Method for staged erection of high pier stud scaffold

Abstract

A staged erection method for a high pier stud scaffold relates to the technical field of bridge construction and comprises the steps that a scaffold structure is obtained based on formwork erection parameters of pier studs, and the scaffold structure comprises a first erection section and a plurality of follow-up erection sections; based on the structures of the follow-up erecting sections, bearing rod piece sets are arranged in the follow-up erecting sections correspondingly; by means of the obtained structure of the scaffold, the first erecting section is erected on the pier column construction site; according to the construction sequence, hoisting equipment is used for hoisting all the follow-up erecting sections to the erected scaffold in sequence through the bearing rod piece sets on all the follow-up erecting sections; according to the method, the scheme of ground pre-erection, additional bearing rod piece set, multi-dimensional strain monitoring and posture feedback control is introduced, so that a traditional high-altitude operation mode is changed; the technical effects of high safety and high efficiency of erection of the floor fastener type steel pipe scaffold in the high pier column construction process are achieved.

Description

Technical Field

[0001] This invention relates to the field of bridge construction technology, specifically to a method for the phased erection of scaffolding for high piers. Background Technology

[0002] With the rapid development of infrastructure construction in my country, high pier structures in bridges, viaducts, and other projects are becoming increasingly common. During the construction of these tall structures, it is usually necessary to erect ground-supported steel pipe scaffolding as a working platform, safety protection system, and formwork support system for the main structure.

[0003] Traditional scaffolding erection methods, regardless of the height of the pier, involve building scaffolds layer by layer on-site. For piers exceeding tens of meters in height, this method concentrates most of the construction work in a high-altitude environment.

[0004] High working height and long exposure time: As the height of scaffolding increases, erecting workers must spend long periods of time at height moving, passing, positioning, and securing heavy objects such as steel pipes and fasteners. The extended exposure time of workers at height leads to an exponential increase in safety risks with increasing height.

[0005] Vertical material transport is challenging: High-altitude operations rely on vertical transport equipment, and the swaying and positioning of materials during hoisting are difficult, which can easily lead to falling objects and accidents caused by falling from heights.

[0006] High-altitude operations are limited: confined operating space, wind speed variations, and adverse weather conditions all severely restrict workers' operational capabilities and increase the probability of operational errors.

[0007] Given the high safety risks and low efficiency of the existing high-pier column structure ground-mounted coupler-type steel pipe scaffolding erection process, there is an urgent need for an innovative scaffolding erection method. Summary of the Invention

[0008] This invention provides a method for the phased erection of high-pier scaffolding. By introducing ground pre-erection, additional load-bearing member groups, multi-dimensional strain monitoring, and attitude feedback control, it changes the traditional high-altitude operation mode and achieves high safety and high efficiency in scaffolding erection.

[0009] A method for erecting high-pier scaffolding in stages includes:

[0010] The scaffold structure is obtained based on the formwork support parameters of the piers, wherein the scaffold structure includes the first erection section and several subsequent erection sections;

[0011] Based on the structure of the subsequent erection sections, load-bearing member groups are set in each subsequent erection section;

[0012] Using the obtained scaffolding structure, the first erection section was constructed at the pier construction site;

[0013] According to the construction sequence, hoisting equipment is used to hoist each subsequent erected section to the completed scaffolding through the load-bearing rod groups on each subsequent erected section in turn;

[0014] Adjust the position of the scaffolding and connect and secure it.

[0015] Furthermore, the scaffolding structure is a ground-mounted, coupler-type steel pipe scaffolding.

[0016] Furthermore, the process of determining the structure of the scaffolding includes:

[0017] The number of times the scaffolding needs to be erected is determined based on the height of the formwork installed on the pier at one time, and the overall structure of the scaffolding is divided into several erection sections according to the erection sequence.

[0018] Based on the number of erections and the height of the formwork installed on the piers at one time, the structure of each erection section of the scaffold is designed to obtain a scaffold structure composed of several erection sections.

[0019] Furthermore, the load-bearing member assembly includes at least one first load-bearing member and at least one second load-bearing member, with the first and second load-bearing members respectively distributed in the subsequent erection sections of the scaffolding.

