CN113374329A - Cross oblique material double-limb connecting node and power transmission tower angle steel connecting structure - Google Patents
Cross oblique material double-limb connecting node and power transmission tower angle steel connecting structure Download PDFInfo
- Publication number
- CN113374329A CN113374329A CN202110771665.2A CN202110771665A CN113374329A CN 113374329 A CN113374329 A CN 113374329A CN 202110771665 A CN202110771665 A CN 202110771665A CN 113374329 A CN113374329 A CN 113374329A
- Authority
- CN
- China
- Prior art keywords
- angle steel
- limb
- groove
- oblique
- angle
- Prior art date
- Legal status (The legal status 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 status listed.)
- Granted
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
- E04H12/02—Structures made of specified materials
- E04H12/08—Structures made of specified materials of metal
-
- 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
- E04H12/085—Details of flanges for tubular masts
-
- 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
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/70—Wind energy
- Y02E10/72—Wind turbines with rotation axis in wind direction
Abstract
The invention discloses a crossed oblique material double-limb connecting node and a power transmission tower angle steel connecting structure, wherein the crossed oblique material double-limb connecting node comprises two angle steel oblique materials which are arranged in a crossed manner, each angle steel oblique material comprises two oblique material units arranged along the same straight line direction, the two oblique material units are respectively positioned at two sides of a crossed point of the two angle steel oblique materials, two crossed connecting plates are respectively arranged at two sides of the crossed point of the two angle steel oblique materials, the two crossed connecting plates are opposite in parallel, one end, corresponding to the crossed point, of each oblique material unit is connected with a first bridging angle steel, the first bridging angle steel and the oblique material units form a first groove-shaped structure, and two groove walls of the first groove-shaped structure are respectively attached to and connected with the corresponding crossed connecting plates. The invention has the beneficial effects that: when the same angle steel material and angle steel length are adopted, the ultimate bearing capacity and stability of the crossed oblique material double-limb connecting node are greatly improved compared with the node connected by a single limb, and therefore the integral bearing capacity of the power transmission tower is also enhanced.
Description
Technical Field
The invention belongs to the technical field of power transmission tower structures, and particularly relates to a crossed oblique material double-limb connecting node and a power transmission tower angle steel connecting structure.
Background
The transmission tower is a fixed building for supporting cables, and is generally a steel structure. Common transmission tower mainly adopts two kinds of pylon structural style of angle steel and steel pipe, including founding many main materials of establishing, many main materials distribute around transmission tower central line hoop, and the distance from the bottom up between the main material reduces gradually, links to each other through horizontal material and material to one side between the main material to form big-end-up's body of a tower structure down. The safety and reliability of the tower are related to the safe operation of the whole power transmission line. When the tower is under the action of wind load and horizontal tension of the lead, the whole structure of the tower is easily damaged due to buckling of the oblique material. The mechanical properties of the main material and the diagonal material rod pieces and the mechanical properties of the rod piece connecting nodes are related to the structural stability and the safety of the whole power transmission tower. As the tower structure has various components and complex stress, the tower structure has high requirements on connecting nodes, and the force transmission mechanism of the nodes is related to the stress characteristic of the whole rod piece. In the prior art, main materials and oblique materials are generally connected through single-limb angle steel single plates, the oblique materials between the two main materials are arranged in a crossed mode, and the crossed points are not connected or connected through bolts. Because the transmission tower mainly bears wind load and horizontal tension brought by the conducting wire, under the action of the two loads, the inclined materials on one side of one main material are subjected to tension and compression loads, and the two inclined materials on the other side are simultaneously pressed. In the existing single-limb connecting structure, the bearing capacity and stability of the inclined material are insufficient.
Disclosure of Invention
In view of the above, an object of the present invention is to provide a crossed mitre dual-limb connection node.
The technical scheme is as follows:
a crossed oblique material double-limb connecting node comprises two angle steel oblique materials which are crossed with each other, and is characterized in that each angle steel oblique material comprises two sections of oblique material units which are arranged along the same straight line direction, the two sections of oblique material units are respectively positioned at two sides of the crossed point of the two angle steel oblique materials, and the directions of two single limbs of the two sections of oblique material units are consistent;
two cross connecting plates are respectively arranged on two sides of the cross point of the two angle steel inclined materials, and the two cross connecting plates are arranged on two sides of the two angle steel inclined materials in parallel;
one end of each section of the diagonal member unit, which corresponds to the intersection, is connected with a first bridge angle steel, one single limb of the first bridge angle steel is overlapped and connected with one single limb of the diagonal member unit, and the other single limb of the first bridge angle steel is parallel and opposite to the other single limb of the diagonal member unit to form a first groove-shaped structure;
the two side groove walls of the first groove-shaped structure are respectively attached to and connected with the corresponding cross connection plates.
As a preferred technical scheme, the two angle steel oblique materials are both positioned in the vertical plane.
Preferably, one side groove wall of the first groove-shaped structure corresponding to all the inclined material units is attached to the same cross connecting plate.
As a preferred technical scheme, the two side groove walls of the first groove-shaped structure are respectively connected with the corresponding cross connection plates through connecting pieces;
the two single limbs of the inclined material unit overlapped with the corresponding first bridge angle steel are also connected through a connecting piece.
The invention also aims to provide a transmission tower angle steel connecting structure.
The technical scheme is as follows:
the angle steel connecting structure of the power transmission tower comprises the crossed oblique material double-limb connecting node and is characterized by further comprising two vertically arranged angle steel main materials, wherein two single limbs of the two angle steel main materials, which are close to each other, are positioned in the same plane, and the other two single limbs are opposite;
the double-limb connecting joint of the crossed oblique materials is arranged between two single limbs of the two angle steel main materials, wherein one end, far away from the intersection point, of each oblique material unit is close to the corresponding angle steel main material, and the single limbs of the first groove-shaped structure groove wall formed by all the oblique material units are respectively attached to the inner side faces of the single limbs of the corresponding angle steel main materials and are connected with the inner side faces.
As a preferred technical scheme, a gusset plate is arranged on the inner side of a single limb of the angle steel main material connected with the oblique material unit, at least one part of the gusset plate is opposite to the corresponding single limb of the angle steel main material in parallel, and the oblique material unit is arranged between the gusset plate and the corresponding single limb of the angle steel main material;
each inclined material unit is connected with a second bridge angle steel at the end part close to the angle steel main material, the second bridge angle steel is arranged along the length direction of the inclined material unit, one single limb of the second bridge angle steel is overlapped and connected with one single limb of the inclined material unit, and the other single limb of the second bridge angle steel is parallel and opposite to the other single limb of the inclined material unit to form a second groove-shaped structure;
the second groove-shaped structures are clamped between the gusset plates and the angle steel main materials, the groove walls of the second groove-shaped structures corresponding to the oblique material units are attached to and connected with the single limbs of the angle steel main materials, and the groove walls of the second groove-shaped structures corresponding to the second bridge angle steel are attached to and connected with the gusset plates.
