Installation method of steel reinforcement components for inclined tower columns of four-tower bridges in space

Abstract

This invention relates to the field of bridge construction technology, specifically to a method for installing inclined steel reinforcement components of a four-tower bridge. The method includes the following steps: S1, pre-biasing the nth segment of the steel reinforcement component; S2, initial positioning of the nth segment of the steel reinforcement component based on a guide sleeve; S3, applying tension to the hoisted nth segment of the steel reinforcement component, and adjusting its posture by measuring its inclination angle; S4, after all main reinforcement bars are connected, concrete is poured, and after pouring, an error adjustment scheme for the (n+1)th segment of the steel reinforcement component is obtained; steel wire ropes are connected to the nth and (n-1)th segments of the steel reinforcement component, and tightening the steel wire ropes applies tension to the (n-1)th segment of the steel reinforcement component. This invention, through monitoring and adjustment, helps to achieve rapid positioning of the steel reinforcement component, ensures the accuracy of the component's spatial posture, and significantly saves manual adjustment time.

Description

Technical Field

[0001] This invention relates to the field of bridge construction technology, specifically to a method for installing steel reinforcement components for inclined tower columns of a spatial four-tower bridge. Background Technology

[0002] Concrete cable towers are common main structures in long-span bridges. With the rapid advancement of construction technology in my country, cable tower construction has gradually adopted advanced prefabricated construction techniques. In particular, the modular construction of bridge tower reinforcement components has transferred on-site reinforcement binding and welding work to processing plants, using automated robots to replace manual labor. This has greatly reduced the intensity of on-site work, improving construction quality and efficiency while also helping to reduce construction risks. However, currently, modular construction of reinforcement components is mostly applied to straight towers. Existing bridge tower structures are becoming increasingly complex. Currently, there are diamond-shaped bridge tower structures with four spatial tower legs. In this structure, each tower group contains four tower legs, and each tower leg is a vertically inclined column with eight end faces on its side. Figures 1-2 As shown, the steel reinforcement cage of the inclined tower column is formed by connecting multiple steel reinforcement components sequentially. Each steel reinforcement component is a decahedral structure, with eight end faces on its side: face A (outward along the transverse bridge), face E (inward along the transverse bridge), face C (outward along the longitudinal bridge), face G (inward along the longitudinal bridge), face B (between face A and C), face D (between face C and E), face F (between face E and G), and face H (between face A and G). Faces A, B, C, D, E, F, G, and H are all vertically inclined end faces, but the direction and angle of inclination are different. This structure is quite complex, posing significant challenges to the construction of the steel reinforcement cage.

[0003] During construction, after the steel reinforcement components are assembled, they are hoisted to the top of the tower leg. After attitude adjustment and positioning to meet the alignment requirements, they are connected to the main reinforcement bars of the bottom section to meet the control requirements of the concrete cover after pouring. However, for the inclined tower column structure of the aforementioned four-legged spatial bridge tower, the steel reinforcement components have variable inclination attitudes, numerous connection surfaces, and require a large workload for positioning and adjustment, making it difficult to guarantee accuracy. Therefore, a method for installing steel reinforcement components for inclined tower columns with four legs in a spatial structure is needed to solve these problems. Summary of the Invention

[0004] The purpose of this invention is to overcome the shortcomings of the above-mentioned background technology and provide a method for installing steel reinforcement components of inclined tower columns in a spatial four-tower bridge.

[0005] The technical solution of this invention is: a method for installing steel reinforcement components of inclined tower columns in a four-tower spatial bridge, comprising the following steps:

[0006] S1. Assemble the nth segment of steel reinforcement on the jig, and pre-deflect the nth segment of steel reinforcement during the assembly process;

[0007] S2. After the nth segment of steel reinforcement is formed, the tower crane lifts the nth segment of steel reinforcement to the top of the (n-1)th segment of steel reinforcement that has been installed on the tower column. A guide sleeve is placed on the (n-1)th segment of steel reinforcement, and the nth segment of steel reinforcement is initially positioned based on the guide sleeve.

[0008] S3. Apply tension to the hoisted nth segment of the steel reinforcement component, and adjust the posture of the nth segment of the steel reinforcement component by measuring the inclination angle of the nth segment of the steel reinforcement component. After the set requirements are met, start connecting the main reinforcement of the nth segment of the steel reinforcement component with the (n-1)th segment of the steel reinforcement component.

[0009] S4. After all the main reinforcement bars are connected, concrete is poured. After the pouring is completed, the nth segment of the steel reinforcement is measured to obtain the error adjustment plan for the (n+1)th segment of the steel reinforcement.

[0010] The method for applying tension to the nth segment of the reinforcing bar in step S3 includes: connecting the upper end of the wire rope to the top of a set of end faces inside the nth segment of the reinforcing bar, connecting the lower end of the wire rope to the main reinforcement at the top of the (n-1)th segment of the reinforcing bar, arranging the wire rope in the opposite direction to the inclination direction of the nth segment of the reinforcing bar, and tightening the wire rope to apply tension to the nth segment of the reinforcing bar.

[0011] The connection between the wire rope and the nth section of the reinforcing bar is reinforced, and the top opening is reinforced using a stiffening frame to prevent local deformation caused by the pulling of the wire rope during adjustment.

