Civil Libretto

8/17/2019 Civil Libretto

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Advanced Engineering Solution


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"Stretch your imagination & extend your ideas without restrictions.

midas Civil will help you achieve the goals."

midas Civil - Graphic User Interface

Generation of a variety of model views by unit functionality (Contour, Iso Surface, Cutting, etc.)

Analysis results creatively expressed in numerous ways using unit functionality

Simulation Wizard, which saves and regenerates the total process of graphics generation

Visualization Designer

Visualization

Designer

Visualization

DesignerMulti-selection of Cutting planes

Multi Cutting Plane View

midas Civil

Graphic User Interface

Clip Box + Contour + Contour Line Multi Clip + Cut Plane + Property Color

Cl ip Bo x + Is o Sur face Con to ur + Cu t Pl ane + Gl yph

A new concept graphical tool, which enables the user to freely combine and manipulate analytical model and results

Visualization support tool, which generates various scenes in a selected domain

Mouse operation replacing the use of dialog boxes for frequently used modeling functions

Universal Widget

Graphical means to freely select, remove and add domain, plane, line & point information

desired by the user

Universal

Widget

VerticalCutting

HorizontalCutting

Modeling, Integrated Design & Analysis Software

MIDAS6

midasCivilBridging Your Innovations to Realiti es

01. Innovative user interface

“ ”


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"One Stop Solution for practicing bridge engineers

with RC, steel & PSC design"

02. Optimal solutions for bridges

RC / Steel / PSC design per AASHTO LRFD

Iterative analyses for calculating optimal sections & rebars

One stop solution combining static & dynamic analyses carried out in a same file with member design

Design process for bridge design Reinforced Concrete design (beam / column)

Analysis

Bridge analysis and design are carried out in an iterative process

Iterative Process

Design

Modeling

Analysis

Design

RC DesignSteel Design PSC Design

Optimal solution provided for analysis & design

Stress calculations foruser-defined sections

Combined stresses due to axial &bending (all sections in database)

Combined stresses due to bending& shear (all s ections in database)

Beam / column section check

Auto-recognition of bracedconditions of columns

Irregular column section design

Flexural strength check

Torsional strength check

Reinforcing steel calculation &

tendon check

Shear strength check

Summary of construction stageresults

Optimized Design


MIDAS7

RC section check report RC section detail check report

midasCivilBridging Your Innovations to Realiti es“ ”


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Stress checks for user-defined sections

Combined stress check for bending & shear (all sections in database)

Combined stress check for axial & bending (all s ections in database)

Various column sections provided (box, pipe, solid round, octagon, etc.)

Column checking for user-defined sections

Auto-calculation of braced condition

Design check for maximum forces with corresponding force components

RC design (Irregular column section check) Steel Design (combined stress checks)

Section types in database User-defined irregular column sections Section types in database User-defined irregular sections

Section defined by coordinates

Rebars defined by coordinates

Tower Model of irregular section Column check (PM interaction plot)

Graphical results of stress checks


MIDAS8



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Application Example: a unified analysis for a subway structure

Change in boundary conditions by load cases and RC design feature used

Simultaneous static & dynamic analyses for an FCM bridge with seismic bearing isolators

Section design of bridge piers & towers

A single analysis file, which handles different boundary conditions or section stiffness for different loading

conditions or analysis types

Optimal member design using load combination results of a unified model

Optimal design reflecting change in boundaries for different loading & analysis conditions Application Example: Design of a subway structure

Static analysis

A single analytical model

Change in boundary conditions / section

stiffness by loading conditions & analysis types

Application examples

Frame bridge analysis for normal & seismic conditionsSubway tube analysis for normal & seismic conditions

Simultaneous static & seismic analyses of bridges with bearing isolators

Separate analyses by analysis cases

Separate analyses by load cases

RC / Steel / PSC Design (AASHTO LRFD)

Optimal member design (beam / column)

