CN115749415B - Embedded type dodder spiral shell tower foot structure and pull-up design method thereof - Google Patents
Embedded type dodder spiral shell tower foot structure and pull-up design method thereof Download PDFInfo
- Publication number
- CN115749415B CN115749415B CN202211589927.4A CN202211589927A CN115749415B CN 115749415 B CN115749415 B CN 115749415B CN 202211589927 A CN202211589927 A CN 202211589927A CN 115749415 B CN115749415 B CN 115749415B
- Authority
- CN
- China
- Prior art keywords
- ground screw
- ground
- embedded
- screw
- tower foot
- 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.)
- Active
Links
- 238000000034 method Methods 0.000 title claims abstract description 37
- 240000007371 Cuscuta campestris Species 0.000 title description 2
- 238000004364 calculation method Methods 0.000 claims abstract description 36
- 238000004873 anchoring Methods 0.000 claims abstract description 9
- 239000000463 material Substances 0.000 claims description 14
- 229910000831 Steel Inorganic materials 0.000 claims description 12
- 239000010959 steel Substances 0.000 claims description 12
- 230000005540 biological transmission Effects 0.000 claims description 9
- 241000237858 Gastropoda Species 0.000 claims description 5
- 241000565675 Oncomelania Species 0.000 description 9
- 238000003466 welding Methods 0.000 description 7
- 238000010276 construction Methods 0.000 description 4
- 230000007547 defect Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 238000005192 partition Methods 0.000 description 1
Landscapes
- Foundations (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention provides an embedded twelve ground screw tower foot structure and a pull-up design method thereof, wherein a tower foot bottom plate is divided into four areas by a cross structure of a main boot plate, each group of ground screws comprises two external ground screws and one embedded ground screw, and the embedded ground screws are arranged on one side close to the center of the tower foot bottom plate in equal proportion; a group of ground screws are arranged in each area; the design method comprises the following steps: determining the nearest vertical distance from the center of the external ground screw to the center of the main boot plate, the vertical distance between the centers of two external ground screws in the same group of ground screws and the vertical distance from the center of the embedded ground screw to the center of the main boot plate according to the diameters of the ground screws; calculating the maximum upward pulling force of the ground screw under the upward pulling load; determining the effective anchoring length of the ground screw anchored in the concrete according to the diameter of the ground screw; calculating a yield calculation angle of the embedded ground screw, a yield calculation length of the embedded ground screw and a width of a tower foot bottom plate; and calculating the length and calculating the thickness of the bottom plate of the tower foot. The upward pulling bearing capacity of the ground screw structure is improved, and the ground screw structure is suitable for the condition of large load.
Description
Technical Field
The invention relates to the technical field of power transmission line tower foot type node design, in particular to an embedded twelve-ground screw tower foot structure and an upward pulling design method thereof.
Background
As the voltage level of the power transmission line engineering is continuously increased, particularly on extra-high voltage, heavy ice areas and multi-loop towers, the load effect of the power transmission line engineering is also improved in geometric index level, but the typical structure of the power transmission line engineering is only four-ground screw type and eight-ground screw type under the angle steel tower type, and the load capacity of the power transmission line engineering is limited by the structure when the load is very large, so that square and circular twelve-ground screw node structures are proposed in the prior art. As shown in fig. 3, the structure of the square twelve-ground screw joint is shown, and all twelve ground screws in the structure are uniformly arranged at four edges of a bottom plate of a square tower foot; fig. 4 shows a doughnut-shaped twelve-ground screw joint structure, in which twelve ground screws are uniformly arranged on the circumference of a circular tower foot bottom plate.
However, the defects of the two arrangement modes are obvious, the square twelve-ground screw node structure has larger node plates, more stiffening plates and large welding workload, and under the arrangement mode, the uneven internal force of the ground screw is very large, the internal force of the most corner ground screw is only about 20% of the internal ground screw, the bearing capacity of 4 diagonal ground screws cannot be fully exerted, and the consumable and the stress performance are poor; the difference of the upward pulling internal forces of 12 ground screws in the annular twelve-ground screw node structure is about 20%, and the two ground screws are relatively uniform, but the angle steel is required to be converted into a steel pipe type, annular stiffening plates and radial stiffening plates are required to be added, the stiffening plates are more, the welding workload is large, the construction difficulty is high, the force transmission and the structure are too complex, and the annular twelve-ground screw node structure is not suitable for wide application.
Therefore, a new structure of the twelve-ground screw tower foot capable of overcoming the above-mentioned defects is needed to adapt to the situation of high load, and a theoretical design method is needed to be put forward for the new structure of the twelve-ground screw tower foot to meet the design and construction requirements.
Disclosure of Invention
The invention aims to at least solve one of the technical problems that in the prior art, the existing four-ground screw and eight-ground screw structure type tower foot structure is difficult to adapt to the situation of large load, the existing twelve-ground screw node structure is large in node plate, more in stiffening plate, large in welding workload, very large in non-uniformity of the upward pulling internal force of the ground screw, complex in structure and large in construction difficulty.
