WO2022110621A1 - 一种杆塔原位升高方法 - Google Patents

一种杆塔原位升高方法 Download PDF

Info

Publication number
WO2022110621A1
WO2022110621A1 PCT/CN2021/088859 CN2021088859W WO2022110621A1 WO 2022110621 A1 WO2022110621 A1 WO 2022110621A1 CN 2021088859 W CN2021088859 W CN 2021088859W WO 2022110621 A1 WO2022110621 A1 WO 2022110621A1
Authority
WO
WIPO (PCT)
Prior art keywords
component
tower
force
pier
stiffening plate
Prior art date
Application number
PCT/CN2021/088859
Other languages
English (en)
French (fr)
Inventor
连继业
王绪湘
邱康明
裴大威
梁微
梁永全
江进
孟火根
Original Assignee
广东顺德电力设计院有限公司
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 广东顺德电力设计院有限公司 filed Critical 广东顺德电力设计院有限公司
Publication of WO2022110621A1 publication Critical patent/WO2022110621A1/zh

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
    • E04H12/34—Arrangements for erecting or lowering towers, masts, poles, chimney stacks, or the like
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
    • E04H12/22—Sockets or holders for poles or posts
    • E04H12/2292—Holders used for protection, repair or reinforcement of the post or pole
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
    • E04H12/34—Arrangements for erecting or lowering towers, masts, poles, chimney stacks, or the like
    • E04H12/344—Arrangements for lifting tower sections for placing additional sections under them
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/10—Geometric CAD
    • G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation
    • G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces

Definitions

  • the invention relates to the field of power system devices, and more particularly, to a method for raising a pole and tower in situ.
  • Pole and Tower a pole-shaped or tower-shaped structure that supports overhead transmission line wires and overhead ground wires and maintains a certain distance between them and the ground.
  • Line poles and towers all over the world use steel structure, wood structure and reinforced concrete structure.
  • the rod-shaped structures of wood and reinforced concrete are usually called poles, and the steel structures of towers and chimney-shaped structures of reinforced concrete are called towers.
  • a tower without a cable is called a self-supporting tower, and a tower with a cable is called a cable tower.
  • China lacks timber resources and does not use wooden poles, but has made outstanding achievements in reinforced concrete poles and reinforced concrete chimney-shaped spanning towers made of centrifugal principles.
  • Pole tower is one of the basic equipment in overhead power distribution lines.
  • cement poles have the advantages of long service life and small maintenance workload, and are widely used.
  • the most used cement rod is the tip rod, and the taper is generally 1/75. It is divided into ordinary reinforced concrete rods and prestressed reinforced concrete rods.
  • Pole towers can be divided into self-supporting towers and cable towers according to their structural forms.
  • a self-supporting tower is a tower that is stabilized by its own foundation.
  • the stay tower is to install symmetrical stay wires on the tower head or the tower body to support the tower firmly, and the tower itself only bears vertical pressure.
  • This kind of pole tower saves nearly 40% of steel, but the distribution of the cable takes up a lot of land, which is unfavorable to the machine farming of agriculture and forestry, and the scope of use is limited. Due to the good mechanical properties of the cable tower, it can resist the impact of storm attack and line disconnection, and the structure is stable, so the higher the voltage, the more the cable tower is used. Quebec, Canada has created a new catenary tower on the 735 kV line, which has good economic benefits. When countries study the lines above 1000 kV, most of them take this type of tower as the main object.
  • the elevation and transformation of the tower should be carried out on the basis of the original tower, so as to reduce the amount of engineering and maximize the use of the original resources.
  • the force of each part of the tower after the transformation must be uniform to ensure safety. Therefore, there is an urgent need for an in-situ lifting method of the tower with high safety.
  • the present invention provides an in-situ lifting method for a pole and tower. Compared with the prior art, the pole tower transformed by the method has higher safety.
  • a method for raising a pole and tower in situ comprising the following steps:
  • Step S1 establish a component set
  • the component set is used to store the component information of the reconstructed tower
  • Step S2 analyze the force of each component after the tower is raised in situ, and select the first component from the component set;
  • the part is composed of different components
  • the in-situ elevation of the pole and tower is to transform the pole and tower in situ by using the components in which the components are concentrated to increase the height of the pole and tower;
  • the first component is the component that is most suitable for raising the tower in situ
  • Step S3 improving the first part according to the force of each component of the first part to obtain the second part
  • Step S4 perform component experiments on the second component
  • Step S5 using the second component of the completed component experiment to transform the tower to achieve in-situ elevation.
  • the basic components commonly used in the project engineering to transform the tower and the components designed by the engineer are collected, so as to establish a component set.
  • use the components in the component concentration to transform the tower analyze the force of the components after the tower is raised in situ, and select the component with the most uniform and reasonable force from the component concentration as the first component according to the force of the components that make up the component.
  • analyze the force of each component of the first part redesign each component that composes the first part, and change the size, specification, installation position and number of settings of the component according to the force of each component, so as to obtain the second part.
  • perform component experiments on the second component to verify the accuracy of the simulated data modeled by the second component.
  • the second part is built according to the correct modeling data, and then the second part is used to transform the tower to achieve in-situ elevation.
  • step S2 includes:
  • Step S2.1 respectively perform the first finite element simulation on the components in the component set, and obtain the pull-up force set of each component;
  • the pull-up force set is the set of pull-up forces received by the bottom bolts of each component; the bottom bolts are bolts arranged at the bottom of each component to fix the components on the ground; the finite element simulation At least two sets of acting forces are designed; when the acting forces are applied to the components of each component, the components undergo structural force transmission, causing the bottom bolts to be pulled up;
  • Step S2.2 obtain the maximum uplift force of each uplift force concentration, and establish the maximum uplift force set
  • Step S2.3 Obtain the pull-up force with the smallest concentration of the maximum pull-up force
  • Step S2.4 select the first component from the component set
  • the first part is the part on which the bottom bolt has been subjected to the largest pulling force and the smallest pulling force.
  • Finite Element Method Finite Element Method
  • FEM Finite Element Method
  • FEA Finite Element Analysis
  • the finite element simulation is to use the finite element analysis software to model the tower and the components concentrated by the components, and input the parameters to simulate the real test to test and calculate the modeling.
  • the steps of selecting the first component from the component set in this scheme are as follows: First, the transformation of the tower is modeled separately according to different components in the component set. Then, input at least two sets of force parameters to simulate the application of different forces on each component model; when the force is applied to the component, each component of the component will undergo structural force transmission, causing the bottom bolt to be pulled up and exert different forces. The force will cause the bottom bolt to experience the pull-up force is also different. The maximum pull-up force experienced by the bottom bolts modeled for each part is collected to establish the maximum pull-up force set. Then select the smallest uplift force from the maximum uplift force. The component corresponding to the smallest uplift force is the component that is most conducive to stress, and the component most suitable for transforming the tower, that is, the first component.
  • the first component is a first cross eccentric pier; the cross eccentric pier is connected with the tower foot of the tower, and is used for supporting and raising the tower, including the following components: an upper bottom plate, a first stiffening plate, a second stiffening plate plate, the third stiffening plate, the reinforced angle steel and the lower bottom plate; one side of the upper bottom plate is connected with the tower foot of the tower, and the other side is opposite to the lower bottom plate; the first stiffening plate, the second stiffening plate, the third stiffening plate and the reinforcement
  • the angle steel is vertically arranged between the upper bottom plate and the lower bottom plate to connect the upper bottom plate and the lower bottom plate; the first stiffening plate, the second stiffening plate and the third stiffening plate are perpendicular to each other; the lower bottom plate is fixed on the ground by bottom bolts .
  • the lower bottom plate includes a first force-bearing area and a second force-bearing area; the first force-bearing area and the second force-bearing area are both rectangles, and there is a corner between the two rectangles overlapping each other;
  • the first stress-bearing area is located directly below the upper bottom plate and overlaps with the rectangular upper bottom plate; the reinforced angle steel is vertically arranged on the corner of the first stress-bearing region, and the corner of the reinforced angle steel is located in the second stress-bearing region.
  • the second stiffening plate is completely coincident with one side of the second force-bearing area, and is connected with the third stiffening plate to form a group of adjacent sides of the second force-bearing area, and the first stiffening plate is arranged in its extending direction; the The first stiffening plate, the second stiffening plate and the third stiffening plate intersect to form a cross; the cross divides the first force-bearing area into four equal parts; the bottom bolts are arranged in the second force-bearing area.
  • the first cross eccentric pier also includes a component: a fourth stiffening plate; the fourth stiffening plate is vertically arranged between the upper bottom plate and the lower bottom plate, parallel to the third stiffening plate, and perpendicular to the second stiffening plate and are connected; the fourth stiffening plate is located in the second force-bearing area and divides the second force-bearing area into two equal parts.
  • the cross eccentric pier also includes components: anchor bolts and nuts; the anchor bolts and nuts are respectively arranged at the four corners of the upper bottom plate for fixing the tower feet on the upper bottom plate; A backing plate is arranged between the anchor bolt and the nut.
  • first stiffening plate is rectangular; the second stiffening plate, the third stiffening plate and the fourth stiffening plate are right-angled trapezoids.
  • step S3 includes:
  • Step S3.1 carry out the second finite element simulation on the first cross eccentric pier, and obtain factors that are not conducive to the stress of the anchor bolts and bottom bolts of the first cross eccentric pier;
  • the factors include: upper base plate thickness, lower base plate thickness, anchor bolt spacing, anchor bolt specifications, bottom bolt spacing, and bottom bolt specifications;
  • Step S3.2 According to the factors that are not conducive to the stress of the anchor bolts and bottom bolts of the first cross eccentric pier, the components of the first cross eccentric pier are modified to obtain the second cross eccentric pier;
  • the component changes include: stiffening plate specification, stiffening plate position, number of stiffening plates, reinforced angle steel specification, reinforced angle steel position, reinforced angle steel quantity, bottom bolt specification, bottom bolt spacing, anchor bolt specification and anchor bolt spacing;
  • the second component is a second cross eccentric pier.
  • the things that should not be changed include: the size of the upper base plate, the size of the lower base plate and the distance between the upper and lower base plates.
  • step S4 includes:
  • Step S4.1 perform the third finite element simulation on the second cross eccentric pier, and obtain the component simulation data of the second cross eccentric pier;
  • the component simulation data includes: simulated deformation data and simulated strain data
  • Step S4.2 perform a monotonic loading static test on the solid second cross eccentric pier, and obtain the component test data of the second cross eccentric pier;
  • the component test data includes: test deformation data and test strain data;
  • the load of the monotonic loading static test is the same as the acting force effect of the third finite element simulation design
  • Step S4.3 Compare the component simulation data with the component test data, if the two are consistent, go to the next step, otherwise, perform model correction on the second cross eccentric pier according to the error between the two.
  • the second cross eccentric pier is modeled. Then, input at least two sets of force parameters, simulate the application of different forces on the second cross eccentric pier, and collect the deformation and strain data of each component of the second cross eccentric pier. After that, the same test is performed on the second solid cross eccentric pier (that is, the load of the monotonic loading static test is the same as the force effect of the third finite element simulation design), and the deformation and strain of each component of the solid second cross eccentric pier are collected. The data. Finally, compare the modeled simulated deformation data and simulated strain data with the actual test deformation data and test strain data. If they match, it proves that the modeled data is correct. If there is an error between the two, it proves that the modeled data is biased . The modeled data can only be used after the model correction is performed on the second cross eccentric pier.
  • step S4.2 includes:
  • Step S4.21 load the second cross eccentric pier of the solid
  • the loading is hierarchical loading
  • Step S4.22 In the process of loading the load, collect the member displacement and strain information of the solid second cross eccentric pier;
  • the collection of displacement and strain information corresponds to the loads loaded at each stage
