A method for correcting geometric configuration error of a steel-concrete combined cable tower

Abstract

The application discloses a kind of steel-concrete composite cable tower geometric configuration error correction methods, comprising the following steps: step 1: the geometric configuration of core concrete wallboard top mouth is measured;Step 2: pouring T1 section core concrete, and setting up horizontal support system outside this section core concrete wallboard in the height direction and hold up core concrete wallboard stiffening plate;Step 3: hoist T2 section and carry out accurate positioning;Step 4: the geometric configuration deviation of T2 section bottom mouth is measured, obtains T1-T2 section matching mouth geometric configuration relative deviation;Step 5: the T1-T2 section matching mouth geometric configuration relative deviation Δ5 in step 4 is adjusted;Step 6: the upper and lower two directions of core concrete wallboard stiffening plate at T1-T2 section matching mouth are disconnected certain length, and form core concrete wallboard stiffening plate inlaying section.The method of the application can realize the manufacturing error, construction error generated to steel-concrete composite cable tower geometric configuration is corrected.

Description

TECHNICAL FIELD

[0001] The application relates to a steel-concrete combined cable tower geometric configuration error correction method, and belongs to the technical field of main tower structure and steel structure matching welding in bridge engineering. BACKGROUND

[0002] The main tower is an important load transmission structure in a cable system bridge, is responsible for transmitting the loads of an upper structure such as a main beam, a cable, a vehicle and the like to a bridge foundation and even to a foundation, and is mainly a compression and bending member. The main tower structure is generally a concrete structure, a steel structure or a steel-concrete combined structure. The steel-concrete combined structure fully utilizes the material properties that the concrete is excellent in compression resistance and the steel is excellent in tensile resistance, and has the best adaptability and economy, so the steel-concrete combined structure is increasingly widely applied to super-long-span bridges.

[0003] The common steel-concrete combined structure main tower is vertically divided into sections, a tower crane or other hoisting equipment is used to hoist a steel structure shell to the top in sections, and a bolted-welded combined form of full welding or partial bolting and partial welding is used to connect adjacent section main tower structures into a whole. A construction unit divides the sections in combination with the capacity of the tower crane and other hoisting equipment to be used, increases the height of each section as much as possible, reduces the number of sections, and reduces the workload and time of high-altitude work on site. Figure 1a It is a schematic view of a steel-concrete combined cable tower, in which core concrete and core concrete wall plates are combined by shear nails and steel bars perpendicular to the core concrete wall plates, the core concrete itself and the core concrete wall plates and other components are jointly used to bear loads, and the geometric configuration error of an actual main tower section depends on the following two aspects:

[0004] 1. The geometric configuration deviation of the section after factory manufacturing is an initial deviation and belongs to a manufacturing deviation.

[0005] In order to test and control the accuracy of factory manufacturing, a plurality of sections are pre-assembled in a factory in an N+1 mode, N is the number of stages to be pre-assembled, 1 is a parent section, and the error is corrected to ensure the continuous matching of the geometric configuration between adjacent section steel towers. Common pre-assembly modes include vertical assembly and horizontal assembly, as shown in FIGS. 1 and 2. Figure 2a As shown in FIG. 1, vertical assembly is pre-assembled in the order of main tower construction from the bottom to the top along the height direction through powerful temporary tooling and equipment. Figure 2b As shown in FIG. 2, horizontal assembly is to horizontally lay the main tower components on the ground and convert the height direction of the bridge into the horizontal direction. Although pre-assembly matching manufacturing in the factory can reduce the matching error at the tower column section line, the structural configuration deviation caused by manufacturing cannot be completely eliminated at the present stage.

[0006] 2. The geometric configuration deviation caused by the deformation of the section in the construction process is a construction deviation, and the construction steps include:

[0007] Step 1: After the factory-finished steel tower segment is transported to the site, the bottom segment steel tower (T1 segment) is first hoisted and precisely positioned, can be hoisted in blocks, and then assembled and welded as a whole segment. It is assumed that each segment of the steel tower component is not divided into blocks in the plane and is a whole segment;

[0008] Step 2: The steel bars in the bottom segment (T1 segment) steel tower are bound.

[0009] Step 3: Pouring the concrete part in the bottom segment steel tower combined structure, reserving a distance L1 from the top of the T1 segment 顶 The core concrete in the range is not poured temporarily and is poured together with the T2 segment.

[0010] Step 4: Hoist the next segment steel tower (T2 segment), position and perform matching butt joint.

[0011] Step 5: Weld the connecting weld between the two segments of the steel tower and the stiffener plate outside the core concrete wall panel to form a whole from the two segments.

[0012] Step 6: Binding the steel bars in the T2 segment.

[0013] Step 7: Pouring the concrete in the range of the T2 segment, reserving a distance L2 from the top of the T2 segment 顶 The core concrete in the range is not poured temporarily and is poured together with the T3 segment.

