CN105386631A - K-shaped web member lattice type power transmission tower and stability analyzing method thereof - Google Patents
K-shaped web member lattice type power transmission tower and stability analyzing method thereof Download PDFInfo
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- CN105386631A CN105386631A CN201510654719.1A CN201510654719A CN105386631A CN 105386631 A CN105386631 A CN 105386631A CN 201510654719 A CN201510654719 A CN 201510654719A CN 105386631 A CN105386631 A CN 105386631A
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- 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
- E04H12/02—Structures made of specified materials
- E04H12/08—Structures made of specified materials of metal
- E04H12/10—Truss-like structures
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- 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
Abstract
The invention discloses a K-shaped web member lattice type power transmission tower and a stability analyzing method thereof. The power transmission tower comprises legs, a tower body and a tower top which are all composed of bars and joints arranged among the bars, wherein the joints are K-shaped semi-stiffness beam or column joints. According to the K-shaped web member lattice type power transmission tower, such joint form can improve the stability of the power transmission tower. The method is characterized in that the semi-stiffness joints are introduced into the tower leg structures for finite element analysis. Compared with a traditional design analysis method, the method provides a more real stress state and the optimal parameter range can be obtained.
Description
Technical field
The present invention relates to UHV transmission tower, be specifically related to a kind of K type web member lattice power transmission tower and method for analyzing stability thereof.
Background technology
UHV transmission tower is the pillar of electric power conveying, has high, the suffered wind load of tower body, ice load and from great feature, and its form of structure is complicated.On UHV transmission tower circuit, the inefficacy of any power transmission tower all can cause the stoppage in transit accident of whole circuit, causes huge economic loss and social influence.When meeting with long low temperature sleet and snow ice weather, may there is down the fault such as tower, disconnected tower in existing a lot of power transmission tower, causes some areas to occur long-time large-area power outage.Node connected mode is divided into and is rigidly connected, is articulated and connected and varied rigid link.At present, power transmission tower adopts K type web member structure usually, utilize bolt by oblique for centre material, human-like oblique material is connected with main material, because the overall space truss model that adopts general in existing power transmission tower design process calculates, in computational process, all nodes are equal to completely and are articulated and connected, do not consider that flexural stress that rod end produces because of moment of flexure is on the impact of Transmission Tower, and the connection of the node of UHV transmission tower actual be a kind of varied rigid link, normally utilize gusset plate and bolt to be connected main material and oblique material, existing method for designing directly it can be used as to be articulated and connected carries out designing and calculating, actual the accepting of design parameters and component is caused not to be inconsistent, the safety of existing power transmission tower cannot be guaranteed.
At present, the stress performance of some experts and scholars to the structures with semi-rigid joints in framework, net shell and trussed construction is studied both at home and abroad, achieve certain achievement, but the aspect such as structure, material selection, loading characteristic of UHV transmission tower structure and construction steel structure or the no matter tangible form of structure of latticed shell structure, node all has very big-difference, particularly the joint structure of power transmission tower does not have beam column concept, therefore can not directly because being applied in the analytic process of the structural stability of power transmission tower.
In addition, existing K type power transmission tower no matter in the middle of mode tiltedly all with bolts between material and main material or between the oblique material of the oblique material of herringbone and centre, from current behavior in service, this kind of mode easily causes down tower or disconnected tower, and stability is not good.Meanwhile, just the current situation of falling tower be it seems, mainly due to tower leg part unstability.
Summary of the invention
In view of this, object of the present invention is providing a kind of K type web member lattice power transmission tower and method for analyzing stability thereof, this kind of power transmission tower can reduce gusset plate, stiffener and connecting bolt, and increase power transmission tower stability, the method is analyzed the real stressing conditions of each node in this power transmission tower, and the impact of each parameter on power transmission tower stability can be reacted, accurate reference can be provided for engineering design.
For achieving the above object, the invention provides following technical scheme:
A kind of K type web member lattice power transmission tower, comprise tower leg, tower body and tower top, described tower leg, tower body and tower top are formed by leverage and the node be arranged between each bar, and described node is structures with semi-rigid joints, described node is K type node, it is characterized in that: described node is girder connection or Column border node;
Described girder connection comprises the body pillar, girder connection plate, the beam column that are arranged on same level, described girder connection plate welding is arranged in described body pillar, described beam column is arranged on described girder connection plate by bolt, the beam column that described body pillar is one-sided and body pillar form K type structure, described body pillar adopts steel pipe, described body pillar runs through and is provided with some beams and runs through arm, described beam runs through arm and described girder connection plate place plane forms inclination angle.
