The document discusses analyzing the response of a 3-story steel frame structure subjected to base excitations using time history and response spectrum analysis in SAP 2000 software. The structure is modeled and analyzed using the 1940 EI Centro earthquake acceleration data. Results for joint displacements and accelerations obtained from time history analysis at joint 5 are presented in tables and graphs. The analysis helps understand the dynamic behavior of the structure under earthquake loading.
ANALYSIS AND DESIGN OF RESIDENTIAL TOWER BY DYNAMIC ANALYSIS USING RESPONSE S...Ijripublishers Ijri
This Project Named As “Analysis And Design Of Residential Tower (2basemetns+Stilt+31 Upper Floors)By Dynamic Analysis
Using Response Spectrum Method” Involves The Analysis And Design Of Residential Tower 3-D Frames Of Uniform
Floor heights for typical floors using very popular software tool ETABS 9.7.2.
The main thesis of this Project is to achieve the following:
1).To arrive at minimum number of modes required to get modal mass participating ratio more than 90% by dynamic
analysis using Response Spectrum Method.
2). To limit the lateral deflection at the top of the tower less than H/250(Where H = Height of the tower till terrace) for
seismic load.
3). To limit the Inter Storey Deflection(Storey Drift) in any storey due to the minimum specified design lateral force,
with factor of 1.0 less than 0.004 times the storey height.
Zarzirbird Project: Modeling RPAS Dynamics for Load StabilityAndreia Rossi
This project presents a new mathematical modeling approach as the core of a RPAS physical control system, specifically considering a hexacopter. This work is a first step towards the definition of a RPAS system for load stability analysis integrated with a communication system control, which is the main objective of the ongoing ZarzirBird Project. The mathematical approach builds on quaternions applied to mechanical structure design, which allows more accurate results in spatial orientation than traditional models. The control system exploits the gyroscope characteristics, which allows a better stability of the flight directions in navigation. The model has been validated both in nominal flight conditions, and considering the occurrence of both internal and external events like wind variation, propeller damage limits, different environment conditions. The proposed control system is based on SIMO (Single Input, Multiple Outputs) system type, which is extended to include the features for improving flight safety and enabling flight-to-ground communication. The output of the control system, which manipulates one variable only, consists of yaw, pitch and roll rotation. Linearization of nonlinear mathematical models, stability criteria, system analysis in time and frequency domains are some of the techniques used in the modeling approach. The mathematical approach is compliance with certification standards (NATO). Next steps within the ZarzirBird Project will concern the communication analysis for integration in a non-segregated airspace, which will be based on the structural mechanical system. In this perspective, we will apply different techniques as trajectory estimated method, angle variation by interference vibration, and movement accuracy.
ANALYSIS AND DESIGN OF RESIDENTIAL TOWER BY DYNAMIC ANALYSIS USING RESPONSE S...Ijripublishers Ijri
This Project Named As “Analysis And Design Of Residential Tower (2basemetns+Stilt+31 Upper Floors)By Dynamic Analysis
Using Response Spectrum Method” Involves The Analysis And Design Of Residential Tower 3-D Frames Of Uniform
Floor heights for typical floors using very popular software tool ETABS 9.7.2.
The main thesis of this Project is to achieve the following:
1).To arrive at minimum number of modes required to get modal mass participating ratio more than 90% by dynamic
analysis using Response Spectrum Method.
2). To limit the lateral deflection at the top of the tower less than H/250(Where H = Height of the tower till terrace) for
seismic load.
3). To limit the Inter Storey Deflection(Storey Drift) in any storey due to the minimum specified design lateral force,
with factor of 1.0 less than 0.004 times the storey height.