[0014] Step 8: Repeat steps 2 to 7 until the entire steel-concrete combined structure tower is constructed.

[0015] During construction, the pouring of the core concrete will cause the T1 segment core concrete wall panel to deform under stress, thereby changing its original shape, while the T2 segment core concrete wall panel does not deform under stress and remains in its original geometric configuration. When the upper and lower segment steel tower core concrete wall panels are butt jointed, geometric configuration errors occur, causing the upper and lower core concrete wall panels to be misaligned. If the errors are not corrected and adjusted, the force transmission of the entire core concrete and wall panel will be affected, the overall stiffness of the structure will be reduced, and the safety of the results will be affected.

[0016] Deficiency 1: The planar geometric configuration deviation between the matching ports of the upper and lower two segments of the steel tower is composed of manufacturing deviation and construction deviation. The manufacturing deviation can be controlled by pre-assembly in the factory to prevent it from being too large, but it cannot be completely eliminated. The construction error is caused by the pouring of the core concrete of the next segment, which causes the core concrete wall panel at the top of the segment to deform under stress, and it is inevitable that geometric configuration errors exist in the matching port and cannot be avoided.

[0017] Shortcoming 2: The existing method involves using jacks and a "7"-shaped reaction frame at the upper and lower matching joints to apply a normal force to the core concrete wall panel, forcibly adjusting the misaligned panels to be even. Then, standard support plates are used to temporarily weld and fix the two panels to eliminate the misalignment. Figure 3a Display the misalignment of the front wall panel. Figure 3b Demonstrate the use of jacks to lift and adjust the wall panels until they are level. Figure 3c The demonstration shows the temporary fixing of the adjusted wall panels to ensure their smoothness. Although the geometric errors were corrected, out-of-plane secondary internal forces were applied to the core concrete wall panels, increasing the structural stress and negatively impacting the structure's load-bearing capacity. However, for misalignments near the corners, this forced adjustment method was less effective due to the higher constraint stiffness of the structure at these locations. The geometric errors could not be completely eliminated, and secondary internal forces were still applied to the structure. When the misalignment near the corners is small, this result is unacceptable.

[0018] Shortcoming 3: When the geometric configuration error is large, the relative error of the geometric configuration at the matching joint is not analyzed. On-site, the welds on both sides of the core concrete wall panels of the upper and lower steel tower segments at the matching joint are opened, but the length and position of the opened welds are not studied, so that the geometric configuration error at this point can be forcibly adjusted using jacks and reaction frames to eliminate misalignment. However, this may cause the shear studs on the core concrete wall panels of the lower steel tower, which have already been poured with core concrete, to be under tension, resulting in the unfavorable situation of separation between the core concrete wall panels and the core concrete. This situation leads to a deterioration in the overall integrity of the composite structure, and tensile cracking and peeling of the concrete structure, such as... Figure 2a As shown (core concrete was poured on the side segment of core concrete panel No. 14, while core concrete was not poured on the side segment of core concrete panel No. 11). Furthermore, the welds opened on-site are difficult to re-weld due to limitations imposed by the internal reinforcement arrangement and working space. The longer the re-weld length, the greater the probability of defects during re-welding, which has a significant adverse impact on the structural stress and safety.

[0019] Deficiency 4: The welding construction of the stiffening plate patch section of the core concrete wall panel as a whole was not specifically analyzed and required regarding the sequence of core concrete pouring within the steel beam segment above the matching joint. For example, the order of welding the patch section at the boundary between segments T1 and T2 and the core concrete pouring of segment T2 was not specified. If the core concrete is poured first, followed by the patch section, the lateral expansion force generated by the core concrete pouring on the core concrete wall panel will cause outward expansion deformation at the patch section, resulting in a bend (outward bulge) in the core concrete wall panel and its stiffening plate at this point. This leads to poor panel flatness and generates significant secondary internal forces. Summary of the Invention

[0020] The technical problem solved by the present application is to correct the manufacturing and construction errors of the geometric configuration of the steel-concrete combined cable tower.

[0021] To solve the above technical problem, the present application provides a method for correcting the geometric configuration error of a steel-concrete combined cable tower, comprising the following steps:

[0022] Step 1: precisely positioning the whole steel tower segment T1 of the bottom segment in three-dimensional coordinates, and measuring the geometric configuration of the top opening of the core concrete wallboard 3, wherein the geometric configuration deviation is the manufacturing deviation, denoted as Δ1;

[0023] Step 2: pouring the core concrete 5 of the T1 segment, controlling the pouring height, and reserving a set height L between the pouring top surface and the top of the T1 segment n顶 , and setting a horizontal support system along the height direction outside the core concrete wallboard to hold the core concrete wallboard stiffener; after the core concrete of the T1 segment is poured, the geometric configuration of the core concrete wallboard is monitored to obtain the geometric configuration deviation Δ2 of the top opening of the T1 segment, and Δ3 = Δ2-Δ1, wherein Δ3 is the construction deviation, which is the expansion deformation value of the core concrete wallboard caused by the core concrete pouring;