As a preferred technical scheme, two side groove walls of the second groove-shaped structure are respectively and independently connected with the corresponding angle steel main material and the gusset plate through connecting pieces;
the single limbs of the inclined material unit and the second bridge angle steel which are overlapped are also connected through a connecting piece.
Compared with the prior art, the invention has the beneficial effects that: when the same angle steel material and angle steel length are adopted, the ultimate bearing capacity and stability of the crossed oblique material double-limb connecting node are greatly improved compared with the ultimate bearing capacity and stability of the single-limb connecting node, so that the integral bearing capacity of the connecting structure formed by the angle steel main material and the angle steel oblique material is also enhanced.
Drawings
FIG. 1 is a schematic structural diagram of a first embodiment of the present invention;
FIG. 2 is a schematic structural diagram of a second embodiment of the present invention;
FIG. 3 is a schematic structural view of a connecting node of an inclined material unit and a main material of angle steel;
FIG. 4 is a schematic view of the structure of FIG. 3 from another perspective;
FIG. 5 is a schematic structural diagram of a connecting joint of an angle steel diagonal member and an angle steel main member in the prior art;
FIG. 6 is a schematic structural diagram of two intersecting angle steel diagonal members at a crossing point in the prior art;
fig. 7 is a model diagram of a dual-limb connecting member, wherein: (a) an integral model, (b) a model of a double-limb connection node;
FIG. 8 is a schematic diagram of model boundary constraints;
fig. 9 shows a failure mode of angle steel of double-limb connection and a stress cloud pattern (λ ═ 35);
FIG. 10 is an internode model loading scheme for both a dual limb connection and a single limb connection;
FIG. 11 is a finite element model between two-limb connection and single-limb connection joints, wherein: (a) connecting two limbs: the main material is connected with the inclined material; (b) single-limb connection: the main material is connected with the inclined material; c) connecting two limbs: connecting crossed oblique materials; (d) single-limb connection: connecting crossed oblique materials; (e) connecting two limbs: an internode model; (f) single-limb connection: an internode model;
FIG. 12 is a structural diagram of a connection internode of double limbs and a single limb, and the distribution of angle steel deformation measuring points in the loading process.
Detailed Description
The present invention will be further described with reference to the following examples and the accompanying drawings.
As shown in fig. 5 and 6, in the prior art, an angle steel main material 1 of a power transmission tower is connected with an angle steel diagonal material 3 through a bolt, the angle steel diagonal material 3 includes an in-plane diagonal material and an out-of-plane diagonal material, and a single limb of the angle steel diagonal material 3 is attached to an inner side surface or an outer side surface of a single limb of the angle steel main material 1 to form a single limb connection node. The angle steel inclined materials 3 between two adjacent angle steel main materials 1 are arranged in a pairwise crossing mode, and the middle parts of the angle steel inclined materials are close to each other. The two ends of the angle steel inclined material 3 of the single-limb connecting node are in an eccentric stress state, so that the bearing efficiency is not high, the two angle steel inclined materials 3 which are arranged in a crossed mode are not directly connected, the mutual constraint effect is limited, and the stability of a structural system consisting of the angle steel main material 1 and the angle steel inclined material 3 is not ideal. Therefore, the connecting structure between two crossed angle steel oblique materials 3 and the connecting node structure of the angle steel oblique materials 3 and the angle steel main material 1 are improved.
Example 1
As shown in fig. 1, the crossed oblique material double-limb connecting node comprises two angle steel oblique materials 3 which are crossed with each other, each angle steel oblique material 3 comprises two oblique material units 3a which are arranged along the same straight line direction, the two oblique material units 3a are respectively positioned on two sides of the cross point of the two angle steel oblique materials 3, and the two single limbs of the two oblique material units 3a are in the same direction. Two cross connection plates 5 are respectively arranged on two sides of the cross point of the two angle steel inclined materials 3, and the two cross connection plates 5 are arranged on two sides of the two angle steel inclined materials 3 in parallel. One end of each section of the inclined material unit 3a corresponding to the intersection is connected with a first bridge angle steel 6, one single limb of the first bridge angle steel 6 is overlapped and connected with one single limb of the inclined material unit 3a, and the other single limb of the first bridge angle steel 6 is parallel and opposite to the other single limb of the inclined material unit 3a to form a first groove-shaped structure. The two side groove walls of the first groove-shaped structure are respectively attached to and connected with the corresponding cross connection plates 5.
One side groove wall of the first groove-shaped structure corresponding to all the inclined material units 3a is attached to the same cross connecting plate 5, and one side groove wall of the first groove-shaped structure corresponding to all the first bridge angle steels 6 is attached to the other cross connecting plate 5.
The two angle steel inclined materials 3 are located in a vertical plane, the lengths of the two sections of the inclined material units 3a located above the intersection are equal, and the lengths of the two sections of the inclined material units 3a located below the intersection are equal.
The two side groove walls of the first groove-shaped structure are respectively connected with the corresponding cross connection plates 5 through connecting pieces. The inclined material unit 3a and the corresponding first bridge angle steel 6 are also connected through a connecting piece. The connecting member may use a bolt.
One application scenario of the crossed oblique material double-limb connecting node is the angle steel connecting structure of the power transmission tower in embodiment 2.
Example 2
According to the figure 2, the angle steel connecting structure of the power transmission tower comprises two vertically arranged angle steel main materials 1, two single limbs, close to each other, of the two angle steel main materials 1 are located on the same plane, and the other two single limbs are opposite. The two single limbs of the two angle steel main materials 1 which are close to each other are provided with the crossed oblique material double-limb connecting joint, wherein one end, far away from the cross point, of each oblique material unit 3a is close to the corresponding angle steel main material 1, and the single limbs of the oblique material units 3a which form the wall of the first groove-shaped structure groove are respectively attached to the corresponding inner side surfaces of the single limbs of the angle steel main materials 1 and are connected with the single limbs.
The inclined member unit 3a is arranged inside the angle steel main member 1 to adapt to the stress mode of the axis bearing of the angle steel main member 1, so that the load on the angle steel inclined member 3 is transmitted to the axis of the angle steel main member 1 as much as possible. Therefore, at the joint of the crossed diagonal member double-limb connecting nodes, the groove wall of one side of the first groove-shaped structure corresponding to all diagonal member units 3a is attached to the same cross connecting plate 5, so that the installation and the connection between the diagonal member units 3a and the angle steel main member 1 are facilitated.
