CN113111451B - Strip type calculation method for foot plate type boot plate of power transmission tower - Google Patents
Strip type calculation method for foot plate type boot plate of power transmission tower Download PDFInfo
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- CN113111451B CN113111451B CN202110288273.0A CN202110288273A CN113111451B CN 113111451 B CN113111451 B CN 113111451B CN 202110288273 A CN202110288273 A CN 202110288273A CN 113111451 B CN113111451 B CN 113111451B
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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
- G06F30/17—Mechanical parametric or variational design
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
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- G—PHYSICS
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- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
Abstract
The invention relates to the technical field of power transmission towers, aims to solve the problem that the traditional triangular cantilever beam calculation formula of a foot plate type shoe plate of a power transmission tower does not accord with the actual strip-shaped stress distribution, provides a strip-shaped calculation method of the foot plate type shoe plate of the power transmission tower, and establishes a strip-shaped cantilever beam calculation model on the assumption that the pressure stress transmitted to a foot plate of the tower by a shoe plate is distributed in a cross-shaped strip: a) under the action of the pressing load, assuming that the stress transmitted to the tower foot plate by the shoe plate is distributed in a cross-shaped strip shape, and calculating the most unfavorable internal force of the shoe plate; b) under the action of the upward pulling load, according to the principle of the grid method, assuming that the upward pulling constraint force of the anchor bolt is transmitted to the edge of the boot plate at an angle of 45 degrees from the anchor bolt, the boot plate is still assumed to be stressed by the cantilever beam at the moment; the worst internal force of the boot plate is calculated according to a formula. The method has the advantages that the strip type calculation model is matched with the actual situation, the calculation internal force optimization is reduced, the partial pressure effect of the shoe plate on the concrete foundation can be reflected, and the actual stress state of the shoe plate can be reflected.
Description
Technical Field
The invention relates to the technical field of power transmission towers, in particular to a strip-type calculation method for a foot plate type boot plate of a power transmission tower.
Background
The foundation connection is used as a key node for transmitting the upper load of the power transmission tower structure, and the shoe plate is very important for effectively transmitting the internal force. The tower foot plate type connection is the most common connection mode of the iron tower foundation in engineering, upper load is mainly transmitted through the shoe plate, and the internal force calculation of the shoe plate connection is very important.
The traditional algorithm commonly used in engineering design is mainly based on a triangular cantilever beam calculation formula recommended by a transmission line manual, and the assumption that the bottom plate is uniformly distributed and pressed does not accord with the actual strip type stress distribution condition.
Disclosure of Invention
The invention aims to provide a strip type calculation method for a foot plate type boot plate of a power transmission tower, and aims to solve the problem that a traditional triangular cantilever beam calculation formula is inconsistent with the actual strip type stress distribution condition.
The embodiment of the invention is realized by the following steps:
a strip type calculation method for a toe plate type boot plate of a power transmission tower is characterized in that a strip type cantilever beam calculation model is established on the assumption that the compressive stress transmitted to a toe plate of the tower by the boot plate is distributed in a cross-shaped strip manner:
a) calculation of bending moment and shearing force of boot plate under action of pressing load
Under the action of a downward pressing load, the stress transmitted to the tower foot plate by the shoe plate is assumed to be distributed in a cross-shaped strip shape, and the effective pressure-bearing area is the area diffused outwards by the edge of the bottom of the shoe plate according to a diffusion angle of 45 degrees;
when the concrete strength grade is between C15 and C30, the strip width beUniformly taking values according to the following formula:
be＝2c＝3tp (1)
wherein c is the width of one side of the strip, tpIs the shoe plate thickness;
at this time, the shearing force and the bending moment of the shoe plate are calculated as follows:
M＝R·Le/2 (3)
in the formula, R is the resultant force of the counterforce of the tower foot plate; b is the width of the tower foot plate; l iseTaking the maximum cantilever length from the cross splicing position of the shoe plates to the edge of the tower foot plate; n is a designed lower pressure value; v is a boot plate shear design value; m is a shoe plate bending moment design value;
b) boot plate calculation of bending moment and shearing force under upper pulling load
Under the effect of pulling load up, foundation bolt biography power is calculated according to district's method principle, assumes that the restraint power of pulling up of crab-bolt is 45 and transmits to the boot plate edge from the crab-bolt department, and the boot plate still assumes the cantilever beam atress this moment, bears the effective restraint power of crab-bolt transmission, and the shoe plate internal force computational formula is as follows:
in the formula, MtA tension bending moment for the shoe plate; n iseThe number of anchor bolts which can generate effective upward pulling constraint near the boot plate; n is the total number of the foundation bolts; t is1Is the pull-up force, T, of a single anchor bolt1T is the pull-up load; l istThe distance from a foundation bolt to the cross splicing position of the boot plate along the boot plate direction; vtShearing force for boot plate; a. thetsThe effective restriction range of the anchor bolt during the upward pulling.