For this purpose, the first aspect of the present invention provides an embedded twelve-ground screw tower foot structure.
The second aspect of the invention provides a pull-up design method for an embedded twelve-ground screw tower foot structure.
The invention provides an embedded twelve-ground screw tower foot structure, which comprises: a main material, ground screws, a tower foot bottom plate, a main boot plate and a secondary boot plate; the tower foot bottom plate is fixedly arranged on the ground through ground screws, the main boot plate is of a cross structure, the cross structure is symmetrically arranged on the tower foot bottom plate, the secondary boot plate is vertically arranged at the end part of the main boot plate, and the main material is fixedly connected with the main boot plate through bolts; the tower foot bottom plate is divided into four areas by the cross-shaped structure of the main boot plate, the ground screws are divided into four groups, each group of ground screws comprises two external ground screws and one embedded ground screw, the embedded ground screw is arranged on one side of the external ground screw, which is close to the center of the tower foot bottom plate, and the embedded ground screws are arranged on one side, which is close to the center of the tower foot bottom plate, in equal proportion; a group of ground screws are arranged in each region, and four groups of ground screws are arranged in a central symmetry manner by taking the center of the main boot plate as an axis and in an axisymmetry manner.
The invention also provides a method for upward drawing the embedded type twelve-ground screw tower foot structure, which is used for upward drawing the embedded type twelve-ground screw tower foot structure in the technical scheme, and comprises the following steps:
S1, determining the nearest vertical distance S 1 from the center of an external ground screw to the center of a main shoe plate according to the diameter of the ground screw, the vertical distance S 2 between the centers of two external ground screws in the same group of ground screws, and the vertical distance S 3 from the center of an embedded ground screw to the center of the main shoe plate; wherein, according to the sizes of S 1 and S 3, the upward internal force amplitude of the embedded ground screw and the external ground screw is controlled within 20 percent;
s2, calculating the maximum upward pulling force T max of the ground screw under the upward pulling load under the arrangement interval condition of S1;
S3, determining effective anchoring length l e of the ground screw anchored in the concrete according to the diameter of the ground screw;
S4, calculating a yield calculation angle of the embedded ground screw, a yield calculation length of the embedded ground screw and a width B of a tower foot bottom plate according to the nearest vertical distance S 1 from the center of the ground screw to the center of the main boot plate, the vertical distance S 2 between the centers of two ground screw in the group of ground screw and the vertical distance S 3 from the center of the embedded ground screw to the center of the main boot plate, which are determined in the S1;
S5, calculating the thickness T 0 of the tower foot bottom plate according to the maximum pulling-up force T max obtained in S2 and the yield calculation angle and the yield calculation length of the embedded ground screw obtained in S4.
According to the technical scheme, the upward-pulling design method of the embedded twelve-ground screw tower foot structure can also have the following additional technical characteristics:
In the above technical solution, the values of S 1、S2 and S 3 in S1 are as follows:
S1≥2.5d
S2≥2.5d～3.0d
S3＝mS1
wherein d is the diameter of the ground screw; the value of m is between 1.0 and 1.2, and the upward pulling internal force of the embedded ground screw and the external ground screw is close to each other in the interval, and the amplitude is within 20%.
In the above technical scheme, the calculation method of the maximum upward pulling force T max of the ground screw in S2 under the action of upward pulling load is as follows:
F is the up-pulling load of the whole tower foot node; n is the number of the ground snails; gamma is the group anchor coefficient of the ground screw in the concrete, and when the vertical distance between the embedded ground screw and the external ground screw is between 2.5d and 3d, gamma is 0.95; when the vertical distance between the embedded ground screw and the external ground screw is not less than 3d, gamma is 1.0.
In the technical scheme, the backing plate of the ground screw is square, the width of the backing plate is 2d, and the thickness of the backing plate is the same as that of the ground screw nut.
In the above technical scheme, the method for calculating the effective anchoring length l e of the ground screw in the concrete in the step S3 is as follows:
le≥35d
The ground screw anchor end is connected with an anchor plate which is square, the width is 2d, and the thickness is 20mm.
In the above technical solution, the method for calculating the width B of the tower foot bottom board in S4 is as follows:
B＝2(S1+S2+L)
wherein L is the vertical distance from the center of the conch to the edge of the bottom plate of the tower foot.
In the above technical scheme, the calculation method of the yield calculation angles alpha 1 and alpha 2 of the embedded oncomelania in the S4 and the yield calculation length L e of the embedded oncomelania is as follows:
In the above technical solution, the method for calculating the thickness t0 of the tower foot bottom plate in S5 is as follows:
Wherein f y is the yield strength of the tower foot bottom plate; gamma R is the material element coefficient of the steel.
In any of the above technical solutions, the design method further includes the following steps:
S6, designing the length l 1, the height h 1, the thickness t1 and the end distance a of the secondary shoe plate according to the nearest vertical distance S 1 from the center of the external screw to the center of the main shoe plate and the vertical distance S 2 between the centers of two external screws in the same group of external screws, so as to realize effective force transmission of the secondary shoe plate.