[0024] Step 3: hoisting and positioning the T2 segment, and temporarily fixing it by using temporary fixtures and matching parts;

[0025] Step 4: measuring the geometric configuration deviation Δ4 of the bottom opening of the T2 segment, and calculating the relative deviation of the bottom opening of the T2 segment and the top opening of the T1 segment to obtain the relative geometric configuration deviation Δ5 = Δ4-Δ2 of the matching opening of the T1-T2 segment;

[0026] Step 5: adjusting the relative geometric configuration deviation Δ5 of the matching opening of the T1-T2 segment appeared in step 4;

[0027] Step 6: after the linear adjustment of the core concrete wallboard at the matching opening is completed, the core concrete wallboard on both sides of the matching opening is error-free, and then the core concrete of the T1 segment top L1 顶 and the core concrete of the T2 segment except the top reserved L2 顶 are poured at the same time, and the core concrete wallboard stiffener 4 is disconnected in the up and down directions at the matching opening of the T1-T2 segment to form a core concrete wallboard stiffener patching segment;

[0028] Step 7: for other steel members outside the core concrete wallboard, taking the adjusted core concrete wallboard as the reference, and opening the corner welds on both sides of the matching opening, wherein the length of the opening position is L1 顶 or L2 底 ;

[0029] Step 8: Repeat steps 2 to 7 until the steel-concrete composite cable tower construction is completed.

[0030] The aforementioned steel-concrete composite cable tower geometric configuration error correction method, in step 2, the height L n顶 The simulation calculation process is as follows: a finite element simulation model of the steel tower wall plate and horizontal support system is established by using finite element software, and the height L n顶 variable is gradually increased to calculate the corresponding horizontal expansion deformation value of the core concrete pouring at the top of the section and the ring at the matching section of the next section until the expansion deformation value is equal to or less than the set limit value, and the corresponding height L n顶 is obtained at this time. n顶

[0031] The aforementioned steel-concrete composite cable tower geometric configuration error correction method, in step 3, a set of limiting corbels are welded on the core concrete wall plates of the upper and lower sections near the section matching port, two limiting corbels are arranged on the core concrete wall plates of the upper and lower sections of the matching port, and coaxial punch round holes 23 are provided on the horizontal plates of the two limiting corbels. The positioning punch 22 passes through the punch round holes 23 penetrating the upper and lower limiting corbels to fix the plane position of the newly hoisted T2 section.

[0032] The aforementioned steel-concrete composite cable tower geometric configuration error correction method, in step 4, in the process of calculating the geometric configuration relative deviation Δ5 at the T1-T2 section matching port, the deviation results of the core concrete four surrounding wall plates include three cases:

[0033] 41. The T1 section top port is outwardly extended relative to the T2 section bottom port, the geometric configuration relative deviation Δ5 at the T1-T2 section matching port is negative, indicating that the T1 section top port protrudes from the plane of the T2 section core concrete wall plate, then the misalignment at the T1-T2 section matching port is adjusted.

[0034] 42. The T1 section top port is inwardly retracted relative to the T2 section bottom port, at this time the geometric configuration relative deviation Δ5 at the T1-T2 section matching port is positive, indicating that the T2 section bottom port protrudes from the plane of the T1 section core concrete wall plate at this position, then the misalignment at the T1-T2 section matching port is adjusted.

[0035] 43. The T1 section top port is flush with the T2 section bottom port, at this time the geometric configuration relative deviation Δ5 at the T1-T2 section matching port is 0, indicating that the core concrete wall plates on both sides of the matching port are flush and do not need to be adjusted.

[0036] The aforementioned steel-concrete composite cable tower geometric configuration error correction method, step 5, includes the following steps:

[0037] ​51. For the area where the relative deviation of the geometric configuration at the matching mouth of T1-T2 segments Δ5 is negative, open the corner weld of T1 segment near the matching mouth, the opening length is L1 顶 , the weld of T2 segment is not opened, the jack 11 is arranged on the side of T1 segment near the matching mouth, the "7" shaped counter-force frame 12 is rooted on the side of T2 segment near the matching mouth, the oil cylinder rod of the jack is adjusted to press the convex core concrete wallboard 10 of T1 segment down to the plane where the concave core concrete wallboard 13 of T2 segment is located, until the core concrete wallboards of the two segments of T1 and T2 segments are flush and there is no height difference.

[0038] 52. For the area where the relative deviation of the geometric configuration at the matching mouth of T1-T2 segments Δ5 is positive, open the corner weld of T2 segment near the matching mouth, the opening length is L2 底 .

[0039] 53. For the area where the relative deviation of the geometric configuration at the matching mouth of T1-T2 segments Δ5 is 0, it means that the core concrete wallboards on both sides of the matching mouth are flush and no adjustment is needed, the standard plate 15 is used to temporarily fix the area where the relative deviation of the geometric configuration at the matching mouth of T1-T2 segments Δ5 is 0.

