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Journal articles on the topic 'Steel tower'
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1
Ju, Yan Zhong, and Xiao Lei Zhang. "Analysis of Wind-Induced Vibration Response on a Tower Consisted of Steel Tubes and Angel Steels." Applied Mechanics and Materials 405-408 (September 2013): 763–66. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.763.
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tower consisted of steel tubes and angel steels has equal advantages which steel tube tower has and not easy to happen some bar breeze vibration,but but the wind vibration response for such transmission tower structure research is less. In the engineering background of a tower consisted of steel tubes and angel steels , set up the finite element model for transmission towers. Using Kaimal spectrum for numerical simulation of wind velocity time history. Of 90 ° Angle of wind direction wind to dynamic response are analyzed, the results show that for the displacement, the maximum of dynamic analysis results 88% larger than the result of the average wind, 53.7% larger than standard wind load static result; For axial force, the maximum of dynamic analysis results 147% larger than average the result of the wind, 108% larger than standard wind load static result. So in view of the transmission tower structure dynamic response analysis should be more precise.
2
Wang, Xiang Yang, Kao Shan Dai, and Yi Chao Huang. "Field Testing of a Wind Turbine Tubular Tower and Structural Design of a Space Frame Steel Tower." Applied Mechanics and Materials 405-408 (September 2013): 1077–84. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.1077.
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Wind energy industry has been growing tremendously in recent years. Tubular steel towers are currently dominant supporting structures for wind turbines. With the increase of the converter capacity, there is a great demand for higher supporting towers. However, structural vibrations in extreme wind events tend to become a major concern during tower design. To study wind turbine tower dynamics, an existing tubular steel tower was tested. Vibrational frequencies and damping ratios were identified. To avoid unexpected dynamic problems, a space frame steel tower has been proposed for supporting larger wind turbines. It is a structural system that can be assembled on-site by using prefabricated beams, columns, and brace members. A typical space frame steel tower was designed in this paper. Static loading, modal and buckling analyses of the tower were presented. It is expected to introduce engineers and designers more options for wind turbine tower design.
3
Wang, Qian, Chun Sheng Wang, and Xin Xin Wang. "Research Progress on Steel-Concrete Composite Bridge Towers." Advanced Materials Research 250-253 (May 2011): 2392–95. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.2392.
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With the development of the steel-concrete composite structure, it has been found the new application form: steel-concrete composite bridge tower. Compared with the traditional concrete filled steel tubular column, composite bridge tower has connectors between steel panels and core concrete. Therefore, the mechanical characteristics of the composite tower are somewhat different with that of the composite column with no connectors. Some researches have been done on the composite tower and relevant research progress is introduced in this paper, which including the researches on composite bridge towers with different cross section types and with different connector types between steel panels and concrete.
4
Li, Mao Hua, Jing Bo Yang, and Zheng Li. "Latest Developments of Materials Used in Transmission Tower Structure." Advanced Materials Research 250-253 (May 2011): 4038–41. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.4038.
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This paper discusses the status quo and development trend of transmission tower materials, points out that there will be higher requirements on the varieties and specifications of transmission tower material alongside the continuous construction of power grids. Tower materials will develop in the environmental-friendly, high-strength and conservation-oriented trend. In the future, the demand for Q420, Q460 high-strength and large-width angle steel will grow enormously; the steel tubular tower will be used in transmission lines more widely due to its excellent carrying capability; new materials like weathering cold-formed steel and composite material will be gradually used in transmission towers.
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Jia, Yu Zhuo, Hai Hong Xi, and Liang Zhang. "Research on Application of Non-Equilateral Angle Steel for Transmission Towers." Applied Mechanics and Materials 459 (October 2013): 589–94. http://dx.doi.org/10.4028/www.scientific.net/amm.459.589.
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In Chinese transmission towers, all the steels are equilateral angle, most of the diagonal and secondary members are in one-sided bolt connection working condition, so the force is eccentric. When the length within a certain range, relative to the equilateral angle, non-equilateral angle steel under this working condition to be able to withstand a larger load, and the ability to cross-sectional area smaller, reducing the weight of the whole base tower. In order to solve the above problems, through research and analysis of large-scale finite element software ANSYS diagonal and secondary members for transmission tower angle steel model length which can be equilateral angle replaced non-equilateral angle steel. Eventually found that when the length is small long side is connected to non-equilateral angle steel are available, and when the length is bigger short side is connected to non-equilateral angle steel are available.
6
Yang, Jing Bo, Jin Fei Zhao, and Jun Jiang. "The Simplified Analytical Method for Computing Dynamic Characteristics of Transmission Steel Towers." Applied Mechanics and Materials 105-107 (September 2011): 303–6. http://dx.doi.org/10.4028/www.scientific.net/amm.105-107.303.
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Based on vibration theory, simplified analytical methods for computing the first natural vibration frequency and mode of transmission steel tower are investigated, which has improved the currently applied method. The method for frequency includes parameters of lumped mass such as tower head or cross arm, and can show the influence of section of tower main leg. The method for mode considers tower height, root space and head width. Examples of some typical transmission steel towers show that the dynamic characteristics computed with the simplified analytical methods are close to those of the Finite Element Method. Then the methods given in this paper are superior to the present methods used in engineering and have a better generality, which are suitable to different tower type structures.
7
Horváth, Katalin. "“Can the Tower be Retained”." YBL Journal of Built Environment 2, no. 1 (July 1, 2014): 65–78. http://dx.doi.org/10.2478/jbe-2014-0005.
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Abstract This paper focuses on the analysis of two towers of an industrial plant exhibiting extreme deflection during service loads under heavy wind conditions. The towers are 90 m and 35 m in height, respectively and are interconnected with structural steel operating platforms. The nuts have flown off at some bolted joints in the interconnecting steel structure due to high stress induced by deflections. The deflections measured at the structural steel towers had nearly twice the value permitted by the respective standard in the case of the 90 m high tower and approached the value permitted by the standard in the case of the 35 m high tower. The herein detailed complex study - covering the strength analysis of the towers, the analysis of wind effects, and the review of the foundations - has been elaborated in order to determine the causes and consequences of the experienced deflections at the plant as well as to conclude the eventual actions to be taken. The primary consideration for the conduction of the tests and analyses the determination of the eventual actions to be taken was to retain the towers and not to have them demolished.
8
Gao, Shan, and Sheliang Wang. "Progressive Collapse Analysis of Latticed Telecommunication Towers under Wind Loads." Advances in Civil Engineering 2018 (2018): 1–13. http://dx.doi.org/10.1155/2018/3293506.