In the above technical scheme, the method for taking the values of the length l 1, the height h 1, the thickness t1 and the end distance a of the secondary shoe plate in the step S6 is as follows:
l1＝S1+S2-20
h1≥max(0.5l1,l1/30+40)
t1≥max(0.6tp,h1/15)
a≥t1
wherein t p is the thickness of the main shoe plate.
In summary, due to the adoption of the technical characteristics, the invention has the beneficial effects that:
The embedded twelve-ground screw tower foot structure provided by the invention has the same size as that of the eight-ground screw, has the similar steel consumption, can ensure the uniformity of stress of the ground screw, but can improve the up-pulling bearing capacity of the ground screw structure by 50% compared with the eight-ground screw, can adapt to the large load conditions such as extra-high voltage, heavy ice areas, multiple loops and the like, and has better economy and stress performance.
The embedded twelve-ground screw tower foot structure is reasonably designed, the balance degree of the upward pulling internal force of the embedded ground screw and the upward pulling internal force of the external ground screw is fully considered, the size of the tower foot bottom plate, the ground screw and the boot plate are designed on the basis that the upward pulling internal force of the embedded ground screw and the upward pulling internal force of the external ground screw are close, the blank of the twelve-ground screw tower foot structure design is filled, the novel twelve-ground screw tower foot structure design is guided, and the construction design can be carried out on high-load areas such as extra-high voltage areas, heavy ice areas, multiple loops and the like according to the design method set load conditions.
Additional aspects and advantages of the invention will be set forth in part in the description which follows, or may be learned by practice of the invention.
Drawings
The foregoing and/or additional aspects and advantages of the invention will become apparent and may be better understood from the following description of embodiments taken in conjunction with the accompanying drawings in which:
FIG. 1 is a flow chart of a method of pull-up design of an embedded twelve-ground screw tower foot structure in accordance with one embodiment of the present invention;
FIG. 2 is a schematic diagram of an embedded twelve-ground screw tower foot structure according to an embodiment of the present invention;
FIG. 3 is a schematic diagram of a prior art square twelve-ground screw node structure;
Fig. 4 is a schematic view of a prior art doughnut-shaped twelve-ground screw node structure.
The correspondence between the reference numerals and the component names in fig. 1 to 4 is:
1. a tower foot bottom plate; 2.a main boot plate; 3. a secondary shoe plate; 4. a main material; 5. embedding ground snails; 6. exocarpium Oncomelania.
Detailed Description
In order that the above-recited objects, features and advantages of the present application will be more clearly understood, a more particular description of the application will be rendered by reference to the appended drawings and appended detailed description. It should be noted that, without conflict, the embodiments of the present application and features in the embodiments may be combined with each other.
In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present invention, but the present invention may be practiced otherwise than as described herein, and therefore the scope of the present invention is not limited to the specific embodiments disclosed below.
An in-line twelve-ground screw tower leg structure and a pull-up design method thereof according to some embodiments of the present invention are described below with reference to fig. 1 to 4.
Some embodiments of the present application provide an in-line twelve-ground screw tower foot structure.
As shown in fig. 1 to 4, a first embodiment of the present invention provides an embedded twelve-ground screw tower leg structure, which includes: a main material 4, twelve ground screws, a tower foot bottom plate 1, a main boot plate 2 and a secondary boot plate 3; as shown in fig. 2, the tower foot bottom plate 1 is fixedly mounted on the ground through ground screws, the main shoe plate 2 is of a cross-shaped welding structure, the cross-shaped welding structure is symmetrically arranged on the square tower foot bottom plate 1, the four secondary shoe plates 3 are respectively and vertically arranged at four end parts of the cross-shaped welding structure of the main shoe plate 2, and the main material 4 is fixedly connected with the main shoe plate 2 through bolts; the tower foot bottom plate 1 is divided into four square areas by the cross-shaped welding structure of the main boot plate 2, the ground screws are divided into four groups, each group of ground screws comprises two external ground screws 6 and one embedded ground screw 5, the embedded ground screw 5 is arranged on one side of the external ground screw 6, which is close to the center of the tower foot bottom plate 1, and the four embedded ground screws 5 are arranged on one side, which is close to the center of the tower foot bottom plate 1, in equal proportion; a group of ground screws are arranged in each square area, and the four groups of ground screws are arranged in a central symmetry way by taking the center of the main boot plate 2 as an axis and in an axial symmetry way by taking the main boot plate 2 as an axis;
the tower foot bottom plate 1 is of a square-like structure, as shown in fig. 2, wherein the tower foot bottom plate 1 is a square subjected to chamfering treatment, four groups of twelve ground screws are uniformly arranged on the tower foot bottom plate 1, eight external ground screws 6 are arranged on four edges of the square tower foot bottom plate 1 in pairs, and the centers of the eight ground screws are positioned on one square; the middle points of the four embedded ground screws 5 are sequentially connected to form a square which is the same as the center of the tower foot bottom plate 1.
The main material 4 is composed of combined angle steel and comprises two cross double combined angle steel and four combined angle steel.
