NONLINEAR RESPONSE HISTORY ANALYSIS OF VISCOELASTIC …sipil.ft.unand.ac.id/images/doc/ICEEDM2019_Bambang... · 2019. 10. 1. · Link Beam Yield Vb Desain Vb First Yield IO 6.17E-03

NONLINEAR RESPONSE HISTORY ANALYSIS

OF VISCOELASTIC COUPLING DAMPER

UNDER MAJOR EARTHQUAKE LOADING

SUBSTITUTING COUPLING BEAMS

OF TALL RC BUILDING IN JAKARTAOF TALL RC BUILDING IN JAKARTA

Prof. Bambang Budiono, Ir (ITB)., M.E. (

Diah Puspita Rahmi, S.T (ITB).,M.T (ITB)

Structural Engineering Division-FCEE-ITB

NONLINEAR RESPONSE HISTORY ANALYSIS

VISCOELASTIC COUPLING DAMPERS (VCDs)

EARTHQUAKE LOADING

SUBSTITUTING COUPLING BEAMS

OF TALL RC BUILDING IN JAKARTAOF TALL RC BUILDING IN JAKARTA

(ITB)., M.E. (UoA)., PhD (UNSW)

Diah Puspita Rahmi, S.T (ITB).,M.T (ITB)

ITB

OUR BIG IDEA

Lorem ipsum dolor sit amet, consectetur adipiscing

1.

INTRODUCTIONLorem ipsum dolor sit amet, consectetur adipiscing elit. Etiam aliquet eu mi quis lacinia. Ut fermentum a magna ut eleifend. Integer convallis suscipit ante eu varius. Morbi a purus dolor. Suspendisse sit amet ipsum finibus justo viverra blandit.

INTRODUCTION

Backgrounds and Objectives

BACKGROUNDS

The increasing of

demands for

High–rise Buildings

Source: Housing-Estate.com

Source : https://kumparan.com

The complexity of Seismic

Resistance Building

design and detailing in

seismic vulnerable area

The difficulty of coupling

beams repairment

and the economic loss of

operation downtime

Source : Buildings.com

The complexity of Seismic

Resistance Building

design and detailing in

seismic vulnerable area

Source : kineticadynamics.com

The potential of VCD

as alternative for

more durable energy

dissipator

OBJECTIVES

“Building retrofitting using VCDs in lieu of Coupling Beams in

lower level area of Super Tall Building under major earthquake”lower level area of Super Tall Building under major earthquake”

• IS IT WORKING EFFECTIVELY FOR THE BUILDING??

• HOW DOES IT WORK?? (mechanism and hysteretic behaviour)

“Building retrofitting using VCDs in lieu of Coupling Beams in

lower level area of Super Tall Building under major earthquake”lower level area of Super Tall Building under major earthquake”

IS IT WORKING EFFECTIVELY FOR THE BUILDING??

HOW DOES IT WORK?? (mechanism and hysteretic behaviour)

OUR BIG IDEA


2.

STRUCTURAL MODELLINGLorem ipsum dolor sit amet, consectetur adipiscing elit. Etiam aliquet eu mi quis lacinia. Ut fermentum a magna ut eleifend. Integer convallis suscipit ante eu varius. Morbi a purus dolor. Suspendisse sit amet ipsum finibus justo viverra blandit.

STRUCTURAL MODELLING

Specifications and Properties

(CSI Etabs and Perform3D)

SPECIFICATIONS (1)

Core-wall Perimeter

Columns

Outriggers

Belt-trusses at

57th -59th

and

38th-39th 338,25 m338,25 m

80 storeys

Core-wall +

Perimeter

Columns

at all stories

SPECIFICATIONS (2)

� Mix – used building

� Importance Factor

� Site Class� Site Class

� Seismic Design Category

� Design Coefficients and Factors

� R

� Ωo

� Cd

� Redundance Factor

Risk category III

Ie = 1,25

SE (Jakarta)SE (Jakarta)

D

5

2,5

5,5

1,0

MATERIALS

CONCRETE

fc’ (MPa) Story Element

35 St. 40–Roof Slabs and Beams

45 GF–St.39 Slabs and Beams

St.40–Roof Columns and Shearwalls

55 St.23–St.39 Columns and Shearwalls

60 GF–St.22 Columns and Shearwalls

STEEL

No Specs. fy (MPa) Element

1 BJTD-40 400Longitudinal

Reinforcements

Shear Reinforcements

2 BJTD-50 500 Confinements

3 BJ-52 345 Structural Profiles

LOADINGS

01 02 03 04

LO

AD

SI

DL

LO

AD

MI

C

DE

AD

LI

VE

SE

IS

SNI 1727:2013

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0 1 2 3 4 5

Acc. (g

)

Spectral Response of Jakarta

Seismic : Jakarta

MCEr, Site Class SE

DBE

SDS (g) 0.5893

SD1 (g) 0.5433

To (sec.) 0.5893

Ts (sec.) 0.5433

Period (sec.)