Zarzirbird Project: Modeling RPAS Dynamics for Load StabilityAndreia Rossi
This project presents a new mathematical modeling approach as the core of a RPAS physical control system, specifically considering a hexacopter. This work is a first step towards the definition of a RPAS system for load stability analysis integrated with a communication system control, which is the main objective of the ongoing ZarzirBird Project. The mathematical approach builds on quaternions applied to mechanical structure design, which allows more accurate results in spatial orientation than traditional models. The control system exploits the gyroscope characteristics, which allows a better stability of the flight directions in navigation. The model has been validated both in nominal flight conditions, and considering the occurrence of both internal and external events like wind variation, propeller damage limits, different environment conditions. The proposed control system is based on SIMO (Single Input, Multiple Outputs) system type, which is extended to include the features for improving flight safety and enabling flight-to-ground communication. The output of the control system, which manipulates one variable only, consists of yaw, pitch and roll rotation. Linearization of nonlinear mathematical models, stability criteria, system analysis in time and frequency domains are some of the techniques used in the modeling approach. The mathematical approach is compliance with certification standards (NATO). Next steps within the ZarzirBird Project will concern the communication analysis for integration in a non-segregated airspace, which will be based on the structural mechanical system. In this perspective, we will apply different techniques as trajectory estimated method, angle variation by interference vibration, and movement accuracy.
Dynamic analysis and condition assessment of rc building by varying material ...eSAT Journals
Abstract
In the present dissertation study, an SMRF building situated in seismic zone-III having G+ 10 storey has been considered for performing linear dynamic or response spectrum method of analysis, to achieve and compare various results such as storey drift, storey displacement for considered DCON-2 and DCON-3 load combinations as per IS: 1893-2002 (Part-I), all imposed load are considered as per IS 875:2000. Also the condition assessment of the building models through system identification approach and extract the modal identification parameters like frequency, damping, mode shapes. Furthermore spectral displacement, spectral velocity and spectral acceleration are obtained for various percentages of damping i.e., 0, 5 and 10, for all the considered SMRF building models. The overall dissertation flow has been carried out to perform linear dynamic analysis (response spectrum method) for the parameters ELCENTRO, using the finite element method based analytical software ETABS-15 version.
Keywords: Linear dynamic, Condition assessment, Material damping, Time dependent and Response spectrum
Dynamic analysis and condition assessment of rc building by varying material ...eSAT Journals
Abstract
In the present dissertation study, an SMRF building situated in seismic zone-III having G+ 10 storey has been considered for performing linear dynamic or response spectrum method of analysis, to achieve and compare various results such as storey drift, storey displacement for considered DCON-2 and DCON-3 load combinations as per IS: 1893-2002 (Part-I), all imposed load are considered as per IS 875:2000. Also the condition assessment of the building models through system identification approach and extract the modal identification parameters like frequency, damping, mode shapes. Furthermore spectral displacement, spectral velocity and spectral acceleration are obtained for various percentages of damping i.e., 0, 5 and 10, for all the considered SMRF building models. The overall dissertation flow has been carried out to perform linear dynamic analysis (response spectrum method) for the parameters ELCENTRO, using the finite element method based analytical software ETABS-15 version.
Institute of infrastructure technology research and management (IITRAM) Ahmedabad. This is the project report given to us in the control sytem lab. This is basically a Servo postion control. Here we are using PID controller.
Analysis & Preliminary Design Of 3-span Continuous RCC Box Girder Bridge Deck with Parabolically Varying Depth Presentation slide for Civil Engineering final year students
Part-II: Seismic Analysis/Design of Multi-storied RC Buildings using STAAD.Pr...Rahul Leslie
For novice, please continue from "Modelling Building Frame with STAAD.Pro & ETABS" (http://www.slideshare.net/rahulleslie/modelling-building-frame-with-staadpro-etabs-rahul-leslie).
This is a presentation covering almost all aspects of Seismic analysis & design of Multi-storied RC Structures using the Indian code IS:1893-2016 (New edition), with references to IS:13920-2015 (Code for ductile detailing) & IS:16700-2017 (code for design of tall buildings) where relevant; following for each aspect of the code, (1) The clause/formula (2) It's explanation/theory (3) How it is/can be implemented in the software packages of (i) STAAD.Pro and (ii) ETABS
This is the latest edition of the earlier slides based on IS:1893-2002 which this one supersedes. This is Part-II of a two part series.
Adaptive Fuzzy Integral Sliding-Mode Regulator for Induction Motor Using Nonl...IJPEDS-IAES
An adaptive fuzzy integral sliding-mode controller using nonlinear sliding surface is designed for the speed regulator of a field-oriented induction motor drive in this paper. Combining the conventional integral sliding surface with fractional-order integral, a nonlinear sliding surface is proposed for the integral sliding-mode speed control, which can overcome the windup problem and the convergence speed problem. An adaptive fuzzy control term is utilized to approximate the uncertainty. The stability of the controller is analyzed by Lyapunov stability theory. The effectiveness of the proposed speed regulator is demonstrated by the simulation results in comparison with the conventional integral sliding-mode controller based on boundary layer.
