CN114417671A - Active balance type cable tower concrete tooth block anchoring structure and design method - Google Patents

Active balance type cable tower concrete tooth block anchoring structure and design method Download PDF

Info

Publication number
CN114417671A
CN114417671A CN202210087050.2A CN202210087050A CN114417671A CN 114417671 A CN114417671 A CN 114417671A CN 202210087050 A CN202210087050 A CN 202210087050A CN 114417671 A CN114417671 A CN 114417671A
Authority
CN
China
Prior art keywords
anchoring
cable
prestressed
cable tower
concrete
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.)
Pending
Application number
CN202210087050.2A
Other languages
Chinese (zh)
Inventor
阳晏
沈峰
唐守峰
周大华
刘朝辉
胡五洲
刘敬
刘小清
伍志坚
胡龙泳
于得安
罗毅
廖原
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Hubei Provincial Communications Planning And Design Institute Co ltd
Hubei Jiaotou Shixi Expressway Co ltd
Original Assignee
Hubei Provincial Communications Planning And Design Institute Co ltd
Hubei Jiaotou Shixi Expressway Co ltd
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Hubei Provincial Communications Planning And Design Institute Co ltd, Hubei Jiaotou Shixi Expressway Co ltd filed Critical Hubei Provincial Communications Planning And Design Institute Co ltd
Priority to CN202210087050.2A priority Critical patent/CN114417671A/en
Publication of CN114417671A publication Critical patent/CN114417671A/en
Pending legal-status Critical Current

Links

Images

Classifications

    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation
    • G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/02—Reliability analysis or reliability optimisation; Failure analysis, e.g. worst case scenario performance, failure mode and effects analysis [FMEA]
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/04—Ageing analysis or optimisation against ageing
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
    • G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces

Landscapes

  • Engineering & Computer Science (AREA)
  • Physics & Mathematics (AREA)
  • Theoretical Computer Science (AREA)
  • Computer Hardware Design (AREA)
  • Evolutionary Computation (AREA)
  • Geometry (AREA)
  • General Engineering & Computer Science (AREA)
  • General Physics & Mathematics (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

The active balance type cable tower concrete tooth block anchoring structure comprises a cable tower main body, two concrete tooth blocks and anchoring assemblies, wherein the two concrete tooth blocks are arranged on the inner side of the cable tower main body and are arranged oppositely, and the anchoring assemblies are arranged on the two concrete tooth blocks. The application has the following expected technical effects: the invention greatly eliminates the unfavorable load of the horizontal component force of the stay cable on the cable tower concrete structure by stretching the prestressed beam arranged between two tooth blocks along the bridge direction of the cable tower, so that the cable tower structure is in the best stress state; by actively applying the balance force of the main and side-span stay cables, the circumferential prestress of the anchoring area of the concrete cable tower can be completely cancelled, and a series of problems of cutting off of main tower steel bars, inconvenience in concrete vibration, weakening of structural bearing capacity, complex construction and the like caused by the circumferential prestress in the anchoring area of the existing cable tower tooth block are solved.

