NAT'L INST. OF STAND & TECH R.LC. VIST Special Publication 832, Volume 2

A111D3 777703

Earthquake Resistant Construction

NIST Using Base Isolation

PUBLICATIONS [Shin kenchiku kozo gijutsu kenkyu iin-kai hokokusho ]

Survey Report on

Framing of the Guidelines for

Technological Development of BaseIsolation Systems for Buildings

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United States Department of Commerce

Technology Administration

National Institute of Standards and Technology
7he National Institute of Standards and Technology was established in 1988 by Congress to "assist industry in the development of technology . . . needed to improve product quality, to modernize

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iOO

NIST Special Publication 832, Volume 2

6?C

Earthquake Resistant Construction

Using Base Isolation

[Shin kenchiku kozo gijutsu kenkyu iin-kai hokokusho ]

Survey Report on

Framing of the Guidelines for

Technological Development of BaseIsolation Systems for Buildings

Noel J. Raufaste, Editor

Building and Fire Research Laboratory

National Institute of Standards and Technology

Gaithersburg, MD 20899

Originally Published by

Building Center of Japan

April 1992

U.S. Department of Commerce

Barbara Hackman Franklin, Secretary

Technology Administration

Robert M. White, Under Secretary for Technology

National Institute of Standards and Technology

John W. Lyons, Director
National Institute of Standards and Technology Special Publication 832, Volume 2

Natl. Inst. Stand. Technol. Spec. Publ. 832, Vol. 2, 575 pages (Apr. 1992)

CODEN: NSPUE2

U.S. GOVERNMENT PRINTING OFFICE

WASHINGTON: 1992

For sale by the Superintendent of Documents, U.S. Government Printing Office, Washington, DC 20402-9325
ABSTRACT

This report is Volume Two of a two volume series on passive energy dissipating

systems for buildings and other structures. This volume, Survey Report on Framing

of the Guidelines in Technological Development of Base Isolation Systems for

Buildings, addresses the performance of these systems and provides examples of

buildings installed with the systems. The documents provide guidelines for

evaluating these systems and a directory of these systems used in buildings and other

structures. The original reports in Japanese were published by the Building Center of

Japan under the sponsorship of the Japanese Ministry of Construction (MOC). The

MOC provided these reports to the National Institute of Standards and Technology

for their translation into English and for publication. The subjects addressed in these

reports include: the history and types of passive energy dissipators; their applications,

evaluations, and performance; and case histories of these devices exposed to seismic

loading.

KEYWORDS: active damper, base isolation; damping; devices; evaluation, passive

damper; performance, seismic; structures; wind loads.

Translated from Japanese by Amerind Publishing Co. Pvt., Ltd., New Delhi, under

contract to The National Technical Information Service, Department of Commerce

- iii -

CONTENTS

Foreword iii

Preface iv

List of Journals Referred To in the Report vi

Chapter 1. Aims and Objectives of the Survey 1

1.1. Aims and Objectives 1

1.2. Course of Study 2

1.3. Committee Members 4

Chapter 2. Performance of Elements of Response-Control Structures 8

2.1. Types of Elements of Response-Control Structures 8

2.2. Damper 9

2.3. Bearings 15

2.4. Mass-Effect Mechanism 15

2.5. Other Structural Elements 16

Chapter 3. Base Isolation Devices for Floors and Equipment 17

3.1. Bases Isolation Devices for Floors 17

3.2. Base Isolation Devices for Equipment 20

Chapter 4. Active Response-Control Structure 28

4.1. Basic Outline 28

4.2. Current Status of Research and Development 34

4.3. Topics for Future Development in Active Response-control

Structures 41

Chapter 5. Examples of Buildings with Response-Control Structures 46

5.1. Buildings with Laminated Rubber Bearing 51

5.2. Buildings with Sliding Support 51

5.3. Buildings with Sway-Type Hinged Columns 51

5.4. Buildings with Double Columns 51

5.5. Buildings with Viscoelastic or Friction Dampers 52

5.6. Buildings with Dynamic Dampers 52

5.7. Buildings with Sloshing-Type Dampers 52

Chapter 6. Records of Seismic Observations in Response Control Structure 53

6.1. The Earthquake Off the Eastern Chiba Prefecture 53

6.2. Study of the Results of Seismic Observations 63

Chapter 7. Summary 70

Appendix 1. Specification of the Response Control Devices in Table 2.1 72

- v -
Appendix 2. Specification of the Base Isolation Floor Systems in Table 3.1 166

Appendix 3. Typical Vibration Prevention Devices 209

Appendix 4. Recent Examples of Response Control Structures Mentioned

in Chapter 5 230

Appendix 5. Records of Seismic Observations in Response Control

Structures Mentioned in Chapter 6 423

- vi -
FOREWORD

This is Volume Two of a two volume series on energy dissipating systems for

buildings and other structures. Volume 1, Earthquake Protection in Buildings

through Base Isolation, describes energy dissipating systems, reviews their

application, and discusses their effectiveness. Volume 2, Survey Report on Framing

of the Guidelines for Technological Development of Base isolation Systems

Buildings, addresses the performance of thes systems and provides examples of

buildings installed with such devices and case studies. The two volume reports were

produced by the Building Center of Japan under sponsorship of the Japanese

Ministry of Construction (MOC) to describe the state-of-the-art of energy dissipating

systems and to review their use in mitigating damages from earthquakes.

These reports were made available to the National Institute of Standards and

Technology (NIST) for translation into English and for publication through the

Panel on Wind and Seismic Effects. The Panel is one of 16 comprising the U.S.-Japan

Program in Natural Resources (UJNR). The Panel, composed of U.S. and Japanese

agencies participating with representatives of private sector organizations, develops

and exchanges technologies aimed at reducing damages from high winds,

earthquakes, storm surge, and tsunamis. NIST provides the chairman and

secretariat of the U.S.-side Panel on Wind and Seismic Effects; the Public Works

Research Institute, MOC, provides the Japan-side chairman and secretariat.

These volumes were translated under contract by the National Technical

Information Service. The English translations convey the technical contents of the

two reports; no further efforts were made to editorialize the translated manuscripts.

The U.S.-side Panel is indebted to the Japanese-side Panel for sharing useful design

and construction information about an emerging technology for mitigating damages

to buildings and other structures from earthquakes and high winds. The U.S.-side

also is appreciative of the efforts of Mr. Tatsuo Murota, Director, Structural

Engineering Department of the Building Research Institute (BRI), MOC, and his BRI

staff for reviewing the English translated versions.

- vii -

PREFACE

In continuation of last year's study regarding base isolation structures, the topics for

future work in response-control structures were identified and the trends in future

technological development analyzed. Our findings are presented in this report.

Presently, studies of response-control structures are being conducted from various

viewpoints. A number of structures have been built in various countries. In Japan

alone, more than 20 buildings with base isolation structures have been built or are under construction. Most of these base isolation structures use laminated rubber

bearings. In the near future, we expect base isolation structures to use devices other

than laminated rubber or systems which control the response of the structures

themselves. In the case of response-control structures the seismic effect on a building is reduced, the sway of buildings due to strong winds is also reduced and

traffic microseisms are isolated by using some special devices. This not only

increases the safety of a building but also allows more possibility is design, protects

any equipment such as computers, precision instruments and other machinery

housed in it from vibrations and improves living comforts for occupants.

Today, the social demands on a building are increasing in many directions. Hence, it is important that the response-control structure technique be used more frequently

and studies for the development of this technique be continued. The Government

should determine the safety of base isolation structures and prepare a policy for

smooth technological development in the construction of those buildings.

Conventional earthquake-resistant strictures are the ones that are constructed using

structural frames with enough strength and ductility so they are able to withstand

earthquakes. In the case of response-control structures (damper structures), on the

other hand, fundamental periods of oscillation, restoring-force characteristics or energy absorption properties do not depend on the structure itself but on the devices

used for the absorption or restriction of vibrations. Accordingly, in order to

popularize response-control structures, studies are needed to develop such special

devices and to understand the implications of their use in response-control

structures.

As a first step toward the study of response-control structures, their current status

and the subsequent developments required were outlined in last year's report. Based

on last year's results, this year's study was extended to include active responsecontrol methods. The corresponding trends in building requirements, current status

of technological development and problems involved were identified and analyzed.

Also, information on the classification of devices or equipment related to responsecontrol structure, examples of buildings and records of seismic observation were

compiled in as much detail as possible. We shall be happy if our findings are used

for future studies.

- ix -
This is the second report under "the project for framing guidelines for technological

development of base isolation-system building" set up by the Ministry of

Construction. The main work was conducted by the Expert Committee on

"Advanced Technology for Building Structures" and its Special Task Group (STG) at the Building Center of Japan.

We would like to express our gratitude to Prof. Umemura, who as the adviser to the

Expert Committee guided the project, to all other members of the Expert Committee

and to the Special Task Group for their kind cooperation.