As shown in fig. 2, for a crossed diagonal double-limb connecting node, the lengths of two sections of the diagonal member units 3a above the crossed point are equal, and the lengths of two sections of the diagonal member units 3a below the crossed point are equal. In addition, since the cross-sectional size of the power transmission tower gradually increases from bottom to top, the interval between the adjacent two angle steel main bars 1 gradually decreases from bottom to top, and accordingly, for one crossed diagonals double limb connecting node, the length of the diagonals unit 3a located above the crossing point is smaller than the length of the diagonals unit 3a located below the crossing point.
Similarly, as shown in fig. 3 and 4, in order to improve the strength of the connection node between the diagonal member unit 3a and the main angle member 1, a node plate 2 is disposed inside a single limb of the main angle member 1 connected to the diagonal member unit 3a, at least a portion of the node plate 2 is aligned parallel to and opposite to the corresponding single limb of the main angle member 1, the diagonal member unit 3a is disposed therebetween, a second bridge angle 4 is connected to an end portion of each diagonal member unit 3a close to the main angle member 1, the second bridge angle 4 is disposed along the length direction of the diagonal member unit 3a, a single limb of the second bridge angle 4 is overlapped and connected with a single limb of the diagonal member unit 3a, and another single limb of the second bridge angle 4 is aligned parallel to and opposite to another single limb of the diagonal member unit 3a, so as to form a second groove-shaped structure. The second groove-shaped structure is clamped between the gusset plate 2 and the angle steel main material 1, the groove wall of the second groove-shaped structure corresponding to the oblique material unit 3a is attached to and connected with a single limb of the angle steel main material 1, and the groove wall of the second groove-shaped structure corresponding to the second bridge angle steel 4 is attached to and connected with the gusset plate 2. Thus, the connection part of the inclined material unit 3a and the angle steel main material 1 also forms double-limb connection. The gusset plate 2 and the angle steel main material 1 are relatively fixed and connected, the connection mode can be connection through a connecting piece, when two or more groove-shaped structures are connected between the gusset plate 2 and the angle steel main material 1, the gusset plate 2 is fixed relative to the angle steel main material 1, and other connecting pieces are not needed.
The groove walls on the two sides of the second groove-shaped structure are respectively and independently connected with the corresponding angle steel main material 1 and the node plate 2 through connecting pieces, so that the assembly is convenient, and meanwhile, the load is effectively transferred. The connector may be a bolt. When two single angle limbs are connected through a bolt, although the load can be transmitted, simulation tests show that the two single limbs can rotate relatively, but the rotation can not occur when two or more bolts are used for connection. In addition, simulation tests find that the number of bolts is increased continuously, and the improvement of the bearing capacity is limited, so that the requirement can be met by using two bolts between two single limbs overlapped by two angle steel members. The inclined material unit 3a is also connected with the second bridge angle iron 4 through bolts.
For convenience of construction, the diagonal member units 3a, the second bridge angle 4, the first bridge angle 6 and the angle main member 1 are all equal-edge angles, and common Q235, Q345 and Q420 steel materials can be used.
Through finite element analysis discovery, when second bridge angle steel 4 and the oblique material 3's of angle steel section width, thickness and material intensity differ great, the unbalance loading can take place for second slot-like structure and angle steel owner material 1 and gusset plate 2 junction, more is close single limb connected node's atress condition, and has deviated from the original purpose of design of two limbs connected node. The cross section width and the material strength of the inclined material unit 3a and the second bridge angle iron 4 are consistent.
For the lattice type iron tower, each angle steel main material 1 is connected with two adjacent angle steel main materials 1 positioned on two sides of the angle steel main material, so that the cross section of the gusset plate 2 is L-shaped and comprises two flat plate parts which are vertically connected, and the two flat plate parts of the gusset plate 2 are respectively parallel to two single limbs of the angle steel main material 1. At least one second groove-shaped structure is arranged between the two flat plate parts of the gusset plate 2 and the corresponding single limb of the angle steel main material 1 respectively so as to connect one angle steel main material 1 with two adjacent angle steel main materials 1 positioned at two sides of the angle steel main material through an angle steel inclined material 3.
The bearing capacity of the double-limb angle steel connecting structure is compared with that of a single-limb angle steel connecting structure in the prior art by adopting a finite element analysis method.
Bearing capacity analysis of single angle steel inclined material 3
Firstly, a finite element model of the single-limb connected equilateral single-angle steel member is established, a contact unit and a pre-tightening unit are introduced, the friction relation between the members is simulated, the pre-tightening effect of a bolt is considered, and the boundary condition of a knife edge hinge is adopted to simulate the linear constraint hinge. By applying the finite element simulation method established in the embodiment, relevant experiments and numerical simulation examples in a reference (a theory and experimental research on the stable bearing capacity of the unequal angle steel component of the power transmission tower, a university of Chongqing academic thesis, 2017) are analyzed, and the accuracy of the angle steel stability numerical simulation method provided by the embodiment is proved. Then, a novel double-limb angle steel connecting structure is provided, based on ANSYS Workbench finite element software, entity units are adopted in finite element analysis, initial geometric defects and residual stress influence are considered in a model, and the stability limit bearing capacity of the single angle steel is calculated.
(1) Double-limb connecting angle steel model
The double-limb connecting node model mainly comprises end plates, node plates, bolts, short angle steels and long angle steel rods, wherein the two node plates are used for simulating a second groove-shaped structure of the double-limb connecting node model and the node plates 2 and the angle steel main materials 1 which are fixedly connected together, the short angle steels are used for simulating second bridge angle steels 4, the long angle steels are used for simulating angle steel inclined materials 3, and the end plates are used for connecting the two node plates but are mainly used for loading.
According to the typical structure of the power transmission angle steel tower, L80 multiplied by 6 standard equal-side angle steel is selected, and the double-limb connection bearing capacity checking calculation is carried out. A geometric model diagram as shown in fig. 7 is established based on a DM module in finite element software ANSYS Workbench, then a Static Structural module is entered, a finite element model after grid division is subjected to Static solution, and Solid186 entity units are adopted to establish components such as angle steel, node plates, bolts and the like. The aspect ratios λ of the long angle steels are set to 35, 47, 70, and 105, respectively.
The material of the angle steel is hot-rolled equilateral Q235 steel serving as a main research object, the yield strength is used as a basic comparison analysis object, Q345 steel is selected for ensuring that the material strength of a main material is greater than that of an inclined material, the same material is selected for node board simulation according to the material condition of the main material, and the Poisson ratio of all the steel is 0.3. Under the condition that the yield strength of the compression bar is 235MPa, the strength of the bolt is not too low according to the specification requirements, a 6.8-grade high-strength bolt is selected according to the material properties of the component, and the yield strength standard of the bolt is 480 MPa. The components such as angle steel, gusset plates, bolts and the like all adopt a bilinear follow-up model, so that the material enters a strengthening stage after yielding, the elastic modulus of the steel is 206GPa, and 1% of the elastic modulus is taken as a tangent modulus value of a strengthening section. The end plate in the member is mainly used for loading, and the elastic modulus is increased by 100 times on the basis of steel materials in order to ensure that local damage does not occur.