Description

Active balance type cable tower concrete tooth block anchoring structure and design method
Technical Field
The invention relates to a concrete anchoring structure, in particular to an active balance type cable tower concrete tooth block anchoring structure and a design method.
Background
Under the action of strong horizontal component force of a stay cable, the tower wall of a cable tower generates tensile stress, in order to ensure that an anchoring area of the cable tower (stay cable) has enough crack resistance and bearing capacity, the existing anchoring area of a tooth block of the cable tower bears the strong tensile force generated by the stay cable on the tower wall by arranging a U-shaped or groined prestressed beam, but the prestressed beam is too short in length particularly in the transverse bridge direction, so that the loss of the prestressed force is large, and because the passive stress state of the anchoring area of the cable tower is not fundamentally solved, the cable tower needs to arrange a large number of U-shaped or groined prestressed beams in the height direction, and the working efficiency is not high. Often can conflict with ordinary reinforcing bar again in the construction, ordinary reinforcing bar needs to cut, has not only seriously weakened the bearing capacity of column self structure, and the construction is loaded down with trivial details moreover.
Chinese patent publication No. CN106835981B discloses a self-balancing cable anchoring structure for use in piers and pylons, which includes a column for piers and pylons, and a left cable and a right cable anchored on the column. The cylinder is the hollow structure of arbitrary cross-sectional shape, sets up solid section in the cylinder in the anchor position of left side cable, right side cable, sets up trapezoidal anchor tooth piece structure on solid section upper portion. The trapezoidal anchoring toothed block structure and the solid section are of a reinforced concrete structure, and the slopes of two side edges of the trapezoidal anchoring toothed block structure ensure that the left inhaul cable and the right inhaul cable can be vertically anchored on the trapezoidal anchoring toothed block structure along the axes of the inhaul cables and the right inhaul cable.
This structure is direct to transmit vertical centripetal force to the cylinder through the zip, relies on structure self to bear the pulling force that the suspension cable produced, still belongs to passive stress state, causes the main tower reinforcing bar to cut off because of hoop prestressing force extrusion easily, and concrete vibrates inconveniently, structure bearing capacity weakens and a series of problems such as loaded down with trivial details of construction.
Disclosure of Invention
The invention aims to provide an active balance type cable tower concrete tooth block anchoring structure and a design method aiming at the problems in the prior art.
In order to achieve the purpose, the invention adopts the technical scheme that:
an active balance type cable tower concrete tooth block anchoring structure comprises a cable tower main body, two concrete tooth blocks and anchoring assemblies, wherein the two concrete tooth blocks are arranged on two sides of the inner wall of the cable tower main body respectively and are oppositely arranged, and the two anchoring assemblies are arranged on the two concrete tooth blocks respectively; the anchoring assembly comprises a stay cable anchor backing plate arranged on the inner wall of the concrete tooth block, steel beam anchoring steel ear plates are also vertically arranged on the concrete tooth block and are positioned on two sides of the stay cable anchor backing plate, and the bottoms of the steel beam anchoring steel ear plates extend into the concrete tooth block; and a prestressed tendon is also arranged between the two concrete tooth blocks, two ends of the prestressed tendon are respectively connected to the tops of the two steel tendon anchoring steel ear plates, and the prestressed tendon is used for applying tension to the two concrete tooth blocks.
Through the technical scheme, the cable tower main body and the concrete tooth blocks are matched to provide a stable installation position for the anchoring assembly, the anchoring assembly applies the prestressed beams in the two concrete tooth blocks, the adverse load of the horizontal component force of the stay cable on a cable tower concrete structure is greatly eliminated, the cable tower structure is in the best stress state, the steel beam anchoring steel lug plate is convenient for the installation of the prestressed beams, the stay cable anchor backing plate can effectively diffuse the stress in tensioning into the cable tower main body, the concentrated force is dispersed, the structure is more stable and durable, and the service life of the structure is prolonged.
Optionally, the inside of concrete tooth piece is provided with many reinforcing bars, many the reinforcing bar extends to the inside of cable tower main part.
Through above-mentioned technical scheme, the concrete tooth piece passes through the reinforcing bar and the cable tower main part is connected inseparabler, has effectively promoted the stability of this structure, has strengthened the load upper limit of this structure simultaneously, and the structure of reinforcing bar and concrete collocation has fine wholeness, and the reinforcing bar of being wrapped up is difficult to corrode, draws materials easily.
Optionally, the prestressed tendons are composed of a plurality of low-retraction anchors, the low-retraction anchors are horizontally arranged, and two ends of the low-retraction anchors are respectively connected to the steel tendon anchoring steel ear plates.
Through the technical scheme, compared with the conventional anchor structure, the low-retraction anchor greatly reduces the retraction amount of the prestressed stranded wire after being released and tensioned, effectively reduces the prestress loss of the prestressed stranded wire, and obviously improves the stress state of the web.