  • Step S4.23 Calculate the test deformation data and the test strain data according to the component displacement and strain information of the solid second cross eccentric pier.
  • the solid test is a monotonic loading static test, and the monotonic loading static test adopts a graded loading load.
  • the data of the lower bottom plate where the deformation of the second cross eccentric pier of the entity is the largest is generally collected.
  • the displacement meter was used to measure the deformation of the lower bottom plate
  • the two-way strain gauge and strain acquisition box were used to measure the strain of the lower bottom plate and the bolt measuring points of the bottom plate.
  • the displacement and strain data are collected at the lower floor measurement point correspondingly.
  • the deformation data is calculated according to the displacement of the lower base plate
  • the test strain data is calculated according to the strain of the lower base plate and the bolts of the base plate.
  • Fig. 1 is the top view (1) of the first cross eccentric pier of the present invention
  • Fig. 2 is the top view (2) of the first cross eccentric pier of the present invention
  • Fig. 3 is the front view of the first cross eccentric pier of the present invention.
  • first stiffening plate 1 second stiffening plate 2 , third stiffening plate 3 , reinforcing angle steel 4 , upper bottom plate 5 , lower bottom plate 6 , anchor bolt 7 , nut 8 , backing plate 9 .
  • the present embodiment provides a method for in-situ lifting of a tower, comprising the following steps:
  • Step S1 establish a component set
  • the component set is used to store the component information of the reconstructed tower
  • Step S2 analyze the force of each component after the tower is raised in situ, and select the first component from the component set;
  • the part is composed of different components
  • the in-situ elevation of the pole and tower is to transform the pole and tower in situ by using the components in which the components are concentrated to increase the height of the pole and tower;
  • the first component is the component that is most suitable for raising the tower in situ
  • Step S3 improving the first part according to the force of each component of the first part to obtain the second part
  • Step S4 perform component experiments on the second component
  • Step S5 using the second component of the completed component experiment to transform the tower to achieve in-situ elevation.
  • the basic components and the components designed by engineers that are commonly used to transform the tower in the project engineering are collected, so as to establish a component set.
  • use the components in the component concentration to transform the tower ; analyze the force of the components after the tower is raised in situ, and select the component with the most uniform and reasonable force from the component concentration as the first component according to the force of the components that make up the component. .
  • analyze the force of each component of the first part redesign each component that composes the first part, and change the size, specification, installation position and number of settings of the component according to the force of each component, so as to obtain the second part.
  • perform component experiments on the second component to verify the accuracy of the simulated data modeled by the second component.
  • the second part is built according to the correct modeling data, and then the second part is used to transform the tower to achieve in-situ elevation.
  • step S2 includes:
  • Step S2.1 respectively perform the first finite element simulation on the components in the component set, and obtain the pull-up force set of each component;
  • the pull-up force set is the set of pull-up forces received by the bottom bolts of each component; the bottom bolts are bolts arranged at the bottom of each component to fix the components on the ground; the finite element simulation At least two sets of acting forces are designed; when the acting forces are applied to the components of each component, the components undergo structural force transmission, causing the bottom bolts to be pulled up;
  • Step S2.2 obtain the maximum uplift force of each uplift force concentration, and establish the maximum uplift force set
  • Step S2.3 Obtain the pull-up force with the smallest concentration of the maximum pull-up force
  • Step S2.4 select the first component from the component set
  • the first part is the part on which the bottom bolt has been subjected to the largest pulling force and the smallest pulling force.
  • Finite Element Method Finite Element Method
  • FEM Finite Element Method
  • FEA Finite Element Analysis
  • the finite element simulation is to use the finite element analysis software to model the tower and the components concentrated by the components, and input the parameters to simulate the real test to test and calculate the modeling.
  • the steps of selecting the first component from the component set in this scheme are as follows: First, the transformation of the tower is modeled separately according to different components in the component set. Then, input at least two sets of force parameters to simulate the application of different forces on each component model; when the force is applied to the component, each component of the component will undergo structural force transmission, causing the bottom bolt to be pulled up and exert different forces. The force will cause the bottom bolt to experience the pull-up force is also different.
  • the maximum pull-up force experienced by the bottom bolts modeled for each part is collected to establish the maximum pull-up force set. Then select the smallest uplift force from the maximum uplift force.
  • the component corresponding to the smallest uplift force is the most favorable component for stress, and the component most suitable for transforming the tower, that is, the first component.
  • Figure 1 Figure 2 and Figure 3 are respectively a top view (1), a top view (2) and a front view of the first cross eccentric pier of the present invention.
  • the first component is a first cross eccentric pier;
  • the The cross eccentric pier is connected with the tower foot of the tower and is used to support and raise the tower, including the following components: the upper bottom plate 5, the first stiffening plate 1, the second stiffening plate 2, the third stiffening plate 3, the reinforcing angle steel 4 and the lower bottom plate 6;
  • One side of the upper base plate 5 is connected with the tower foot of the tower, and the other side is opposite to the lower base plate 6;
  • the upper bottom plate 5 and the lower bottom plate 6 are connected;
  • the first stiffening plate 1, the second stiffening plate 2 and the third stiffening plate 3 are perpendicular to each other;
  • the lower bottom plate 6 is made of bottom bolts fixed to the ground.
  • the lower bottom plate 6 includes a first force-bearing area and a second force-bearing area; the first force-bearing area and the second force-bearing area are both rectangular, and there is a corner between the two rectangles overlapping each other;
  • the first stress-bearing area is located directly below the upper bottom plate 5, and overlaps with the rectangular upper bottom plate 5; Outside the second force-bearing area; the second stiffening plate 2 completely coincides with one side of the second force-bearing area, and is connected with the third stiffening plate 3 to form a group of adjacent sides of the second force-bearing area, and its extension direction is set
  • the first stiffening plate 1; the first stiffening plate 1, the second stiffening plate 2 and the third stiffening plate 3 intersect to form a cross; the cross divides the first stress region into four equal parts; the bottom bolts are arranged at in the second stress region.
  • the first cross eccentric pier also includes a component: a fourth stiffening plate; the fourth stiffening plate is vertically arranged between the upper bottom plate 5 and the lower bottom plate 6, parallel to the third stiffening plate 3, and the second stiffening plate.
  • the stiffening plates 2 are vertical and connected; the fourth stiffening plate is located in the second force-bearing area and divides the second force-bearing area into two equal parts.
  • the cross eccentric pier also includes components: anchor bolts 7 and nuts 8; the anchor bolts 7 and nuts 8 are respectively arranged at the four corners of the upper bottom plate 5 for fixing the tower feet on the On the upper bottom plate 5; a backing plate 9 is arranged between the anchor bolts 7 and the nuts 8.
  • first stiffening plate 1 is in the shape of a rectangle; the second stiffening plate 2 , the third stiffening plate 3 and the fourth stiffening plate are in the shape of a right-angled trapezoid.
  • step S3 includes:
  • Step S3.1 carry out the second finite element simulation on the first cross eccentric pier, and obtain the factors that are not conducive to the stress of the anchor bolts 7 and the bottom bolts of the first cross eccentric pier;
  • the factors include: the thickness of the upper base plate 5, the thickness of the lower base plate 6, the spacing of the anchor bolts 7, the specifications of the anchor bolts 7, the spacing of the bottom bolts and the size of the bottom bolts;
  • Step S3.2 According to the factors that are not conducive to the stress of the anchor bolts 7 and the bottom bolts of the first cross eccentric pier, the components of the first cross eccentric pier are modified to obtain the second cross eccentric pier;
  • the component changes include: stiffening plate specification, stiffening plate position, number of stiffening plates, 4 specifications of reinforced angle steel, 4 positions of reinforced angle steel, 4 number of reinforced angle steel, bottom bolt specifications, bottom bolt spacing, anchor bolts 7 specifications and anchor bolts 7 spacing;
  • the second component is a second cross eccentric pier.
  • the things that should not be changed include: the size of the upper base plate 5 , the size of the lower base plate 6 and the distance between the upper base plate 5 and the lower base plate 6 .
  • step S4 includes:
  • Step S4.1 perform the third finite element simulation on the second cross eccentric pier, and obtain the component simulation data of the second cross eccentric pier;
  • the component simulation data includes: simulated deformation data and simulated strain data
  • Step S4.2 perform a monotonic loading static test on the solid second cross eccentric pier, and obtain the component test data of the second cross eccentric pier;
  • the component test data includes: test deformation data and test strain data;
  • the load of the monotonic loading static test is the same as the acting force effect of the third finite element simulation design
  • Step S4.3 Compare the component simulation data with the component test data, if the two are consistent, go to the next step, otherwise, perform model correction on the second cross eccentric pier according to the error between the two.
  • the second cross eccentric pier is modeled. Then, input at least two sets of force parameters, simulate the application of different forces on the second cross eccentric pier, and collect the deformation and strain data of each component of the second cross eccentric pier. After that, the same test is performed on the second solid cross eccentric pier (that is, the load of the monotonic loading static test is the same as the force effect of the third finite element simulation design), and the deformation and strain of each component of the solid second cross eccentric pier are collected. The data. Finally, compare the modeled simulated deformation data and simulated strain data with the actual test deformation data and test strain data. If they match, it proves that the modeled data is correct. If there is an error between the two, it proves that the modeled data is biased . The modeled data can only be used after the model correction is performed on the second cross eccentric pier.
  • step S4.2 includes:
  • Step S4.21 load the second cross eccentric pier of the solid
  • the loading is hierarchical loading
  • Step S4.22 In the process of loading the load, collect the member displacement and strain information of the solid second cross eccentric pier;
  • the collection of displacement and strain information corresponds to the loads loaded at each stage
  • Step S4.23 Calculate the test deformation data and the test strain data according to the component displacement and strain information of the solid second cross eccentric pier.
  • the solid test is a monotonic loading static test, and the monotonic loading static test adopts a graded loading load.
  • the load was applied for 30 seconds after each stage, and then the displacement and strain of the members of the second cross eccentric pier under the corresponding load were collected.
  • the data of the lower bottom plate 6 where the deformation of the second cross eccentric pier of the entity is the largest is collected.
  • the displacement meter is used to measure the deformation of the lower base plate 6, and the bidirectional strain gauge and the strain acquisition box are used to measure the strain of the lower base plate 6 and the bolt measuring points of the base plate.
  • the displacement and strain data are collected at the measurement points of the lower base plate 6 correspondingly.
  • the deformation data is calculated according to the displacement of the lower base plate 6, and the test strain data is calculated according to the strain of the lower base plate 6 and the bolts of the base plate.