[0020] Furthermore, the positions of the first and second load-bearing rods are staggered to form at least four staggered lifting points. When the number of the first and second load-bearing rods is greater than one, the first load-bearing rods and the second load-bearing rods are connected by connecting rods to form an integral structure.

[0021] Furthermore, the process of determining the placement of the load-bearing member assembly includes:

[0022] Determine the center of gravity of the ground-supported steel pipe scaffolding with couplers;

[0023] Based on the number of the first and second support rods, at least four positioning points are sequentially selected on the periphery of the ground-mounted coupler-type steel pipe scaffold, symmetrical about the center of gravity, and capable of being connected to the main node;

[0024] Based on the location of the positioning point, the first and second load-bearing rods are installed onto the ground-mounted coupler-type steel pipe scaffolding using fasteners.

[0025] Furthermore, stress-strain monitoring units are installed on the first and second load-bearing rods, and the stress-strain monitoring units are adapted to acquire multi-dimensional strain data of the first and second load-bearing rods.

[0026] Furthermore, the stress-strain monitoring unit is connected to a calculation and control device and sends multi-dimensional strain data to the calculation and control device. Based on the multi-dimensional strain data, the calculation and control device is used to perform real-time decoupling calculations on the uneven load distribution, overall torsion, and bending degree during the subsequent erection of the ground-mounted coupler-type steel pipe scaffolding.

[0027] Furthermore, it also includes a posture adjustment device, which is communicatively connected to the computing control equipment. The process of using hoisting equipment to hoist the subsequent erection section of the ground-mounted coupler-type steel pipe scaffolding includes:

[0028] Connect the hoisting equipment to the lifting points on the attitude adjustment device;

[0029] The four independently adjustable lifting devices on the attitude adjustment device are respectively connected to the suspension points on the first support rod and the second support rod;

[0030] The hoisting equipment uses a posture adjustment device to lift the ground-mounted coupler-type steel pipe scaffolding to the installation position;

[0031] During the hoisting process, the computational control equipment obtains the posture of the ground-mounted coupler-type steel pipe scaffolding based on the multi-dimensional strain data collected by the stress-strain monitoring unit;

[0032] The computer control equipment controls four independently adjustable lifting devices to adjust the posture of the ground-mounted coupler-type steel pipe scaffolding.

[0033] Furthermore, the attitude adjustment device includes a hoisting frame and four lifting devices distributed at the bottom of the hoisting frame. The top of the hoisting frame has four lifting points for connecting to the hoisting equipment. The slings of the lifting devices are connected to the lifting points on the first support rod and the second support rod, respectively.

[0034] The beneficial effects of the above-described technical solutions provided in the embodiments of the present invention include at least the following:

[0035] 1. By transferring most of the scaffolding assembly work to a safe and stable ground for pre-erection, this method greatly shortens the time spent working at heights, thereby essentially reducing the safety risks of falls from heights and being struck by objects.

[0036] 2. Ground operations are far more efficient than high-altitude operations, enabling the assembly line of the erection process, improving overall erection efficiency, and significantly shortening the construction cycle of high piers.

[0037] Other features and advantages of the invention will be set forth in the description which follows, and will be apparent in part from the description, or may be learned by practicing the invention. The objects and other advantages of the invention may be realized and obtained by means of the structures particularly pointed out in the written description, claims, and drawings.

[0038] The technical solution of the present invention will be further described in detail below with reference to the accompanying drawings and embodiments. Attached Figure Description

[0039] The accompanying drawings are provided to further illustrate the invention and form part of the specification. They are used in conjunction with embodiments of the invention to explain the invention and do not constitute a limitation thereof. In the drawings:

[0040] Figure 1 This is a flowchart of the method for phased erection of high-pier scaffolding disclosed in an embodiment of the present invention;

[0041] Figure 2 This is a schematic diagram of the hoisting structure for step 4 of the present invention.

[0042] Figure 3 for Figure 2 Enlarged structural diagram at point A;

[0043] Figure 4 This is a communication block diagram of the hoisting structure for step 4 of an embodiment of the present invention.