The main shoe plate 2, the secondary shoe plate 3 and the tower foot bottom plate 1 are welded together through fillet welds to form a pull-up partition, so that pull-up internal force is transmitted.
Some embodiments of the present application provide a method for pull-up design of an embedded twelve-ground screw tower foot structure.
The second embodiment of the present invention provides a method for designing an upward-pulling structure of an embedded twelve-ground screw tower leg, and on the basis of the first embodiment, as shown in fig. 1 to 4, the method comprises the following steps:
S1, determining the nearest vertical distance S 1 from the center of an external ground screw to the center of a main shoe plate according to the diameter of the ground screw, the vertical distance S 2 between the centers of two external ground screws in the same group of ground screws, and the vertical distance S 3 from the center of an embedded ground screw to the center of the main shoe plate; wherein, according to the sizes of S 1 and S 3, the upward internal force amplitude of the embedded ground screw and the external ground screw is controlled within 20 percent;
The values of S 1、S2 and S 3 in S1 are as follows:
S1≥2.5d
S2≥2.5d～3.0d
S3＝mS1
wherein d is the diameter of the ground screw; the value of m is between 1.0 and 1.2, and the upward pulling internal force of the embedded ground screw and the external ground screw is close to each other in the interval, and the amplitude is within 20%.
S2, calculating the maximum upward pulling force T max of the ground screw under the upward pulling load under the arrangement interval condition of S1;
The calculation method of the maximum upward pulling force T max of the oncomelania in S2 under the action of upward pulling load is as follows:
F is the up-pulling load of the whole tower foot node; n is the number of the ground snails; gamma is the group anchor coefficient of the ground screw in the concrete, and when the vertical distance between the embedded ground screw and the external ground screw is between 2.5d and 3d, gamma is 0.95; when the vertical distance between the embedded ground screw and the external ground screw is not less than 3d, gamma is 1.0.
The backing plate of the ground screw is square, the width of the backing plate is 2d, and the thickness of the backing plate is the same as that of the ground screw nut.
S3, determining effective anchoring length l e of the ground screw anchored in the concrete according to the diameter of the ground screw;
the calculation method of the effective anchoring length l e of the ground screw anchored in the concrete in the S3 is as follows:
le≥35d
The ground screw anchor end is connected with an anchor plate which is square, the width is 2d, and the thickness is 20mm.
S4, calculating a yield calculation angle of the embedded ground screw, a yield calculation length of the embedded ground screw and a width B of a tower foot bottom plate according to the nearest vertical distance S 1 from the center of the ground screw to the center of the main boot plate, the vertical distance S 2 between the centers of two ground screw in the group of ground screw and the vertical distance S 3 from the center of the embedded ground screw to the center of the main boot plate, which are determined in the S1;
the method for calculating the width B of the tower foot bottom plate in the S4 is as follows:
B＝2(S1+S2+L)
wherein L is the vertical distance from the center of the conch to the edge of the bottom plate of the tower foot.
The calculation methods of the yield calculation angles alpha 1 and alpha 2 of the embedded oncomelania and the yield calculation length L e of the embedded oncomelania in the S4 are as follows:
S5, calculating the thickness T 0 of the tower foot bottom plate according to the maximum pulling-up force T max obtained in S2 and the yield calculation angle and the yield calculation length of the embedded ground screw obtained in S4.
The calculation method of the thickness t 0 of the tower foot bottom plate in the S5 is as follows:
Wherein f y is the yield strength of the tower foot bottom plate; gamma R is the material term coefficient of the steel, 1.09 for Q235, 1.15 for Q355, and 1.125 for Q420.
The third embodiment of the present invention provides a method for designing an upward-pulling structure of an embedded twelve-ground screw tower leg, and on the basis of any one of the above embodiments, as shown in fig. 1 to 4, the method comprises the following steps:
S1, determining the nearest vertical distance S 1 from the center of an external ground screw to the center of a main shoe plate according to the diameter of the ground screw, the vertical distance S 2 between the centers of two external ground screws in the same group of ground screws, and the vertical distance S 3 from the center of an embedded ground screw to the center of the main shoe plate; wherein, according to the sizes of S 1 and S 3, the upward internal force amplitude of the embedded ground screw and the external ground screw is controlled within 20 percent;
The values of S 1、S2 and S 3 in S1 are as follows:
S1≥2.5d
S2≥2.5d～3.0d
S3＝mS1
wherein d is the diameter of the ground screw; the value of m is between 1.0 and 1.2, and the upward pulling internal force of the embedded ground screw and the external ground screw is close to each other in the interval, and the amplitude is within 20%.
S2, calculating the maximum upward pulling force T max of the ground screw under the upward pulling load under the arrangement interval condition of S1;
The calculation method of the maximum upward pulling force T max of the oncomelania in S2 under the action of upward pulling load is as follows:
F is the up-pulling load of the whole tower foot node; n is the number of the ground snails; gamma is the group anchor coefficient of the ground screw in the concrete, and when the vertical distance between the embedded ground screw and the external ground screw is between 2.5d and 3d, gamma is 0.95; when the vertical distance between the embedded ground screw and the external ground screw is not less than 3d, gamma is 1.0.
