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7/29/2019 20121122 Civil Advanced Webinar Dynamic Analysis
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Bridging Your Innovations to Realities
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Bridging Your Innovations to RealitiesMidas Civil
LateralForcemethod ofAnalysis
ModalResponseSpectrumAnalysis
PushoverAnalysis
InelasticTimeHistoryAnalysis
Overview
Type of Seismic Analysis Method
Linear Analysis Non-linear Analysis
Static Dynamic Static Dynamic
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Mass
Nodal Masses
Floor Diaphragm Masses
Loads to Masses
Consistent Mass
Self-weight to Mass
[Lumped Mass and Consistent Mass]
Lumped Mass
Consistent Mass
Mass of Structure
210 0 0 0 0 0 1
0 210 0 0 0 0 1
0 0 210 0 0 0 1
0 0 0 210 0 0 2420
0 0 0 0 210 0 2
0 0 0 0 0 210 2
L
u
ALI
u
2 2
2 2
140 0 0 70 0 0 1
0 156 22 0 54 13 1
0 22 4 0 13 3 1
70 0 0 140 0 0 2420
0 54 13 0 156 22 2
20 13 3 0 22 4
c
u
L L
L L L LALI
u
L L
L L L L
1 2
u1 u2
1 2
1 2
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Damping
Modal
User defines the damping ratio for each mode, and the modal
response will be calculated based on the user defined damping
ratios.
Mass & Stiffness Proportional
Damping coefficients are computed for mass proportional
damping and stiffness proportional damping.
Strain Energy Proportional
Damping ratios for each mode are automatically calculated using
the damping ratios specified for element groups and boundary
groups in Group Damping, which are used to formulate the
damping matrix.
Damping
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Modal Analysis
Modal Analysis
Eigen Vectors
Subspace Iteration
This method is effectively used when performing eigenvalue analysis for a finite element system of a large
scale (large matrix system) and commonly used among engineers.
Lanczos
Tri-diagonal Matrix is used to perform eigenvalue analysis. This method is effectively used when
performing eigenvalue analysis for lower modes.
Ritz Vectors
Unlike the natural eigenvalue modes, load dependent Ritz vectors produce more reliable results in dynamic
analyses with relatively fewer modes. The Ritz Vectors are generated reflecting the spatial distribution or thecharacteristics of the dynamic loading.
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Construction Stage Analysis Control for Structural Stiffness in Post CS
The member forces of the last step of the last construction stage in a construction stage analysisare converted into Initial Force for Geometric Stiffness to reflect the forces into the geometric stiffnessof the structure at the post construction (Post CS) stage.
Load > Initial Forces > Small Displacement> Initial Element Forces(CS)
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Modal Analysis Results
Modal Analysis
Natural Period & Frequency
Modal Participation Masses
Eigen Vectors
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Modal Analysis Results
Modal Analysis
Display the Mode Shape normalized to unity (maximum eigenvector = 1)
Where, : Mode shape vector,
M: Mass in input unit
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Implemented RS functions
such as IBC 2000, Eurocode8, NBC, Canada, China, Taiwan, India..etc.
IBC 2012 & 2009 will be available in the new version (2012 June).
Excitation Anglefor considering the major axis of the structure
Various Damping Method
(Model, Mass & Stiffness Proportional, Strain Energy Proportional)
Response Spectrum Function & Cases
Response Spectrum Analysis
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SRSS (Square Root of Sum of the Squares)
CQC (Complete Quadratic Combination)
ABS (Absolute Sum)
Linear (Linear Sum)
Modal Combination Type
Response Spectrum Load Case
Response Spectrum Analysis
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Along the Major Mode Direction:
Restore the signs according to the signs (+, -) of the principal
mode for every loading direction.
Along the Absolute Maximum Value:
Restore the signs according to the signs of the absolute
maximum values among all the modal results.
Response Spectrum Load Case
Response Spectrum Analysis
Add Signs (+,-) to the results
Select Mode Shapes
Select modes for modal combination. Using the Select Mode
Shapes option, linearly combine the modes while entering
the Mode Shape Factors directly.
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Calculation of Displacement Demand.
The Displacements Central node of Pier due to Seismic Loads.
Node Load DX (in) DY (in) DZ (in) RX ([rad]) RY ([rad]) RZ ([rad])
636 RS_X(RS) 14.0144 0.000388 0.000847 0 0.051874 0.000001
636 RS_Y(RS) 0.001109 1.37547 0.015209 0.000051 0.00002 0.000105
DX and DY values in blue are obtained as Demands
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Why Pushover Analysis?
a) To verify or revise the over strength ratio values (alpha_u/alpha_1)
b) To estimate the expected plastic mechanisms and the distribution of damage
c) To assess the structural performance of existing or retrofitted buildings
d) As an alternative to the design based on linear-elastic analysis which uses the
behavior factor, q
Pushover GlobalControl
Define LateralLoads
Define HingeProperties
Assign Hinges
PerformAnalysis
Check PushoverCurve and
Target Disp.
Check HingeStatus
Process in midas Civil
alpha_u
alpha_1
Pushover Analysis Overview
Pushover Analysis
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Acceptance Criteria
Immediate Occupancy(IO)
Life Safety(LS)
Collapse Prevention (CP)
Pushover Analysis as per FEMA
Pushover Analysis
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Pushover Global Control
Pushover Analysis
Initial Load: Enter the initial load(in general, the gravity loads) forpushover analysis.
Convergence Criteria: Specify themaximum number of (iterations)sub-iterations and a tolerance
limit for convergence criterion.
Stiffness Reduction Ratio: Specifystiffness reduction ratios after the1st and 2nd yielding points (1styielding for bilinear curve, 1st and2nd yielding for trilinear curve)relative to the elastic stiffness.