[0044] Figure label:

[0045] 1. Ground-mounted coupler-type steel pipe scaffolding; 2. Lifting equipment; 3. Bearing member assembly; 31. First bearing member; 32. Second bearing member; 4. Stress and strain monitoring unit; 5. Posture adjustment device; 51. Lifting frame; 52. Lifting device; 6. Calculation and control equipment. Detailed Implementation

[0046] Exemplary embodiments of the present disclosure will now be described in more detail with reference to the accompanying drawings. While exemplary embodiments of the present disclosure are shown in the drawings, it should be understood that the present disclosure may be implemented in various forms and should not be limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete, and will fully convey the scope of the disclosure to those skilled in the art.

[0047] The purpose of this invention is to provide a method for erecting scaffolding in stages, which is different from the existing method. The key point is that the erection process is changed from the existing method in which construction workers carry out the erection layer by layer on the basis of the completed scaffolding to the method in which the erection process is changed to the method in which the subsequent erection section is hoisted to the basis of the completed scaffolding after the ground is erected, and then the subsequent erection section is hoisted to the basis of the completed scaffolding for installation.

[0048] The advantages of this construction method are: 1. Multiple subsequent erection sections can be erected simultaneously. If erected in advance, it is easier to coordinate with the formwork erection work, ensuring the stability of the overall construction; 2. Changing the work location from high altitude to the ground eliminates the safety hazards caused by working at height, effectively improving the safety of construction; 3. The installation of each stage of the overall scaffolding can be completed simply by hoisting the subsequent erection sections onto the already erected scaffolding, which can reduce the number of times and the time that construction workers work at height, thus improving the safety of construction.

[0049] Next, the process of erecting a ground-mounted coupler-type steel pipe scaffold in stages according to the present invention will be described in detail.

[0050] Figure 1 This invention illustrates a method for phased erection of high-pier scaffolding, comprising the following steps:

[0051] S1, the scaffold structure is obtained based on the formwork support parameters of the pier columns.

[0052] The scaffolding structure is a ground-supported, coupler-type steel pipe scaffolding 1. The process of determining the scaffolding structure includes:

[0053] S11. Determine the number of times the scaffolding needs to be erected based on the height of the formwork installed on the pier at one time, and divide the overall structure of the scaffolding into several erection sections according to the erection sequence.

[0054] S12, based on the number of erections and the height of the template installed on the pier at one time, the structural design of each erection section of the scaffold is carried out to obtain a scaffold structure composed of several erection sections;

[0055] S13, the scaffolding structure consists of the first erected section and several subsequent erected sections.

[0056] The first erection section is a section that is completely erected on the ground by construction workers. Subsequent erection sections are installed layer by layer by hoisting equipment 2 after the ground erection is completed.

[0057] Understandably, each subsequent erection segment can be a whole or composed of several sub-subsequent erection segments. This is because when the scaffolding area of ​​the pier is too large and the structure is complex, it is not possible to hoist the erection segment used in one erection as a whole. It needs to be disassembled to facilitate construction.

[0058] S2, based on the structure of the subsequent erected sections, load-bearing member groups 3 are set in each subsequent erected section.

[0059] The load-bearing member group 3 includes at least one first load-bearing member 31 and at least one second load-bearing member 32. The first load-bearing member 31 and the second load-bearing member 32 are respectively distributed in the subsequent erection section of the scaffolding. The positions of the first load-bearing member 31 and the second load-bearing member 32 are staggered to form at least four staggered suspension points. When the number of the first load-bearing member 31 and the second load-bearing member 32 is greater than one, the first load-bearing members 31 and the second load-bearing members 32 are connected by connecting rods to form an integral structure.

[0060] Based on step 2, when the subsequent erection section is composed of several sub-sub-sub-erection sections, each sub-sub-sub-erection section is also equipped with a first load-bearing rod 31 and a second load-bearing rod 32 as connection parts during the hoisting process.

[0061] The process of determining the installation position of the load-bearing member group 3 includes:

[0062] S21, Determine the center of gravity of the ground-mounted coupler-type steel pipe scaffold 1.