Analysis

Dynamic analysis

A single analytical

model

Design

Optimized Design

Normal support condition Support condition for seismic analysis

Analysis results for normal condition (moment) Seismic analysis results (moment)

RC section check results


MIDAS9

Boundary Change Assignment to

Load Cases/Analyses



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"Integrated solution for practical PSC bridge design

(Longitudinal & transverse direction analyses and strength checks)"

03. PSC bridge design

Convenient auto generation of tapered sections (change in thicknesses of top/bottom flanges and web

separately considered)

Construction stage analysis and completed state analysis reflecting auto calculated effective width

Exact 3D tendon and simplified 2D tendon placements

Modeling PSC bridges of irregular sections using Section Property Calculator

PSC bridge wizards (FCM, ILM, MSS & FSM): user-defined tendons & sections possible

Modeling features suited for practical design (1) Modeling features suited for practical design (2)

Display and design of irregular sectionsAuto generation of non-prismatic tapered sections

Automatic calculationof effective width

Lumped representative tendon analysisPSC wizard reflecting design practice

Irregular section defined by user using SPC

Tendon profile input and real-time display

Auto generation of tapered

sections based on bridgespans

Schedule-based input of rebars

3D tendon profile placement

2D placement of tendons using

the representative tendon function

Automatic calculation of effective widthfor PSC bridges


MIDAS11



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Separate immediate and time-dependent tension losses by tendons (graphs & tables)

Generation of tendon weights and coordinates ( calculation of tendon quantity)

Normal / principal / shear / inclined stresses using PSC Stress Diagram command

Generation of erection cambers

Summary of reactions at specific supports in ILM bridges

AASHTO LRFD specifications

Bending strength, shear strength & torsional strength checks

Transverse rebars check and resistance & factored moment diagrams

Stress check for completed state by construction stages

Generation of member forces & stresses by construction stages and maximum & minimum stresses summary

Excel format calculation report (future release)

Automatic strength check Various analysis results for practical design

Analysis results table

Design parameters for strength check

Analysis results graph

Bending strength

check

Tension losses in tendons Tendon loss graph


MIDAS12

PSC bridge-specific stress diagrams

PSC bridge-specific stress output

Principal stress distribution for a PSC bridge

Maximum normal stress distribution for a PSC bridge



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Compression-only element provided to reflect the effects of temporary bents

Calculation of section properties of an irregular section using AutoCAD and SPC

Calculation of normal / principal / inclined stresses using the Beam Stress (PSC) command

Special type of PSC bridges (1) Special type of PSC bridges (2)


MIDAS13

Construction stage analysis - FSM

Analysis results of a completed state model Construction Stage Analysis

Control dialog box

Construction stage analysis - cable erection

Construction stage analysis - removal of shoring

Construction stage analysis - tower erection

Constr uction stage analysis - cable er ection Completed stat e model

Construction stage analysis - staged construction

of girders

Construction stage analysis reflecting time-dependent material properties and pre-tensioning forces

External type pretension loads provided for inducting cable tensioning forces

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Construction stage analysis of an extradosed bridge (FCM) Construction stage analysis of an extradosed bridge (FSM)



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"Optimal solution for cable bridge analysis (completed state

& construction stage analyses with advanced analysis functions)"

04. Cable bridge analysis

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Optimal initial pretensions generated to satisfy desired girder, tower & cable force and displacement

constraints

Optimal solution for cable bridge analysis Initial equilibrium state analysis for cable stayed bridges

Auto generation of construction stage pretensions

using the tensions in the completed state

(linear & nonlinear)

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Behaviors of key segments in real construction reflected

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Large displacement analysis reflecting creep & s hrinkage3

Backward construction stage analysis using internal memberforces (reflecting large displacement)

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Auto calculation of tensions in main cables and coordinates forself-anchored and earth-anchored suspension bridges

Detail output for suspension cables (unstressed lengths, sag,etc.) & detail shape analysis

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Steel column design of irregular sections6