The frictional relationship in the dual limb connecting member mainly includes: the bolt and the long angle steel, the bolt and the short angle steel, the bolt and the gusset plate, the gusset plate and the long angle steel, the gusset plate and the short angle steel, the long angle steel and the short angle steel, and the gusset plate and the end plate are bound and restrained. According to the regulation of the Steel rules, when the components Q235 are connected by bolts, the anti-sliding coefficient between the friction surfaces is 0.3. The Bolt pretightening force is applied through Bolt Pretension tree-shaped commands, the applied object is the surface of the screw, the pretightening force is set, and the pretightening effect of the Bolt is achieved.
(2) Model boundary constraint condition and load loading mode
According to a single angle steel stability test method in a test scheme (Laiyan power transmission tower inequilateral angle steel component stability bearing capacity theory and experimental research, university of Chongqing academic paper, 2017.), boundary conditions adopt a constraint and loading mode of a knife edge hinge. Therefore, line constraint is adopted to simulate the knife edge hinge in numerical simulation, the end A in the entity unit finite element model represents a fixed end, and displacement boundary conditions in the XYZ direction are constrained; and the end B represents a loading end and restricts displacement boundary conditions in the XY direction. The boundary constraint case is shown in fig. 8.
The loading is carried out by adopting a grading displacement loading mode.
(3) Initial defect
The angle steel is bent in advance due to the fact that initial defects and residual stress exist in the production process of the actual component, and the influence of factors such as initial geometric defects and residual stress is considered for accurately analyzing the stability of the angle steel component. According to the maximum initial bending, 1/1000 angle steel length is taken according to factory conditions, a first-order mode obtained by angle steel model characteristic value buckling analysis is used as an initial geometric defect, and 1/1000 rod length is used as a coefficient for updating model coordinates, so that initial defect influence analysis is realized. In addition, the residual stress may be the internal stress of the steel after hot rolling, and the maximum residual stress is controlled by taking 30% buckling stress as a reference (Kitipomchai & Lee 1986).
(4) Finite element results
Taking equal-edge angle steel L80 multiplied by 6 as an example, the length-to-thickness ratio (lambda) of the angle steel is 35, 47, 70 and 105, the thickness of the short angle steel is 6mm, the thickness of the gusset plate is 10mm, 2 bolts are used for establishing an angle steel finite element model, and the stable limit bearing capacity of the angle steel is calculated, and is shown as an angle steel damage form and stress cloud chart in fig. 9. Under the action of continuous load, the component is damaged by angle steel instability, the stable bearing capacity of the angle steel with the slenderness ratio of 35 reaches 190.94kN, the transverse displacement reaches 1.57mm, and the axial displacement reaches 2.11 mm. The bearing capacity results for each condition are shown in table 1.
TABLE 1 Dual limb connection Single Angle iron finite element results
In order to detect the correctness of the method for establishing the model, a single angle steel axial compression finite element model is established for finite element analysis, a single angle steel physical model is established for loading test, and the finite element model analysis result is found to be closer to the physical model test result, so that the effectiveness of the method for establishing the finite element model is indicated.
(5) Comparative analysis of double-limb connection and single-limb connection
According to the finite element simulation analysis result, the stress of the doubly-linked connecting component is more concentrated in the middle of the angle steel, and the bearing capacity is between the axle centers of the two ends and the axle center of one end and the other end is eccentric and is closer to the axle centers of the two ends. In power transmission tower engineering, a single-limb connecting oblique material is generally regarded as a type B with one end eccentric and the other end stressed on the axis, and the bearing capacity of the double-limb connecting oblique material is about 1.34 times of that of a stressed member connected with a single limb.
(6) Double-limb connecting angle steel parameter analysis
The node thickness, the number of bolts, the short angle steel limb thickness and the short angle steel material strength are selected, 4 parameters are used as parameter analysis factors of the double-limb connecting node, and the stress influence condition of the angle steel component under different slenderness ratios is considered at the same time. The node thickness is 6mm, 10mm, 14mm and 18mm, the number of bolts is 1, 2 and 3, the thickness of the short angle steel limb is 5mm, 6mm, 7mm, 8mm and 10mm, the strength of the short angle steel material is 235MPa, 345MPa and 420MPa, the width of the short angle steel limb and the width of the long angle steel limb meet the structural requirement of the double-limb connecting node, the slenderness ratio is 35, 47, 70 and 105, and the total number is 60 angle steel finite element models. According to the knife edge hinge test method, the simulation boundary condition and the loading mode are considered to be hinged, the conditions of initial defects, residual stress, contact simulation, bolt pretightening force and the like are considered, and the section of the angle steel with the specification of L80 multiplied by 8 is selected as a research object, the long-angle steel Q235 and the node plate Q345. And analyzing the bearing capacity of the angle steel of each node model to obtain the limit bearing capacity and the deformation mode of the angle steel inclined material 3.
Influence of gusset plate thickness
Under the little slenderness ratio, when gusset plate thickness is 10mm, the buckling of node is destroyed can take place, and the meeting an emergency of angle steel nodal connection department is far away than the angle steel middle part, and the angle steel middle part is out of shape very little this moment, cuts near the messenger angle steel screw and takes place local great deformation through the bolt. When the length-to-thickness ratio is large or the thickness of the gusset plate is large enough, the angle steel component is subjected to integral buckling damage.
According to the numerical analysis result, the thickness of the gusset plate is an important parameter for ensuring the reliability of the node, along with the continuous increase of the thickness of the gusset plate, the damage of the angle steel component is changed from the buckling of the gusset plate to the buckling of the angle steel, and the bearing capacity of the component is not continuously increased any more. Therefore, when the length-to-slenderness ratio of the equilateral steel component is 35 or 47, the thickness of the gusset plate is 18mm, the strength of the gusset plate is sufficient, and the bearing capacity of the component depends on bending or local buckling failure of the angle steel. When the length-to-fineness ratio of the member is 70 to 105, the thickness of the node plate is 10mm, and the node strength is safe and reliable.
② influence of number of bolts
When each connecting limb adopts 1 bolt, the member mainly takes node torsion damage and node local damage as main parts; when 2-3 bolts are adopted, the member is mainly subjected to angle steel bending damage. Under the condition that the thickness of the gusset plate is 10mm, when the number of the bolts is 1, the bolts have weak fixing effect on the angle steel and the gusset plate, relative twisting occurs between the angle steel and the gusset plate, and only the member with the slenderness ratio of 105 does not have torsional deformation of the gusset plate under the working condition. When the number of the bolts is 2-3, the node rotation condition does not occur in the loading of the angle steel component, and the component is mainly subjected to local buckling or integral bending damage of the angle steel.