SEISMIC RESPONSE COEFFICIENT AND EQ SCALE FACTOR

Period

Cs

Cs X 0,0252

Cs Y 0,0249

SeismicResponse Coefficient

ModePeriod

sec

1 (Y) 7.820

2 (X) 7.538

SEISMIC RESPONSE COEFFICIENT

Static

Base Shear

Dir.0,85Vstatic V dynamic.

scalekN kN

X 1,023

Y 1,043

Vb Design

Scale FactorDir.

Vstatic

kN

X

Y

INELASTIC PROPERTIES

Beam ElementMoment Hinge – Rotation Type

Moment-rotation of beam element is calculated using XTRACT program and

Example of Moment-Curvature Output by XTRACT

rotation of beam element is calculated using XTRACT program and bilinearized to conform to Perform 3D format.

Example of Bilinearized Moment-Rotation with Deformation Capacities for Perform 3D


Column ElementPMM Hinge – Rotation Type

P-M-M hinge of column element is calculated using XTRACT and spreadsheet programs to conform to Perform 3D format.

Example of Basic F-D Relationshipfor Perform 3D

M hinge of column element is calculated using XTRACT and spreadsheet programs to conform to Perform 3D format.

Example of Column Example of Column

Yield Surface

for Perform 3D

Example of Column

Deformation Capacities

for Perform 3D


Wall ElementWall, Fiber Type

Walls are modelled as fiber elements that require stress-strain relationships for steel and concrete materials

as input for Perform 3D.

Example of Stress-Strain Relationship for Reinforcement

strain relationships for steel and concrete materials

Wall Fiber Element

Example of Stress-Strain Relationship for Concrete


Overview



Inelastic Behavior


DIAGONAL REBAR vs VCD IN COUPLING BEAMDIAGONAL REBAR vs VCD IN COUPLING BEAM


Modelling Scheme

VCD Element Modelling Scheme


Viscoelastic Material Modelling Scheme


Modelling Parameter

G0 0.0623 β0 0.000902

G1 0.2605 Ψ1 0.0996

G2 0.5493 Ψ2 0.0172

G3 8.2335 Ψ3 0.0011

G4 0.087 Ψ4 1.128

Material Properties for ISD:111H (Montgomery, 2011)


Elastic Bar Element Properties:

Element K (N/mm) L (mm) A (mm^2) E (N/mm^2)

K0 60.2 100 100 60.2

K1 251.6 50 100 125.8

K2 530.6 50 100 265.3

K3 7954.6 50 100 3977.3

K4 84 50 100 42

K-big 106 50 100 5 x 105

Fluid Damper Element Properties:

K-big 106 50 100 5 x 105

Element C (Ns/mm) L (mm)

C0 0.053 50

C1 25.1 50

C2 9.13 50

C3 8.75 50

C4 94.8 50


Viscoelastic Material Modelling

Compound Fluid Damper (Maxwell Element Model)

Elastic Bar(Spring Element)



Compound Fluid Damper (Maxwell Element Model)

Fluid Damper (Dashpot Element)Viscoelastic Material Modelling Scheme


Reduced – Beam Section ModellingShear hinge on VCD is designed as fuse mechanism to prevent the VE material to reach the maximum allowable

strain of 400% and cause tearing.

VCD with Rigid – Plastic Shear Hinge Scheme


Shear hinge on VCD is designed as fuse mechanism to prevent the VE material to reach the maximum allowable

Rigid – Plastic Shear Hinge Scheme Properties(Perform3D)


Modelling Using Perform3D (3)


Detail of Viscoelastic Material Modelling (Perform3D)


Viscoelastic Material Modelling (Perform3D)

Detail of Viscoelastic Material Modelling (Perform3D)

OUR BIG IDEA


3.

PUSHOVER ANALYSISLorem ipsum dolor sit amet, consectetur adipiscing elit. Etiam aliquet eu mi quis lacinia. Ut fermentum a magna ut eleifend. Integer convallis suscipit ante eu varius. Morbi a purus dolor. Suspendisse sit amet ipsum finibus justo viverra blandit.