Hiroyuki Aoyama

Chairman

Expert Committee on Advanced Technology

for Building Structures
LIST OF JOURNALS REFERRED TO IN THE REPORT

TRANSLITERATION

Dai 7 kai Nippon jishin kogaku

symposium

Obayashi-gumi gijutsu kenkyusho-ho

Denryoku doboku

Doboku gijutsu

ICU genshiryoku seminar

JEES

Kikai no kenkyu

Nikkei mechanical

Nippon genshiryoku joho center

Nippon gomu kyokai-shi

Nippon kenchiku gakkai, Chugoku

Kyushu-shibu

Nippon kikai gakkai koen ronbun-shu

Nippon kenchiku gakkai ronbun

hokoku-shu

Nippon kenchiku gakkai taikai

Nippon kenchiku gakkai, Tohoku-shibu

TRANSLATION

7th Japan Symposium of Earthquake

Engineering

Report of Obayashi Technical

Laboratories

Electric Power Construction

Journal of Civil Construction

Technology

ICU Atomic Power Seminar

Japan Earthquake Engineering

Symposium

Studies in Mechanics

Nikkei Mechanical

Japan Atomic Power Information Center

Journal of the Japan Rubber Association

Journal of the Chugoku Kyushu Chapter

of Architectural Institute of Japan

Papers Presented at the Japan

Mechanical Engineers' Association

Transactions of Architectural Institute of

Japan

Proceedings of Annual Conference of

Architectural Institute of Japan

Journal of the Tohoku Chapter of

Architectural Institute of Japan

- xi -
Nippon kenchiku gakkai, Tohoku-shibu Seminar of the Tohoku Chapter of

kenkyu happo-kai Architectural Institute of Japan

Nippon zosen gakkai-shi

Rinji jigyo iin kai kenkyu hokoku

Seisan kenkyu

Taisei kensetsu gijutsu kenkyusho

hokoku

Tohoku daigaku kenchiku gakuho

Journal of Japan Ship-building

Association

Research Bulletin of Temporary

Working Group

Monthly Journal of Institute of

Industrial Science, Tokyo University

Bulletin of Taisei Constructions

Research and Development Laboratory

Bulletin of Architectural Department,

Tohoku University

- xii -
CHAPTER 1

AIMS AND OBJECTIVES OF THE SURVEY

1.1. Aims and Objectives

Traditionally, while designing structures to withstand vibrations due to an

earthquake or wind, the basic consideration was to make the structure resistant to vibrations by improving its strength, ductility, and stiffness. On the other hand

devices that prevent propagation of vibrations to the structures or that absorb the

energy of vibration were proposed as substitutes for the traditional design practices.

It is only recently, however, that the study in this direction has progressed and the

findings have been used in building construction. The technique is known by

various names: "seishin," "menshin" ("base isolation"), "boshin," "genshin," etc. The aim of these techniques is to improve the safety of structures by damping their

response. The technical details cover a number of disciplines. A response-control

structure or a vibration-isolator usually tries to control the behavior of a structure

with regard to vibrations by using some device. In order to ensure safety and proper

design, knowledge of structural dynamics alone is not enough. It is also necessary to pay attention to the safety and endurance aspects of the devices used, including their

upkeep and maintenance. This treatment uses qualitatively different elements than

those used in conventional earthquake-resistant structures. For this reason, it is not

proper to apply current building regulations to buildings incorporating responsecontrol structures.

It has become necessary to establish new design and safety standards incorporating

the properties of response-control (damper) structures or vibration-isolator-type

structures. Therefore, we must study the various aspects of setting values of factors

such as earthquake intensity, wind load, and others or explore the requirements of

different applications of such structures. Of course, in development of devices for

response-control structures, ascertaining their performance and reliability is also

essential. However, today, there is no consensus within the building construction

industry regarding the design assumptions for response-control structures. Various

research institutes are investigating all the approaches mentioned above and are engaged in theoretical or experimental studies.

Under such conditions, there is a need to evolve methods of evaluation of the

feasibility and safety of these structures. The response-control structure technology

has a great potential and its planned development will promote the growth of

construction technology. Accordingly, it is necessary to identify and examine
different approaches to be used and also to identify various aspects of technological

development for smooth progress of the work.

The purpose of this report is to review items mentioned above, with the active

cooperation of the Architectural Institute of Japan as a continuation of their study.

At the Building Center of Japan, an Expert Committee on the Advanced Technology

for Building Structures was established (Adviser: Hajime Umenura, Emeritus

Professor, Tokyo University; Chairman: Hiroyuki Aoyama) where the technological

as well as legal aspects of response-control structures were identified and trends in

the future technological development were analyzed.

This report is based on the results obtained during the first stage of the project. The

scope of the study had been extended to include active response-control structures,

various concepts such as requirements from response-control structures, the present

status of technological development regarding response-control structures, the

problem involved etc. We have included case studies of different buildings, their

seismic records, various elements of response-control structure and vibration

isolators used for the floors or equipment, so that these can be used as a reference

material for future studies.

1.2. Course of Study

In the first stage, during the fiscal year 1986, the topics relating to the vibration

isolator structure were identified and analysis of the future technological

development was carried out. This was planned to be done in the following order:

1. Compilation of the technical terms to be used.

Note: The technical terms have been defined in the following manner.

Response-control (damper) structure: A structure which controls or restrict the

response of a building to external turbulence using a fixed device or mechanism

that acts on the entire structure or its parts. The base isolation structure

mentioned below is one such example.

Base isolation (Menshin) structure: A structure which controls or restricts the

response of a building against seismic waves by increasing mainly the

fundamental period of structural system, employing such mechanisms as laminated rubber bearings, sliding supports, flexible first story or devices or mechanisms similar to above.

2. Classification and compilation of the present proposals.

3. General review of the current status, problems faced and merits of each method.

4. Expected architectural applications.

5. Identification of problems and projects for development relating to responsecontrol structures an base isolation structure.
6. Identification of topics for future studies.

7. Summary and introduction to Stage Two.

The scope of study during Stage Two was extended in 1987 to cover active responsecontrol structures on the following lines:

1. Classification of the performance of various elements of response-control

structure.

2. Classification of vibration isolators used for floors and equipment.

3. General exploration of the current status of problems faced in active responsecontrol structure.

4. Compilation of recent examples of response-control structures.

5. Compilation of seismic records of response-control structures.

6. Introduction to future studies.

Items 1, 2, 4 and 5 above were completed by using a survey questionnaire.

-3-
1.3. Committee Members

EXPERT COMMITTEE ON ADVANCED TECHNOLOGY

FOR BUILDING STRUCTURES

Consultant/ Adviser

Hajime Umemura Chairman of the Board of Directors,

Shibaura Institute of Technology,

Emeritus Professor, Tokyo University.

Chairman

Hiroyuki Aoyama Professor, Department of Architecture,

Faculty of Engineering, Tokyo

University.

Members

Masanori Izumi Professor, Department of Architecture,

Faculty of Engineering, Tohoku

University

Yutaka Inoue Professor, Department of Architecture,

Faculty of Engineering, Osaka University

Kiyoshi Kaneta Professor, Department of Architecture,

Faculty of Engineering, Kyoto University

Masahiro Kawano Assistant Professor, Department of

Architecture, Faculty of Engineering,

Kyoto University

Koichi Takanashi Professor, Department of Building and

Civil Engineering, Institute of Industrial

Science, Tokyo University

-4-

/
Hideyuki Tada

Kiyoshi Nakano

Hideo Moriya

Makoto Watabe

Makoto Tateishi

Tatsuo Murota

Takeshi Goto

Toshihiko Kimura

Shoichi Yamaguchi

Toshikazu Takeda

Kozo Touyama

Isamu Harada

Shiro Yajima

Shigetaka Abe

Professor, Department of Architecture,

Faculty of Engineering, Fukuoka

University

Professor, Department of Architecture,

Faculty of Engineering, Tokyo Denki

University.

Professor, Department of Architecture,

Faculty of Engineering, Chiba

University.

Professor, Department of Architecture,

Faculty of Engineering, Tokyo

Metropolitan University.

Chief, Building Guidance Division,

Housing Bureau, Ministry of

Construction.

Director, Structural Engineering

Department, Building Research

Institute, Ministry of Construction.

Director, Building Center of Japan.

President, Kimura Structural Engineers.

President, Tokyo Kenchiku Structural

Engineers.

Deputy Director, Technical Research

Institute, Obayashi Corporation.

Head, Second Research Division, Kajima

Institute of Construction Technology,

Kajima Corporation.

Assistant Director, Design Division,

Shimizu Corporation.

Manger, Technology Development

Department, Taisei Corporation.

Deputy Manager, Structural Engineering

Section, Building Design Department,

Tokyo Main Office, Takenaka

Corporation.
Adviser

Masanori Izumi

Chairman

Tatsuo Murota

Members

Yoshitsugu Aoki

Jun Kanda

Tetsuo Kubo

Yoshikazu Kitagawa

Mitsumasa Midorikawa

Takayuki Teramoto

Hiroshi Okada

SPECIAL TASK GROUP

Professor, Department of Architecture,

Faculty of Engineering, Tohoku

University.

Director, Structural Engineering

Department, Building Research

Institute, Ministry of Construction.

Assistant Professor, Department of

Architecture, Faculty of Engineering,

Tokyo Institute of Technology.

Assistant Professor, Department of

Architecture, Faculty of Engineering,

Tokyo University.

Assistant Professor, Department of

Architecture, Faculty of Engineering,

Nagoya Institute of Technology.

Head, Civil Engineering Division, USEE,

Building Research Institute, Ministry of

Construction.

Senior Scientist, Dynamics Division,

Structural Engineering Department,

Building Research Institute, Ministry of

Construction.

Chief Structural Engineer, Nikken

Sekkei Ltd.

Manager, Structural Engineering

Department, Technical Research

Institute, Obayashi Corporation.

-6-
Satoshi Bessho

Masaru Sukagawa

Soichi Kawamura

Yutaka Hayamizu

Chief Research Engineer, 2nd Research

Division, Kajima Institute of

Construction Technology, Kajima

Corporation.