The backing plate of the ground screw is square, the width of the backing plate is 2d, and the thickness of the backing plate is the same as that of the ground screw nut.
S3, determining effective anchoring length l e of the ground screw anchored in the concrete according to the diameter of the ground screw;
the calculation method of the effective anchoring length l e of the ground screw anchored in the concrete in the S3 is as follows:
le≥35d
The ground screw anchor end is connected with an anchor plate which is square, the width is 2d, and the thickness is 20mm.
S4, calculating a yield calculation angle of the embedded ground screw, a yield calculation length of the embedded ground screw and a width B of a tower foot bottom plate according to the nearest vertical distance S 1 from the center of the ground screw to the center of the main boot plate, the vertical distance S 2 between the centers of two ground screw in the group of ground screw and the vertical distance S 3 from the center of the embedded ground screw to the center of the main boot plate, which are determined in the S1;
the method for calculating the width B of the tower foot bottom plate in the S4 is as follows:
B＝2(S1+S2+L)
wherein L is the vertical distance from the center of the conch to the edge of the bottom plate of the tower foot.
The calculation methods of the yield calculation angles alpha 1 and alpha 2 of the embedded oncomelania and the yield calculation length L e of the embedded oncomelania in the S4 are as follows:
S5, calculating the thickness T 0 of the tower foot bottom plate according to the maximum pulling-up force T max obtained in S2 and the yield calculation angle and the yield calculation length of the embedded ground screw obtained in S4.
The calculation method of the thickness t 0 of the tower foot bottom plate in the S5 is as follows:
Wherein f y is the yield strength of the tower foot bottom plate; gamma R is the material term coefficient of the steel, 1.09 for Q235, 1.15 for Q355, and 1.125 for Q420.
S6, designing the length l 1, the height h 1, the thickness t 1 and the end distance a of the secondary shoe plate according to the nearest vertical distance S 1 from the center of the external screw to the center of the main shoe plate and the vertical distance S 2 between the centers of two external screws in the same group of external screws, so as to realize effective force transmission of the secondary shoe plate.
The length l 1, the height h 1, the thickness t1 and the end distance a of the secondary shoe plate in the S6 are obtained as follows:
l1＝S1+S2-20
h1≥max(0.5l1,l1/30+40)
t1≥max(0.6tp,h1Δ15)
a≥t1
Wherein t p is the thickness of the main shoe plate, the thickness t p of the shoe plate is 0.6-1.0 times of the thickness of the angle steel limb of the main material, but not less than 20mm, and the height of the shoe plate is determined according to the number of connecting bolts.
In this specification, schematic representations of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.
Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (9)
1. An embedded twelve-ground screw tower foot structure comprising: a main material (4), ground screws, a tower foot bottom plate (1), a main boot plate (2) and a secondary boot plate (3); the tower foot bottom plate (1) is fixedly arranged on the ground through ground screws, the main shoe plate (2) is of a cross structure, the cross structure is symmetrically arranged on the tower foot bottom plate (1), the secondary shoe plate (3) is vertically arranged at the end part of the main shoe plate (2), and the main material (4) is fixedly connected with the main shoe plate (2) through bolts; the ground screw is characterized in that the tower foot bottom plate (1) is divided into four areas by the cross-shaped structure of the main boot plate (2), the ground screw is divided into four groups, each group of ground screws comprises two external ground screws (6) and one embedded ground screw (5), and the embedded ground screw (5) is arranged on one side, close to the center of the tower foot bottom plate (1), of the external ground screw (6); a group of ground screws are arranged in each region, and the four groups of ground screws are arranged in a central symmetry way by taking the center of the main boot plate (2) as an axis and in an axial symmetry way by taking the main boot plate (2) as an axis;
The nearest vertical distance S 1 from the center of each external ground screw (6) to the center of the main shoe plate (2), the vertical distance S 2 between the centers of two external ground screws (6) in the same group of external ground screws and the vertical distance S 3 from the center of each embedded ground screw (5) to the center of the main shoe plate (2) are determined according to the ground screw diameter, and the upward internal force amplitude of each embedded ground screw (5) and each external ground screw (6) is controlled within 20 percent according to the sizes of S 1 and S 3; the values of S 1、S2 and S 3 are as follows:
S1≥2.5d
S2≥2.5d～3.0d
S3＝mS1
wherein d is the diameter of the ground screw; the value of m is between 1.0 and 1.2, and the upward pulling internal force of the embedded ground screw and the external ground screw is close to each other in the interval, and the amplitude is within 20%.