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Physics & Mathematics (AREA)
  • Civil Engineering (AREA)
  • Theoretical Computer Science (AREA)
  • Geometry (AREA)
  • Structural Engineering (AREA)
  • General Physics & Mathematics (AREA)
  • Computer Hardware Design (AREA)
  • Evolutionary Computation (AREA)
  • General Engineering & Computer Science (AREA)
  • Computational Mathematics (AREA)
  • Mathematical Analysis (AREA)
  • Mathematical Optimization (AREA)
  • Pure & Applied Mathematics (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

本发明涉及电力系统装置领域，更具体地，涉及一种杆塔原位升高方法，该方法包括以下步骤：步骤S1：建立部件集；所述部件集用于存储改造杆塔的部件信息；步骤S2：分析杆塔原位升高后各构件的受力，从部件集中选取第一部件；所述部件由不同的构件组成；所述杆塔原位升高为利用部件集中的部件对杆塔进行就地改造，提升杆塔的高度；所述第一部件为部件集中最适合用于原位升高杆塔的部件；步骤S3：根据第一部件各构件的受力对第一部件进行改进，获取第二部件；步骤S4：对第二部件进行构件实验；步骤S5：利用完成构件实验的第二部件改造杆塔，实现原位升高。本发明改造的杆塔与现有技术相比，安全性更高。