[0063] A three-dimensional coordinate system is established with the ground geometric center of the ground-mounted coupler-type steel pipe scaffold 1 structure as the origin;

[0064] The scaffolding is broken down into multiple components, and the mass and corresponding center of gravity coordinates of each component are obtained.

[0065] The center of gravity of the entire ground-supported steel pipe scaffold 1 is calculated based on the mass of each component and its corresponding center of gravity coordinates. The calculation method is as follows:

[0066] 。;

[0067] In the formula, ( ): Barthon coordinates; : No. The mass of each component; The centroid coordinates of each component.

[0068] It should be noted that, in one embodiment of this method, the center of gravity ( The coordinate system is two-dimensional because in lifting and hoisting operations, the primary objective is to ensure that the suspended object does not overturn or twist in the horizontal plane. The line of action of the resultant force of all slings at the main lifting point must pass through the horizontal center of gravity (COP). Only by accurately determining the projection point can horizontal balance be achieved. Therefore, in this embodiment of the invention, only the horizontal center of gravity of the scaffold hoisting section is precisely determined. ), the The stability and balance in the axial direction are ensured by adjusting the length or tension of the slings in real time during the lifting process.

[0069] Understandably, the calculated center of gravity can be the center of gravity of the entire coupler-type steel pipe scaffold 1 for each subsequent erected section, or it can be the center of gravity of the entire coupler-type steel pipe scaffold 1 for several subsequent erected sections. The calculation process for obtaining the center of gravity uses existing technology. The purpose of obtaining the center of gravity is to determine the positions of the first support rod 31 and the second support rod 32, as one of the necessary conditions.

[0070] S22, based on the number of the first support rod 31 and the second support rod 32, take out at least four positioning points on the periphery of the ground-mounted coupler-type steel pipe scaffold 1, symmetrical about the center of gravity, and capable of being connected to the main node.

[0071] S23, based on the location of the positioning point, the first load-bearing rod 31 and the second load-bearing rod 32 are respectively installed onto the ground-mounted coupler-type steel pipe scaffolding 1 using fasteners.

[0072] It should be noted that, in order not to obstruct worker passage and to obtain a safety margin, the first load-bearing rod 31 and the second load-bearing rod 32 adopt a parallel installation structure. That is, a load-bearing rod is installed close to the inside or outside of the original corner upright and is locked to the original upright at intervals by fasteners. The advantages of this are: extremely high safety margin, the load-bearing rod is specially used for hoisting, and the ordinary upright is used for construction.

[0073] S3, utilizing the obtained scaffolding structure, erect the first erection section at the pier construction site.

[0074] S31. In the area where the pole will be placed, the site will be leveled and hardened to ensure that the bearing capacity of the foundation meets the design requirements.

[0075] S32, set up a full-length reinforced concrete strip foundation or steel pad beam as the bottom support to ensure uniform load distribution;

[0076] S33, an adjustable base is installed at the bottom of the pole, and the base plate must be placed stably on the wooden blocks or steel sections;

[0077] S34. Use a laser theodolite or total station to accurately lay out and position the first-floor poles, strictly control the initial position and verticality of the poles, and ensure that the deviation is within a smaller range of the allowable value in the specification.

[0078] S35, in the longitudinal and transverse directions of the scaffolding, continuous scissor bracing and transverse diagonal bracing shall be installed in accordance with the specifications.

[0079] S36, temporary reinforcing tie rods are installed at the bottom and top along the horizontal direction to resist horizontal wind loads and accidental impacts during lifting;

[0080] After the structure is erected to the designed height, the first row of permanent wall ties should be installed immediately to firmly anchor the first erected section to the main structure of the pier or the embedded parts. The number, spacing and connection strength of the wall ties must meet the design requirements to ensure that the first erected section has sufficient wind resistance and overturning resistance.

[0081] At least four guide positioning pins or guide sleeves are installed on the top of the four corner uprights or adjacent horizontal bars of the top layer of the first erected section, by means of flange connection or welding. The bottom of the subsequent erected section has a matching interface reserved at the corresponding position to facilitate the connection between the bottom of the subsequent erected section and the top layer of the first erected section.