Cable Stayed Bridge Initial equilibrium state analysis

Generation of optimal cable pretension forces

satisfying design constraints

Optimum stressing strategy

Cable nonlinearity considered (equivalent truss,

nonlinear truss & catenary cable elements)

Calculation of initial pretensions for cable stayed

bridges & initial shape analysis for suspension bridges

Construction stage analysis reflecting

geometric nonlinearity

Finite displacement method (P-delta analysis by cons-

truction stages and for completed state)Large displacement method (independent models for back-

ward analysis & forward construction stage)

Completed state analysis & tower

/ girder design

Linearized finite displacement method & linear elastic

method

Linear buckling analysis / moving load analysis / inelastic

dynamic analysis

Steel column design of irregular sections


MIDAS14

Optimum solutions produced by an optimization theory based

on object functions

Solutions obtained by simultaneous equations if the numbers

of constraints and unknowns are equal

Ideal dead load force diagram assumed

Initial equilibrium state analysis results satisfying constraints



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Auto calculation of erection pretensions by entering only the pretensions of the completed state & addingLack of fit force wit hout having to perform backward analysis

Applicable for both large displacement and small displacement analyses

Initial equilibrium state analysis r eflecting the behaviors of the closure of key segments during erection

Auto calculation of construction stage pretensions accounting for creep & shrinkage

Calculation of cable pretensions by construction stages satisfying the constraints for the completed state

Auto-iterative function provided to reflect creep & shrinkage

Superb convergence for calculating unknown load factors usi ng simultaneous equations & object functions

Construction stage analysis for cable stayed bridges

01 - Forward stage analysis using the pretensions in the completed state

Construction stage analysis for cable stayed bridges

02 - Forward stage analysis based on application of constraints

Construction stage analysis resul ts - ini tial erection Construction stage analysis results - cantilevers erected

Constr uct ion stage analysis result s - closure of s ide spans Constr uction st age analys is result s- immediately before center span closure

Construction stage analysis results - final stage Completed state analysis results - MomentConstruction stage analysis results

Set up constraints and unknowns

Iteration

Load Factors found

Iteration control

Analysis results of the completed state

STEP 01. Calculation of pretensions usingUnknown Load Factor

STEP 02. Forward stage analysis for a cable stayed bridge using the pretensionsof the completed state and Lack of fit force

Procedure for a construction stage analysis


MIDAS15

Optimal tensions in cables found satisfying constraints

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Construction Stage

Unknown Load Factor

Construction Stage

Check

End

Unit pretension loads applied

Assignment of constraints & calculation of unknown

load factors for each stage (good convergence)

Re-analysis of construction stage

reflecting influence factors

Analysis of results for each construction stage1

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Conventional earth anchored suspension bridges - initial shape analysis performed in Wizard t hrough

simple method / accurate analysis

Initial shape analysis function for special suspension bridges wit h hangers located on different planes

(accurate analysis)

Shape analysis function reflecting initial member forces of self anchored suspension bridges

Initial shape analysis for suspension bridges Construction stage analysis of earth anchored suspension bridges

A self-anchored suspensionbridge model using SuspensionBridge Wizard

Accurate analysis methodusing Suspension BridgeAnalysis Control

Initial shape model of a suspension bridge

Structure (elements, nodes, materials, loads & boundary conditions)

Geometric nonlinear analysis

Structural stiffness, loads & internal forces→ un-equilibrated forces calculated

Nodal displacements & memberforces calculated

Updated nodal coordinates revised

Revised nodes & member forces→ unstressed lengths recalculated

Equilibrium forces calculatedfor each member (internal member forces)

Nodal coordinates updated

Unstressed lengths of cables determined

Equilibrium member forces determinedfor each member

Cable (unstressed lengths & iteration convergence conditions)

Removal of superimposed dead load

Initial tension forces in cables of a suspension bridge

Removal of hangers & setback calculationRemoval of main span girders

Removal of main span girders

Removal of side span girders Removal of side span girders completed


MIDAS16

Procedure for accurate analysis method

Backward construction stage analysis - large displacement analysis

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Accurate analysis of initial

shape performed to satisfy

the coordinates of towers and sags

Control for convergence(rate of change in

displacements)