2. The method for designing the pull-up of the embedded type twelve-ground screw tower foot structure is characterized by comprising the following steps of:
S1, determining the nearest vertical distance S 1 from the center of an external ground screw to the center of a main shoe plate according to the diameter of the ground screw, the vertical distance S 2 between the centers of two external ground screws in the same group of ground screws, and the vertical distance S 3 from the center of an embedded ground screw to the center of the main shoe plate; wherein, according to the sizes of S 1 and S 3, the upward internal force amplitude of the embedded ground screw and the external ground screw is controlled within 20 percent; the values of S 1、S2 and S 3 are as follows:
S1≥2.5d
S2≥2.5d～3.0d
S3＝mS1
wherein d is the diameter of the ground screw; m has a value of 1.0-1.2, and during the interval, the upward pulling internal force of the embedded ground screw and the external ground screw is close, and the amplitude is within 20%;
s2, calculating the maximum upward pulling force T max of the ground screw under the upward pulling load under the arrangement interval condition of S1;
S3, determining effective anchoring length l e of the ground screw anchored in the concrete according to the diameter of the ground screw;
S4, calculating a yield calculation angle of the embedded ground screw, a yield calculation length of the embedded ground screw and a width B of a tower foot bottom plate according to the nearest vertical distance S 1 from the center of the ground screw to the center of the main boot plate, the vertical distance S 2 between the centers of two ground screw in the group of ground screw and the vertical distance S 3 from the center of the embedded ground screw to the center of the main boot plate, which are determined in the S1;
S5, calculating the thickness T 0 of the tower foot bottom plate according to the maximum pulling-up force T max obtained in S2 and the yield calculation angle and the yield calculation length of the embedded ground screw obtained in S4.
3. The method for designing the pull-up of the embedded twelve-ground screw tower foot structure according to claim 2, wherein the method for calculating the maximum pull-up force T max of the ground screw under the action of the pull-up load in S2 is as follows:
F is the up-pulling load of the whole tower foot node; n is the number of the ground snails; gamma is the group anchor coefficient of the ground screw in the concrete, and when the vertical distance between the embedded ground screw and the external ground screw is between 2.5d and 3d, gamma is 0.95; when the vertical distance between the embedded ground screw and the external ground screw is not less than 3d, gamma is 1.0.
4. The method for designing the pull-up of the embedded twelve-ground screw tower foot structure according to claim 3, wherein the method for calculating the effective anchoring length l e of the ground screw in the concrete in the step S3 is as follows:
le≥35d。
5. The method for designing the pull-up of the embedded twelve-ground screw tower foot structure according to claim 3, wherein the method for calculating the width B of the tower foot bottom plate in S4 is as follows:
B＝2(S1+S2+L)
wherein L is the vertical distance from the center of the conch to the edge of the bottom plate of the tower foot.
6. The method for designing the pull-up of the embedded twelve-ground screw tower foot structure according to claim 3, wherein the method for calculating the yield calculation angles alpha 1 and alpha 2 of the embedded ground screw and the yield calculation length L e of the embedded ground screw in S4 is as follows:
7. the method for designing the pull-up of the embedded twelve-ground screw tower foot structure according to claim 6, wherein the method for calculating the thickness t 0 of the tower foot bottom plate in the step S5 is as follows:
Wherein f y is the yield strength of the tower foot bottom plate; gamma R is the material element coefficient of the steel.
8. The method of pull-up design of an in-line twelve-ground screw pitch structure as recited in any one of claims 2 to 7, further comprising the steps of:
S6, designing the length l 1, the height h 1, the thickness t 1 and the end distance a of the secondary shoe plate according to the nearest vertical distance S 1 from the center of the external screw to the center of the main shoe plate and the vertical distance S 2 between the centers of two external screws in the same group of external screws, so as to realize effective force transmission of the secondary shoe plate.
9. The method for designing the pull-up of the embedded twelve-ground screw tower foot structure according to claim 8, wherein the values of the length l 1, the height h 1, the thickness t 1 and the end distance a of the secondary shoe plate in the step S6 are as follows:
l1＝S1+S2-20
h1≥max(0.5l1,l1/30+40)
t1≥max(0.6tp,h1/15)
a≥t1