A design method of an active balance type cable tower concrete tooth block anchoring structure comprises the following steps:
(1) calculating and taking materials; calculating a horizontal component force generated by the stay cable according to a design drawing to obtain the size of a balance force required to be provided by the prestressed tendons, obtaining the number of the required prestressed tendons through the balance force, and obtaining the size of the anchoring steel plate and the position of the anchoring opening through the number of the prestressed tendons;
(2) presetting anchoring; when the cable tower main body and the concrete tooth block are poured, the stay cable anchor backing plate and the steel beam anchor steel ear plate are arranged on the concrete tooth block in advance, and the steel beam anchor steel ear plate is arranged on two sides of the stay cable anchor backing plate;
(3) mounting and tensioning a prestressed beam; and after the concrete tooth block reaches the design strength, installing the prestressed tendons, and tensioning the prestressed tendons for 1-4 times according to the structural stress condition to ensure that the cable tower structure has good stress condition.
By actively applying the balance force of the main and side-span stay cables, the circumferential prestress of the anchoring area of the concrete cable tower can be completely cancelled, and a series of problems of cutting off of main tower steel bars, inconvenience in concrete vibration, weakening of structural bearing capacity, complex construction and the like caused by the circumferential prestress in the anchoring area of the existing cable tower tooth block are solved.
Optionally, the cable tower main body and the concrete tooth block correspond to a cable stayed cable at the top end of the cable tower main body to form a bridge cable force T and a vertical included angle α at the top end of the cable tower main body, and horizontal component forces T generated by the cable stayed cable are respectively calculatedLevel ofTaking the maximum value of the two, the magnitude of the balance force F to be provided by the prestressed tendonN＝TLevel ofAnd the cross-sectional area of a single prestress beam is A according to measurementPObtaining the prestress beam tensioning control stress delta through material selection, obtaining the coefficient lambda according to the consideration of prestress loss reduction in actual operation, and calculating the required number of the prestress beams
Figure BDA0003488372050000031
Through above-mentioned technical scheme, the staff can be through calculating the power value that the prestressed beam needs according to the load numerical value, and the staff of being convenient for selects the material to the prestressed beam, can effectively practice thrift the cost under the firm condition of guarantee structure, can also use corresponding material in different occasions simultaneously and use.
Optionally, the number of prestressed anchorage points is determined according to the number n of prestressed tendons, the arrangement of the prestressed anchorage points should meet the requirement of a prestressed tendon tensioning space, the size of the anchorage steel plate used and the anchoring hole position are determined by the steel tendon anchoring steel lug plate according to the maximum horizontal cable force of the prestressed tendons, and the steel tendon anchoring steel lug plate is arranged on two sides of the stay cable anchor base plate to ensure that the prestressed tendons can stretch the operating space sufficiently.
Through above-mentioned technical scheme, the staff can arrange through the anchor point that calculates for also ensure the firm of this structure when the construction progress, reduced manual work's intensity.
Optionally, the prestressed beam can be tensioned for 1-4 times according to the stress condition of the structure during tensioning, so that the stress condition of the cable tower structure is good, and the maximum tension value of a single stay cable in the stay cables on the same side is T before the nth tensioning of the stay cablen(ii) a When the prestressed beam is tensioned, the tensioning force of the single low-retraction anchor is
Figure BDA0003488372050000032
The prestress of the prestressed beam can fully balance the horizontal component of the stay cable after the tensioning, and when the prestressed beam is tensioned before the stay cable is tensioned for the last time, the tensioning control stress of the single low-retraction anchor is
Figure BDA0003488372050000033
Through above-mentioned technical scheme, calculate the cable tower structure atress condition through calculating the prestressed tendons, further make the stability of cable tower obtain the guarantee, can also analyze out the in service behavior and the life of this structure under different tensions simultaneously, be convenient for follow-up carry out further improvement to this structure.
Compared with the prior art, the invention has the beneficial effects that:
1. the cooperation of the tower column body and the concrete tooth blocks provides a stable installation position for the anchoring assembly, the anchoring assembly installs the prestressed tendons in the two concrete tooth blocks and actively applies pulling force to the two concrete tooth blocks to tension the prestressed tendons and keep the pulling force on the two concrete tooth blocks, so that the adverse load of the horizontal component force of the stay cable on a cable tower concrete structure is greatly eliminated, the cable tower structure is in an optimal stress state, the steel tendon anchoring steel lug plate is convenient for the installation of the prestressed tendons, the stay cable anchor backing plate can effectively diffuse the stress in the tensioning process into the cable tower main body, the concentrated force is dispersed, the structure is more stable and durable, and the service life of the structure is prolonged;
