CN110688803B - Method for calculating thickness of foot plate of eight-foot-bolt four-zone separation tower of power transmission tower - Google Patents
Method for calculating thickness of foot plate of eight-foot-bolt four-zone separation tower of power transmission tower Download PDFInfo
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Abstract
A method for calculating the thicknesses of foot plates of an eight-foot-bolt four-region separation tower of a power transmission tower comprises the following steps: calculating and determining the pulling force acting on the tower foot plate through the structure of the iron tower, and determining the specifications of the eight foundation bolts according to the principle that the eight foundation bolts are uniformly stressed; determining the position of a shoe plate according to the principle that the intersection point of the shoe plate which is arranged in an orthogonal cross shape is aligned with the center of a tower foot plate, setting the position of a foundation bolt hole according to the principle that the distance between foundation bolts is not less than four times of the diameter of the foundation bolt, and checking whether a tower foot component collides; and finally, calculating the thickness of the tower foot plate according to the width of the partition, the distance from the center of the foundation bolt to the adjacent stiffening plate, the distance from the center of the foundation bolt to the adjacent boot plate, the length of the stiffening plate, the yield strength of the steel of the tower foot plate and the material resistance coefficient. The invention overcomes the defect of large difference between the assumed conditions and the actual conditions in the traditional calculation method, and has reliable results and excellent economical efficiency.
Description
Technical Field
The invention belongs to the field of power transmission towers, and particularly relates to a method for calculating thicknesses of four partitioned tower foot plates of eight foundation bolts of a power transmission tower.
Background
In recent years, the power construction in China is rapidly developed, the voltage grade of a transmission line is continuously increased, extra-high voltage lines and multi-circuit transmission lines on the same tower are more and more constructed, and the load borne by an iron tower is also more and more. As a connecting part for transferring force from the iron tower to the foundation, the load borne by the tower foot plates is correspondingly larger and larger, the classical four-anchor-bolt tower foot plates can not meet the stress requirement of the large-load iron tower gradually, and the eight-anchor-bolt four-partition tower foot plates gradually become the most common tower foot type of the large-load iron tower. The tower foot plate is square and is divided into 4 stress partitions by an orthogonal cross shoe plate, two foundation bolts are arranged in each stress partition, and stiffening plates are arranged at the outer ends of the shoe plates. The key link of the design of the tower foot plate is to determine the thickness of the tower foot plate, while the existing electric power industry standard DL/T5154-2012 'technical specification for the design of the tower structure of the overhead transmission line' does not provide a calculation formula for the thickness of the tower foot plate with the four partitions of eight foundation bolts, and the related fields at home and abroad lack targeted research, so that for a long time, technicians always adopt a rough approximation method for calculation, and the beneficial effects of stiffening plates are not considered, the design is always conservative, the thickness of the tower foot plate is larger, and the economy is poorer. Therefore, a new calculation method is needed to improve the reliability and economy of the design of the eight anchor bolt four-partition tower footing plate.
Disclosure of Invention
The invention aims to solve the problem that the thickness of the foot plate of the power transmission tower eight-anchor-bolt four-zone separation tower in the prior art cannot be accurately calculated, and provides a method for calculating the thickness of the foot plate of the power transmission tower eight-anchor-bolt four-zone separation tower.
In order to achieve the purpose, the invention has the following technical scheme:
a method for calculating the thickness of a foot plate of a power transmission tower eight-foot-bolt four-zone tower comprises the following steps:
step one, calculating and determining the magnitude of tension T acting on a tower foot plate through an iron tower structure, sharing the tension T together according to eight foundation bolts, and determining the materials and the specifications of the eight foundation bolts according to the T/8 force borne by each foundation bolt;
determining the position of the shoe plate according to the principle that the intersection point of the shoe plate arranged in an orthogonal cross shape is aligned with the center of the tower foot plate, and setting the position of an anchor bolt hole according to the principle that the distance between anchor bolts is not less than four times of the diameter of the anchor bolt according to DL/T5219-2014 basic design technical specification of overhead transmission lines; checking whether the tower foot components collide or not, ensuring that no collision occurs, and determining the width of a tower foot plate, the distance between the hole centers of the foundation bolts and the distance from the hole centers of the foundation bolts to the edge of the tower foot plate;
step three, aiming at any partition, according to the width b of the partition, the distance x from the center of the foundation bolt to the adjacent stiffening plate, the distance y from the center of the foundation bolt to the adjacent boot plate, the length L of the stiffening plate and the yield strength f of the steel of the tower foot plate y And coefficient of partial resistance gamma of material R The thickness t of the tower foot plate is calculated by the following formula:
in the formula (d) 1 Spacing of anchor bolts in the same partition, d 2 A vertical distance d from the cross corner point of the shoe plate in the same partition to the center connecting line of the foundation bolt 3 The vertical distance from the connecting line of the centers of the foundation bolts in the same partition to the connecting line of the ends of the stiffening plates.