[0082] S4. Following the construction sequence, hoisting equipment 2 is used to hoist each subsequent erected section onto the completed scaffolding via the load-bearing member group 3 on each subsequent erected section.

[0083] Stress-strain monitoring units 4 are installed on the first support rod 31 and the second support rod 32. The stress-strain monitoring units 4 are strain gauges or other sensors that can achieve similar functions. The strain gauges are installed on the first support rod 31 and the second support rod 32 in the existing arrangement. The stress-strain monitoring units 4 are suitable for acquiring multi-dimensional strain data of the first support rod 31 and the second support rod 32. The stress-strain monitoring units 4 are communicatively connected to the calculation and control device 6 and send the multi-dimensional strain data to the calculation and control device 6. The calculation and control device 6 uses the multi-dimensional strain data to perform real-time decoupling calculations on the uneven load distribution, overall torsion, and bending degree during the hoisting process of the subsequent erection section of the ground-mounted coupler-type steel pipe scaffold 1.

[0084] Multidimensional strain data are obtained by using strain gauges in existing technology to obtain the pure axial strain, pure bending strain, and pure shear strain of the first support rod 31 or the second support rod 32 during the hoisting process.

[0085] The calculation and control device 6 first processes the original strain data on each load-bearing bar, decomposing it into strain components corresponding to pure axial force, pure bending moment, and pure torque. This is an existing technology, and its process will not be described in detail here.

[0086] S41 uses the pure axial strain component of a single rod to calculate the actual tensile force of two load-bearing rods and quantifies their unbalance.

[0087] The calculation and control device 6 uses the existing Hooke's law to convert the pure axial strain component of each load-bearing bar obtained from the decoupling into the average axial tensile force borne by the bar.

[0088] The calculation and control device 6 calculates the difference between the tensions of the two support rods (first support rod 31 or second support rod 32). This difference is quantified by the percentage of the difference between the tensions of the two rods to the total tension. It is used to reflect the trend of the scaffold section tilting left and right in the horizontal plane in real time and is a direct basis for judging whether the tension of the winches on both sides needs to be adjusted to achieve balance.

[0089] S42 uses the pure shear strain component of a single bar to calculate the net torque of two load-bearing bars, thereby quantifying the overall torsion of the scaffold.

[0090] The calculation and control device 6 uses existing elasticity theory to convert the pure shear strain component of each load-bearing rod obtained by decoupling into the torque borne by the rod.

[0091] The calculation and control device 6 calculates the net torque of the two load-bearing rods (first load-bearing rod 31 or second load-bearing rod 32). The sum of the absolute values ​​of the net torques of the two rods or the difference between them is used as a quantitative indicator of the overall torsion. It is used to indicate the degree of torsion and deformation of the structure during hoisting in real time and is a key parameter for adjusting the relative tension of the winches on both sides to counteract the torque.

[0092] S43 uses the pure bending strain component of a single bar to calculate the average bending moment of two load-bearing bars, thereby quantifying the overall bending deformation of the scaffold.

[0093] The calculation and control device 6 uses existing material mechanics theory to convert the pure bending strain component of each load-bearing bar obtained by decoupling into the bending moment borne by the bar.

[0094] The calculation and control device 6 calculates the average bending moment of the two load-bearing bars as a quantitative indicator of the overall bending of the scaffolding section. This reflects the bending deformation of the scaffolding section under uneven lateral or vertical forces, and guides the adjustment of the average tension of all winches to reduce bending.

[0095] S44 monitors the uneven tension between the two suspension points inside a single load-bearing rod to ensure that the load-bearing rod itself is in a safe state.

[0096] The calculation and control device 6 continuously monitors the bending moment on each load-bearing bar. Under ideal conditions, since it is a pure axial force, the bending moment should approach zero.

[0097] If the bending moment exceeds the preset minimum critical value, it indicates that there is a significant difference in tension between the two suspension points of the member, causing the support member to bend. The calculation and control device 6 adjusts the relative tension of the two lifting devices 52 connected to the same support member according to the internal bending moment quantification value, so as to eliminate the bending moment of the support member itself, ensure that it is always in a safe state of pure tension, and prevent the support member from becoming locally unstable.