Manager, Technical Development

Department, Technology Division,

Shimizu Corporation.

Manager, Earthquake Engineering

Section, Technology Research Center,

Taisei Corporation.

Chief Research Engineer, Structural

Engineering Group, Technical Research

Laboratory, Takenaka Corporation.

Associate Members

Yasuyuki Fujiwara Assistant Manager, Building Guidance

Division, Housing Bureau, Ministry of

Construction.

Hitoshi Shiobara Scientist, Structural Engineering

Department, Building Research

Institute, Ministry of Construction.

-7-
CHAPTER 2

PERFORMANCE OF ELEMENTS OF RESPONSE-CONTROL STRUCTURES

2.1. Types of Elements of Response-Control Structures

Response-control structures are generally made by attaching special elements to normal structural members.

In the case of base isolation technique, which is the most popular response-control

structure technique, a device having some damping properties and sufficient bearing

strength is used in the structure. In addition, especially in the case of tower-like

structures, an added-mass mechanism is used. A small mass is added to the main

structure thereby converting the vibration energy of the main structure into

vibration energy of the added mass.

These days, various base isolation devices are being developed and tested at a number of organizations. Many of these devices have been put to actual use. In this

chapter, we have divided the structural elements of response-control structures into

three groups: damper, bearing, and mass-effect mechanism. The results of the

questionnaire survey regarding the status of development of each of these elements

are presented in this chapter.

This questionnaire was sent to 25 companies in Japan and as a result, the

information on 29 elements was obtained. These 29 elements include the following

items and are listed in Table 2.1 while the details are described in Appendix 1.

1. Items related to dampers 11

2. Items related to bearings 13

3. Items related to mass-effect mechanism 14

Note: Multiple responses of the same item are clubbed into one.

Private industries such as construction companies and machinery manufacturers are putting more effort into developing dampers and hence their response was highest.

Bearings are being developed by rubber manufacturers, and seven replies were

received. Various types of mass-effect mechanisms are being developed by structural

design offices, construction companies, and machinery manufacturers. The state of

development of each element is discussed in Sections 2.2, 2.3, and 2.4. The examples

of applications of these elements to structures and their effect are discussed in

Chapter 5.
2.2. Damper

A damper is an important element for structures since it absorbs vibration energy

developed during earthquakes, thereby reducing vibration response. In the case of

base isolation structures, which have long fundamental periods of oscillation,

dampers are generally employed to restrict the excess deformation of base isolation

devices. Even in the case of towers or similar structures such as high-rise buildings,

dampers are used to suppress the response during strong winds or small to medium

earthquakes.

Based on the information obtained through the questionnaire, dampers can be

roughly classified into the following two types:

1. Viscous or viscoelastic dampers

This is a damper where the damping power is proportional to the velocity

(for example: oil damper).

2. Hysteresis-type dampers

In dampers such as steel damper, lead damper, friction damper, etc., the

vibration energy is dissipated as the hysteretic energy in the forcedeformation relation of damper materials.

In either case the vibration energy of the structure is converted into thermal

energy. In a mass-effect mechanism, mass is added to the structure such that

vibration energy of the structure is converted into the vibration energy of the

added mass. This is also referred to as damper or dynamic damper but will be

discussed separately in Section 2.4.

Base isolation devices which combine bearing action with damper action will

be discussed in the section on bearings (Section 2.3).

Most of the dampers discussed were developed for structures based on base

isolation and are available in various types. All are used for controlling the

relative displacement of the structure in the horizontal direction and are designed to move freely in the forward and backward directions. The

limiting relative displacement during the operation is about 20 to 40 cm.

1. Viscous and viscoelastic dampers

a. Oil Dampers

Oil dampers used for base isolation structures are basically the same as those

used for an automotive vehicle. They use the resistance encountered at the

orifice when a piston moves through the cylinder filled with oil. The

damping power of oil dampers is broadly proportional to the velocity of

-9-
vibrations. Since it has almost no stiffness the base isolation effect is observed

not only during large but also during small or medium earthquakes.

b. Viscoelastic Dampers

Dampers using viscoelastic material are of two types: those used for baseisolation-type Menshin structure and those used for multi-storied buildings.

In either case, viscoelastic material of high-polymer origin is placed between

two points where relative displacement takes place during an earthquake or strong winds. The vibrations are damped using the viscous resistance in this

region. In the case of base isolation structures, a viscous material is filled

between two flat places so that viscous resistance is offered during the relative

displacement of these two plates. In the case of multi-storied buildings, two

methods may be used—in one a device is inserted between the braces and in

the other method viscous material is inserted inside the wall. These

dampers, similar to oil dampers, are effective even in the case of small

deformation (displacement). However, some of these devices show

considerable dependence on temperature and vibration frequency.

Hysteresis-type dampers

a. Steel Dampers

A number of versions are available in steel dampers such as dampers using

straight rods, steel rods clubbed together, steel soils, steel plates shaped like an

arch with a gap in-between, or steel pipes. Most of these are used in baseisolation type structures. All of these dampers use the bending deformation

properties of steel and its restoring force characteristics are mostly bi-linear.

Accordingly, the base isolation effect is minimal during small to medium

earthquakes since the stiffness in this region is high.

b. Lead Dampers

In these dampers, lead is formed into a cylinder which shows uniform energy

absorption properties irrespective of the amplitude of deformation. A

combination of lead with laminated rubber is offered (see Chapter 5), which

will be discussed later in the section Bearings (Section 2.3.).

c. Friction Dampers

Friction dampers are also classified into two types—base-isolation-type

structures and multi-storied structures. In the former, a friction plate is inserted between two stainless steel plates and held together by bolts.

In the case of multi-storied buildings, this is in the form of a pump having an

outer cylinder and a rod. There is a friction plate between the outer cylinder

and the rod. The inner sliding support mentioned under Bearings [item (2),

Section 2.3] is also effective as a friction damper.

-10-
Table 2.1. Various response-control devices

A. Damper

Dampingtype

Damper-type Nomenclature Outline Reference

Hysterisis Steel damper MIN damper

(Matsushita, Izumi,

Nishiuchi)

Steel plate is cut into a

ring and is pressed in

horizontal direction.

SUS 304 is used.

Appendix 1.1

Steel damper (Mitsui

Constructions)

Steel plates are placed

in an arch and

machined leaving a slit between them

Appendix 1.2

Coil-type steel rods.

Elasto-plastic damper

(Tada Hideyuki.

Shin-Nippon Steel)

Mild steel rod is formed

in a loop and 4 loops are placed together (see

figure)

Appendix 1.3

Steel damper

(Shimizu

Construction)

This is made by placing

a number of iron rods

fixed between two

plates and leaving a

slot at the upper

structure

Appendix 1.4

Steel rod damper

(Kumagai gumi)

Taper steel rods are

fixed at bottom and

connected to ball joint at top (SS 55 CN)

Appendix 1.5

Plane spring (steel)

(Taisei Corporation)

PL 9 (chrome plated SS

41) is used horizontally

to act as elasto-plastic

spring

Appendix 1.6

Simply supported

hpam L/CUUI Hamnpr with Willi guides to control

deformation

(Kajima Corporation)

Mild steel rod is formed

ac aa ranti-lpvpr l-Ollll hparn Lsedlll and is fitted into a concrete guide which

controls maximum

deformation

Appendix 1.7

3 continuous beamtype steel rod dampers

(Obayashi

Corporation)

Uses special stell (CrMo steel) rods or hightension steel rods

Appendix 1.8

-11 -
Hysterisis Friction

clamper

Friction damper

(Sumitomo Metal

Industries, Nikken

Sekkei Structural

Engineers)

Steel is used as main

material in this

friction damper.

Available for general

use

Appendix 1.9

Friction damper

(Hazama-gumi)

The friction plate is sandwiched between

two stainless steel plates and tightened

with bolts

Appendix 1.10

Viscosity Oil damper Oil damper

(CmTY\ 1 "71

1

Corporation)

Damping force is UcvtlUUtU ULit. l\J resistance offered to viscous material as it passes through orifice

between outer and inner

pipe of damper

Appendix 1.11

\71 C/~" C\ 1 1 c V 1JCVJL15 material

damper

v o^uu5 ii lend idi damper

(Takenaka

Corporation, Oiles

Industries)

JL/CliLI 1L/11 IfL IkJltC O

developed due to shear

resistance of butanic

material placed

between resistance

f\1 a foe \J 1 a ICS

AAnnpnHiY L-' LA- 1 IL-i 1 A 11.1Z. 1 0

Damper wall

(Sumitomo

Constructions)

Viscous fluid is inserted

in a gap between

concrete wall and inner

iron plate

Appendix 1.13

Brace damper

(Oiles Industries)

Lateral movement of

brace is translated into

angular movement of rotor discs so that the

large relative

displacement is charged into a viscous

material

Appendix 1.14

Visco-elastic

damper

Visco-elastic damper

(Sumitomo Metal

Industries, Nikken

Sekksei Structural

Engineers)

Damping force is developed due to resistance of viscoelastic material placed

in metal plates

Appendix 1.15

Hysterisis +

viscosity

Steel rod +

viscous

material

Compound damper

(Kumagai-gumi)

Viscous material is fitted to one end of steel rod damper to achieve

vibration prevention

Appendix 1.16

-12-
Others Rubber Horizontal rubber

spring (Taisei

Corporation)

Rubber is used to control

horizontal

displacement

Appendix 1.17

B. Bearings

Type Nomenclature Outline Reference

Laminated

rubber

General Laminated rubber

support

(Hideyuki Tada, Otsu

Tyres, Bridgestone,

Showa Densen, Oiles

Industries, etc.)

