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Fig. 1 Geometry of the Transmission Tower Considered in the Present Study WIND AND EARTHQUAKE DATA CONSIDERED

Figure 1 Geometry of the Transmission Tower Considered in the Present Study WIND AND EARTHQUAKE DATA CONSIDERED

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Srikanth L., Neelima Satyam D.
Srikanth L., Neelima Satyam D.
Fig. 2 Acceleration Spectra Bhuj (2001) ground motion WIND FORCE ON WINDWARD AND LEEWARD SIDE OF THE STRUCTURE [6]
Fig. 2 Acceleration Spectra Bhuj (2001) ground motion WIND FORCE ON WINDWARD AND LEEWARD SIDE OF THE STRUCTURE [6]
Using central difference method, forces obtained by performing dynamic results in the various members are listed considering the typical sections at A, B, C, D, E of the transmission tower shown in Fig. | are tabulated in Table V.
Using central difference method, forces obtained by performing dynamic results in the various members are listed considering the typical sections at A, B, C, D, E of the transmission tower shown in Fig. | are tabulated in Table V.
Fig. 3 Axial force considering Breaking Load The frequency, time period of the structure for the first 6 modes are listed in Table VI and also the mode shapes are represented in Fig. 4.
Fig. 3 Axial force considering Breaking Load The frequency, time period of the structure for the first 6 modes are listed in Table VI and also the mode shapes are represented in Fig. 4.
Fig. 4 Mode Shapes of Transmission Tower V. CONCLUSION: In this present study, the analysis is carried out considering all the different loads such as vertical loads, lateral loads and ongitudinal loads with the combinations specified as per ndian standards, resulting breaking load as the critica combination among the forces developed in the structure. Studies on the transmission tower also stated that the failure o eg members makes the structure more susceptible to damage. So, from this analysis it observed that the maximum axia force in the leg members is 1600kN considering the breaking oad combination and the axial force is reduced to 522.382k without considering breaking load. As the tower is assumed to be in the central span of equal distances between the adjacent towers, the breaking load will not be the major criteria for design of elements. Though dynamic analysis is performed, wind is the predominant load on these tall structures.
Fig. 4 Mode Shapes of Transmission Tower V. CONCLUSION: In this present study, the analysis is carried out considering all the different loads such as vertical loads, lateral loads and ongitudinal loads with the combinations specified as per ndian standards, resulting breaking load as the critica combination among the forces developed in the structure. Studies on the transmission tower also stated that the failure o eg members makes the structure more susceptible to damage. So, from this analysis it observed that the maximum axia force in the leg members is 1600kN considering the breaking oad combination and the axial force is reduced to 522.382k without considering breaking load. As the tower is assumed to be in the central span of equal distances between the adjacent towers, the breaking load will not be the major criteria for design of elements. Though dynamic analysis is performed, wind is the predominant load on these tall structures.
Related topics:
Civil EngineeringStructural EngineeringTransmission TowersCentral Difference MethodResponse Spectra
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