Description

一种杆塔原位升高方法 技术领域
本发明涉及电力系统装置领域，更具体地，涉及一种杆塔原位升高方法。
背景技术
杆塔(PoleandTower)，支承架空输电线路导线和架空地线并使它们之间以及与大地之间保持一定距离的杆形或塔形构筑物。世界各国线路杆塔采用钢结构、木结构和钢筋混凝土结构。通常对木和钢筋混凝土的杆形结构称为杆，塔形的钢结构和钢筋混凝土烟囱形结构称为塔。不带拉线的杆塔称为自立式杆塔，带拉线的杆塔称为拉线杆塔。中国缺少木材资源，不用木杆，而在应用离心原理制作的钢筋混凝土杆以及钢筋混凝土烟囱形跨越塔方面有较为突出的成就。杆塔是架空配电线路中的基本设备之一，按所用材质可分为木杆、水泥杆和金属杆三种。水泥杆具有使用寿命长，维护工作量小等优点，使用较为广泛。水泥杆中使用最多的是拨梢杆，锥度一般均为1/75，分为普通钢筋混泥土杆和预应力型钢筋混泥土杆。
杆塔按结构形式可分为自立塔和拉线塔两类。自立塔是靠自身的基础来稳固的杆塔。拉线塔是在塔头或塔身上安装对称拉线以稳固支撑杆塔，杆塔本身只承担垂直压力。这种杆塔节约钢材近40％，但是拉线分布多占地，对农林业的机耕不利，使用范围受到限制。由于拉线塔机械性能良好，能抗风暴袭击和线路断线的冲击，结构稳定，因而电压越高的线路应用拉线塔越多。加拿大魁北克在735千伏线路上又新创出一种悬链塔，经济效益很好。各国在研究1000千伏以上线路时，多以这种塔型为主要对象。
随着城市的发展，输电需求在变化，输电线的规格以及长度也在变化。当初架设的杆塔已渐渐难以满足支承架空输电线的需求。要支承架空更多更长的输电线，杆塔需要多方面的改造，其中最主要的一项就是针对杆塔的高度进行改造，只有杆塔的高度增加了，才能更好的对输电线进行支撑架空。因为在城市中，土地资源非常紧张，无法为杆塔的改造提供新的土地，所以杆塔的改造只能在原来位置，在不建造新的基础设施下进行，这样才能无需考虑占地问题。然后，为了减少工程量和资源消耗，杆塔升高改造理应在原杆塔的基础上进行，这样才能减少工程量，最大程度地利用原有资源。最后，改造后杆塔的各部件受力还必须均 匀以此保证安全性。因此，目前亟需一种安全性高的杆塔原位升高方法。
发明内容
为了解决上述问题，本发明提供一种杆塔原位升高方法，该方法改造的杆塔与现有技术相比，安全性更高。
本发明采取的技术方案是：
一种杆塔原位升高方法，包括以下步骤：
步骤S1：建立部件集；
所述部件集用于存储改造杆塔的部件信息；
步骤S2：分析杆塔原位升高后各构件的受力，从部件集中选取第一部件；
所述部件由不同的构件组成；
所述杆塔原位升高为利用部件集中的部件对杆塔进行就地改造，提升杆塔的高度；
所述第一部件为部件集中最适合用于原位升高杆塔的部件；
步骤S3：根据第一部件各构件的受力对第一部件进行改进，获取第二部件；
步骤S4：对第二部件进行构件实验；
步骤S5：利用完成构件实验的第二部件改造杆塔，实现原位升高。
具体地，首先，采集项目工程中常用于改造杆塔的基础部件以及工程师设计的部件，以此建立部件集。然后，利用部件集中的部件对杆塔进行改造；分析杆塔原地升高后构件的受力，根据组成部件的构件的受力，从部件集中选出受力最均匀最合理的部件作为第一部件。之后，分析第一部件各构件的受力，对组成第一部件的每个构件重新设计，根据各构件的受力对构件的尺寸、规格、安装位置以及设置数量进行改动，以此获取第二部件。最后，对第二部件进行构件实验，以验证第二部件建模的模拟数据的准确性，若模拟数据与实际的测试数据相符则证明建模的数据无误，可以使用，否则根据误差找出原因修正数据。根据无误的建模数据造出第二部件，再利用第二部件改造杆塔，实现原位升高。
进一步地，所述步骤S2包括：
步骤S2.1：对部件集中的部件分别进行第一有限元仿真模拟，获取每个部件的上拔力集；
所述上拔力集为每个部件的底部螺栓受到的上拔力的集合；所述底部螺栓为配在每个部件底部的螺栓，用于将部件固定在地面上；所述有限元仿真模拟至少设计两组作用力；所 述作用力施加在每个部件的构件上时，构件发生结构传力，致使底部螺栓受到上拔力；
步骤S2.2：获取每个上拔力集中最大的上拔力，建立最大上拔力集；
步骤S2.3：获取最大上拔力集中最小的上拔力；
步骤S2.4：从部件集中选取第一部件；
所述第一部件为底部螺栓受到过最大上拔力集中最小的上拔力的部件。
具体地，在数学中，有限元法(FEM，Finite Element Method)是一种为求解偏微分方程边值问题近似解的数值技术。求解时对整个问题区域进行分解，每个子区域都成为简单的部分，这种简单部分就称作有限元。电子计算机发展起来后，有限元方法也顺势大规模地应用于工程问题。有限元分析(FEA，Finite Element Analysis)利用数学近似的方法对真实物理系统(几何和载荷工况)进行模拟。利用简单而又相互作用的元素(即单元)，就可以用有限数量的未知量去逼近无限未知量的真实系统。有限元仿真模拟即通过有限元分析软件去对杆塔与部件集中的部件进行建模，输入参数模拟真实试验对建模进行测试与计算。本方案从部件集中选取第一部件的步骤为：首先，根据部件集中不同部件对杆塔的改造分别建模。然后，输入至少两组作用力的参数，模拟施加不同的作用力在各个部件模型上；作用力施加在部件上，部件的各个构件会发生结构传力，致使底部螺栓受到上拔力，施加不同的作用力会导致底部螺栓受到上拔力也不同。采集每个部件建模的底部螺栓受到的最大上拔力，建立最大上拔力集。再从最大上拔力集中选出最小的上拔力，最小的上拔力对应的部件就是最利于受力的部件，最适合改造杆塔的部件，即第一部件。
进一步地，所述第一部件为第一十字偏心墩；所述十字偏心墩与杆塔塔脚相接，用于支承和升高杆塔，包括以下构件：上底板、第一加劲板、第二加劲板、第三加劲板、加固角钢和下底板；所述上底板一面与杆塔塔脚相接，另一面与下底板相对；所述第一加劲板、第二加劲板、第三加劲板和加固角钢竖直设置在上底板与下底板之间，将上底板和下底板连接；所述第一加劲板、第二加劲板与第三加劲板相互垂直；所述下底板由底部螺栓固定在地面。
进一步地，所述下底板包括第一受力区域和第二受力区域；所述第一受力区域和第二受力区域皆为矩形，且两个矩形之间有一个角相互重叠；所述第一受力区域位于上底板的正下方，与矩形状的上底板上下重合；所述加固角钢竖直设置在第一受力区域的角上，设置加固角钢的角位于第二受力区域之外；所述第二加劲板与第二受力区域的一边完全重合，与第三加劲板相接形成第二受力区域的一组邻边，其延伸方向设置第一加劲板；所述第一加劲板、第二加劲板与第三加劲板相交成十字；所述十字将第一受力区域分为四等分；所述底部螺栓 设置在第二受力区域内。
进一步地，所述第一十字偏心墩还包括构件：第四加劲板；所述第四加劲板竖直设置在上底板与下底板之间，平行于第三加劲板，与第二加劲板垂直且相接；所述第四加劲板位于第二受力区域内且将第二受力区域分为二等分。
具体地，第一十字偏心墩增加加劲板后，通过有限元仿真模拟可知，在每组模拟作用力的影响下，底部螺栓所受到的上拔力比原来受到的上拔力更小，由此证明增加第四加劲板的第一十字偏心墩设计更合理，受力更均匀。
进一步地，所述十字偏心墩还包括构件：地脚螺栓和螺帽；所述地脚螺栓与螺帽分别设置在上底板的四个角，用于将杆塔塔脚固定在上底板上；所述地脚螺栓和螺帽之间设有垫板。
进一步地，所述第一加劲板为矩形状；所述第二加劲板、第三加劲板和第四加劲板为直角梯形状。
进一步地，所述步骤S3包括：
步骤S3.1：对第一十字偏心墩进行第二有限元仿真模拟，获取不利于第一十字偏心墩的地脚螺栓和底部螺栓受力的因素；
所述因素包括：上底板厚度、下底板厚度、地脚螺栓间距、地脚螺栓规格、底部螺栓间距和底部螺栓规格；
步骤S3.2：根据不利于第一十字偏心墩的地脚螺栓和底部螺栓受力的因素对第一十字偏心墩进行构件改动，获取第二十字偏心墩；
所述构件改动包括：加劲板规格、加劲板位置、加劲板数量、加固角钢规格、加固角钢位置、加固角钢数量、底部螺栓规格、底部螺栓间距、地脚螺栓规格和地脚螺栓间距；
所述第二部件为第二十字偏心墩。
具体地，首先，根据第一十字偏心墩进行建模。然后，输入至少两组作用力的参数，模拟施加不同的作用力在第一十字偏心墩上，分析各因素对地脚螺栓和底部螺栓受力的影响。最后，根据不利于螺栓受力的原因进行补强措施。所述补强措施为对各构件进行改动，使第一十字偏心墩能更好地受力，获取第二十字偏心墩。其中不宜改动的包括：上底板的尺寸、下底板的尺寸和上底板与下底板之间的距离。
进一步地，所述步骤S4包括：
步骤S4.1：对第二十字偏心墩进行第三有限元仿真模拟，获取第二十字偏心墩的构件 模拟数据；
所述构件模拟数据包括：模拟变形数据和模拟应变数据；
步骤S4.2：对实体第二十字偏心墩进行单调加载静力试验，获取第二十字偏心墩的构件测试数据；
所述构件测试数据包括：测试变形数据和测试应变数据；
所述单调加载静力试验的荷载与第三有限元仿真设计的作用力效果相同；
步骤S4.3：将构件模拟数据和构件测试数据进行对比，若两者吻合执行下一步，否则根据两者之间的误差对第二十字偏心墩进行模型修正。
具体地，首先，对第二十字偏心墩进行建模。然后，输入至少两组作用力的参数，模拟施加不同的作用力在第二十字偏心墩上，采集第二十字偏心墩各构件发生的变形以及应变的数据。之后，对实体第二十字偏心墩进行相同的试验(即单调加载静力试验的荷载与第三有限元仿真设计的作用力效果相同)，采集实体第二十字偏心墩各构件发生的变形以及应变的数据。最后，将建模的模拟变形数据、模拟应变数据与实际的测试变形数据、测试应变数据进行对比，若两者吻合证明建模的数据无误，若两者存在误差则证明建模的数据存在偏差。对第二十字偏心墩进行模型修正，建模的数据才能使用。
进一步地，所述步骤S4.2包括：
步骤S4.21：对实体第二十字偏心墩加载荷载；
所述加载为分级加载；
步骤S4.22：在加载荷载的过程中，采集实体第二十字偏心墩的构件位移和应变信息；
所述位移和应变信息的采集与每级加载的荷载对应；
步骤S4.23：根据实体第二十字偏心墩的构件位移和应变信息计算出测试变形数据和测试应变数据。
