CN116145716B - Iron tower base reinforcing method - Google Patents
Iron tower base reinforcing method Download PDFInfo
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- CN116145716B CN116145716B CN202310168620.5A CN202310168620A CN116145716B CN 116145716 B CN116145716 B CN 116145716B CN 202310168620 A CN202310168620 A CN 202310168620A CN 116145716 B CN116145716 B CN 116145716B
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- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 title claims abstract description 430
- 229910052742 iron Inorganic materials 0.000 title claims abstract description 215
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 42
- 238000000034 method Methods 0.000 title claims abstract description 36
- 230000007797 corrosion Effects 0.000 claims abstract description 224
- 238000005260 corrosion Methods 0.000 claims abstract description 224
- 238000011282 treatment Methods 0.000 claims abstract description 18
- 229910000831 Steel Inorganic materials 0.000 claims description 48
- 239000010959 steel Substances 0.000 claims description 48
- 230000002787 reinforcement Effects 0.000 claims description 41
- 238000001514 detection method Methods 0.000 claims description 27
- 238000010276 construction Methods 0.000 claims description 11
- 238000012545 processing Methods 0.000 claims description 7
- 230000002093 peripheral effect Effects 0.000 claims description 4
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 37
- 238000013461 design Methods 0.000 description 19
- 238000005452 bending Methods 0.000 description 13
- 230000000694 effects Effects 0.000 description 8
- 238000010586 diagram Methods 0.000 description 6
- 238000011156 evaluation Methods 0.000 description 6
- 230000008569 process Effects 0.000 description 5
- 238000005536 corrosion prevention Methods 0.000 description 3
- 230000008859 change Effects 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 238000005286 illumination Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 210000003205 muscle Anatomy 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 238000009411 base construction Methods 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000005538 encapsulation Methods 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000003647 oxidation Effects 0.000 description 1
- 238000007254 oxidation reaction Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 239000002344 surface layer Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/41—Connecting devices specially adapted for embedding in concrete or masonry
- E04B1/4157—Longitudinally-externally threaded elements extending from the concrete or masonry, e.g. anchoring bolt with embedded head
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
- E04H12/22—Sockets or holders for poles or posts
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
- E04H12/22—Sockets or holders for poles or posts
- E04H12/2207—Sockets or holders for poles or posts not used
- E04H12/2215—Sockets or holders for poles or posts not used driven into the ground
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
- E04H12/22—Sockets or holders for poles or posts
- E04H12/2253—Mounting poles or posts to the holder
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
- E04H12/22—Sockets or holders for poles or posts
- E04H12/2292—Holders used for protection, repair or reinforcement of the post or pole
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/70—Wind energy
- Y02E10/72—Wind turbines with rotation axis in wind direction
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
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Abstract
The application provides a method for reinforcing a base of an iron tower, which comprises the following steps: determining the type of a corrosion area of the iron tower base; under the condition that the corrosion area category of the iron tower base is uniform corrosion, the bearing capacity of a first target foundation bolt in the area corresponding to the uniform corrosion is obtained, and under the condition that the bearing capacity of the first target foundation bolt is smaller than the preset bearing capacity, each foundation bolt of the iron tower base is reinforced, wherein the first target foundation bolt is the foundation bolt with the highest corrosion degree in the area corresponding to the uniform corrosion; under the condition that the corrosion area category of the iron tower base is local corrosion, the bearing capacity of each foundation bolt in the area corresponding to the local corrosion is obtained, and under the condition that the bearing capacity of a second target foundation bolt in the area corresponding to the local corrosion is smaller than the preset bearing capacity, reinforcing treatment is carried out on the second target foundation bolt, wherein the second target foundation bolt is any foundation bolt in the area corresponding to the local corrosion.
Description
Technical Field
The application relates to the technical field of iron towers, in particular to a method for reinforcing a base of an iron tower.
Background
The iron tower mainly comprises steel trusses, steel columns and other components made of section steel, steel plates and the like, and all the components are connected by welding seams or bolts, so that the construction is simple, convenient and quick. However, the base of the iron tower is exposed to sun, wind and rain for a long time and is easy to be corroded and damaged. At present, aiming at the rust problem of foundation bolts, a simple reinforcement welding and reinforcing mode is adopted, wherein the reinforcement is mainly implanted into an original concrete foundation, and the reinforcement is directly welded on a flange plate for reinforcing after being bent. Therefore, the reinforcement treatment is difficult to be carried out according to the different rust degrees of the iron tower base, and the problems of poor integrity and limited reinforcement effect are easy to occur.
Disclosure of Invention
The embodiment of the application provides a method for reinforcing an iron tower base, which aims at solving the problems that the reinforced iron tower base is easy to have poor integrity and limited reinforcing effect due to different corrosion degrees of the iron tower base when the iron tower base is reinforced.
In order to solve the technical problems, the application is realized as follows:
in a first aspect, an embodiment of the present application provides a method for reinforcing a tower base, where the method includes:
Determining corrosion area categories of the iron tower base, wherein the corrosion area categories comprise uniform corrosion and local corrosion, and the iron tower base comprises a concrete foundation, foundation bolts and a flange plate; the method comprises the steps of carrying out a first treatment on the surface of the
Determining corrosion area categories of the iron tower base, wherein the corrosion area categories comprise uniform corrosion and local corrosion, and the iron tower base comprises a concrete foundation, foundation bolts and a flange plate;
under the condition that the corrosion area category of the iron tower base is the uniform corrosion, acquiring the bearing capacity of a first target foundation bolt in an area corresponding to the uniform corrosion, and under the condition that the bearing capacity of the first target foundation bolt is smaller than a preset bearing capacity, carrying out reinforcement treatment on each foundation bolt of the iron tower base, wherein the first target foundation bolt is the foundation bolt with the highest corrosion degree in the area corresponding to the uniform corrosion;
and under the condition that the type of the corrosion area of the iron tower base is the local corrosion, acquiring the bearing capacity of each foundation bolt in the area corresponding to the local corrosion, and under the condition that the bearing capacity of a second target foundation bolt in the area corresponding to the local corrosion is smaller than the preset bearing capacity, reinforcing the second target foundation bolt, wherein the second target foundation bolt is any foundation bolt in the area corresponding to the local corrosion.