Described Column border node comprise main column, the Column border node plate vertical with described main column and with the mast of described Column border node plate in same level, described Column border node plate welding is arranged on described main column, described mast is arranged on described Column border node plate by bolt, the one-sided mast of described main column and main column form K type structure, described main column adopts steel pipe, described main column runs through and is provided with some posts and runs through arm, described post runs through arm and described Column border node plate place horizontal plane forms inclination angle.
Further, described girder connection also comprises the vertical ring flat-plate for strengthening described girder connection plate and body pillar bonding strength, described vertical ring flat-plate by welding ring around described body pillar, described vertical ring flat-plate is simultaneously vertical with body pillar and girder connection plate, and described vertical ring flat-plate welds by being located on the edge of described any side of girder connection plate.
Further, described Column border node plate is the horizontal ring flat-plate around being arranged on described main column.
A method for analyzing stability for K type web member lattice power transmission tower, comprises the following steps:
1) the node initial stiffness at computing node place, first the Moment Rotation Rigidity Calculation formula of gusset plate opposing body steel is converted to the extruding stiffness combine of the shear stiffness of Nodes bolt and hole wall, then Hermite interpolation polynomial and minimum potential energy principal derivation is adopted to consider the stiffness matrix of the Thin-Walled Bar Elements of node coupling stiffness, finally adopt energy method principle, derive the computation model of the moment-rotation relationship considering varied rigid link space nodes;
2) power transmission tower nonlinear finite element model is set up, varied rigid link is arranged on the oblique material in centre of tower leg and main material junction and middle tiltedly material and the oblique material junction of herringbone, utilize step 1) in the computation model of the moment-rotation relationship of Semi-rigid Joints that calculates this model is retrained, and carry out finite element analysis, analytic process adopts arc-length methods progressively to load.
Further, step 1) in the shear stiffness of bolt adopt the principle of virtual work and unit load method to calculate.
Further, step 2) comprise step:
A) model of creation, model creation process adopts the simulation of SOLID95 solid element body pillar, main column, girder connection plate, Column border node plate, beam column, mast and bolt;
B) solve controling parameters, solution procedure utilizes newton-rapshon method to solve, and NLGEOM selects large deformations order, and sub-step number gets 50, and equilibrium iteration maximum times gets 30, opens and linearly receives rope, automatic time walks and degree of freedom solves fallout predictor;
C) loading solves and checks result, extracts the displacement data of corresponding calculation level in FEM (finite element) model, enter POST26 post-processing module, draw the Complete Curve according to the position of test measuring point.
Further, step 2) in, the parameter such as angle between the diameter of adjustable body pillar and main column, pipe thickness, gusset plate height, two pieces of gusset plates, the semi-rigid impact on structure tension performance of analysis node.
Further, step 2) in, adjustable, by angle, the parameter such as tower leg height and tower leg place nodes of main for tower leg place material and oblique material, analyzes its impact on tower leg stress performance.
Beneficial effect of the present invention is:
1. K type web member lattice power transmission tower of the present invention limits the position relationship of the position of Nodes body pillar, girder connection plate, beam column and post, Column border node plate, mast and direction, simple structure is utilized to directly enhance the stability of power transmission tower, simultaneously, if identical stress performance requirement need be reached, adopt K type web member lattice power transmission tower of the present invention less compared with the nodes needed for traditional approach, stiffener quantity and connecting bolt quantity, save cost.
2. K type web member lattice power transmission tower analytical method of the present invention, the computation model of the moment-rotation relationship of analytical calculation varied rigid link space nodes, and be introduced in the finite element analysis of power transmission tower, analyze data compared with existing design closer to the actual forced status of power transmission tower, result is more accurate, for engineering design provides more favorably reference.
Accompanying drawing explanation
In order to make object of the present invention, technical scheme and beneficial effect clearly, the invention provides following accompanying drawing and being described:
Fig. 1 is Transmission Tower simplified schematic diagram;
Fig. 2 is tower leg structural representation in Fig. 1;
Fig. 3 is Fig. 1 central sill node structure schematic diagram;
Fig. 4 is Fig. 1 king post joint structural representation.