[0040] The aforementioned method for correcting the geometric configuration error of a steel-concrete composite cable tower, in step 52, the opening length L2 底 is calculated as follows: a finite element simulation model of the steel tower wallboard is established by using a finite element software, the finite element simulation model of the steel tower wallboard is used for calculation, the absolute value of the opening length L2 底 is gradually increased, the stress change value corresponding to different opening lengths L2 底 is obtained, until the stress change value is equal to the preset limit value, the opening length L2 底 at this time is obtained, and the weld opening construction is performed according to the opening length not less than the obtained L2 底 .

[0041] The aforementioned method for correcting the geometric configuration error of a steel-concrete composite cable tower, in step 52, the weld of T1 segment is not opened, the jack is arranged on the side of T2 segment near the matching mouth, the "7" shaped counter-force frame 12 is rooted on the side of T1 segment near the matching mouth, the oil cylinder rod of the jack is adjusted to press the convex core concrete wallboard 10 of T2 segment down to the plane where the concave core concrete wallboard 13 of T1 segment is located, until the core concrete wallboards of the two segments are flush and there is no height difference.

[0042] The aforementioned method for correcting the geometric configuration error of a steel-concrete composite cable tower, in step 7, the other steel members include the main tower outer wallboard 1, the main tower outer wallboard stiffening rib 2 and the horizontal partition plate 6.

[0043] The method of the present application can determine the length and position of the opening weld of the core concrete wall plate by analyzing the structural stress characteristics of different sections of the main tower, considering the relative deviation of the matching port geometry, and targeting the length and position of the opening weld of the core concrete wall plate; by controlling the sequence of core concrete pouring construction and core concrete wall plate stiffening plate embedded section welding construction, the geometric configuration of the core concrete wall plate is corrected to make the structural linear shape smooth, and the generation of adverse secondary internal forces is reduced, the geometric configuration of the steel wall plate and the stiffening plate outside the core concrete wall plate is corrected, and the adjusted operation is consistent with the adjustment of the core concrete wall plate.

[0044] The method of the present application is simple in adjustment measure, does not require special equipment and personnel, but is strong in pertinence, covers all error generation conditions, can reduce the risk of construction, improve the operation efficiency and construction quality, and the present application controls from the essence of stress mechanism to make the construction more reasonable.

[0045] The method of the present application is not only effective for welded structures, but also suitable for bolted and bolted and welded connection methods, conforms to the construction trend and demand of large-span bridges and prefabricated assembly, and has strong operability and popularization. BRIEF DESCRIPTION OF DRAWINGS

[0046] Figure 1a It is a main tower structure schematic diagram of a bridge steel-concrete combined structure cable tower in the prior art;

[0047] Figure 1b It is a single section steel-concrete combined structure plan view of an upper tower column of a bridge steel-concrete combined structure cable tower in the prior art;

[0048] Figure 1c It is a single section steel-concrete combined structure space view of an upper tower column of a bridge steel-concrete combined structure cable tower in the prior art;

[0049] Figure 2a It is a main tower vertical assembly schematic diagram;

[0050] Figure 2b It is a main tower horizontal assembly schematic diagram;

[0051] Figure 3a It is a step 1 schematic diagram in the misalignment adjustment process in the prior art;

[0052] Figure 3b It is a step 2 schematic diagram in the misalignment adjustment process in the prior art;

[0053] Figure 3c It is a step 3 schematic diagram in the misalignment adjustment process in the prior art;

[0054] Figure 4A temporary limiting bracket schematic diagram in the steel-concrete composite cable tower geometric configuration error correction method of the present application;

[0055] Figure 5 A hoisting T2 segment and positioning schematic diagram in the steel-concrete composite cable tower geometric configuration error correction method of the present application.

[0056] In the figure, 1. main tower outer wall plate, 2. main tower outer wall plate stiffening rib, 3 core concrete wall plate, 4 core concrete wall plate stiffening plate, 5 core concrete, 6. horizontal partition plate, 7 steel anchor box, 8 tower column section line, 9. ground horizontal line, 10. convex core concrete wall plate, 11 jack, 12 "7" shaped counterforce frame, 13 recessed core concrete wall plate, 14 shear nail, 15 standard horse plate, 16 main tower vertical central axis, 17 upper segment main tower core concrete wall plate, 18 lower segment main tower core concrete wall plate, 19 limiting bracket top plate, 20 limiting bracket stiffening plate, 21 limiting bracket bottom plate, 22 positioning punch nail, 23, punch nail round hole. DETAILED DESCRIPTION

[0057] The technical solutions of the present application are further described below in combination with the drawings and specific embodiments.