[0012] According to the present application, a method for installing inclined tower column steel reinforcement components of a four-tower bridge is provided. In step S1, the method for pre-deflecting the nth segment steel reinforcement component during assembly includes: calculating the pre-deflection amount Δn1 of the tower column line after the bridge is completed using a finite element model; calculating the deformation amount generated by the lateral pressure exerted on the outer formwork by the concrete flow state to obtain the deformation amount Δn2 of the concrete pouring of the nth segment tower column; calculating the self-weight deformation amount Δn3 of the nth segment steel reinforcement component under the deformation generated by its own weight after forming; and pre-deflecting the nth segment steel reinforcement component according to the sum of the pre-deflection amounts Δn1, Δn2, and Δn3.

[0013] According to the present application, a method for installing inclined tower column steel reinforcement components of a spatial four-tower bridge tower is provided. In step S2, the method of arranging guide sleeves on the (n-1)th segment steel reinforcement component includes: arranging guide sleeves on the main reinforcement of the (n-1)th segment steel reinforcement component, and arranging two guide sleeves on the top opening of each end face of the (n-1)th segment steel reinforcement component. The guide sleeves are arranged in a manner close to the corner point between two adjacent end faces.

[0014] According to the present application, a method for installing inclined tower column steel reinforcement components of a four-tower bridge is provided. In step S3, the method for adjusting the attitude of the nth segment steel reinforcement component in conjunction with the inclination angle measurement includes: installing high-precision biaxial inclinometers at the quarter points of the second stirrup at the top opening of the nth segment steel reinforcement component on the transverse bridge A and E surfaces and the longitudinal bridge C and G surfaces, and measuring the rotational inclination angle of the nth segment steel reinforcement component using eight high-precision biaxial inclinometers.

[0015] According to the present application, a method for installing inclined tower column steel reinforcement components of a space four-tower bridge is provided, wherein a gravity hammer or a laser emitter is arranged at the top opening of the nth segment of the steel reinforcement component, and a corresponding target is arranged at the top opening of the (n-1)th segment of the steel reinforcement component; during the process of adjusting the aerial attitude of the nth segment of the steel reinforcement component, a tension is applied to the nth segment of the steel reinforcement component so that the gravity hammer or laser emitter is aligned with the center of the target.

[0016] According to the present application, a method for installing inclined tower column steel reinforcement components of a spatial four-tower bridge tower is provided. In step S3, the method for connecting the main reinforcement of the nth segment steel reinforcement component with the (n-1)th segment steel reinforcement component includes: after the posture adjustment of the nth segment steel reinforcement component is completed, the main reinforcement of the E, F and G surfaces on the inner side of the nth segment steel reinforcement component and the (n-1)th segment steel reinforcement component are first connected. When the number of connections reaches a first set value, the nth segment steel reinforcement component is measured to determine whether there is a deviation. If there is a deviation, it is adjusted. After the adjustment is completed, the main reinforcement of the two segments steel reinforcement components are connected until all the main reinforcement is connected.

[0017] According to the present application, a method for installing the inclined tower column steel reinforcement components of a spatial four-tower bridge is provided. When the number of main reinforcement connections of two segments of steel reinforcement components reaches a first set value, the corner point of the nth segment of steel reinforcement components is monitored using a total station. If the monitored corner point offset is greater than the set offset, it is determined that the corner point has a deviation and needs to be adjusted.

[0018] According to the present application, a method for installing inclined tower column steel reinforcement components of a spatial four-tower bridge tower is provided. In step S4, the method for measuring the completed nth segment steel reinforcement component to obtain the error adjustment scheme of the (n+1)th segment steel reinforcement component includes: measuring the nth segment steel reinforcement component to obtain the deviation ΔN1 between the as-built shape and the theoretical shape of the tower segment after the nth segment steel reinforcement component is poured, the deviation ΔN2 between the measured deformation and the theoretical deformation of the tower segment before and after the nth segment steel reinforcement component is poured, and the deviation ΔN3 between the actual deformation and the theoretical deformation of the nth segment steel reinforcement component under its own weight after the jig constraint is removed.

[0019] The pre-deflection of the tower column of the (n+1)th segment was obtained by calculating the tower column line shape after the bridge was completed using the finite element model. The deformation caused by the lateral pressure exerted on the outer formwork by the concrete flow state was calculated to obtain the deformation influence of the concrete pouring of the (n+1)th segment of the tower column. The deformation caused by the self-weight of the steel reinforcement component of the (n+1)th segment was calculated to obtain the self-weight deformation of the steel reinforcement component of the (n+1)th segment.

[0020] A pre-deflection scheme for the (n+1)th segment of steel reinforcement components, which yields the sum of pre-deflection values ​​ΔN1, ΔN2, ΔN3, Δn+11, Δn+12, and Δn+13.

[0021] According to the present application, a method for installing inclined tower column steel reinforcement components of a spatial four-tower bridge tower is provided. In step S4, the method for measuring the completed nth segment steel reinforcement component to obtain the error adjustment scheme for the (n+1)th segment steel reinforcement component includes: when the top of the nth segment steel reinforcement component is uneven, an error adjustment scheme is formulated based on the height difference of the top of the nth segment steel reinforcement component, which involves adjusting by using the gap between the connectors between the nth segment steel reinforcement component and the (n+1)th segment steel reinforcement component, adjusting by using the gap between the connectors between multiple upper segment steel reinforcement components, and adjusting by using the bottom of the (n+1)th segment steel reinforcement component.