Wherein:
Oblique material, the oblique material of 6-herringbone, 7-body pillar, 8-girder connection plate in the middle of 1-tower leg, 2-tower body, 3-tower top, the main material of 4-, 5-; 9-beam column, 10-bolt, 11-beam run through arm, and the vertical ring flat-plate of 12-, 13-main column, 14-Column border node plate, 15-mast, 16-post run through arm.
Detailed description of the invention
Below in conjunction with accompanying drawing, the preferred embodiments of the present invention are described in detail.
K type web member lattice power transmission tower of the present invention, comprise tower leg 1, tower body 2 and tower top 3 as shown in Figure 1, described tower leg 1, tower body 2 and tower top 3 are formed by leverage and the node be arranged between each bar, and this node is structures with semi-rigid joints, this node is K type node, and this node is girder connection or Column border node;
As shown in Figure 2, girder connection comprises the body pillar 7, girder connection plate 8, the beam column 9 that are arranged on same level, described girder connection plate 8 welding is arranged in described body pillar 7, described beam column 9 is arranged on described girder connection plate 8 by bolt 10, the beam column 9 that described body pillar 7 is one-sided and body pillar 7 form K type structure, described body pillar 7 adopts steel pipe, described body pillar 7 runs through be provided with beam and run through arm 11, and described beam runs through arm 11 and forms inclination angle with described girder connection plate 8 place plane.
As shown in Figure 3, Column border node comprise main column 13, the Column border node plate 14 vertical with described main column 13 and with the mast 15 of described Column border node plate 14 in same level, described Column border node plate 14 welding is arranged on described main column, described mast 15 is arranged on described Column border node plate 14 by bolt 10, the mast that described main column 13 is one-sided and main column 13 form K type structure, described main column 13 adopts steel pipe, described main column 13 runs through and is provided with some posts and runs through arm 16, described post runs through arm 16 and forms inclination angle with described Column border node plate 14 place horizontal plane.
K type web member lattice power transmission tower of the present invention limits the position relationship of the position of Nodes body pillar 7, girder connection plate 8, beam column 9 and main column 13, Column border node plate 14, mast 15 and direction, simple structure is utilized to directly enhance the stability of power transmission tower, simultaneously, if identical stress performance requirement need be reached, adopt K type web member lattice power transmission tower of the present invention less compared with the nodes needed for traditional approach, stiffener quantity and connecting bolt 10 quantity, save cost.
As the improvement of such scheme, described girder connection also comprises the vertical ring flat-plate 12 for strengthening described girder connection plate 8 and body pillar 7 bonding strength, described vertical ring flat-plate 12 by welding ring around described body pillar 7, described vertical ring flat-plate 12 is simultaneously perpendicular to body pillar 7 and girder connection plate 8, and described vertical ring flat-plate 12 welds on the edge by being located at any side of described girder connection plate 8.This vertical ring flat-plate 12 can the bonding strength of strengthened beam gusset plate 8 and body pillar 7, improves the stability of this node, thus improves the stability of power transmission tower.
As the improvement of such scheme, described Column border node plate 14 is the horizontal ring flat-plate around being arranged on described main column 13, this vertical ring flat-plate 12 can strengthen the bonding strength of Column border node plate 14 and main column 13, improves the stability of this node, thus improves the stability of power transmission tower.
The method for analyzing stability of K type web member lattice power transmission tower of the present invention, comprises the following steps:
1) the node initial stiffness at computing node place, first the Moment Rotation Rigidity Calculation formula of gusset plate opposing body steel is converted to the extruding stiffness combine of the shear stiffness of Nodes bolt 10 and hole wall, then adopt Hermite interpolation polynomial and minimum potential energy principal derivation to consider the stiffness matrix of the Thin-Walled Bar Elements of node coupling stiffness, finally draw the computation model of the moment-rotation relationship considering varied rigid link space nodes; Wherein, main body steel can be body pillar 7, also can be main column 13.
Concrete, in the present embodiment, node initial stiffness refers to that between plate, frictional slip terminates, and bolt 10 starts by rigidity when cutting.And the initial stiffness of node forms relative to the rotational stiffness of main body steel primarily of the shearing rotational stiffness of main body steel nodes domains and gusset plate, gusset plate is actually relative to the rotation of leading role's steel and is cut by bolt 10 that the crimp of bending deformation, leading role's steel bolt 10 hole hole wall and gusset plate bolt 10 hole hole wall causes.Therefore, the relative deflection stiffness of gusset plate can be cut curved rigidity and hole wall by bolt 10 and extrudes stiffness combine and obtain.