The results of the breaking deformation and the bearing capacity of different components are shown in table 2, and the table also comprises the test result about the influence of the number of the bolts of the C-type single-limb connecting component in the reference (Liyan. unequal angle steel component of power transmission tower, theory of stable bearing capacity and experimental research. university of Chongqing academic paper, 2017.), wherein the component in the test is L80 multiplied by 6 equal angle steel, and the two ends are eccentrically connected.
TABLE 2 load-bearing capacity and failure deformation results for different bolt numbers
Note: pWFor simulating the working member load-carrying capacity, PEThe method is a test value of a reference (a theory of stable bearing capacity of a non-equilateral angle steel component of a power transmission tower in Liyan and a test research, a academic paper of Chongqing university, 2017.).
Compared with the damage form of the angle steel member, the constraint effect of the double-limb connecting angle steel is stronger than that of the single-limb connecting angle steel, and the bearing capacity of the double-limb connecting node angle steel is about 2.17 times of that of the single-limb connecting node member on average.
2 bolts are for 1 bolt, and the restraint effect to the angle steel is very showing, and 3 bolts are comparatively close for 2 bolt angle steel bearing capacity. When the slenderness ratio is 70 and 105, the working condition bearing capacity of the two components is basically consistent, and the influence of the bolt on the components is almost negligible along with the increase of the slenderness ratio. Therefore, for analysis angle steel stability bearing capacity, guarantee two limb node rigidity, it is enough to need 2 bolts, and wherein 1 bolt can not guarantee that the node does not rotate, and 3 relative 2 bolts of bolt increase effect are not showing significantly.
Influence of short angle steel thickness
When the slenderness ratio is 35, the damage form of the angle steel component is gradually changed from the integral bending of the angle steel, the local buckling of the angle steel and the local damage of the gusset plate along with the increase of the thickness of the short angle steel. When the slenderness ratio is more than 40, both limbs of the angle steel member are subjected to bidirectional bending damage, and the larger the slenderness ratio is, the more serious the bending transverse deformation damage is.
Compared with the influence of different short angle steel thicknesses on the bearing capacity of the angle steel component, the influence effect of the increase of the short angle steel thickness on the whole component is smaller and can be ignored.
According to the calculation results, the short angle steel and the long angle steel are connected together to form an axial stressed member which is used as a part of the pressure rod piece, and under the condition that the thickness of the same gusset plate is 10mm, the gusset plate is insufficient in strength along with the increase of the thickness of the short angle steel, so that the member is changed from the integral buckling damage of the angle steel to the buckling damage of the gusset plate. Therefore, the thickness of the short angle steel is designed to be coordinated with the thickness of the gusset plate, and the strength or the thickness of the gusset plate is increased when the thickness of the short angle steel is larger in the rod piece under the condition of shorter slenderness ratio, so that the angle steel is guaranteed to be damaged before the gusset plate.
Influence of short angle steel material
When the slenderness ratio is 35, the gusset plate is locally damaged along with the increase of the strength of the short angle steel material, and the angle steel has no buckling deformation. Under other slenderness ratios, the angle steel is subjected to integral bidirectional bending deformation damage along with the increase of slenderness ratios, and the integral deformation degree is increased along with the integral bidirectional bending deformation damage. Under the same slenderness ratio, the ultimate bearing capacity of the angle steel is respectively increased by 0.14%, 0.01%, 0.05% and 0.02% along with the increase of the strength of the short angle steel material. Therefore, under the condition that the long angle steel is made of Q235 material, the material strength of the short angle steel is increased, the stable bearing capacity of the angle steel is not influenced, and the short angle steel and the long angle steel need to be made of steel with the same material strength.
Influence of width-thickness ratio of long angle steel
Finite element analysis shows that as the slenderness ratio of the angle steel inclined material 3 is increased, the influence of the width-thickness ratio on the stability coefficient is reduced, but within a certain slenderness ratio range, the influence of the width-thickness ratio on the stability of the component is larger. Determining according to the analysis result: when the length-to-thickness ratio of the angle steel inclined material 3 is 37, the width-to-thickness ratio is not more than 8; when the length-to-thickness ratio of the angle steel inclined material 3 is more than 37 and not more than 105, the width-to-thickness ratio is not more than 10.
(II) analysis of bearing capacity of crossed angle steel inclined material 3
For the invention, four diagonal material units 3a in the same cross diagonal material double-limb connecting node are all positioned at the inner side of the angle steel main material 1, the diagonal material units 3a are connected with the angle steel main material 1 in a double-limb connecting mode, the eccentricity of the diagonal material units 3a relative to the angle steel main material 1 is negligible, the angle steel diagonal material 3 is regarded as an axis stress, and the eccentric stress condition of connecting the outer side of the main material angle steel does not exist.
(1) Model building
The constitutive model of the steel adopts an elastic-plastic model, a stress-strain relation curve of the steel is defined by utilizing a bilinear reinforcement model, and the standard value of the elastic modulus is 2.06 GPa. The model materials were selected as follows: 1) the angle steel main material 1 adopts Q420 steel, and the section of the angle steel is equal-edge angle steel with L160 multiplied by 12; 2) the angle steel inclined material 3 is Q235 steel with an L80 multiplied by 6 equal-edge angle steel section; 3) the cross connecting plate 5 is made of Q420 steel, and the thickness of the angle steel is 20 mm; 4) the bolt diameter is 20 mm.
The main body model of the double-limb angle steel connecting structure is simulated by adopting a Shell 181 unit, a bolt is coupled with edge nodes of two connected shells, and the double-limb connecting nodes are respectively coupled with bolt nodes between an angle steel main material 1 and an angle steel inclined material 3/inclined material unit 3a, the angle steel inclined material 3/inclined material unit 3a and a first bridge angle steel 6/a second bridge angle steel 4, the first bridge angle steel 6/the second bridge angle steel 4 and a cross connecting plate 5/a node plate 2; the single-limb angle steel connecting structure is coupled with the bolt hole node of the angle steel main material 1 and the angle steel oblique material 3 and the intersection point between the left oblique material and the right oblique material limb. The simulation result shows that the simulation by the Shell 181 unit is more in line with the theoretical assumption,
(2) loading scheme
The horizontal load of the power transmission tower is mainly horizontal tension caused by wind load and a lead, under the action of the two loads, the inclined materials on one side of the internode are subjected to tension and compression loads, and the two inclined materials on the other side are simultaneously compressed, so that the loading scheme is shown in figure 10, firstly, the axial center pressure of 100kN in total is applied to the main materials according to the force of 10kN of each stage, then, the load is formally applied to the tension member until the strain reaches 20% of the yield strain, and then, the load is gradually applied to the compression rod until the inclined materials are subjected to yield instability damage.