[0022] The gap between the connector of the nth segment of the steel reinforcement and the (n+1)th segment of the steel reinforcement refers to a gap that meets the design requirements and the requirements of the steel reinforcement connection specification.

[0023] According to the present application, a method for installing inclined tower column steel reinforcement components of a spatial four-tower bridge tower is provided. When the height difference of the top opening of the nth segment steel reinforcement component is less than the first height difference, the connector gap between the nth segment steel reinforcement component and the (n+1)th segment steel reinforcement component is adjusted so that the height difference of the (n+1)th segment steel reinforcement component meets the design requirements.

[0024] When the height difference at the top of the nth rebar segment is greater than or equal to the first height difference and less than the second height difference, adjust the gaps between the connectors of the nth rebar segment and the (n+1)th rebar segment, the connectors of the (n+1)th rebar segment and the (n+2)th rebar segment, and the connectors of the (n+2)th rebar segment and the (n+3)th rebar segment, so that the height difference of the (n+3)th rebar segment meets the design requirements.

[0025] When the height difference at the top of the nth segment of the reinforcing steel is greater than or equal to the second height difference, the bottom of the (n+1)th segment of the reinforcing steel is adjusted so that the height difference of the (n+1)th segment of the reinforcing steel meets the design requirements.

[0026] The advantages of this invention are as follows: 1. In the construction of the inclined tower column of the four-tower cable-stayed tower, the present invention performs pre-deflection during the assembly of the steel reinforcement components, reducing the adjustment process after the steel reinforcement components are hoisted to the tower column, making the installation of the steel reinforcement components more accurate and simple. In addition, the positioning method of the steel reinforcement components is also very simple. After the steel reinforcement components are hoisted to the tower column, the tilt angle of the steel reinforcement components can be adjusted by applying tension to the steel reinforcement components with steel wire ropes. With the tilt angle measurement, the steel reinforcement components can be quickly and accurately positioned. The adjustment of the rotation angle and tilt angle of the entire steel reinforcement components is extremely simple, the adjustment efficiency is extremely high, and the positioning adjustment accuracy is also extremely high.

[0027] 2. This invention takes into account multiple aspects for the pre-deflection of the steel reinforcement components, including the pre-deflection amount of the tower column line, the influence of concrete pouring deformation, and the deformation amount of self-weight, to ensure that the steel reinforcement components can be accurately positioned after being formed and hoisted onto the tower column, and the steel reinforcement components after positioning accurately meet the design requirements.

[0028] 3. After the steel reinforcement components are hoisted onto the tower column, the present invention requires preliminary positioning. Preliminary positioning can make preliminary alignment in the general direction. Preliminary positioning is guided by the guide sleeve on the main bar of the installed steel reinforcement components. The positioning method is simple and easy to operate, which greatly facilitates the subsequent precise positioning.

[0029] 4. In the process of precise positioning of steel reinforcement components, this invention uses eight high-precision biaxial inclinometers to measure the rotation angle of the steel reinforcement components. The eight high-precision biaxial inclinometers are placed on four surfaces in the longitudinal and transverse directions of the bridge, which is convenient to arrange and has high measurement accuracy. It can accurately obtain the current rotation angle of the steel reinforcement components, which greatly facilitates the adjustment of the inclinometer.

[0030] 5. In the process of positioning and adjusting steel reinforcement components, this invention uses a gravity hammer or laser emitter and a corresponding target. This structure helps on-site personnel to quickly find the adjustment direction and facilitates construction personnel to quickly and accurately position the steel reinforcement components.

[0031] 6. In the process of connecting the main bars of the steel reinforcement components, the present invention is a step-by-step connection and measurement process. First, the main bars on the inner side of the steel reinforcement components are connected. When a certain number are reached, the steel reinforcement components are measured and connected while adjusting until all the main bars are connected. This connection process can combine efficiency and accuracy.

[0032] 7. During the precise docking process, this invention monitors the position of the corner points of the steel reinforcement components using a total station, which can determine whether there are any deviations in the steel reinforcement components and whether adjustments are needed. The monitoring method is relatively simple and has extremely high accuracy. Combined with the docking process, it can significantly improve the efficiency and accuracy of construction.

[0033] 8. After the installation of one section of steel reinforcement component is completed, the next section of steel reinforcement component can be adjusted based on the installation form of the first section to ensure that the entire inclined tower column meets the design requirements. Moreover, this adjustment is made based on the deviation of the previous section of steel reinforcement component.

[0034] 9. This invention employs multiple methods to adjust the height difference at the top of the reinforcing steel components. Different height difference adjustment methods are used according to different situations to ensure that the height difference at the top fully meets the design requirements.

[0035] 10. Based on the height difference of the top opening of the previous section of steel reinforcement components, the present invention selects different adjustment methods, which can effectively eliminate the connection problems caused by the height difference of the top opening. Moreover, the adjustment method is extremely simple and the adjustment efficiency is extremely high.