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As the antenna-supporting structures, latticed telecommunication steel towers are considered as critical members of telecommunication infrastructures. It is necessary to perform progressive collapse analysis of lattice telecommunication towers under wind loads. The present study conducts a nonlinear dynamic analysis on 50 m high typical standard latticed telecommunication tripole tower and angle tower by alternative load path method. The finite element models for two towers subjected to design wind loads are developed by ABAQUS. The analysis results show that, for 50 m high standard tripole tower, the member failure in the first three tower sections from tower top would not trigger the collapse of the tower. From the fourth tower section to tower bottom, the member failure at certain wind direction may cause a collapse. For 50 m high standard angle tower, the single member failure in any tower section would not cause the collapse of the tower. A dynamic sensitivity index is proposed to identify the most unfavorable wind direction for tripole tower and angle tower. A progressive collapse fragile curve based on collapse probability of telecommunication tower under wind loads is proposed to assess the anticollapse performance of the towers.
9
Guo, Huiqian, Yue Yang, Tongrui Cheng, Hanyu Zhou, Weijia Wang, and Xiaoze Du. "Tower Configuration Impacts on the Thermal and Flow Performance of Steel-Truss Natural Draft Dry Cooling System." Energies 14, no. 7 (April 5, 2021): 2002. http://dx.doi.org/10.3390/en14072002.
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In recent years, the steel-truss natural draft dry cooling technique has received attention owing to its advantages in better aseismic capability, shorter construction period, and preferable recycling. For cooling towers generating the draft force of air flow, its configuration may impact the thermal and flow performance of the steel-truss natural draft dry cooling system. With regard to the issue, this work explored the thermal and flow characteristics for the steel-truss natural draft dry cooling systems with four typical engineering tower configurations. By numerical simulation, the pressure, flow, and temperature contours were analyzed, then air mass flow rates and heat rejections were calculated and compared for the local air-cooled sectors and overall steel-truss natural draft dry cooling systems with those four tower configurations. The results present that tower 2 with the conical/cylindrical configuration had slightly lower heat rejection compared with tower 1 with the traditional hyperbolic configuration. Tower 3 with the hyperbolic/cylindrical configuration showed better thermo-flow performances than tower 1 at high crosswinds, while tower 4 with the completely cylindrical configuration appeared to have much reduced cooling capability under various crosswind conditions, along with strongly deteriorated thermal and flow behaviors. As for engineering application of the steel-truss natural draft dry cooling system, the traditional hyperbolic tower configuration is recommended for local regions with gentle wind, while for those areas with gale wind yearly, the hyperbolic/cylindrical integrated cooling tower is preferred.
10
Li, Zeyu, Hongbing Chen, Bin Xu, and Hanbin Ge. "Hybrid Wind Turbine Towers Optimization with a Parallel Updated Particle Swarm Algorithm." Applied Sciences 11, no. 18 (September 17, 2021): 8683. http://dx.doi.org/10.3390/app11188683.
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The prestressed concrete–steel hybrid (PCSH) wind turbine tower, characterized by replacing the lower part of the traditional full-height steel tube wind turbine tower with a prestressed concrete (PC) segment, provides a potential alterative solution to transport difficulties and risks associated with traditional steel towers in mountainous areas. This paper proposes an optimization approach with a parallel updated particle swarm optimization (PUPSO) algorithm which aims at minimizing the objective function of the levelized cost of energy (LCOE) of the PCSH wind turbine towers in a life cycle perspective which represents the direct investments, labor costs, machinery costs, and the maintenance costs. Based on the constraints required by relevant specifications and industry standards, the geometry of a PCSH wind turbine tower for a 2 MW wind turbine is optimized using the proposed approach. The dimensions of the PCSH wind turbine tower are treated as optimization variables in the PUPSO algorithm. Results show that the optimized PCSH wind turbine tower can be an economic alternative for wind farms with lower LCOE requirements. In addition, compared with the traditional particle swarm optimization (PSO) algorithm and UPSO algorithm, the proposed PUPSO algorithm can enhance the optimization computation efficiency by about 60–110%.
11
Melikhov, R., and A. Leonova. "Extension towers - features of the design, technical and economic assessment and typical issues." Bulletin of Science and Practice 5, no. 3 (March 15, 2019): 194–206. http://dx.doi.org/10.33619/2414-2948/40/25.
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Discusses the features of the design Exhaust towers. The design and configuration of exhaust towers, types of carrier circuits, grating diagrams, diaphragm diagrams are considered. It describes the main structural solutions of the carrier tower, the supporting scheme of the gas exhaust trunk, the factory assembly types of connections of the carrier tower belts, support units and lattice attachment points for the tower belts. Recommendations on anticorrosive protection of steel structures of towers are presented, technical and economic assessment and issues of typification are presented.
12
Long, Xiaohong, Wei Wang, and Jian Fan. "Collapse Analysis of Transmission Tower Subjected to Earthquake Ground Motion." Modelling and Simulation in Engineering 2018 (2018): 1–20. http://dx.doi.org/10.1155/2018/2687561.
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The collapse of transmission towers involves a series of complex problems, including geometric nonlinearity, material nonlinearity, dynamic nonlinearity, and the failure of members. Simulation of the process of collapse is difficult using traditional finite element method (FEM), which is generated from continuum and variation principle, whereas the finite particle method (FPM) enforces equilibrium on each point. Particles are free to separate from one another, which is advantageous in the simulation of the structural collapse. This paper employs the finite particle method (FPM) to simulate the collapse of a transmission steel tower under earthquake ground motions; the three-dimensional (3D) finite particle model using MATLAB and the 3D finite element model using ANSYS of the transmission steel tower are established, respectively. And the static and elastic seismic response analyses indicate that the results of the FPM agree well with those of the FEM. To simulate the collapse of the transmission steel tower, a failure criterion based on the ideal elastic-plastic model and a failure mode are proposed. Finally, the collapse simulation of the transmission steel towers subjected to unidirectional earthquake ground motion and the collapse seismic fragility analysis can be successfully carried out using the finite particle method. The result indicates that the transmission steel tower has better seismic safety performance and anticollapse ability.
13
M, Ensari Yigit, Anil Ozdemir, Fethi Sermet, and Murat Pinarlik. "Analysis of Offshore Wind Turbine Towers with Different Designs by Finite Elements Method." International Journal of Advanced Research in Engineering 4, no. 3 (September 25, 2018): 1. http://dx.doi.org/10.24178/ijare.2018.4.3.01.
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It is known that the use of renewable energy has an increasing trend in whole world. Wind energy is one of the renewable energy types, as well is among the cleanest and most economical energy sources. Nowadays, in order to provide much more energy from wind, turbine towers are being built higher and the turbine blades have begun to be manufactured longer. Due to these applications, tower and turbine weights are continuously increasing. For this reason, it is necessary to optimize the materials used as well as the dimensions of the turbine towers. In the present study, behavior of TLP floating wind turbine towers with three different designs under wave, hydrostatic and static loads were investigated. In order to clarify the effect of these loads, turbine designs were analyzed in the ratio of 1/5 using finite elements method. Steel, reinforced concrete and hybrid (reinforced concrete and steel) wind turbine towers tied to sea floor at a depth of 10 meters rigidly by TLP floating method. In this context, 10-meter-high turbine towers having three different designs which static analyzed previously were used for investigate effects of wave and hydrostatic loads. Turbine structures analyzed with ABAQUS finite elements model. The deformations and stress values of underwater turbine structures were obtained and compared with each other. As it can be seen from analysis results, compared to the reinforced concrete design, the displacement of steel tower design decreased 77.84%. It is seen that the torsion effect was dominant in the steel tower design. However, the decreasing displacement value for steel design was recorded as 44.43% compared to the hybrid tower design.