(3) Finite element model
The internode finite element model is shown in figure 11. According to engineering practice, boundary conditions are applied to the internode model, and the constraint conditions of the internode model are as follows: 1) constraining 6 degrees of freedom of the main material bottom end plate at the non-loading end of the internode; 2) and constraining the displacement of the lateral force loading point between the joints and the plane outside direction of the intersection point of the main material so as to ensure that the main material joint does not deform outside the plane. The finite element model is loaded, and compared with an actual steel structure model loading result, the finite element model can be well matched with the actual steel structure model.
(4) Analysis of stable bearing capacity of crossed inclined timber for double-limb connection and single-limb connection
The internode structure model is shown in fig. 12, the slenderness ratio of the upper-section diagonal member (for the double-limb angle steel connecting structure, the upper-section diagonal member unit 3a) in the internode model of the cross diagonal member is 141, the slenderness ratio of the lower-section diagonal member (for the double-limb angle steel connecting structure, the lower-section diagonal member unit 3a) is 160, and the length ratio of the upper section to the lower section is about 0.88. 5 measuring points are arranged in the internodes, the measuring point No. 1 is an oblique material intersection point, the middle point of the cross connecting plate 5 is arranged in the double-limb angle steel connecting structure, and the measuring points No. 2 to No. 5 are respectively arranged at the middle point positions between the end part of the oblique material and the intersection point.
The method comprises the steps of considering two stress conditions of one-pull-one-press stress and one-press stress in simulated working conditions, obtaining the bearing capacity of the angle steel inclined material of double-limb connection and single-limb connection by changing the load ratio of two crossed inclined materials, designing 42 working conditions according to the pull-press ratio of the internal force of a rod piece, wherein internode simulated working conditions are shown in table 3, and FTTo calculate the load of the pressure bars, FBA smaller tension or compression load is applied to the other side.
TABLE 3 internode finite element simulation Condition
One pulling and one pressing
Table 4 shows the bearing capacity of the main pressing diagonal member and the out-of-plane displacement at the intersection point of the diagonal members (the middle point of the double-limb cross connecting plate 5), and the negative sign of the tension-compression ratio only represents that the stress is one tension-one compression, and does not represent the ratio. When the component is connected with two limbs, the bearing capacity of the component is continuously reduced along with the increase of the pulling force under the condition of pulling and pressing, and the bearing capacity of the component is in the range of 52.29kN to 54.63 kN. When the components are connected by single limbs, the bearing capacity of the compression rod is increased along with the increase of the tensile force, and the bearing capacity of the inclined material is in the range of 43.41kN to 37.00 kN. The bearing capacity difference between the connection of the double limbs and the connection of the single limb is gradually increased, and the bearing capacity of the oblique material between the joints of the double limbs is 20.46 to 47.65 percent higher than that of the oblique material of the single limb.
It can also be seen that the maximum out-of-plane displacement of the bias material for the dual limb connection is at the demarcation point of 20% of the tension-compression ratio, and when the tension-compression ratio is greater than 20%, the maximum out-of-plane displacement is changed from inward concave to outward convex, and the maximum out-of-plane displacement is in the range of 19.881mm to 28.506 mm. The maximum out-of-plane displacement of the oblique material connected with the single limb is unevenly changed, but the overall trend is that the maximum out-of-plane displacement difference between the connection of the double limbs and the single limb is increased along with the reduction of the tension-compression ratio within the range of 61.622mm to 105.09mm, the deformation is relatively reduced by 55.24% -82.84%, and the connection of the double limbs at the intersection of the oblique materials plays an important role in restriction. In addition, when the tension-compression ratio is large, the tension-compression has obvious stabilizing effect on the single-limb connection inclined material, the rigidity of the intersection point of the double-limb connection is large, and after the four inclined materials are disconnected at the intersection point, the synergistic deformation effect of the pull rod and the compression rod is weakened relative to the single-limb connection.
TABLE 4 double-limb connection and single-limb connection one-pull one-press result
Note: in table FNS、UNS、FND、UNDThe oblique material bearing capacity and the out-of-plane displacement are connected for double-limb connection and single-limb connection.
In addition, the change of the out-of-plane displacement of each point of the double-limb connection inclined material and the single-limb connection inclined material along with the ratio of the internal force under the action of different tension-compression ratios of the inclined material is analyzed. And extracting displacement deformation values such as the intersection point, the middle point between the end part of the stressed rod and the intersection point, and the middle point between the end part of the stressed rod and the intersection point, wherein the displacement deformation values correspond to 5 measuring points respectively. When the two limbs are connected, the displacement deformation curve of the No. 2 point is always longest, the curve of the No. 2 point is shorter and shorter along with the reduction of the tensile force, the displacement curves of other measuring points are larger and larger, and the difference between the curves is reduced. When the single limbs are connected, the curve difference of the measuring points No. 1 and No. 3 is smaller and smaller, and the maximum displacement is changed from the measuring point No. 3 to the measuring point No. 1. The double-limb connection is less deformed by displacement relative to the single-limb connection, and the gusset plate provides greater rigidity at the cross of the diagonals.
The finite element simulation analysis result shows that: when the inclined material is pulled and pressed, the bearing capacity of the double-limb connecting angle steel is reduced along with the increase of the tensile force, the bearing capacity of the single-limb connecting angle steel is increased along with the increase of the tensile force, the bearing capacity of the double-limb connecting angle steel is averagely higher than that of the single-limb connecting angle steel by 31.23%, and the maximum out-of-plane displacement is averagely lower by 70.74%; when the inclined timber is pressed simultaneously, the double-limb connection and the single-limb connection are reduced along with the increase of the pressure, the bearing capacity of the double-limb connection is higher than that of the single-limb connection by 43.2 percent on average, and the maximum displacement outside the plane is lower by 41.09 percent on average.
Finally, it should be noted that the above-mentioned description is only a preferred embodiment of the present invention, and those skilled in the art can make various similar representations without departing from the spirit and scope of the present invention.
Claims (7)
1. The utility model provides a two limb connected nodes of material to one side alternately, includes two angle steel material to one side (3) that intercrossing set up, its characterized in that: each angle steel inclined material (3) comprises two sections of inclined material units (3a) arranged along the same straight line direction, the two sections of inclined material units (3a) are respectively positioned on two sides of the intersection of the two angle steel inclined materials (3), and the two single limbs of the two sections of inclined material units (3a) are in the same direction;
two sides of the intersection point of the two angle steel inclined materials (3) are respectively provided with a cross connecting plate (5), and the two cross connecting plates (5) are arranged on two sides of the two angle steel inclined materials (3) in parallel;
one end of each section of the inclined material unit (3a) corresponding to the intersection is connected with a first bridge angle steel (6), one single limb of the first bridge angle steel (6) is overlapped and connected with one single limb of the inclined material unit (3a), and the other single limb of the first bridge angle steel (6) is opposite to the other single limb of the inclined material unit (3a) in parallel to form a first groove-shaped structure;
the two side groove walls of the first groove-shaped structure are respectively attached to and connected with the corresponding cross connection plates (5).