Typical examples found

in base-isolation

techniques and is most common. Used along

with various dampers

Appendix 1.18

Damping

mechanism

incorporated

Lead rubber bearing

(Oiles Industries)

A lead plug and

laminated rubber are made as one part and

used as damping

material developed in

New Zealand

Appendix 1.19

Multi-rubber bearing

H.D. (High-damping

laminated rubber)

(Bridgestone)

Multi-rubber bearing

V

(Bridgestone, Kajima

Corporation)

The damping

properties of rubber

itself are increased

This is a laminated

rubber having low

"vertical stiffness" and

shows vibration

isolation properties,

both in vertical and

nonzontai direction

Appendix 1.20

Appendix 1.21

Sliding

support

Elastic sliding support

(Taisei Corporation)

Thin laminated rubber

is placed on sliding

surface while

supporting the structure

Appendix 1.22

Stiff sliding support

(Taisai Corporation)

A steel plate with

rubber pad is placed on

sliding surface which

supports the structure

Appendix 1.23

Roller supports in two

directions

(Taisei Corporation)

Hardened (annealed)

steel rollers in two

rectangular directions

thereby insulating the

structure from

foundation

Appendix 1.24

-13-
C. Mass Effect Mechanism

Mechanism Type Nomenclature Outline Reference

Mass effect mechanism

Dynamic

damper

Reversed pendulamtype dynamic damper

(Nippon Sogou

Kenchiku Jimusho,

Mitsubishi Heavy

Industries)

Weight is supported by

a cantilevered steel column and is allowed

to move thereby

damping vibrations in structures (spring, oil damper incorporated)

Appendix 1.25

Dynamic damper

(Nikken Sekkei

Structural Engineers,

Mitsubishi Steel

Works, Institute of

Industrial Science,

Tokyo University)

In this device, the

weight (plumb) is moved in two

directions. Damping

device is used

Appendix 1.26

Sloshing

damper

Aqua damper

(Mitsui Construction)

A net is stretched in a water tank and the

resultant energy

absorption due to sloshing of water is utilized for damping

vibration

Appendix 1.27

Super sloshing damper

(Shimizu

Corporation)

Using the movement of

water in shallow water

tank, response of the

structure is reduced

Appendix 1.28

Liquid mass pump damper

Liquid mass pump

damper

(Shigeya Kawamata)

Used in the inertia and

viscous resistance of

vibrating fluid in thin

pipes

Appendix 1.29

Note: 1) Sequence not the same. 2) If an element has complex response, it is considered as 1. 3) Names in brackets under Nomenclature column, indicates the

names of respondents.

-14-
2.3. Bearings

According to the data of the questionnaire, there are two types of bearings used in

base-isolation technique.

1. Laminate rubber bearing including laminated rubber with a lead plug.

2. Sliding support or roller support.

Either type of bearing is placed between the structure and its foundation. It can

support the vertical load of a structure under normal conditions. In the first type,

horizontal stiffness is reduced in order to increase the specific period of vibration in

the horizontal direction. Laminated rubber is made by alternating layers of rubber

and iron sheets.

The following variants of laminated rubber are used:

1. Laminated rubber with lead plug: A lead plug with damping properties is inserted.

2. High damping laminated rubber: By compounding with special materials

damping property in rubber is improved.

3. Laminated rubber for vibration isolation both in horizontal and vertical

directions: The thickness of the rubber sheet is increased, thereby imparting a

vibration isolation effect in vertical direction.

If such special types of laminated rubber are studied to develop new varieties, all present dampers may become redundant. However, many problems such as endurance and stiffness, in the case of laminated rubber, need to be solved.

Sliding supports are of two types: A stiff-sliding support and an elastic sliding

support incorporating laminated rubber. The elastic sliding support has been

developed to produce damping effect during small, medium as well as large

earthquakes.

2.4. Mass-Effect Mechanism

Mass-effect mechanism is also called a dynamic damper. In this mechanism, a mass

system having almost the same period as the fundamental period of oscillation of

the main structure is placed on top of the building. The response of the main

building is controlled by converting the vibration energy of the building into the

vibration energy of this added mass.

This technique was used for structures with comparatively lower mass but it is now

used even for towers, etc. In this chapter we will only discuss the passive types while

the active dampers will be discussed in Chapter 4.

-15-
(1) Dynamic damper: A solid (steel) weight is attached to the building using a spring or a damper.

(2) Sloshing damper: This type of damper makes use of the sloshing properties

of liquid (water) filled in a tank.

(3) Inertial pump damper: This type of damper uses the mass-effect generated

when a fluid flows through small tubes.

Dampers (1) and (2) are expected to be effective against the vibrations developed

during strong winds and are designed for tower-like structures. Performance of

damper (3) has been verified in experiments.

2.5. Other Structural Elements

Until now we have discussed the main elements of damper structure. For a damper

structure to satisfy other building requirements it is necessary to pay attention to the

following points:

1. Free joints of piping.

2. Fail-safe mechanism,

3. Material that can absorb relative displacement (sealing material in the region

where relative displacement occurs).

Although we shall not discuss these points, they are important for increasing the

reliability of a response-control structure.

-16-
CHAPTER 3

BASE ISOLATION DEVICES FOR FLOORS AND EQUIPMENT

3.1. Base Isolation Devices for Floors

1. Design Concept for Base isolation Floors

During the earthquake off Miyagi prefecture (1979), there were reports that

computers stopped functioning due to rolling over. The necessity for protecting

the functioning of a computer or information-processing system was felt much

before these incidences and studies were initiated to develop a mechanism which

would reduce vibration response at the floor level as a measure against such

damage.

On the computer-room floor the reduction in vibration response of the floor to earthquakes involves problems related to the access floor. Generally, in the case

of computer center buildings, seismic safety is considered fundamental due to the

important use of such buildings. Hence, safety factor is assumed higher during

the design of such buildings by making them stiff structures. Accordingly, the

horizontal acceleration response to incident seismic vibrations of each floor

(floor response) may reach very high levels. The most serious problem in

isolated-floor method is how to avoid any deterioration in the performance of an

access floor and at the same time achieve effective reduction in its response.

During the design of a base isolation floor, attention should be paid to the

following points, which also correspond to the points to be considered during

design of the device for a base isolation building:

a. The basic structural performance of the base isolation device for floors should

be maintained by:

^Elongation of the fundamental period of the device in horizontal direction:

Often, the specific period of oscillation of base isolation devices for floors is designed to be greater than the fundamental period of oscillation of the

building. As a result it becomes possible to considerably reduce the acceleration

of the floor device in response to acceleration of the structure due to various

input waves incident to the building.

""Ensuring better energy absorption: A damping mechanism is necessary to reduce the device response by absorbing specified energy from the input to a

-17-
device, which is the response of floor slab. It is necessary to set the degree of

damping after analyzing the response of the building and base isolation floor

system. The device damping mechanisms available today include Coulomb

friction, viscosity of viscous material, internal friction of laminated rubber, etc.

""Ensuring proper trigger level for operation of device: The trigger levels of

devices installed for floor isolation may vary according to the required

performance or users' orders. Generally a mechanism is incorporated whereby

the device does not operate at low level vibration but begins operation only

after it exceeds a certain trigger level.

"Setting the upper limit for response acceleration at base isolation floor:

During analysis of the response of a building-base isolation floor system, the

response acceleration at the structural floor (input to base isolation device) may

sometimes exceed 500 cm/sec^. It is necessary to ensure that even under such

conditions the response of the base isolation floor does not exceed the specified

level.

"Ensuring recovery properties: It is necessary to avoid excessive response

displacement of the device during large earthquakes and to ensure that a floor

returns to its original position. The coil spring, elasticity of rubber, and leaf

spring connected to wires, are widely used as devices to ensure restoring

properties.

""Adopting measures against vertical inputs: A base isolation mechanism to counteract vertical movements can be installed so that maximum care is taken

for the equipment installed in building.

b. The normal performance and the performance from maintenance point of

view should be guaranteed.

"Maintenance should be easy: The device/mechanism should not be complex

and the component replacement should be easy in the case of failure, aging or poor performance. Inspection procedures should be comparatively simple.

""Variations in the performance of the device due to changes in live load

should be minimal: The device loading may change according to the

positioning of equipment on the base isolation floor. It is therefore necessary

that the changes in performance of the mechanism due to vertical loading

should be minimum.

c. Due attention to be given for utility.

"Consideration is necessary for the part around the floor: The operational

considerations are necessary for the buffer part lying between the base isolation

floor and the surrounding non-base isolation zone.

-18-
*Practical utility under the floor should not be obstructed: It is necessary to allow wiring space for the equipment installed on floor or the return duct for

ventilation in an air-conditioned room.

d. Other factors.

""Considerations for economy.

""Considerations for fire-proofing.

"Properties of the device should be, as far as possible, temperature independent.

Classification and Examples of Base Isolation Devices for Floor

Developments in base isolation methods for the entire building structure are taking place. As a part of this activity, many private industries are undertaking

development of base isolation devices for floors. There are various methods for

vibration isolation or prevention of sound transmission through structural

members, such as installing a spring or rubber blocks below the floor. A number

of such devices may be used irrespective of the size of the building.

The following classifications of base isolation devices can be recommended:

A. Classification according to the method of energy absorption.

*Coulomb friction method.

A-l: Using friction between teflon resin and steel plates, such as stainless

steel plates.