14
Albayrak, Uğur, and Loai A. M. Morshid. "Evaluation of Seismic Performance of Steel Lattice Transmission Towers." Civil Engineering Journal 6, no. 10 (October 1, 2020): 2024–44. http://dx.doi.org/10.28991/cej-2020-03091600.
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The electricity transmission systems are an important lifeline for modern societies. They are used for overhead power lines as supporting structures. Transmission towers are designed to meet electrical and structural requirements. They are designed according to the weight of conductors and environmental effects such as wind and ice loads. They also considered other extraordinary stresses such as cable breakage and ice-breaking effects. Because of a common perception that transmission line (TL) towers show low sensitivity to earthquakes, the effects of the earthquake in TL tower construction are not considered. For this reason, TL towers are investigated with regard to the seismic performance in this study. The principal objectives of this research are: i) to assess the sensitivity of typical TL towers to earthquake loads, ii) to retrofit an existing steel lattice tower using a new section Centre To Center (CTC). In this study, a finite element model of a representative 154 KV transmission tower in Turkey was performed using a set of 10 recorded earthquake ground movements. The four-legged square TL tower has been analyzed and designed for Turkey, Eskisehir seismic zone considering 42.95 m height using finite element (FE) software. Therefore, a new section Centre To Center (CTC) type has been designed and the failed sections have been replaced with a designed section using the SAP2000 section designer. The results show that the load of failure increased after retrofitting. The retrofitting method was effective and easily conducted in fields. Doi: 10.28991/cej-2020-03091600 Full Text: PDF
15
Xiao, Qi, Dan Dan Tong, and Ling Feng Song. "Analysis on Ultimate Bearing Capacity of the UHV Transmission Tower with Large Width Angle Steel." Applied Mechanics and Materials 405-408 (September 2013): 786–89. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.786.
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The dissertation taked the ZBS2 straight-line tower in the UHV line project as the object,used the finite element software ANSYS to establish finite element model and did a analysis about its dynamic characteristics. Considering width and thickness of large width angle steel,the section area of large width angle steel is larger than normal angle steel,and the application of large width angle steel can increase bearing capacity of the member.Therefore,this article taked large width angle steel to replace double combined angle steels in the main members of the tower,and calculated the ultimate bearing capacity. Analysis of comparison indicate that the ultimate bearing capacity increases by 13% when large width angle steel is used.Therefore it is feasible and advantageous that large width angle steel uses in the UHV transimission tower,and it provide a reference and basis for future design of the UHV transmission tower with large width angle steel.
16
Liu, Xue Wu, Kai Quan Xia, and Yan Gao. "Experimental Study on Strengthening the Structure of Tower of Overhead Transmission Line." Applied Mechanics and Materials 105-107 (September 2011): 1069–72. http://dx.doi.org/10.4028/www.scientific.net/amm.105-107.1069.
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Serious damage and collapse of steel towers were easily induced by the ice disaster, the wind disaster and so on. After the disaster, to ensure the overhead transmission line working safely, it is necessary to strengthen the structure of the damaged tower perpetually, but there are few strengthening methods for the tower assembled by angle-shaped members at present. If an identical angle-shaped member is connected on the side of the existing angle-shaped member through bolts, the mechanical performance of the damaged tower can be improved effectively. In this paper several methods for strengthening the angle-shaped tower is proposed, and the mechanical behavior of the strengthened member of the tower is discussed experimentally, and some design suggestions for strengthening the towers are given.
17
Silva, José Guilherme Santos da, and Breno de Almeida Santos Oliveira. "Evaluation of the nondeterministic dynamic structural response of three-dimensional wind turbine steel towers." Wind Engineering 42, no. 4 (July 11, 2018): 364–77. http://dx.doi.org/10.1177/0309524x18777368.
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This investigation develops an analysis methodology aiming at the evaluation of the nondeterministic dynamic structural response of typical wind turbine supporting steel towers. The study was centered on the evaluation of the dynamic behaviour of an actual MM92 wind turbine tower of 2.1 MW Wind Class III IEC2a and mounted on an 80-m-high steel tower. The developed finite element modelling calibration was based on comparisons to experimental data related to an experimental modal analysis acquired on the wind tower structure. The wind tower dynamic structural response was investigated under gravity loads + rotor forces + nondeterministic wind dynamic loads. The present analysis has shown that the wind turbine first bending vibration mode represents the main peak of energy transfer of the dynamic structural response and this energy transfer becomes larger as the wind velocity is increased. Based on the von Mises stress distribution, it was verified that some regions of the wind tower started to yield but there is no plastic hinge formation in the wind tower sections.
18
Wang, Qian, Xin Xin Wang, Chun Sheng Wang, and Yue Xu. "Experimental Research on Steel-Concrete Composite Bridge Towers with Different Cross Sections." Advanced Materials Research 255-260 (May 2011): 1295–98. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.1295.
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Steel-concrete composite structure has been applied in bridge tower in recent years. In order to investigate the influence of different cross sections on the mechanical behaviors of composite bridge tower, two composite tower models with different cross sections, including rectangle and rectangle with chamfers, were designed and tested under axial compression. Through analysis of the local buckling modes and axial strain of the panels between the two models, it shows that in composite towers, compared with rectangle section, the section of rectangle with chamfers is more favorable in improving the capability of the tower to resist local buckling. For the panels in the chamfer have the smallest width-thickness ratio, so they can supply more advantageous support to their adjacent panels which are not in the chamfer and with the larger width-thickness ratio.
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Gkantou, Michaela, Carlos Rebelo, and Charalampos Baniotopoulos. "Life Cycle Assessment of Tall Onshore Hybrid Steel Wind Turbine Towers." Energies 13, no. 15 (August 1, 2020): 3950. http://dx.doi.org/10.3390/en13153950.
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Increasing needs for taller wind turbines with bigger capacities, intended for places with high wind velocities or at higher altitudes, have led to new technologies in the wind energy industry. A recently introduced structural system for onshore wind turbine towers is the hybrid steel tower. Comprehension of the environmental response of this hybrid steel structural system is warranted. Even though life cycle assessments (LCAs) for conventional wind turbine tubular towers exist, the environmental performance of this new hybrid structure has not been reported. The present paper examines the LCA of 185 m tall hybrid towers. Considerations made for the LCA procedure are meticulously described, including particular attention at the erection and transportation stage. The highest environmental impacts arise during the manufacturing stage followed by the erection stage. The tower is the component with the largest carbon emissions and energy requirements. The obtained LCA footprints of hybrid towers are also compared to the literature data on conventional towers, resulting in similar environmental impacts.