2. A cross ledger double limb connection node according to claim 1, characterized by: the two angle steel inclined materials (3) are located in the vertical plane.
3. A cross ledger double limb connection node according to claim 1 or 2, characterized by: one side groove wall of the first groove-shaped structure corresponding to all the inclined material units (3a) is attached to the same cross connecting plate (5).
4. A cross ledger double limb connection node according to claim 3, characterized by: the groove walls at the two sides of the first groove-shaped structure are respectively connected with the corresponding cross connection plates (5) through connecting pieces;
the two single limbs of the inclined material unit (3a) and the corresponding first bridge angle steel (6) which are overlapped are also connected through a connecting piece.
5. A transmission tower angle connection structure comprising the cross diagonals double limb connection node according to claim 3 or 4, wherein: the steel bar is characterized by further comprising two vertically arranged steel bar main materials (1), wherein two single limbs, close to each other, of the two steel bar main materials (1) are located in the same plane, and the other two single limbs are opposite;
the double-limb connecting joint is characterized in that a crossed oblique material double-limb connecting joint is arranged between two single limbs, close to each other, of the two angle steel main materials (1), wherein one end, far away from the intersection, of each oblique material unit (3a) is close to the corresponding angle steel main material (1), and the single limbs, forming the groove wall of the first groove-shaped structure, of each oblique material unit (3a) are respectively attached to the corresponding single-limb inner side face of each angle steel main material (1) and are connected with the single limbs.
6. The transmission tower angle connection structure according to claim 5, wherein: a gusset plate (2) is arranged on the inner side of a single limb of the angle steel main material (1) connected with the inclined material unit (3a), at least one part of the gusset plate (2) is opposite to the single limb of the corresponding angle steel main material (1) in parallel, and the inclined material unit (3a) is arranged between the gusset plate and the angle steel main material;
a second bridge angle (4) is connected to the end, close to the angle main material (1), of each inclined material unit (3a), the second bridge angle (4) is arranged along the length direction of the inclined material unit (3a), one single limb of the second bridge angle (4) is overlapped and connected with one single limb of the inclined material unit (3a), and the other single limb of the second bridge angle (4) is opposite to the other single limb of the inclined material unit (3a) in parallel to form a second groove-shaped structure;
the second groove-shaped structure is clamped between the gusset plate (2) and the angle steel main material (1), the groove wall of the second groove-shaped structure corresponding to the inclined material unit (3a) is attached to and connected with a single limb of the angle steel main material (1), and the groove wall of the second groove-shaped structure corresponding to the second bridging angle steel (4) is attached to and connected with the gusset plate (2).
7. The transmission tower angle connection structure of claim 6, wherein: the groove walls on the two sides of the second groove-shaped structure are respectively and independently connected with the corresponding angle steel main material (1) and the gusset plate (2) through connecting pieces;
the single limbs of the inclined material unit (3a) and the second bridge angle steel (4) which are overlapped are also connected through a connecting piece.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110771665.2A CN113374329B (en) | 2021-07-08 | 2021-07-08 | Cross oblique material double-limb connecting node and power transmission tower angle steel connecting structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110771665.2A CN113374329B (en) | 2021-07-08 | 2021-07-08 | Cross oblique material double-limb connecting node and power transmission tower angle steel connecting structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN113374329A true CN113374329A (en) | 2021-09-10 |
| CN113374329B CN113374329B (en) | 2022-11-18 |
Family
ID=77581393
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110771665.2A Active CN113374329B (en) | 2021-07-08 | 2021-07-08 | Cross oblique material double-limb connecting node and power transmission tower angle steel connecting structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113374329B (en) |
Citations (18)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4189892A (en) * | 1977-07-19 | 1980-02-26 | Erickson Air Crane Co. | Angle guide apparatus |
| JP2004003160A (en) * | 2002-05-31 | 2004-01-08 | Sanyo Engineering & Construction Inc | Base rod device for dismantling steel tower, and method of dismantling steel tower |
| JP2005036598A (en) * | 2003-07-18 | 2005-02-10 | Shimizu Corp | Damping structure |
| CN101463667A (en) * | 2009-01-16 | 2009-06-24 | 天津市电力公司 | Reinforcing means for power transmission iron tower |
| CN102242570A (en) * | 2010-05-13 | 2011-11-16 | 中国电力科学研究院 | Method for reinforcing transmission line iron tower |
| JP2013177797A (en) * | 2012-01-31 | 2013-09-09 | Hazama Ando Corp | Frame structure and method of reinforcing frame structure |
| CN106289711A (en) * | 2016-08-05 | 2017-01-04 | 国网新疆电力公司电力科学研究院 | A kind of force test in wind tunnel method being applicable to lattice round steel pipe power transmission tower |
| CN108035607A (en) * | 2017-12-25 | 2018-05-15 | 杭州市电力设计院有限公司 | For the anti-buckling alternative and method in the repairing of steel truss tower, replacement and maintenance work |
| CN109113411A (en) * | 2018-10-11 | 2019-01-01 | 西南科技大学 | FRP tendons-angle steel combination cross-arm production method for power transmission tower |
| CN109958316A (en) * | 2019-03-01 | 2019-07-02 | 浙江省送变电工程有限公司 | Go straight up to the construction method that unit founds the double limb angle steel towers of transmission line of electricity |
| CN110306859A (en) * | 2019-07-23 | 2019-10-08 | 广东电网有限责任公司 | A kind of power transmission tower and its X-braced panels gusset plate |
| CN209653529U (en) * | 2019-02-20 | 2019-11-19 | 西安建筑科技大学 | A kind of plate and limb pipe-plate sub-assembly and plate node |
| CN211949863U (en) * | 2020-04-07 | 2020-11-17 | 中国电建集团福建省电力勘测设计院有限公司 | Old angle steel tower leg reinforcing apparatus based on space truss |