[0058] Embodiment 1

[0059] A steel-concrete composite cable tower geometric configuration error correction method, comprising the following steps:

[0060] Step 1: three-dimensional coordinate positioning is performed on the overall steel tower segment of the bottommost segment, which is T1 segment; the positioning accuracy meets the relevant requirements of design and specifications, the geometric configuration of the top opening of the core concrete wall plate 3 is measured, the geometric configuration deviation is manufacturing deviation, which is represented by Δ1, and the manufacturing deviation is inevitable but within the acceptance accuracy range;

[0061] Step 2: pouring T1 segment core concrete 5, controlling the pouring height to make the pouring top surface and the T1 segment top reserved a set height L n顶 , where n is the segment number, top represents the distance from the top opening of the segment, and a horizontal support system is arranged outside the core concrete wall plate along the height direction to hold the core concrete wall plate, preventing the core concrete wall plate from expanding and deforming under the action of the expansion force generated during core concrete pouring, and reducing the influence of the lateral force generated by core concrete pouring on the geometric configuration of the top of T1 segment; after the core concrete pouring of T1 segment is completed, the geometric configuration of the core concrete wall plate is monitored to obtain the geometric configuration deviation Δ2 of the top opening of T1 segment, which satisfies Δ3 = Δ2 - Δ1, where Δ3 is the expansion deformation value of the core concrete wall plate due to core concrete pouring, generated by construction;

[0062] The height L n顶The simulation calculation process of the value is as follows: a finite element simulation model of the steel tower wall plate and horizontal support system is established by using finite element software, the height L is gradually increased n顶 , and the variable is calculated n顶 . The horizontal expansion deformation value of the top of the section and the ring at the matching position of the next section caused by pouring the core concrete of the section is calculated until the expansion deformation value is equal to or less than the set limit value, and the corresponding height L n顶 of the section is obtained, which is used to guide the pouring height of the concrete.

[0063] Step 3: hoist the T2 section and accurately position it, temporarily fix it by using temporary tooling and matching parts, weld a set of limiting corbels on the outer core concrete wall plate of the upper and lower sections near the matching position of the section, and arrange two limiting corbels on the core concrete wall plate of the upper and lower sections of the matching position, respectively. The horizontal plates of the two limiting corbels are provided with coaxial punch round holes 23, and the positioning punch 22 passes through the punch round holes 23 penetrating the upper and lower limiting corbels to fix the plane position of the newly hoisted T2 section, or fix the last section steel tower on the adjacent bottom section steel tower, as shown in Figure 5 .

[0064] Step 4: measure the geometric configuration deviation Δ4 of the bottom of the T2 section, which is the manufacturing deviation of the T2 section at this time, and calculate the relative deviation of the bottom of the T2 section and the top of the T1 section to obtain the geometric configuration relative deviation Δ5 of the matching position of the T1-T2 section, which is the relative deviation between the geometric configuration deviation Δ2 of the top of the T1 section and the manufacturing deviation Δ4 of the T2 section. The total deviation Δ2 of the T1 section is the manufacturing deviation Δ1 plus the construction deviation Δ3.

[0065] In the process of calculating the geometric configuration relative deviation Δ5 of the matching position of the T1-T2 section, the deviation results of the core concrete wall plate around include three cases:

[0066] 41. The T1 section top is outward relative to the T2 section bottom, and the geometric configuration relative deviation Δ5 of the matching position of the T1-T2 section is negative, indicating that the T1 section top protrudes from the plane of the T2 section core concrete wall plate, and the T2 section core concrete wall plate is closer to the vertical central axis 16 of the main tower, so the misalignment at the matching position of the T1-T2 section is adjusted, as shown in the left part of Figure 4 .

[0067] 42. The T1 section top is inward relative to the T2 section bottom, and the geometric configuration relative deviation Δ5 of the matching position of the T1-T2 section is positive, indicating that the T2 section bottom protrudes from the plane of the T1 section core concrete wall plate, and the T1 section core concrete wall plate is closer to the vertical central axis of the main tower, so the misalignment at the matching position of the T1-T2 section is adjusted, as shown in the right part of Figure 4as shown in the right part;

[0068] 43. When the top of the T1 segment is flush with the bottom of the T2 segment, the relative deviation of the geometric configuration at the matching mouth of the T1-T2 segment Δ5 is 0, indicating that the core concrete wall plates on both sides of the matching mouth are flush and uniform, and no adjustment is needed;

[0069] Step 5: Adjust the relative deviation of the geometric configuration at the matching mouth of the T1-T2 segment Δ5 appearing in step 4. Since it is targeted adjustment, it can solve the problems of the above deficiencies 1 and 2 and 3. The specific steps include:

[0070] 51. For the area where the relative deviation of the geometric configuration at the matching mouth of the T1-T2 segment Δ5 is negative, open the corner weld of the T1 segment close to the matching mouth, and the opening length is L1 顶 , and the weld of the T2 segment is not opened. The jack 11 is arranged on the side of the T1 segment close to the matching mouth, and the "7" shaped counterforce frame 12 is rooted on the side of the T2 segment close to the matching mouth. The oil cylinder rod of the jack is extended for adjustment, and the protruding core concrete wall plate 10 of the T1 segment is pressed down to the plane where the recessed core concrete wall plate 13 of the T2 segment is located, until the core concrete wall plates of the two segments of the T1 segment and the T2 segment are flush and there is no height difference, as shown in Figure 3b . At this time, the core concrete wall plate of the T1 segment, the shear nail 14 and the core concrete are in a compacted state, and no tensile stress is generated. Since the corner weld of the T1 segment is opened, the out-of-plane secondary internal force generated by this adjustment is released by deformation. Therefore, this adjustment scheme makes the adjustment linear uniform and does not generate secondary internal force, and the opening length of the weld is small, mainly at the top of the T1 segment, and the quality control is good. The out-of-plane direction is perpendicular to the thickness direction of the steel plate, that is, consistent with the extension direction of the oil cylinder rod of the jack;

[0071] 52. For the area where the relative deviation of the geometric configuration at the matching mouth of the T1-T2 segment Δ5 is positive, open the corner weld of the T2 segment close to the matching mouth, and the opening length is L2 底 , L2 底 represents the distance from the bottom plane of the T2 segment, and L2 底 is greater, the constraint stiffness of the core concrete wall plate of the T2 segment is smaller, and the secondary internal force generated by the adjustment is smaller;

[0072] The opening length L2 底 is determined according to the structure characteristics and calculation, and the calculation method is: a finite element simulation model of the steel tower wall plate is established by using a finite element software, the opening length L2 底 of the corner weld is gradually increased, the opening length L2 底Within the specified range, the core concrete wall panel is unconstrained at the bottom of the segment and at both side corners; calculations are performed using a finite element simulation model of the steel tower wall panel, gradually increasing the opening length L2. 底 The absolute value of L2 is obtained for different opening lengths. 底 The corresponding stress change value is calculated until the stress change value equals a preset limit value, at which point the opening length L2 is obtained. 底限 The opening length is not less than the calculated L2. 底限 The weld seam is opened for construction. The specified limit ensures that the absolute value after stress change remains within a recoverable linear elastic range throughout the entire construction process, preventing irreversible plastic deformation. Plastic deformation, specifically yield deformation, is a result of steel performance degradation. Due to the opening length L2... 底 Each stress change value corresponds to a preset limit, and the corresponding opening length L2 is derived by controlling the stress change value to reach the preset limit. 底 This opens up length L2 底 Controlled construction, L2 底 It is a very convenient and intuitive length measurement for on-site measurement, and the stress change is controlled by the length measurement; the weld of segment T1 is not opened, the jack is placed on the side of segment T2 near the matching ring, the "7" shaped reaction frame 12 is rooted on the side of segment T1 near the matching ring, the hydraulic cylinder rod of the jack is adjusted, and the protruding core concrete wall plate 10 of segment T2 is pressed down onto the plane where the concave core concrete wall plate 13 of segment T1 is located, until the core concrete wall plates of the two segments are flush and there is no height difference. Figure 3b As shown, at this time, the core concrete wall panel of segment T1 is subjected to a normal tensile force from the outside towards the jack direction. However, since the corner weld of segment T1 is not opened, the constraint stiffness of the core concrete wall panel is large and L1 顶 There is no core concrete within the range; due to the relatively large opening length of the corner weld of the core concrete wall panel of segment T2, the constraint stiffness is lower than that of the steel tower side of segment T1. The above adjustment causes the deformation of the core concrete wall panel of segment T2 to be larger than that of the steel tower side of segment T1. The deformation releases the internal force and moves closer to the plane of the core concrete wall panel of segment T1, making the line smooth. There is no tensile stress generated between the shear nails and the core concrete in segment T1. In addition, since the corner weld of segment T2 is opened, the out-of-plane secondary internal force generated by this adjustment is released by deformation. Therefore, the adjustment scheme in this step makes the adjustment line smooth, does not generate secondary internal force, and the opening weld length is small, mainly at the bottom of segment T2.

[0073] 53. For the area where the relative geometric deviation Δ5 at the matching joint of segment T1-T2 is 0, it means that the core concrete wall panels on both sides of the matching joint are flush and uniform, and no adjustment is required. Only the area where the relative geometric deviation Δ5 at the matching joint of segment T1-T2 is 0 needs to be temporarily fixed with standard 15mm mortise and tenon.