20
Li, Bin, Qun Hui Zhang, and Chun Yan Gao. "Numerical Simulation on the Mechanical Performance of the Wind Generator Latticed Concrete-Filled Steel Tubular Tower." Applied Mechanics and Materials 578-579 (July 2014): 751–56. http://dx.doi.org/10.4028/www.scientific.net/amm.578-579.751.
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Nonlinear finite element parameters analysis on the lattice type steel pipe concrete wind turbine tower, it shows the entire process of load bearing, failure mode and ultimate bearing capacity, researches on the influence law of aspect ratio, form of tower webs, tower diameter to thickness ratio and web member stiffness to tower column stiffness ratio on the ultimate bearing capacity and tower failure mode. The finite element analysis results shows that the tower aspect ratio λ, the diameter-thickness ratio γ of tower columns and the increase of stiffness ratio β between web members and tower columns has great influence on ultimate bearing capacity and failure mode, while the form of webs has small influence on that. with the increase of tower aspect ratio λ, the decrease of diameter-thickness ratio γ of tower columns and the increase of stiffness ratio β between web members and tower columns, the ultimate bearing capacity of this kind of latticed towers increase, the failure mode changed from Web local buckling to The combined damage of Web local buckling and the tension tower yield. This paper suggests that in the design of wind turbulent generator tower, the tower aspect ratio λ should be best controlled at 1/9, the bottom layers of this kind of tower should best use the re-divided web members, and other web member forms used on above layers, the diameter-thickness ratio γ of tower column should be taken less than 30, and the stiffness ratio β between webs and columns should be controlled less than 0.05 in order to avoid damage occurring on the tower columns earlier than the webs. The results can provide evidence for the engineering design.
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Ju, Yan Zhong, Xiao Xu Fu, and Neng Xian Zeng. "Design Research of Steel Pipe Combination of Angle Steel Tower of XiYue 220kV Cross Section." Applied Mechanics and Materials 470 (December 2013): 408–11. http://dx.doi.org/10.4028/www.scientific.net/amm.470.408.
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Given the path situation of Xiyue substation 220kV four outlets project crossing Shunde waterway section,this article applies of Dao Heng tower full stress analysis software and the finite element analysis software ANSYS to two steel pipe combination of angle steel towers to carry on design research,contrast axial stress of two kinds of software,analyse the reasons of axial stress difference.
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Xiong, Zhi Hua, Yun Cheng Feng, Song Lin Song, and Jiang Bo Wang. "Optimization Design of Large Span Cable-Stayed Bridge in High Seismic Risk Zone." Applied Mechanics and Materials 353-356 (August 2013): 2015–19. http://dx.doi.org/10.4028/www.scientific.net/amm.353-356.2015.
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To ensure seismic safety of a large span cable-stayed bridge, two alternative pylon shapes and section types were studied. Nonlinear time history analysis was performed in the context. It is found that the A-shaped pylon is much stiffener than the H-shaped pylon in terms of deformation. The steel A-shaped pylon can significantly reduce the seismic demands of the key member including tower drift and moment. A ductile steel link between towers is proposed for the optimization of design in the paper. The A-shaped reinforced concrete tower with ductile steel link was proved to be a relatively balanced plan considering engineering, aesthetic and economic factors.
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Zhang, Xiaolei, Yanzhong Ju, and Fuwang Wang. "Statistical Analysis of Wind-Induced Dynamic Response of Power Towers and Four-Circuit Transmission Tower-Line System." Shock and Vibration 2018 (2018): 1–18. http://dx.doi.org/10.1155/2018/5064930.
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Only one wind field model loading the transmission tower or the tower-line system was investigated in the previous studies, while the influence of two different wind field models was not considered. In addition, only one sample of the wind speed random process was used in the past numerical simulations, and the multiple dynamic response statistical analysis should be carried out. In this paper, statistical analysis of the wind-induced dynamic response of single towers and the transmission tower-line system is performed with the improved accuracy. A finite element model of the transmission tower-line system (the tower consisted of both steel tubes and angel steels) is established by ANSYS software. The analysis was performed by three statistical methods. The effects of the length of the time history and of the number of samples were investigated. The frequency histograms of samples follow the Gaussian distribution. The characteristic statistical parameters of samples were random. The displacements and the axial forces of the low tower are larger than those of the high tower. Two wind field models were applied to simulate the wind speed time history. In field 1 model, Davenport wind speed spectrum and Shiotani coherence function were applied, while in field 2 model Kaimal wind speed spectrum and Davenport coherence function were used. The results indicate that wind field 1 is calmer than wind field 2. The displacements and the axial forces of the tower-line system are less than those of single towers, which indicate damping of wind-induced vibrations by the transmission line. An extended dynamic response statistical analysis should be carried out for the transmission tower-line system.
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Ding, Yongcong, Faouzi Ghrib, Sudip Bhattacharjee, and Murty K. S. Madugula. "A novel method for determining effective length factors for solid round steel leg members of guyed lattice towers with cross-bracing." Canadian Journal of Civil Engineering 30, no. 4 (August 1, 2003): 780–86. http://dx.doi.org/10.1139/l03-027.
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A novel method is presented for determining the effective length factors (K factors) for solid round steel leg (vertical) members in all-welded guyed communication towers with cross-bracing. Deflections due to an arbitrary load were used to determine the restraining moments and rotational stiffness of the legs. Using the closed-form solution for buckling of a column with rotational restraint at both ends, K factors were computed. From the study it is found that the K factors varied from 0.61 to 1.00, depending on the relative sizes of the leg and bracing members. An expression for estimating the effective length factors for solid round steel leg members of all-welded guyed lattice towers with cross-bracing is developed.Key words: cross-bracing, effective length factor (K factor), finite element analysis, guyed lattice tower, solid round steel leg member, welded tower.
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An, Li Qiang, Yu Chu Liu, and Bing Zhang. "Dynamic Characteristics Analysis for 1000kV UHV Steel Tubular Tower under Seismic Loading." Applied Mechanics and Materials 494-495 (February 2014): 1815–19. http://dx.doi.org/10.4028/www.scientific.net/amm.494-495.1815.