[0098] S5, adjust the position of the scaffolding and connect and fix it.

[0099] It also includes an attitude adjustment device 5, which is communicatively connected to the computing and control device 6. The attitude adjustment device 5 includes a hoisting frame 51 and four lifting devices 52 distributed at the bottom of the hoisting frame 51. The top of the hoisting frame 51 has four lifting points for connecting to the hoisting equipment 2. The slings of the lifting devices 52 are respectively connected to the lifting points on the first support rod 31 and the second support rod 32.

[0100] The process of using hoisting equipment 2 to hoist the subsequent erection section of the ground-mounted coupler-type steel pipe scaffold 1 includes:

[0101] S51, the hoisting equipment 2 is connected to the lifting point on the attitude adjustment device 5;

[0102] S52, the four independently adjustable lifting devices 52 on the attitude adjustment device 5 are respectively connected to the suspension points on the first support rod 31 and the second support rod 32. The position of the suspension points can be set according to the actual situation. The farther the distance between the suspension points is, the better. The minimum distance is not less than one-third of the length of the support rod.

[0103] S53, hoisting equipment 2 uses attitude adjustment device 5 to hoist ground-mounted coupler-type steel pipe scaffolding 1 to the installation position;

[0104] The lifting device 52 should apply initial tension to tighten the first support rod 31 and the second support rod 32. At this time, the strain monitoring unit starts to work, collects initial multi-dimensional strain data, and sends it to the calculation and control device 6. During the lifting process, the four lifting devices 52 on the attitude adjustment device 5 should maintain the initial tension or the preset synchronous increment to ensure that the scaffold section is roughly balanced in the vertical direction and reduce external disturbances.

[0105] S54, During the hoisting process, the calculation and control equipment 6 obtains the posture of the ground-mounted fastener-type steel pipe scaffold 1 based on the multi-dimensional strain data collected by the stress and strain monitoring unit 4;

[0106] The calculation and control device 6 receives multi-dimensional strain data collected in real time from the stress and strain monitoring unit 4 on the first support rod 31 and the second support rod 32. The calculation and control device 6 performs decoupled calculation on the data and obtains the following three key attitude quantification parameters in real time: the degree of uneven load distribution, which reflects the horizontal tilt deviation; the degree of overall torsion, which reflects the planar torsion deviation; the degree of bending, which reflects the lateral bending deviation of the unit. These three parameters are compared with the preset critical safety threshold to determine whether attitude correction is needed.

[0107] S55, the computing control device 6 controls four independently adjustable lifting devices 52 to adjust the posture of the ground-mounted coupler-type steel pipe scaffold 1.

[0108] When any attitude quantification parameter exceeds the critical threshold, the calculation and control device 6 generates adjustment commands in real time according to the direction of the deviation. For example, if the uneven load distribution reflects that the tension of the first support rod 31 is greater than the tension of the second support rod 32, the calculation and control device 6 sends a command to reduce the tension of the lifting device 52 on the first support rod 31 and increase the tension of the lifting device 52 on the second support rod 32 until the uneven load distribution returns to a safe range. As another example, if the overall torsion exceeds the limit, the calculation and control device 6 sends a command to adjust the relative tension difference between the two independent lifting devices 52 connecting the upper point of the first support rod 31 and the relative tension difference between the two independent lifting devices 52 connecting the upper point of the second support rod 32, so as to generate a balancing torque to counteract the torsion.

[0109] The computational control device 6 directly controls the four independent lifting devices 52 on the attitude adjustment device 5 through the communication interface, adjusting the length and tension of their slings. After adjustment, the strain monitoring unit immediately collects new strain data, and the computational control device 6 performs re-decoupling calculations to form real-time closed-loop control until the scaffold section is in place at the installation position with minimal deformation.