A-2: Using friction between special steel plates and ball-bearings.

"Viscous material method.

A-3: Using viscous resistance of viscous fluid.

A-4: Using oil damper.

"Rubber method.

A-5: Using internal friction within high damping laminated rubber.

B. Classification according to the restoring mechanism.

"Method based on the elasticity of steel springs:

B-l: Using a steel coil spring.

B-2: Using a steel leaf spring.

-19-
*Method based on the elasticity of rubber.

B-3: Using a rubber band or rubber block.

B-4: Using a high damping laminated rubber.

*Method based on special techniques.

B-5: Using gravitational restoration with an inclined plate.

B-6: Using an air spring.

The examples of such base isolation floor devices are listed in Table 3.1, while their

details are discussed in Appendix 2.

3.2. Base Isolation Devices for Equipment

1. Effect of Vibrations on Equipment

1. Vibration-intolerant Equipment

In much equipment the accuracy of performance is affected by vibrations while

some are highly sensitive to external vibrations. The latter are called

"vibration-intolerant equipment." The precision production equipment for IC

tips, precision analytical instruments such as an electron microscope and

precision electronic equipment such as a disk drive in a computer system come

under this category.

The permissible vibration level in this case may vary according to the

equipment. Some may allow large vibrations such as those during an

earthquake while in another it may be restricted to vibrations of the order of

10~2 jnn. The vibration frequency also varies according to the equipment, but

generally, the problem becomes acute at higher frequencies of more than a few

Hz.

2. External Vibrations

There are many paths for the propagation of external vibrations affecting the

equipment (see Fig. 3.1 and Fig. 3.2).

The external vibrations may be caused by such factors as an earthquake, traffic,

construction work, equipment vibrations, manual operations, people walking,

etc. The frequency of such causes is quite high, except of an earthquake. Hence

these pose considerable problems.

-20-
Table 3.1. Examples of various Base Isolation devices for floors

Type Name Developed by Remarks

Al - Bl Menshin floor (Dynamic floor system - 1) Obayashi Corporation Appendix 2.1

A4- B6 Menshin floor (Dynamic floor

system - II) Obayashi Corporation Appendix 2.2

A2- Bl WKK type base isolation

device

Nippon Kokan Co. Ltd. Appendix 2.3

A3- Bl Takenaka base isolation floor

system (Taflis)

Takenaka Corporation Appendix 2.4

Al -B3

(A2)

Tass floor Taisei Co. and Shoden Ltd. Appenidx 2.5

A2 - Bl MEI system Mitsubishi Steel Works Ltd. Appendix 2.6

A2- B3 SD type base isolation device

(two-dimensional)

Chubu Denryoku Co. Ltd.,

Denryoku Chuo Research

Laboratory, Shoden Ltd.

Appendix 2.7

A2- B3 SD type base isolation

(three-dimensional)

Chubu Denryoku Co. Ltd.,

Denryoku Chuo Research

Laboratory, Shoden Ltd.

Appendix 2.8

A2-

A2-

B2

B5

Base isolation device

(Shinkura)

Ball-bearing supported base

isolation floor (Kajimaisolation floor)

Tokiko Ltd.

Kajima Corporation

Appendix 2.9

Appendix 2.10

A5- B4 High damping laminated

rubber type base isolation

floor (Kajima isolation floor)

Kajima Corporation Appendix 2.11

A5- B4 Base isolation floor system

using high damping multistage laminated rubber (Safe

system)

Shimizu Corporation Ltd. Appendix 2.12

A5- B4 Lower floor type three

dimensional vibration

preventive base isolation

floor system

Institute of Industrial Science,

Tokyo University, Hitachi Plant

Constructions Ltd., Hitachi

Construction Designers Ltd.

Appendix 2.13

-21 -
2. Vibration Prevention and Vibration Elimination

1. Terminology

The measure for preventing or eliminating the vibrations caused by external sources other than earthquakes are called "vibration prevention" or "vibration

elimination." Both of these terms may be included in the broader term

"response-control." However, machine tool designers generally use these terms

in the following manner.

aetfv

r VIBRATIONS DUE TO

EQUIPMENT 6, MACHINERY yv.

Double Floor

Car

£9

1 V

Vibrationintolerant

equipment

VIBRATIONS

DURING WORK

Machine Room

Subway

cr

o o w

GROUND VIBRATIONS

Fig. 3.1. Model showing factors for microtremor

and path of propagation (after Reference 1).

-22-
Source of

vibrations-

—Natural phenomena-

-Building exterior —Manmade phenomenaBuilding interior-

-Earthquake, volcano,

wind, tides

-Machines in workshop

-Traffic oriented

-Construction work —Machines, piping, ducts —Human movement, work,

etc.

Medium of

propagation

path

Receiver-

-Structure-

- Ground

-Mechanism of- incidence of

vibration

-Precision

instruments etc.

-Column, wall, floorr

beam —Vibration amplification —Damping of vibration

i—Classification of waveform

I—Body wave —'Surface wave

-Amplification of wave —Damping of wave

Ground-building

I—Geometric damping

(distance damping) —Internal damping —Building stiffness, scale —Elastic soil properties

-Response control

mechanism

inspection —Manufacturing device —Fine machining

Fig. 3.2. Key words on building vibrations (after Reference 1).

-23-
Vibration prevention: To intercept the propagation of vibrations near the source

of vibration or along the path of propagation.

Vibration elimination: A measure to reduce or eliminate the vibrations on the

receiving side.

These two terms are not always used in a strictly narrow sense and vibration

elimination may be considered as part of the vibration prevention process. For

example, the materials used for vibration elimination are not called vibrationeliminating materials but "vibration-prevention materials." As such the

following relationship may be considered: Response-control z> Vibration

prevention 3 Vibration elimination.

Vibration Prevention Measure

The technical situation of vibration prevention or vibration elimination in

relation to external vibrations is shown in Fig. 3.3. The following are the

representative vibration prevention materials:

PERIPHERAL SYSTEM

Locational environments,

Soil condition

Sound

Wind

Source of

Vibration

Vibrations

PRIMARY STRUCTURAL SYSTEM

Building

Measures for

/ / Primary System

Vibration Prevention

Measures

Source of

Vibration

Damping Measures

SECONDARY STRUCTURAL SYSTEM

Slab, Foundation

Measures for

Secondary System

Vibration Prevention

Measures

Acoustic

Vibration

Vibration Elimination

Measures

IPRECISION MACHINERY SYSTEM

Acoustic Isolation

Measures

Fig. 3.3. Elements used to act against external vibrations

(after Reference 1).

-24-
a. Metallic spring: Coil spring, leaf spring, belville spring.

b. Vibration protecting rubber.

c. Air spring

d. High polymer damping material.

e. Damping alloys.

2 3 4 5 6 7 10 20 30 40 50 70

PROPAGATION PROPERTY, dB

Fig. 3.4. Vibration reduction range of vibration-reducing

materials (after Reference 1).

[Key: VRR; Vibration reduction range FFR; Fundamental frequency range]

-25-
Cooler Pump Fan

Vibration

M

reducing pad

& flexible joints

Duct

j£. £L

j

vibration reducing

suspenders

spring type absorbers

& flexible joints

Piping

* * ^

cm

vibration reducing

suspenders

spring type absorbers

& canvas joints

Wall-Pipe junction

1/1

seal

i

insulation

treatments

Fig. 3.5. Ways for vibration reduction of

air conditioning equipment (after Reference 1).

-26-
Table 3.2. Characteristics of representative vibration-prevention materials

(after Reference 1)

Vibration-prevention

material

Metallic coil Air spring Vibrationpreventing

rubber

Rubber pad

Range of fundamental

frequency over which the

material can be selected (Hz)

2-10 1-5

Sealed type:

3-10

7-20 over 15

Damping ratio 0.005 0.1 - 0.2 0.05 - 0.1 0.05 - 0.1

Insulation properties at high

vibration levels

not so good good good good

Use in machinery with high

vibration levels

available most suitable not so good not available

Price high very high low very low

Reliability for design purpose very high high medium low

Uniformity of the produce very good good less good good

Life long medium medium short

Precautions for use

•

Damper should

be used if resonance period is long.

Pprformanrp 1 til V ' t 11 lai 1 v_v_ can be improved by using

rubber

Maintenance is necessary to ensure required

air pressure.

Vpr v 1 1 vy low i \s vv fundamental

frequencies

cannot be

obtained when

using an airtight device

Highly sensitive

to temperature.

Variation in product quality is hiph T pa vp an adequate safety

factor during

design

The effect for

reducing vibrations is not much.

It should be used

a** anail anviliarv QUAinai y material.

Characteristics of these materials are shown in Table 3.2. The frequency response

characteristics of vibration prevention methods based on these materials is shown in Fig. 3.4, examples of vibration protection or isolation are shown in Fig.

3.5 and the details of these measures are given in Appendix 3. REFERENCE

1. Tokita Yasuo and Morimura Masanao. Handbook: Vibration Prevention for

Precision Instruments. Fujitech System.

-27-
CHAPTER 4

ACTIVE RESPONSE CONTROL STRUCTURE

4.1. Basic Outline

The sway of a building due to external vibrations such as an earthquake, strong wind

or traffic can be controlled actively. There are two approaches to achieve this:

closed-loop approach and open-loop approach (Fig. 4.1) [p. 31].

In this chapter, we shall concentrate on the open-loop technique to counter the

seismic vibrations. It is referred to as "Seismic active response control structure"

(hereinafter SARC structure).