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In this paper, the dynamic characteristics of a 1000kV UHV steel tubular tower with double circuit transmission lines on the same tower are analyzed under seismic loading with 8 degrees fortification intensity. Firstly, the finite element model of the tower and simulation of the earthquake are built in ANSYS finite element software. The dynamic characteristics of steel tube tower under Seismic Loads, such as the time-domain curves of displacement, velocity and force of UHV steel tower under Seismic Loads are obtained. The impact of 1000kV UHV transmission tower under nonlinear vibration of simplified conductor model is studied. The results can help to understand the damage forms of UHV steel tower under earthquake, to improve the capabilities to resist earthquake loads and severe damage of environmental loads under various field conditions for UHV steel tower.
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Stavridou, Nafsika, Efthymios Koltsakis, and Charalampos C. Baniotopoulos. "Lattice and Tubular Steel Wind Turbine Towers. Comparative Structural Investigation." Energies 13, no. 23 (December 8, 2020): 6325. http://dx.doi.org/10.3390/en13236325.
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Renewable energy is expected to experience epic growth in the coming decade, which is reflected in the record new installations since 2010. Wind energy, in particular, has proved its leading role among sustainable energy production means, by the accelerating rise in total installed capacity and by its consistently increasing trend. Taking a closer look at the history of wind power development, it is obvious that it has always been a matter of engineering taller turbines with longer blades. An increase in the tower height means an increase in the material used, thereby, impacting the initial construction cost and the total energy consumed. In the present study, a numerical investigation is carried out in order to actively compare conventional cylindrical shell towers with lattice towers in terms of material use, robustness and environmental impact. Lattice structures are proved to be equivalently competitive to conventional cylindrical solutions since they can be designed to be robust enough while being a much lighter tower in terms of material use. With detailed design, lattice wind turbine towers can constitute the new generation of wind turbine towers.
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Gan, Feng Lin, and Xin Wang. "Application of Large Size and High Strength Angle in UHV Transmission Line Tower." Applied Mechanics and Materials 680 (October 2014): 418–21. http://dx.doi.org/10.4028/www.scientific.net/amm.680.418.
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Considering width and thickness of large width angle steel, the section area of large width angle steel is larger than that of normal angle steel. Application of large width angle can increase bearing capacity of the member. Therefore it is feasible that large width angle steel replaces double combined angle steels. Taking the tower for ±800 kV DC transmission line from Jin ping to south Jiangsu Province, under the same design conditions, large width angle steel and double combined angle steels are used respectively in the main members of the tower to modeling finite element analysis.The results indicate that the stiffness variation is more uniform, causing rod end bending bar additional stress is about the axial stress of about 2%~3%.
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Zhang, Zi Fu, Jing Bo Yang, Feng Li Yang, and Qing Hua Li. "Design and Full-Scale Test for Cup-Type Steel Tubular Tower of UHV Transmission Line in Heavy Icing Area." Advanced Materials Research 732-733 (August 2013): 1074–80. http://dx.doi.org/10.4028/www.scientific.net/amr.732-733.1074.
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The ZB1 cup-type steel tubular tower is the first single-circuit tower for UHV transmission line in heavy icing area. Except the ground supports, steel tubular are applied in whole tower. The plug-in boards and forging flanges are used in ZB1 tower,and the highest strength of tubular steel is Q345. Through the monographic study on the tower optimizationnode structuretowers Eiffel effect and bending moment at member end et., The design of ZB1 cup-type steel tubular tower is improved. The success of full-scale test verified the reliability in design and manufacture of cup-type steel tubular tower for UHV in heavy icing area. Research results of this paper can be applied in UHV transmission line projects.
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Gong, Jing, and Lin Na Wang. "The Advantage Analysis of Applying Steel Tube Tower in Large Span Engineering." Applied Mechanics and Materials 680 (October 2014): 414–17. http://dx.doi.org/10.4028/www.scientific.net/amm.680.414.
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With the operation of the power engineering, such as west-east electricity transmission, the outside sending of the three gorges, areas network and so on, many large span engineering emerged in different part of China. And among it, the key point of the whole subject is the design of the structure. This essay aims mainly at introducing the history and modern application of steel tube tower. Meanwhile do the analysis comparison for the modeling of the transmission tower according to angle steel tower and steel tube tower under the working condition of high winds. Steel tube tower is better because it is smaller in shape factor of wind load than angle steel tower, so it can reduce the tower weight and fundamental effort, the economical advantage is great.
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Li, Yong Ping, Long Li, and Xiao Yu Yang. "The Influence of Base Pre-Tilting on the Dynamic Properties of Angle Towers." Applied Mechanics and Materials 597 (July 2014): 332–35. http://dx.doi.org/10.4028/www.scientific.net/amm.597.332.
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As a significant bearing tower that is widely adopted in the electric transmission line, the angle tower is frequently found over-tilting in the inspection and maintenance of transmission lines. On the basis of the massive universal finite element software ANSYS, this study establishes a three-dimensional steel frame for the commonly used 500kV angle tower in the Inner Mongolian area, and analyzes the dynamic properties of angle towers while setting the base pre-tilting. It also conducts model analyses for the towers with or without base pre-tilting respectively, compares the frequency and mode of vibration, and paves way for further study of the setting of base pre-tilting and vibration response analysis.
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FEI, QING GUO, YOU LIN XU, CHI LUN NG, K. Y. WONG, W. Y. CHAN, and K. L. MAN. "STRUCTURAL HEALTH MONITORING ORIENTED FINITE ELEMENT MODEL OF TSING MA BRIDGE TOWER." International Journal of Structural Stability and Dynamics 07, no. 04 (December 2007): 647–68. http://dx.doi.org/10.1142/s0219455407002502.
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The modeling, updating and validation of a structural health monitoring oriented finite element model (FEM) of the Tsing Ma suspension bridge towers are presented in this paper. The portal-type bridge tower is composed of two hollow reinforced concrete legs and four deep pre-stressed cross-beams with a steel truss cast in the concrete of each cross-beam to form a narrow corridor for access between two legs. Except that steel trusses are modeled by beam elements, all structural components are modeled by solid elements to facilitate local damage detection, in particular at member joints. The established tower model is then updated using sensitivity-based model updating method taking the natural frequencies identified from field measurement data as reference. Furthermore, a two-level validation criterion is proposed and implemented to examine the replication performance of the updated finite element model of the bridge tower in terms of (1) natural frequencies in higher modes of vibration and (2) dynamic characteristics of the tower-cable system. The validation results show that a good replication of dynamic characteristics is achieved by the updated tower model when compared to the field measurement results. Finally, stress distribution and concentration of the bridge tower are investigated through nonlinear static analysis of the tower-cable system.
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Xia, Kai Quan, Xue Wu Liu, and Yun Liu. "Structural Dynamic Response Monitoring of Power Transmission Tower." Applied Mechanics and Materials 105-107 (September 2011): 986–89. http://dx.doi.org/10.4028/www.scientific.net/amm.105-107.986.