Optionally, before determining the corrosion area category of the tower base, the method further includes:
determining the corrosion grade of the iron tower base, wherein the corrosion grade comprises a first corrosion grade and a second corrosion grade, and the corrosion degree of the second corrosion grade is greater than that of the first corrosion grade;
and determining the corrosion area category of the iron tower base under the condition that the corrosion grade of the iron tower base is the second corrosion grade.
Optionally, after determining the corrosion area category of the tower base, the method further includes:
acquiring a first thickness of the iron tower base and a second thickness of the iron tower base, wherein the first thickness is the thickness of the iron tower base when construction is completed, and the second thickness is the thickness of the iron tower when the rust grade is a second rust grade;
determining the corrosion damage amount of the iron tower base based on the first thickness and the second thickness;
determining a steel strength of the tower base based on the amount of corrosion damage and the second thickness, wherein the steel strength comprises a first strength and a second strength;
under the condition that the steel strength is the second strength and the corrosion area category of the iron tower base is the uniform corrosion, acquiring the bearing capacity of the first target foundation bolt in the area corresponding to the uniform corrosion;
And under the condition that the steel strength is the second strength and the corrosion area category of the iron tower base is the local corrosion, acquiring the bearing capacity of each foundation bolt in the area corresponding to the local corrosion.
Optionally, the obtaining the second thickness of the tower base includes:
under the condition that the corrosion area category of the iron tower base is the uniform corrosion, selecting L sections in the iron tower base, selecting K first detection points in each section, and acquiring the thickness of the first iron tower base detected based on the L multiplied by K first detection points, wherein L and K are integers larger than 1;
and acquiring the second thickness based on the thickness of the first tower base.
Optionally, the obtaining the second thickness of the tower base includes:
under the condition that the corrosion area category of the iron tower base is the local corrosion, S sections in the local corrosion area are selected, W second detection points are selected in each section, and the thickness of the second iron tower base detected based on the S multiplied by W second detection points is obtained, wherein S and W are integers larger than 1;
And acquiring the second thickness based on the second tower base thickness.
Optionally, the determining the steel strength of the tower base based on the corrosion damage and the second thickness includes:
determining the steel strength of the iron tower base as a first strength under the condition that the corrosion damage amount is larger than or equal to a preset damage amount or the second thickness is larger than a preset thickness;
and determining the steel strength of the iron tower base as second strength under the condition that the corrosion damage amount is smaller than the preset damage amount and the second thickness is smaller than or equal to the preset thickness.
Optionally, the iron tower base includes ring flange, N first rag bolt and M first stiffening plate, the one end of first rag bolt is fixed on the ring flange, the other end of first rag bolt stretches into anchor in the basis of iron tower, first stiffening plate with the ring flange reaches the tower body fixed connection of iron tower, just first stiffening plate with ring flange vertical fixation, wherein, N is the integer that is greater than 1, M is the integer that is greater than 1.
Optionally, the iron tower base still includes N second rag bolt, external ring flange and M second stiffening plate, every rag bolt carries out the reinforcement and handles, include:
Fixedly connecting an external flange plate on the peripheral edge of the flange plate;
one ends of N first anchor bolts extend into a foundation of the iron tower to be anchored, and the other ends of N second anchor bolts are fixed on the external flange, wherein a connecting line between the first anchor bolts and the second anchor bolts corresponding to the first anchor bolts is parallel to the diameter of the flange;
and vertically fixing M second stiffening plates on the external flange plate, and fixedly connecting each second stiffening plate to the edge part of each corresponding first stiffening plate, wherein the second stiffening plates and the corresponding first stiffening plates are positioned on the same plane.
Optionally, the iron tower base still includes first limiting plate and reinforcing plate, consolidate each rag bolt is handled, still includes:
one end of the first limiting plate is fixed on the first foundation bolt, and the other end of the first limiting plate is fixed on the second foundation bolt corresponding to the first foundation bolt;
and vertically fixing the reinforcing plate on the limiting plate, and fixedly connecting the reinforcing plate with the first limiting plate and the second foundation bolt.
Optionally, the iron tower base further includes a target second anchor bolt and a second limiting plate, the reinforcing treatment is performed on the target second anchor bolt, including:
one end of the second target foundation bolt extends into a foundation of the iron tower to be anchored, one end of the second limiting plate is fixed on the second target foundation bolt, and the other end of the second limiting plate is fixed on the first foundation bolt corresponding to the second target foundation bolt;
the connecting line between the target second foundation bolt and the corresponding first foundation bolt is parallel to the diameter of the flange plate.
In this application embodiment, to the insufficient problem of bearing capacity that iron tower base corrosion led to, at first divide the corrosion area of iron tower base, carry out different reinforcement to the rag bolt of iron tower base based on the regional category of different corrosion. Like this, can carry out unified state evaluation to iron tower base rag bolt to confirm reasonable rust cleaning anticorrosive scheme, effectual rag bolt reinforcement scheme, thereby be favorable to prolonging the life of iron tower, reduce construction cost, reinforcing iron tower base's wholeness, and promote the reinforcement effect to the iron tower base.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are needed in the description of the embodiments of the present application will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present application, and that other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
Fig. 1 is a flowchart of a method for reinforcing a tower base according to an embodiment of the present application;
fig. 2 is a schematic structural diagram of a tower base in a tower base reinforcement method according to an embodiment of the present application;
fig. 3 is a schematic structural diagram of an integrally reinforced iron tower base in the case that the corrosion area of the iron tower base is uniformly corroded in the method for reinforcing the iron tower base according to the embodiment of the present application;
FIG. 4 is a schematic structural view of the second anchor bolt of FIG. 3 or a schematic structural view of the target second anchor bolt of FIG. 6;
FIG. 5 is a schematic structural view of the first limiting plate in FIG. 3 or a schematic structural view of the second limiting plate in FIG. 6;
fig. 6 is a schematic structural diagram of a method for reinforcing a tower base after reinforcing a target second anchor bolt in the case that the type of a corrosion area of the tower base is local corrosion;
FIG. 7 is a second schematic structural view of a tower base according to an embodiment of the present disclosure;
fig. 8 is a third schematic structural view of a tower base according to an embodiment of the present disclosure;
fig. 9 is a schematic structural diagram of a tower base according to an embodiment of the present disclosure.