L Idea of SARC structure

Large earthquakes are quite frequent in Japan. These cause extensive damage to buildings and other structures. Techniques to construct earthquake-resistant

structures have been developed and perfected after taking into consideration the

loss of life and property in the past.

After the two earthquakes in the Meiji and Taisho period (Nobi earthquake of

1893 and Kwanto earthquake of 1923) a design theory and practice was put forth

in Japan for the earthquake-resistant structures. The basic theory was based on

the concept of "stiff structures" whereby some resistance was offered to the

seismic force using earthquake-resistant walls or braces, thereby reducing the

deformation of buildings as much as possible. This line of thinking is easy to understand. This method required calculation of elastic shear strength of

structural frames subjected to horizontal load and does not require dynamic

response analysis. Therefore, it became popular and was used till the later half of

the 1960's when high-rise multistoried buildings were built.

Incidentally, records of strong motion earthquakes were compiled in the USA

and Japan since the 1950's. It was possible to analyze the properties of seismic

ground motions or the properties of building response using computers. As a

result, it became clear that generally a large destructive force does not act on highrise buildings with a long fundamental period of oscillation when they are constructed on the hard ground and sufficient ductility is allowed in the

structure. This is the basis of "flexible structures." As the social demands on

high-rise buildings became more and more stringent, studies progressed for a

-28-
detailed design based on this knowledge and high-rise buildings with sufficient

seismic properties and economy became a reality in Japan.

At the beginning of the Showa period, ideas regarding base isolation structures

came forward in contrast to stiff structures. Presently, many devices are being

studied from various angles, which will reduce the input energy itself.

The theoretical studies of nonlinear vibration response such as in [2] were in

progress till that time. This is the basis of seismic active response control

structures to be discussed in this chapter. We shall discuss the idea of a seismic

active response-control structure mentioned in [1], [23], [24] and [25].

The information regarding seismic motion arriving at the site has to be

determined with the assumption that it has an unpredictable nature.

The reliability based design theory can be available in dealing with the

unpredictable factors. In case of an earthquake, however, it is not easy to apply

the statistical method to structural design because the earthquake is a highly

unpredictable external source.

Kobori wrote papers during the late 1930's [3, 4] wherein he mentioned that it is not possible to estimate in detail the earthquake intensity incident on the

building. Hence, there were proposals to control the seismic input to the

building by imparting nonlinear structural properties to the building so that it becomes an unsteady and nonresonant system. This was the beginning of the

idea of SARC structures.

The studies on nonlinear vibrations were conducted along the lines mentioned

below. When a building is subjected to a severe earthquake it may reach a plastic

yield condition if the stress level exceeds a certain amplitude. The yielding of

structures would modify the dynamic properties of the building with time and its restoring force characteristics becomes nonlinear. Such yielding would also cause

the vibration energy dissipation as a result of which the system would deviate

from the resonance condition and its vibration would develop no further. This

is the reason why a well-designed building with large ductility is said to have

some self-control property (feedback mechanism).

The papers published during the 1950's, mentioned above, indicate this approach

of making a structure nonsteady and nonresonant. Accordingly, various

methods were proposed to avoid resonance in a building during an earthquake

[5]. In Japan, while designing the first atomic power plant, antiseismic measures were studied and the above thinking was reflected in the measures suggested,

which included methods for imparting nonlinearity and damping properties to the support for equipment. However, since the supporting techniques (materials

and control techniques) had not been developed adequately at that time, studies

were abandoned temporarily. With recent developments in these supporting

techniques, studies are again being undertaken to make these techniques more

practical.

-29-
Dynamic Intelligent Building (DIB) is another approach to constructing a building with a SARC structure system [6]. This technique uses either a host

computer or a special microcomputer installed in the "intelligent building." The

information received from sensor, which can detect the seismic waves, or from

the vibration sensor installed at a proper place in the building, is fed into the

Artificial Intelligence which can make decisions or ascertain the behavior and

accordingly change the properties of the building such as stiffness, fundamental

period, and damping efficiency, selectively to counter the most unpredictable

phenomena like earthquakes. It not only protects itself from the hazards of the

earthquake but also restricts the sway of the building and protects the

information-communication network. It also attempts to keep the building

usable after the earthquake. Details of this system are discussed in Section 2.

2. SARC structure system

The basic structure of this system consists of four subunits (see Fig. 4.1).

-30-
Response-Control

Device

-31 -
INCIDENT

TURBULENCE

SENSOR

j Accelerograph

I

Open

loop

Earthquake

r

BRAIN

-Control software

-Analysis of

in format ion

v -Decision logic j

RESPONSE

SENSOR

Period

Mode

Stress

Closed

loop

RESPONSE-CONTROL DEVICE T

such as variable stiffness mechanism,

j

I active mass driver \

X/

STRUCTURE OF DIB SYSTEM

Fig. 4.1. Dynamic intelligent building.

Structural vibration sensor unit: This senses and measures the vibrations of the

structures. The structural vibration condition, including its changes with time, is measured with plural number of sensors.

Seismic motion sensor unit: It detects the seismic motion beneath the building.

Whenever possible, we can use the seismological information observed at a

distant point in advance.

-32-
Brain unit: This is the artificial intelligence having academic features. Thus,

while analyzing the information received from various sensors, it carries out a pattern recognition of the vibration properties up to that time, thereby

improving the accuracy in determination of the present condition.

Response-control unit: This device imparts self-equilibrium features to the

structure. This includes elements (weight, damping, stiffness) that contribute to the vibration properties of the structure or a device generating counter-vibrating

force.

These units are controlled by a closed loop, open loop or their combination. Of

these, the closed-loop control is also referred to as a "feedback control." In this

system the response value is compared with the target value by feedback and the

correction is introduced to match both values. The open-loop system is also

referred to as "forward control." Here, the necessary correction is introduced

before the external vibrations can reach the structure and manifest their effect.

The purpose of these controls is to effectively restrict the vibrations of the target

building irrespective of the type of external vibration. Selection of a proper

control software is important since its merits or demerits determine the

usefulness of the system. If the control device needs external energy to modify

the dynamic properties of a structure, a closed-loop control system can be used,

which is not so sensitive to properties of external vibrations. In the case of an

open-loop control system, external vibrations are sensed as soon as they reach the

foundation and before they are incident on the building. The control is exercised

in such a way that the building does not vibrate in resonance with the sudden

changes in seismic motion. The usefulness of the open-loop system depends on

the proper functioning of the brain unit which recognizes the information from

various sensors and generates signals to counter the earthquake.

Various devices are being considered for the control mechanism. The typical

mechanisms being discussed in Ref. [6] are: a) variable stiffness mechanism

where seismic motion striking the foundation of the building so that the

building does not attain resonance condition; and b) an external energy supplying

mechanism or "mechanism generating additional control power" which actively

and effectively absorbs the energy incident on the building according to the

response and which can restore the deformation caused in the building due to the action of the seismic force (see Fig. 4.2).

Future problems in the commercial exploitation of these control systems are: Incorporation of various "fail-safe" mechanisms which will improve the

reliability and economy.

-33-
4.2. Current Status of Research and Development

Development and present status of structural control techniques

Let us first discuss the developments in structural control techniques in general

terms before reviewing the studies related to SARC structures for buildings and

other civil works.

20 40 60 BO 100 120 Time (sec)

15 »i

ft"

!: i:

140 160

Earthquake

Fig. 4.2. A Counterforce-type External Energy Supplying Mechanism.

-34-
Time (sec)

Internal sensor Response-control device

3 Controlling fore

Earthquake

Fig. 4.2. Two examples of active damper (variable stiffness-type).

-35-
Studies in structural control can be classified according to the object of control -

for example, structural control of aircraft, ships, buildings or civil works - or they can be classified according to the speciality of persons engaged in the

development of control devices such as mechanics, electrics or electronics.

The first studies from the regulation engineering aspect are controlling the

direction of a windmill or speed adjustment in a steam engine. These studies

have progressed at an astonishing rate due to defense requirements during and

after World War II (homing device, interceptor) and due to the requirements of

automation in industry production lines. The general regulation theory during

the early days considered the response properties of a target as a black box and, by

adjusting the control device properties, determined the final properties of the

control device which would ensure optimum condition. The control technique

referred to as "modern regulation theory" appeared during the 1960's. It replaced

the "old regulation theory" represented by such approaches as polar

arrangements. In the modern regulation theory, the response of the control

target is evaluated in terms of the state variables, and the control (signal)

amplitude is decided on the basis of this state quantum, so that a set evaluation

function is satisfied. This technique was used extensively in the development of

electronic computers and many other relevant fields. The technological

revolution in the hardware of control computers and vibration sensors was

considerable, especially keeping an eye on automation in automobile, aircraft and

ship-building industries. However, the line control in a factory or the control of a machine tool still poses many problems. The state quantum in this case cannot

be properly understood, since the control target is complex and it is difficult to prepare a model or obtain the necessary accuracy of sensors generating control

information.

One of the advanced studies that has indicated the idea of active control of

building structures is mentioned in the paper on kinetic structures by W. Zuk [8]. His idea of a building, as an architect, was a structure allowing for some

displacement and deformation. His idea, published in 1970, provided much

impetus to structural engineers. The idea of structural control based on the

regulation theory was put forward by J.T.P. Yao [9] in 1972. Yao proposed an approach to control the building structures using active control. This provided an interesting insight into the subject. He suggested that the vibration properties

of a structure under control can be evaluated from time to time. This approach

for structural evaluation is different from the conventional design method

which evaluates the vibration properties involving an element of uncertainty.

