一种超长钢结构连廊安装方法

Abstract

本发明适用于连廊安装技术领域，提供了一种超长钢结构连廊安装方法，具体操作步骤如下：S1、组合式穿层钢桁架设置有5段，并形成中部大跨度单元三段提升段和两侧悬挑结构单元非提升段；S2、非提升段施工；S3、液压提升系统布置，液压提升系统主要由承重钢绞线、液压提升器、泵源系统、传感检测设施及计算机同步控制系统组组成；S4、提升段施工；S5、吊装流程；S6、拆除临时措施，该方法采用液压多段提升吊装，将高空作业量降至较少，加之液压整体提升作业时间较短，能够缩短的安装工期，同时每个提升段拼装对应的不同的形状，这样便于提升段的对接，使焊接质量和装配精度及检测精度更好优秀。

Description

Technical Field

[0001] This invention relates to the field of corridor installation technology, and more specifically, to a method for installing an ultra-long steel structure corridor. Background Technology

[0002] Currently, in order to integrate functions such as citizen activities, public services, and planning display, more and more comprehensive buildings are favored by designers. In order to make use of space and form, many comprehensive buildings usually adopt large-span steel structure corridors.

[0003] Due to design requirements, steel structure corridors are generally quite long, with the largest central span being 31.475m and the longest cantilever section reaching 18m, requiring a total of 280t of steel. Therefore, how to solve the problems of large spans and cantilevers, stability, and minimizing construction time has become a construction challenge. Summary of the Invention

[0004] To address the shortcomings of existing technologies, the present invention aims to provide an installation method for ultra-long steel structure corridors that utilizes hydraulic multi-segment lifting and hoisting, minimizing high-altitude work and shortening the overall hydraulic lifting operation time, thereby reducing the installation period. Furthermore, the different shapes of each lifting segment facilitate the connection of the lifting segments, resulting in better welding quality, assembly accuracy, and inspection precision.

[0005] To achieve the above objectives, the present invention provides the following technical solution:

[0006] A method for installing an ultra-long steel structure connecting corridor, the specific operation steps are as follows:

[0007] S1. The actual working conditions of the ultra-long steel structure corridor are calculated and analyzed using simulation analysis software. Based on the calculation and analysis results, a multi-segment combined through-layer steel truss and variable height support column system are designed. The combined through-layer steel truss is set with 5 segments, forming a three-segment lifting section of the central large-span unit and non-lifting sections of the cantilever structure units on both sides, with symmetrical arrangement of spans on both sides.

[0008] S2. Non-lifting section construction: Weld and assemble the non-lifting section at the corresponding floor entrance.

[0009] S3. Layout of the hydraulic lifting system: The hydraulic lifting system mainly consists of load-bearing steel strands, hydraulic lifters, pump source system, sensor detection facilities and computer synchronous control system group;

[0010] S4. Construction of the lifting section: According to the actual working conditions on site, the assembly work should be carried out on the second-floor concrete roof slab directly below the connecting corridor. The corresponding lifting section 1 and lifting section 2 are assembled into a parallelogram, while lifting section 3 is assembled into an isosceles trapezoid.

[0011] S4-1. Lifting Point Setup: Four lifting points are set at the side ends of both the upper and lower main trusses, for a total of eight lifting points. A corresponding lower lifting point is set on the construction ground directly below each lifting point. The lifting points are arranged in a planar manner and are set in the form of lifting brackets. That is, the openings of the pre-installed sections on both sides of the connecting corridor structure are used as lifting brackets. A hydraulic lifting device is placed on the lifting bracket. A lower lifting device is set at the lower lifting point directly below each lifting point. The device is placed inside the lower lifting device and connected to the hydraulic lifting device of the upper lifting point through steel strands.

[0012] S5. Lifting process;

[0013] S5-1. Before hoisting, a comprehensive inspection and acceptance of the steel connecting corridor, lifting support, lifting equipment and monitoring equipment assembled on the ground is required. After all preparations are completed, the steel structure connecting corridor will be lifted.

[0014] S5-2. Trial run: Pre-tighten the steel strands, lift the structure 250mm off the ground, pause and lock, observe for 12 hours as a trial lift; Based on the theoretical load of the main structure, load the lifting equipment at each lifting point in stages, successively at 20%, 40%, 60%, 80%, and 100%, focusing on checking the working condition of temporary reinforcement members, the working condition of the lifting support and lower lifting point, the working condition of the lifting equipment, and the deformation of the truss members. Once it is confirmed that there are no abnormalities, the formal lifting will begin.

[0015] S5-3. When the whole beam is lifted to near the design position, make minor adjustments by jogging and make preliminary connections by temporary bolts on the web plate. Use a full-scale measuring instrument to measure the straightness and levelness of the two beam sections. Arch the beam according to the design requirements and use jacks and wedges to adjust and correct it. After correction, weld the joints after positioning. Lifting section 1, lifting section 2 and lifting section 3 are lifted and connected in sequence.

[0016] S6. Remove temporary measures, complete hydraulic lifting, reinstall replacement rods and weld the pre-drilled brackets. Similar to the lifting conditions, unloading is also done synchronously in stages, in the order of 20%, 40%, 60%, and 80%. If it is confirmed that there are no abnormalities in each part, unloading can continue to 100%, that is, the steel strands of the lifting device are no longer under stress, the structural load is transferred to the foundation, and the structural stress form is transformed into the design conditions.

[0017] The present invention is further configured such that: in step S3, the arrangement of the lifting devices mainly considers the lifting force at the lifting points, and selects a hydraulic lifting device with a rated lifting capacity of 1000kN per unit, with one unit at each lifting point, and a total of eight units when lifting a single connecting corridor, with a total lifting capacity of 1000x8=8000kN, and a maximum lifting weight of about 3000kN for a single lifting section. The arrangement of the lifting devices meets the lifting requirements, and the lifting margin coefficient is 8000 / 3000=2.6.

[0018] The present invention is further configured such that: in step S3, the number of pump sources in the pump source system is selected according to the number of hydraulic lifters and the reaction force value of each lifting point, with a total of 2 hydraulic pump sources arranged, and each pump source controlling 4 hydraulic lifters.

[0019] The present invention is further configured such that: in the arrangement of the sensing and detection facilities in step S3, a corresponding proportional valve, solenoid valve, and cylinder sensor are set at each pump source.

[0020] The present invention is further configured such that: in the arrangement of the computer synchronous control system group in step S3, a computer control cabinet is configured at the construction site, and communication lines and working power lines of proportional valves, solenoid valves and cylinder sensors are led out from the control cabinet and connected to the sensors arranged in the above steps. By networking all pump stations, the hydraulic synchronous lifting construction technology adopts stroke and displacement sensing monitoring and computer control.

[0021] The present invention is further configured such that: in step S3, the load-bearing steel strand is selected with a diameter of 15.24 mm and a breaking force of 360 kN / strand. The number of steel strands is determined based on the maximum reaction force of the lifting support, and 12 steel strands are threaded inside each hydraulic lifting device.

[0022] The present invention is further configured such that: in step S4, the steel structure is assembled on an assembly jig 600mm high, the jig is made of channel steel, and each section of the cantilever beam is supported by two jigs. When assembling the steel connecting corridor, the jigs are positioned exactly at the location of the concrete columns.

[0023] The advantages of this invention are: the use of hydraulic multi-segment lifting reduces the amount of high-altitude work, and the hydraulic overall lifting operation time is shorter, which can shorten the installation period. At the same time, the different shapes of each lifting segment facilitate the docking of the lifting segments, resulting in better welding quality, assembly accuracy and inspection accuracy. Attached Figure Description

[0024] Figure 1 This is a distribution diagram of the ultra-long steel structure connecting corridor of the present invention;

[0025] Figure 2 This is a top view of the lifting point of the lifting section of the present invention. Detailed Implementation

[0026] It should be noted that, unless otherwise specified, the embodiments and features described in this application can be combined with each other. The present invention will now be described in detail with reference to the accompanying drawings and embodiments.

[0027] It should be noted that, unless otherwise specified, all technical and scientific terms used in this application have the same meaning as commonly understood by one of ordinary skill in the art to which this application pertains.

[0028] In this invention, unless otherwise stated, the directional terms such as "up" and "down" generally refer to the directions shown in the accompanying drawings, or to the vertical, perpendicular, or gravitational direction; similarly, for ease of understanding and description, "left" and "right" generally refer to the left and right shown in the accompanying drawings; "inner" and "outer" refer to the inner and outer contours of each component itself, but the above directional terms are not intended to limit this invention.

[0029] Please see Figure 1-2 The present invention provides the following technical solutions:

[0030] Specifically, this refers to a method for installing an ultra-long steel structure connecting corridor, and the specific operation steps are as follows:

[0031] S1. The actual working conditions of the ultra-long steel structure corridor are calculated and analyzed using simulation analysis software. Based on the calculation and analysis results, a multi-segment combined through-layer steel truss and variable height support column system are designed. The combined through-layer steel truss is set with 5 segments, forming a three-segment lifting section of the central large-span unit and non-lifting sections of the cantilever structure units on both sides, with symmetrical arrangement of spans on both sides.

[0032] S2. Non-lifting section construction: Weld and assemble the non-lifting section at the corresponding floor entrance.

[0033] S3. Layout of the hydraulic lifting system: The hydraulic lifting system mainly consists of a hydraulic lifter, a pump source system, sensor detection facilities and a computer synchronous control system. The layout of the lifter mainly considers the lifting force at the lifting point.

[0034] S3-1. Arrangement of hydraulic lifting devices: Based on the structural self-weight and large construction conditions, TJJ-1000 type hydraulic lifting devices are selected. The rated lifting capacity of a single unit is 1000kN, with one unit at each lifting point, totaling eight units for lifting a single connecting corridor. The total lifting capacity is 1000 x 8 = 8000kN, and the maximum lifting weight of a single lifting section is approximately 3000kN. The arrangement of the lifting devices meets the lifting requirements, and the lifting margin coefficient is 8000 / 3000 = 2.6, which meets the requirements of GB 51162—2016 "Technical Specification for Overall Lifting of Heavy Structures and Equipment".

[0035] S3-2. The arrangement of the pump source system: The number of pump sources is selected according to the number of hydraulic lifters and the reaction force value of each lifting point. A total of 2 TJV-60 hydraulic pump source systems are arranged, and each pump source controls 4 TJJ-1000 hydraulic lifters.

[0036] S3-3, Arrangement of sensing and detection facilities: Install corresponding proportional valves, solenoid valves, and cylinder sensors at each pump source.

[0037] S3-4, the layout of the computer synchronous control system group: One computer control cabinet is set up at the construction site. Communication lines and power supply lines for proportional valves, solenoid valves, and cylinder sensors are led out from the control cabinet and connected to the sensors arranged in S3-3 above. This allows all pump stations to be networked. The hydraulic synchronous lifting construction technology adopts stroke and displacement sensing monitoring and computer control. Through data feedback and control command transmission, it can automatically realize multiple functions such as synchronous action, load balancing, posture correction, stress control, operation interlocking, process display, and fault alarms. Operators can observe the hydraulic lifting process and related data and / or issue control commands through the human-machine interface of the hydraulic synchronous computer control system in the control room.

[0038] S3-5. Selection of Load-Bearing Steel Strands: As a flexible load-bearing rigging, steel strands with a diameter of 15.24mm and a breaking strength of 360kN / strand are selected based on the structural weight and the arrangement of the hydraulic hoists. Considering the maximum reaction force of the lifting support, the number of steel strands is set at 12 strands per hydraulic hoist. The maximum load that the steel strands can withstand is: 12 × 8 × 360 = 34560kN; the overall safety factor of the steel strands is: 34560 / 10000 = 3.46. According to GB 51162—2016 "Technical Specification for Overall Lifting of Heavy Structures and Equipment", a safety factor greater than 2 is sufficient, which complies with the regulations.

[0039] S4, Lifting Section Construction

[0040] S4-1. Assembling of the lifting section: According to the actual working conditions on site, the assembly work shall be carried out on the second-floor concrete roof slab directly below the connecting corridor. At the same time, the steel structure assembly work shall be carried out on the assembly jig with a height of 600mm. The jig shall be made of channel steel. Each section of the cantilever beam shall be supported by two jigs. The steel beam shall be assembled horizontally. The two sections shall be assembled and welded into a whole steel beam on the ground, and then connected together with the supporting steel pipe. The corresponding lifting section 1 and lifting section 2 shall be assembled into a parallelogram, while lifting section 3 shall be assembled into an isosceles trapezoid.

[0041] When assembling the steel connecting corridor, the frame should be positioned exactly at the location of the concrete column to ensure a robust structure.

[0042] S4-2. Regarding the setting of lifting points, considering the actual site conditions, the structural layout of the steel connecting corridor, and the stress situation, it was decided to set four lifting points at the side ends of the upper and lower main trusses, for a total of eight lifting points. On the construction ground directly below each lifting point, a corresponding lower lifting point is set. This type of lifting point facilitates the installation and dismantling work on the construction site and does not affect the matching installation of the original structural members, thus requiring fewer temporary measures.

[0043] The lifting points are arranged in a planar manner, taking into account the actual situation of the project. The lifting points are set up in the form of lifting brackets, that is, the openings of the pre-installed sections on both sides of the connecting corridor structure are used as lifting brackets. Hydraulic lifting devices are placed on the lifting brackets. Lower lifting devices are set on the construction ground directly below each upper lifting point. The lower lifting devices are placed inside the lower lifting devices and connected to the hydraulic lifting devices of the upper lifting points through steel strands.

[0044] Since the stress pattern changes after the structure is broken, a reinforcing rod needs to be installed at the lower suspension point and connected to other nodes to facilitate force transmission.

[0045] S5. Lifting Process

[0046] S5-1. Before hoisting, a comprehensive inspection and acceptance of the steel connecting corridor, lifting support, lifting equipment and monitoring equipment assembled on the ground is required. After all preparations are completed, the steel structure connecting corridor will be lifted.

[0047] S5-2. Trial run: Pre-tighten the steel strands, lift the structure 250mm off the ground, pause and lock, observe for 12 hours as a trial lift; Based on the theoretical load of the main structure, load the lifting equipment at each lifting point in stages, successively at 20%, 40%, 60%, 80%, and 100%, focusing on checking the working condition of temporary reinforcement members, the working condition of the lifting support and lower lifting point, the working condition of the lifting equipment, and the deformation of the truss members. Once it is confirmed that there are no abnormalities, the formal lifting will begin.

[0048] S5-3. When the whole beam is lifted to near the design position, make minor adjustments by jogging and make preliminary connections by temporary bolts on the web plate. Use a full-scale measuring instrument to measure the straightness and levelness of the two beam sections. Arch the beam according to the design requirements and use jacks and wedges to adjust and correct it. After correction, weld the joints after positioning. Lifting section 1, lifting section 2 and lifting section 3 are lifted and connected in sequence.

[0049] S6. Remove temporary measures, complete hydraulic lifting, reinstall replacement rods and weld the pre-drilled brackets. Similar to the lifting conditions, unloading is also done synchronously in stages, in the order of 20%, 40%, 60%, and 80%. If it is confirmed that there are no abnormalities in each part, unloading can continue to 100%, that is, the steel strands of the lifting device are no longer under stress, the structural load is transferred to the foundation, and the structural stress form is transformed into the design conditions.

[0050] The above method uses hydraulic lifting and hoisting, which reduces the amount of high-altitude work. In addition, the hydraulic overall lifting operation time is short, which can shorten the installation period. At the same time, the different shapes of each lifting section facilitate the docking of the lifting sections, resulting in better welding quality, assembly accuracy and inspection accuracy.

[0051] Obviously, the embodiments described above are merely some, not all, embodiments of the present invention. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without inventive effort should fall within the scope of protection of the present invention.

[0052] It should be noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the exemplary embodiments according to this application. As used herein, the singular form is intended to include the plural form as well, unless the context clearly indicates otherwise. Furthermore, it should be understood that when the terms "comprising" and / or "including" are used in this specification, they indicate the presence of features, steps, operations, devices, components, and / or combinations thereof.

[0053] It should be noted that the terms "first," "second," etc., used in the specification, claims, and accompanying drawings of this application are used to distinguish similar objects and are not necessarily used to describe a specific order or sequence. It should be understood that such data can be interchanged where appropriate so that the embodiments of this application described herein can be implemented in sequences other than those illustrated or described herein.

[0054] The above description is merely a preferred embodiment of the present invention and is not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A method for installing an ultra-long steel structure connecting corridor, characterized in that: The specific operating steps are as follows: S1. The actual working conditions of the ultra-long steel structure corridor are calculated and analyzed using simulation analysis software. Based on the calculation and analysis results, a multi-segment combined through-layer steel truss and variable height support column system are designed. The combined through-layer steel truss is set with 5 segments, forming a three-segment lifting section of the central large-span unit and non-lifting sections of the cantilever structure units on both sides, with symmetrical arrangement of spans on both sides. S2. Non-lifting section construction: Weld and assemble the non-lifting section at the corresponding floor entrance. S3. Layout of the hydraulic lifting system: The hydraulic lifting system mainly consists of load-bearing steel strands, hydraulic lifters, pump source system, sensor detection facilities and computer synchronous control system group; S4. Construction of the lifting section: According to the actual working conditions on site, the assembly work should be carried out on the second-floor concrete roof slab directly below the connecting corridor. The corresponding lifting section 1 and lifting section 2 are assembled into a parallelogram, while lifting section 3 is assembled into an isosceles trapezoid. S4-1. Lifting point setup: Four lifting points are set at the side ends of both the upper and lower main trusses, for a total of eight lifting points. A corresponding lower lifting point is set on the construction ground directly below each lifting point. The lifting points are arranged in plan and are set in the form of lifting brackets, that is, the openings of the pre-installed sections on both sides of the connecting corridor structure are used as lifting brackets. A hydraulic lifting device is placed on the lifting bracket. A lower lifting device is set at the lower lifting point directly below each lifting point. A ground anchor is placed in the lower lifting device and connected to the hydraulic lifting device of the upper lifting point through steel strands. S5. Lifting process; S5-1. Before hoisting, a comprehensive inspection and acceptance of the steel connecting corridor, lifting support, lifting equipment and monitoring equipment assembled on the ground is required. After all preparations are completed, the steel structure connecting corridor will be lifted. S5-2. Trial run: Pre-tighten the steel strands, lift the structure 250mm off the ground, pause and lock, and observe for 12 hours as a trial lift; Based on the theoretical load of the main structure, the lifting equipment at each lifting point is loaded in stages, namely 20%, 40%, 60%, 80%, and 100% respectively. The focus is on checking the working condition of the temporary reinforcement members, the working condition of the lifting support and lower lifting point, the working condition of the lifting equipment, and the deformation of the truss members. Once it is confirmed that there are no abnormalities, the lifting can officially begin. S5-3. When the whole beam is lifted to near the design position, make minor adjustments by jogging and make preliminary connections by temporary bolts on the web plate. Use a total station to measure the straightness and levelness of the two beam sections, and arch the beam according to the design requirements. Use jacks and wedges to adjust and correct the beam. After correction, weld the sections together after positioning. Then lift and connect the lifting sections 1, 2 and 3 in sequence. S6. Remove temporary measures, complete hydraulic lifting, reinstall replacement rods and weld the pre-drilled brackets. Similar to the lifting conditions, unloading is also done synchronously in stages, in the order of 20%, 40%, 60%, and 80%. If it is confirmed that there are no abnormalities in each part, unloading can continue to 100%, that is, the steel strands of the lifting device are no longer under stress, the structural load is transferred to the foundation, and the structural stress form is transformed into the design conditions.

2. The method for installing an ultra-long steel structure corridor according to claim 1, characterized in that: In step S3, the arrangement of the lifting devices mainly considers the lifting force at the lifting points. A hydraulic lifting device with a rated lifting capacity of 1000kN is selected, with one device at each lifting point, for a total of eight devices when lifting a single connecting corridor. The total lifting capacity is 1000 x 8 = 8000kN, and the maximum lifting weight of a single lifting section is 3000kN. The arrangement of the lifting devices meets the lifting requirements, and the lifting margin coefficient is 8000 / 3000 = 2.

6.

3. The method for installing an ultra-long steel structure corridor according to claim 2, characterized in that: In step S3, the number of pump sources is selected based on the number of hydraulic lifters and the reaction force value of each lifting point. A total of 2 hydraulic pump sources are arranged, and each pump source controls 4 hydraulic lifters.

4. The method for installing an ultra-long steel structure corridor according to claim 3, characterized in that: In step S3, the sensor and detection facilities are arranged such that a corresponding proportional valve, solenoid valve, and cylinder sensor are installed at each pump source.

5. The method for installing an ultra-long steel structure corridor according to claim 4, characterized in that: In step S3, the computer synchronous control system group is arranged by configuring a computer control cabinet at the construction site. Communication lines and power supply lines for proportional valves, solenoid valves, and cylinder sensors are led out from the control cabinet and connected to the sensors arranged in the above steps. By networking all pump stations, the hydraulic synchronous lifting construction technology adopts stroke and displacement sensing monitoring and computer control.

6. The method for installing an ultra-long steel structure corridor according to claim 5, characterized in that: In step S3, the load-bearing steel strands are selected with a diameter of 15.24 mm and a breaking force of 360 kN / strand. The number of steel strands is determined based on the maximum reaction force of the lifting support, with 12 steel strands running through each hydraulic lifter.

7. The method for installing an ultra-long steel structure corridor according to claim 1, characterized in that: In step S4, the steel structure is assembled on a 600mm high assembly jig. The jig is made of channel steel, and each section of the cantilever beam is supported by two jigs. When assembling the steel connecting corridor, the jigs must be positioned exactly at the location of the concrete columns.

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