During derivation, the shear stiffness of single bolt 10 adopts the principle of virtual work and unit load method to calculate, hole wall extruding rigidity is for converting by hole wall crimp, and when the extruding rigidity of the shear stiffness of bolt 10 and hole wall is carried out combining and being converted to rotational stiffness, assuming that the center of rotation of gusset plate is at bolt 10 groups of centre of form places, when multiple assembly is positioned at sustained height, replace the rigidity of each assembly of this At The Height by an equivalent stiffness; Identical but be positioned at the assembly of differing heights position for stress form, the original arm of force can be replaced with an equivalent arm of force, thus obtain the equivalent stiffness being positioned at each assembly rigidity in differing heights position; And Hermite interpolation polynomial and minimum potential energy principal and the derivation mode of energy method principle be prior art, do not set forth at this.
2) power transmission tower nonlinear finite element model is set up, varied rigid link is arranged on the oblique material in centre 5 of tower leg 1 and main material 4 junction and middle tiltedly material 5 and herringbone oblique material 6 junction, utilize step 1) in the computation model of the moment-rotation relationship of Semi-rigid Joints that calculates this model is retrained, and carry out finite element analysis, analytic process adopts arc-length methods progressively to load.
In the present embodiment, finite element analysis comprises the following steps:
A) model of creation, model creation process adopts the simulation of SOLID95 solid element body pillar 7, main column 13, girder connection plate 8, Column border node plate 14, beam column 9, mast 15 and bolt 10.
Wherein, SOLID95 is 3D20 node structure solid element, the Element of High Order of SOLID45, and this element can be allowed irregularly shaped, and can not reduce accuracy, is applicable to the model that border is curve; Simultaneously, the compatibility of its deviation shape is good, this unit is by 20 node definitions, each node has 3 degree of freedom, namely along the translation displacements in nodal coordinate system x, y and z direction, this element is any in the orientation in space, has the ability of plasticity, creep, radiation expansion, stress rigidity, large deformation and large sstrain, and provides different output items.Can at utmost reduction and simulation nonlinear problem, analysis result is closer to actual forced status.
B) solve controling parameters, solution procedure utilizes newton-rapshon method to solve, and NLGEOM selects large deformations order, and sub-step number gets 50, and equilibrium iteration maximum times gets 30, opens and linearly receives rope, automatic time walks and degree of freedom solves fallout predictor;
C) loading solves and checks result, extracts the displacement data of corresponding calculation level in FEM (finite element) model, enter POST26 post-processing module, draw the Complete Curve according to the position of test measuring point.
In the present embodiment, step 2) in, the parameters such as the angle β between the diameter D of adjustable body pillar 7 and main column 13, supervisor pipe thickness t, gusset plate height B, two pieces of gusset plates, the semi-rigid impact on structure tension performance of analysis node, the method can quantize the effect of Nodes design parameter to semirigid structure, thus show that it is on the integrally-built impact of power transmission tower, chooses optimal parameter.
In the present embodiment, step 2) in, adjustable, by angle theta, the parameter such as tower leg 1 height H and tower leg 1 place nodes n of the main material in tower leg 1 place 4 and the oblique material 6 of herringbone, is analyzed its impact on tower leg 1 stress performance, thus is obtained tower leg 1 the strongest stressed parameter.
In the present embodiment, establish the moment-rotation relationship computation model of Semi-rigid Joints, and in finite element analysis, utilize it to retrain the node at tower leg 1 place, compared with traditional calculations analytical method, the force-bearing situation that its analysis result closer to power transmission tower is really, the engineering design for reality provides analyzes data more reliably.
What finally illustrate is, above preferred embodiment is only in order to illustrate technical scheme of the present invention and unrestricted, although by above preferred embodiment to invention has been detailed description, but those skilled in the art are to be understood that, various change can be made to it in the form and details, and not depart from claims of the present invention limited range.