Detailed Description
The following description of the embodiments of the present application will be made clearly and fully with reference to the accompanying drawings, in which it is evident that the embodiments described are some, but not all, of the embodiments of the present application. Accordingly, one of ordinary skill in the art will recognize that various changes and modifications of the embodiments described herein can be made without departing from the scope and spirit of the present disclosure. Also, descriptions of well-known functions and constructions are omitted in the following description for clarity and conciseness. All other embodiments, which can be made by one of ordinary skill in the art based on the embodiments herein without making any inventive effort, are intended to be within the scope of the present application.
The embodiment of the application provides a method. Referring to fig. 1, fig. 1 is a flowchart of a method for reinforcing a tower base, according to an embodiment of the present application, as shown in fig. 1, including the following steps:
Step 101, determining corrosion area categories of the iron tower base, wherein the corrosion area categories comprise uniform corrosion and local corrosion, and the iron tower base comprises a concrete foundation, foundation bolts and a flange plate.
In the above-mentioned step of this application embodiment, confirm the corrosion area category of iron tower base and mainly be convenient for adopt different reinforcement to the iron tower base of different corrosion degree to promote the effect to the iron tower reinforcement, practice thrift limited resources, promote work efficiency. Specifically, the above corrosion zone categories may include both uniform corrosion and localized corrosion. The uniform corrosion can be the condition that corrosion occurs on the whole plate surface of the iron tower base, and the local corrosion can be the condition that the corrosion damage of part of the surface of the plate of the iron tower base is much larger than that of other areas, so that the damage forms of pits, grooves, layering, perforation, cracking and the like are formed. It should be noted that the corrosion area categories of the iron tower base determined in the above steps may be classified according to the corrosion conditions of the flange plate on the iron tower base, or may be classified according to the corrosion conditions of the anchor bolts uniformly distributed around the flange plate. Here, the present application is not particularly limited, and may be determined according to actual conditions.
It should be further noted that the iron tower base in the present application includes a concrete foundation, an anchor bolt and a flange, and the above-mentioned determination of the corrosion area type may be determination of the corrosion area type of the anchor bolt or the flange.
102, under the condition that the corrosion area category of the iron tower base is the uniform corrosion, acquiring the bearing capacity of a first target foundation bolt in the area corresponding to the uniform corrosion, and under the condition that the bearing capacity of the first target foundation bolt is smaller than the preset bearing capacity, reinforcing each foundation bolt of the iron tower base, wherein the first target foundation bolt is the foundation bolt with the highest corrosion degree in the area corresponding to the uniform corrosion.
In the above step, under the condition that the corrosion area category of the iron tower base is determined to be uniform corrosion, reinforcement treatment can be performed on all foundation bolts in the iron tower base. Confirm whether need carry out reinforcement under the even corruption condition and consolidate the processing, then can confirm through comparing detection iron tower base surface corrosion degree, through taking iron tower base surface under the certain loss condition as the standard, when corrosion degree is comparatively serious, indicate that iron tower base's bearing capacity does not satisfy the requirement of stable in structure, then need carry out whole reinforcement to iron tower base and handle, promptly consolidate each rag bolt in the iron tower base. Specifically, the first target anchor bolt may be an anchor bolt with the most serious rust in the iron tower base, and may be an anchor bolt with the most serious rust after being rated based on the existing rust grade. The specific determination of the rust grade can be determined by the oxidation degree of the oxide skin on the surface of the foundation bolt, the effective diameter, the thickness and the like of the foundation bolt.
Step 103, under the condition that the type of the corrosion area of the iron tower base is the local corrosion, obtaining the bearing capacity of each foundation bolt in the area corresponding to the local corrosion, and under the condition that the bearing capacity of a second target foundation bolt in the area corresponding to the local corrosion is smaller than a preset bearing capacity, reinforcing the second target foundation bolt, wherein the second target foundation bolt is any foundation bolt in the area corresponding to the local corrosion. It should be noted that, when it is determined that the type of the corrosion area of the tower base is localized corrosion, a single bearing capacity of each anchor bolt in the area may be obtained. The bearing capacity of the foundation bolt of the iron tower base obtained in the application is an actual bearing capacity value obtained under the condition of rust occurrence after the iron tower is put into use for a period of time. The obtained bearing capacity is smaller than the bearing capacity design value when the initial construction of the iron tower base is completed.
In an embodiment of the application, when the bearing capacity of the anchor bolts is insufficient and is caused by uniform corrosion of the base of the iron tower, the original anchor bolts are subjected to integral reinforcement measures, and the outer sides of the original anchor bolts can be reinforced and reinforced, so that the embedded bars of the anchor bolts are distributed. Corresponding reinforcement measures disclosed in the subsequent embodiments can also be adopted for processing.
Second target rag bolt in the regional arbitrary rag bolt in this application of local corrosion correspondence is in still another embodiment, when the rag bolt is local corrosion, only leads to partial iron tower base plate or rag bolt's bearing capacity not enough, should take local reinforcement measure to original rag bolt, plant the muscle reinforcement to the original rag bolt outside that needs the reinforcement promptly to confirm the planting muscle distribution of rag bolt from this. Corresponding reinforcement measures disclosed in the subsequent embodiments can also be adopted for processing. Whether reinforcement and reinforcement treatment is needed under the condition of local corrosion is determined, the bearing capacity of a single foundation bolt can be compared, the preset bearing capacity under the condition of certain loss is taken as a standard, when the bearing capacity of the existing target foundation bolt is smaller than the preset bearing capacity, the fact that the bearing capacity of a second target foundation bolt in the iron tower base does not meet the requirement of stable structure is indicated, and independent reinforcement treatment is needed for the second target foundation bolt.