PUSHOVER ANALYSIS

Linear Design Checking

(Perform3D)

CQC LOADS

300

350

400

CQC X

OUTRIGGERS –

BELT TRUSSE

S

OUTRIGGERS –BELT

TRUSSES

0

50

100

150

200

250

0 5000 10000 15000

Ele

va

tio

n (

m)

Shear Force(kN)

OUTRIGG

300

350

400

CQC Y

OUTRIGGERS –BELT

TRUSSES

OUTRIGGERS –BELT

TRUSSES

0

50

100

150

200

250

0 5000 10000 15000

Ele

va

tio

n (

m)

Shear Force (kN)

PUSHOVER RESULTS (X DIRECTION)

6.88E-031.18E+05

[SERIES NAME]1.60E+05

1.80E+05

2.00E+05

Kurva Kapasitas Sturktur Arah X+(Base Shear vs. Drift)

Capacity Curve

PP

SW Yield

LINEAR DESIGN CHECK : VYIELD > VDESIGN

[CELLREF]

[SERIES NAME]

5.68E+04

7.79E+04

[SERIES NAME]

0.00E+00

2.00E+04

4.00E+04

6.00E+04

8.00E+04

1.00E+05

1.20E+05

1.40E+05

0 0.01 0.02 0.03 0.04

Base S

hear

(kN

)

Reference Drift

SW Yield

Beam Yield

Column Yield

BT OTR Yield

Link Beam Yield

Vb Desain

Vb First Yield

IO

LS

CP

PUSHOVER RESULTS (X DIRECTION)

Capacity Curve

SW Yield

5.77E-031.49E+05


3.00E+05

Kurva Kapasitas Sturktur Arah X-(Base Shear vs. Drift)

Capacity Curve

PP

SW Yield

DESIGN

SW Yield

Beam Yield

Column Yield

BT OTR Yield

Link Beam Yield

Vb Desain

Vb First Yield

[CELLREF]

[SERIES NAME]

5.68E+04

8.61E+04

[SERIES NAME]

0.00E+00

5.00E+04

1.00E+05

1.50E+05

2.00E+05

0 0.01 0.02 0.03 0.04

Base S

hear

(kN

)

Reference Drift

SW Yield

Beam Yield

Column Yield

BT OTR Yield

Link Beam Yield

Vb Desain

Vb First Yield

IO

LS

CP

PUSHOVER RESULTS (Y DIRECTION)

5.55E-031.39E+05


2.50E+05

Kurva Kapasitas Sturktur Arah Y+(Base Shear vs. Drift)

Capacity CurvePP

LINEAR DESIGN CHECK : VYIELD > VDESIGN

[CELLREF]

[SERIES NAME]

5.61E+04

6.16E+04

[SERIES NAME]

[SERIES NAME]

0.00E+00

5.00E+04

1.00E+05

1.50E+05

0 0.01 0.02 0.03 0.04

Base S

hear

(kN

)

Reference Drift

SW Yield

Beam Yield

Column Yield

BT OTR Yield

Link Beam YieldVb Desain

Vb First Yield

IO

PUSHOVER RESULTS (Y DIRECTION)

Capacity Curve

6.17E-031.39E+05

[SERIES


2.50E+05

Kurva Kapasitas Sturktur Arah Y-(Base Shear vs. Drift)

Capacity Curve

PP

SW Yield

DESIGN

SW Yield

Beam Yield

Column Yield

BT OTR Yield

Link Beam YieldVb Desain

Vb First Yield

[CELLREF][SERIES NAME]

5.61E+04

8.15E+04

[SERIES NAME]

0.00E+00

5.00E+04

1.00E+05

1.50E+05

0 0.01 0.02

Base S

hear

(kN

)

Reference Drift

SW Yield

Beam Yield

Column Yield

BT OTR Yield

Link Beam Yield

Vb Desain

Vb First Yield

IO

LS

CP

OUR BIG IDEA


4.

TIME HISTORY ANALYSISLorem ipsum dolor sit amet, consectetur adipiscing elit. Etiam aliquet eu mi quis lacinia. Ut fermentum a magna ut eleifend. Integer convallis suscipit ante eu varius. Morbi a purus dolor. Suspendisse sit amet ipsum finibus justo viverra blandit.

TIME HISTORY ANALYSIS

Before and After VCDs Installation

(Perform3D)

GROUND MOTIONS

MAX 0.2504 gMAX 0.2504 g

MAKS 0.205 g

VCDs LOCATION

Lower Level AreaVCDs are installed substituting the damaged link beams indicated from the initial time history analysis.

St. 1

X

YZ

St. 1

Wall top

z

x

St. 1

Wall bottom

Usage Ratio = 1 indicates that the element has reached deformation capacity limit for yield state

VCDs are installed substituting the damaged link beams indicated from the initial time history analysis.