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Accurate analysis with initial member forces to reflect the behavior of a self anchored suspension bridgesubjected to axial forces in girders

Typical construction methods applicable for self anchored suspension bridges such as hanger insert ion andJack-down construction methods

Cable Bridge Analysis Options

Large displacement analysis by construction stages

P-delta analysis by construction stages

Reflection of tangential girder erection

Auto calculation of cable tensions by construction stages

Cable-Pretension F orce Control

Independent Stage: backward analysis (independent model)

Include Equilibrium Element Nodal Force: backward analysis reflecting internal forces (independent model)

Accumulative Stage: Accumulative model for forward analysis

Include P-delta Effect Only (2nd release in 2006)

Initial Force: Initial tensions inducted into as internal forces (inducted loads = / inter nal cable forces)External Force: Initial tensions inducted into as external forces (inducted loads = internal cable forces)


MIDAS17

Initial tension forces of a self anchored suspension bridge

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Erection bents,main cables &

girders installed

Final Stage

Stage 04

Stage 05

Stage 03

Stage 02

Initial Tangent Displacement for Erected Structure (fabrication camber calculated)

Lack of fit force control: construction stages using tensions in the completed state automatically produced

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Initial shape analysis

Construction stage analysis of self anchored suspension bridges

Backward construction stage analysis - large displacement analysis

midasCivilBridging Your Innovations to Realities“ ”

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"Seismic & earthquake resistant system and seismic performance

evaluation for bridges using high-end nonlinear analysis"

05. Nonlinear analysis

In addition to lumped mass, Mass Offs et & Consistent Mass also considered

A number of response spectrum loads defined using different design spectrums

Various methods for applying damping for time history analysis (Direct Modal, Mass & Stiffness Proportional,

Strain Energy Proportional, Element Mass & Stiffness Proportional)

Nonlinear analysis process in midas Civil Various dynamic analysis functions

Nonlinear seismic analysis and

performance evaluation for bridges

Nonlinear static analysis

(pushover analysis)

Boundary nonlinear

analysis

Inelastic time history

analysis

Analysis model data

Nonlinear material properties & plastic hinge propertiesof members(hysteresis models, yield strengths, PM interaction &post yielding behavior properties)

Finite elements (beam, column, plate & solid)

Inelastic spring properties (stiffness, effective dampingratios & hysteresis properties)

Static loads & inelastic response spectrum(damping & ductility ratio)

Acceleration time histories & artificial seismic waves)

EffectiveDamping

Ductility

Capacity spectrum method

Displacement coefficient method

Displacement based design method

Seismic performanceevaluation

P e r f o r m a n c e

B a s i c s e i s m i c

d e s i g n

Multi-spectrum input

Definition of a number of response spectrum load cases using different design spectrums

Spectrum values corresponding to modal damping ratios

Response spectrums & interpolation considering modal damping ratios

Modal damping ratio applied using correctional equation if a single spectrum selected

Interpolation of spectrum load data used if a number of spectrums specified

Consistent mass consideration

Both lumped mass & consistent mass available

Mass specified at the neutral axis of a member regardless of Mass Offset or Section Offset

Seismic performance

evaluation

Seismic resistance

& isolation system evaluation

Accurate seismic

safety evaluation

Definition of input loads

Approximate dimensions / section profile

/ material properties

Structural model of a bridge

Displacement control

Inelastic response spectrum

Load control

Accurate behavior analysis using nonlinear

seismic response of a bridge

Damping

Time Step

Effective stiffness /effective damping devicehysteretic properties

Response evaluation Response evaluation Response evaluation

Newmark -- Linear acceleration method

- Average acceleration method

Displacement, velocity & acceleration time history

Inelastic hinge distribution

Member curvature & rotational ductility

Direct integrationSeismic control

ViscoelasticHysteretic Inelastic element

Beam-Column

Spring, Truss

Lumped Hinge Type

Distributed Hinge YypeSeismic isolation

Nonlinear modal analysis

Runge-Kutta method

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MIDAS18

Seismic isolation

LRBFPS

Staged reactions, memberforces, stresses, displacements,

plastic hinge distribution

& system displacement ductility

Eigenvalues (natural frequencies)Seismic isolator & damper hysteresis loops,

Displacement, velocity & acceleration time history



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Structural analysis function including nonlinear link elements (General Link)

Structural analysis using spring elements having nonlinear properties (Inelastic Hinge Property)

Various dampers & base isolators (Gap, Hook, Viscoelastic Damper, Hysteretic System, Lead Rubber

Bearing Isolator & Friction Pendulum System Isolator)

Static loads converted into the form of dynamic loads ( Time Varying Static Loads)

Viscoelastic Damper

Hysteretic System

Viscoelastic Damper

Lead Rubber Bearing Friction Pendulum System Hysteretic System

Runge-Kutta method analysis condition

Lead Rubber Bearing Isolator

Dampers, base isolators & inelastic elements simultaneously considered in nonlinear time history

analysis (nonlinear direct integration method)

Good convergence by Runge-Kutta method (Step Sub-Division Control & Adaptive Stepsize Control)

Boundary nonlinear analysis Analysis capabilities for dampers & base isolators

Friction Pendulum System Isolator


MIDAS19



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4 Hinge type models

Lumped type hinge

Distributed type hinge

Spring type hinge

Truss type hinge

Accurate analysis by simultaneously considering nonlinear & time dependent properties of members to

evaluate seismic safety

Good convergence achieved through applying stable direct integration method & numerical iterative method

Over 50 built-in earthquake acceleration records in DB & import of artificial seismic waves

Versatile nonlinear analysis results (hinge distribution, max. & min. displacement / velocity / acceleration,

time history graphs & simulations)

Auto generation of plastic

hinge properties

Input for nonlinear

analysis conditions

Various nonlinear

hysteresis models

Evaluation of ductility

demand for members

Inelastic hysteresis models in midas Civil

Uni-axial hinge model

19 Models provided including bi-linear, tri-linear,

Clough, slip models, etc

Multi-axial hinge model

Translational hardening type model

/ fiber model

Nonlinear time history analysis function, which uses linear static & construction stage analysis r esults as

initial section forces (initial section forces reflected in hysteresis)

Generation of tables & graphics for versatile nonlinear analysis results

(hinge distribution, max. & min. displacement / v elocity / acceleration, time history graphs, s imulations

& production of various events)

Nonlinear time history analysis Numerous inelastic hysteresis models


MIDAS20

Takeda Tri-linear Clough Deg. Tri-linear

Origin-Oriented Peak-Oriented Slip Ramberg Osgood



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Nonlinear dynamic analysis considering axial force - moment interaction

Variable axial force considered (PMM): translational hardening type model by plasticity theories

Fixed axial force considered (PM)

Nonlinear time history analysis Dynamic nonlinear analysis reflecting axial force - moment interaction


MIDAS21

RC Type Steel Type

Tran sl at io n o f 1 st yi el d s ur fa ce af te r 1 st yi el di ng Tran sl at io n o f 1 st yi el d s ur fa ce at un lo ad in g

Translation of 2nd yield surface after

2nd yielding on the +ve side

Initial axial forces considered (P-M) Variable axial forces considered (P-M-M)

Translation of 2nd yield surface after

2nd yielding on the -ve side

Translational hardening type model (translation of yield surface)Auto setting of yield surface & auto calculation of yield properties



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Efficient fiber division function for various sections such as rectangular, circular & PSC sections

Simple representation of reinforcing steel using the Import function

Nonlinear dynamic analysis using fiber models Versatile & convenient definition of fiber section & division


MIDAS22

Limitation of nonlinear hinge models eliminated, which are based on experience such as pushover analysis,seismic analysis, etc.