2. by actively applying the balance force of the main and side-span stay cables, the circumferential prestress of the anchoring area of the concrete cable tower can be completely cancelled, and a series of problems of cutting off of main tower steel bars, inconvenience in concrete vibration, weakening of structural bearing capacity, complex construction and the like caused by the circumferential prestress in the anchoring area of the existing cable tower tooth block are solved.
Drawings
FIG. 1 is a schematic structural diagram of an active balance type cable tower concrete tooth block anchoring structure of the present invention;
FIG. 2 is a schematic view of a segment of a concrete tooth block according to the present invention;
FIG. 3 is a force analysis diagram of a common tooth block;
FIG. 4 is a force analysis diagram of the tooth mass of the present invention;
in the figure: 1. a cable tower body; 2. a concrete tooth block; 3. an anchor assembly; 21. reinforcing steel bars; 31. anchoring the steel ear plate by the steel bundle; 32. stay cable anchor backing plates; 33. pre-stressing tendons; 331. a low recoil anchor.
Detailed Description
The technical solutions of the present invention will be described clearly and completely with reference to the accompanying drawings, and it is obvious that the described embodiments are only some embodiments of the present invention, not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1, an active balance type cable tower concrete tooth block anchoring structure includes a cable tower main body 1, two concrete tooth blocks 2 and anchoring assemblies 3, wherein the two concrete tooth blocks 2 are respectively arranged on two sides of the inner wall of the cable tower main body 1 and are oppositely arranged, and the two anchoring assemblies 3 are respectively arranged on the two concrete tooth blocks 2; the anchoring component 3 comprises a stay cable anchor backing plate 32 arranged on the inner wall of the concrete tooth block 2, a steel beam anchoring steel lug plate 31 is also vertically arranged on the concrete tooth block 2, the steel beam anchoring steel lug plate 31 is arranged at two sides of the stay cable anchor backing plate 32, and the bottom of the steel beam anchoring steel lug plate 31 extends into the concrete tooth block 2; a prestressed tendon 33 is also arranged between the two concrete tooth blocks 2, two ends of the prestressed tendon 33 are respectively connected to the tops of the two steel-tendon anchoring steel ear plates 31, and the prestressed tendon 33 is used for applying tension to the two concrete tooth blocks 2; the cooperation of cable tower main part 11 and concrete tooth piece 2 provides stable mounted position for anchor subassembly 3, anchor subassembly 3 greatly eliminates the unfavorable load of horizontal component to cable tower concrete structure through applying prestressing tendons 33 in two concrete tooth pieces 2, makes the cable tower structure be in best stress state, and the installation of prestressing tendons 33 is convenient for to steel strand anchor otic placode 31, and the stress diffusion to cable tower main part 11 when the suspension cable anchor backing plate 32 can be effectively with the stretch-draw in, and the dispersed concentrated force makes the structure more firm, durable, has prolonged the life of this structure.
The inside of concrete tooth piece 2 is provided with many reinforcing bars 21, and many reinforcing bars 21 extend to the inside of cable tower main part 1, and concrete tooth piece 2 is inseparabler through reinforcing bar 21 and the 11 connections of cable tower main part, has effectively promoted the stability of this structure, has strengthened the load upper limit of this structure simultaneously, and the structure of reinforcing bar 21 and concrete collocation has fine wholeness, is difficult to corrode by the reinforcing bar 21 of parcel, and it is easy to draw materials.
The prestressed strand 33 is composed of a plurality of low retraction anchors 331, the plurality of low retraction anchors 331 are horizontally arranged, and two ends of the plurality of low retraction anchors 331 are respectively connected to the steel strand anchoring steel ear plates 31, compared with the conventional anchor structure, the low retraction anchor 331 greatly reduces the retraction amount of the prestressed strand after being released, effectively reduces the prestress loss thereof, and obviously improves the stress state of the web.
A design method of an active balance type cable tower concrete tooth block anchoring structure comprises the following steps:
(1) calculating and taking materials; calculating the horizontal component force generated by the stay cable according to a design drawing to obtain the balance force required to be provided by the prestressed tendons, obtaining the number of the required prestressed tendons through the balance force, and obtaining the size of the anchoring steel plate and the position of the anchoring opening through the number of the prestressed tendons;
(2) presetting anchoring; when the cable tower main body and the concrete tooth block are poured, the stay cable anchor backing plate and the steel beam anchor steel ear plate are arranged on the concrete tooth block in advance, and the steel beam anchor steel ear plate is arranged on two sides of the stay cable anchor backing plate;
(3) mounting and tensioning a prestressed beam; and after the concrete tooth block reaches the design strength, installing the prestressed tendons, and tensioning the prestressed tendons for 1-4 times according to the structural stress condition to ensure that the cable tower structure has good stress condition.
By actively applying the balance force of the main and side-span stay cables, the circumferential prestress of the anchoring area of the concrete cable tower can be completely cancelled, and a series of problems of cutting off of main tower steel bars 21, inconvenience in concrete vibration, weakening of structural bearing capacity, complex construction and the like caused by the circumferential prestress in the anchoring area of the tooth block of the existing cable tower are solved.