Wall top

Wall top

Wall bottom

y

xWall bottom

Wall left

Wall right



STRUCTURAL LEVEL RESULTS

• Maximum inter-story driftLorem ipsum dolor sit amet, consectetur adipiscing elit. Etiam aliquet eu mi quis lacinia. Ut fermentum a magna ut eleifend. Integer convallis suscipit ante eu varius. Morbi a purus dolor. Suspendisse sit amet ipsum finibus justo viverra blandit.

• Maximum inter-story drift

• Residual drift

• Base shear

MAXIMUM INTER – STORY DRIFT

The following graphs reveal maximum drift of building with and without VCD installed. Small differences appear in

X direction since VCDs are installed only in this direction.

Outriggers -Belt

70

80

90Maximum Inter - Story Drift X Dir.

Belt Trusses (St.57 -St.59)

Outriggers - Belt

Trusses (St.37 -St.38)

0

10

20

30

40

50

60

0 0.005 0.01 0.015 0.02

Sto

ry

Drift

Without VCD With VCD Drift Limit

STORY DRIFT

The following graphs reveal maximum drift of building with and without VCD installed. Small differences appear in

Outriggers -

70

80

90Maximum Inter - Story Drift Y Dir.

Outriggers -Belt


Outriggers - Belt


0

10

20

30

40

50

60

0 0.005 0.01 0.015 0.02S

tory

Drift

Without VCD With VCD Drift Limit

RESIDUAL INTER – STORY DRIFT

Residual drift plots with and without VCD installed coincide due to small difference.

Outriggers -70

80

90

Residual Inter - Story Drift X Dir.

Outriggers -Belt


Outriggers - Belt


0

10

20

30

40

50

60

70

0 0.002 0.004 0.006 0.008 0.01 0.012

Sto

ry

DriftWithout VCD With VCD Drift Limit

STORY DRIFT

Residual drift plots with and without VCD installed coincide due to small difference.

Outriggers -

70

80

90

Residual Inter - Story Drift Y Dir.

Outriggers -Belt


Outriggers - Belt


0

10

20

30

40

50

60

0 0.002 0.004 0.006 0.008 0.01 0.012

Sto

ryDrift

With VCD Without VCD Drift Limit

BASE SHEAR

-2.00E+05

-1.50E+05

-1.00E+05

-5.00E+04

0.00E+00

5.00E+04

1.00E+05

1.50E+05

2.00E+05

0 10 20 30

Base S

hear

(kN

)

Time (second)

Base Shear X Dir. (Shallow Crustal)

Time (second)

With VCD Without VCD

-1.50E+05

-1.00E+05

-5.00E+04

0.00E+00

5.00E+04

1.00E+05

1.50E+05

0 10 20 30

Base S

hear

(kN

)

Time (second)

Base Shear Y Dir. (Shallow Crustal)

With VCD Without VCD

ConditionShear Forces X Dir. (

Max. Min

Without VCD

With VCD

40 50

Base Shear X Dir. (Shallow Crustal)

ConditionShear Forces Y Dir. (

Max Min

Without VCD

With VCD

40 50

Base Shear Y Dir. (Shallow Crustal)


ELEMENT LEVEL RESULTS

• Element yieldingLorem ipsum dolor sit amet, consectetur adipiscing elit. Etiam aliquet eu mi quis lacinia. Ut fermentum a magna ut eleifend. Integer convallis suscipit ante eu varius. Morbi a purus dolor. Suspendisse sit amet ipsum finibus justo viverra blandit.

• Element yielding

• Usage ratio

• F – D Relationship

ELEMENT YIELDING DISTRIBUTION

Outrigger and Belt

Truss0%

Element Yielding Distribution (without VCD)

Beam61%

Column0%

Coupling Beam

6%

Shearwall33%

ELEMENT YIELDING DISTRIBUTION

Outrigger and Belt

Truss0%

Element Yielding Distribution (with VCD)

Beam59%

Column0%

Coupling Beam

5%

Shearwall36%

0%

RETROFITTED ELEMENTS

Substituting Coupling Beams with VCDsLink Beams / VCDs on the 1st story

Wall top

VCD

y

xWall bottom

Wall left

VCD

VCD

Plan View of 1


Wall top

Wall bottom

Wall right

Plan View of 1st Story


Wall Top Side


Without VCD


Nearest link beam fails due

to force redistribution

St. 1


With VCD


Wall Bottom Side

Without VCD



Nearest link beam fails due

to force redistribution

St. 1

With VCD


3.5

4

4.5

5

Usage Ratio (Yield)

FINAL USAGE RATIO AND PERFORMANCE LEVEL

Comparing element condition with and without VCDsPerformance level improved to 0,28 IO from 0,31 IO by installing VCDs as link beams substitute.

