CN-116733167-B - Plane truss type truss girder structure of transformer substation and design method thereof

CN116733167BCN 116733167 BCN116733167 BCN 116733167BCN-116733167-B

Abstract

The invention relates to the technical field of power engineering framework design, in particular to a transformer substation plane truss type framework beam structure and a design method thereof, wherein the transformer substation plane truss type framework beam structure comprises chord members, web members and end vertical fixedly connected nodes, two ends of the chord members are vertically fixedly connected with a transformer framework column, the chord members are hinged with the web members, the plane type truss girders are used, the upper chord members and the truss web members on the two sides are omitted, and the two-end fixedly connected girder stress models are adopted to design the plane inside and outside, so that the effect of saving the steel consumption is achieved.

Inventors

HUANG HUANXIN
CHEN XIAOXIANG
FU XIAOLING
Hong Tiancong
CHEN CAISHENG
ZHONG SHENGQIAO
GAO WEI
CHEN HONG

Assignees

中国电建集团福建省电力勘测设计院有限公司

Dates

Publication Date: 20260512
Application Date: 20230529

Claims (6)

1. The transformer substation plane truss type truss girder structure is characterized by being a plane truss girder, an upper chord member and truss web members on two sides are omitted, the transformer substation plane truss type truss girder structure comprises a chord member (1), web members (2) and fixing nodes (3) with vertical end parts, two ends of the chord member (1) are vertically and fixedly connected with a transformer truss column through the fixing nodes (3), and the chord member (1) is hinged with the web members (2); the design method of the planar truss type truss girder structure of the transformer substation comprises the following steps: s10, calculating the internal force and deformation of the planar truss girder structure; s20, designing the cross section of a plane truss type truss girder structure; s30, designing the structural requirement of a planar truss type truss girder structure; step S40, designing nodes of a planar truss type truss girder structure; The step S10 includes the steps of: s11, calculating internal force and deformation under the action of vertical load of the planar truss girder structure, wherein the vertical load comprises dead weight and vertical load of a lead, and the dead weight is calculated And under the action of vertical load of the lead, the midspan bending moment of the chord member Bending moment at left end Bending moment at right end Shear force at left end Shear force at right end Deflection in mid-span The method comprises the following steps of: wherein: Under the vertical load of the lead the midspan bending moment of the chord member; a midspan bending moment for the dead weight lower chord; the left end bending moment of the chord member under the vertical load of the lead is set; The left end bending moment of the dead weight lower chord member; the right end bending moment of the chord member under the vertical load of the lead is set; The right end bending moment of the dead weight lower chord member; the left end shearing force of the chord is the vertical load of the lead; The shearing force is the left end of the dead weight lower chord; the right end shearing force of the chord is under the vertical load of the lead; the shear force is the right end of the dead weight lower chord; mid-span deflection of the chord under vertical load of the wire; mid-span deflection of the dead weight lower chord; S12, calculating internal force and deformation under the action of horizontal load of the planar truss girder structure, analyzing the whole planar truss girder according to the fixedly-connected girders at two ends in the stress analysis by considering the bending resistance of the truss end, wherein the midspan deflection of the truss consists of bending deformation and shearing deformation, the bending deformation can be calculated according to the fixedly-connected girders at two ends, the shearing deformation is caused by axial deformation of web members, the horizontal load comprises wind load and horizontal load of wires, and the bending deformation is calculated according to the fixedly-connected girders at two ends, and the bending deformation is calculated according to the wind load And under the action of horizontal load of the lead, the midspan bending moment of the truss Bending moment at left end Bending moment at right end Shear force at left end Shear force at right end Deflection in mid-span The method comprises the following steps of: wherein: Is the midspan bending moment of the truss under the horizontal load of the lead; is the midspan bending moment of the truss under wind load; The left end bending moment of the truss under the horizontal load of the lead is set; Is the left end bending moment of the truss under wind load; the right end bending moment of the truss under the horizontal load of the lead is set; Is the right end bending moment of the truss under wind load; the left end shearing force of the truss under the horizontal load of the lead is set; The left end shearing force of the truss under wind load; the right end shearing force of the truss under the horizontal load of the lead is given; the right end shearing force of the truss under wind load; the mid-span deflection of the truss under the horizontal load of the lead is; is the mid-span deflection of the truss under wind load.
2. A method of designing a planar truss girder construction for a substation according to claim 1, characterized in that said step S20 comprises a cross-sectional design of the chord (1) and a cross-sectional design of the web member (2).