The cable tower main body 1 and the concrete tooth block 2 form a bridge cable force T and a vertical included angle alpha between the top end of the cable tower main body 1 and a stay cable at the top end of the cable tower main body corresponding to the stay cable, and horizontal component force T generated by the stay cable is respectively calculatedLevel ofTaking the maximum value of the two, the magnitude of the balancing force F to be provided by the tendon 33N＝TLevel ofThe cross-sectional area of a single tendon 33 is measured as APThe tension control stress delta of the prestressed tendons 33 is obtained by selecting materials, and the coefficient lambda is obtained by considering the prestress loss reduction during actual operation, so that the required number of the prestressed tendons 33 is calculated
Figure BDA0003488372050000051
The staff can pass through the baseThe force value calculates the force value required by the prestressed tendon, so that the working personnel can conveniently select the prestressed tendon 33, the cost can be effectively saved under the condition of ensuring the stability of the structure, and meanwhile, the corresponding materials can be used in different occasions.
The number of the prestressed anchorage points is determined by the number n of the prestressed tendons 33, the arrangement of the prestressed anchorage points meets the requirement of a tension space of the prestressed tendons 33, the size and the anchoring hole opening position of the steel tendon anchoring earplates 31 used are determined according to the maximum horizontal cable force of the prestressed tendons, the steel tendon anchoring earplates 31 are arranged on two sides of the stay cable anchor backing plate 32, so that the prestressed tendons 33 can be sufficiently tensioned, workers can arrange through the calculated anchoring points, the stability of the structure is guaranteed while the construction progress is accelerated, and the strength of manual operation is reduced.
When the prestressed beam 33 is stretched, stretching can be carried out for 1-4 times according to the stress condition of the structure, the good stress condition of the cable tower structure is ensured, and the maximum tension value of a single stay cable in the stay cables on the same side is T before the nth stretching of the stay cablen(ii) a When the prestressed beam is stretched, the tension force of the single low retraction anchor 331 is
Figure BDA0003488372050000061
The prestress of the prestressed beam 33 can fully balance the horizontal component of the stay cable after the time of tensioning, and when the prestressed beam 33 is tensioned before the stay cable is tensioned for the last time, the tensioning control stress of the single low-retraction anchor 331 is
Figure BDA0003488372050000062
The stress condition of the cable tower structure is calculated by calculating the prestressed tendons 33, the stability of the cable tower is further guaranteed, the service condition and the service life of the structure under different tensions can be analyzed, and the structure is convenient to further improve subsequently.
The horizontal component of the stay cable is actively balanced by the tension force of the prestressed beam 33, passive section resistance is increased to be changed into active reduction of load bearing of the anchoring area by arranging the prestressed beam 33 close to the anchoring area of the concrete tooth block 2, the cable tower is in the best stress state, the cable tower is more stable and durable, the service life of the structure is prolonged, and the hoop prestress of the anchoring area of the concrete cable tower can be completely cancelled by actively applying the balance force of the main and side span stay cables.
Table 1: MIDAS FEA three-dimensional entity modeling stress calculation analysis
Figure BDA0003488372050000063
With reference to fig. 2 and table 1, a three-dimensional entity is established by using MIDAS FEA finite elements to perform stress calculation analysis on the entity of the present application, and one segment of the upper tower column tooth block is selected in the analysis; the concrete pylon and the tooth blocks are piled up by C50 concrete, the elastic modulus is 34.5GPa, the Poisson ratio is 0.2, and only the elastic stage is considered; the tower top of the cable tower is a free end, the wall of the concrete tower extends downwards for about 3 segment heights and restricts the three-dimensional translational degree of freedom of the bottom surface, the tower column of the cable tower is coupled with the tooth block, and the stay cable and the prestress are loaded by adopting surface load. Wherein NB13 is the stay cable at the edge of the tooth block, and NZ13 is the stay cable at the middle position of the tooth block. Can improve key part through the data in table 1, choose suitable material for use to pile up, strengthen the reliability of this structure greatly, supplementary promotion design efficiency, can also reduce use cost.
Referring to fig. 3 and 4, fig. 3 is a conventional common block structure, fig. 4 is a block structure of the present application, and under the same cable force, the maximum tensile stress of the cable-stayed cable force of the common block structure to the pylon wall is 2.18Mpa, and the maximum tensile stress of the cable-stayed cable force of the block structure of the present application to the pylon wall is 0.12 Mpa; the utility model provides a produced tensile stress of tooth piece structure is far less than the produced tensile stress of ordinary tooth piece, and is in safe state, can realize the hoop prestressing force of canceling concrete cable tower anchor district completely, solved current cable tower tooth piece anchor district because of the main tower reinforcing bar that hoop prestressing force caused cut off, concrete vibrates inconveniently, the structural bearing capacity weakens and a series of problems such as loaded down with trivial details are under construction, construction cost has been reduced, the security and the efficiency of construction of cable tower structure have further been improved.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.