Preferably, in the first step, the material of the anchor bolt is selected according to DL/T5154-2012 'technical specification for designing the structure of the overhead transmission line tower' and DL/T1236-2013 'anchor bolt and nut for the transmission pole tower', and the diameter of the anchor bolt is calculated.
Preferably, the length of the stiffening plate in the same region is not less than the sum of the distance from the foundation bolt to the boot plate and half of the edge distance of the foundation bolt; the stiffening plate extends to the corner cut of the tower foot plate.
Preferably, the shoe plate satisfies the bolt connection strength requirement with the main material and the bending strength requirement when the tower foot plate is pressed.
Preferably, the bolt connection strength is determined according to the empirical calculation of DL/T5154-2012 'technical specification for the design of the tower structure of the overhead transmission line'; after determining the bending moment M per unit length of the root shoe plate cross section, the thickness t of the shoe plate is selected according to the following formula s ：
In the formula (f) y And gamma R Respectively is the steel yield strength and material resistance polynomial coefficient of the tower foot plate;
thickness t of stiffening plate r ＝(0.6～0.7)t s 。
Preferably, the ratio of the width of any one of the partitions to the thickness of the tower foot plate is no greater than 16.
Compared with the prior art, the invention has the following beneficial effects:
the method comprises the steps of determining a proper yield line calculation model by adopting a yield line theory and considering the engineering characteristics that two anchor bolts in the same partition are stressed simultaneously aiming at any stressed partition in a tower foot board with eight anchor bolts and four partitions, combining test research and finite element simulation results, deducing a calculation formula of the ultimate bearing capacity according to a virtual work principle, and correcting the formula according to test and simulation analysis results and comprehensively considering factors such as processing, installation and the like. Because the ultimate bearing capacity formula is obtained based on the plasticity analysis, the actual engineering design can not be directly applied, in order to limit the plastic development of the bottom plate and ensure the safety requirement of an engineering structure, according to the edge yield criterion, the bending bearing capacity with edge yield is adopted for calculating the cross section to replace the bending bearing capacity with full-section yield, meanwhile, the material resistance subentry coefficient is counted, the design bearing capacity of the eight-foot-bolt four-zone tower foot plate is further obtained, and the design formula of the thickness of the tower foot plate is obtained through simple transformation of the formula on the basis. The calculation method provided by the invention has complete theoretical support, has the verification of test and simulation results, fully considers the beneficial effect of the stiffening plate and the effect of the separation width-thickness ratio, overcomes the defect of larger difference between the assumed condition and the actual condition in the traditional calculation method, and ensures that the design of the tower foot plate is more scientific and reliable and has better economy.
Furthermore, when the thickness of the tower foot plate is calculated, the length and the length of the stiffening plate are directly influenced by the thickness of the tower foot plate, the length of the stiffening plate in the same region is not less than the sum of the distance from the foundation bolt to the shoe plate and the half of the edge distance of the foundation bolt, the stiffening plate extends to the corner cut position of the tower foot plate, the beneficial effect of the stiffening plate is fully considered, and the calculation result is better.
Furthermore, the thickness calculation formula of the tower foot plate is obtained based on a structural limit analysis method, the formula form obtained by the method is insensitive to the width-thickness ratio of the tower foot plate, and the ratio of the width of any partition to the thickness of the tower foot plate is not more than 16 according to the test result and simulation analysis, so that the engineering safety requirement is ensured, and the deformation of the bottom plate is effectively limited.