具体地，实体试验为单调加载静力试验，单调加载静力试验采用的是分级加载荷载。在实际的试验中，一般是采集实体第二十字偏心墩变形最大处——下底板的数据。采用位移计测量下底板变形，采用双向应变片和应变采集箱测量下底板和底板螺栓测点的应变。每加载一级荷载，对应地在下底板测量点采集一次位移和应变的数据。根据下底板位移计算出变形数据，根据下底板和底板螺栓的应变计算出测试应变数据。
与现有技术相比，本发明的有益效果为：
(1)使杆塔的升高改造在原有的塔座位置上进行，改造无需消耗额外的土地资源。
(2)使杆塔的升高改造在原有的基础上进行，减少了工程量和改造用时，减小了停电对用户的影响。
(3)利用有限元仿真模拟对改造杆塔的部件进行建模改进，使部件能利于受力，以此提升了原位升高后杆塔的安全性。
附图说明
图1为本发明第一十字偏心墩的俯视图(1)；
图2为本发明第一十字偏心墩的俯视图(2)；
图3为本发明第一十字偏心墩的正视图；
附图标记说明：第一加劲板1、第二加劲板2、第三加劲板3、加固角钢4、上底板5、下底板6、地脚螺栓7、螺帽8、垫板9。
具体实施方式
本发明附图仅用于示例性说明，不能理解为对本发明的限制。为了更好说明以下实施例，附图某些部件会有省略、放大或缩小，并不代表实际产品的尺寸；对于本领域技术人员来说，附图中某些公知结构及其说明可能省略是可以理解的。
实施例
本实施例提供一种杆塔原位升高方法，包括以下步骤：
步骤S1：建立部件集；
所述部件集用于存储改造杆塔的部件信息；
步骤S2：分析杆塔原位升高后各构件的受力，从部件集中选取第一部件；
所述部件由不同的构件组成；
所述杆塔原位升高为利用部件集中的部件对杆塔进行就地改造，提升杆塔的高度；
所述第一部件为部件集中最适合用于原位升高杆塔的部件；
步骤S3：根据第一部件各构件的受力对第一部件进行改进，获取第二部件；
步骤S4：对第二部件进行构件实验；
步骤S5：利用完成构件实验的第二部件改造杆塔，实现原位升高。
具体地，首先，采集项目工程中常用于改造杆塔的基础部件以及工程师设计的部件， 以此建立部件集。然后，利用部件集中的部件对杆塔进行改造；分析杆塔原地升高后构件的受力，根据组成部件的构件的受力，从部件集中选出受力最均匀最合理的部件作为第一部件。之后，分析第一部件各构件的受力，对组成第一部件的每个构件重新设计，根据各构件的受力对构件的尺寸、规格、安装位置以及设置数量进行改动，以此获取第二部件。最后，对第二部件进行构件实验，以验证第二部件建模的模拟数据的准确性，若模拟数据与实际的测试数据相符则证明建模的数据无误，可以使用，否则根据误差找出原因修正数据。根据无误的建模数据造出第二部件，再利用第二部件改造杆塔，实现原位升高。
进一步地，所述步骤S2包括：
步骤S2.1：对部件集中的部件分别进行第一有限元仿真模拟，获取每个部件的上拔力集；
所述上拔力集为每个部件的底部螺栓受到的上拔力的集合；所述底部螺栓为配在每个部件底部的螺栓，用于将部件固定在地面上；所述有限元仿真模拟至少设计两组作用力；所述作用力施加在每个部件的构件上时，构件发生结构传力，致使底部螺栓受到上拔力；
步骤S2.2：获取每个上拔力集中最大的上拔力，建立最大上拔力集；
步骤S2.3：获取最大上拔力集中最小的上拔力；
步骤S2.4：从部件集中选取第一部件；
所述第一部件为底部螺栓受到过最大上拔力集中最小的上拔力的部件。
具体地，在数学中，有限元法(FEM，Finite Element Method)是一种为求解偏微分方程边值问题近似解的数值技术。求解时对整个问题区域进行分解，每个子区域都成为简单的部分，这种简单部分就称作有限元。电子计算机发展起来后，有限元方法也顺势大规模地应用于工程问题。有限元分析(FEA，Finite Element Analysis)利用数学近似的方法对真实物理系统(几何和载荷工况)进行模拟。利用简单而又相互作用的元素(即单元)，就可以用有限数量的未知量去逼近无限未知量的真实系统。有限元仿真模拟即通过有限元分析软件去对杆塔与部件集中的部件进行建模，输入参数模拟真实试验对建模进行测试与计算。本方案从部件集中选取第一部件的步骤为：首先，根据部件集中不同部件对杆塔的改造分别建模。然后，输入至少两组作用力的参数，模拟施加不同的作用力在各个部件模型上；作用力施加在部件上，部件的各个构件会发生结构传力，致使底部螺栓受到上拔力，施加不同的作用力会导致底部螺栓受到上拔力也不同。采集每个部件建模的底部螺栓受到的最大上拔力，建立最大上拔力集。再从最大上拔力集中选出最小的上拔力，最小的上拔力对应的部件就是最利于 受力的部件，最适合改造杆塔的部件，即第一部件。
图1、图2和图3分别为本发明第一十字偏心墩的俯视图(1)、俯视图(2)和正视图，如图所示，所述第一部件为第一十字偏心墩；所述十字偏心墩与杆塔塔脚相接，用于支承和升高杆塔，包括以下构件：上底板5、第一加劲板1、第二加劲板2、第三加劲板3、加固角钢4和下底板6；所述上底板5一面与杆塔塔脚相接，另一面与下底板6相对；所述第一加劲板1、第二加劲板2、第三加劲板3和加固角钢4竖直设置在上底板5与下底板6之间，将上底板5和下底板6连接；所述第一加劲板1、第二加劲板2与第三加劲板3相互垂直；所述下底板6由底部螺栓固定在地面。
进一步地，所述下底板6包括第一受力区域和第二受力区域；所述第一受力区域和第二受力区域皆为矩形，且两个矩形之间有一个角相互重叠；所述第一受力区域位于上底板5的正下方，与矩形状的上底板5上下重合；所述加固角钢4竖直设置在第一受力区域的角上，设置加固角钢4的角位于第二受力区域之外；所述第二加劲板2与第二受力区域的一边完全重合，与第三加劲板3相接形成第二受力区域的一组邻边，其延伸方向设置第一加劲板1；所述第一加劲板1、第二加劲板2与第三加劲板3相交成十字；所述十字将第一受力区域分为四等分；所述底部螺栓设置在第二受力区域内。
进一步地，所述第一十字偏心墩还包括构件：第四加劲板；所述第四加劲板竖直设置在上底板5与下底板6之间，平行于第三加劲板3，与第二加劲板2垂直且相接；所述第四加劲板位于第二受力区域内且将第二受力区域分为二等分。
具体地，第一十字偏心墩增加加劲板后，通过有限元仿真模拟可知，在每组模拟作用力的影响下，底部螺栓所受到的上拔力比原来受到的上拔力更小，由此证明增加第四加劲板的第一十字偏心墩设计更合理，受力更均匀。
进一步地，所述十字偏心墩还包括构件：地脚螺栓7和螺帽8；所述地脚螺栓7与螺帽8分别设置在上底板5的四个角，用于将杆塔塔脚固定在上底板5上；所述地脚螺栓7和螺帽8之间设有垫板9。
进一步地，所述第一加劲板1为矩形状；所述第二加劲板2、第三加劲板3和第四加劲板为直角梯形状。
进一步地，所述步骤S3包括：
步骤S3.1：对第一十字偏心墩进行第二有限元仿真模拟，获取不利于第一十字偏心墩的地脚螺栓7和底部螺栓受力的因素；
所述因素包括：上底板5厚度、下底板6厚度、地脚螺栓7间距、地脚螺栓7规格、底部螺栓间距和底部螺栓规格；
步骤S3.2：根据不利于第一十字偏心墩的地脚螺栓7和底部螺栓受力的因素对第一十字偏心墩进行构件改动，获取第二十字偏心墩；
所述构件改动包括：加劲板规格、加劲板位置、加劲板数量、加固角钢4规格、加固角钢4位置、加固角钢4数量、底部螺栓规格、底部螺栓间距、地脚螺栓7规格和地脚螺栓7间距；
所述第二部件为第二十字偏心墩。
具体地，首先，根据第一十字偏心墩进行建模。然后，输入至少两组作用力的参数，模拟施加不同的作用力在第一十字偏心墩上，分析各因素对地脚螺栓7和底部螺栓受力的影响。最后，根据不利于螺栓受力的原因进行补强措施。所述补强措施为对各构件进行改动，使第一十字偏心墩能更好地受力，获取第二十字偏心墩。其中不宜改动的包括：上底板5的尺寸、下底板6的尺寸和上底板5与下底板6之间的距离。
进一步地，所述步骤S4包括：
步骤S4.1：对第二十字偏心墩进行第三有限元仿真模拟，获取第二十字偏心墩的构件模拟数据；
所述构件模拟数据包括：模拟变形数据和模拟应变数据；
步骤S4.2：对实体第二十字偏心墩进行单调加载静力试验，获取第二十字偏心墩的构件测试数据；
所述构件测试数据包括：测试变形数据和测试应变数据；
所述单调加载静力试验的荷载与第三有限元仿真设计的作用力效果相同；
步骤S4.3：将构件模拟数据和构件测试数据进行对比，若两者吻合执行下一步，否则根据两者之间的误差对第二十字偏心墩进行模型修正。
具体地，首先，对第二十字偏心墩进行建模。然后，输入至少两组作用力的参数，模拟施加不同的作用力在第二十字偏心墩上，采集第二十字偏心墩各构件发生的变形以及应变的数据。之后，对实体第二十字偏心墩进行相同的试验(即单调加载静力试验的荷载与第三有限元仿真设计的作用力效果相同)，采集实体第二十字偏心墩各构件发生的变形以及应变的数据。最后，将建模的模拟变形数据、模拟应变数据与实际的测试变形数据、测试应变数据进行对比，若两者吻合证明建模的数据无误，若两者存在误差则证明建模的数据存在偏差。 对第二十字偏心墩进行模型修正，建模的数据才能使用。
进一步地，所述步骤S4.2包括：
步骤S4.21：对实体第二十字偏心墩加载荷载；
所述加载为分级加载；
步骤S4.22：在加载荷载的过程中，采集实体第二十字偏心墩的构件位移和应变信息；
所述位移和应变信息的采集与每级加载的荷载对应；
步骤S4.23：根据实体第二十字偏心墩的构件位移和应变信息计算出测试变形数据和测试应变数据。
具体地，实体试验为单调加载静力试验，单调加载静力试验采用的是分级加载荷载。在实际的试验中，每级加载荷载后停留30秒，然后采集相应荷载下实体第二十字偏心墩的构件发生的位移和应变。一般是采集实体第二十字偏心墩变形最大处——下底板6的数据。采用位移计测量下底板6变形，采用双向应变片和应变采集箱测量下底板6和底板螺栓测点的应变。每加载一级荷载，对应地在下底板6测量点采集一次位移和应变的数据。根据下底板6位移计算出变形数据，根据下底板6和底板螺栓的应变计算出测试应变数据。
显然，本发明的上述实施例仅仅是为清楚地说明本发明技术方案所作的举例，而并非是对本发明的具体实施方式的限定。凡在本发明权利要求书的精神和原则之内所作的任何修改、等同替换和改进等，均应包含在本发明权利要求的保护范围之内。

Claims (10)

  1. 一种杆塔原位升高方法，其特征在于，包括以下步骤：
    步骤S1：建立部件集；
    所述部件集用于存储改造杆塔的部件信息；
    步骤S2：分析杆塔原位升高后各构件的受力，从部件集中选取第一部件；
    所述部件由不同的构件组成；
    所述杆塔原位升高为利用部件集中的部件对杆塔进行就地改造，提升杆塔的高度；
    所述第一部件为部件集中最适合用于原位升高杆塔的部件；
    步骤S3：根据第一部件各构件的受力对第一部件进行改进，获取第二部件；
    步骤S4：对第二部件进行构件实验；
    步骤S5：利用完成构件实验的第二部件改造杆塔，实现原位升高。
  2. 根据权利要求1所述的一种杆塔原位升高方法，其特征在于，所述步骤S2包括：
    步骤S2.1：对部件集中的部件分别进行第一有限元仿真模拟，获取每个部件的上拔力集；
    所述上拔力集为每个部件的底部螺栓受到的上拔力的集合；所述底部螺栓为配在每个部件底部的螺栓，用于将部件固定在地面上；所述有限元仿真模拟至少设计两组作用力；所述作用力施加在每个部件的构件上时，构件发生结构传力，致使底部螺栓受到上拔力；
    步骤S2.2：获取每个上拔力集中最大的上拔力，建立最大上拔力集；
    步骤S2.3：获取最大上拔力集中最小的上拔力；
    步骤S2.4：从部件集中选取第一部件；
    所述第一部件为底部螺栓受到过最大上拔力集中最小的上拔力的部件。
  3. 根据权利要求2所述的一种杆塔原位升高方法，其特征在于，所述第一部件为第一十字偏心墩；所述十字偏心墩与杆塔塔脚相接，用于支承和升高杆塔，包括以下构件：上底板、第一加劲板、第二加劲板、第三加劲板、加固角钢和下底板；所述上底板一面与杆塔塔脚相接，另一面与下底板相对；所述第一加劲板、第二加劲板、第三加劲板和加固角钢竖直设置在上底板与下底板之间，将上底板和下底板连接；所述第一加劲板、第二加劲板与第三加劲板相互垂直；所述下底板由底部螺栓固定在地面。
  4. 根据权利要求3所述的一种杆塔原位升高方法，其特征在于，所述下底板包括第一受力区域和第二受力区域；所述第一受力区域和第二受力区域皆为矩形，且两个矩形之间有一个角相互重叠；所述第一受力区域位于上底板的正下方，与矩形状的上底板上下重合；所述加固角钢竖直设置在第一受力区域的角上，设置加固角钢的角位于第二受力区域之外；所述第二 加劲板与第二受力区域的一边完全重合，与第三加劲板相接形成第二受力区域的一组邻边，其延伸方向设置第一加劲板；所述第一加劲板、第二加劲板与第三加劲板相交成十字；所述十字将第一受力区域分为四等分；所述底部螺栓设置在第二受力区域内。
  5. 根据权利要求4所述的一种杆塔原位升高方法，其特征在于，所述第一十字偏心墩还包括构件：第四加劲板；所述第四加劲板竖直设置在上底板与下底板之间，平行于第三加劲板，与第二加劲板垂直且相接；所述第四加劲板位于第二受力区域内且将第二受力区域分为二等分。
  6. 根据权利要求4或5所述的一种杆塔原位升高方法，其特征在于，所述十字偏心墩还包括构件：地脚螺栓和螺帽；所述地脚螺栓与螺帽分别设置在上底板的四个角，用于将杆塔塔脚固定在上底板上；所述地脚螺栓和螺帽之间设有垫板。
  7. 根据权利要求6所述的一种杆塔原位升高方法，其特征在于，所述第一加劲板为矩形状；所述第二加劲板、第三加劲板和第四加劲板为直角梯形状。
  8. 根据权利要求6所述的一种杆塔原位升高方法，其特征在于，所述步骤S3包括：
    步骤S3.1：对第一十字偏心墩进行第二有限元仿真模拟，获取不利于第一十字偏心墩的地脚螺栓和底部螺栓受力的因素；
    所述因素包括：上底板厚度、下底板厚度、地脚螺栓间距、地脚螺栓规格、底部螺栓间距和底部螺栓规格；
    步骤S3.2：根据不利于第一十字偏心墩的地脚螺栓和底部螺栓受力的因素对第一十字偏心墩进行构件改动，获取第二十字偏心墩；
    所述构件改动包括：加劲板规格、加劲板位置、加劲板数量、加固角钢规格、加固角钢位置、加固角钢数量、底部螺栓规格、底部螺栓间距、地脚螺栓规格和地脚螺栓间距；
    所述第二部件为第二十字偏心墩。
  9. 根据权利要求8所述的一种杆塔原位升高方法，其特征在于，所述步骤S4包括：
    步骤S4.1：对第二十字偏心墩进行第三有限元仿真模拟，获取第二十字偏心墩的构件模拟数据；
    所述构件模拟数据包括：模拟变形数据和模拟应变数据；
    步骤S4.2：对实体第二十字偏心墩进行单调加载静力试验，获取第二十字偏心墩的构件测试数据；
    所述构件测试数据包括：测试变形数据和测试应变数据；
    所述单调加载静力试验的荷载与第三有限元仿真设计的作用力效果相同；
    步骤S4.3：将构件模拟数据和构件测试数据进行对比，若两者吻合执行下一步，否则根据两者之间的误差对第二十字偏心墩进行模型修正。
  10. 根据权利要求9所述的一种杆塔原位升高方法，其特征在于，所述步骤S4.2包括：
    步骤S4.21：对实体第二十字偏心墩加载荷载；
    所述加载为分级加载；
    步骤S4.22：在加载荷载的过程中，采集实体第二十字偏心墩的构件位移和应变信息；
    所述位移和应变信息的采集与每级加载的荷载对应；
    步骤S4.23：根据实体第二十字偏心墩的构件位移和应变信息计算出测试变形数据和测试应变数据。
PCT/CN2021/088859 2020-11-24 2021-04-22 一种杆塔原位升高方法 WO2022110621A1 (zh)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN202011330060.1 2020-11-24
CN202011330060.1A CN112502527B (zh) 2020-11-24 2020-11-24 一种杆塔原位升高方法