Comparison of Estimated Torques Using Low Pass Filter and Extended Kalman Fil...IAES-IJPEDS
Torque calculation process is one of the major concerns for controlling induction motors in industry, which requires very accurate state estimation of unmeasurable variables of nonlinear models. This can be solved if the variables used for torque calculation is accurately estimated. This paper presents a torque calculation based on a voltage model represented with a low-pass filter (LPF), and an extended Kalman filter (EKF). The experimental results showed that the estimated torque at low speed based on EKF is more accurate in the expense of more complicated and larger computational time.
Performance Analysis of a DTC and SVM Based Field- Orientation Control Induct...IJPEDS-IAES
This study presents a performance analysis of two most popular control strategies for Induction Motor (IM) drives: direct torque control (DTC) and space vector modulation (SVM) strategies. The performance analysis is done by applying field-orientation control (FOC) technique because of its good dynamic response. The theoretical principle, simulation results are discussed to study the dynamic performances of the drive system for individual control strategies using actual parameters of induction motor. A closed loop PI controller scheme has been used. The main purpose of this study is to minimize ripple in torque response curve and to achieve quick speed response as well as to investigate the condition for optimum performance of induction motor drive. Depending on the simulation results this study also presents a detailed comparison between direct torque control and space vector modulation based field-orientation control method for the induction motor drive.
Dynamic analysis and condition assessment of rc building by varying material ...eSAT Journals
Abstract
In the present dissertation study, an SMRF building situated in seismic zone-III having G+ 10 storey has been considered for performing linear dynamic or response spectrum method of analysis, to achieve and compare various results such as storey drift, storey displacement for considered DCON-2 and DCON-3 load combinations as per IS: 1893-2002 (Part-I), all imposed load are considered as per IS 875:2000. Also the condition assessment of the building models through system identification approach and extract the modal identification parameters like frequency, damping, mode shapes. Furthermore spectral displacement, spectral velocity and spectral acceleration are obtained for various percentages of damping i.e., 0, 5 and 10, for all the considered SMRF building models. The overall dissertation flow has been carried out to perform linear dynamic analysis (response spectrum method) for the parameters ELCENTRO, using the finite element method based analytical software ETABS-15 version.
Keywords: Linear dynamic, Condition assessment, Material damping, Time dependent and Response spectrum
Dynamic analysis and condition assessment of rc building by varying material ...eSAT Journals
Abstract
In the present dissertation study, an SMRF building situated in seismic zone-III having G+ 10 storey has been considered for performing linear dynamic or response spectrum method of analysis, to achieve and compare various results such as storey drift, storey displacement for considered DCON-2 and DCON-3 load combinations as per IS: 1893-2002 (Part-I), all imposed load are considered as per IS 875:2000. Also the condition assessment of the building models through system identification approach and extract the modal identification parameters like frequency, damping, mode shapes. Furthermore spectral displacement, spectral velocity and spectral acceleration are obtained for various percentages of damping i.e., 0, 5 and 10, for all the considered SMRF building models. The overall dissertation flow has been carried out to perform linear dynamic analysis (response spectrum method) for the parameters ELCENTRO, using the finite element method based analytical software ETABS-15 version.
Institute of infrastructure technology research and management (IITRAM) Ahmedabad. This is the project report given to us in the control sytem lab. This is basically a Servo postion control. Here we are using PID controller.
Analysis & Preliminary Design Of 3-span Continuous RCC Box Girder Bridge Deck with Parabolically Varying Depth Presentation slide for Civil Engineering final year students
Part-II: Seismic Analysis/Design of Multi-storied RC Buildings using STAAD.Pr...Rahul Leslie
For novice, please continue from "Modelling Building Frame with STAAD.Pro & ETABS" (http://www.slideshare.net/rahulleslie/modelling-building-frame-with-staadpro-etabs-rahul-leslie).
This is a presentation covering almost all aspects of Seismic analysis & design of Multi-storied RC Structures using the Indian code IS:1893-2016 (New edition), with references to IS:13920-2015 (Code for ductile detailing) & IS:16700-2017 (code for design of tall buildings) where relevant; following for each aspect of the code, (1) The clause/formula (2) It's explanation/theory (3) How it is/can be implemented in the software packages of (i) STAAD.Pro and (ii) ETABS
This is the latest edition of the earlier slides based on IS:1893-2002 which this one supersedes. This is Part-II of a two part series.
Adaptive Fuzzy Integral Sliding-Mode Regulator for Induction Motor Using Nonl...IJPEDS-IAES
An adaptive fuzzy integral sliding-mode controller using nonlinear sliding surface is designed for the speed regulator of a field-oriented induction motor drive in this paper. Combining the conventional integral sliding surface with fractional-order integral, a nonlinear sliding surface is proposed for the integral sliding-mode speed control, which can overcome the windup problem and the convergence speed problem. An adaptive fuzzy control term is utilized to approximate the uncertainty. The stability of the controller is analyzed by Lyapunov stability theory. The effectiveness of the proposed speed regulator is demonstrated by the simulation results in comparison with the conventional integral sliding-mode controller based on boundary layer.
Comparison of Estimated Torques Using Low Pass Filter and Extended Kalman Fil...IAES-IJPEDS
Torque calculation process is one of the major concerns for controlling induction motors in industry, which requires very accurate state estimation of unmeasurable variables of nonlinear models. This can be solved if the variables used for torque calculation is accurately estimated. This paper presents a torque calculation based on a voltage model represented with a low-pass filter (LPF), and an extended Kalman filter (EKF). The experimental results showed that the estimated torque at low speed based on EKF is more accurate in the expense of more complicated and larger computational time.
Performance Analysis of a DTC and SVM Based Field- Orientation Control Induct...IJPEDS-IAES
This study presents a performance analysis of two most popular control strategies for Induction Motor (IM) drives: direct torque control (DTC) and space vector modulation (SVM) strategies. The performance analysis is done by applying field-orientation control (FOC) technique because of its good dynamic response. The theoretical principle, simulation results are discussed to study the dynamic performances of the drive system for individual control strategies using actual parameters of induction motor. A closed loop PI controller scheme has been used. The main purpose of this study is to minimize ripple in torque response curve and to achieve quick speed response as well as to investigate the condition for optimum performance of induction motor drive. Depending on the simulation results this study also presents a detailed comparison between direct torque control and space vector modulation based field-orientation control method for the induction motor drive.
1. Response Spectra and Time History Analysis of
a structure subjected to base excitations
Anaya Bhobe, Abhishek Jain
Abstract
Different loading on the structure affects the analysis of the structure for its forces, moments and shear.
But in today’s scenario, we construct all structures as Earthquake resistant. It is necessary to prevent
huge mass destruction from this calamity. To serve this purpose, Dynamic Analysis of Structures plays
a very significant role to understand the behavior of the structure under particular loading conditions.
We will concentrate on a specific parameter for our project - ‘Time History and Response Spectra’. In
this project, we will prepare a three storeys’ frame structure plan with SAP 2000 Software and we will
apply the base excitation conditions to our model. We will then analyze the structure, concentrating on
Time History and Response Spectra’. The time history gives us the response of the structure over time
before and after the load is applied. The response spectrum analysis on the other hand helps in
understanding the structural behavior response of the model under different loading conditions. We will
then study the results as obtained from the above plots and thus obtain a better and a clear understanding
of the dynamic behavior of the framed structure under earthquake loading.
Introduction
For a better understanding and effective evaluation of a building or structure, dynamic analysis has been
carried out. It consists of linear and nonlinear analysis for the response of the structure over the
excitation. There are many methods for the analysis but we are using Time History and Response
Spectrum method to analyze the response and will be with a relationship between them.
Time History Analysis provides us with the response of the structure during and after the loads have
been assigned to the structure. While the response spectrum provides a convenient means to summarize
the peak response of all possible linear SDF systems to a particular component of ground motion. A
plot of the peak value of a response quantity as a function of the natural vibration period Tn of the
system, or a related parameter such as circular frequency ωn or cyclic frequency fn, is called the
Response Spectrum Analysis.
The main aim of our term paper was to obtain a better and comprehensive study on the time history
analysis as well as the response spectrum of a simple three storied frame structure. The frame structure
has been modeled using the SAP 2000 software.
2. Model
The three storied frame structure firmly fixed at its base was given the following dimensions and
properties.
Period of the structure - 0.2seconds.
Material - Steel
Steel size - 0.5*0.5 ft.
Floor to floor height - 10ft
Damping - 5%
Length, X - 20ft
Breadth, Y - 20ft
The model of the structure is given below:-
Figure 1 Model
Methodology
The model had been designed by SAP 2000 software. After the modeling is complete, the loads have
to be assigned to the structure. We included a dead load equivalent to the self-weight of the structure
and also the base excitations were provided. The base excitation data was obtained from the 1940 EI
Centro Earthquake acceleration. With the help of this data, a time history load case has been created
and which is applied as ground motion acceleration. Due to the base excitation, the structure gets
deflected horizontally and this was accounted for in the loads again. After the analysis is carried out,
the mode shapes, frequencies, joint displacements and joint accelerations are obtained.
SAP 2000 carries out the response spectrum analysis for the structure and the only data that we need to
input is response spectrum load case. In this we first need to indicate the code that we follow which is
the IBC (International Building Code) in our case. In addition to this we also need to indicate the zone
of the earthquake region and the type of soil in the region. In addition to these, a few other parameters
3. also need to be specified like the damping ratio, which is taken to be 5%. We have also obtained the
response spectrum curve for the damping ratios of 0.1, 0.2, 0.5, 0.03, etc.
Figure 2 Base Excitation Data
The structure is then analyzed individually for the time history and the response spectrum
analysis. The analysis of the structure helps us to find out the response of the structure under
the applied base excitations provided.
Results
The following results have been obtained with respect to the joint 5.
Figure 3- Joint 5 where the time history and response spectrum is carried out
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0.4
0 10 20 30 40 50 60
Acc.(g) v/s Time(sec)
5. TABLE: ModalParticipationFactors
OutputCase StepType StepNum Period UX UY UZ RX RY RZ ModalMass ModalStiff
Text Text Unitless Sec Lb-ft Lb-ft Lb-ft Lb-ft Lb-ft Lb-ft Lb-ft-s2 Lb-ft
MODAL Mode 1 0.263592 -16.339272 0.076695 -2.924E-11 -0.367271 -78.244587 1.211E-11 1 568.19
MODAL Mode 2 0.263592 0.076695 16.339272 6.555E-11 -78.244587 0.367271 -5.668E-11 1 568.19
MODAL Mode 3 0.252778 -1.201E-12 -4.057E-12 5.078E-12 -7.835E-10 -2.221E-09 -231.492453 1 617.85
MODAL Mode 4 0.190386 5.24E-14 -3.191E-13 4.712E-10 -1.615E-09 8.908E-09 -7.311E-12 1 1089.16
MODAL Mode 5 0.07834 -6.345385 0.241008 7.51E-11 4.373557 115.14947 -1.816E-12 1 6432.67
MODAL Mode 6 0.07834 -0.241008 -6.345385 1.162E-10 -115.14947 4.373557 4.235E-12 1 6432.67
MODAL Mode 7 0.07697 -1.359E-12 -1.674E-12 4.983E-11 -1.211E-08 1.61E-08 -88.839015 1 6663.66
MODAL Mode 8 0.075539 -8.311E-13 -6.737E-13 1.901E-10 -8.85E-09 1.004E-08 4.999E-12 1 6918.51
MODAL Mode 9 0.042542 -3.44021 -0.105405 3.175E-09 -1.305047 42.594121 2.615E-11 1 21813.03
MODAL Mode 10 0.042542 0.105405 -3.44021 1.608E-09 -42.594121 -1.305047 5.848E-12 1 21813.03
MODAL Mode 11 0.042265 4.892E-13 7.21E-13 -9.236E-10 1.183E-08 -2.468E-09 -48.45709 1 22100.4
MODAL Mode 12 0.042096 8.254E-13 2.479E-12 -1.37E-09 1.767E-08 -1.677E-08 -1.044E-11 1 22278.06
TABLE: Joint Displacements - Absolute
Joint OutputCase CaseType StepType U1 U2 U3 R1 R2 R3
Text Text Text Text ft ft ft Radians Radians Radians
3 Time History LinModHist Max 0.016266 1.758E-13 0.000002215 1.159E-14 0.000014 7.457E-16
3 Time History LinModHist Min -0.469514 -1.237E-13 -0.000001462 -1.626E-14 -0.000008084 -8.203E-16
4 Time History LinModHist Max 0.016266 1.238E-13 0.000002215 1.431E-14 0.000014 3.742E-15
4 Time History LinModHist Min -0.469514 -1.759E-13 -0.000001462 -1.015E-14 -0.000008084 -2.452E-15
5 Time History LinModHist Max 0.016266 8.913E-14 0.000001462 2.497E-15 0.000014 2.452E-15
5 Time History LinModHist Min -0.469514 -6.722E-14 -0.000002215 -1.651E-15 -0.000008084 -3.741E-15
6 Time History LinModHist Max 0.016266 6.715E-14 0.000001462 1.586E-15 0.000014 8.209E-16
6 Time History LinModHist Min -0.469514 -8.905E-14 -0.000002215 -2.264E-15 -0.000008084 -7.455E-16
7 Time History LinModHist Max 0.016261 2.044E-14 0.000001944 5.614E-15 0.000024 1.879E-15
7 Time History LinModHist Min -0.469514 -1.345E-14 -0.000001309 -7.876E-15 -0.000016 -2.815E-15
8 Time History LinModHist Max 0.016261 1.338E-14 0.000001944 8.402E-15 0.000024 7.79E-16
8 Time History LinModHist Min -0.469514 -2.034E-14 -0.000001309 -5.805E-15 -0.000016 -9.827E-16
9 Time History LinModHist Max 0.016261 4.07E-14 0.000001309 1.65E-14 0.000024 2.815E-15
9 Time History LinModHist Min -0.469514 -5.552E-14 -0.000001944 -1.172E-14 -0.000016 -1.88E-15
10 Time History LinModHist Max 0.016261 5.54E-14 0.000001309 1.164E-14 0.000024 9.829E-16
10 Time History LinModHist Min -0.469514 -4.06E-14 -0.000001944 -1.637E-14 -0.000016 -7.802E-16
11 Time History LinModHist Max 0.016254 3.823E-15 0.000001207 7.789E-16 0.000025 4.449E-15
11 Time History LinModHist Min -0.469516 -2.763E-15 -8.464E-07 -7.86E-16 -0.00002 -6.37E-15
12 Time History LinModHist Max 0.016254 1.059E-13 8.464E-07 3.832E-16 0.000025 9.858E-16
12 Time History LinModHist Min -0.469516 -1.526E-13 -0.000001207 -4.973E-16 -0.00002 -7.613E-16
13 Time History LinModHist Max 0.016254 2.791E-15 0.000001207 1.143E-16 0.000025 7.601E-16
13 Time History LinModHist Min -0.469516 -3.851E-15 -8.464E-07 -1.732E-16 -0.00002 -9.854E-16
14 Time History LinModHist Max 0.016254 1.527E-13 8.464E-07 9.892E-17 0.000025 6.371E-15
14 Time History LinModHist Min -0.469516 -1.06E-13 -0.000001207 -6.351E-17 -0.00002 -4.45E-15
15 Time History LinModHist Max 0.016248 0 0 0 0 0
15 Time History LinModHist Min -0.469517 0 0 0 0 0
16 Time History LinModHist Max 0.016248 0 0 0 0 0
16 Time History LinModHist Min -0.469517 0 0 0 0 0
17 Time History LinModHist Max 0.016248 0 0 0 0 0
17 Time History LinModHist Min -0.469517 0 0 0 0 0
18 Time History LinModHist Max 0.016248 0 0 0 0 0
18 Time History LinModHist Min -0.469517 0 0 0 0 0
6. TABLE: Joint Accelerations - Absolute
Joint OutputCase CaseType StepType U1 U2 U3 R1 R2 R3
Text Text Text Text ft/sec2 ft/sec2 ft/sec2 rad/sec2 rad/sec2 rad/sec2
3 Time History LinModHist Max 0.3207 2.718E-10 0.0015 2.393E-11 0.015 1.604E-11
3 Time History LinModHist Min -0.5165 -3.22E-10 -0.0021 -1.774E-11 -0.023 -2.19E-11
4 Time History LinModHist Max 0.3207 3.219E-10 0.0015 3.106E-11 0.015 6.613E-12
4 Time History LinModHist Min -0.5165 -2.716E-10 -0.0021 -3.18E-11 -0.023 -8.416E-12
5 Time History LinModHist Max 0.3207 2.242E-10 0.0021 3.726E-11 0.015 8.411E-12
5 Time History LinModHist Min -0.5165 -2.915E-10 -0.0015 -2.822E-11 -0.023 -6.611E-12
6 Time History LinModHist Max 0.3207 2.915E-10 0.0021 3.284E-11 0.015 2.19E-11
6 Time History LinModHist Min -0.5165 -2.242E-10 -0.0015 -4.234E-11 -0.023 -1.604E-11
7 Time History LinModHist Max 0.3383 2.313E-11 0.0013 1.604E-11 0.017 9.79E-12
7 Time History LinModHist Min -0.3857 -3.68E-11 -0.0018 -1.514E-11 -0.028 -1.035E-11
8 Time History LinModHist Max 0.3383 3.705E-11 0.0013 1.091E-11 0.017 1.284E-12
8 Time History LinModHist Min -0.3857 -2.357E-11 -0.0018 -1.457E-11 -0.028 -1.138E-12
9 Time History LinModHist Max 0.3383 7.258E-11 0.0018 9.701E-12 0.017 1.035E-11
9 Time History LinModHist Min -0.3857 -5.623E-11 -0.0013 -1.154E-11 -0.028 -9.789E-12
10 Time History LinModHist Max 0.3383 5.628E-11 0.0018 9.771E-12 0.017 1.139E-12
10 Time History LinModHist Min -0.3857 -7.261E-11 -0.0013 -8.751E-12 -0.028 -1.289E-12
11 Time History LinModHist Max 0.1625 1.985E-12 0.0007457 2.301E-12 0.012 8.982E-12
11 Time History LinModHist Min -0.147 -1.971E-12 -0.0009888 -2.351E-12 -0.031 -5.623E-12
12 Time History LinModHist Max 0.1625 2.089E-10 0.0009888 4.101E-12 0.012 7.372E-13
12 Time History LinModHist Min -0.147 -1.195E-10 -0.0007457 -6.238E-12 -0.031 -7.335E-13
13 Time History LinModHist Max 0.1625 1.97E-12 0.0007457 4.03E-12 0.012 7.352E-13
13 Time History LinModHist Min -0.147 -1.988E-12 -0.0009888 -4.887E-12 -0.031 -7.372E-13
14 Time History LinModHist Max 0.1625 1.194E-10 0.0009888 2.796E-12 0.012 5.624E-12
14 Time History LinModHist Min -0.147 -2.089E-10 -0.0007457 -2.037E-12 -0.031 -8.981E-12
15 Time History LinModHist Max 0.1889 0 0 0 0 0
15 Time History LinModHist Min -0.127 0 0 0 0 0
16 Time History LinModHist Max 0.1889 0 0 0 0 0
16 Time History LinModHist Min -0.127 0 0 0 0 0
17 Time History LinModHist Max 0.1889 0 0 0 0 0
17 Time History LinModHist Min -0.127 0 0 0 0 0
18 Time History LinModHist Max 0.1889 0 0 0 0 0
18 Time History LinModHist Min -0.127 0 0 0 0 0
7.
8. Conclusions
The time history and response spectrum are thus obtained from the SAP 2000 software. Similarly the
time history and response spectrum can be obtained for the individual joints of the modelled structure.
The mode shapes and frequencies as obtained from the time history analysis help us in understanding
the behavior of the structure over time, thus providing us valuable information needed to take
precautionary measures.. Also the response spectrum contributes for an effective design as well by
helping us understand the dynamic behavior of the structure when the base excitation is applied, thus
helping us in building an effective design of the structure.
References
Below are listed a few links which helped us to understand the working and the coding of the software
SAP 2000 with respect to the building codes and specifications as required for the modelling of our
structure.
• ‘Dynamics of Structures: Theory and Applications to Earthquake Engineering- 4th
edition’,
A.K.Chopra.
• ‘Response Spectra and Time History Analysis of Rani ki Vav(Patan)’- R.Upadhyay,
International Journal of Scientific Research & Development
• Online Civil Digital videos for SAP 2000.