Claims (7)

1. An active balance type cable tower concrete tooth block anchoring structure is characterized by comprising a cable tower main body, two concrete tooth blocks and anchoring assemblies, wherein the two concrete tooth blocks are arranged on two sides of the inner wall of the cable tower main body and are arranged oppositely, and the two anchoring assemblies are arranged in two groups and are respectively positioned on the two concrete tooth blocks; the anchoring assembly comprises a stay cable anchor backing plate arranged on the inner wall of the concrete tooth block, and steel beam anchoring steel ear plates are also vertically arranged on the concrete tooth block and are arranged on two sides of the stay cable anchor backing plate; and a prestressed tendon is also arranged between the two concrete tooth blocks, two ends of the prestressed tendon are respectively connected to the tops of the two steel tendon anchoring steel ear plates, and the prestressed tendon is used for applying tension to the two concrete tooth blocks.
2. The active balance type cable tower concrete tooth block anchoring structure as claimed in claim 1, wherein a plurality of steel bars are provided inside the concrete tooth block, and the plurality of steel bars extend to the inside of the cable tower main body.
3. The active balance type cable tower concrete tooth block anchoring structure as claimed in claim 1, wherein the pre-stressed tendons are composed of a plurality of low-retraction anchors, the plurality of low-retraction anchors are horizontally arranged at intervals, and two ends of each low-retraction anchor are respectively connected to the steel tendon anchoring steel ear plates.
4. The design method of the active balance type cable tower concrete tooth block anchoring structure as claimed in claim 1, characterized by comprising the following steps:
(1) calculating and taking materials; calculating a horizontal component force generated by the stay cable according to a design drawing to obtain the size of a balance force required to be provided by the prestressed tendons, obtaining the number of the required prestressed tendons through the balance force, and obtaining the size of the anchoring steel plate and the position of the anchoring opening through the number of the prestressed tendons;
(2) presetting anchoring; when the cable tower main body and the concrete tooth block are poured, the stay cable anchor backing plate and the steel beam anchor steel ear plate are arranged on the concrete tooth block in advance, and the steel beam anchor steel ear plate is arranged on two sides of the stay cable anchor backing plate;
(3) mounting and tensioning a prestressed beam; and after the concrete tooth block reaches the design strength, installing the prestressed tendons, and tensioning the prestressed tendons for 1-4 times according to the structural stress condition to ensure that the cable tower structure has good stress condition.
5. The design method of the active balance type cable tower concrete tooth block anchoring structure according to claim 4, wherein the calculation method of the horizontal component force of the stay cable, the equilibrium force of the prestressed tendons and the number of the prestressed tendons required in the step (1) comprises the following steps:
the cable tower main body and the concrete tooth block correspond to a stay cable at the top end of the cable tower main body to form a bridge cable force T and a vertical included angle alpha at the top end of the cable tower main body, and horizontal component force T generated by the stay cable is respectively calculatedLevel ofTaking the maximum value of the two, the magnitude F of the balance force which needs to be provided by the prestressed tendonN＝TLevel ofThe cross-sectional area of a single low-retraction anchor is A according to measurementPObtaining the prestress beam tensioning control stress delta through material selection, and obtaining the coefficient lambda by considering prestress loss reduction according to the specification, thereby calculating the required number of the prestress beams
Figure FDA0003488372040000021
6. The design method of the active balance type cable tower concrete tooth block anchoring structure according to claim 4, wherein the calculation method for obtaining the size of the anchoring steel plate and the anchoring opening position through the number of the prestress in the step (1) comprises the following steps:
the method comprises the steps that the number of prestressed anchorage points is determined according to the number value of prestressed tendons, the prestressed anchorage points are arranged to meet the requirement of prestressed tendon tensioning space, steel tendon anchoring steel ear plates are used for determining the size and anchoring hole opening position of an anchoring steel plate according to the maximum horizontal cable force of the prestressed tendons, and the steel tendon anchoring steel ear plates are arranged on two sides of an inclined cable anchoring base plate to ensure that the prestressed tendons can stretch and draw the operation space sufficiently.
7. The design method of the active balance type cable tower concrete tooth block anchoring structure according to claim 4, wherein the multiple tension test method in the step (4) comprises the following steps:
the prestressed beam can be tensioned for 1-4 times according to the stress condition of the structure during tensioning, the good stress condition of the cable tower structure is ensured, and the maximum tension value of a single stay cable in the stay cables on the same side is T before the nth tensioning of the stay cablesn(ii) a When the prestressed beam is tensioned, the tensioning force of the single low-retraction anchor is
Figure FDA0003488372040000022
The prestress of the prestressed beam can fully balance the horizontal component of the stay cable after the tensioning, and when the prestressed beam is tensioned before the stay cable is tensioned for the last time, the tensioning control stress of the single low-retraction anchor is
Figure FDA0003488372040000023
CN202210087050.2A 2022-01-25 2022-01-25 Active balance type cable tower concrete tooth block anchoring structure and design method Pending CN114417671A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN202210087050.2A CN114417671A (en) 2022-01-25 2022-01-25 Active balance type cable tower concrete tooth block anchoring structure and design method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202210087050.2A CN114417671A (en) 2022-01-25 2022-01-25 Active balance type cable tower concrete tooth block anchoring structure and design method