0

0.5

1

1.5

2

2.5

3

Beam Column Link Beam Shear Wall Outrigger and Belt Truss

Without VCD With VCD

Usage Ratio : demand-capacity ratio measured according to deformation capacities of inelastic elements.

yield limit

0.25

0.3

0.35

Usage Ratio (IO)

FINAL USAGE RATIO AND PERFORMANCE LEVEL

Performance Level = 0,28 IO

Comparing element condition with and without VCDsIO by installing VCDs as link beams substitute.

0

0.05

0.1

0.15

0.2

Beam Column Link Beam Shear Wall Outrigger and Belt Truss

Without VCD With VCD

capacity ratio measured according to deformation capacities of inelastic elements.

yield limit

HYSTERESIS CURVE OF VISCOELASTIC COMPONENTSF – D RELATIONSHIP OF VCD ON WALL TOP SIDE OF 1ST STORY

VISCOELASTIC COMPONENTS

Ko

Co

VE1

VE2

VE3

VE4

HYSTERESIS CURVE OF VCD

F – D RELATIONSHIP OF VCD ON WALL TOP SIDE OF 1

Shear Strain VCD Top = 40%

Shear Strain Max. = 400%


D RELATIONSHIP OF VCD ON WALL TOP SIDE OF 1ST STORY

Wall top

y

x Wall bottom

Wall left

Wall right

HYSTERESIS CURVE OF VISCOELASTIC COMPONENTSF – D RELATIONSHIP OF VCD ON WALL BOTTOM SIDE OF 1ST STORY

VISCOELASTIC COMPONENTS

STORY

Ko

Co

VE1

VE2

VE3

VE4


F – D RELATIONSHIP OF VCD ON WALL BOTTOM SIDE OF 1

Shear Strain VCD Top = 52,8%

Shear Strain Max. = 400%


D RELATIONSHIP OF VCD ON WALL BOTTOM SIDE OF 1ST STORY

Wall top

y

x Wall bottom

Wall left

Wall right

OUR BIG IDEA


5.

CONCLUSIONSLorem ipsum dolor sit amet, consectetur adipiscing elit. Etiam aliquet eu mi quis lacinia. Ut fermentum a magna ut eleifend. Integer convallis suscipit ante eu varius. Morbi a purus dolor. Suspendisse sit amet ipsum finibus justo viverra blandit.

CONCLUSIONS

Effectiveness and Behavior of VCDs

CONCLUSIONS

1.VCDs configuration used in this research

link beams in the upper level, in other

research are less effective. This is

occurring in the structural elementsoccurring in the structural elements

2.The hysteresis curves of VCD reveal that

link beams as energy dissipator are

results, the maximum actual strain of

allowable strain of 400% - while the shear

formation.

research results in the failure shifting of 2

other words the use of VCDs in this

because of the redistribution effect

that the use of VCDs substituting the

are justified. Based on the analysis

of VCD is 53% - below the maximum

shear hinge elements show no hinge

MacKay-Lyons, R. 2013. Performance-Based

Buildings with Viscoelastic Coupling

Engineering, University of Toronto, Canada

Mackay-Lyons, R., Montgomery, M., Christopoulos

Performance of RC Coupled Wall High

REFERENCES

Dampers. Lisboa: 15th World Conference

Pant, DR., Montgomery, M., Christopoulos

Coupling Dampers for The Enhanced

Santiago: 16th World Conference on

Diah Puspita Rahmi., 2018., Master Thesis,

Viscoelastic Coupling Dampers (VCDs)

Coupling Dampers at Lower Level Area

Environmental Engineering, Institute

Based Design of RC Coupled Wall High-Rise

Coupling Dampers. Graduate Department of Civil

Canada.

Christopoulos, C. 2012. Enhancing The Seismic

High-Rise Buildings with Viscoelastic Coupling

Conference on Earthquake Engineering (15WCEE).

Christopoulos, C., Xu, B., Poon, D. 2017. Viscoelastic

Enhanced Seismic Resilience of a Megatall Building.

Earthquake Engineering (15WCEE).

Thesis, Nonlinear Response History Analysis of

(VCDs) Under Major Earthquake Loading in Lieu of

Area of Super Tall Building, Faculty of Civil and

Institute Technology Bandung, Indonesia.

NONLINEAR RESPONSE HISTORY ANALYSIS OF VISCOELASTIC …sipil.ft.unand.ac.id/images/doc/ICEEDM2019_Bambang... · 2019. 10. 1. · Link Beam Yield Vb Desain Vb First Yield IO 6.17E-03

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