[0036] The steel reinforcement component installation method of the present invention is simple and efficient, and can accurately and quickly complete the construction of the inclined tower column of the four-tower cable-stayed tower in space. With the help of monitoring and adjustment, it helps to achieve rapid positioning of steel reinforcement components, ensures the accuracy of the spatial posture of the components, and saves a lot of manual adjustment time. Attached Figure Description

[0037] Figure 1 : Schematic diagram of the spatial four-tower cable-stayed tower structure of the present invention;

[0038] Figure 2 : A schematic cross-sectional view of the steel reinforcement component of the tilted tower column of the present invention;

[0039] Figure 3 : Schematic diagram of the guide sleeve arrangement structure of the present invention;

[0040] Figure 4 : A schematic diagram of the alignment of the guide sleeve of the present invention;

[0041] Figure 5 : A schematic diagram (front view) of the aerial posture adjustment of the nth segment of the reinforcing steel component of the present invention;

[0042] Figure 6 : A schematic diagram (top view) of the posture adjustment of the reinforcing steel component of the present invention;

[0043] Figure 7 : A schematic diagram of the arrangement structure of the high-precision dual-axis inclinometer of the present invention;

[0044] Figure 8 : A schematic diagram of the arrangement structure of the hammer or laser emitter and the target in this invention;

[0045] Figure 9 : A schematic diagram of corner measurement according to the present invention;

[0046] Figure 10 : Schematic diagram of the connector gap adjustment structure of the present invention;

[0047] Wherein: 1—Inclined tower column; 2—Guide sleeve; 3—Wire rope; 4—Hand-operated hoist; 5—Target; 6—Connector. Detailed Implementation

[0048] Embodiments of the present invention are described in detail below, wherein the same or similar reference numerals denote the same or similar elements or elements having the same or similar functions throughout. The embodiments described below with reference to the accompanying drawings are exemplary and intended to explain the present invention, and should not be construed as limiting the present invention.

[0049] In the description of this invention, it should be understood that the terms "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0050] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this invention, "a plurality of" means at least two, such as two, three, etc., unless otherwise explicitly specified.

[0051] The present invention will now be described in further detail with reference to the accompanying drawings and specific embodiments.

[0052] This application relates to a method for installing steel reinforcement components in the inclined tower columns of a four-tower cable-stayed bridge, primarily applicable to the installation of steel reinforcement components in the inclined tower columns of large four-tower cable-stayed towers in space. Figure 1 As shown, the tower includes four inclined tower columns 1, each of which includes multiple steel reinforcement components. The steel reinforcement components are stacked sequentially, and the main reinforcement bars of the steel reinforcement components of the previous segment are connected to the main reinforcement bars of the steel reinforcement components of the next segment through connectors 6. After the positioning and docking are completed, concrete is poured, and the process is carried out segment by segment until all segments are poured to form an inclined reinforced concrete tower column structure.

[0053] The steel reinforcement component of this application has eight end faces on its side, such as... Figure 2 As shown, the bridge includes surface A (outward from the transverse bridge), surface E (inward from the transverse bridge), surface C (outward from the longitudinal bridge), surface G (inward from the longitudinal bridge), surface B (between surface A and C), surface D (between surface C and E), surface F (between surface E and G), and surface H (between surface A and G). Surfaces A, B, C, D, E, F, G, and H are all vertically inclined end faces, but their inclination directions and angles differ. The end faces located inside the tower are surfaces E, F, and G.

[0054] The specific installation method for this application is as follows:

[0055] S1. Assemble the nth segment of steel reinforcement on the jig, and pre-deflect the nth segment of steel reinforcement during the assembly process;

[0056] The nth segment of steel reinforcement is assembled on the assembly jig. Since the nth segment of steel reinforcement is supported by the jig during the assembly process, it will deform after the jig is removed, considering its own weight and other characteristics. Therefore, when assembling the steel reinforcement on the jig, these deformations need to be taken into account. In this case, when assembling the nth segment of steel reinforcement on the jig, the nth segment of steel reinforcement will be pre-biased to compensate for subsequent deformations in advance.

[0057] S2. After the nth segment of steel reinforcement is formed, the tower crane lifts the nth segment of steel reinforcement to the top of the (n-1)th segment of steel reinforcement that has been installed on the tower column. The guide sleeve 2 is placed on the (n-1)th segment of steel reinforcement and the nth segment of steel reinforcement is initially positioned based on the guide sleeve 2.

[0058] When the nth segment of the steel reinforcement is hoisted to the top of the tower column, the (n-1)th segment of the steel reinforcement has been installed and the concrete corresponding to the (n-1)th segment of the steel reinforcement has been poured. In order to initially position the nth segment of the steel reinforcement and the (n-1)th segment of the steel reinforcement, this application installs a guide sleeve 2 on the (n-1)th segment of the steel reinforcement and uses the guide sleeve 2 to initially position the nth segment of the steel reinforcement.

[0059] Guide sleeve 2 structure as follows Figure 4As shown, the lower end of the guide sleeve 2 is sleeved on the main reinforcement of the n-1 segment of the steel reinforcement component. The upper end of the guide sleeve 2 is a tapered structure with a larger upper end and a smaller lower end, which can facilitate the lower end of the main reinforcement of the n-1 segment of the steel reinforcement component to extend into the tapered structure at the upper end of the guide sleeve 2, thereby achieving the initial positioning of the n-1 segment of the steel reinforcement component and the n-1 segment of the steel reinforcement component.

[0060] S3. Apply tension to the hoisted nth segment of the steel reinforcement component, and adjust the posture of the nth segment of the steel reinforcement component by measuring the inclination angle of the nth segment of the steel reinforcement component. After the set requirements are met, start connecting the main reinforcement of the nth segment of the steel reinforcement component with the (n-1)th segment of the steel reinforcement component.