wherein t p is the thickness of the main shoe plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211589927.4A CN115749415B (en) | 2022-12-12 | 2022-12-12 | Embedded type dodder spiral shell tower foot structure and pull-up design method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211589927.4A CN115749415B (en) | 2022-12-12 | 2022-12-12 | Embedded type dodder spiral shell tower foot structure and pull-up design method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115749415A CN115749415A (en) | 2023-03-07 |
| CN115749415B true CN115749415B (en) | 2024-05-10 |
Family
ID=85345474
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202211589927.4A Active CN115749415B (en) | 2022-12-12 | 2022-12-12 | Embedded type dodder spiral shell tower foot structure and pull-up design method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115749415B (en) |
Citations (19)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2007012200A1 (en) * | 2005-07-25 | 2007-02-01 | The University Of Manitoba | Design system for composite wind towers |
| CN2918646Y (en) * | 2006-05-26 | 2007-07-04 | 马平 | Multifunctional communication pole |
| CN203684776U (en) * | 2013-12-20 | 2014-07-02 | 国家电网公司 | Plus/minus 800 kV extra-high voltage direct-current transmission line shoe plate connecting structure |
| US9062662B1 (en) * | 2013-03-27 | 2015-06-23 | Ebert Composites Corporation | Hybrid pole structure and method of assembly |
| CN105117577A (en) * | 2015-07-13 | 2015-12-02 | 中国电力工程顾问集团中南电力设计院有限公司 | Method for calculating specification of eight-anchor-bolt rigid tower base plate for power transmission tower |
| CN106468113A (en) * | 2015-08-19 | 2017-03-01 | 中国电力科学研究院 | A kind of electric power pylon column foot plate being applied to 8 foundation bolts connections determines method |
| CN106599365A (en) * | 2016-11-11 | 2017-04-26 | 国网福建省电力有限公司 | Combinational design method for radial and circumferential stiffening ribs of flange joints of tower feet of steel tube tower |
| CN206581680U (en) * | 2016-12-20 | 2017-10-24 | 浙江子陵水泥制品有限公司 | A kind of flange form reinforced concrete electric pole |
| CN207080013U (en) * | 2017-08-14 | 2018-03-09 | 国网新疆电力公司乌鲁木齐供电公司 | A kind of power transmission tower antidetonation pedestal |
| CN107977525A (en) * | 2017-12-15 | 2018-05-01 | 中国能源建设集团江苏省电力设计院有限公司 | A kind of 12 foundation bolt column foot plate design thickness computational methods |
| CN207620108U (en) * | 2017-09-29 | 2018-07-17 | 成都城电电力工程设计有限公司 | PC fabricated construction dry type column foot connecting structures |
| CN110688702A (en) * | 2019-09-30 | 2020-01-14 | 中国电力工程顾问集团西北电力设计院有限公司 | Method for calculating thickness of foot plate of power transmission tower with four foot bolts and stiffening tower |
| CN110688803A (en) * | 2019-09-30 | 2020-01-14 | 中国电力工程顾问集团西北电力设计院有限公司 | Method for calculating thickness of foot plate of eight-foot-bolt four-zone separation tower of power transmission tower |
| CN210439760U (en) * | 2019-06-04 | 2020-05-01 | 国网安徽省电力有限公司建设分公司 | Connecting mechanism of tower foot plate |
| EP3782055A1 (en) * | 2018-04-16 | 2021-02-24 | MHI Vestas Offshore Wind A/S | A method and a system for designing a foundation for a wind turbine |
| CN112818506A (en) * | 2020-12-28 | 2021-05-18 | 中国电力工程顾问集团西南电力设计院有限公司 | Spatial stress design method for wire hanging angle steel bolt group of power transmission tower |
| CN113111451A (en) * | 2021-03-18 | 2021-07-13 | 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 |
| CN217935011U (en) * | 2022-04-12 | 2022-11-29 | 中国电建集团华东勘测设计研究院有限公司 | Submarine cable anchoring device with grounding terminal |
| CN115419101A (en) * | 2022-08-30 | 2022-12-02 | 国网福建省电力有限公司经济技术研究院 | Existing foundation bolt reinforcing device for power transmission line tower and construction method thereof |
Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2002041195A2 (en) * | 2000-11-17 | 2002-05-23 | Battelle Memorial Institute | Structural stress analysis |
| US20070187564A1 (en) * | 2006-02-03 | 2007-08-16 | Mcguire Stephen J | Load bearing and load anchoring, ground to structure foundation pier |
| US9399868B2 (en) * | 2014-03-17 | 2016-07-26 | Senqcia Corporation | Column structure and base member |
-
2022
- 2022-12-12 CN CN202211589927.4A patent/CN115749415B/en active Active
Patent Citations (19)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2007012200A1 (en) * | 2005-07-25 | 2007-02-01 | The University Of Manitoba | Design system for composite wind towers |
| CN2918646Y (en) * | 2006-05-26 | 2007-07-04 | 马平 | Multifunctional communication pole |
| US9062662B1 (en) * | 2013-03-27 | 2015-06-23 | Ebert Composites Corporation | Hybrid pole structure and method of assembly |
| CN203684776U (en) * | 2013-12-20 | 2014-07-02 | 国家电网公司 | Plus/minus 800 kV extra-high voltage direct-current transmission line shoe plate connecting structure |
| CN105117577A (en) * | 2015-07-13 | 2015-12-02 | 中国电力工程顾问集团中南电力设计院有限公司 | Method for calculating specification of eight-anchor-bolt rigid tower base plate for power transmission tower |