Drawings
Fig. 1 is a schematic structural diagram of a power transmission tower with eight anchor bolts and four partitioned tower foot plates;
FIG. 2 is a flow chart of a calculation method of the thickness of the foot plates of the power transmission tower with eight foot bolts and four partitioned towers;
FIG. 3 is a model diagram of calculation of tensile bearing capacity of any stress partition of eight foundation bolts of the power transmission tower based on a yield line theory;
FIG. 4 is a comparison graph of the bearing capacity of the test piece of 14 prototype tests and the bearing capacity of the calculation result of the invention;
fig. 5 is a comparison diagram of tower foot plate thickness of the calculation method proposed by the present invention and an engineering conventional calculation method (refer to an approximate calculation method adopted by power industry standard DL/T5154-2012).
In fig. 1: 1 is a step board, 2 is a shoe board, and 2a is a first section of a crossed shoe board; 2b is a second section of the cross shoe plate; 3 is a stiffening plate, and 4 is a foundation bolt hole; s1 in the marked dimension is half of the distance between the hole centers of the adjacent foundation bolts on the two sides of the boot plate, S2 is the horizontal distance between the hole centers of the two foundation bolts in the same partition, and S3 is the distance from any one foundation bolt hole center to the edge of the tower footing plate; and B is the width of the tower foot plate. In fig. 3: the dotted line segments OA, OB, OC, PA, PD, PE, AE and AB are assumed yield lines when any zone is under tension; b is the separation width and L isThe length of the stiffening plate; x and y are respectively the distance from the hole center of any foundation bolt to the adjacent stiffening plate and the distance from any foundation bolt to the adjacent boot plate; d 1 The distance between two foundation bolts in the same partition is the same; d 2 The vertical distance from the cross corner point A of the boot plate to the central connecting line PO of the foundation bolt in the same partition; d is a radical of 3 In the same partition, the vertical distance from the connecting line PO of the centers of the foundation bolts to the connecting line of the end heads of the stiffening plates; tr is the thickness of the stiffening plate and ts is the thickness of the boot plate.
Detailed Description
The technical solution of the present invention is further described in detail with reference to the accompanying drawings and embodiments.
Referring to fig. 1, the power transmission tower eight-anchor-bolt four-partition tower foot plate comprises a tower foot plate 1, shoe plates 2, a first cross shoe plate section 2a, a second cross shoe plate section 2b and stiffening plates 3, wherein the tower foot plate 1 is provided with eight anchor bolt holes 4, and the plates are connected by welding. According to the calculation flow shown in fig. 2, the thickness of the footing plate 1 is calculated by the following steps:
the method comprises the following steps: the tension T on a tower foot plate 1 is determined through iron tower calculation, eight foundation bolts are uniformly shared, each bolt bears the force of T/8, the material of the foundation bolt is selected according to DL/T5154-2012 ' technical specification for overhead transmission line tower structure design and DL/T1236-2013 ' foundation bolt and nut for transmission tower ', the diameter of the foundation bolt is calculated, and the specification of the foundation bolt is selected;
step two: the intersection angle of the shoe plate is 90 degrees, an orthogonal cross arrangement mode is adopted, and the specific position of the shoe plate is determined together according to the principle that the center of the intersection point of the shoe plate is aligned with the center of the step plate 1; and then according to DL/T5219-2014 basic design technical rules of overhead transmission lines, setting the position of the foundation bolt hole 4 according to the principle that the distance between the foundation bolts is not less than four times of the diameter of the foundation bolt, namely meeting the condition that 2S1 is more than 4d and d is larger than d 1 And > 4d, wherein d is the diameter of the anchor bolt. And checking whether the foundation bolt (comprising the nut) collides with the tower foot component, and if so, adjusting the position of the foundation bolt hole 4 until no collision occurs.