[0061] After the initial positioning of the nth steel section is completed, the connection between the tower crane and the nth steel section is not released. To achieve precise positioning of the nth steel section and the (n-1)th steel section, a tension force can be applied to the hoisted nth steel section to adjust its position and make it precisely aligned with the (n-1)th steel section. During this process, monitoring equipment is needed to accurately monitor the position of the nth steel section.

[0062] S4. After all the main reinforcement bars are connected, concrete is poured. After the pouring is completed, the nth segment of the steel reinforcement is measured to obtain the error adjustment plan for the (n+1)th segment of the steel reinforcement.

[0063] After the concrete pouring of the nth segment of steel reinforcement is completed, the inclined tower column segment formed by the nth segment of steel reinforcement is monitored by monitoring equipment to check whether it meets the design requirements. If it meets the design requirements, the subsequent segment does not need to be adjusted; if it does not meet the design requirements, the subsequent segment needs to be adjusted according to the deviation.

[0064] The method for applying tensile force to the nth segment of the reinforcing steel in step S3 above is specifically carried out according to the following steps:

[0065] S31. A steel wire rope 3 is arranged between the nth segment of the reinforcing steel and the (n-1)th segment of the reinforcing steel. The steel wire rope 3 is arranged in the opposite direction to the inclination direction of the nth segment of the reinforcing steel. The upper end of the steel wire rope 3 is connected to the top of a set of end faces inside the nth segment of the reinforcing steel, for example... Figure 5 and 6 As shown, the nth segment of the reinforcing bar component in this application is inclined to the F side, and the upper end of the wire rope 3 is fixed at the top opening position inside the F side, and the lower end of the wire rope 3 is connected to the main bar at the top opening of the (n-1)th segment of the reinforcing bar component, which is actually the top opening position inside the B side.

[0066] F is the inner end face of the nth segment of the steel reinforcement component, and B is the outer end face of the (n-1)th segment of the steel reinforcement component. F and B are opposite to each other.

[0067] The connection between the wire rope and the top opening of the F-face is reinforced with a stiffening frame to prevent local deformation of this part due to stress during adjustment.

[0068] S32. A hand-operated hoist 4 is installed on the wire rope 3. The hand-operated hoist 4 is used to tighten the wire rope 3, generating a pulling force on the nth section of the steel bar component, thereby adjusting the tilt posture of the nth section of the steel bar component to reach the set position.

[0069] During this process, it is necessary to use specialized attitude monitoring equipment to detect the aerial attitude of the nth segment of the steel reinforcement component. Based on the monitoring data, the construction personnel will adjust the nth segment of the steel reinforcement component until its attitude meets the set requirements.

[0070] In some embodiments of this application, the method for pre-deflecting the nth segment of steel reinforcement during the assembly process in step S1 above has been optimized. The pre-deflection of the nth segment of steel reinforcement in this embodiment mainly involves three aspects: tower column alignment pre-deflection, concrete pouring deformation influence, and self-weight deformation. The tower column alignment pre-deflection is obtained based on the tower limb alignment after the bridge is completed. In practical applications, the tower limb alignment after the bridge is completed can be calculated using a finite element model to obtain the pre-deflection amount Δn1 of the tower column alignment. The concrete pouring deformation influence considers the lateral pressure generated during concrete pouring. The deformation amount Δn2 of the concrete pouring deformation influence of the nth segment of the tower column can be calculated based on the deformation amount generated by the lateral pressure exerted on the outer formwork by the concrete flow state. The self-weight deformation considers the deformation caused by the weight of the steel reinforcement component itself after the formwork is removed. The self-weight deformation amount Δn3 of the nth segment of steel reinforcement component can be calculated based on the deformation generated by the self-weight of the formed steel reinforcement component. Finally, taking all these deformations into account, the pre-deflection of the nth segment of the steel reinforcement component is determined according to the sum of the pre-deflection amounts Δn1, Δn2, and Δn3.

[0071] In a further embodiment of this application, the method of arranging guide sleeves on the (n-1)th segment of the reinforcing steel in step S2 above has been optimized, such as... Figure 3 As shown, guide sleeves are arranged on the main reinforcement bars of the (n-1)th segment of the steel reinforcement component. Two guide sleeves are arranged on each end face of the (n-1)th segment of the steel reinforcement component, and the guide sleeves are arranged near the corner points between adjacent end faces. That is, in this embodiment, 16 guide sleeves are arranged on the eight end faces of the (n-1)th segment of the steel reinforcement component, two on each end face (in actual applications, it is not limited to two, but can also be more, adjusted according to actual needs), and the guide sleeves are near the corner points. The guide sleeves can guide the main reinforcement bars of the nth segment of the steel reinforcement component and can perform preliminary positioning.

[0072] In other embodiments of this application, the method for adjusting the posture of the nth segment of the reinforcing steel component in step S3 above, in conjunction with the inclination angle measurement of the nth segment, has been optimized, such as... Figure 7 As shown, a high-precision biaxial inclinometer is installed at the quarter-point position of the second stirrup at the top of the nth segment of the steel reinforcement component on the transverse bridge surfaces A and E, and on the longitudinal bridge surfaces C and G. Figure 7 The rotation angle of the nth segment of steel reinforcement (Q1, Q2, Q3, Q4, Q5, Q6, Q7, Q8) is measured using eight high-precision biaxial inclinometers.

[0073] The A, C, E, and G faces of the nth segment of the steel reinforcement are the transverse and longitudinal end faces of the bridge, respectively. It is convenient to install a high-precision biaxial inclinometer on these end faces, making observation and measurement easier and less likely to be obstructed.