[0074] Step 6: After the linear adjustment of the core concrete wallboard at the matching opening is leveled, the core concrete wallboard on both sides of the matching opening is error-free, as shown in Figure 3b , and because the core concrete in the L1 顶 range at the top of the T1 segment is not poured, the L2 顶 range at the top of the T2 segment is reserved, and before the core concrete in the L1 顶 range at the top of the T1 segment and the L2 顶 range except the reserved top of the T2 segment is poured, the core concrete wallboard stiffener plate 4 is disconnected in both upward and downward directions at the matching opening of the T1-T2 segment by a certain length to form a core concrete wallboard patching segment, the main purpose of which is to facilitate the welding of the weld at the matching opening (i.e., the tower column segmentation line 8). By connecting the disconnected length of the steel plate member with the original disconnected core concrete wallboard stiffener plate in the field through field welding to form a whole, a continuous core concrete stiffener plate is formed. Because the stiffener plates of the core concrete wallboard of the upper and lower segments are connected as a whole, the integrity of the matching opening, i.e., the patching segment, is increased, the stiffness of the patching segment against the swelling deformation caused by core concrete pouring is increased, uneven deformation is controlled, secondary internal forces are reduced, and the problems caused by the above deficiencies 4 are solved.

[0075] Step 7: For other steel members other than the core concrete wallboard, the adjusted core concrete wallboard is used as a reference, and the edge welds on both sides of the matching opening are opened in the adjustment, and the length of the opening position is L1 顶 or L2 底 ; other steel members include the main tower outer wallboard 1, the main tower outer wallboard stiffener rib 2, and the horizontal partition plate 6. Step 7 makes the linear shape smooth and reduces the generation of secondary internal forces. Because the core concrete of the T2 segment is not poured, the core concrete wallboard does not form a composite structure with the concrete, and there is no problem of tensile failure.

[0076] Step 8: Repeat steps 2 to 7 until the steel-concrete composite cable tower construction is completed.

[0077] Because the steel plate cutting and assembling in the factory inevitably produces error, the pre-assembly in the factory can effectively control the large deviation in the matching process, but still cannot completely eliminate the manufacturing error of the matching opening; because the pouring of the core concrete adds a construction error due to pouring to the original manufacturing error, the error at the matching opening is more complex, and it is also found in the actual construction process of the multiple bridges that the error shows a divergent trend, the present application analyzes the error in pertinence, including the manufacturing error and the construction error, and analyzes the adverse effects of the traditional adjustment scheme on the unevenness of the line, the secondary internal force brought to the core concrete wall plate, and the decline of the integrity caused by the tensile stripping between the core concrete wall plate and the shear nail and the core concrete, analyzes the classification of the matching error in pertinence and proposes specific and pertinence solving measures, and realizes the overall planning of the line uniformity, the minimum secondary internal force, the minimum construction impact and the shortest weld opening length.

[0078] The embodiments of the present application are described in detail above in combination with the drawings, but the above description is only the preferred embodiments of the present application, and it should be noted that, for the ordinary skilled in the art, several improvements and modifications can be made without departing from the technical principles of the present application, and these improvements and modifications should also be considered as the protection scope of the present application.

Claims

1. A method for correcting geometric configuration errors of steel-concrete composite cable towers, characterized in that, Includes the following steps: Step 1: Perform three-dimensional coordinate positioning on the bottom steel tower segment T1 as a whole, and measure the geometric configuration of the top opening of the core concrete wall panel (3). The geometric configuration deviation is the manufacturing deviation, represented by Δ1. Step 2: Pour the core concrete of segment T1 (5), control the pouring height, and leave a predetermined height L between the top surface of the pouring and the top of segment T1. n顶 A horizontal support system is installed along the height direction on the outside of the core concrete wall panel of this segment to support the stiffening plate of the core concrete wall panel; after the core concrete of the steel tower in segment T1 is poured, the geometric configuration of the core concrete wall panel is monitored to obtain the geometric configuration deviation Δ2 at the top of segment T1, which satisfies Δ3=Δ2-Δ1, where Δ3 is the construction deviation, which is the expansion deformation value of the core concrete wall panel caused by the pouring of core concrete; Step 3: Hoist and position segment T2, and temporarily fix it using temporary tools and matching parts; Step 4: Measure the geometric configuration deviation Δ4 at the bottom opening of segment T2, and calculate the relative deviation between the bottom opening of segment T2 and the top opening of segment T1 to obtain the relative geometric configuration deviation Δ5 = Δ4 - Δ2 at the matching opening of segments T1-T2. Step 5: Adjust the relative deviation Δ5 of the geometric configuration at the T1-T2 segment matching port that appeared in Step 4; Step 6: After the alignment of the core concrete wall panels at the matching joint is adjusted to be level, and there are no misalignments in the core concrete wall panels on both sides of the matching joint, the top L1 of segment T1 is poured simultaneously. 顶 And T2 segment except for the top reserved L2 顶 Before the core concrete outside the range, the core concrete wall panel stiffening plate (4) is cut off in the upper and lower directions at the matching port of T1-T2 segment to form the core concrete wall panel stiffening plate interlocking section. Step 7: For steel components other than the core concrete wall panel, using the adjusted core concrete wall panel as a reference, adjust them by opening the fillet welds on both sides of the mating joint. The length of the opening position is L1. 顶 or L2 底 ; Step 8: Repeat steps 2 to 7 until the steel-concrete composite cable tower construction is completed.