| CN212130104U (en) * | 2020-03-30 | 2020-12-11 | 营口电力勘察设计咨询有限公司 | Angle steel tower |
| CN112627330A (en) * | 2020-12-03 | 2021-04-09 | 天津大学 | Assembly type steel-engineering bamboo-wood composite beam-column end plate connecting joint and construction method |
| CN112796561A (en) * | 2021-02-02 | 2021-05-14 | 中国电力工程顾问集团西北电力设计院有限公司 | Rice-shaped web member structure and extra-high voltage converter station direct current field polar line tower |
| CN214195785U (en) * | 2020-09-27 | 2021-09-14 | 广东顺发电力器材有限公司 | Electric power iron tower and double-limb combined angle steel arrangement mode thereof |
| CN215889537U (en) * | 2021-07-08 | 2022-02-22 | 重庆科技学院 | Double-limb connecting angle steel node structure of power transmission tower |
-
2021
- 2021-07-08 CN CN202110771665.2A patent/CN113374329B/en active Active
Patent Citations (18)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US4189892A (en) * | 1977-07-19 | 1980-02-26 | Erickson Air Crane Co. | Angle guide apparatus |
| JP2004003160A (en) * | 2002-05-31 | 2004-01-08 | Sanyo Engineering & Construction Inc | Base rod device for dismantling steel tower, and method of dismantling steel tower |
| JP2005036598A (en) * | 2003-07-18 | 2005-02-10 | Shimizu Corp | Damping structure |
| CN101463667A (en) * | 2009-01-16 | 2009-06-24 | 天津市电力公司 | Reinforcing means for power transmission iron tower |
| CN102242570A (en) * | 2010-05-13 | 2011-11-16 | 中国电力科学研究院 | Method for reinforcing transmission line iron tower |
| JP2013177797A (en) * | 2012-01-31 | 2013-09-09 | Hazama Ando Corp | Frame structure and method of reinforcing frame structure |
| CN106289711A (en) * | 2016-08-05 | 2017-01-04 | 国网新疆电力公司电力科学研究院 | A kind of force test in wind tunnel method being applicable to lattice round steel pipe power transmission tower |
| CN108035607A (en) * | 2017-12-25 | 2018-05-15 | 杭州市电力设计院有限公司 | For the anti-buckling alternative and method in the repairing of steel truss tower, replacement and maintenance work |
| CN109113411A (en) * | 2018-10-11 | 2019-01-01 | 西南科技大学 | FRP tendons-angle steel combination cross-arm production method for power transmission tower |
| CN209653529U (en) * | 2019-02-20 | 2019-11-19 | 西安建筑科技大学 | A kind of plate and limb pipe-plate sub-assembly and plate node |
| CN109958316A (en) * | 2019-03-01 | 2019-07-02 | 浙江省送变电工程有限公司 | Go straight up to the construction method that unit founds the double limb angle steel towers of transmission line of electricity |
| CN110306859A (en) * | 2019-07-23 | 2019-10-08 | 广东电网有限责任公司 | A kind of power transmission tower and its X-braced panels gusset plate |
| CN212130104U (en) * | 2020-03-30 | 2020-12-11 | 营口电力勘察设计咨询有限公司 | Angle steel tower |
| CN211949863U (en) * | 2020-04-07 | 2020-11-17 | 中国电建集团福建省电力勘测设计院有限公司 | Old angle steel tower leg reinforcing apparatus based on space truss |
| CN214195785U (en) * | 2020-09-27 | 2021-09-14 | 广东顺发电力器材有限公司 | Electric power iron tower and double-limb combined angle steel arrangement mode thereof |
| CN112627330A (en) * | 2020-12-03 | 2021-04-09 | 天津大学 | Assembly type steel-engineering bamboo-wood composite beam-column end plate connecting joint and construction method |
| CN112796561A (en) * | 2021-02-02 | 2021-05-14 | 中国电力工程顾问集团西北电力设计院有限公司 | Rice-shaped web member structure and extra-high voltage converter station direct current field polar line tower |
| CN215889537U (en) * | 2021-07-08 | 2022-02-22 | 重庆科技学院 | Double-limb connecting angle steel node structure of power transmission tower |
Non-Patent Citations (4)
| Title |
|---|
| 刘凯: "输电塔等边角钢交叉斜材稳定承载力试验及理论研究", 《中国优秀硕士学位论文全文数据库工程科技II辑》 * |
| 李妍: "输电塔不等边角钢构件稳定承载力理论及试验研究", 《中国优秀博士学位论文全文数据库工程科技II辑》 * |
| 肖云凤，华超，杨静怡，葛怀薇: "输电塔单角钢杆件及节点承载力研究进展综述", 《科学技术创新》 * |
| 肖正直，李正良，汪之松，晏致涛，韩枫: "1 000 kV 汉江大跨越塔线体系", 《中国电机工程学报》 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN113374329B (en) | 2022-11-18 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108614936B (en) | Steel-concrete combined beam calculation model analysis method based on stud connection | |
| Liu et al. | Static and seismic experiment for welded joints in modularized prefabricated steel structure | |
| Kwan et al. | Cyclic behaviour of deep reinforced concrete coupling beams | |
| Tang et al. | Study on the progressive collapse behavior of fully bolted RCS beam-to-column connections | |
| CN111753351B (en) | Bending-resistant bearing capacity calculation method of variable-section column | |
| Ma et al. | Experimental and numerical research on gear-bolt joint for free-form grid spatial structures | |
| CN108755954A (en) | A kind of full assembled Self-resetting Column Joint of unilateral prestressing force | |
| CN102733486B (en) | High-efficiency ductile node for prefabrication assembly concrete frame | |
| CN207794355U (en) | A kind of coupling beam structure reinforced using X-shaped steel plate | |
| CN113374329B (en) | Cross oblique material double-limb connecting node and power transmission tower angle steel connecting structure | |
| Abdel-Jaber et al. | Properties of tube and fitting scaffold connections under cyclical loads | |
| CN209841551U (en) | Large-span steel structure beam column node test device | |
| CN215889537U (en) | Double-limb connecting angle steel node structure of power transmission tower | |
| CN214383962U (en) | Flexural steel member capable of preventing fatigue brittle failure | |
| Gidófalvy et al. | Numerical modelling of a novel joint system for grid shells with T cross-sections | |
| CN111209707B (en) | Friction type bolt connection node under combined action of compression shear, method and system | |
| Que et al. | Influence of different connection types on mechanical behavior of girder trusses | |
| CN110952795B (en) | Reinforcing structure and reinforcing method of space structure bending pressure rod | |
| CN110516293B (en) | Finite element calculation method for ultimate bearing capacity under bending, shearing and twisting combined action of midship structure | |
| CN110778204A (en) | 1000kV strain insulator tower prevent wind inclined to one side wire jumper cross arm | |
| CN109610726A (en) | A kind of reinforcing bar and cold-formed thin-walled C steel coupled column destroyed for local buckling | |
| Zaw et al. | Roof Truss Design for Industrial Buildings | |
| CN215978060U (en) | Steel pipe column | |
| Chen et al. | On configuration and structural design of frameless glass structures | |
| Gordziej-Zagórowska et al. | Preliminary experimental research on stability of truss' joint with positive eccentricity |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |