Passive Vibration Control Synthesis of Power Transmission Tower Using ANSYS: Part I - Control of Free Vibration

Save this PDF as:
 WORD  PNG  TXT  JPG

Size: px
Start display at page:

Download "Passive Vibration Control Synthesis of Power Transmission Tower Using ANSYS: Part I - Control of Free Vibration"

Transcription

1 Passive Vibration Control Synthesis of Power Transmission Tower Using ANSYS: Part I - Control of Free Vibration Huang Li-Jeng 1, Lin Yi-Jun 1 Associate Professor, Department of Civil Engineering, National Kaohsiung University of Applied Science, 80778, Taiwan, Republic of China Master Student, Institute of Civil Engineering, National Kaohsiung University of Applied Science, 80778, Taiwan, Republic of China Abstract This paper is aimed at passive vibration control synthesis of power transmission tower due to initial displacement using ANSYS. Finite element formulation of passively controlled dynamic system of power transmission tower is built-up. The Tower frame is modelled with BEAM-4 elements of ANSYS. Three passive control strategies are attempted for vibration suppression: (1) added mass: four concentrated masses installed on the four corners of top level of the transmission tower (modeled with MASS-1 elements); () added damping: a pair of diagonal dashpots embedded on the both sides of tower frame from bottom to top (modeled using COMBIN-14 elements); (3) added stiffness: a pair of diagonal steel tendons embedded on the both sides of tower frame from bottom to top (modeled using LINK-10 elements). APDL programming commands are coded for passive vibration control tests. A typical 345 KV self-supporting transmission tower structure modeled by totally 1179 BEAM- 4 elements along with 495 nodes is taken as numerical example. A Results show that additional damping is the most effective scheme for passive vibration control for typical power transmission tower in free vibration due to initial displacement Keywords ANSYS, APDL, Free Vibration, Passive Vibration, Control, Power Transmission Tower I. INTRODUCTION Electric power transmission towers are usually built in modern cities and towns for energy supply, industrial manufacture and economic development. There are many design types of electric power transmission tower conveying 110 to 750 kv, e.g. self-gravity supported and cable-stayed; among the self-gravity supported types there are a lot of types of shapes. A typical electric power transmission tower employed by Taiwan Power Company are designed with the following data: 345 KV, Type-B tower with height 36. m and base width 11.8m, built with structural members: JIS GB 101 SS55 H, JIS G3101 SS41 H, gusset plate of JIS G3101 5S41, and bolts of ASTM A394,O 11/16,O 13/16. The features of electric power transmission towers are light weight, flexible, low natural frequencies and damping ratios and therefore sensitive to horizontal loads, e.g. wind and earthquake excitations. Understanding the dynamic characteristics of electric power transmission towers is very important task for the structural engineers when design a power supply system. Basically power transmission towers are designed in a form of space truss structures or space frame structures if members are connected with gusset plates. The total structure is a highly statically indeterminated construction which is stable under self-weight and in general, using L-shape structural steel members and connected by the use of high tension bolts can leads to a strong horizontal drift resisting structure when subjected to wind or earthquake loads. However, a wind loads with Beaufort Number greater than 8 (wind speed ranges 17.~0.7 m/sec) or seismic excitation with magnitude over 6 might induce instantaneous collapse or long-term fatigue failure. ASCE Committee (198, 1991) had reported manual for loadings for electrical transmission structures [1, ]. Freitas and Ribeiro (199) conducted elasto-plastic analysis of space truss [3] while Yan et al. (1996) considered geometric nonlinearity [4]. 3

2 Albermani (003) studied structural behavior of transmission towers [5]. Li et al. (004) investigated effect of lines on tower system [6] while Lei and Chien (005) conducted seismic analysis of transmission towers considering both geometric and material nonlinearities [7], Shi et al. (006) conducted shaking table tests of Coupled System of Transmission Lines and Tower [8]. On the application of numerical analysis to transmission tower systems, Chao and Kin (004) investigated the effects of three different structural models including space truss, space frame and beam-rod structure, on the dynamic behavior of tower frame structures [9]; Zhu et al. (006) employed SAP000 and FEM to study the dynamic responses of power transmission tower under different seismic ground accelerations considering the randomness of earthquakes [10]; Luo et al. (010) employed ANSYS to study the dynamic properties of drum-shape power transmission tower using 3D FEM model and obtain natural frequencies, natural modes as well as acceleration responses due to seismic excitation [11]. Recently, Huang and Lin (014) reported a paper on the free vibration and seismic responses of power transmission tower using ANSYS and SAP000 [1]. However, when the structure produces excessive displacement, velocity or acceleration due to dynamic loads, passive or active control strategies can be designed for vibration suppression. These techniques employed for vibration control of bridges and buildings have been introduced in textbook [13]. On the application of active control schemes to power transmission-line system, Chen et al. (007) studied the use of magneto-rheological dampers [14], visco-elastic damper [15]. Xu and Chen (008), Chen et al. (010) proposed the use of friction dampers [16-18]. Zhang et al. (013) considered the use of pounding TMD [19]. Recently, Chen et al. (014) presented a state-of-the-art review on the dynamic response and vibration control of the transmission tower-line system [0]. It is well know that though active control techniques possess advantages of high efficiency responses and feedback responses the high cost and sluggish servomechanism usually makes these techniques less applicable in practice. On the other hand, passive control strategies are conservative, confident and usually more inexpensive. This makes passive control strategies seem to be more appropriate employed for vibration control of power transmission towers. This paper presents numerical modeling and structural vibration control analysis of a power transmission tower. Finite element method is adopted for numerical modelling and ANSYS was employed for analysis. A typical numerical example of 345KV self-supporting transmission tower was considered, totally 1179 three-dimensional beam elements (BEAM-4 element) along with 495 nodes are employed for modelling the transmission tower structure. Three passive vibration control schemes, added-mass, added-damping and added-stiffness, are modelled by the use of MASS-1, COMBIN-14, and LINK-10 elements, respectively. Vibration control synthesis of power transmission tower due to initial displacement is conducted. Time history of dynamic response and maximal displacements, velocities and accelerations are reported and discussed. II. DYNAMICS MODEL OF A POWER TRANSMISSION TOWER FRAME A. Problem Description A typical 345 KV self-supporting transmission tower structure is shown in Fig. 1 along with Cartesian coordinate system (x is positive in the right hand direction, y is positive upwards, and z is positive pointed out of plane). The vertical tower frame is with 50 m height and rectangular base with width 10. m. For convenience of analysis we isolated the tower structure from the connected power conveying cables. B. Basic Assumptions For the structural analysis of the transmission tower frame we employed the following hypotheses: 1) all the members are considered to be threedimensional thin beams and only flexural and stretching behaviors are included, Euler-Bernoulli assumptions are employed; ) shear deformation and rotary inertia of members are neglected; 3) damping of system is neglected; 4) all the members are perfectly connected; 5) effect of power conveying cables if isolated; 6) stress-strain relationship of structural members is linearly elastic; 7) tower frame is rigidly connected on the ground. 33

3 C. Finite Element Models In this research we employ ANSYS to build up the finite element model of the transmission tower structure using BEAM-4 element and the results are compared with those obtained from SAP000. The shape functions for displacements in a typical BEAM4 element and the associated element inertia matrix, element stiffness matrix, element loading vector can be referred to [1]. D. Dynamic Equations of Transmission Tower System After assemblage of the element mass and stiffness matrices and loading vectors, we obtain the global systematic matrices and vectors and then enforce the prescribed boundary conditions (e.g. the fixed ends at the bottom of the vertical supporting frames) we can express the equations of motion of the finite element model of the transmission tower as [ Ms ]{ x [ K s ]{ x( { f (1) Where [ M s ] and [ Ks ] denotes the global inertia and stiffness matrix of the transmission tower, respectively; { x and { x denotes the acceleration vector and displacement vector, respectively, and { f denotes the external loading vector. E. Passive Controlled Dynamic Equations of Transmission Tower System If we add additional inertia, damping or stiffness elements onto the overall power transmission tower, the dynamic system equations can be described as ([ M s ] [ Ma ]){ x( [ C a ]{ x ([ K s ] [ K a ]){ x( {0} Where [ M a ], [ C a ], [ Ka ] denotes mass, damping and stiffness matrices corresponding to additional masses, additional damping and additional tendons for passively vibration control, respectively. If the initial displacements {x(0)} or initial velocities {x (0)} are prescribed, the dynamic responses can be evaluated via direct integration in time domain such as Newmark- method, Wilson- method, state-space method or method of normal mode superposition, etc. When ANSYS is employed, the analysis method can be decided and the time increment can be adjusted. () 34 These control strategies can be designed separately as follows: (a) Effect of Additional Mass: ([ Ms ] [ M a ]){ x [ K s ]{ x( {0} (3a) from which we can see the effect of added masses might reduce the acceleration responses if all another dynamic properties kept fixed. In this investigation we design the additional masses to be four concentrated masses installed on the four corners of top level of the transmission tower. In the analysis using ANSYS, the dashpots are modeled using MASS-1 elements. The mass ratio m a / ms is considered to be 0.1, 0.5, 0.5, respectively. (b) Effect of Additional Damping: [ Ms ]{ x [ C a ]{ x [ K s ]{ x( {0} (3b) from which we can see the effect of added damping makes the dynamic system from undamped one to damped one and the amplitude of dynamic system will decay with time. In this research we design the additional damping to be a pair of diagonal dashpots embedded on the both sides of tower frame from bottom to top. In the analysis using ANSYS, the dashpots are modeled using COMBIN-14 elements. The damping coefficient of the dashpots are varied from 10000, to N s / m, respectively. (c) Effect of Additional Stiffness: [ Ms]{ x ([ K s ] [ K a ]){ x( {0)} (3c) from which we can see the effect of added stiffness is to shorten the periods (or increase the frequencies) of the dynamic system. For static problems the displacement will be reduced, but for dynamic cases the responses depends on the additional weight due to additional members. In this study we design the additional stiffness to be a pair of diagonal steel tendons embedded on the both sides of tower frame from bottom to top. In the analysis using ANSYS, the dashpots are modeled using LINK-10 elements. Three different sizes of steel rods with effective area of m, m, m are taken into account.

4 III. NUMERICAL EXAMPLE AND RESULTS A. Case Description We consider a typical transmission tower frame with totally height 50 m and base width 10. m, made of the Q345 L-shape structural steel members with the sizes 0.17m 0.17m m and properties: A 6 4 s m, I x m, I m 4 y, E s 06 GPa, 7850kg / m 3 s. Totally 1184 BEAM4 elements with 495 degrees of freedom (each member has 6 degrees of freedom) are employed in the ANSYS modelling of transmission tower frame. Overall space frame is fixed onto rigid ground. B. Free Vibration Analysis The natural frequencies and corresponding vibration modes of the finite element model of typical power transmission tower can be obtained using ANSYS and verified by the use of SAP000. The first leading 6 natural frequencies (f = ω/π) and natural periods (T=1/f) are summarized in Table 1. The corresponding first leading 6 various vibration modes obtained from ANSYS and compared with those obtained from SAP000 are shown in [1]. C. Passively Control of Free Vibration Excited from Initial Displacements The analysis is conducted using ANSYS along with the APDL coded by the authors as shown in Appendix. Numerical results are discussed as follows: (1) Additional Masses: Typical results of effect of added-mass on the acceleration responses of free vibration of power transmission tower can be observed in Fig.. The results of maximal dynamic responses due to additional masses are summarized in Table II. It can be noticed that maximal acceleration (and maximal velocity) is reduced by the additive masses along with smaller vibrating frequency. () Additional Damping: Typical results of effect of additional damping on the velocity responses of free vibration of power transmission tower can be observed in Fig. 3. The results of maximal dynamic responses due to additional dashpot are summarized in Table III. It can be noticed that maximal velocity (and maximal acceleration) is reduced by the additive damping along with smaller decaying vibrating amplitudes. (3) Additional Stiffness: Typical results of effect of additional steel tendon on the displacement responses of free vibration of power transmission tower can be observed in Fig. 4. The results of maximal dynamic responses due to additional tendon are summarized in Table IV. Because we didn t consider the additional tendon be pre-stressed, the effect of restoring displaced tower frame is not obvious. The steel tendons or cables for vibration control maybe more effective if they are installed from tower to the fixed ground on both sides of tower. IV. CONCLUSION Finite element modelling using ANSYS and structural vibration control analysis of a typical power transmission tower due to initial displacement has been conducted. A typical numerical example of 345KV self-supporting transmission tower was modelled using totally 1179 threedimensional beam elements (BEAM-4 element) along with 495 nodes are employed for modelling the transmission tower structure. Three passive vibration control schemes, added-mass, added-damping and added-stiffness, are modelled by the use of MASS-1, COMBIN-14, and LINK-10 elements, respectively. Time history of dynamic response and maximal displacements, velocities and accelerations are reported and discussed. The results indicated that among three passive control strategies technique of added damping is the most effective for seismic responses of power transmission tower. REFERENCES [1] ASCE Committee on Electrical Transmission Structures, 198. Loadings for Electrical Transmission Structures, ASCE, J. Struct. Div., 108(5), [] ASCE, Guidelines for Electrical Transmission Line Structural Loading, ASCE, Manuals and Reports on Engng Practice, No. 74. [3] J. A. T. De Freitas, and A.C.B.S. Ribeiro, 199. Large Displacement Elasto-plastic Analysis of Space Trusses, Int. J. Computers and Structures, 5, [4] H. Yan, Y. J. Liu, and D. S. Zhao, Geometric Nonlinear Analysis of Transmission Tower with Continous Legs, J. Advances in Steel Struct., 5,

5 [5] F. G. Albermani, A, Kitipornchai and S.Numerical, 003. Simulation of Structural Behavior of Transmission Towers, J. Thin-Walled Struct. 41, [6] H. N. Li, W. L. Shi and L. G. Jia, 004. The Effect of Lines on Transmission Tower System and Simplified Calculation Method, J. Vib and Shock, 3(), 1-7. [7] Y. H. Lei and Y. L. Chien, 005. Seismic Analysis of Transmission Towers Considering Both Geometric and Material Nonlinearities, Tamkang J. of Sci. and Engng., 8(1), 9-4. [8] W. L. Shi, H. N. Li, and L. G. Jia, 006. Shaking Table Test of Coupled System of Transmission Lines and Tower, J. Engng Mech., 3(5), [9] D. S. Chao and S. A. Kin, 004. Effection of Finite Element Models for Dynamic Characteristics Analysis of Transmission Tower Structure, J. Spec. Struct., 1(3). [10] B. L. Zhu, W. T. Hu, and C. X. Li, 006. Estimating seismic responses of transmission towers by finite element method, J. Earth. Engng. and Engng. Vib, 6(5). [11] L. Luo, B. Y. Liu, and Z. H. Niu, 010. Research on the Dynamic Properties of Drum-Type Transmission Tower, J. Indus. Archi., S1. [1] L. J. Huang and Y. J. Lin, 014. Free Vibration and Seismic Responses of Power Transmission Tower Using ANSYS and SAP000, Int.. J. Emerg. Tech. and Advan. Engng, 4(8), [13] H. H. E. Leipholz and M. Abdel-Rohman, Control of Structures, Martinus Nijhoff Publishers. [14] B. Chen, J. Zeng and W. L. Qu, 007. Wind-Induced Vibration Control of Transmission Tower Using Magneto-rheological Dampers, Proc. Int. Con. Heal. Monit. Struct. Mat. and Env, 1, 33-37, Nanjing, China. [15] B.Chen, J. Zheng and W. L. Qu, 007. Practical Method for Wind- Resistant Design of Transmission Tower-Line System y Using Visco-elastic Dampers, Proc. nd Int. Con. Struct. Cond. Assess., Monit. and Impr, , Changsha, China. [16] Y. L. Xu and B. Chen, 008. Integrated Vibration Control and Health Monitoring of Building Structures Using Semi-Active Friction Dampers: Part I-Methodology, Engng. Struct., 30(7), [17] B. Chen and Y. L. Xu, 008. Integrated Vibration Control and Health Monitoring of Building Structures Using Semi-Active Friction Dampers: Part II-Numerical Investigation, Engng. Struct., 30(3), [18] B. Chen J. Zeng and W. L. Qu, 010. Vibration Control and Damage Detection of Transmisssion Tower-Line System Under Earthquake by Using Friction Dampers, Proc. 11 th Int. Symp. Struct. Engng., , Guangzhou, China. [19] P. Zhang, G. B. Song, H. N. Li and Y. X. Lin, 013. Seismic Control of Power Transmission Tower Using Pounding TMD, J. Engng. Mech., 139(10), [0] B. Chen, W. H. Guo, P. Y. Li and W. P. Xie, 014. Dynamic Response and Vibration Control of the Transmission Tower-Line System: A State-of-the-Art Review, The Sci. World J., Article ID [1] E. Hinton and D. R. J. Owen, An Introduction to Finite Element Computations, Pineridge Press, U.K. [] G.. C. Hart and K. Wong, 000. Structural Dynamics for Structural Engineers, John-Wiley & Sons, Inc. 36 Appendix: APDL for dynamic response /SOLU ANTYPE, 4, NEW TRNOPT, FULL OUTRES, ALL, ALL D, 467, ALL,,,,,, D, 47, ALL,,,,,, D, 480, ALL,,,,,, D, 488, ALL,,,,,, TIMINT, OFF D, 40, UZ, 0.1 TIME, NSUBST, KBC, 1 LSWRITE TIMINT,ON DDELE, 40, UZ DELTIM, 0.0 TIME, LSWRITE LSSOLVE, 1, FINISH /POST6 NSOL,,40,U,Z,UZ DERIV,3,,1,,VZ40,,, DERIV,4,3,1,,ACCZ40,,, /GRID, 1 /AXLAB, X, TIME (s) /AXLAB, Y, DISPLACEMENT (m) PLVAR, /AXLAB, Y, VELOCITY (m/s) PLVAR, 3 /AXLAB, Y, ACCELERATION (m/s^) PLVAR, 4 PRVAR,, 3, 4 FINISH

6 TABLE I Natural frequencies and periods for a typical TRANSMISSION tower FRAME Frequencies (Hz) ANSYS Frequencies(Hz) SAP000 Periods (sec) ANSYS Periods (sec) SAP000 Discrepancies (%) ( ( SAP- ANSYS)/ANSYS *100% Mode Mode Mode Mode Mode Mode TABLE II MAXIMAL DYNAMIC RESPONSES OF POWER TRANSMISSION TOWER FRAME WITHOUT AND WITH ADDED-MASSES Ma (kg) u max ( m) u max ( m/ s) u max 0 (uncontrolled) ( m / s ) TABLE III MAXIMAL DYNAMIC RESPONSES OF POWER TRANSMISSION TOWER FRAME WITHOUT AND WITH ADDED-DAMPINGS Ca ( N s / m) u max ( m) u max ( m/ s) u max 0 (uncontrolled) ( m / s ) TABLE IV MAXIMAL DYNAMIC RESPONSES OF POWER TRANSMISSION TOWER FRAME WITHOUT AND WITH ADDED- (m ) u max ( m) u max ( m/ s) A sa u max 0 (uncontrolled) ( m / s ) TENDON 37

7 8 m 6 m 8 m 8 m 4.45 m International Journal of Emerging Technology and Advanced Engineering 10.4 m 6.38 m 6.88 m 7.45 m z y x a g (t) 10. m Figure 1 Schematic of a typical transmission tower frame using ANSYS and SAP000 38

8 (a) Uncontrolled (Ma = 0 kg) (b) Added-mass Ma = 375 kg (c) Added-mass Ma = 936 kg (d) Added-mass Ma = 187 kg Figure Effect of added-mass on the acceleration responses of free vibration of power transmission tower 39

9 (a) Uncontrolled (Ca = 0 N s / m ) (b) Added-damping (Ca = N s / m ) (c) Added-damping (Ca = N s / m ) (d) Added-damping (Ca = N s / m ) Figure 3 Effect of added-damping on the velocity responses of free vibration of power transmission tower 40

10 (a) Uncontrolled (Asa = 0 m ) (b) Added-tendon (Asa = m ) (c) Added-tendon (Asa = m ) (d) Added-tendon (Asa = m ) Figure 4 Effect of added-tendon on the displacement responses of free vibration of power transmission tower 41

Analysis of seismic response control for long-span cable-stayed. bridge under traveling wave input *

Analysis of seismic response control for long-span cable-stayed. bridge under traveling wave input * Analysis of seismic response control for long-span cable-stayed bridge under traveling wave input * QI ing-jun, LI iao-jun 2 ( Associate Professor, School of Civil Engineering, Shandong Jianzhu University,

More information

STUDY OF DAM-RESERVOIR DYNAMIC INTERACTION USING VIBRATION TESTS ON A PHYSICAL MODEL

STUDY OF DAM-RESERVOIR DYNAMIC INTERACTION USING VIBRATION TESTS ON A PHYSICAL MODEL STUDY OF DAM-RESERVOIR DYNAMIC INTERACTION USING VIBRATION TESTS ON A PHYSICAL MODEL Paulo Mendes, Instituto Superior de Engenharia de Lisboa, Portugal Sérgio Oliveira, Laboratório Nacional de Engenharia

More information

EFFECTS ON NUMBER OF CABLES FOR MODAL ANALYSIS OF CABLE-STAYED BRIDGES

EFFECTS ON NUMBER OF CABLES FOR MODAL ANALYSIS OF CABLE-STAYED BRIDGES EFFECTS ON NUMBER OF CABLES FOR MODAL ANALYSIS OF CABLE-STAYED BRIDGES Yang-Cheng Wang Associate Professor & Chairman Department of Civil Engineering Chinese Military Academy Feng-Shan 83000,Taiwan Republic

More information

DEVELOPMENT AND APPLICATIONS OF TUNED/HYBRID MASS DAMPERS USING MULTI-STAGE RUBBER BEARINGS FOR VIBRATION CONTROL OF STRUCTURES

DEVELOPMENT AND APPLICATIONS OF TUNED/HYBRID MASS DAMPERS USING MULTI-STAGE RUBBER BEARINGS FOR VIBRATION CONTROL OF STRUCTURES 13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 2243 DEVELOPMENT AND APPLICATIONS OF TUNED/HYBRID MASS DAMPERS USING MULTI-STAGE RUBBER BEARINGS FOR

More information

PASSIVE VIBRATION DAMPING IN A TRUSS TELECOMMUNICATION TOWER

PASSIVE VIBRATION DAMPING IN A TRUSS TELECOMMUNICATION TOWER Technical Sciences 17(3), 2014, 249 258 PASSIVE VIBRATION DAMPING IN A TRUSS TELECOMMUNICATION TOWER Józef Pelc 1, Bronisław Kolator 2 1 Department of Mechanical Engineering and Fundamentals of Machine

More information

The Effect of Energy Dissipation Systems on the Four- Story Steel Structure by Comparing Them

The Effect of Energy Dissipation Systems on the Four- Story Steel Structure by Comparing Them European Online Journal of Natural and Social Sciences 2015; Vol.3, No.3 Special Issue on New Trends in Architecture, Civil Engineering, and Urban Studies ISSN 1805-3602 www.european-science.com The Effect

More information

Response to Harmonic Excitation Part 2: Damped Systems

Response to Harmonic Excitation Part 2: Damped Systems Response to Harmonic Excitation Part 2: Damped Systems Part 1 covered the response of a single degree of freedom system to harmonic excitation without considering the effects of damping. However, almost

More information

ENERGY DISSIPATION DEVICES IN BRIDGES USING HYDRAULIC DAMPERS

ENERGY DISSIPATION DEVICES IN BRIDGES USING HYDRAULIC DAMPERS ENERGY DISSIPATION DEVICES IN BRIDGES USING HYDRAULIC DAMPERS by E.A. Delis Bridge Engineer, Seismic Specialist Caltrans, Division of Structures Sacramento, CA 95816 R.B. Malla Assistant Professor University

More information

Seismic Response Analysis of the Underwater High-rise Independent Intake Tower. Zhang Liaojun Wu Zuoguo Ye Shangfang Zhang Huixing

Seismic Response Analysis of the Underwater High-rise Independent Intake Tower. Zhang Liaojun Wu Zuoguo Ye Shangfang Zhang Huixing Seismic Response Analysis of the Underwater High-rise Independent Intake Tower Zhang Liaojun Wu Zuoguo Ye Shangfang Zhang Huixing College of Water Conservancy and Hydropower Engineering, Hohai University,Nanjing,China,

More information

SEISMIC CODE EVALUATION. MEXICO Evaluation conducted by Jorge Gutiérrez

SEISMIC CODE EVALUATION. MEXICO Evaluation conducted by Jorge Gutiérrez SEISMIC CODE EVALUATION MEXICO Evaluation conducted by Jorge Gutiérrez NAME OF DOCUMENT: Normas Técnicas Complementarias para Diseño por Sismo ( Complementary Technical Norms for Earthquake Resistant Design

More information

Optimum proportions for the design of suspension bridge

Optimum proportions for the design of suspension bridge Journal of Civil Engineering (IEB), 34 (1) (26) 1-14 Optimum proportions for the design of suspension bridge Tanvir Manzur and Alamgir Habib Department of Civil Engineering Bangladesh University of Engineering

More information

Hybrid simulation evaluation of the suspended zipper braced frame

Hybrid simulation evaluation of the suspended zipper braced frame Hybrid simulation evaluation of the suspended zipper braced frame Tony Yang Post-doctoral scholar University of California, Berkeley Acknowledgements: Andreas Schellenberg, Bozidar Stojadinovic, Jack Moehle

More information

Vehicle-Bridge Interaction Dynamics

Vehicle-Bridge Interaction Dynamics Vehicle-Bridge Interaction Dynamics With Applications to High-Speed Railways Y. B. Yang National Taiwan University, Taiwan J. D. Yau Tamkang University, Taiwan Y. S. Wu Sinotech Engineering Consultants,

More information

Finite Element Method (ENGC 6321) Syllabus. Second Semester 2013-2014

Finite Element Method (ENGC 6321) Syllabus. Second Semester 2013-2014 Finite Element Method Finite Element Method (ENGC 6321) Syllabus Second Semester 2013-2014 Objectives Understand the basic theory of the FEM Know the behaviour and usage of each type of elements covered

More information

Earthquake tragedy and application of seismic isolation, energy dissipation and other seismic control systems to protect structures in China

Earthquake tragedy and application of seismic isolation, energy dissipation and other seismic control systems to protect structures in China Research & development Earthquake tragedy and application of seismic isolation, energy dissipation and other seismic control systems to protect structures in China 90% of the Chinese territory is seismic.

More information

Original Publication: International Journal of High-Rise Buildings Volume 5 Number 1

Original Publication: International Journal of High-Rise Buildings Volume 5 Number 1 ctbuh.org/papers Title: Authors: Subject: Keywords: High-rise Reinforced-concrete Building Incorporating an Oil Damper in an Outrigger Frame Yukihiro Omika, Kobori Research Complex Norihide Koshika, Kobori

More information

The kinematic interaction of a single pile with heterogeneous soil

The kinematic interaction of a single pile with heterogeneous soil Earthquake Ground Motion: Input Definition for Aseismic Design 135 The kinematic interaction of a single pile with heterogeneous soil M. Maugeri, E. Motta, E. Raciti & D. Ardita Department of Civil and

More information

DYNAMIC ANALYSIS OF THICK PLATES SUBJECTED TO EARTQUAKE

DYNAMIC ANALYSIS OF THICK PLATES SUBJECTED TO EARTQUAKE DYNAMIC ANALYSIS OF THICK PLATES SUBJECTED TO EARTQUAKE ÖZDEMİR Y. I, AYVAZ Y. Posta Adresi: Department of Civil Engineering, Karadeniz Technical University, 68 Trabzon, TURKEY E-posta: yaprakozdemir@hotmail.com

More information

DYNAMICAL ANALYSIS OF SILO SURFACE CLEANING ROBOT USING FINITE ELEMENT METHOD

DYNAMICAL ANALYSIS OF SILO SURFACE CLEANING ROBOT USING FINITE ELEMENT METHOD International Journal of Mechanical Engineering and Technology (IJMET) Volume 7, Issue 1, Jan-Feb 2016, pp. 190-202, Article ID: IJMET_07_01_020 Available online at http://www.iaeme.com/ijmet/issues.asp?jtype=ijmet&vtype=7&itype=1

More information

Dead Load Analysis of Cable-Stayed Bridge

Dead Load Analysis of Cable-Stayed Bridge 2011 International Conference on Intelligent Building and Management Proc.of CSIT vol.5 (2011) (2011) IACSIT Press, Singapore Dead Load Analysis of Cable-Stayed Bridge Tao Zhang 1,2 +, ZhiMin Wu 1 1 Department

More information

VERIFICATION OF THE METHOD FOR IMPROVING ACCURACY OF SIMPLIFIED SEISMIC RESPONSE ANALYSIS OF STEEL RIGID FRAME VIADUCTS

VERIFICATION OF THE METHOD FOR IMPROVING ACCURACY OF SIMPLIFIED SEISMIC RESPONSE ANALYSIS OF STEEL RIGID FRAME VIADUCTS International Journal of Civil Engineering and Technology (IJCIET) Volume 6, Issue 10, Oct 2015, pp. 46-61 Article ID: IJCIET_06_10_005 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=6&itype=10

More information

PREDICTION OF MACHINE TOOL SPINDLE S DYNAMICS BASED ON A THERMO-MECHANICAL MODEL

PREDICTION OF MACHINE TOOL SPINDLE S DYNAMICS BASED ON A THERMO-MECHANICAL MODEL PREDICTION OF MACHINE TOOL SPINDLE S DYNAMICS BASED ON A THERMO-MECHANICAL MODEL P. Kolar, T. Holkup Research Center for Manufacturing Technology, Faculty of Mechanical Engineering, CTU in Prague, Czech

More information

Nonlinear analysis and form-finding in GSA Training Course

Nonlinear analysis and form-finding in GSA Training Course Nonlinear analysis and form-finding in GSA Training Course Non-linear analysis and form-finding in GSA 1 of 47 Oasys Ltd Non-linear analysis and form-finding in GSA 2 of 47 Using the GSA GsRelax Solver

More information

Dynamics of Offshore Wind Turbines

Dynamics of Offshore Wind Turbines Proceedings of the Twenty-first (2011) International Offshore and Polar Engineering Conference Maui, Hawaii, USA, June 19-24, 2011 Copyright 2011 by the International Society of Offshore and Polar Engineers

More information

New approaches in Eurocode 3 efficient global structural design

New approaches in Eurocode 3 efficient global structural design New approaches in Eurocode 3 efficient global structural design Part 1: 3D model based analysis using general beam-column FEM Ferenc Papp* and József Szalai ** * Associate Professor, Department of Structural

More information

DESIGN AND ANALYSIS OF BRIDGE WITH TWO ENDS FIXED ON VERTICAL WALL USING FINITE ELEMENT ANALYSIS

DESIGN AND ANALYSIS OF BRIDGE WITH TWO ENDS FIXED ON VERTICAL WALL USING FINITE ELEMENT ANALYSIS International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 2, March-April 2016, pp. 34-44, Article ID: IJCIET_07_02_003 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=2

More information

Methods for Seismic Retrofitting of Structures

Methods for Seismic Retrofitting of Structures Methods for Seismic Retrofitting of Structures Retrofitting of existing structures with insufficient seismic resistance accounts for a major portion of the total cost of hazard mitigation. Thus, it is

More information

METHODS FOR ACHIEVEMENT UNIFORM STRESSES DISTRIBUTION UNDER THE FOUNDATION

METHODS FOR ACHIEVEMENT UNIFORM STRESSES DISTRIBUTION UNDER THE FOUNDATION International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 2, March-April 2016, pp. 45-66, Article ID: IJCIET_07_02_004 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=2

More information

Retrofitting of RCC Structure WIH Strengthening of Shear Wall with External Post Tensioning Cables

Retrofitting of RCC Structure WIH Strengthening of Shear Wall with External Post Tensioning Cables Retrofitting of RCC Structure WIH Strengthening of Shear Wall with External Post Tensioning Cables Yogesh Ghodke, G. R. Gandhe Department of Civil Engineering, Deogiri Institute of Engineering and Management

More information

Incorporating Gyromass Lumped Parameter Models (GLPMs) in OpenSees

Incorporating Gyromass Lumped Parameter Models (GLPMs) in OpenSees TECHNICAL REPORT Incorporating Gyromass Lumped Parameter Models (GLPMs) in OpenSees Naba Raj Shrestha Graduate School of Science & Engineering Saitama University 7/30/2013 Introduction Lumped parameter

More information

Development of U-shaped Steel Damper for Seismic Isolation System

Development of U-shaped Steel Damper for Seismic Isolation System UDC 624. 042. 7 Development of U-shaped Steel Damper for Seismic Isolation System Kazuaki SUZUKI* 1 Atsushi WATANABE* 1 Eiichiro SAEKI* 1 Abstract Seismic isolation system was widely admitted after Hanshin-Awaji

More information

THERMAL CRACKING RESPONE OF REINFORCED CONCRETE BEAM TO GRADIENT TEMPERATURE

THERMAL CRACKING RESPONE OF REINFORCED CONCRETE BEAM TO GRADIENT TEMPERATURE THERMAL CRACKING RESPONE OF REINFORCED CONCRETE BEAM TO GRADIENT TEMPERATURE L. DAHMANI, M.KOUANE Abstract In this paper are illustrated the principal aspects connected with the numerical evaluation of

More information

SEISMIC DESIGN OF MULTI-STORY BUILDINGS WITH METALLIC STRUCTURAL FUSES. R. Vargas 1 and M. Bruneau 2 ABSTRACT

SEISMIC DESIGN OF MULTI-STORY BUILDINGS WITH METALLIC STRUCTURAL FUSES. R. Vargas 1 and M. Bruneau 2 ABSTRACT Proceedings of the 8 th U.S. National Conference on Earthquake Engineering April 18-22, 26, San Francisco, California, USA Paper No. 28 SEISMIC DESIGN OF MULTI-STORY BUILDINGS WITH METALLIC STRUCTURAL

More information

Modeling Mechanical Systems

Modeling Mechanical Systems chp3 1 Modeling Mechanical Systems Dr. Nhut Ho ME584 chp3 2 Agenda Idealized Modeling Elements Modeling Method and Examples Lagrange s Equation Case study: Feasibility Study of a Mobile Robot Design Matlab

More information

Guideway Joint Surface Properties of Heavy Machine Tools Based on the Theory of Similarity

Guideway Joint Surface Properties of Heavy Machine Tools Based on the Theory of Similarity Research Journal of Applied Sciences, Engineering and Technology 5(): 530-536, 03 ISSN: 040-7459; e-issn: 040-7467 Maxwell Scientific Organization, 03 Submitted: October, 0 Accepted: December 03, 0 Published:

More information

Study of Analysis System for Bridge Test

Study of Analysis System for Bridge Test Study of Analysis System for Bridge Test Chen Ke, Lu Jian-Ming, Research Institute of Highway, 100088, Beijing, China (chenkezi@163.com, lujianming@263.net) Summary Analysis System for Bridge Test (Chinese

More information

MEMS Multiphysics Simulation in ANSYS Workbench David Harrar II, PhD Ozen Engineering, Inc.

MEMS Multiphysics Simulation in ANSYS Workbench David Harrar II, PhD Ozen Engineering, Inc. MEMS Multiphysics Simulation in ANSYS Workbench David Harrar II, PhD Ozen Engineering, Inc. 1 Ozen Engineering, Inc. We are the local ANSYS Channel Partner With over 25 years of experience in FEA and CFD

More information

A NUMERICAL ANALYSIS BASED SUBSTITUTE METHOD FOR SHAKING TABLE TEST IN CONSIDERING OF THE SOIL-STRUCTURE INTERACTION

A NUMERICAL ANALYSIS BASED SUBSTITUTE METHOD FOR SHAKING TABLE TEST IN CONSIDERING OF THE SOIL-STRUCTURE INTERACTION A NUMERICAL ANALYSIS BASED SUBSTITUTE METHOD FOR SHAKING TABLE TEST IN CONSIDERING OF THE SOIL-STRUCTURE INTERACTION Y.R. Wang 1, J.W. Dai 2, S.M. Zhan 3 and Y. Jiang 4 1 Ph.D Student, Dept. of Structural

More information

DYNAMIC ANALYSIS ON STEEL FIBRE

DYNAMIC ANALYSIS ON STEEL FIBRE International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 2, March-April 2016, pp. 179 184, Article ID: IJCIET_07_02_015 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=2

More information

SECTION 1 Modeling in Contemporary Software Programs

SECTION 1 Modeling in Contemporary Software Programs SECTION 1 Modeling in Contemporary Software Programs 1.1 General The numerical tools used by expert engineers to analyze seismically isolated structures at the time of this writing represent the state

More information

DT024 YEAR 4 GROUP ASSIGNMENT TUNING OF A VIBRATION ABSORBER FOR A SDOF SYSTEM. Table of Contents. 1 Introduction.. 2. 2 Damping in Structures...

DT024 YEAR 4 GROUP ASSIGNMENT TUNING OF A VIBRATION ABSORBER FOR A SDOF SYSTEM. Table of Contents. 1 Introduction.. 2. 2 Damping in Structures... ! DT024 YEAR 4 GROUP ASSIGNMENT TUNING OF A VIBRATION ABSORBER FOR A SDOF SYSTEM Table of Contents Section Page 1 Introduction.. 2 2 Damping in Structures... 3 3 Background Theory 11 4 Theoretical Modelling

More information

TRAVELING WAVE EFFECTS ON NONLINEAR SEISMIC BEHAVIOR OF CONCRETE GRAVITY DAMS

TRAVELING WAVE EFFECTS ON NONLINEAR SEISMIC BEHAVIOR OF CONCRETE GRAVITY DAMS TRAVELING WAVE EFFECTS ON NONLINEAR SEISMIC BEHAVIOR OF CONCRETE GRAVITY DAMS H. Mirzabozorg 1, M. R. Kianoush 2 and M. Varmazyari 3 1,3 Assistant Professor and Graduate Student respectively, Department

More information

TECHNICAL NOTE. Design of Diagonal Strap Bracing Lateral Force Resisting Systems for the 2006 IBC. On Cold-Formed Steel Construction INTRODUCTION

TECHNICAL NOTE. Design of Diagonal Strap Bracing Lateral Force Resisting Systems for the 2006 IBC. On Cold-Formed Steel Construction INTRODUCTION TECHNICAL NOTE On Cold-Formed Steel Construction 1201 15th Street, NW, Suite 320 W ashington, DC 20005 (202) 785-2022 $5.00 Design of Diagonal Strap Bracing Lateral Force Resisting Systems for the 2006

More information

Course in. Nonlinear FEM

Course in. Nonlinear FEM Course in Introduction Outline Lecture 1 Introduction Lecture 2 Geometric nonlinearity Lecture 3 Material nonlinearity Lecture 4 Material nonlinearity continued Lecture 5 Geometric nonlinearity revisited

More information

Dispersion diagrams of a water-loaded cylindrical shell obtained from the structural and acoustic responses of the sensor array along the shell

Dispersion diagrams of a water-loaded cylindrical shell obtained from the structural and acoustic responses of the sensor array along the shell Dispersion diagrams of a water-loaded cylindrical shell obtained from the structural and acoustic responses of the sensor array along the shell B.K. Jung ; J. Ryue ; C.S. Hong 3 ; W.B. Jeong ; K.K. Shin

More information

Code_Aster. A finite element of cable-pulley

Code_Aster. A finite element of cable-pulley Titre : Un élément fini de câble-poulie Date : 09/12/2013 Page : 1/14 A finite element of cable-pulley Summarized : The pulleys play an important role in structures of cables such as the air electric lines.

More information

AUTODESK SIMULATION MULTIPHYSICS 2013

AUTODESK SIMULATION MULTIPHYSICS 2013 AUTODESK SIMULATION MULTIPHYSICS 2013 Which Analysis to Use? FANKOM MÜHENDİSLİK 2/4/2013 AUTODESK SIMULATION MULTIPHYSICS Which Analysis to Use? Use the following guidelines to help choose the correct

More information

Introduction to Solid Modeling Using SolidWorks 2012 SolidWorks Simulation Tutorial Page 1

Introduction to Solid Modeling Using SolidWorks 2012 SolidWorks Simulation Tutorial Page 1 Introduction to Solid Modeling Using SolidWorks 2012 SolidWorks Simulation Tutorial Page 1 In this tutorial, we will use the SolidWorks Simulation finite element analysis (FEA) program to analyze the response

More information

Seismic Rehabilitation of Les Jardins Westmount, Montreal (Quebec), Canada

Seismic Rehabilitation of Les Jardins Westmount, Montreal (Quebec), Canada Seismic Rehabilitation of Les Jardins Westmount, Montreal (Quebec), Canada M. Zarrabi & R. Bartosh BCA Consultants, Montreal, Quebec, Canada A. Pall Pall Dynamics Limited, Montreal, Canada SUMMARY The

More information

SEISMIC DESIGN. Various building codes consider the following categories for the analysis and design for earthquake loading:

SEISMIC DESIGN. Various building codes consider the following categories for the analysis and design for earthquake loading: SEISMIC DESIGN Various building codes consider the following categories for the analysis and design for earthquake loading: 1. Seismic Performance Category (SPC), varies from A to E, depending on how the

More information

Statics of Structural Supports

Statics of Structural Supports Statics of Structural Supports TYPES OF FORCES External Forces actions of other bodies on the structure under consideration. Internal Forces forces and couples exerted on a member or portion of the structure

More information

Control of Seismic Drift Demand for Reinforced Concrete Buildings with Weak First Stories

Control of Seismic Drift Demand for Reinforced Concrete Buildings with Weak First Stories Earthquake Yoshimura: Engineering Control and of Engineering Seismic Drift Seismology Demand for Reinforced Concrete Buildings with Weak First Stories 7 Volume 4, Number, September 3, pp. 7 3 Control of

More information

SEISMIC RETROFITTING OF STRUCTURES

SEISMIC RETROFITTING OF STRUCTURES SEISMIC RETROFITTING OF STRUCTURES RANJITH DISSANAYAKE DEPT. OF CIVIL ENGINEERING, FACULTY OF ENGINEERING, UNIVERSITY OF PERADENIYA, SRI LANKA ABSTRACT Many existing reinforced concrete structures in present

More information

Analysis of the Response Under Live Loads of Two New Cable Stayed Bridges Built in Mexico

Analysis of the Response Under Live Loads of Two New Cable Stayed Bridges Built in Mexico Analysis of the Response Under Live Loads of Two New Cable Stayed Bridges Built in Mexico Roberto Gómez, Raul Sánchez-García, J.A. Escobar and Luis M. Arenas-García Abstract In this paper we study the

More information

BLIND TEST ON DAMAGE DETECTION OF A STEEL FRAME STRUCTURE

BLIND TEST ON DAMAGE DETECTION OF A STEEL FRAME STRUCTURE BLIND TEST ON DAMAGE DETECTION OF A STEEL FRAME STRUCTURE C.J. Black< 1 >,C.E. Ventura(2) Graduate Student, < 2 > Associate Professor University of British Columbia Department of Civil Engineering

More information

3D Periodic Foundation-based Structural Vibration Isolation

3D Periodic Foundation-based Structural Vibration Isolation , July 3-5, 2013, London, U.K. 3D Periodic Foundation-based Structural Vibration Isolation Z.B. Cheng, Y.Q. Yan, Farn-Yuh Menq, Y.L. Mo, H.J. Xiang, Z.F. Shi and Kenneth H. Stokoe, II Abstract Guided by

More information

STUDY AND APPLICATION OF METALLIC YIELDING ENERGY DISSIPATION DEVICES IN BUILDINGS

STUDY AND APPLICATION OF METALLIC YIELDING ENERGY DISSIPATION DEVICES IN BUILDINGS 10NCEE Tenth U.S. National Conference on Earthquake Engineering Frontiers of Earthquake Engineering July 21-25, 2014 Anchorage, Alaska STUDY AND APPLICATION OF METALLIC YIELDING ENERGY DISSIPATION DEVICES

More information

Determination of Stress Histories in Structures by Natural Input Modal Analysis

Determination of Stress Histories in Structures by Natural Input Modal Analysis Determination of Stress Histories in Structures by Natural Input Modal Analysis Henrik P. Hjelm Structural Vibration Solutions A/S Novi Science Park, Niels Jernes Vej 10, DK-9220 Aalborg East, Denmark

More information

Using Spring-Mass Models to Determine the Dynamic Response of Two-Story Buildings Subjected to Lateral Loads

Using Spring-Mass Models to Determine the Dynamic Response of Two-Story Buildings Subjected to Lateral Loads Using Spring-Mass Models to Determine the Dynamic Response of Two-Story Buildings Subjected to Lateral Loads S.T. De la Cruz, M.A. Rodríguez & V. Hernández Autonomous University of Ciudad Juárez, Ciudad

More information

NUMERICAL INVESTIGATION OF SEISMIC ISOLATION FOR SINGLE- TOWER CABLE STAYED BRIDGES

NUMERICAL INVESTIGATION OF SEISMIC ISOLATION FOR SINGLE- TOWER CABLE STAYED BRIDGES 13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 24 Paper No. 1552 NUMERICAL INVESTIGATION OF SEISMIC ISOLATION FOR SINGLE- TOWER CABLE STAYED BRIDGES Charles B. CHADWELL

More information

Programming the Finite Element Method

Programming the Finite Element Method Programming the Finite Element Method FOURTH EDITION I. M. Smith University of Manchester, UK D. V. Griffiths Colorado School of Mines, USA John Wiley & Sons, Ltd Contents Preface Acknowledgement xv xvii

More information

Equivalent Spring Stiffness

Equivalent Spring Stiffness Module 7 : Free Undamped Vibration of Single Degree of Freedom Systems; Determination of Natural Frequency ; Equivalent Inertia and Stiffness; Energy Method; Phase Plane Representation. Lecture 13 : Equivalent

More information

Innovative base-isolated building with large mass-ratio TMD at basement for greater earthquake resilience

Innovative base-isolated building with large mass-ratio TMD at basement for greater earthquake resilience Hashimoto et al. Future Cities and Environment (215) 1:9 DO 1.1186/s4984-15-7-6 TECHNCAL ARTCLE nnovative base-isolated building with large mass-ratio TMD at basement for greater earthquake resilience

More information

SIESMIC SLOSHING IN CYLINDRICAL TANKS WITH FLEXIBLE BAFFLES

SIESMIC SLOSHING IN CYLINDRICAL TANKS WITH FLEXIBLE BAFFLES SIESMIC SLOSHING IN CYLINDRICAL TANKS WITH FLEXIBLE BAFFLES Kayahan AKGUL 1, Yasin M. FAHJAN 2, Zuhal OZDEMIR 3 and Mhamed SOULI 4 ABSTRACT Sloshing has been one of the major concerns for engineers in

More information

DYNAMIC RESPONSE OF VEHICLE-TRACK COUPLING SYSTEM WITH AN INSULATED RAIL JOINT

DYNAMIC RESPONSE OF VEHICLE-TRACK COUPLING SYSTEM WITH AN INSULATED RAIL JOINT 11 th International Conference on Vibration Problems Z. Dimitrovová et al. (eds.) Lisbon, Portugal, 9-12 September 2013 DYNAMIC RESPONSE OF VEHICLE-TRACK COUPLING SYSTEM WITH AN INSULATED RAIL JOINT Ilaria

More information

COMPETENCY GOAL 1: The learner will develop abilities necessary to do and understand scientific inquiry.

COMPETENCY GOAL 1: The learner will develop abilities necessary to do and understand scientific inquiry. North Carolina Standard Course of Study and Grade Level Competencies, Physics I Revised 2004 139 Physics PHYSICS - Grades 9-12 Strands: The strands are: Nature of Science, Science as Inquiry, Science and

More information

Research on Vehicle Dynamics Simulation for Driving Simulator Fang Tang a, Yanding Wei b, Xiaojun Zhou c, Zhuhui Luo d, Mingxiang Xie e, Peixin Li f

Research on Vehicle Dynamics Simulation for Driving Simulator Fang Tang a, Yanding Wei b, Xiaojun Zhou c, Zhuhui Luo d, Mingxiang Xie e, Peixin Li f Advanced Materials Research Vols. 308-310 (2011) pp 1946-1950 Online available since 2011/Aug/16 at www.scientific.net (2011) Trans Tech Publications, Switzerland doi:10.4028/www.scientific.net/amr.308-310.1946

More information

Calculation and Analysis of Tunnel Longitudinal Structure under Effect of Uneven Settlement of Weak Layer

Calculation and Analysis of Tunnel Longitudinal Structure under Effect of Uneven Settlement of Weak Layer Calculation and Analysis of Tunnel Longitudinal Structure under Effect of Uneven Settlement of Weak Layer 1,2 Li Zhong, 2Chen Si-yang, 3Yan Pei-wu, 1Zhu Yan-peng School of Civil Engineering, Lanzhou University

More information

Design Example 1 Reinforced Concrete Wall

Design Example 1 Reinforced Concrete Wall Design Example 1 Reinforced Concrete Wall OVERVIEW The structure in this design example is an eight-story office with load-bearing reinforced concrete walls as its seismic-force-resisting system. This

More information

Influence of Damping Systems On Building Structures Subject to Seismic Effects. Julius Marko

Influence of Damping Systems On Building Structures Subject to Seismic Effects. Julius Marko Influence of Damping Systems On Building Structures Subject to Seismic Effects Julius Marko May 26 ii Abstract In order to control the vibration response of high rise buildings during seismic events, energy

More information

INFLUENCE OF ENERGY DISSIPATING SYSTEMS ON THE SEISMIC RESPONSE OF CABLE SUPPORTED BRIDGES

INFLUENCE OF ENERGY DISSIPATING SYSTEMS ON THE SEISMIC RESPONSE OF CABLE SUPPORTED BRIDGES 13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 1046 INFLUENCE OF ENERGY DISSIPATING SYSTEMS ON THE SEISMIC RESPONSE OF CABLE SUPPORTED BRIDGES Tony

More information

Rehabilitation of a 1985 Steel Moment- Frame Building

Rehabilitation of a 1985 Steel Moment- Frame Building Rehabilitation of a 1985 Steel Moment- Frame Building Gregg Haskell, a) M.EERI A 1985 steel moment frame is seismically upgraded using passive energy dissipation, without adding stiffness to the system.

More information

A ball, attached to a cord of length 1.20 m, is set in motion so that it is swinging backwards and forwards like a pendulum.

A ball, attached to a cord of length 1.20 m, is set in motion so that it is swinging backwards and forwards like a pendulum. MECHANICS: SIMPLE HARMONIC MOTION QUESTIONS THE PENDULUM (2014;2) A pendulum is set up, as shown in the diagram. The length of the cord attached to the bob is 1.55 m. The bob has a mass of 1.80 kg. The

More information

Tutorial for Assignment #2 Gantry Crane Analysis By ANSYS (Mechanical APDL) V.13.0

Tutorial for Assignment #2 Gantry Crane Analysis By ANSYS (Mechanical APDL) V.13.0 Tutorial for Assignment #2 Gantry Crane Analysis By ANSYS (Mechanical APDL) V.13.0 1 Problem Description Design a gantry crane meeting the geometry presented in Figure 1 on page #325 of the course textbook

More information

Vibration Course Enhancement through a Dynamic MATLAB Graphic User Interface

Vibration Course Enhancement through a Dynamic MATLAB Graphic User Interface Vibration Course Enhancement through a Dynamic MATLAB Graphic User Interface Elizabeth K. Ervin 1 [Weiping Xu 2 ] Abstract From the string of a guitar to the radio wave, vibration occurs all the time and

More information

Fluid structure interaction of a vibrating circular plate in a bounded fluid volume: simulation and experiment

Fluid structure interaction of a vibrating circular plate in a bounded fluid volume: simulation and experiment Fluid Structure Interaction VI 3 Fluid structure interaction of a vibrating circular plate in a bounded fluid volume: simulation and experiment J. Hengstler & J. Dual Department of Mechanical and Process

More information

SEISMIC DESIGN OF HIGHWAY BRIDGES

SEISMIC DESIGN OF HIGHWAY BRIDGES Journal of Japan Association for Earthquake Engineering, Vol.4, No.3 (Special Issue), 2004 SEISMIC DESIGN OF HIGHWAY BRIDGES Kazuhiko KAWASHIMA 1 and Shigeki UNJOH 2 1 Member of JAEE, Professor, Department

More information

Analysis and test for shaping formation of space truss by means of cable-tensioning

Analysis and test for shaping formation of space truss by means of cable-tensioning Proc. ISCAS'07; Beale, R.G. (Ed.) 2007, Oxford Brookes University Analysis and test for shaping formation of space truss by means of cable-tensioning J. W. Kim, Professor, Gyeongsang National University,

More information

The simulation of machine tools can be divided into two stages. In the first stage the mechanical behavior of a machine tool is simulated with FEM

The simulation of machine tools can be divided into two stages. In the first stage the mechanical behavior of a machine tool is simulated with FEM 1 The simulation of machine tools can be divided into two stages. In the first stage the mechanical behavior of a machine tool is simulated with FEM tools. The approach to this simulation is different

More information

Finite Element Analysis of the Seismic Behavior of Guyed Masts

Finite Element Analysis of the Seismic Behavior of Guyed Masts Finite Element Analysis of the Seismic Behavior of Guyed Masts by Gregory Martin Hensley Thesis submitted to the faculty of the Virginia Polytechnic Institute and State University in partial fulfillment

More information

Mesh Moving Techniques for Fluid-Structure Interactions With Large Displacements

Mesh Moving Techniques for Fluid-Structure Interactions With Large Displacements K. Stein Department of Physics, Bethel College, St. Paul, MN 55112 T. Tezduyar Mechanical Engineering, Rice University, MS 321, Houston, TX 77005 R. Benney Natick Soldier Center, Natick, MA 01760 Mesh

More information

SHAKING TABLE DEMONSTRATION OF DYNAMIC RESPONSE OF BASE-ISOLATED BUILDINGS ***** Student Manual *****

SHAKING TABLE DEMONSTRATION OF DYNAMIC RESPONSE OF BASE-ISOLATED BUILDINGS ***** Student Manual ***** SHAKING TABLE DEMONSTRATION OF DYNAMIC RESPONSE OF BASE-ISOLATED BUILDINGS ***** Student Manual ***** A PROJECT DEVELOPED FOR THE UNIVERSITY CONSORTIUM ON INSTRUCTIONAL SHAKE TABLES http://wusceel.cive.wustl.edu/ucist/