J.N. Yang [10] published in 1975 a paper entitled "Application of Optimal control

Theory to Civil Engineering." In this paper, he proposed an optimal control

method for buildings based on the modern theory. In this theory he mentioned

some basic terms such as equation of state, control law, and evaluation function.

He suggested that it is possible to impart control power to each floor position

using "Active Tendon." In his discussion the external force is assumed as a steady state condition and the unsteady state due to seismic motion is not

considered.

-36-
In 1976, T.T. Soong [12] published a paper on "Modal Control of Multistory

Structures." Soong's studies can be considered more useful than those of Yang

when putting these ideas into practice. The "Optimal Modal Control" which is the nucleus of this method, tries to control the vibration properties of a structure

by controlling the "fundamental mode." this is a useful method which considers

structural properties. In 1980 an original method was proposed for damping

against wind, which is one step further in realizing Soong's ideas. In 1986, in a

joint study with Yang, Soong carried out an experiment with 3 floor frames using

a shaking table as an Active Tendon. This is definitely a step forward to putting

the idea of the optimal control theory into practice.

H.H. Leipholz an M. Abdel-Rahman [13] have tried to achieve active control by

such old control methods as the pole assignment method. However, this

method has its limitation when we consider the randomness of seismic motion.

Leipholz edited the proceedings of a symposium on structural control organized

by IUTAM in 1980. He presented much information regarding the ongoing

research in various fields as of the end of the 1970's.

S.F. Masri [14] studied in 1973 response-control in a structure using "Impact

damper" and published a paper in 1981 entitled "Optimum Pulse Control for

Flexible Structures." Here, the force developed by a pulse generator is used as a counteracting force thereby suppressing vibrations of a structure placed on a shaking table. This experiment provided a newer dimension to the conventional

structural control. Thus the proposal of structural control for civil structures by

Yao was an attempt to use the control methods employed in machine tools to

civil structures. Studies in this field introduced new mechanical devices in

addition to previous structural elements. By mechanizing the structures they

improve the vibration properties.

Up to this point we have discussed the developments outside Japan. In Japan

also, there are many reports on the subject of controlling vibrations of a

structural system, particularly in mechanical engineering. Examples of active

structural control are present below.

In the studies of Furui and Muto [15, 16] for the mode control using Active Mass

Damper (AMD), the control effect is evaluated experimentally by using a conductor type linear actuator.

Vibration control of elevated bridges using an Active Tendon proposed by

Akimoto, et al. [17] is an attempt at applying the concept to real structures. It controls vibrations of a bridge pier so that vibration to nearby structures is reduced.

Studies by Fujita, et al. [18, 19] during the mid-1960's under the theme "Isolation

methods based on automatic regulation" used regulation techniques established

for machine tools onto buildings. He studied the possibilities of using automatic

regulation devices to achieve the same base isolation structure as done during

-37-
the 1950's. This approach tries to fix the building to absolute coordinates and

offers five types of control methods to achieve this. All of these methods are based on detecting the absolute displacement of a building. The idea of

combining base isolation structure and an automatic regulation using

electrohydraulic actuators was revolutionary at that time. Inoue [20] began

studies for controlling the response of a structure using an actuator in place of a base isolation device—an approach similar to the above.

The USA studies on "structural control" mentioned above were a technology

transfer from mechanical engineering. On the other hand, as mentioned in [25],

the studies on SARC structures are an extension of the nonlinear vibration

theory. Accordingly, to realize this, studies regarding seismic motion itself,

mutual interaction between seismic motion and a building, response

characteristics of structures to earthquakes and resistance and restoring-force

characteristics of structural materials have to be considered.

Current status of active response-control structure

The active response-control structures currently studied for the purpose of

buildings are of two types: 1) in which controlling energy to suppress the

vibrations is supplied from the external source; and 2) in which the nature of the

incident seismic motion is sensed momentarily and the dynamic structural

properties (mainly the stiffness) are changed in such a way that resonance does

not occur (a variable stiffness type).

In type 1, where the controlling energy is supplied externally [15-17, 21, 22], the

studies are mainly conducted for towerlike structures, bridges or beams (subjected

partly to the traffic vibrations from the express highway) with wind as an external

force of vibration. This approach can be further divided into two types: active

mass damper (or driver) method and active tendon method. Types considered in

works [15], [16], [21], [22] refer to the first while work [17] refers to the second.

1. Active Mass Damper (or Driver) (AMD) [15, 16, 21, 22]

a. Principles of AMD

AMD is an active response-control device. As shown in Fig. 4.3, it consists of

an added mass, an actuator for driving this mass, a sensor for sensing the

incident seismic motion or sway of a building, and a control computer which

analyzes the signal from sensors and thereby decides the driving instructions

for the actuator. Position of the AMD should be at the center of the sway of

the building which is to be controlled. The sensor for measuring building

sway (acceleration, velocity, displacement) is placed inside the AMD device

and the actuator drives the added mass according to the control instructions

issued by the computer based on the above signal, while the building vibrates

in the opposite direction as a reaction. Thus, employing the control

algorithm AMD is used to restrict the sway in a building or to absorb it. Details of the control algorithm vary according to the viewpoint of the

-38-
researcher and particularly his knowledge about the properties of the external

vibrations.

The so-called dynamic damper is a passive type of device which does not

require a power source, sensor or control computer; it is aimed at improving

only the damping force to restrict the sway. Thus, vibrations of the main

building are transferred to the added mass thus reducing vibrations in the

main structure. Naturally, vibrations in the main structure are not reduced

until they are transferred to the added mass while, in the case of AMD, the

optimum controlling force is obtained instantaneously, including the rise

time of the response wave for the earthquake falling within the scope of the

drive unit. Thus it is possible to restrict very effectively the sway of a building

due to earthquakes.

-39-
Acceleration

Sensor (1)

D

CX

o o

be

^^Acceleration

Sensor (2)

BUILDING

Actuator

WW

t > —

>

//////'/

Control Circuit 1

Fig. 4.3. AMD system

-40-
b. System development and experiments

The work [21] mentions the shaking table tests in which AMD with a linear

drive motor is installed at the top of a three-storied single span steel frame

(Fig. 4.4). One experimental result is shown in Fig. 4.4. The displacement at the top when AMD is installed is less than the displacement when AMD is not present (uncontrolled) by 25%.

Also, the energy requirements of the building are reduced by 10%. At present,

the development of a working device and its applications to buildings are being studied.

2. Active Tendon System [17]

In the tendon type approach, a controlling force is applied to the vibrating

structure thereby reducing vibrations. It does not principally differ from the

AMD mentioned above. While the controlling force in AMD uses the force

of reaction from the mass driver, the tendon approach applies this force

directly from the actuator.

The laboratory level research mentioned before by Yang, Soong, et al. or the

experimental studies by Akimoto, et al. to reduce traffic vibrations in

structures along express highways are of this type.

High-level technology is required in variable stiffness type. There are many

problems in this method which need to be solved. As mentioned in the work

[17], the studies for development of software techniques related to control are

in progress. It is expected that in the future, studies regarding all aspects of

this technique, including the reliability, and economy for commercial

exploitation of the technique, will be undertaken.

4.3. Topics for Future Development in Active Response-control Structures

The control software necessary for an active response-control structure and the

experimental corrections are in progress. The status of development of the entire

system, however, has not reached a practical stage. The fundamental problems

involved in an active response-control structure to withstand earthquake forces are:

*How to detect and analyze the seismic motion

""Which is the best approach for the control algorithm

""Which is the most effective device

*What steps are necessary to ensure reliability of the entire system including the

fail-safe mechanisms and methods for maintenance.

-41 -
Control Signal

AMD

Sensor

RESPONSE

SIGNAL

EARTHQUAKE

v Sensor

COMPUTER

Control

algorithm

Dynamic property

of structure

Analysis of

seismic input

Shaking Table

RESPONSE CONTROLLED BY AMD

RESPONSE NOT CONTROLLED BY AMD

* 150.0 r 00

I 1 1 1 0.0 10.0 20.0 30.0

TIME, sec

Fig. 4.4. Comparison of acceleration response

(TAFT 30 gal incident acceleration).

-42-
The technique can be put to use after these problems are solved.

A new design concept has to be developed in addition to solving these problems and

it should be based on the following considerations:

1. Dynamic and unsteady properties of seismic motion should be researched

further.

2. Since the control device is used as one of the structural elements, the

development and studies of control devices should be either supplementary

to the conventional studies of antiseismic elements or modified suitably.

3. A new concept for system design is essential to incorporate control devices.

For the overall development related to active response control structure, the

following points need to be studied further as mentioned in last year's report.

1. It is necessary to carry out in-depth studies for safety in individual cases. It may not be appropriate to set an only standard. For this, one has to consider

the know-how of designers and developers with due respect not preventing

the possible development of this technique.

2. It is desirable to establish an institution which will properly evaluate the

building structures designed with high-level technology. It is necessary to

stimulate the technological development by instituting some rewards.

3. During the development of response-control structure systems, it is of the

utmost importance to have mutual understanding and cooperation between

various researchers of government, universities and private sectors, even more than was expected during the development of the earthquake-resistant

structures in the past. These are indispensable for the development of

technology, safety investigations, freedom to the designer or developer, and

others.

REFERENCES

1. Kobori. 1987. Response Control structures—From conceptual stage to reality.

Nippon Kenchiku Sogo Shiken-sho, GBRC, No. 45.