3.A method of designing a planar truss-like truss girder structure for a substation according to claim 2, characterized in that the cross-sectional design of the chord member (1) comprises bending strength checking, shear strength checking, conversion stress calculation and stability checking, Checking bending strength: wherein: Is the net cross-sectional area of the chord (1); The net section modulus in the plane of action of the bending moment of the chord member (1); is the section plasticity development coefficient of the chord member (1); the design values of tensile strength, compressive strength and bending strength of the steel are designed; 、 The pressure and bending moment values at the section of the chord member (1) are checked and calculated respectively , )、( , )、( , ) 3 Combinations; Checking the shearing strength: wherein: Is the web area of the chord (1); Mao Jiemian moment of inertia of the chord member (1) in the plane of action of the bending moment; Calculating the area moment of the centering and shaft at the shear stress position Mao Jiemian for the chord member (1); the shear strength design value of the steel is designed; to calculate the shear force design value of the section acting along the web plane, respectively checking and calculating 、 ; And (3) calculating the conversion stress: The web of the end chord member (1) is used for calculating the height edge and bearing larger normal stress and shearing stress, and the calculation of the conversion stress is also carried out: wherein: calculating the distance from the point to the beam center and the axis for the chord (1) section; 、、 to check the pressure, bending moment and shearing force values at the section, the combination should be checked , , )、( , , ); And (3) stable checking: A plurality of web members (2) are arranged outside the bending moment action plane and can be used as supports without checking, the stability in the bending moment action plane is controlled, and the stability in the bending moment action plane is checked as follows: wherein: Is the gross cross-sectional area of the chord (1); Mao Jiemian modulus of the maximum fiber pressed by the chord member (1) in the plane of action of bending moment; the axial compression stability coefficient of the chord member (1) in the bending moment acting plane is used; the slenderness ratio of the chord member (1) in the plane of action of the bending moment; Is an equivalent bending moment coefficient; 、 The pressure and bending moment values at the section of the chord member (1) are checked and calculated respectively , )、( , )、( , ) The number of the combinations is 3, Is the elastic modulus of steel.
4. A design method of a planar truss-like truss girder structure of a transformer substation according to claim 2, characterized in that the cross section design of the web member (2) is the design of an axial stress member and the axial force The method comprises the following steps: wherein: the number of the web members (2) with the same section is 2 when the web members (2) are crossed, and the number of the single web members (2) is 1; Is the included angle between the web member (2) and the chord member (1); respectively checking and calculating the shearing force in the plane of the horizontal truss 、 Obtaining the axial force of the web member (2) And the strength and stability of the web member (2) can be checked according to the conventional axial compression component.
5. The method for designing a planar truss girder structure of a transformer substation according to claim 1, wherein the step S30 includes checking the deflection and checking the slenderness ratio, and the deflection of the planar truss girder in the horizontal direction And deflection in the vertical direction All should satisfy: wherein L is the length of the chord member (1); the slenderness ratio of the plane truss type truss girder in the vertical direction can be converted into the slenderness ratio of the chord member (1): wherein: Is the wool cross-section area of the chord member (1), Mao Jiemian moment of inertia of the chord member (1) in the plane of action of the bending moment; the slenderness ratio of the planar truss type truss beam in the horizontal direction can be solved according to lattice type components: wherein: The limb distance of the chord member of the plane truss; the slenderness ratio of the planar truss girder in the vertical direction and the horizontal direction should satisfy: 。
6. The method for designing a planar truss-like girder construction of a transformer substation according to claim 1, wherein the step S40 comprises the design of the vertical fastening node of the end of the chord member (1) and the girder and the design of the hinge node of the web member (2) and the chord member (1), wherein the design of the hinge node of the web member (2) and the chord member (1) is accomplished according to the prior art, and the hinge node of the chord member is subjected to the force along the longitudinal axis of the girder Bending moment in vertical plane Shear in vertical direction Shear in horizontal direction The following should be satisfied: wherein: The number of the bolts is the number; is vertical to the bolt group spacing in the direction; The design value of the bearing capacity of the high-strength bolt is designed; the design value of the tension bearing capacity of the high-strength bolt is designed; The pulling force of the checking node is calculated; Checking the bending moment of the node; 、 to check and calculate the shearing force value of the node in the x and y directions , , , )、( , , , )。