[0074] In a preferred embodiment of this application, the method for adjusting the posture of the nth segment of the reinforcing steel component in step S3, in conjunction with measuring the inclination angle of the nth segment, has been further optimized. Figure 8 As shown, in addition to using a high-precision biaxial inclinometer to measure the control attitude of the nth segment of the reinforcing bar, this embodiment also arranges a gravity hammer or a laser emitter at the top of the nth segment of the reinforcing bar, and a corresponding target 5 at the top of the (n-1)th segment of the reinforcing bar. The target 5 is a cantilever structure with one end fixed to the (n-1)th segment of the reinforcing bar and the other end extending outward. The target 5 has a target center on its upper surface. The gravity hammer is a plumb bob structure installed on the nth segment of the reinforcing bar, which is positioned above the target 5 under the action of gravity. When adjusting the nth segment of the reinforcing bar, the offset direction and offset position of the gravity hammer relative to the target center can guide the attitude adjustment of the nth segment of the reinforcing bar. That is, the gravity hammer can be aligned with the target center by adjusting the nth segment of the reinforcing bar in the opposite direction.

[0075] Similarly, the laser emitter is installed on the target 5 corresponding to the nth segment of the steel reinforcement. The laser generator can emit a vertically downward laser. The offset direction and position of the laser spot on the target 5 relative to the center of the target are used to guide the attitude adjustment of the nth segment of the steel reinforcement. When the laser spot coincides with the center of the target, it proves that the attitude adjustment of the nth segment of the steel reinforcement is accurate.

[0076] In some embodiments of this application, the method of connecting the main reinforcement bars of the nth segment and the (n-1)th segment in step S3 above has been optimized. After the posture adjustment of the nth segment is completed, the main reinforcement bars on the E, F, and G surfaces inside the nth and (n-1)th segments are connected first. The E, F, and G surfaces are the inner end faces of the nth segment. Connecting the main reinforcement bars on these inner end faces first, and then connecting the main reinforcement bars on the outer end faces, results in higher construction efficiency and reduced construction difficulty. When the number of main reinforcement bar connections between the two segments reaches a first set value, the first set value in this embodiment is 25% (not limited to this value, and can be set according to the actual situation). At this time, the nth segment can be basically supported by the (n-1)th segment, and the hoisting of the nth segment can be removed and the hook removed.

[0077] Measuring the nth segment of the reinforcing steel component mainly involves measuring the eight corner points of the nth segment using a total station (e.g., ...). Figure 9 As shown in Figures P1, P2, P3, P4, P5, P6, P7, and P8, measure the deviation at each of the eight corner points. If any corner point deviates from the set offset (5mm in this embodiment), the corner point needs to be adjusted until it is below the set offset. Continue connecting the other main reinforcement bars on the nth segment of the steel reinforcement component until 75% of the main reinforcement bars on the nth segment are connected. At this point, the nth segment of the steel reinforcement component is essentially fixed together with the (n-1)th segment. The steel wire rope can then be removed from the nth segment of the steel reinforcement component, and the remaining main reinforcement bars can be connected to complete the connection of all the main reinforcement bars on the nth segment of the steel reinforcement component.

[0078] In other embodiments of this application, this embodiment optimizes the method of measuring the completed nth segment of the reinforcing steel component in step S4 above to obtain the error adjustment scheme for the (n+1)th segment of the reinforcing steel component. After the nth segment of the reinforcing steel component completes the concrete pouring, the nth segment of the tower column is measured, mainly measuring the coordinates of the eight corner points and the concrete thickness of the eight end faces of the nth segment of the tower column to check whether it meets the design and monitoring alignment requirements. If the requirements are met, the construction of the next segment continues; if a deviation occurs, the next segment or multiple subsequent segments need to be corrected and adjusted. Specifically, the nth segment of the reinforcing steel component is measured to obtain the deviation ΔN1 between the completed alignment of the tower segment after the nth segment of the reinforcing steel component is poured and the theoretical alignment, the deviation ΔN2 between the measured deformation and the theoretical deformation of the tower segment before and after the nth segment of the reinforcing steel component is poured, and the deviation ΔN3 between the actual deformation and the theoretical deformation of the nth segment of the reinforcing steel component under its own weight after the removal of the jig constraint.

[0079] The pre-deflection of the tower column of the (n+1)th segment was obtained by calculating the tower column line shape after the bridge was completed using the finite element model. The deformation caused by the lateral pressure exerted on the outer formwork by the concrete flow state was calculated to obtain the deformation influence of the concrete pouring of the (n+1)th segment of the tower column. The deformation caused by the self-weight of the steel reinforcement component of the (n+1)th segment was calculated to obtain the self-weight deformation of the steel reinforcement component of the (n+1)th segment.

[0080] A pre-deflection scheme for the (n+1)th segment of steel reinforcement components, which yields the sum of pre-deflection values ​​ΔN1, ΔN2, ΔN3, Δn+11, Δn+12, and Δn+13.

[0081] Among them, ΔN1, ΔN2, and ΔN3 are the deviations that exist in the nth segment of the tower column formed by the nth segment of steel reinforcement components, and Δn+11, Δn+12, and Δn+13 are the amounts that the (n+1)th segment of steel reinforcement components itself needs to be pre-deviated. This is equivalent to adjusting the (n+1)th segment of the tower column when a deviation occurs after the nth segment of the tower column is poured.