Change in axial forces accurately reflected through fiber models in structures whose axial forces changesignificantly

Accurate representations of confinement effects of tie reinforcing steel, crushing, cracking, etc. in concretemembers under nonlinear analysis

Accurate representations of tensile yielding, compressive yielding, buckling, fracture, etc. in steel membersunder nonlinear analysis

Analytical models for optimal retrofit reinforcement to existing structures such as plate reinforcement

A bridge model using fiber elements

RC Section PSC Section

Concrete Filled Section Hollow Steel Section

Stress-strain relationships for concrete & steel

Moment-curvature relationship of a fiber element Versatile & convenient

section damage assessment



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Von Mises

Tresca

HydrostaticAxis

F = 3 J2 - Y

F =( 1 3)- Y

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Good convergence for nonlinear analysis using shell elements, which reflect large displacements &large rotations

Representation of material nonlinearity of degenerated shell elements by integrating stresses in the thickness direction using a layered approach

Plastic zone display function, which shows the status of yielding of shell elements in the t hickness direction to obtain detail information on material nonlinearity

Material & geometric nonlinear analysis functions to carried out detail analyses of steel structures consistedof steel box, steel plate & I-beam sections

Nonlinear static analysis Nonlinear shell element


MIDAS23

High end analysis functions to represent nonlinear behaviors of st ructures after elastic limits

Various hardening models, which define the behaviors from the elastic limits to maximum stress points(Isotropic hardening, Kinematic hardening & Mixed hardening)

Various failure models frequently encountered in civil engineering practice(Tresca, Von Mises, Mohr-Coulomb & Drucker-Prager)

Cyclic Load function using the loading sequence function to represent the nonlinear behaviors ofstructures subjected to cyclic loads

Material nonlinear properties Cantilever beam with

channel section

Pinched cylinder Hemispherical shell with a hole

Load-Deflection curve Yield states along thickness

Vo n M is es - Tr es ca M oh r- Co ulo mb D ru ck er- Pr age r

Results of a cyclic loading testNonlinear analysis control



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Simultaneous analysis of geometric & material nonlinearity Pushover analysis


MIDAS24

Analysis results of a reduced symmetry model expanded to a full model to observe nonlinear behaviors& deformed shape using the Mirror function

View function supported to display plastic zones to identify t he status of yielding at integration points

Animation function provided to examine rather large deformation & stress redistri bution in real time

Results of geometric - material nonlinear analysis readily verified by Stage/Step History Graph

Various plastic hinge models

Process of pushover analysis

Checking the status of safety limits of a system, which has been considered with dynamic behaviors &load redistribution, after yielding

Structural inelastic behaviors & resistance capability calculated efficiently

Capacity spectrum method provided to efficiently evaluate nonlinear seismic response & performance

Load control & Displacement control methods

Gravity load effects considered

Pushover analysis reflecting P-delta effects

Various load patterns supported (Mode Shape / Static Load /Uniform Acc.)

Multi-linear hinge & FEMA hinge types supplied

Analysis results checked by pushover steps (hinge status / distribution,displacements, member forces & stresses)

Various types of capacity curves supplied


Demand spectrums supplied for each design standard

Seismic performance evaluated using Performance Point


Auto generation of plastic

hinge properties

Static analysis& member design

Load control ordisplacement control

Inelastic propertiesof members

Push over analysis

Capacity ofa structure evaluated

Performance pointsfound by demand curves

Evaluationof seismic performance

Yes

No

Stress contour & deformed

shape

Yield point Steel box

A quarter model of a pinched cylinder

with diaphragms

Load Scale Factor

- Deflection curve

Satisfactoryperformance



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CSPFea s.c.via zuccherificio, 5/d - 35042 este (pd) italy tel. +39 0429 602404 - fax +39 0429 610021

[email protected] - www.cspfea.net

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Civil Libretto