In one embodiment:
and (3) carrying out design checking calculation on the boot plate, wherein the checking calculation method comprises the following steps:
wherein sigma is the maximum normal stress of the section of the shoe plate under the action of the bending moment; tau is the maximum shear stress of the section of the shoe plate under the action of shearing force; m is the worst bending moment borne by the boot plate; v is the worst shearing force borne by the boot plate; wpThe bending modulus of the cross section of the cross-shaped splicing part of the boot plate; i ispThe moment of inertia of the cross section of the cross-shaped splicing part of the boot plate is obtained; spThe clear distance of the section of the boot plate is; h, calculating the height of the shoe plate, and taking the height of the shoe plate from the cross splicing position of the shoe plate to the step plate; f is the bending resistance design strength of the boot plate; f. ofvThe boot plate is designed for shear strength.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings referred to in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present invention and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings may be obtained from these drawings without inventive effort.
FIG. 1 is an elevation view of a tower-foot connection configuration of a power transmission tower;
FIG. 2 is a cross-sectional view taken along line A-A of FIG. 1;
FIG. 3 is a tower foot plate strap diagram;
FIG. 4 is a shoe cantilever beam model;
FIG. 5 is a calculation model of the distribution of bands under the action of uplift load.
Icon: footing plate 10, stiffening plate 11, shoe plate 12, main material 13, connecting bolt 14 and foundation bolt 15.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. The components of embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the present invention, presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
It should be noted that: like reference numbers and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it need not be further defined and explained in subsequent figures.
Examples
Referring to fig. 1 to 5, the present embodiment proposes a strip calculation method for a footplate shoe of a transmission tower.
As shown in fig. 1 and 2, the power transmission tower foot plate connection structure has a substantially rectangular tower foot plate 10, which is anchored by anchor bolts 15. Four sides of the tower foot plate are respectively and vertically welded with stiffening plates 11, a cross shoe plate 12 is welded between two groups of opposite stiffening plates, the main material 13 comprises two angle steels, the two angle steels are respectively connected on the shoe plate through connecting bolts 14, and the shoe plate 12 and the stiffening plates 11 are both connected with the tower foot plate 10 through welding seams.
With reference to fig. 1-5, the calculation method is that, assuming that the compressive stress transmitted from the shoe plate to the tower foot plate is distributed in a cross-shaped strip, a strip cantilever beam calculation model is established:
a) calculation of bending moment and shearing force of boot plate under action of pressing load
Under the action of a downward pressing load, the stress transmitted to the tower foot plate by the shoe plate is assumed to be distributed in a cross-shaped strip shape, and the effective pressure-bearing area is the area diffused outwards by the edge of the bottom of the shoe plate according to a diffusion angle of 45 degrees;
when the concrete strength grade is between C15 and C30, the strip width beUniformly taking values according to the following formula:
be＝2c＝3tp (1)
wherein c is the width of one side of the strip, tpIs the shoe plate thickness;
at this time, the shearing force and the bending moment of the shoe plate are calculated as follows:
M＝R·Le/2 (3)
in the formula, R is the resultant force of the counterforce of the tower foot plate; b is the width of the tower foot plate; l iseTaking the maximum cantilever length from the cross splicing position of the shoe plates to the edge of the tower foot plate; n is a designed lower pressure value; v is a boot plate shear design value; m is a shoe plate bending moment design value;
b) boot plate calculation of bending moment and shearing force under upper pulling load
Under the effect of pulling load up, foundation bolt biography power is calculated according to district's method principle, assumes that the restraint power of pulling up of crab-bolt is 45 and transmits to the boot plate edge from the crab-bolt department, and the boot plate still assumes the cantilever beam atress this moment, bears the effective restraint power of crab-bolt transmission, and the shoe plate internal force computational formula is as follows:
in the formula, MtA tension moment for the shoe plate; n iseThe number of anchor bolts which can generate effective upward pulling constraint near the boot plate; n is the total number of the foundation bolts; t is1Is the pull-up force, T, of a single anchor bolt1T is the pull-up load; l istThe distance from a foundation bolt to a cross splicing part of the boot plate along the boot plate direction; vtShearing force for boot plate; a. thetsThe effective restriction range of the anchor bolt during the upward pulling.