In the embodiment of the application, firstly, the corrosion area classification is carried out on the plates on the iron tower base, such as the flange plate, the foundation bolts and the like. Under the condition that uniform corrosion is determined, the bearing capacity of the foundation bolt group on the iron tower base is compared with the bearing capacity of the preset foundation bolt group, and when the bearing capacity of the foundation bolt group is smaller than the bearing capacity of the preset foundation bolt group, the structural corrosion degree of the iron tower base can be determined to influence the stability and rigidity of the structure, and the iron tower base needs to be integrally reinforced. Under the condition that the local corrosion is determined, the bearing capacity of each foundation bolt in the area corresponding to the local corrosion can be compared with the bearing capacity of a preset single foundation bolt, and when the bearing capacity of a certain foundation bolt is smaller than the bearing capacity of the preset single foundation bolt, the second target foundation bolt is subjected to independent reinforcement treatment. Like this, to the rag bolt of different corrosion categories, different bearing capacity circumstances, can pertinently carry out reinforcement and consolidate the processing, can effectively promote reinforcement effect, resources are saved, reinforcing structure's wholeness and stability.
Optionally, before determining the corrosion area category of the tower base, the method further includes:
determining the corrosion grade of the iron tower base, wherein the corrosion grade comprises a first corrosion grade and a second corrosion grade, and the corrosion degree of the second corrosion grade is greater than that of the first corrosion grade;
and determining the corrosion area category of the iron tower base under the condition that the corrosion grade of the iron tower base is the second corrosion grade.
In a specific embodiment, the corrosion grade of the iron tower base needs to be determined before the corrosion area type of the iron tower base is determined, and a detection unit can be specifically entrusted with detecting the anchor bolts of the iron tower to evaluate the corrosion grade. The detection method for determining the corrosion degree of the anchor bolts based on the surface damage degree of the iron tower base can be adopted, and finally files comprising detection results such as the corrosion grade of the anchor bolts are obtained. In addition, a method for evaluating the rust grade of the iron tower base on site can be adopted, specifically, the surface of the iron tower base is compared with a rust grade evaluation reference table template under good scattered sunlight or under artificial illumination condition with equivalent illumination, the rust degree is divided into at least two rust grades, multiple areas of the iron tower base are evaluated for multiple times, and the worst evaluation grade is recorded as the rust grade evaluation result of the iron tower base.
It is to be noted that, in the manner of comparing the iron tower base surface with the rust rating reference table template adopted in the above embodiment, the rust rating reference table template may include four different levels of rust rating reference tables, and may include a rust rating a showing a steel surface covered with scale over a large area with little rust, a rust rating B showing a steel surface which has already developed rust and has started to peel off, a rust rating B showing a steel surface which has developed scale to peel off due to rust, or may be scraped off, and a slightly pitted steel surface which has been developed to peel off due to rust under normal vision, and a rust rating D showing a steel surface which has developed scale to peel off due to rust and has developed to pitting under normal vision.
For example, in one embodiment of the present application, the rust grade of the tower base may be determined with reference to the contents of the four different-grade rust grade reference tables, and the rust grade a may be determined as a first rust grade, and three of the rust grade B, the rust grade C, and the rust grade D may be collectively referred to as a second rust grade. When the evaluation result of the iron tower base is the corrosion grade A, namely, the corrosion grade of the iron tower base belongs to the first corrosion grade, the iron tower base does not need to be subjected to treatments such as reinforcement, corrosion prevention, encapsulation and the like. When the evaluation result of the iron tower base is any one of the corrosion grade B, the corrosion grade C and the corrosion grade, namely, the corrosion grade of the iron tower base belongs to the second corrosion grade, the surface layer of the iron tower base is required to be treated and targeted detection is carried out so as to obtain a more detailed detection report, thereby providing a more instructive file for the design scheme.
Optionally, after determining the corrosion area category of the tower base, the method further includes:
acquiring a first thickness of the iron tower base and a second thickness of the iron tower base, wherein the first thickness is the thickness of the iron tower base when construction is completed, and the second thickness is the thickness of the iron tower when the rust grade is a second rust grade;
determining the corrosion damage amount of the iron tower base based on the first thickness and the second thickness;
determining a steel strength of the tower base based on the amount of corrosion damage and the second thickness, wherein the steel strength comprises a first strength and a second strength;
under the condition that the steel strength is the second strength and the corrosion area category of the iron tower base is the uniform corrosion, acquiring the bearing capacity of the first target foundation bolt in the area corresponding to the uniform corrosion;
and under the condition that the steel strength is the second strength and the corrosion area category of the iron tower base is the local corrosion, acquiring the bearing capacity of each foundation bolt in the area corresponding to the local corrosion.
It will be appreciated that the steel strength of the pylon base may be assessed after the determination of the type of corrosion zone of the pylon base and that different treatments may be performed based on different steel strengths. The assessment of steel strength may be determined based on the amount of damage to the tower base. Specifically, first, two difference values that can be compared and calculated are obtained, a first thickness and a second thickness. The first thickness may be the initial thickness that the tower base construction is completed with, in this case the tower having a bearing capacity consistent with the design bearing capacity. The second thickness is the thickness of the tower base under the condition of being rated as the second corrosion grade, and the tower base is corroded to a certain extent at the moment. The corrosion state of the iron tower base can be initially evaluated through the first thickness and the second thickness, the corrosion damage amount of the iron tower base can be determined, the existing steel strength of the iron tower base can be determined, targeted reinforcement and corrosion prevention treatment can be conveniently carried out on the iron tower base, and the corrosion prevention and reinforcement effects are improved.
It should be noted that the first thickness and the second thickness in the present application may be the thickness of the plate on the iron tower base when the construction is completed and the thickness of the plate after the corrosion is used, or the initial diameter of the anchor bolt on the iron tower base when the construction is completed and the residual diameter of the anchor bolt after the corrosion is used.
The corrosion damage amount of the iron tower base is determined by the two parameter values of the first thickness and the second thickness, specifically, the first thickness minus the second thickness, that is, the corrosion damage amount should be the initial thickness minus the actual thickness. The strength of the steel of the tower base may then be determined by the amount of corrosion damage and the second thickness, and in the particular embodiment described above, the next reinforcement treatment operation is performed on the tower base only if the steel strength is the second strength. And to the condition that the steel intensity of iron tower base is first intensity, can confirm that the steel intensity of iron tower base can also satisfy corresponding support, stable demand this moment, need not consider the influence of corruption to steel intensity. And when the steel strength of the iron tower base is the second strength, carrying out targeted treatment aiming at different corrosion area categories.