[0082] In a further embodiment of this application, the method for measuring the nth segment of the reinforcing steel after casting in step S4 to obtain the error adjustment scheme for the (n+1)th segment of the reinforcing steel is further optimized. When the top of the nth segment of the reinforcing steel is uneven, such as Figure 10 The ΔH shown represents the vertical height difference at the top. Based on this, an error adjustment scheme can be developed, which involves adjusting the gap between the connectors of the nth and (n+1)th rebar segments (the gap must meet the rebar connection requirements and design specifications), adjusting the gaps between the connectors of the upper multiple rebar segments, and adjusting the bottom of the (n+1)th rebar segment.

[0083] That is, when the height difference is small, it can be adjusted by the connector 6 between the nth and n+1th rebar segments; when the height difference is large, it cannot be eliminated by the connector 6 between the nth and n+1th rebar segments alone, and adjustment is required by multiple connectors 6; when the height difference is very large, in order to avoid too many connectors 6 needing adjustment, the main reinforcement at the bottom of the n+1th rebar segment can be adjusted directly during the assembly of the n+1th rebar segment to adapt to the height difference of the main reinforcement at the top of the nth rebar segment.

[0084] In a preferred embodiment of this application, the above-mentioned height difference elimination method is optimized. When the height difference at the top of the nth segment of the reinforcing bar is less than the first height difference (the first height difference in this embodiment is 2mm), the gap of the connector 6 between the nth segment of the reinforcing bar and the (n+1)th segment of the reinforcing bar is adjusted so that the height difference of the (n+1)th segment of the reinforcing bar meets the design requirements.

[0085] When the height difference at the top of the nth segment of the reinforcing bar is greater than or equal to the first height difference and less than the second height difference (the second height difference in this embodiment is 5mm), adjust the gaps of the connectors 6 between the nth segment and the (n+1)th segment of the reinforcing bar, between the (n+1)th segment and the (n+2)th segment of the reinforcing bar, and between the (n+2)th segment and the (n+3)th segment of the reinforcing bar, so that the height difference of the (n+3)th segment of the reinforcing bar meets the design requirements;

[0086] When the height difference at the top of the nth segment of the reinforcing steel is greater than or equal to the second height difference, the bottom of the (n+1)th segment of the reinforcing steel is adjusted so that the height difference of the (n+1)th segment of the reinforcing steel meets the design requirements.

[0087] The foregoing has shown and described the basic principles, main features, and advantages of the present invention. Those skilled in the art should understand that the present invention is not limited to the above embodiments. The embodiments and descriptions in the specification are merely illustrative of the principles of the invention. Various changes and modifications can be made to the invention without departing from its spirit and scope, and all such changes and modifications fall within the scope of the present invention as claimed. The scope of protection of this invention is defined by the appended claims and their equivalents.

Claims

1. A method of installing a tilt column reinforcement component of a space four-tower leg bridge tower, characterized by: Includes the following steps: S1. Assemble the nth segment of steel reinforcement on the jig, and pre-deflect the nth segment of steel reinforcement during the assembly process; S2. After the nth segment of steel reinforcement is formed, the tower crane lifts the nth segment of steel reinforcement to the top of the (n-1)th segment of steel reinforcement that has been installed on the tower column. A guide sleeve is placed on the (n-1)th segment of steel reinforcement, and the nth segment of steel reinforcement is initially positioned based on the guide sleeve. S3. Apply tension to the hoisted nth segment of the steel reinforcement component, and adjust the posture of the nth segment of the steel reinforcement component by measuring the inclination angle of the nth segment of the steel reinforcement component. After the set requirements are met, start connecting the main reinforcement of the nth segment of the steel reinforcement component with the (n-1)th segment of the steel reinforcement component. S4. After all the main reinforcement bars are connected, concrete is poured. After the pouring is completed, the nth segment of the steel reinforcement is measured to obtain the error adjustment plan for the (n+1)th segment of the steel reinforcement. The method for applying tension to the nth segment of the reinforcing bar in step S3 includes: connecting the upper end of the wire rope to the top of a set of end faces inside the nth segment of the reinforcing bar, connecting the lower end of the wire rope to the main reinforcement at the top of the (n-1)th segment of the reinforcing bar, arranging the wire rope in the opposite direction to the inclination direction of the nth segment of the reinforcing bar, and tightening the wire rope to apply tension to the nth segment of the reinforcing bar.

2. A method of installing a tilt column reinforcement part of a space four-tower leg bridge tower according to claim 1, characterized by: In step S1, the method for pre-deflecting the nth segment of steel reinforcement during the assembly process includes: using a finite element model to calculate the tower limb line shape after the bridge is completed to obtain the pre-deflection amount Δn1 of the nth segment tower column line shape; calculating the deformation amount generated by the lateral pressure exerted on the outer formwork by the concrete flow state to obtain the deformation amount Δn2 of the nth segment tower column concrete pouring; calculating the deformation amount Δn3 of the nth segment steel reinforcement component under its own weight after forming; and performing the pre-deflection of the nth segment steel reinforcement component according to the sum of the pre-deflection amounts Δn1, Δn2, and Δn3.

3. A method of installing a tilt column reinforcement part of a space four-tower leg bridge tower according to claim 1, characterized in that: In step S2, the method of arranging guide sleeves on the (n-1)th segment of the reinforcing steel component includes: arranging guide sleeves on the main reinforcing bars of the (n-1)th segment of the reinforcing steel component, and arranging two guide sleeves on the top opening of each end face of the (n-1)th segment of the reinforcing steel component, with the guide sleeves arranged in a manner close to the corner point between two adjacent end faces.