Reference location for distributedhinges: Specify the referencelocation for calculating yieldstrength of beam elements whichdistributed hinge is assigned.
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Load
Pushover Analysis
Pushover Load Cases
FEMA 273, Eurocode 8, Multi-linear, Masonry & User-defined hinge type
Displacement control & Force control
Truss, Beam, Wall element & Spring
Performance point & Target displacement
Checking for acceptable performance (Drift limits & deformation/strength capacity)
Load Pattern
(1) Static Load
(2) Mode Shape(3) Uniform Acceleration(4) Mode Shape * Mass
Member Assignment
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Pushover Analysis
Pushover Analysis
Element Type
Beam, Column
Truss
General Link (Isolators)
Definition
Moment-Rotation Moment-Curvature
Hinge Properties
FEMA
Bi-linear type
Tri-linear type
Eurocode8
Axial force-moment interaction
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Pushover Curve
Pushover Analysis
Capacity Curve (MDOF)
Base Share vs Displacement
Shear Coefficient vs Displacement
Shear Coefficient vs Draft
Load Factor vs Displacement
Capacity Curve (SDOF)
Performance Point (FEMA)
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Load Direction Demand (in) Capacity (in) RatioRS_X(RS) DX 14.014 3.2 4.38RS_Y(RS) DY 1.375 1.2 1.15
Demand/Capacity Ratio
Result from Response Spectrum Analysis and Pushover Analysis
Capacity
Pushover Analysis
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Time History Analysis Overview
Time History Analysis
Enter Mass DataDefine Eigen value
Analysis ControlEnter Inelastic Hinges
or General Links
Time Forcing FunctionTime History Load
Cases(optional)Time
Varying Static Load
-Dynamic Nodal Load-Ground Acceleration
-Multiple SupportExcitation
Perform Analysis Verify Analysis Results
Process in midas Civil
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Boundary Nonlinear Time History Analysis.
The nonlinearity of the structure is modeled through General Link
of Force Type, and the remainder of the structure is modeled
linear elastically. Boundary nonlinear time history analysis is
analyzed by converting the member forces of the nonlinear system
into loads acting in the linear system. Because a linear system is
analyzed through modal superposition, this approach has anadvantage of fast analysis speed compared to the method of direct
integration, which solves equilibrium equations for the entire
structure at every time step.
Inelastic Time History Analysis.
Inelastic time history analysis is dynamic analysis, which considers
material nonlinearity of a structure. Considering the efficiency ofthe analysis, nonlinear elements are used to represent important
parts of the structure, and the remainder is assumed to behave
elastically.
Types of Time History Analysis
Time History Analysis
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Transient
Time history analysis is carried out on the basis of loading a
time load function only once. This is a common type for time
history analysis ofearthquake loads.
Periodic
Time history analysis on the basis of repeatedly loading a
time load function, which has a period identical to End Time.This type is applicable for machine vibration loads.
Select a time history analysis condition previously defined,
which precedes the time history analysis condition
currently being defined. The Analysis Type and Analysis
Method for the current time history analysis condition must
be consistent with those for the preceding load condition
Time History Type
Order in Sequence Loading
Time History Load Case
Time History Analysis
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Time Function
Time Forcing Function
Time History Analysis
Sinusoidal Function
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Ground Acceleration & Dynamic Nodal Load
Time History Analysis
Assign time forcing function to specific nodes.
Dynamic Nodal Load
Enter the time forcing function by means of ground acceleration.
Ground Acceleration
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Define a dynamic load case by multiplying static load cases already entered by timefunctions, which should be defined as a Normal type in the "Time Forcing
Functions". This function is used to reflect the effect of the self-weight in the time
history analysis due to seismic loads.
Time Varying Static Load
Time History Analysis
Define self weight as a static load
Define time forcing function for self weigh
Make a link between the static load case, time history load case, and timeforcing function in Time Varying Static Load
Select the pre-defined time history load case as an Sequential Loading inTime History Load Case
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Base Isolators and Dampers
Objectives of Seismic Isolation Systems
Enhance performance of structures at all hazard levels by:
Minimizing interruption of use of facility
Reducing damaging deformations in structural and nonstructural
components
Reducing acceleration response to minimize contents related
damage
Characteristics of Well-Designed Seismic Isolation Systems
Flexibility to increase period of vibration and thus reduce force
response
Energy dissipation to control the isolation system displacement
Rigidity under low load levels such as wind and minor earthquakes
Time History Analysis
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Base Isolators:
Lead Rubber Bearing Isolator
Friction Pendulum System Isolator
Applicable Base Isolators in midas Civil
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[Viscoelastic Damper] [Hysteretic System Damper]
Applicable Dampers in midas Civil
Visco Elastic Damper
Hysteretic System Damper
Time History Analysis
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Analysis Results (Graph & Text output)
[Hysteretic Graph of Visco elastic Damper]
[Time History Graph at pier top (Time Domain & Frequent Domain]
[Time History Text Output]
[Text Output of Displacement, Velocity, Acceleration]
Time History Analysis
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Inelastic Time History Analysis
Time History Analysis
Hysteresis Curve (Rz-Mz)[Ductility Factor][Status of Yielding]
Inelastic Hinge
Ground Acceleration
Inelastic Time History Analysis of Extradosed Bridge
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Arrival time : t = 0 sec
Arrival time, : t = 2 seconds
Ground Acceleration
Multiple Support Excitation
Time History Analysis
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General Spring Support with 6x6 Coupled Matrix for Damping and Mass
Time History Analysis
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Multi-Linear Kinematic and Takeda Hinge Model
Takeda Hinge Model
Kinematic Hinge Model
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Thank You!Thank You!