[0110] This embodiment discloses a method for phased erection of high-pier scaffolding. By transferring the majority of scaffolding assembly work to a ground-based safety platform, it significantly reduces the time and workload of workers exposed to high-altitude environments, eliminating fatal risks such as falls from heights and uncontrolled vertical material transport, thus fundamentally improving construction safety. In terms of efficiency, ground-based pre-erection and assembly are far more efficient than high-altitude operations. Combined with rapid overall hoisting, this method shortens the scaffolding erection cycle, effectively solving the bottleneck of scaffolding erection as a critical path in the main structure construction. This brings significant economic benefits to the entire high-pier project. Particularly noteworthy is that by configuring load-bearing member groups 3 and stress-strain monitoring units 4 on subsequent scaffolding erection sections, the calculation and control equipment 6 can utilize the multi-dimensional strain data collected by the stress-strain monitoring units 4 from the load-bearing member groups 3 to quantify in real-time and accurately the uneven load distribution, overall torsion, and bending degree of the ground-mounted coupler-type steel pipe scaffolding 1 during hoisting. When any deformation state quantification value exceeds the preset safety threshold, the calculation and control device 6 can immediately generate a correction command. Through four independently adjustable lifting devices 52, the tension of each lifting point is actively adjusted, thereby eliminating the deformation trend the moment it occurs. This effectively prevents deformation caused by uneven load distribution, overall torsion and bending during the subsequent erection process, thus avoiding problems in the scaffolding erection and installation and ensuring the smooth implementation of the embodiment of the present invention.

[0111] It should be understood that the specific order or hierarchy of steps in the disclosed process is an example of an exemplary method. Based on design preferences, it should be understood that the specific order or hierarchy of steps in the process may be rearranged without departing from the scope of this disclosure. The appended method claims provide elements of various steps in an exemplary order and are not intended to limit the scope to the specific order or hierarchy described.

[0112] In the detailed description above, various features are combined together in a single embodiment to simplify this disclosure. This approach to disclosure should not be construed as reflecting an intention that embodiments of the claimed subject matter require more features than are explicitly stated in each claim. Rather, as reflected in the appended claims, the invention is presented with fewer features than all of the features in a single disclosed embodiment. Therefore, the appended claims are hereby explicitly incorporated into the detailed description, with each claim representing a separate preferred embodiment of the invention.

[0113] Those skilled in the art will also understand that the various illustrative logic blocks, modules, circuits, and algorithm steps described in conjunction with the embodiments herein can be implemented as electronic hardware, computer software, or a combination thereof. To clearly illustrate the interchangeability between hardware and software, the various illustrative components, blocks, modules, circuits, and steps described above are generally described in terms of their functionality. Whether such functionality is implemented as hardware or software depends on the specific application and the design constraints imposed on the overall system. Those skilled in the art can implement the described functionality in alternative ways for each specific application; however, such implementation decisions should not be construed as departing from the scope of this disclosure.

[0114] The steps of the methods or algorithms described in conjunction with the embodiments herein can be directly embodied in hardware, software modules executed by a processor, or a combination thereof. The software modules can reside in RAM memory, flash memory, ROM memory, EPROM memory, EEPROM memory, registers, hard disks, removable disks, CD-ROMs, or any other form of storage medium well known in the art. An exemplary storage medium is connected to the processor, enabling the processor to read information from and write information to the storage medium. Of course, the storage medium can also be a component of the processor. The processor and storage medium can reside in an ASIC. The ASIC can reside in a user terminal. Alternatively, the processor and storage medium can exist as discrete components in the user terminal.

[0115] For software implementation, the techniques described in this application can be implemented using modules (e.g., procedures, functions, etc.) that perform the functions described in this application. This software code can be stored in memory units and executed by a processor. The memory units can be implemented within the processor or outside the processor; in the latter case, they are communicatively coupled to the processor via various means, as is well known in the art.

[0116] The foregoing description includes examples of one or more embodiments. It is certainly impossible to describe all possible combinations of components or methods in order to describe the above embodiments, but those skilled in the art will recognize that the various embodiments can be further combined and arranged. Therefore, the embodiments described herein are intended to cover all such changes, modifications, and variations that fall within the scope of the appended claims. Furthermore, the term "comprising" as used in the specification or claims is interpreted in a manner similar to the term "including," as interpreted when used as a conjunction in the claims. Additionally, the use of any term "or" in the specification of the claims is intended to mean "non-exclusive or."