Step three: as shown in FIG. 3, for any one partition, the center of the anchor bolt is increased to the vicinity according to the width b of the partitionThe distance x between the stiffening plate and the foundation bolt center, the distance y between the foundation bolt center and the adjacent shoe plate, the length L of the stiffening plate and the steel yield strength f of the tower foot plate 1 y And coefficient of partial resistance gamma of material R The thickness t of the footing plate 1 is calculated as follows:
the above formula (1) is the core content in the calculation flow of this embodiment, and includes the core technical principle of the present invention. As shown in fig. 3, according to the assumed yield line l shown by the dotted line i (OA, OB, OC, PA, PD, PE, AE, AB) tension T of anchor bolt p When the structure reaches the limit state, according to the virtual work principle, the two concentrated force action points (P and O) in any one partition are supposed to generate micro displacement delta along the action direction, and the calculated section of each yield line generates a micro rotation angle theta i The concentrated force produced by the foundation bolts in each partition does work equal to the plastic bending moment M of each partition p Along the yield line l i Doing work, namely:
the ultimate bearing capacity T of each partition can be obtained by solving p And then obtaining the ultimate bearing capacity T after correcting according to the test and simulation results and considering the processing and installation factors pr And the guarantee rate of 95% is not greater than a simulation value or a test value. In order to ensure the engineering safety, the tower foot plates need to adopt an elastic design, then the edge yielding criterion is adopted, the elastic bending moment is used for replacing the plastic bending moment, and the bearing capacity is returned to the design bearing capacity T available for engineering e And the design bearing capacity T/4 of the whole tower foot (four partitions) is used instead.
In order to ensure that the tower foot plate 1 of the present embodiment can work normally and prevent the shoe plate 1 from being damaged in advance when the designed bearing capacity is not fully exerted, the shoe plate needs to meet the requirement of the bolt connection strength with the main material and the requirement of the bending strength of the tower foot plate when the tower foot plate is pressed. The bolt connection strength is overhead according to DL/T5154-2012And (4) checking and calculating the technical specification of the structural design of the transmission line tower. Regarding the bending strength of the shoe plate, after determining the bending moment M per unit length of the root section of the shoe plate, the thickness t of the shoe plate is selected according to the following formula s ：
Because the stiffening plate is regarded as the simple edge in the derivation of the formula (1), in order to ensure that the stiffening plate can provide effective supporting action and can effectively transmit bending moment, the length-height ratio of the stiffening plate in the embodiment is 0.5-1.0 by referring to the FEM350, and in order to ensure the self-strength of the stiffening plate, the thickness t of the stiffening plate is taken r ＝(0.6～0.7)t s 。
The calculation formula of the embodiment is obtained based on a structural limit analysis method, the formula (1) obtained by the method is insensitive to the width-thickness ratio b/t of any partition of the tower foot plate 1, and the width-thickness ratio b/t of the tower foot plate is regulated to be less than or equal to 16 according to the test result and simulation analysis for limiting the deflection of the bottom plate 1 due to the engineering safety requirement.
When the tower foot plate 1 is pressed, because the pressure between the tower foot plate 1 and the foundation is not uniformly distributed but mainly distributed in the vicinity of the shoe plate and the stiffening plate 3, the bending moment born by the tower foot plate 1 is relatively small, the pressed strength of the tower foot plate 1 is checked according to the down pressure N obtained by the calculation of the iron tower, and the thickness meeting the pressed strength requirement is far smaller than the calculation result of the formula (1), so the calculation flow of the embodiment does not consider the step of the pressed strength checking.
In summary, it can be known from the calculation process and the technical principle adopted in the present embodiment that the calculation method of the present embodiment has a perfect theoretical basis (yield line theory), and the strength of the shoe plate and the stiffener plate 3 and the supporting effect on the tower footing plate 1 are comprehensively considered, whereas the existing industry standard DL/T5154-2012 does not provide a calculation method of the tower footing plate type as shown in fig. 1, and the conventional calculation method adopted in the engineering generally approximately equates eight anchor bolts to four anchor bolts and then calculates the thickness of the bottom plate according to the four anchor bolt tower footing calculation method specified in DL/T5154-2012, and does not consider the advantageous effect of the stiffener plate 3.
As shown in fig. 4, the ratio of the tensile load test value of 14 test pieces to the design load of the method of this embodiment is greater than 2.5, which illustrates the safety of the calculation method of this embodiment. As shown in fig. 5, for the most commonly used 42CrMo anchor bolts of 8 specifications, i.e., 8M48, 8M52, 8M56, 8M60, 8M64, 8M68, 8M72, and 8M76, the ratio of the thickness of the tower foot plate made of the material Q345 calculated according to the present embodiment to the thickness determined by the conventional calculation method is less than 0.93, and the average thickness is reduced by about 9%, which illustrates that the calculation method of the present embodiment has obvious economical efficiency.