2. The method for correcting geometric configuration errors of a steel-concrete composite cable tower according to claim 1, characterized in that, In step 2, the height L n顶 The simulation calculation process is as follows: a finite element simulation model of the steel tower wall panel and horizontal support system is established using finite element software, and the height L is gradually increased. n顶 Variables, calculations and height L n顶 The horizontal expansion deformation value at the top of this segment and the matching ring at the next segment caused by the core concrete pouring is calculated until the expansion deformation value is equal to or less than the set limit, and the corresponding height L is obtained at this time. n顶 .

3. The method for correcting geometric configuration errors of a steel-concrete composite cable tower according to claim 1, characterized in that, In step 3, a set of limiting brackets are welded to the outside of the core concrete wall panels of the upper and lower segments near the segment matching port. The two limiting brackets are respectively arranged on the core concrete wall panels of the upper and lower segments of the matching port. The horizontal plates of the two limiting brackets are provided with coaxial punch holes (23). The positioning punch (22) passes through the punch holes (23) of the upper and lower limiting brackets to fix the planar position of the newly hoisted T2 segment.

4. The method for correcting geometric configuration errors of a steel-concrete composite cable tower according to claim 1, characterized in that, In step 4, during the calculation of the relative geometric deviation Δ5 at the matching joint of segments T1-T2, the deviation results of the core concrete surrounding panels include three cases:

41. The top opening of segment T1 is outward relative to the bottom opening of segment T2. The relative geometric deviation Δ5 at the matching opening of segments T1 and T2 is negative, indicating that the top opening of segment T1 protrudes beyond the plane of the core concrete wall panel of segment T2. In this case, the misalignment at the matching opening of segments T1 and T2 should be adjusted.

42. The top opening of segment T1 is recessed relative to the bottom opening of segment T2. At this time, the relative deviation Δ5 of the geometric configuration at the matching opening of segments T1 and T2 is a positive value, indicating that the bottom opening of segment T2 protrudes from the plane of the core concrete wall panel of segment T1. Then, the misalignment at the matching opening of segments T1 and T2 should be adjusted.

43. When the top opening of segment T1 is flush with the bottom opening of segment T2, the relative geometric deviation Δ5 at the matching opening of segments T1-T2 is 0, indicating that the core concrete wall panels on both sides of the matching opening are flush and no adjustment is required.

5. The method for correcting geometric configuration errors of a steel-concrete composite cable tower according to claim 4, characterized in that, Step 5 includes the following steps:

51. For the region where the relative geometric deviation Δ5 at the matching joint of segments T1-T2 is negative, open the fillet weld near the matching joint of segment T1, with an opening length of L1. 顶 Without opening the weld of segment T2, place the jack (11) on the side of segment T1 near the matching port, and root the "7" shaped reaction frame (12) on the side of segment T2 near the matching port. Extend the hydraulic cylinder rod of the jack to adjust it, and press the raised core concrete wall panel (10) of segment T1 down onto the plane where the concave core concrete wall panel (13) of segment T2 is located until the core concrete wall panels of segments T1 and T2 are flush and there is no height difference.

52. For the region where the relative geometric deviation Δ5 at the matching joint of segments T1-T2 is positive, open the fillet weld near the matching joint of segment T2, with an opening length of L2. 底 ; 53. For the area where the relative geometric deviation Δ5 at the matching port of segment T1-T2 is 0, it means that the core concrete wall panels on both sides of the matching port are flush and do not need to be adjusted. Use a standard board (15) to temporarily fix the area where the relative geometric deviation Δ5 at the matching port of segment T1-T2 is 0.

6. The method for correcting geometric configuration errors of a steel-concrete composite cable tower according to claim 5, characterized in that, In step 52, the opening length L2 底 The calculation method is as follows: a finite element simulation model of the steel tower wall panel is established using finite element software, and calculations are performed using this model, gradually increasing the opening length L2. 底 The absolute value of L2 is obtained for different opening lengths. 底 The corresponding stress change value is calculated until the stress change value equals a preset limit value, at which point the opening length L2 is obtained. 底 The opening length is not less than the calculated L2. 底 The weld seam opening construction is carried out.

7. The method for correcting geometric configuration errors of a steel-concrete composite cable tower according to claim 5, characterized in that, In step 52, the weld of segment T1 is not opened. The jack is placed on the side of segment T2 near the matching ring. The "7" shaped reaction frame (12) is rooted on the side of segment T1 near the matching ring. The hydraulic cylinder rod of the jack is adjusted to press the raised core concrete wall panel (10) of segment T2 down onto the plane where the concave core concrete wall panel (13) of segment T1 is located until the core concrete wall panels of the two segments are flush and there is no height difference.

8. The method for correcting geometric configuration errors of a steel-concrete composite cable tower according to claim 1, characterized in that, In step 7, the other steel components include the main tower outer wall panel (1), the main tower outer wall panel stiffening rib (2), and the horizontal partition (6).

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