In one embodiment:
and (3) carrying out design checking calculation on the boot plate, wherein the checking calculation method comprises the following steps:
wherein sigma is the maximum normal stress of the section of the shoe plate under the action of the bending moment; tau is the maximum shear stress of the section of the shoe plate under the action of shearing force; m is the worst bending moment borne by the boot plate; v is the worst shearing force borne by the boot plate; wpThe bending modulus of the cross section of the cross-shaped splicing part of the boot plate; i ispThe moment of inertia of the cross section of the cross-shaped splicing part of the boot plate is obtained; spThe clear distance of the section of the boot plate is; h, calculating the height of the shoe plate, and taking the height of the shoe plate from the cross splicing position of the shoe plate to the step plate; f is the bending resistance design strength of the boot plate; f. ofvThe boot plate is designed for shear strength.
The existing triangular calculation model can overestimate the bending moment and the shearing effect born by the shoe plate, the calculated internal force is too conservative and is poor in economical efficiency, the strip type calculation model is identical with the actual situation, the calculated internal force can be optimized and reduced, the local pressure effect of the shoe plate on a concrete foundation can be reflected, the effective cantilever length can reflect the actual stress state of the shoe plate, and the calculated bending moment and the calculated shearing force are greatly reduced compared with the traditional distribution.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (2)
1. A strip-type calculation method for a foot plate type boot plate of a power transmission tower is characterized by comprising the following steps:
assuming that the compressive stress transmitted to the tower foot plate by the shoe plate is distributed in a cross-shaped strip, establishing a strip-type cantilever beam calculation model:
a) calculation of bending moment and shearing force of boot plate under action of pressing load
Under the action of a downward pressing load, the stress transmitted to the tower foot plate by the shoe plate is assumed to be distributed in a cross-shaped strip shape, and the effective pressure-bearing area is the area diffused outwards by the edge of the bottom of the shoe plate according to a diffusion angle of 45 degrees;
when the concrete strength grade is between C15 and C30, the strip width beUniformly taking values according to the following formula:
be＝2c＝3tp (1)
wherein c is the width of one side of the strip, tpIs the shoe plate thickness;
at this time, the shearing force and the bending moment of the shoe plate are calculated as follows:
M＝R·Le/2 (3)
in the formula, R is the resultant force of the counterforce of the tower foot plate; b is the width of the tower foot plate; l iseTaking the maximum cantilever length from the cross splicing position of the shoe plates to the edge of the tower foot plate; n is a designed value of lower pressure; v is a boot plate shearing force design value; m is a shoe plate bending moment design value;
b) boot plate calculation of bending moment and shearing force under upper pulling load
Under the action of uplift load, force transmission of the foundation bolt is calculated according to the cell method principle, the uplift constraint force of an anchor bolt is assumed to be transmitted to the edge of the boot plate at 45 degrees from the anchor bolt, the boot plate is still assumed to be stressed by a cantilever beam at the moment, the effective constraint force transmitted by the anchor bolt is borne, and the computing formula of the internal force of the boot plate is as follows:
in the formula, MtA tension moment for the shoe plate; n iseThe number of anchor bolts which can generate effective upward pulling constraint near the boot plate; n is the total number of the foundation bolts; t is1Is the pull-up force, T, of a single anchor bolt1T is the pull-up load; l istThe distance from a foundation bolt to the cross splicing position of the boot plate along the boot plate direction; vtIs a shoe plate shearing force.
2. The strip calculation method for the footplate type shoe of the transmission tower according to claim 1, wherein:
and (3) carrying out design checking calculation on the boot plate, wherein the checking calculation method comprises the following steps:
wherein sigma is the maximum normal stress of the section of the shoe plate under the action of the bending moment; tau is the maximum shear stress of the section of the shoe plate under the action of shearing force; m is the worst bending moment borne by the boot plate; v is the worst shearing force borne by the boot plate; wpThe bending modulus of the cross section of the cross-shaped splicing part of the boot plate; i ispThe moment of inertia of the cross section of the cross-shaped splicing part of the boot plate is obtained; spThe clear distance of the section of the boot plate is; h, calculating the height of the shoe plate, and taking the height of the shoe plate from the cross splicing position of the shoe plate to the step plate; f is the bending resistance design strength of the boot plate; f. ofvThe boot plate is designed for shear strength.
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