More information

COMPUTATIONAL ENGINEERING OF FINITE ELEMENT MODELLING FOR AUTOMOTIVE APPLICATION USING ABAQUS

COMPUTATIONAL ENGINEERING OF FINITE ELEMENT MODELLING FOR AUTOMOTIVE APPLICATION USING ABAQUS International Journal of Advanced Research in Engineering and Technology (IJARET) Volume 7, Issue 2, March-April 2016, pp. 30 52, Article ID: IJARET_07_02_004 Available online at http://www.iaeme.com/ijaret/issues.asp?jtype=ijaret&vtype=7&itype=2

More information

EFFECT OF POSITIONING OF RC SHEAR WALLS OF DIFFERENT SHAPES ON SEISMIC PERFORMANCE OF BUILDING RESTING ON SLOPING GROUND

EFFECT OF POSITIONING OF RC SHEAR WALLS OF DIFFERENT SHAPES ON SEISMIC PERFORMANCE OF BUILDING RESTING ON SLOPING GROUND International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 3, May June 2016, pp. 373 384, Article ID: IJCIET_07_03_038 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=3

More information

OPTIMAL ANALYSIS, DESIGN AND TESTING OF AN ELEC- TROMAGNETIC DAMPER WITH RESONANT SHUNT CIRCUIT FOR VIBRATION CONTROL OF A CIVIL STRUCTURE

OPTIMAL ANALYSIS, DESIGN AND TESTING OF AN ELEC- TROMAGNETIC DAMPER WITH RESONANT SHUNT CIRCUIT FOR VIBRATION CONTROL OF A CIVIL STRUCTURE OPTIMAL ANALYSIS, DESIGN AND TESTING OF AN ELEC- TROMAGNETIC DAMPER WITH RESONANT SHUNT CIRCUIT FOR VIBRATION CONTROL OF A CIVIL STRUCTURE Wai Kei Ao, Paul Reynolds University of Exeter, Vibration Engineering

More information

EVALUATION OF SEISMIC RESPONSE - FACULTY OF LAND RECLAMATION AND ENVIRONMENTAL ENGINEERING -BUCHAREST

EVALUATION OF SEISMIC RESPONSE - FACULTY OF LAND RECLAMATION AND ENVIRONMENTAL ENGINEERING -BUCHAREST EVALUATION OF SEISMIC RESPONSE - FACULTY OF LAND RECLAMATION AND ENVIRONMENTAL ENGINEERING -BUCHAREST Abstract Camelia SLAVE University of Agronomic Sciences and Veterinary Medicine of Bucharest, 59 Marasti

More information

CHAPTER 3 MODAL ANALYSIS OF A PRINTED CIRCUIT BOARD

CHAPTER 3 MODAL ANALYSIS OF A PRINTED CIRCUIT BOARD 45 CHAPTER 3 MODAL ANALYSIS OF A PRINTED CIRCUIT BOARD 3.1 INTRODUCTION This chapter describes the methodology for performing the modal analysis of a printed circuit board used in a hand held electronic

More information

TWO-DIMENSIONAL FINITE ELEMENT ANALYSIS OF FORCED CONVECTION FLOW AND HEAT TRANSFER IN A LAMINAR CHANNEL FLOW

TWO-DIMENSIONAL FINITE ELEMENT ANALYSIS OF FORCED CONVECTION FLOW AND HEAT TRANSFER IN A LAMINAR CHANNEL FLOW TWO-DIMENSIONAL FINITE ELEMENT ANALYSIS OF FORCED CONVECTION FLOW AND HEAT TRANSFER IN A LAMINAR CHANNEL FLOW Rajesh Khatri 1, 1 M.Tech Scholar, Department of Mechanical Engineering, S.A.T.I., vidisha

More information

Hydraulic Displacement Amplification System for Energy Dissipation

Hydraulic Displacement Amplification System for Energy Dissipation Hydraulic Displacement Amplification System for Energy Dissipation Tracy S.K. Chung and Eddie S.S. Lam ABSTRACT An energy dissipation system with displacement amplification is presented. Displacement amplification

More information

Building a simple seismometer

Building a simple seismometer Building a simple seismometer Seismometers operate on the principle of inertia, i.e. a body at rest will tend to remain that way unless a force is applied to make it move. An ideal seismometer would be

More information

Modeling Beams on Elastic Foundations Using Plate Elements in Finite Element Method

Modeling Beams on Elastic Foundations Using Plate Elements in Finite Element Method Modeling Beams on Elastic Foundations Using Plate Elements in Finite Element Method Yun-gang Zhan School of Naval Architecture and Ocean Engineering, Jiangsu University of Science and Technology, Zhenjiang,

More information

NUMERICAL ANALYSIS OF THE EFFECTS OF WIND ON BUILDING STRUCTURES

NUMERICAL ANALYSIS OF THE EFFECTS OF WIND ON BUILDING STRUCTURES Vol. XX 2012 No. 4 28 34 J. ŠIMIČEK O. HUBOVÁ NUMERICAL ANALYSIS OF THE EFFECTS OF WIND ON BUILDING STRUCTURES Jozef ŠIMIČEK email: jozef.simicek@stuba.sk Research field: Statics and Dynamics Fluids mechanics

More information

Toranomon Hills - Super High-Rise Building on Urban Highway

Toranomon Hills - Super High-Rise Building on Urban Highway ctbuh.org/papers Title: Authors: Subjects: Keywords: Toranomon Hills - Super High-Rise Building on Urban Highway Yasuyoshi Hitomi, Nihon Sekkei Hiroshi Takahashi, Nihon Sekkei Hidenori Karasaki, Nihon

More information

Structural Dynamics, Dynamic Force and Dynamic System

Structural Dynamics, Dynamic Force and Dynamic System Structural Dynamics, Dynamic Force and Dynamic System Structural Dynamics Conventional structural analysis is based on the concept of statics, which can be derived from Newton s 1 st law of motion. This

More information

Unit - 6 Vibrations of Two Degree of Freedom Systems

Unit - 6 Vibrations of Two Degree of Freedom Systems Unit - 6 Vibrations of Two Degree of Freedom Systems Dr. T. Jagadish. Professor for Post Graduation, Department of Mechanical Engineering, Bangalore Institute of Technology, Bangalore Introduction A two

More information

Problem of the gyroscopic stabilizer damping

Problem of the gyroscopic stabilizer damping Applied and Computational Mechanics 3 (2009) 205 212 Problem of the gyroscopic stabilizer damping J. Šklíba a, a Faculty of Mechanical Engineering, Technical University in Liberec, Studentská 2, 461 17,

More information

Finite Element Formulation for Beams - Handout 2 -

Finite Element Formulation for Beams - Handout 2 - Finite Element Formulation for Beams - Handout 2 - Dr Fehmi Cirak (fc286@) Completed Version Review of Euler-Bernoulli Beam Physical beam model midline Beam domain in three-dimensions Midline, also called

More information

Back to Elements - Tetrahedra vs. Hexahedra

Back to Elements - Tetrahedra vs. Hexahedra Back to Elements - Tetrahedra vs. Hexahedra Erke Wang, Thomas Nelson, Rainer Rauch CAD-FEM GmbH, Munich, Germany Abstract This paper presents some analytical results and some test results for different

More information

Chapter 13, example problems: x (cm) 10.0

Chapter 13, example problems: x (cm) 10.0 Chapter 13, example problems: (13.04) Reading Fig. 13-30 (reproduced on the right): (a) Frequency f = 1/ T = 1/ (16s) = 0.0625 Hz. (since the figure shows that T/2 is 8 s.) (b) The amplitude is 10 cm.

More information

Tall buildings. Florea Dinu. Lecture 13: 25/02/2014

Tall buildings. Florea Dinu. Lecture 13: 25/02/2014 Tall buildings Florea Dinu Lecture 13: 25/02/2014 European Erasmus Mundus Master Course Sustainable Constructions under Natural 520121-1-2011-1-CZ-ERA MUNDUS-EMMC Part II Multistorey buildings Tall buildings,

More information