Description

Plane truss type truss girder structure of transformer substation and design method thereof Technical Field The invention relates to the technical field of power engineering framework design, in particular to a transformer substation plane truss type framework beam structure and a design method thereof. Background At present, two methods are mainly adopted for the framework beams, namely a triangular lattice framework beam and a rectangular lattice framework beam. The triangular lattice type truss beam consists of one horizontal truss and two inclined trusses, and the rectangular lattice type truss beam consists of two horizontal trusses and two vertical trusses. In general, triangular lattice type frame beams are adopted when the load is small and the span is small, steel pipe sections are generally adopted by chord members, angle steel sections are generally adopted by web members, rectangular lattice type frame beams are adopted when the load is large and the span is large, steel pipe sections are adopted by chord members and web members, and the web members and chord members of the two section frame beams are connected through node plates to realize the function of truss units. The utility model discloses a transformer substation framework, which is disclosed in China patent with publication number CN212201517U and comprises a first upright post, a second upright post and a cross beam, wherein the first upright post and the second upright post are arranged at intervals and are respectively connected with a foundation, the cross beam is arranged between the first upright post and the second upright post, two ends of the cross beam are respectively connected with the first upright post and the second upright post, the first upright post comprises four first supporting legs, the four first supporting legs are fixedly connected with the foundation, the second upright post comprises two second supporting legs, and the two second supporting legs are respectively hinged with the foundation. The first truss structure is arranged on one side of the second upright post, which is opposite to the first upright post, the second truss structure is arranged on the adjacent side of the first truss structure, the steel material consumption of the first truss structure is the same as that of the corresponding side of the first upright post, the load born by the first truss structure is larger than that born by the second truss structure, the width of the first truss structure is larger than that of the second truss structure, and the steel material consumption of the second upright post is saved. The above patent has the beneficial effect of saving the steel consumption of the transformer substation framework, but only reduces the height of the end part of the framework beam, and reduces the steel consumption less. Disclosure of Invention In order to overcome the problems, the invention provides a planar truss type truss girder structure of a transformer substation and a design method thereof, wherein the planar truss girder is used, an upper chord member and truss web members on two sides are omitted, and the effect of saving the steel consumption is achieved. The technical scheme of the invention is as follows: The plane truss type truss girder structure of the transformer substation comprises chord members and web members, wherein two ends of the chord members are vertically fixedly connected with transformer truss columns, and the chord members are hinged with the web members. A design method of a planar truss type girder structure of a transformer substation comprises the following steps: s10, calculating the internal force and deformation of the planar truss girder structure; s20, designing the cross section of a plane truss type truss girder structure; s30, designing the structural requirement of a planar truss type truss girder structure; And S40, designing nodes of the planar truss type truss girder structure. Further, the step S10 includes the following steps: S11, calculating internal force and deformation under the action of vertical loads of the planar truss-type truss girder structure, wherein the vertical loads comprise dead weight and vertical loads of wires, and under the action of dead weight q and vertical loads F y1、Fy2、Fy3 of the wires, mid-span bending moment M yM, left end bending moment M yL, right end bending moment M yR, left end shearing force V yL, right end shearing force V yR and mid-span deflection F y of the chord member are respectively as follows: MyM＝MyMf+MyMq MyL＝MyLf+MyLq MyR＝MyRf+MyRq VyL＝VyLf+VyLq VyR＝VyRf+VyRq fy＝fyf+fyq Wherein M yMf is the mid-span bending moment of the wire vertical load lower chord, M yMq is the mid-span bending moment of the dead weight lower chord, M yLf is the left end bending moment of the wire vertical load lower chord, M yLq is the left end bending moment of the dead weight lower chord, M yRf is the right end bending moment of the wire vertical load lower