Publications (1)

Publication Number Publication Date
WO2022110621A1 true WO2022110621A1 (zh) 2022-06-02

Family

ID=74959303

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2021/088859 WO2022110621A1 (zh) 2020-11-24 2021-04-22 一种杆塔原位升高方法

Country Status (2)

Country Link
CN (1) CN112502527B (zh)
WO (1) WO2022110621A1 (zh)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN116306125A (zh) * 2023-03-09 2023-06-23 中国电力工程顾问集团中南电力设计院有限公司 基于检测状态的输电杆塔结构随机建模方法

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN112502527B (zh) * 2020-11-24 2022-04-01 广东顺德电力设计院有限公司 一种杆塔原位升高方法

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2005188080A (ja) * 2003-12-25 2005-07-14 Eito Kogyo Kk 鉄塔嵩上げ工法
JP2009035884A (ja) * 2007-07-31 2009-02-19 Tokyo Electric Power Co Inc:The 鉄塔のリフトアップ工法
CN103132766A (zh) * 2013-03-05 2013-06-05 山东电力集团公司淄博供电公司 用于升高输电线路塔接腿的桁架及架设方法
CN109208915A (zh) * 2018-10-17 2019-01-15 中建三局安装工程有限公司 一种冷却塔系统与钢连廊整体提升施工方法
CN111943103A (zh) * 2020-08-12 2020-11-17 广东电网有限责任公司广州供电局 一种用于输电线路杆塔提升的牵引系统及方法
CN112502527A (zh) * 2020-11-24 2021-03-16 广东顺德电力设计院有限公司 一种杆塔原位升高方法

Family Cites Families (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103883154B (zh) * 2014-03-14 2015-12-02 国家电网公司 输电线路角钢塔塔腿现场焊接加固方法
KR20160137126A (ko) * 2015-05-22 2016-11-30 한국전력공사 송전철탑 상향 장치 및 공법
JP6576125B2 (ja) * 2015-07-02 2019-09-18 キヤノン株式会社 シミュレーション方法及びシミュレーション装置
KR101923301B1 (ko) * 2017-03-06 2018-11-28 한국전력공사 송전철탑 상향장치 및 방법
CN108536912A (zh) * 2018-03-12 2018-09-14 华南理工大学 一种输电塔结构力学分析及其App制作的方法
CN110397335A (zh) * 2019-05-24 2019-11-01 广东顺德电力设计院有限公司 一种自立式铁塔塔座纠偏方法
CN110965841A (zh) * 2019-12-17 2020-04-07 深圳供电局有限公司 一种输电角钢塔的加固方法
CN111829878A (zh) * 2020-06-04 2020-10-27 国网山东省电力公司电力科学研究院 一种输电塔角钢加固件力学性能测试装置及方法

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2005188080A (ja) * 2003-12-25 2005-07-14 Eito Kogyo Kk 鉄塔嵩上げ工法
JP2009035884A (ja) * 2007-07-31 2009-02-19 Tokyo Electric Power Co Inc:The 鉄塔のリフトアップ工法
CN103132766A (zh) * 2013-03-05 2013-06-05 山东电力集团公司淄博供电公司 用于升高输电线路塔接腿的桁架及架设方法
CN109208915A (zh) * 2018-10-17 2019-01-15 中建三局安装工程有限公司 一种冷却塔系统与钢连廊整体提升施工方法
CN111943103A (zh) * 2020-08-12 2020-11-17 广东电网有限责任公司广州供电局 一种用于输电线路杆塔提升的牵引系统及方法
CN112502527A (zh) * 2020-11-24 2021-03-16 广东顺德电力设计院有限公司 一种杆塔原位升高方法

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN116306125A (zh) * 2023-03-09 2023-06-23 中国电力工程顾问集团中南电力设计院有限公司 基于检测状态的输电杆塔结构随机建模方法

Also Published As

Publication number Publication date
CN112502527A (zh) 2021-03-16
CN112502527B (zh) 2022-04-01

Similar Documents

Publication Publication Date Title
WO2022110621A1 (zh) 一种杆塔原位升高方法
CN102243671B (zh) 大跨钢桥扁平钢箱梁的温度梯度效应分析方法
CN111395532B (zh) 大跨度半开口椭圆球面网壳安装施工方法
Xie et al. Study on the safety of the concrete pouring process for the main truss arch structure in a long-span concrete-filled steel tube arch bridge
CN103437279A (zh) 高空现浇箱梁承压支柱及其施工工艺
CN109322239B (zh) 一种管道悬索跨越结构抗风体系的设计方法
CN104458455A (zh) 窄基输电钢管塔空间塔腿结构测试法
Deng et al. Experimental and numerical analysis on the slope change joint of a quartet-steel-tube-column transmission tower
Zhao et al. Experimental study on the bearing capacity and fatigue life of lightning rod structure joints in high-voltage substation structures
CN111175068B (zh) 一种用于斜拉桥典型损伤模拟装置的方法
Paiva et al. Review of transmission tower testing stations around the world
CN210151795U (zh) 一种新型高承台单桩水平静载试验装置
Dong et al. Safety and stability analysis of variable cross-section disc-buckle type steel pipe high support system
Xin et al. Study on mechanical properties of press-bending members based on transmission towers diagonal member reinforcement in-situ
Zhu et al. Towards 500 kV power transformers damaged in the 2022 Luding earthquake: field investigation, failure analysis and seismic retrofitting
CN204988711U (zh) 一种自平衡式实现建筑试验构件端部约束的装置
CN102191872A (zh) 一种等强度网架结构塔基和塔体结构及构成塔架方法
Su et al. Influence of Construction Sequence on the Force Characteristics of Foundation Pit Support Structure
CN205280343U (zh) 大吨位非对称整孔预制箱梁梁上运梁模拟加载试验装置
Zhang et al. MONITORING AND ANALYSIS OF CANTILEVER JACKING OF HIGH SLOPE PRESTRESSED CONCRETE CONTINUOUS BOX GIRDER
CN206667313U (zh) 拉拔试验用大幅减小土体沉降的承压台装置
CN110889192B (zh) 一种钢管杆塔基础的三维模型构建方法
Wang et al. Optimal design model for wind resistance based on static numerical simulation of large span bridges and its application
Jia Research on the application of deviation correction technology in building reinforcement
Tian et al. Local optimization analysis of bailey beam bracket based on multiscale model

Legal Events

Date Code Title Description
121 Ep: the epo has been informed by wipo that ep was designated in this application

Ref document number: 21896136

Country of ref document: EP

Kind code of ref document: A1

NENP Non-entry into the national phase

Ref country code: DE

122 Ep: pct application non-entry in european phase

Ref document number: 21896136

Country of ref document: EP

Kind code of ref document: A1

32PN Ep: public notification in the ep bulletin as address of the adressee cannot be established

Free format text: NOTING OF LOSS OF RIGHTS PURSUANT TO RULE 112(1) EPC (EPO FORM 1205 DATED 03.10.2023)