| CN106468113A (en) * | 2015-08-19 | 2017-03-01 | 中国电力科学研究院 | A kind of electric power pylon column foot plate being applied to 8 foundation bolts connections determines method |
| CN106599365A (en) * | 2016-11-11 | 2017-04-26 | 国网福建省电力有限公司 | Combinational design method for radial and circumferential stiffening ribs of flange joints of tower feet of steel tube tower |
| CN206581680U (en) * | 2016-12-20 | 2017-10-24 | 浙江子陵水泥制品有限公司 | A kind of flange form reinforced concrete electric pole |
| CN207080013U (en) * | 2017-08-14 | 2018-03-09 | 国网新疆电力公司乌鲁木齐供电公司 | A kind of power transmission tower antidetonation pedestal |
| CN207620108U (en) * | 2017-09-29 | 2018-07-17 | 成都城电电力工程设计有限公司 | PC fabricated construction dry type column foot connecting structures |
| CN107977525A (en) * | 2017-12-15 | 2018-05-01 | 中国能源建设集团江苏省电力设计院有限公司 | A kind of 12 foundation bolt column foot plate design thickness computational methods |
| EP3782055A1 (en) * | 2018-04-16 | 2021-02-24 | MHI Vestas Offshore Wind A/S | A method and a system for designing a foundation for a wind turbine |
| CN210439760U (en) * | 2019-06-04 | 2020-05-01 | 国网安徽省电力有限公司建设分公司 | Connecting mechanism of tower foot plate |
| CN110688702A (en) * | 2019-09-30 | 2020-01-14 | 中国电力工程顾问集团西北电力设计院有限公司 | Method for calculating thickness of foot plate of power transmission tower with four foot bolts and stiffening tower |
| CN110688803A (en) * | 2019-09-30 | 2020-01-14 | 中国电力工程顾问集团西北电力设计院有限公司 | Method for calculating thickness of foot plate of eight-foot-bolt four-zone separation tower of power transmission tower |
| CN112818506A (en) * | 2020-12-28 | 2021-05-18 | 中国电力工程顾问集团西南电力设计院有限公司 | Spatial stress design method for wire hanging angle steel bolt group of power transmission tower |
| CN113111451A (en) * | 2021-03-18 | 2021-07-13 | 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 |
| CN217935011U (en) * | 2022-04-12 | 2022-11-29 | 中国电建集团华东勘测设计研究院有限公司 | Submarine cable anchoring device with grounding terminal |
| CN115419101A (en) * | 2022-08-30 | 2022-12-02 | 国网福建省电力有限公司经济技术研究院 | Existing foundation bolt reinforcing device for power transmission line tower and construction method thereof |
Non-Patent Citations (5)
| Title |
|---|
| 一种输电线路铁塔基础原位加固处理方法;李伟;易黎明;王四秀;;电力勘测设计;20130430(02);全文 * |
| 斜柱斜面斜地螺基础施工控制;林刚;彭威铭;邹俊;;湖北电力;20090828(04);全文 * |
| 特高压直流输电线路岩石锚杆群锚基础试验;程永锋;赵江涛;鲁先龙;张琰;李维;侯鹏翔;黄兴怀;;中国电力;20141205(12);全文 * |
| 特高压输电铁塔地脚螺栓垫板设计优化研究;苏杰;胡文侃;潘峰;王谦;张辰;;特种结构;20171215(06);全文 * |
| 龙门加工中心地脚螺栓组分步预紧工艺研究;王先根;张建润;;机械科学与技术;20171120(06);全文 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN115749415A (en) | 2023-03-07 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| WO2017049809A1 (en) | Cement-soil mixing pile having stiffening core pile with variable diameter | |
| CN101851965A (en) | Reinforced concrete sway wall, sway wall assembly and production method thereof | |
| CN105952179A (en) | Bonding prestress reinforced concrete girder reinforced through pre-tensioning method and reinforcing method | |
| WO2022062831A1 (en) | Suction bucket foundation having precast concrete pressing blocks | |
| CN115749415B (en) | Embedded type dodder spiral shell tower foot structure and pull-up design method thereof | |
| CN113529779A (en) | Offshore wind power single-column variable-cross-section steel-concrete negative pressure cylinder foundation and construction method | |
| CN208088524U (en) | A kind of steel construction assembled rigid node structure | |
| CN207660307U (en) | A kind of frame structure beam column strengthening reconstruction node | |
| CN102383419A (en) | Special reinforced tubular pile and processing method thereof | |
| CN219635450U (en) | Semi-submersible floating platform foundation and offshore floating wind power equipment | |
| CN202299572U (en) | Plus or minus 800kV extra-high voltage direct current large-crossing steel tubular tower joint | |
| CN116876694A (en) | Assembled self-resetting manual controllable plastic hinge node structure and assembling method | |
| CN113550616A (en) | Reinforcing rod based on hoop connection and reinforcing method thereof | |
| CN102071745B (en) | Stylobate joint of framework column | |
| CN109457868B (en) | Steel pipe concrete column base joint and construction method thereof | |
| CN217352494U (en) | Foundation ditch steel bracing supporting construction | |
| CN219491317U (en) | Anchoring structure of tower foot structure | |
| CN206504845U (en) | A kind of cushion cap for concrete filled steel tube shock test | |
| CN111749852A (en) | Grillage tower for wind power generator (group) and manufacturing method thereof | |
| CN218779645U (en) | Energy-saving steel structure support | |
| CN110761955A (en) | Precast concrete fan tower section of thick bamboo | |
| CN210313145U (en) | Assembled hoist and mount balancing stand | |
| CN218542488U (en) | Composite concrete-filled steel tube wind power tower with separated ribbed thin-wall hollow interlayer | |
| CN116695771B (en) | Truss type land wind power foundation | |
| CN207619976U (en) | A kind of reinforced concrete pile |
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 |