The above is a detailed description of the present invention with reference to specific preferred embodiments, and it should not be considered that the present invention is limited to the specific embodiments, but that the skilled person can make several simple deductions or substitutions without departing from the spirit of the present invention, and all should be considered as falling within the protection scope defined by the claims of the present invention.
Claims (6)
1. A method for calculating the thicknesses of foot plates of an eight-foot-bolt four-region separated tower of a power transmission tower is characterized by comprising the following steps:
step one, calculating and determining the magnitude of tension T acting on a tower foot plate (1) through an iron tower structure, sharing the tension T together according to eight foundation bolts, and determining the materials and the specifications of the eight foundation bolts according to the force of T/8 borne by each foundation bolt;
step two, determining the position of the shoe plate according to the principle that the intersection point of the shoe plate arranged in an orthogonal cross shape is aligned with the center of the tower foot plate (1), and setting the position of the foundation bolt hole (4) according to the principle that the distance between foundation bolts is not less than four times of the diameter of the foundation bolt according to DL/T5219-2014 basic design technical specification of overhead transmission lines; checking whether the tower foot components collide, ensuring that no collision occurs, and determining the width of a tower foot plate (1), the distance between the hole centers of the foundation bolts and the distance from the hole centers of the foundation bolts to the edge of the tower foot plate;
step three, aiming at any partition, according to the width b of the partition, the distance x from the center of the foundation bolt to the adjacent stiffening plate (3), the distance y from the center of the foundation bolt to the adjacent boot plate, the length L of the stiffening plate (3) and the steel yield strength f of the tower foot plate (1) y And the coefficient of the material resistance component gamma R Calculating the thickness t of the footing plate (1) by the following formula:
in the formula (d) 1 For the spacing of anchor bolts in the same partition, d 2 The vertical distance between the cross corner point of the boot plate in the same partition and the connecting line of the centers of the foundation bolts, d 3 And the vertical distance between the center connecting line of the foundation bolts in the same partition and the end connecting line of the stiffening plate.
2. The method for calculating the thickness of the foot plate of the eight-foot-bolt four-zone tower of the power transmission tower according to claim 1, wherein the method comprises the following steps: in the first step, the material of the foundation bolt is selected according to DL/T5154-2012 structural design technical regulations of the overhead transmission line tower and DL/T1236-2013 foundation bolts and nuts for the transmission tower, and the diameter of the foundation bolt is calculated.
3. The method for calculating the thickness of the foot plate of the four-region tower with the eight foundation bolts for the transmission tower according to claim 1, wherein the method comprises the following steps: the length of the stiffening plate (3) in the same partition is not less than the sum of the distance from the foundation bolt to the shoe plate and half of the edge distance of the foundation bolt;
the stiffening plate (3) extends to the corner cut of the tower foot plate (1).
4. The method for calculating the thickness of the foot plate of the four-region tower with the eight foundation bolts for the transmission tower according to claim 1, wherein the method comprises the following steps: the boot plate meets the requirement of the bolt connection strength of the main material and the requirement of the bending strength of the tower foot plate (1) under pressure.
5. The method for calculating the thickness of the foot plate of the eight-foot-bolt four-zone tower of the power transmission tower according to claim 4, wherein the method comprises the following steps: the bolt connection strength is determined according to the empirical calculation of DL/T5154-2012 'technical specification for the design of the tower structure of the overhead transmission line';
after determining the bending moment M per unit length of the root section of the shoe plate, the thickness t of the shoe plate is selected according to the following formula s ：
Thickness t of the stiffening plate (3) r ＝(0.6～0.7)t s 。
6. The method for calculating the thickness of the foot plate of the eight-foot-bolt four-zone tower of the power transmission tower according to claim 1, wherein the method comprises the following steps: the ratio of the width of any partition to the thickness of the column foot plate (1) is not more than 16.
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| CN113111451B (en) * | 2021-03-18 | 2022-06-14 | 中国电力工程顾问集团西南电力设计院有限公司 | Strip type calculation method for foot plate type boot plate of power transmission tower |
| CN114547758B (en) * | 2022-03-18 | 2022-10-18 | 湖北省工业建筑集团有限公司 | Calculation method for hinged column base of exposed steel column |
| CN115749415B (en) * | 2022-12-12 | 2024-05-10 | 中国电力工程顾问集团西南电力设计院有限公司 | Embedded type dodder spiral shell tower foot structure and pull-up design method thereof |
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