Publications (1)

Publication Number Publication Date
CN114417671A true CN114417671A (en) 2022-04-29

Family

ID=81278305

Family Applications (1)

Application Number Title Priority Date Filing Date
CN202210087050.2A Pending CN114417671A (en) 2022-01-25 2022-01-25 Active balance type cable tower concrete tooth block anchoring structure and design method

Country Status (1)

Country Link
CN (1) CN114417671A (en)

Similar Documents

Publication Publication Date Title
CN111119494B (en) High-altitude in-situ construction method for ultra-large span string arched steel structure
CN110804952B (en) Suspension bridge beam prefabrication and assembly construction process
ITMI960426A1 (en) METHOD FOR THE REALIZATION OF A COMPOSED BEAM AND BEAM MADE IN THIS
CN110878535A (en) Diagonal tension load-adjusting system for reinforcing rigid truss bridge and reinforcing method thereof
CN104929381A (en) Steel-support non-cohesive steel strand lower support type prestress floor reinforcing method
CN108999088A (en) A kind of construction method of cable-stayed bridge
CN113718957A (en) Cable net system of truss cable structure and cable net linkage tensioning construction method thereof
CN217426122U (en) Active balance type cable tower concrete tooth block anchoring structure
CN114417671A (en) Active balance type cable tower concrete tooth block anchoring structure and design method
US7832178B2 (en) Segmented support assembly
EP1235964B9 (en) Method for the construction of a prestressed structure and prestressed structure thus obtained
CN116561852A (en) Design method of large-span post-tensioned bonded prestressed concrete frame beam with conversion structure
KR100707726B1 (en) B-cable long span using principle of a bow and constructing method thereof
CN215714703U (en) Anti-pre-compaction device that draws of box girder bracket steel strand wires that waters of hanging
RU2608378C1 (en) Method of reconstruction and reinforcement of steel-concrete composite simply supported bridge superstructure by straight cables
CN210288075U (en) Structure is changed to steel pipe concrete truss arch bridge web member
CN101200876A (en) Erection of second hole large-span steel girder by rear anchorage cable method
Ogawa et al. The Tsukuhara extradosed bridge near Kobe
CN212561221U (en) Diagonal tension load-adjusting system for reinforcing rigid truss bridge
CN113638324B (en) Reinforcing apparatus of mountain bridge
CN108999073A (en) A kind of cable-stayed bridge
CN115595901B (en) Method for reinforcing arch springing of upper bearing arch bridge based on cable structure
CN109826457A (en) Concrete building structures and beams of concrete prestressed reinforcement device
RU2094579C1 (en) Method for reinforcement of prestressed units in span structures
RU153646U1 (en) Cable-stayed Bridge

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