Optionally, the obtaining the second thickness of the tower base includes:
under the condition that the corrosion area category of the iron tower base is the uniform corrosion, selecting L sections in the iron tower base, selecting K first detection points in each section, and acquiring the thickness of the first iron tower base detected based on the L multiplied by K first detection points, wherein L and K are integers larger than 1;
And acquiring the second thickness based on the thickness of the first tower base.
Optionally, the obtaining the second thickness of the tower base includes:
under the condition that the corrosion area category of the iron tower base is the local corrosion, S sections in the local corrosion area are selected, W second detection points are selected in each section, and the thickness of the second iron tower base detected based on the S multiplied by W second detection points is obtained, wherein S and W are integers larger than 1;
and acquiring the second thickness based on the second tower base thickness.
In yet another embodiment of the present application, the thickness values obtained for the components such as the panels of the pylon base may be processed differently based on different corrosion zone categories. When the corrosion area category of the iron tower base is uniform corrosion or foundation bolts on the iron tower base are uniformly corroded, L sections can be selected on a plate of the iron tower base along the extending direction of the plate, K first detection points are selected in each of the L sections, L multiplied by K first detection points can be obtained, and the thickness related to the iron tower base can be obtained at each first detection point. Then, the first tower base thickness obtained by the l×k first detection points may be taken, and an arithmetic average operation may be performed to obtain a minimum arithmetic average value as an actual thickness of the plate, that is, the second thickness. When the corrosion area category of the iron tower base is local corrosion or the foundation bolt on the iron tower base is local corrosion, S sections can be selected at the most serious corrosion part, W second detection points are selected in each section, S multiplied by W second detection points are obtained, and the minimum arithmetic average value is obtained according to the thickness of the second iron tower base obtained by the second detection points and is used as the actual thickness, namely the second thickness, of the iron tower base plate. In practical application, if severe corrosion of the iron tower base plate occurs, the number of the corresponding first detection points and the number of the second detection points can be increased appropriately, and the accuracy of the detected second thickness parameter value is improved, so that reinforcement treatment operation of the iron tower base is further performed.
Optionally, the determining the steel strength of the tower base based on the corrosion damage and the second thickness includes:
determining the steel strength of the iron tower base as a first strength under the condition that the corrosion damage amount is larger than or equal to a preset damage amount or the second thickness is larger than a preset thickness;
and determining the steel strength of the iron tower base as second strength under the condition that the corrosion damage amount is smaller than the preset damage amount and the second thickness is smaller than or equal to the preset thickness.
In the embodiment of the application, the steel strength of the iron tower base is determined to be the first strength or the second strength, and the corrosion damage amount standard and the second thickness standard can be preset. And when the corrosion damage amount is greater than the corrosion damage amount standard or the second thickness is smaller than or equal to the second thickness standard, determining the steel strength of the iron tower base to be a second grade. And determining the steel strength of the iron tower base as a second grade when the corrosion damage amount is smaller than the corrosion damage amount standard and the second thickness is larger than the second thickness standard. For example, the corrosion damage level may be determined to be 25% of the initial thickness and the second thickness level to be 5mm. When the amount of corrosion damage is not more than 25% of the initial thickness and the residual thickness is more than 5mm, the influence of corrosion on the strength of the steel may be disregarded. When the amount of corrosion damage exceeds 25% of the initial thickness or the residual thickness is less than or equal to 5mm, the steel strength should be multiplied by a reduction factor of 0.8. The specific formula is as follows:
Wherein C is the steel strength of the iron tower base after corrosion;
C 0 the steel strength is the steel strength when the construction of the iron tower base is completed;
d is a diameter value of the foundation bolt of the iron tower base when construction is completed;
d is the diameter value of the foundation bolt of the iron tower base after corrosion.
Optionally, the iron tower base 200 includes a flange 202, N first anchor bolts 201 and M first stiffening plates 203, one end of each first anchor bolt 201 is fixed on the flange 202, the other end of each first anchor bolt 201 extends into a foundation 205 of the iron tower to be anchored, the first stiffening plates 203 are fixedly connected with the flange 202 and a tower body 204 of the iron tower, and the first stiffening plates 203 are vertically fixed with the flange 202, where N is an integer greater than 1, and M is an integer greater than 1.
Referring to fig. 2, fig. 2 is a schematic structural diagram of a tower base 200 in a tower base reinforcement method according to an embodiment of the present disclosure. Specifically, the tower base 200 may include a flange 202, N first anchor bolts 201, and M first stiffening plates 203. The N first anchor bolts 201 are uniformly and annularly arranged on the flange plate 202, and the M first stiffening plates 203 are vertically fixed with the flange plate 202 and fixedly connected with the flange plate 202 and the tower body 204 of the iron tower. The first anchor bolts 201 and the first stiffening plates 203 serve as a fixing structure of the iron tower, which exists when the iron tower base 200 is initially constructed, and play an important role in the stable use of the iron tower. After the iron tower is corroded, structural components such as the first foundation bolts 201, the first stiffening plates 203 and the like can be reinforced to strengthen the bearing capacity of the iron tower base and the stability of the overall structure of the iron tower.
Optionally, the iron tower base 200 further includes N second anchor bolts 301, an external flange 302, and M second stiffening plates 303, where the reinforcing process is performed on each of the anchor bolts, and includes:
an external flange 302 is fixedly connected to the peripheral edge of the flange 202;
one end of each of the N first anchor bolts 201 extends into a foundation 205 of the iron tower to be anchored, and the other end of each of the N second anchor bolts 301 is fixed on an external flange plate 302, wherein a connecting line between each of the first anchor bolts 201 and the corresponding second anchor bolt 301 is parallel to the diameter of the flange plate 202;
the M second stiffening plates 303 are vertically fixed on the external flange 302, and each second stiffening plate 303 is fixedly connected to the edge portion of each corresponding first stiffening plate 203, where the second stiffening plates 303 and the corresponding first stiffening plates 203 are located on the same plane.