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In order to study the dynamic response of power transmission lines under mechanical fault, the structural dynamic response monitoring indexes based on the requirement of field measurement were determined according to the structural characteristics of steel towers. The monitoring program was put forward in terms of the monitoring principle and basis of the sensors. The vibration characteristic, dynamic alignment and stress/strain are chosen to be the monitoring indexes. Considering the synchronization function of GPS system, the three monitoring indexes of the large span high voltage tower can be simultaneously monitored by using vibration sensor, GPS and strain sensor. The monitoring scheme can provide the theoretical base for the establishment of early warning system and the collection of dynamic response of steel tower during line break or tower collapse.
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Jia, Yu Zhuo, and Li Zhao. "Finite Element Analysis of Dual-Angle Variable of Four Steel Angle Composite Joint with Steel Materials in Civil Engineering." Advanced Materials Research 568 (September 2012): 125–28. http://dx.doi.org/10.4028/www.scientific.net/amr.568.125.
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In the multiple-circuit on same tower UHV and large crossing transmission tower,The main material of towers usually using a composite section in the form of the dual-angle and four steel angle. Dual-angle and four steel angle connections are inevitable. 500KV Jianbi - Danfeng four circuit transmission line project for the background, Using the finite element software ANSYS10.0, Composite Joints three-dimensional nonlinear finite element simulation. Clear the path of force transferor the node, Mechanical behavior of gusset plate and node failure modes. The results show that: node failure modes for the strength failure, The ultimate bearing capacity of the node is about three times the load of the node design, Node design is relatively conservative, By reducing the thickness of the gusset plate to lower node weight.
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Guang, Ming, Hong Sheng Li, and Hua Guo Yang. "New Technology of Installing the Attached Self-Climbing Tower Steel Gantry Cranes." Applied Mechanics and Materials 484-485 (January 2014): 245–53. http://dx.doi.org/10.4028/www.scientific.net/amm.484-485.245.
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The Liujiaxia Bridge is 536 m span steel truss stiffening Girder Bridge, tower with double-column steel concrete structure, which is the world's largest diameter, the largest steel plate thickness of concrete pylon. Sarasota manufactured using standard pipe segment, group fight scene segment piecewise hoisting tower segment perfusion within the micro-expansion concrete construction technology, tower maximum height of 61.5 meters. This paper describes a piecewise Sarasota steel installation, piecewise perfusion within the micro-expansion concrete tower new construction method - attached to a self-climbing tower bridge gantry crane mounted pylon construction technology of large steel components. Of the "entity attached to the pylon installation of equipment by section climb" design, composition and construction applications are described in detail.
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Xin, Ye, Yinhe Lin, Jingfeng Guo, Xiaoxu Fu, and Ming Xie. "Design Analysis of 110kV Double Circuit Narrow-Base Steel Pipe Tower." E3S Web of Conferences 283 (2021): 01040. http://dx.doi.org/10.1051/e3sconf/202128301040.
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Secondary bending moment and geometric nonlinearity should be taken into account in pipe tower design. Taking the 110kV double-circuit narrow-base steel pipe tower as an example, the 110 kV double-circuit narrow-base steel pipe tower is compared and analyzed through the tower structure design software and the general finite element software ANSYS. The analysis results show that the narrow-base steel tube tower should adopt a rigid-truss structure model, and the influence of the secondary bending moment of the main material and the geometric nonlinearity should be considered. The secondary bending moment effect accounts for about 10-20% of the strength stress of the steel pipe main material. Through comparative analysis, a number of design points are summarized, which provides a certain practical guiding significance for the design and application of the double-circuit narrow-base steel pipe tower.
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Subramani, T., and B. Prakash. "Design and Analysis of Power Transmission Monopole Using ETABS." International Journal of Engineering & Technology 7, no. 3.10 (July 15, 2018): 62. http://dx.doi.org/10.14419/ijet.v7i3.10.15631.
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Electricity consumption is day by day increase for each and every application. Transmitting the power source from production place to designation place via steel wire is followed by ancient people. In this we use heavy towers which carry minimum of 2000kw power in each line which is hanged in the towers. These towers are subjected to dynamic and static load cases. Hence in this thesis we proposed to design and analysis the power transmission towers in our places. We introduce type of tower and its configuring ratio as per Indian standard IS-802. A standard kind of transmission line tower selected as case examine is analyzed and modeled the usage of ETABSs software. Loads acting on the tower are wind load, dead load of the structure, braking load of conductor and earthquake load considered as per Indian standard. The place of tower underneath seismic and wind is region III. The wind pressure depends on the gust response component which will increase with height. Seismic and wind analysis is finished the usage of standard codes using ETABSs software program. The conduct of tower is analyzed for distinctive load mixtures. The most displacement values, shear forces and bending moments are obtained and are plotted graphically.
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Bhowmik, Chiranjit, Krishanu Gupta, and Prasun Chakraborti. "Stability analysis of glass fibre polyamide composite transmission tower." Journal of Reinforced Plastics and Composites 39, no. 23-24 (June 30, 2020): 918–31. http://dx.doi.org/10.1177/0731684420937357.
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The cross-sectional degradation of steel transmission tower members due to corrosion has been one of the major issues in the transmission line system. The degradation of appearance of the material has also been seen because of corrosion. Therefore, there is a need for a less corrosive and high strength alternate material for transmission towers. It seems in recent years that alternate materials have been needed to replace steel which have low maintenance cost and good resistance to corrosion. The advantages of composite transmission towers are fire resistant, high stiffness, durability, high strength, moderate ductility, rigidity, easy to assemble and economical. The present study has made an effort to evaluate the performance of composite transmission tower. The glass fibre polyamide composite material has been used as a structural material. First, a finite element tower model of 132 KV has been set up in Structural Analysis and Design Software as glass fibre polyamide structural material as per transmission tower design guidelines (Code for Transmission tower design, IS 802.1.1.1995, Bureau of Indian Standards). Second, all the active loads like wind load on the body, wind load on conducting wires and ground wires, weight of conducting wires, weight of structure, weight of ground wires, weight of insulator and weight of line man with tools are calculated manually as per transmission tower design guidelines and applied in the finite element tower model. The stress distribution of the composite tower model has been simulated in Structural Analysis and Design Software and the results have been analysed. The broken wire condition (if one conductor is broken or earth wire is broken) has been innovatively considered in the present study. Results obtained in this article show that maximum induced stress on transmission tower member is less than the deign strength of glass fibre polyamide composite material. The glass fibre polyamide composite material has been found to be capable to withstand the maximum stresses induced due to different loading conditions considered in the study.
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Ahn. "Ultimate Flexural Strength of Cylindrical Steel Shell for Wind Tower." Journal of Korean Society of Steel Construction 27, no. 1 (2015): 087. http://dx.doi.org/10.7781/kjoss.2015.27.1.087.
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Ahn. "Ultimate Flexural Strength of Cylindrical Steel Shell for Wind Tower." Journal of Korean Society of Steel Construction 27, no. 1 (2015): 109. http://dx.doi.org/10.7781/kjoss.2015.27.1.109.