Claims (8)
1. a K type web member lattice power transmission tower, comprise tower leg, tower body and tower top, described tower leg, tower body and tower top are formed by leverage and the node be arranged between each bar, and described node is structures with semi-rigid joints, described node is K type node, it is characterized in that: described node is girder connection or Column border node;
Described girder connection comprises the body pillar, girder connection plate, the beam column that are arranged on same level, described girder connection plate welding is arranged in described body pillar, described beam column is arranged on described girder connection plate by bolt, the beam column that described body pillar is one-sided and body pillar form K type structure, described body pillar adopts steel pipe, described body pillar runs through and is provided with some beams and runs through arm, described beam runs through arm and described girder connection plate place plane forms inclination angle.
Described Column border node comprise main column, the Column border node plate vertical with described main column and with the mast of described Column border node plate in same level, described Column border node plate welding is arranged on described main column, described mast is arranged on described Column border node plate by bolt, the one-sided mast of described main column and main column form K type structure, described main column adopts steel pipe, described main column runs through and is provided with some posts and runs through arm, described post runs through arm and described Column border node plate place horizontal plane forms inclination angle.
2. K type web member lattice power transmission tower according to claim 1, rise and be characterised in that: described girder connection also comprises the vertical ring flat-plate for strengthening described girder connection plate and body pillar bonding strength, described vertical ring flat-plate by welding ring around described body pillar, described vertical ring flat-plate is simultaneously vertical with body pillar and girder connection plate, and described vertical ring flat-plate welds by being located on the edge of described any side of girder connection plate.
3. K type web member lattice power transmission tower according to claim 1, rises and is characterised in that: described Column border node plate is the horizontal ring flat-plate around being arranged on described main column.
4., according to a method for analyzing stability for described K type web member lattice power transmission tower arbitrary in claims 1 to 3, comprise the following steps:
1) the node initial stiffness at computing node place, first the Moment Rotation Rigidity Calculation formula of gusset plate opposing body steel is converted to the extruding stiffness combine of the shear stiffness of Nodes bolt and hole wall, then Hermite interpolation polynomial and minimum potential energy principal derivation is adopted to consider the stiffness matrix of the Thin-Walled Bar Elements of node coupling stiffness, finally adopt energy method principle, derive the computation model of the moment-rotation relationship considering varied rigid link space nodes;
2) power transmission tower nonlinear finite element model is set up, varied rigid link is arranged on the oblique material in centre of tower leg and main material junction and middle tiltedly material and the oblique material junction of herringbone, utilize step 1) in the computation model of the moment-rotation relationship of Semi-rigid Joints that calculates this model is retrained, and carry out finite element analysis, analytic process adopts arc-length methods progressively to load.
5. the method for analyzing stability of K type web member structure power transmission tower according to claim 4, is characterized in that: step 1) in the shear stiffness of bolt adopt the principle of virtual work and unit load method to calculate.
6. the method for analyzing stability of K type web member structure power transmission tower according to claim 4, is characterized in that: step 2) comprise step:
A) model of creation, model creation process adopts the simulation of SOLID95 solid element body pillar, main column, girder connection plate, Column border node plate, beam column, mast and bolt;
B) solve controling parameters, solution procedure utilizes newton-rapshon method to solve, and NLGEOM selects large deformations order, and sub-step number gets 50, and equilibrium iteration maximum times gets 30, opens and linearly receives rope, automatic time walks and degree of freedom solves fallout predictor;
C) loading solves and checks result, extracts the displacement data of corresponding calculation level in FEM (finite element) model, enter POST26 post-processing module, draw the Complete Curve according to the position of test measuring point.
7. the method for analyzing stability of K type web member structure power transmission tower according to claim 4, it is characterized in that: step 2) in, the parameters such as the angle between the diameter of adjustable body pillar and main column, pipe thickness, gusset plate height, two pieces of gusset plates, the semi-rigid impact on structure tension performance of analysis node.
8. the method for analyzing stability of K type web member structure power transmission tower according to claim 4, is characterized in that: adjustable, by angle, the parameter such as tower leg height and tower leg place nodes of main for tower leg place material and oblique material, analyzes its impact on tower leg stress performance.
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| CN113221214A (en) * | 2021-04-29 | 2021-08-06 | 西安交通大学 | Calculation method for acting force of four ring plate node ring plate for power transmission steel pipe tower |
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| CN113221214A (en) * | 2021-04-29 | 2021-08-06 | 西安交通大学 | Calculation method for acting force of four ring plate node ring plate for power transmission steel pipe tower |
| CN113221214B (en) * | 2021-04-29 | 2022-12-09 | 西安交通大学 | Calculation method for acting force of four ring plate node ring plate for power transmission steel pipe tower |
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