It should be noted that, when the iron tower base 200 is uniformly corroded in the present application, each anchor bolt in the iron tower base 200 needs to be reinforced, and an external flange 302 may be fixed externally to the peripheral portion of the external flange 202, and the external flange 302 may be a ring structure, so that the flange 202 is included in a ring. Second, the second anchor bolts 301 may be disposed on the external flange 302 and the same number of the second anchor bolts 201, where the second anchor bolts 301 may be embedded ribs (as shown in fig. 4), one end of each embedded rib may be extended into the iron tower foundation 205 to be anchored, the other end may be fixed on the external flange 302, and two fixing structures may be disposed above and below the external flange 302 to fix the position of one end of each embedded rib so as to strengthen the iron tower base 200. In addition, M second stiffening plates 303 (as shown in fig. 3) may be further disposed and fixedly connected to the edge portion of the original first stiffening plate 203, and fixedly connected to the external flange 302 and the first stiffening plate 203, so as to enhance the stability and rigidity of the structure of the tower base 200.
Optionally, the iron tower base 200 further includes a first limiting plate 304 and a reinforcing plate, where each of the anchor bolts is reinforced, and further includes:
one end of a first limiting plate 304 is fixed on a first foundation bolt, and the other end of the first limiting plate 304 is fixed on a second foundation bolt 301 corresponding to the first foundation bolt 201;
the reinforcing plate is vertically fixed on the first limiting plate 304, and the reinforcing plate is fixedly connected with the first limiting plate 304 and the second anchor bolt 301.
Referring to fig. 5, the first limiting plate 304 and the reinforcing plate may be added to the structure when the tower base 200 is uniformly corroded to reinforce each anchor bolt in the tower base 200. One end of the first limiting plate 304 can be fixed on the first anchor bolt 201, the other end of the first limiting plate 304 is fixed on the second anchor bolt 301 corresponding to the first anchor bolt 201, and therefore the first anchor bolt 201 and the second anchor bolt 301 are connected and fixed through the first limiting plate 304, and reinforcing effect of the structure of the iron tower base 200 is enhanced. Reinforcing plate can with first limiting plate 304 and second rag bolt 301 fixed connection, and reinforcing plate perpendicular to first limiting plate 304 sets up, and reinforcing plate also can strengthen iron tower base 200 structural stability, promotes the reinforcement effect.
Optionally, the tower base 200 further includes a target second anchor bolt 401 and a second limiting plate 3403, and the reinforcing process is performed on the target second anchor bolt 401, including:
one end of a target second anchor bolt 401 extends into a foundation 205 of the iron tower to be anchored, one end of a second limiting plate 3403 is fixed on the target second anchor bolt 401, and the other end of the second limiting plate 3403 is fixed on a first anchor bolt 201 corresponding to the target second anchor bolt 401;
wherein, the connecting line between the target second anchor bolt 401 and the corresponding first anchor bolt 201 is parallel to the diameter of the flange plate 202.
Referring to fig. 6, fig. 6 is a schematic diagram illustrating that in the method for reinforcing a base of an iron tower according to the embodiment of the present application, the type of the corrosion area of the base 200 of the iron tower is locally required to be described, and in the present application, the target second anchor bolt may be a newly added anchor bolt for reinforcing an original anchor bolt, and the target second anchor bolt is disposed outside a flange where the anchor bolt with a bearing capacity smaller than a preset bearing capacity is located.
Specifically, in the case where the tower foundation 200 is locally corroded in the present application, it is necessary to perform reinforcement treatment on each anchor bolt having insufficient bearing capacity in the area corresponding to the local corrosion, that is, reinforcement treatment on each target second anchor bolt 401. It may be used that, first, a target second anchor bolt 401 may be anchored in the foundation 205 outside the flange 202, where the target second anchor bolt 401 is disposed outside the first anchor bolt 201 having the second bearing capacity smaller than the second preset bearing capacity, for reinforcing the first anchor bolt 201 having the insufficient bearing capacity. Subsequently, a second limiting plate 3403 (as shown in fig. 5) may be disposed between the first anchor bolt 201 and the target second anchor bolt 401, and both ends of the second limiting plate 3403 are fixedly connected with the first anchor bolt 201 and the target second anchor bolt 401, respectively. In addition, a connecting line between the target second anchor bolt 401 and the first anchor bolt 201 corresponding to the target second anchor bolt is set to be parallel to the diameter of the flange plate 202, that is, the position of the target second anchor bolt 401, the position of the first anchor bolt 201 corresponding to the target second anchor bolt 401 and the circle center of the flange plate 202 can be on the same straight line. Like this, carry out reinforcement to the first rag bolt 201 that the second bearing capacity is not enough and consolidate the processing, can save limited resources, improve the reinforcement effect, also can obtain better reinforcement effect, strengthened the structural stability of iron tower base 200.
In other embodiments of the present application, the tower base 200 that is reinforced in whole or in part using the above embodiments may also be processed. When the lower surface of the iron tower base 200 is in good contact with the surface of the foundation, when a gap reserved for adjusting the level difference of the flange and the bottom plate is reserved between the flange plate 202 and the foundation, a newly added foundation 2051 (shown in fig. 7) can be filled in 7 days after the structure of the iron tower base 200 is reinforced and the installation and alignment are finished, the newly added foundation 2051 can be made of high-level micro-expansion fine stone concrete or high-strength shrinkage-free grouting material to pour the compact gap, and the foundation material can be used for tamping the iron tower base to improve the stability of the iron tower base 200.