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Li, Xiao Ke, Zhi Hao Wang, Jian Liu, and Fu Li Song. "Study on Seismic Performance of Archaized Steel Tower." Applied Mechanics and Materials 438-439 (October 2013): 1524–28. http://dx.doi.org/10.4028/www.scientific.net/amm.438-439.1524.
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Combined with the design of Tiantang Site Protection Exhibition Project in Luoyang, China, the seismic performance of an archaized steel tower is studied in this paper. Firstly, a finite element model of whole structure is built accurately with ANSYS software. Then the dynamic behaviors of steel tower are analyzed. The natural vibration frequency and mode shape are obtained. Compared with dynamic test at site, the theoretical values are verified and it is reasonable about adopted loads and boundary conditions in the finite element model. After that, the seismic behaviors of steel tower are calculated and analyzed under seismic intensity 7 degree with methods of spectrum analysis and time-history analysis. The distribution characteristics of displacements and stresses are revealed. The results prove that the seismic performance of the given archaized steel tower can meet the code requirements. It is believed that the results in this paper would give some reference for the design of similar steel tower structures.
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Yu, Li, Yan Yang Che, Sen Wang, and Guo Hui Zhao. "Dynamic Characteristics of Arch Steel Tower in Construction Stages." Advanced Materials Research 989-994 (July 2014): 3165–68. http://dx.doi.org/10.4028/www.scientific.net/amr.989-994.3165.
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Based on Hangzhou Zhijiang Bridge, FEA models of arch steel tower in construction and completed stages are established by using ANSYS software. Before closed and completed are considered to compute the dynamic characteristics of different structural system for arch steel tower. The results show that the wind-reduced vibration can be generated easily. It can cause some bad effect on the construction, equipments and the safety of staff. So, some proper measures should be adopted to decrease the wind-induced vibration of arch steel tower in construction and completed stages. So, some meaningful references are provided for the further research on control of wind-Induced vibration for arch steel tower.
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Zhu, Chun Xia, Sheng Qing Gu, and Jiu Fu Jin. "Research on Design of Inner-Climbing Tower Crane Supporting System." Applied Mechanics and Materials 328 (June 2013): 338–42. http://dx.doi.org/10.4028/www.scientific.net/amm.328.338.
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Safety is essential for tower cranes in construction engineering, as the inner-climbing tower crane is widely used in the construction of high-rise structures, design safety, reliability and support system which can be turnover is an important prerequisite for protecting the safety of construction. By understanding the interrelationships between construction environment of Henglong Plaza Twin Towers in Shenyang city and ZSL2700 tower, the article will analyse the support system for the project. It mainly uses finite element analysis software ANSYS which can create mechanical status of modeling to analyzing the supporting structure. It can guarantee the structures rationality and the security reliability. Project Summary Shenyang municipal government square tower engineering which building height is 350.6m has the underground layer 4 and the ground 70 layer. The office building has used the frame core tube structure system. The outside frame is composed by the square shape section coagulation earth pyramid and the peripheral steel girder. The rectangular core tube was the reinforced concrete, while in the core tube outer wall has established some steel pole. This project adopt two boom tower cranes from Zhongsheng construct machine company (Nanjing).The first number tower crane is ZSL750, which maximum torque is 750tm; the second number tower cranes is ZSL2700. This paper takes the ZSL2700 tower crane as an object, studying this machines stressful condition of attachment system. The ZSL2700 tower cranes most high-torque is 2600tm, pitching arm angle ranges 85-65 .The maximum lifting load is 100t. The biggest hoisting up scope is 55m, which lifting load is 37.6t.When the crane surpasses the permission lifting load or the hoisting up moment of force, PLC can break the power implementation protection automatically. The tower machine need carry on 19 climbs in the construction process. Fig. 1 Two tower crane installation location diagram
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Juraszek, Janusz. "Fiber Bragg Sensors on Strain Analysis of Power Transmission Lines." Materials 13, no. 7 (March 27, 2020): 1559. http://dx.doi.org/10.3390/ma13071559.
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The reliability and safety of power transmission depends first and foremost on the state of the power grid, and mainly on the state of the high-voltage power line towers. The steel structures of existing power line supports (towers) have been in use for many years. Their in-service time, the variability in structural, thermal and environmental loads, the state of foundations (displacement and degradation), the corrosion of supporting structures and lack of technical documentation are essential factors that have an impact on the operating safety of the towers. The tower state assessment used to date, consisting of finding the deviation in the supporting structure apex, is insufficient because it omits the other necessary condition, the stress criterion, which is not to exceed allowable stress values. Moreover, in difficult terrain conditions the measurement of the tower deviation is very troublesome, and for this reason it is often not performed. This paper presents a stress-and-strain analysis of the legs of 110 kV power line truss towers with a height of 32 m. They have been in use for over 70 years and are located in especially difficult geotechnical conditions—one of them is in a gravel mine on an island surrounded by water and the other stands on a steep, wet slope. Purpose-designed fiber Bragg grating (FBG) sensors were proposed for strain measurements. Real values of stresses arising in the tower legs were observed and determined over a period of one year. Validation was also carried out based on geodetic measurements of the tower apex deviation, and a residual magnetic field (RMF) analysis was performed to assess the occurrence of cracks and stress concentration zones.
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Petrovic, Marin, and Nejra Isic. "Influence of external loads to wind turbine tower." Sustainable Engineering and Innovation 3, no. 2 (July 29, 2021): 112–20. http://dx.doi.org/10.37868/sei.v3i2.id139.
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One of the most important parts of a wind turbine is a tower. There are various designs of the wind turbine towers, and they are most often made of steel pipes, lattice towers or concrete towers. In order to increase energy density to meet the growing electricity needs, larger wind turbine projects have been developed. Larger wind turbine towers can generate more electricity, but such large sizes also create higher costs in terms of development and maintenance. This research sets up a model of a wind turbine tower, where the load to the tower is calculated by its relation to the wind velocity. Analytical approach coupled with a finite element method (FEM) is used to analyse the distribution of tower stresses under these loads. The fatigue analysis of the column is performed using the load from its own weight, the weight of the housing and the distribution of the wind velocity. The effects of different loads are also compared. The results show that the main loads of the tower are the wind force acting on the area of ??rotation of the wind turbine blades and the moment caused by the uneven wind velocity. Construction is modelled using SolidWorks modelling package, where the analysis was performed using FEM in ANSYS software. As a result of the analysis, the stress distribution in the support was determined and compared with analytical calculations.
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Wen, Yang, and Fei Zhou. "Time-History Analysis of Seismic Response for the Concrete-Filled Steel Tubular Wind Turbine Tower Based on Finite Element Method." Advanced Materials Research 163-167 (December 2010): 2176–80. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.2176.
