets the requirements; the lofting method for the steel bar block and the outer contour dimensions of the top opening during the assembly of the steel bar component, establishing the relationship between the outer contour dimensions of the top and bottom openings of the steel bar component, and realizing the accurate lofting of the steel bar component under the condition of being blocked by the jig.

[0065] The above is only an illustration of the preferred embodiments of the present invention, and the above technical features can be arbitrarily combined to form multiple embodiment schemes of the present invention.

[0066] The present invention has been described exemplarily above in conjunction with the accompanying drawings. Obviously, the specific implementation of the present invention is not limited by the above methods. As long as various non-substantive improvements are made by adopting the concept and technical solution of the present invention, or the concept and technical solution of the present invention are directly applied to other occasions without improvement, they are all within the protection scope of the present invention.

Claims

1. A method for controlling the linearity of steel reinforcement components, characterized in that: The alignment control of the reinforcing steel components is achieved through the inclination of the reinforcing steel component fabrication alignment. Control the inclination of the steel reinforcement component manufacturing line. Target alignment of the cable tower bridge Deformation and tilt of the steel reinforcement components connected to the tower under their own weight Inclination of reinforcing steel components caused by concrete pouring Error, inclination error of the poured segment line and the current pre-camber of the tower column segments sum; The concrete pouring caused the steel reinforcement components to tilt. The relative deformation of the top opening of the reinforcing steel component is determined by measuring it before and after concrete pouring. For cable towers with a bidirectional tilting structure in both the transverse and longitudinal directions, the linear characteristics of the steel reinforcement components are as follows: ； ； In the formula: , The linear shapes for the longitudinal and transverse steel reinforcement components are respectively manufactured. , These are the target alignments of the tower members in the longitudinal and transverse directions, respectively. , The longitudinal and transverse inclinations of the steel reinforcement components connected to the tower under their own weight; , These are the longitudinal and transverse inclination errors of the steel reinforcement components caused by concrete pouring; , These are the transverse and longitudinal inclination errors of the cast-in-place bridge segments, respectively. , These are the current longitudinal and transverse pre-camber of the tower column, respectively. It also includes a method for laying out the shape and outer contour dimensions of reinforcing steel components during assembly, which includes the following steps: Step S1: Establish the relative positional relationship between the centroid point (Z1) of the bottom section of the steel reinforcement component and two total station reference points (Z2, Z3) on both sides of the centroid point of the bottom section, with distances of L1 and L2 respectively; Step S2: Attach a ruler card along the direction of the center point of each side of the cross section, with the centroid of the bottom opening as the reference point. This is used to locate the bottom opening of the steel block. The center point of the inner side of the bottom opening of the steel block is placed at the preset point (Z4) on the ruler card. Step S3: While ensuring that the relative position of the top opening of the steel bar block remains unchanged, use the steel bar component jig to adjust the tilt angle of the steel bar block and adjust the layout point of the top opening of the steel bar block to a set of preset spatial points; The set of spatial preset points includes 8 spatial preset points (P1~P8). The coordinates of the control points P1 to P8 can be calculated using the following formula: ； ； ； ； ； ； ； ； In the formula: B is the width of the bottom surface of the steel block; D is the distance from the inner side of the bottom opening of the steel block to the centroid of the bottom opening section of the steel component; This represents the rate of change of the top and bottom cross-sectional dimensions of the reinforcing steel component with height.

2. The method for controlling the linearity of steel reinforcement component fabrication as described in claim 1, characterized in that: The inclination of the steel reinforcement tower under its own weight It is obtained through full-scale model tests of steel reinforcement components or through finite element analysis.

3. The method for controlling the linearity of steel reinforcement component fabrication as described in claim 1, characterized in that: The linear inclination error of the cast-in-place segment This was obtained through the as-built error assessment of the previous segment.

4. The method for controlling the linearity of steel reinforcement component fabrication as described in claim 1, characterized in that: The pre-camber of the tower column segment This is presented through an analysis of the entire bridge construction process.

Images