Referring to fig. 8 and 9, as an alternative embodiment, the tensile load capacity of the first anchor bolt 201 and the tensile load capacity of the second anchor bolt 301 may be calculated by the following formula:
wherein N is t1 max A maximum tension for the first anchor bolt;
lambda is a proportionality coefficient;
M 0 a bending moment design value for the iron tower base;
n is the gravity design value of the iron tower;
e is the distance from the center of gravity of the iron tower base to the rotation center shaft of the foundation bolt group of the iron tower;
y 1n A distance from a rotation center axis of the first anchor bolt to the furthest first anchor bolt;
y 1i a distance from a rotation center axis of the first anchor bolt to an ith first anchor bolt;
a tensile load bearing capacity for the first anchor bolt;
N t2 max a maximum pulling force for the second anchor bolt;
y 2n a distance from a rotation center axis of the second anchor bolt to the farthest second anchor bolt;
y 2i a distance from a rotation center axis of the second anchor bolt to an ith second anchor bolt;
a tensile load bearing capacity for the second anchor bolt;
wherein, the above formula can also be expressed as:
wherein d 1 An effective diameter for the first anchor bolt;
d 2 an effective diameter for the second anchor bolt;
E 1 the elastic modulus of the first foundation bolt;
E 2 the elastic modulus of the second foundation bolt;
the maximum tensile force N of the first anchor bolt 201 is as described above t1 max And the maximum pulling force N of the second anchor bolt 301 t2 max A scaling factor may be introduced into the calculation formula of (1) which may relate the effective diameter d of the first anchor bolt 201 to 1 And the modulus of elasticity E of the first anchor bolt 201 1 Effective diameter d of the second anchor bolt 301 2 And the modulus of elasticity E of the second anchor bolt 301 2 Respectively, are introduced into the above formulas for calculating the maximum tension. In practical application, the maximum tension of the iron tower aiming at the iron towers using the foundation bolts with different specifications can be calculated through the formula, so that the foundation bolts meeting the bearing capacity requirement of the iron tower base are designed. The proportionality coefficient lambda can be calculated by the following formula:
the maximum tension of the first anchor bolt 201 or the maximum tension of the second anchor bolt 301 may also be expressed as the following formula:
N t max ＝σ·A
wherein N is t max The maximum pulling force of the foundation bolt;
sigma is the stress of the foundation bolt;
a is the sectional area of the foundation bolt;
the stress-strain relation of the foundation bolts is as follows:
wherein Δl is an elongation variation of the first anchor bolt or an elongation variation of the second anchor bolt;
l is the distance from the first foundation bolt to the foundation surface of the iron tower or the distance from the second foundation bolt to the foundation surface of the iron tower;
accordingly, the maximum pulling force of the first anchor bolt 201 or the maximum pulling force of the second anchor bolt 301 may be replaced with the following formula:
Therefore, the maximum tensile force N of the first anchor bolt 201 t1 max Can be expressed as the following formula:
maximum tensile force N of the second foundation bolt 301 t2 max Can be expressed as the following formula:
wherein DeltaL 1 A bolt elongation variation for the first anchor bolt;
ΔL 2 the bolt elongation variation of the second foundation bolt;
wherein the bending moment design value M of the first foundation bolt 201 can be obtained 1 The following formula is adopted:
a bending moment design value M of the second foundation bolt 301 can be obtained 2 The following formula is adopted:
it should be noted that, the sum of the bending moment design value of the first foundation bolt 201 and the bending moment design value of the second foundation bolt 301 is equal to the bending moment design value of the tower body 204 in the tower base, and the two bending moments are opposite in direction and can be offset, and can be expressed as the following formula:
M＝M 0 -N·e
M＝M 1 +M 2
m is the actual design value of the iron tower base;
in the embodiment of the present application, the introduced proportionality coefficient λ may be obtained by a ratio of the bending moment design value of the first anchor bolt 201 to the bending moment design value of the second anchor bolt 301, and may be expressed as the following formula:
assuming the flange 202 is stiffer, ignoring deformation, according to a similar triangle, there is the following equation:
Thus, the above proportionality coefficient λ can be expressed as the following formula:
wherein, the proportionality coefficient of the first foundation bolt 201 is expressed as the following formula:
the scaling factor of the second anchor bolt 301 is expressed as the following formula:
wherein lambda is 1 A scaling factor for the first anchor bolt;
λ 2 a scaling factor for the second anchor bolt;
the following formula can be derived based on the foregoing formula:
the bending moment design value of the first anchor bolt 201 and the bending moment design value of the second anchor bolt 301 are respectively substituted into the calculation formula of the anchor bolts, so that the following calculation formula can be obtained:
specifically, the ratio of the bending moment design value of the first anchor bolt 201 to the bending moment design value of the second anchor bolt 301 is taken as a proportionality coefficient, and then the proportionality coefficient is introduced in calculating the maximum tensile force of the first anchor bolt 201 and the maximum tensile force of the second anchor bolt 301, wherein the proportionality coefficient comprises the elongation change amount, the effective diameter of the first anchor bolt 201 or the elongation change amount, the effective diameter of the second anchor bolt 301. The extension variation and the effective diameter of the foundation bolt are directly applied to the existing calculation formula through the conversion of the formula, and the maximum tension of the foundation bolt aiming at different specifications can be determined through the formula, so that the bearing capacity design value of the first foundation bolt 201 and the bearing capacity design value of the second foundation bolt 301 in practical application are determined.
It should be noted that, in this document, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one … …" does not exclude the presence of other like elements in a process, method, article, or apparatus that comprises the element.
It should be appreciated that various forms of the flows shown above may be used to reorder, add, or delete steps. For example, the steps described in this application may be performed in parallel or sequentially or in a different order, and the specific embodiments described above are merely illustrative, and not restrictive, and many versions may be made by those having ordinary skill in the art, without departing from the spirit and scope of the present application, which is protected by the claims, as long as the desired results of the disclosed solution are achieved.