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In the article based on the geometric characteristics of the tower and force characteristics, the author designs the concrete-filled steel tube (CFST) 3 limbs column tower, and establishes finite element model of the tower. We carry on time history analysis of the concrete-filled steel tubular wind turbine tower based on finite element method when the earthquake wave is different. Under rare earthquake, the majority bars of the concrete-filled steel tube 3 limbs column tower are in the elastic stage, only a small number of bars in the top and the bottom are into the plastic phase. The post-seismic displacement at the top of tower is 1.1m which is slightly less than the tower height of 1 / 50 (1.26m) and meets the seismic requirements of the region. The analytical result may provide the foundational test data and advice for the design of the CFST wind turbine tower.
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MOHAN, S. J., N. PRASAD RAO, and N. LAKSHMANAN. "FLEXURAL AND LOCAL BUCKLING INTERACTION OF STEEL ANGLES." International Journal of Structural Stability and Dynamics 05, no. 02 (June 2005): 143–62. http://dx.doi.org/10.1142/s0219455405001519.
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The column buckling equation and plate buckling equation are merged to obtain a graphical relation in the elastic and inelastic buckling ranges. This graphical relation has been used to classify all possible modes of hot rolled angle sections investigated by previous researchers in their experimental works. Forced plate buckling experiments have been carried out to verify the graphical relation for plate buckling. Design practices adopted by various standards for design of steel angles, have been compared with respect to this graphical relation and discussed. The importance of width to thickness ratio has been used to emphasize the buckling characteristics of hot rolled angle sections. The objective of this paper is to discuss the plate buckling failures of the angle sections recorded during full scale testing of transmission towers at Tower Testing and Research Station, SERC, Chennai, India. The plate buckling failures in tower testing for the past eighteen years have been analyzed and suggestions are given to avoid such failures in real structures and during testing.
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Zhang, Ke, Zehua Deng, and Wenheng Zhu. "Seismic performance analysis of self-anchored suspension bridge steel." Frontiers Research of Architecture and Engineering 1, no. 2 (April 28, 2018): 35. http://dx.doi.org/10.30564/frae.v1i2.44.
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Self-anchored suspension bridge is composed of tower and its foundation, stiffened beam, main cable, sling, side pier and its foundation, auxiliary pierand its foundation. The performance and importance of the components of the bridge are different. The main tower of self-anchored suspension bridge is a very important component. Once the injury and damage occur under earthquake, it is not only difficult to inspect and repair, let alone replace. This paper calculates the seismic performance of self-anchored suspension bridge steel tower based on the application of Wuhan Gutian Bridge steel tower.
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Mathias, Neville, Mark Sarkisian, Eric Long, and Zhihui Huang. "The Tianjin Jinta Tower: 74-Story Steel Plate Shear Wall Tower." IABSE Congress Report 17, no. 20 (January 1, 2008): 180–81. http://dx.doi.org/10.2749/222137908796292227.
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Juozapaitis, Algirdas, Donatas Jatulis, and Antanas Šapalas. "DESIGN AND ANALYSIS OF COMBINED PLANE STEEL GUYED TOWER-MAST." Engineering Structures and Technologies 1, no. 4 (December 31, 2009): 157–65. http://dx.doi.org/10.3846/skt.2009.19.
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One of the most effective and widely used high-rise telecommunication structures are steel towers and guyed masts. The behaviour, analysis and application fields are exhaustively discussed in a number of scientific publications. The main advantages of tower structures are low building area, however, from the point of view of steel consumptions, such structures are not effective enough. For technical-economic efficiency not only the rational types of cross sections for typical mast elements are selected, but also various combined structural systems are developed and implemented. Flat tower-masts are also known. They are combined from a single plain truss supported out of its plane by guys. In this case, such mixed system is able to carry acting loads and actions in one direction like a tower and in other direction – like a mast. From a technicaleconomic point of view, such system stands in the intermediate position between the guyed mast and the tower. The major weakness of such framework is relatively great depth and the cross sectional area of the chords of the tower truss which is caused by the relatively high values of the bending moment in the chord acting in the plane of guys and the large buckling length of the chord out of truss plane. It must be stressed that wind action on the investigated structure directly depends on the dimensions of the chord cross section. This paper deals with the new combined plain tower-mast structure the chords of which out of plane are stiffened by and inserted between the guys connecting joints and the double-sided strut members. These members are pre-stressed to avoid compression induced by transverse loading. The analysis of the behavior of a separate strut system under transversal loading is performed and analytical expressions for determining internal forces and displacements in its members with and without pre-stressing are provided. The minimum values of the required pre-stressing in ties of the strut system are described. It is proved that a proper choice of the parameters of structural components gives a possibility of obtaining a favorable distribution of bending moments in the chord. On the basis of numerical experiments, a comparison between the results defined analytically and ones determined by the means of the Autodesk Robot Structural Analysis program is performed. The accuracy of the proposed analytical method is discussed. For defining the behaviour peculiarities of the new combined structural system and for estimating its technical-economic efficiency, the numerical experiment by the means of FEM program (Autodesk Robot Structural Analysis) was carried out. Analysis was performed using 98 meter high ordinary and new guyed tower-mast structures with guys fixed at four levels. The member sections of the analyzed structures designed according to the values of the defined acting internal forces are presented. It is estimated that using strut members helps in considerably reducing (about 4,8 times) the maximum values of bending moments in the chords of tower truss. It was estimated that depth between the chords in a new combined system was 2 times lesser than that in the ordinary tower – mast system. It is shown that in case of the same cross section and value of the pre-stressing force, the value of the vertical reaction of the new strutted tower-mast system on foundation was 1,65 time lesser than that in the ordinary system. Conclusions and recommendations are provided.
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Liang, Peng, Xiang Nan Wu, and Yue Xu. "Static and Dynamic Behaviours of Three-Tower Suspension Bridges and the Structure Selection of the Mid-Tower." Advanced Materials Research 163-167 (December 2010): 2343–49. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.2343.
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In order to discuss the mechanical behaviour differences between the two-tower and three-tower suspension bridges, based on the Taizhou Yangtze River Bridge, three dimensional space finite element models of two-tower, three-tower with concrete mid-tower and with steel mid-tower were constructed. Through the comprehensive analysis, main conclusions are got as follows: due to the mid-tower lack of effective restraint from side cable, compared with two-tower suspension bridges, three-tower suspension bridges have lower total stiffness and natural frequency, with larger deflection-to-span ratio of main girder. So, some factors such as anti-slipping safety factor between the main cable and saddle, deflection-to-span ratio of main girder and force in mid-tower, which are not important in two-tower design, become controlling ones in three-tower suspension bridges. These factors are related to anti-pushing rigidity of mid-tower, but in contradictory demanding for the rigidity of mid-tower. After comprehensive analysis, steel tower with shape of upside-down ‘Y’ meets all demands, and then, was selected as appropriate structure for the mid-tower.