Design Procedures PowerPoint Presentation - … · ASCE 7-10 ch.17.2.4.6 : ... + 30% E y 17.6.3.3...

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DAVY SUKAMTA & PARTNERS, Structural Engineers

Web: www.davysukamta.comEmail: [email protected]

Ir.Davy Sukamta, Fellow PE



General Design Approach

Superstructure Design

Isolation System Design (and Testing)

DBE = 2/3MCELoads may be reduced by seismic reduction factor RR ≤ 2 allowing limited inelastic response

MCER

1%/50 yr = 2475-yr return period + fragility factorNo seismic reduction factor


17.2.3 Configuration

17.2.4.2 Wind Forces

17.2.4 Isolation System

regular or irregular structure

17.2.4.1 Environtmental Conditions

17.2.1: Importance Factor IC= 1.0 (always)

Stiffness + 20%Mean value stiffnessStiffness - 20%

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ASCE 7-10 ch.17.2.4.6 :Design vertical load shall be computed

using load combination1.2DL + 0.2SDS + L + 1.0E + S

0.9DL - 0.2SDS - 1.0E + H

17.2.4.4 Lateral Restoring Force

SF≥1.017.2.4.7 Overturning


17.2.6 Elements of Structures andNonstructural Components

Common design proceduresfor seismic resistant structurePlus seimic design requirementsfor non-structural components (ch.13)

Common design proceduresfor seismic resistant structurein chapter 12 & 13


17.3 Ground Motion for Isolated Systems

17.3.1 Design Spectra- Site-specific GM procedures are permitted to be used- For Site Class F sites, perform according to section 21.1 Site response Analysis- For sites with S1>0.6, perform acording to section 21.2 MCER GM Hazard Analysis- If site-specific GM is not used, use established Design Response Spectrum


17.3.2 Ground Motion Histories

0.5TD 1.25TM

Period of Interest

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DESIGN METHODS /Analysis Procedures

Static Analysis Dynamic Analysis

Response SpectrumAnalysis

Time HistoryAnalysis

Ch.17.4

Equivalent Lateral ForceProcedures


Other limitation forbase isolation system

Structures does nothave irregularrities

TD ≥ 3 Tfixed-base

S1 < 0.60 g

Tm ≤ 3.0 sec

H ≤ 4 stories or 19.8 m

Site Class A, B, C or D

Static AnalysisCh.17.4.1

DAVYSUKAMTA & PARTNERSStructural Engineers

Equivalent Lateral Force Procedures

Point 7: The isolation system meets all of the following criteria

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Dynamic Analysis

Response SpectrumAnalysis

Time HistoryAnalysis

Site class A, B, C dan D

Isolation system must meet the criteria of point 7, ch. 17.4.1

No Limitation on Use

100% Ex + 100% Ey

17.5 Equivalent Lateral Force Procedure

17.5.3 Minimum Lateral Displacement

17.5.2 Deformation Characteristics of the Isolation System

17.5.4 Minimum Lateral Force

17.5.5 Vertical Distribution of Force

17.5.6 Drift Limits

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DBTDgSDDD

241

π=

D

DDD

B

TgSD2

1

4π=

17.5.3.1

See Table 17.5-1 Damping Coefficient


2/3MCE


ASCE 7-10 Table 17.5-1


gk

WTD

D

min

2π=

17.5.3.2

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17.5.3.3 Maximum Displacement

17.5.3.4 Effective Period at Maximum Displacement


++=

++=

22

22

121

121

db

eyDD

db

eyDD

MTM

DTD

Displacement must include the effect of torsion

DAVY SUKAMTA & PARTNERS, Structural Engineers DAVY SUKAMTA & PARTNERS, Structural Engineers

Iterative Procedure for Design

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17.5.4 Minimum Lateral Forces

Vb

= kDmax

DD

17.5.4.2: above the isolation system

VS

=


Isolation Interface

Isolation System

1R

VV bS =

DD DkVb max=


17.5.5 Vertical Distribution of Force

The shear force Vs shall be distributed over theheight of the structure above the isolation interfaceusing Eg. 17.5-9:


17.5.6 Drift Limits

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17.6 Dynamic Analysis Procedures


Isolated Structure

Isolation System

17.6.2 Modelling


17.6.3 Description of Procedures

17.6.3.2 Input Earthquake

For isolation system: - use DBE to calculate the total design displacement- use MCE to calculate the total maximum displacement

For isolated structure:- use DBE to calculate lateral forces and displacements

DBE = 2/3 MCE


100Ex

+ 30% Ey

17.6.3.3 Response-Spectrum Procedures

≥Static analysis result in that story

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17.6.3.4 Response-History Procedures

A suite of not fewer than three pairs ofappropriate ground motions shall be used

The ground motion pairs shall be selected and scaled in accordance with sect. 17.3.2

Event Characteristic Magnitude,Mw

Distance(km)

ScaleFactor

PGA (g) Source

Chi Chi

(1999)

Megathrust zone 7.62 117 5.3 0.18 PEER

Chi Chi

(1999)

Benioff zone 7.62 118 5.7 0.26 PEER

Imperial

Valley(1994)

Shallow crustal 6.50 25 1.0 0.42 PEER

Period of interest


Ground Motions / Time SeriesFor 3-D Analysis

-Selected GM must represent theEQ mechanism

-Scaled for the period of interest


Selected Ground Motion

Period of interest


Event Characteristic Magnitude,Mw

Distance (km) ScaleFactor

PGA (g) Source

Chi Chi (1999) Megathrust zone 7.62 117 5.3 0.18 PEER

Chi Chi (1999) Benioff zone 7.62 118 5.7 0.26 PEER

Imperial

Valley(1994)

Shallow crustal 6.50 25 1.0 0.42 PEER

Selected Ground Motion

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17.6.3.4 Response-History Procedures

17.6.4.2 Structural Elements above the Isolation System….use R1 from section 17.5.4.2….regular configuration V>80%VSEXCEPTION:RSA + response-Spectrum Procedures, 80%VS> V > 60%VS

17.6.4.1 Isolation System and Structural Elementsbelow the isolation System

….design lateral force shall not be takenas less than 90% of V B (Eq. 17.5-7)….total design displacement > 90% DTD….total maximum displacement> 80% DTM

Analysis Analysis Analysis Analysis ---- ModelingModelingModelingModelingGudang Garam TowerGudang Garam TowerGudang Garam TowerGudang Garam Tower


17.6.4 Minimum Lateral Displacement and Forces

17.6.4.1 Isolation System and Structural Elementsbelow the isolation System

….design lateral force shall not be takenas less than 90% of V B (Eq. 17.5-7)….total design displacement > 90% DTD….total maximum displacement> 80% DTM

17.6.4.2 Structural Elements above the Isolation System….use R1 from section 17.5.4.2….regular configuration V ≥ 80%VS and V ≥ sect.17.5.4.3

EXCEPTION:NLRHA procedures for regular structure 80%VS ≥ V ≥ 60%VSLRSA procedures for irregular structure V≥VS or 17.5.4.3NLRHA procedures for irregular structure VS ≥ V ≥ 80%VS


17.6.4.4 Drift Limits

17.6.4.3 Scaling of Results

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17.7 Design Review


17.8 Testing

DAVY SUKAMTA & PARTNERS, Structural Engineers DAVYSUKAMTA & PARTNERSStructural Engineers

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DAVY SUKAMTA & PARTNERS, Structural Engineers DAVYSUKAMTA & PARTNERSStructural Engineers

At the Design Displacement

At the Maximum Displacement

17.8.5.1 Maximum and Minimum Effective Stiffness


17.8.5.2 Effective Damping


16.2.2 Modeling

- Represent spatial distribution of mass- Model for the hysteretic behavior of elements

shall be consistent with lab test data

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Design Procedures PowerPoint Presentation - … · ASCE 7-10 ch.17.2.4.6 : ... + 30% E y 17.6.3.3...

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