Claims (6)
1. A method for reinforcing a tower base, the method comprising:
determining corrosion area categories of the iron tower base, wherein the corrosion area categories comprise uniform corrosion and local corrosion, the iron tower base comprises a concrete foundation, foundation bolts, a flange plate, N first foundation bolts and M first stiffening plates, one ends of the first foundation bolts are fixed on the flange plate, the other ends of the first foundation bolts extend into the concrete foundation of the iron tower to be anchored, the first stiffening plates are fixedly connected with the flange plate and a tower body of the iron tower, and the first stiffening plates are vertically fixed with the flange plate, wherein N is an integer greater than 1, and M is an integer greater than 1;
under the condition that the corrosion area category of the iron tower base is the uniform corrosion, acquiring the bearing capacity of a first target foundation bolt in an area corresponding to the uniform corrosion, and under the condition that the bearing capacity of the first target foundation bolt is smaller than a preset bearing capacity, carrying out reinforcement treatment on each foundation bolt of the iron tower base, wherein the first target foundation bolt is the foundation bolt with the highest corrosion degree in the area corresponding to the uniform corrosion;
Under the condition that the corrosion area category of the iron tower base is the local corrosion, acquiring the bearing capacity of each foundation bolt in the area corresponding to the local corrosion, and under the condition that the bearing capacity of a second target foundation bolt in the area corresponding to the local corrosion is smaller than a preset bearing capacity, reinforcing the second target foundation bolt, wherein the second target foundation bolt is any foundation bolt in the area corresponding to the local corrosion;
the iron tower base still includes N second rag bolt, external ring flange and M second stiffening plate, every rag bolt consolidates the processing, include:
fixedly connecting an external flange plate on the peripheral edge of the flange plate;
one ends of N first anchor bolts extend into a concrete foundation of the iron tower to be anchored, and the other ends of N second anchor bolts are fixed on the external flange, wherein a connecting line between the first anchor bolts and the second anchor bolts corresponding to the first anchor bolts is parallel to the diameter of the flange;
the M second stiffening plates are vertically fixed on the external flange plate, and each second stiffening plate is fixedly connected to the edge part of each corresponding first stiffening plate, wherein the second stiffening plates and the corresponding first stiffening plates are positioned on the same plane;
The iron tower base still includes first limiting plate and reinforcing plate, each to the rag bolt consolidates the processing, still includes:
one end of the first limiting plate is fixed on the first foundation bolt, and the other end of the first limiting plate is fixed on the second foundation bolt corresponding to the first foundation bolt;
the reinforcing plate is vertically fixed on the limiting plate, and the reinforcing plate is fixedly connected with the first limiting plate and the second foundation bolt;
the iron tower base still includes second target rag bolt and second limiting plate, to second target rag bolt consolidates and handles, include:
one end of the second target foundation bolt extends into a concrete foundation of the iron tower to be anchored, one end of the second limiting plate is fixed on the second target foundation bolt, and the other end of the second limiting plate is fixed on the first foundation bolt corresponding to the second target foundation bolt;
the connecting line between the second target foundation bolt and the corresponding first foundation bolt is parallel to the diameter of the flange plate.
2. The method of claim 1, wherein prior to determining the corrosion zone category of the pylon base, further comprising:
Determining the corrosion grade of the iron tower base, wherein the corrosion grade comprises a first corrosion grade and a second corrosion grade, and the corrosion degree of the second corrosion grade is greater than that of the first corrosion grade;
and determining the corrosion area category of the iron tower base under the condition that the corrosion grade of the iron tower base is the second corrosion grade.
3. The method of claim 2, wherein after determining the corrosion zone category of the pylon base, further comprising:
acquiring a first thickness of the iron tower base and a second thickness of the iron tower base, wherein the first thickness is the thickness of the iron tower base when construction is completed, and the second thickness is the thickness of the iron tower base when the corrosion grade of the iron tower base is the second corrosion grade;
determining the corrosion damage amount of the iron tower base based on the first thickness and the second thickness;
determining a steel strength of the tower base based on the amount of corrosion damage and the second thickness, wherein the steel strength comprises a first strength and a second strength;
under the condition that the steel strength is the second strength and the corrosion area category of the iron tower base is the uniform corrosion, acquiring the bearing capacity of the first target foundation bolt in the area corresponding to the uniform corrosion;
And under the condition that the steel strength is the second strength and the corrosion area category of the iron tower base is the local corrosion, acquiring the bearing capacity of each foundation bolt in the area corresponding to the local corrosion.
4. A method according to claim 3, wherein said obtaining a second thickness of said pylon base comprises:
under the condition that the corrosion area category of the iron tower base is the uniform corrosion, selecting L sections in the iron tower base, selecting K first detection points in each section, and acquiring the thickness of the first iron tower base detected based on the first detection points, wherein L and K are integers larger than 1;
and acquiring the second thickness based on the thickness of the first tower base.
5. A method according to claim 3, wherein said obtaining a second thickness of said pylon base comprises:
under the condition that the corrosion area category of the iron tower base is the local corrosion, S sections in the local corrosion area are selected, W second detection points are selected in each section, and the thickness of the second iron tower base detected based on the second detection points is obtained, wherein S and W are integers larger than 1;
And acquiring the second thickness based on the second tower base thickness.
6. A method according to claim 3, wherein said determining the steel strength of the pylon base based on the amount of corrosion damage and the second thickness comprises:
determining the steel strength of the iron tower base as a first strength under the condition that the corrosion damage amount is larger than or equal to a preset damage amount or the second thickness is larger than a preset thickness;
and determining the steel strength of the iron tower base as second strength under the condition that the corrosion damage amount is smaller than the preset damage amount and the second thickness is smaller than or equal to the preset thickness.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| RU2451136C1 (en) * | 2010-10-20 | 2012-05-20 | Валерий Алексеевич Слесарев | Foundation of power transmission line support and method to increase its durability |
| CN106759440A (en) * | 2016-12-27 | 2017-05-31 | 中国铁塔股份有限公司盐城市分公司 | Foundation of iron tower screw bolt reinforcing method |
| CN110565677A (en) * | 2019-09-05 | 2019-12-13 | 国家电网有限公司 | anticorrosion treatment method for contact part between power transmission iron tower and foundation |
| CN213204240U (en) * | 2020-07-31 | 2021-05-14 | 山东省邮电规划设计院有限公司 | Tower foot reinforcing apparatus suitable for tee pipe tower and four-pipe tower |
| CN115538477A (en) * | 2022-10-14 | 2022-12-30 | 河南鼎力杆塔股份有限公司 | Assembled spiral anchor foundation and manufacturing method thereof |
-
2023
- 2023-02-14 CN CN202310168620.5A patent/CN116145716B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2451136C1 (en) * | 2010-10-20 | 2012-05-20 | Валерий Алексеевич Слесарев | Foundation of power transmission line support and method to increase its durability |
| CN106759440A (en) * | 2016-12-27 | 2017-05-31 | 中国铁塔股份有限公司盐城市分公司 | Foundation of iron tower screw bolt reinforcing method |
| CN110565677A (en) * | 2019-09-05 | 2019-12-13 | 国家电网有限公司 | anticorrosion treatment method for contact part between power transmission iron tower and foundation |
| CN213204240U (en) * | 2020-07-31 | 2021-05-14 | 山东省邮电规划设计院有限公司 | Tower foot reinforcing apparatus suitable for tee pipe tower and four-pipe tower |
| CN115538477A (en) * | 2022-10-14 | 2022-12-30 | 河南鼎力杆塔股份有限公司 | Assembled spiral anchor foundation and manufacturing method thereof |
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