Claims

1. A method for phased erection of high-pier scaffolding, characterized in that, include: The scaffold structure is obtained based on the formwork support parameters of the piers, wherein the scaffold structure includes the first erection section and several subsequent erection sections; Based on the structure of the subsequent erection sections, load-bearing member groups are set in each subsequent erection section; Using the obtained scaffolding structure, the first erection section was constructed at the pier construction site; According to the construction sequence, hoisting equipment is used to hoist each subsequent erected section to the completed scaffolding through the load-bearing rod groups on each subsequent erected section in turn; Adjust the position of the scaffolding and connect and secure it.

2. The method as described in claim 1, characterized in that, The scaffolding structure is a ground-supported, coupler-type steel pipe scaffolding.

3. The method as described in claim 1, characterized in that, The process of determining the structure of scaffolding includes: The number of times the scaffolding needs to be erected is determined based on the height of the formwork installed on the pier at one time, and the overall structure of the scaffolding is divided into several erection sections according to the erection sequence. Based on the number of erections and the height of the formwork installed on the piers at one time, the structure of each erection section of the scaffold is designed to obtain a scaffold structure composed of several erection sections.

4. The method as described in claim 2, characterized in that, The load-bearing member group includes at least one first load-bearing member and at least one second load-bearing member, which are respectively distributed in the subsequent erection sections of the scaffolding.

5. The method as described in claim 4, characterized in that, in, The positions of the first and second load-bearing rods are staggered to form at least four staggered lifting points. When the number of the first and second load-bearing rods is greater than one, the first load-bearing rods and the second load-bearing rods are connected by connecting rods to form an integral structure.

6. The method as described in claim 4, characterized in that, The process of determining the location of the load-bearing member assembly includes: Determine the center of gravity of the ground-supported steel pipe scaffolding with couplers; Based on the number of the first and second support rods, at least four positioning points are sequentially selected on the periphery of the ground-mounted coupler-type steel pipe scaffold, symmetrical about the center of gravity, and capable of being connected to the main node; Based on the location of the positioning point, the first and second load-bearing rods are installed onto the ground-mounted coupler-type steel pipe scaffolding using fasteners.

7. The method as described in claim 4, characterized in that, Stress and strain monitoring units are installed on the first and second load-bearing rods. The stress and strain monitoring units are suitable for acquiring multi-dimensional strain data of the first and second load-bearing rods.

8. The method as described in claim 7, characterized in that, The stress-strain monitoring unit is connected to a calculation and control device and sends multi-dimensional strain data to the calculation and control device. Based on the multi-dimensional strain data, the calculation and control device is used to perform real-time decoupling calculations on the uneven load distribution, overall torsion, and bending degree during the subsequent erection of the ground-mounted coupler-type steel pipe scaffolding.

9. The method as described in claim 8, characterized in that, It also includes a posture adjustment device, which is connected in communication with the computing and control equipment. The process of using hoisting equipment to hoist the subsequent erection section of the ground-mounted coupler-type steel pipe scaffolding includes: Connect the hoisting equipment to the lifting points on the attitude adjustment device; The four independently adjustable lifting devices on the attitude adjustment device are respectively connected to the suspension points on the first support rod and the second support rod; The hoisting equipment uses a posture adjustment device to lift the ground-mounted coupler-type steel pipe scaffolding to the installation position; During the hoisting process, the computational control equipment obtains the posture of the ground-mounted coupler-type steel pipe scaffolding based on the multi-dimensional strain data collected by the stress-strain monitoring unit; The computer control equipment controls four independently adjustable lifting devices to adjust the posture of the ground-mounted coupler-type steel pipe scaffolding.

10. The method as described in claim 9, characterized in that, The attitude adjustment device includes a hoisting frame and four lifting devices distributed at the bottom of the hoisting frame. The top of the hoisting frame has four lifting points for connecting to the hoisting equipment. The slings of the lifting devices are connected to the lifting points on the first and second support rods, respectively.

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