4. A method of installing a tilt column reinforcement part of a space quad tower leg bridge tower according to claim 1, characterized by: In step S3, the method for adjusting the posture of the nth segment of the steel reinforcement component in conjunction with the inclination angle measurement includes: installing a high-precision biaxial inclinometer at the quarter point of the second stirrup at the top opening of the nth segment of the steel reinforcement component on the transverse bridge A and E surfaces and the longitudinal bridge C and G surfaces, and measuring the rotational inclination angle of the nth segment of the steel reinforcement component using the high-precision biaxial inclinometer.

5. The method for installing the steel reinforcement components of the inclined tower column of a four-tower bridge as described in claim 1 or 4, characterized in that: A gravity hammer or laser emitter is placed at the top of the nth segment of the steel reinforcement component, and a corresponding target is placed at the top of the (n-1)th segment of the steel reinforcement component. During the adjustment of the nth segment of the steel reinforcement component's attitude in the air, a tension is applied to the nth segment of the steel reinforcement component so that the gravity hammer or laser emitter is directly facing the center of the target.

6. The method for installing the steel reinforcement components of the inclined tower column of a four-tower bridge as described in claim 1, characterized in that: In step S3, the method for connecting the main reinforcement bars of the nth segment and the (n-1)th segment includes: after the posture adjustment of the nth segment is completed, the main reinforcement bars on the E, F and G surfaces inside the nth and (n-1)th segments are first connected. When the number of connections reaches the first set value, the nth segment is measured to determine whether there is a deviation. If there is a deviation, it is adjusted. After the adjustment is completed, the main reinforcement bars of the two segments are connected until all the main reinforcement bars are connected.

7. The method for installing the steel reinforcement components of the inclined tower column of a four-tower bridge as described in claim 6, characterized in that: When the number of main bars connected in the two-section steel reinforcement components reaches the first set value, the corner point of the nth section steel reinforcement component is monitored using a total station. If the monitored corner point offset is greater than the set offset, it is determined that the corner point has a deviation and needs to be adjusted.

8. The method for installing the steel reinforcement components of the inclined tower column of a four-tower bridge as described in claim 2, characterized in that: In step S4, the method of measuring the completed nth segment of steel reinforcement to obtain the error adjustment scheme for the (n+1)th segment of steel reinforcement includes: measuring the nth segment of steel reinforcement to obtain the deviation ΔN1 between the as-built shape and the theoretical shape of the tower segment after the nth segment of steel reinforcement is poured, the deviation ΔN2 between the measured deformation and the theoretical deformation of the tower segment before and after the nth segment of steel reinforcement is poured, and the deviation ΔN3 between the actual deformation and the theoretical deformation of the nth segment of steel reinforcement under its own weight after the jig constraint is removed. The pre-deflection of the tower column of the (n+1)th segment was obtained by calculating the tower column line shape after the bridge was completed using the finite element model. The deformation caused by the lateral pressure exerted on the outer formwork by the concrete flow state was calculated to obtain the deformation influence of the concrete pouring of the (n+1)th segment of the tower column. The deformation caused by the self-weight of the steel reinforcement component of the (n+1)th segment was calculated to obtain the self-weight deformation of the steel reinforcement component of the (n+1)th segment. A pre-deflection scheme for the (n+1)th segment of steel reinforcement components, which yields the sum of pre-deflection values ​​ΔN1, ΔN2, ΔN3, Δn+11, Δn+12, and Δn+13.

9. The method for installing the steel reinforcement components of the inclined tower column of a four-tower bridge as described in claim 1 or 8, characterized in that: In step S4, the method for measuring the completed nth segment of the reinforcing steel component to obtain the error adjustment scheme for the (n+1)th segment of the reinforcing steel component includes: when the top of the nth segment of the reinforcing steel component is uneven, an error adjustment scheme is formulated based on the height difference of the top of the nth segment of the reinforcing steel component, which involves adjusting by using the gap between the connectors between the nth and (n+1)th segments of the reinforcing steel component, adjusting by using the gap between the connectors between multiple upper segments of the reinforcing steel component, and adjusting by using the bottom of the (n+1)th segment of the reinforcing steel component.

10. The method for installing the steel reinforcement components of the inclined tower column of a four-tower bridge as described in claim 1, characterized in that: When the height difference at the top of the nth segment of the steel reinforcement is less than the first height difference, adjust the gap between the connectors of the nth segment and the (n+1)th segment of the steel reinforcement so that the height difference of the (n+1)th segment of the steel reinforcement meets the design requirements. When the height difference at the top of the nth rebar segment is greater than or equal to the first height difference and less than the second height difference, adjust the gaps between the connectors of the nth rebar segment and the (n+1)th rebar segment, the connectors of the (n+1)th rebar segment and the (n+2)th rebar segment, and the connectors of the (n+2)th rebar segment and the (n+3)th rebar segment, so that the height difference of the (n+3)th rebar segment meets the design requirements. When the height difference at the top of the nth segment of the reinforcing steel is greater than or equal to the second height difference, the bottom of the (n+1)th segment of the reinforcing steel is adjusted so that the height difference of the (n+1)th segment of the reinforcing steel meets the design requirements.

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