2. Kobori and Kaneta. 1955. Nonlinear vibrations in structures due to earthquake.

Nippon Kenchiku Gakkai Ronbun Hokoku-shu, No. 51.

Kobori and Minai. 1955-56. Nonlinear vibrations in structures due to earthquake.

Parts 1-4. Nippon Kenchiku Gakkai Ronbun Hokoku-shu, No. 51-54.

3. Kobori and Minai. 1956. Nonlinear vibrations in structures due to earthquake.

Part 2. Modeling of dynamic properties of structure. Nippon Kenchiku Gakkai

Ronbun Hokoku-shu, No. 52.

-43-
4. Kobori. 1957. A trial response control structure. Nippon Kenchiku Gakkai

Ronbun Hokoku-shu, No. 41.

Kobori and Minai. 1960. Analysis of response control system (Studies about

SARC structure-I). Nippon Kenchiku Gakkai Ronbun Hokoku-shu, October,

No. 66.

5. Kobori, Minai, et al. 1957. On making the cold hole-type atomic furnace

earthquake-resistant (A trial SARC structure). Bosaikenkyu-sho Nenpo, Kyoto

University, No. 1.

6. Kobori, et al. 1986. New developments in earthquake-resistant structuresDynamic intelligent building (DIB) using variable stiffness mechanism). AIT

Taikai Kogai-shu, August.

7. Kobori, Kaneyama and Kamagata. 1986. Studies related to SARC structureProposal for a DIB system. Proceedings of Dai 7-kai Nippon Tishinkogaku

Symposium.

8. Zuk, W. 1980. The past and future of active structural control systems.

Structural Control. H.H. Leipholz (editor). North-Holland Publishing Co.

9. Yao, J.T.P. 1972. Concept of structural control. Tournal of the Structural Division

ASCE, Vol. 98, No. ST7, July.

10. Yang, J.N. 1975. Application of optimal control theory to civil engineering

structures. Tournal of Engineering Mechanics Division ASCE, Vol. 101, No.

EM6, December

11. Yang, J.N. 1982. Control of tall buildings under earthquake excitation. Tournal

of Engineering Mechanics Division, ASCE, Vol. 108, No. EM5, October

12. Martin, C.R. and T.T. Soong. 1976. Modal control of multistory structures.

Tournal of the Engineering Mechanics Division, ASCE, Vol. 102, No. EM4,

August.

13. Rahman, M. Abdel and H.H. Leipholz. 1978. Structural control by pole

assignments method. Tournal of the Engineering Mechanics Division, ASCE,

Vol. 104, No. EM5, October.

14. Masri, S.F., G.A. Bekay and F.E. Udwadia. 1980. On line pulse control of tall building. Structural Control. H.H.E. Leipholz (editor). North-Holland

Publishing Company.

15. Furui and Muto. 1986. Vibration control in structures using active mass

dampers (Mode control in active mass damper). Nippon Kikai Gakkai

Ronbun-shu (C Hen), Vol. 52, No. 473, January.

-44-
16. Furui and Muto. 1986. Vibration control in structures using active mass

dampers (Damping in a multi-degree-of-freedom system using single

controlling force). Nippon Kikai Gakkai Ronbun-shu (C Hen), Vol. 52, No. 474,

February.

17. Akimoto, Kubota and Egawa. 1983. Vibration control in elevated bridges. Dai

Tugo-kai Nippon Doro Kaigi Ronbun-shu.

18. Katsuta and Masugashira. 1974. Studies on Menshin method based on

automatic control (I) —Principles and theory of autocontrolled Menshin

method. Nippon Kenchiku Gakkai Ronbun Hokoku-shu, No. 102, September.

19. Katsuta, Masugashira and Uno. 1974. Studies on Menshin method based on

automatic control (II) —Experiments on autocontrolled base isolation method

and its applications. Nippon Kenchiku Gakkai Ronbun Hokoku-shu, No. 102,

September.

20. Inoue. 1987. Discussions about response control structures. Nippon Kenchiku

Gakkai Gakujutsu Koen Kogai-shu, October.

21. Kobori, Kamagata and Kaneyama. 1987. Dynamic Intelligent Building as active

earthquake-resistant controlled structure (I), (II) and (III). Nippon Kenchiku

Gakkai Gakujutsu Koen Kogai-shu, October.

22. Aizawa, Kinoshita and Yamaguchi. 1987. Experimental studies about active

mass damper (Parts 1-3). Nippon Kenchiku Gakkai Gakujutsu Koen Kogai-shu. October.

-45-
CHAPTER 5

EXAMPLES OF BUILDINGS WITH RESPONSE-CONTROL STRUCTURES

Examples of response-control structures found in various countries and Japan are shown in Table 5.1 which follows.

An examination of this Table reveals the following:

a. Menshin Buildings with laminated rubber bearings

Other

countries

7

Japan

14

b. Buildings with sliding supports 2

c. Buildings with sway-type hinged columns 2

d. Buildings with double columns 1 1

e. Buildings with dampers (viscoelastic, friction) 2 2

f. Buildings with dynamic dampers 2 2

g- Buildings with sloshing-type dampers 2

Total 12 25

In order to know more about these structures, we investigated 21 buildings in Japan

(some of them under construction). The names of the buildings investigated are

listed below. The details are given in Appendix 4.

Building Type Appendix

1. Yachiyodai Unitika Base Isolation Apartments Laminated rubber 4.1

2. Okumura Gumi Tsukuba Research Center, Office Laminated rubber 4.2 Wing

3. Obayashi Gumi, Technical Research Center, 61 Laminated rubber 4.3

Laboratory

-46-
4. Oiles Industries, Fujisawa Plant, TC Wing Laminated rubber 4.4

5. Takenaka Komuten Funabashi Taketomo Laminated rubber 4.5

Dormitory

6. Kajima Kensetsu, Technical Research Center, Laminated rubber 4.6

Nishi Chofu, Acoustic Laboratory

7. Christian Historical Museum Laminated rubber 4.7

8. Tohoku University, Base Isolation Building Laminated rubber 4.8

9. Fujita Industries Technical Research Laboratory, Laminated rubber 4.9 6th Laboratory

10. Shibuya Shimizu No. 1 Building Laminated rubber 4.10

11. Fukumiya Apartments Laminated rubber 4.11

12. Shimizu Constructions, Tsuchiura Branch Laminated rubber 4.12

13. Toranomon San-Chome Building Laminated rubber 4.13

14. Department of Science and Technology, Inorganic Laminated rubber 4.14

Materials Laboratory, Vibration Free Wing

15. A Certain Radar Sliding support 4.15

16. Taisei Kensetsu, Technical Research Center, J. Sliding support 4.16

Wing

17. Industry and Culturel Center Friction damper 4.17

18. Chiba Port Tower Dynamic damper 4.18

19. Higashiyama Park Observatory Dynamic damper 4.19

20. Gold Tower Sloshing damper 4.20

21. Yokohama Marine Tower Sloshing damper 4.21

-47-
Table 5.1. Examples of response-control structures in Japan and other countries

i\io. Name of building Location i otai floor area, m2

INO. of

floors

Struc- ture Occupancy Year of construe

-tion

Remarks

1 Lambesc CES France 4590 +3 RC,

prefix raD

School 1978 Laminated

rubber

2 Pestaloci

Elementary

Skopjie,

Yugoslavia

+3 RC School 1969 Laminated

rubber

3 Cruas Atomic Power

l iant France RC Atomic furnace Laminated

4 Koeberg Atomic

Power Plant SouthAfrica

RC Atomic furnace Laminated

rubber

5 Pestaloci

Elementary School

Skopjie,

Yugoslavia

+3 RC School 1969 Laminated

rubber

6 Foothill Law and

Justice Center

California,

USA

+4,-1 Steel Court 1983 Laminated

rubber

7 W. Clayton Building Wellington,

New

Zealand

+4 RC Office 1984 Laminated

rubber

8 Yachiyodai

Apartment

Chiba,

Japan

114 +2 RC Housing 1983 Laminated

rubber

9 Okumura Gumi

1 c ii 1/ ii V"\ i c t^t i * V*

l suKUDd ixesearcn

Center, Office Wing

Ibaraki

Japan

1330 +4 RC Research

Center

1986 Laminated

t* 1 1 \-\ V\ r\ ruDDcr

10 Obayashi Gumi,

Center, 61

Laboratory

Tokyo,

Japan

1024 +5,-1 RC Laboratory 1986 Laminated

ruDucr

11 ()W i111 Lpc5 InHiicfripc tllUUMllCJ,

Fujisawa Plant, TC

wing

Ixul ICLfLG Wd, Japan4765 TJ L/Ui aiui y / Office

1986 TL-dllilllCllCU a in ina frpH rubber

12 Funabashi

" 1

' -5 L' off\ f\ i ciKciuino

Dormitory

Chiba,

Japan

1530 +3 RC Dormitory 1987 Laminated

ruu uer

13 Kajima Kensetsu

Research Laboratory

West Chofu,

Acoustic Laboratory

Tokyo,

Japan

655 +2 RC Research

Laboratory

1986 Laminated

rubber

14 Christian Museum Kanagawa,

Japan

293 +2 RC Museum 1988 Laminated

rubber

-48-
15 Tohoku University,

Menshin Building

Miyagi,

Japan

200 +3 RC Test model 1986 Laminated

rubber

16 Fujita Industries

Technical Research

Laboratory, 6th

Laboratory

Kanagawa,

Japan

3952 +3 RC Research

center

1987 Laminated

rubber

17 Shibuya Shimizu No.

1 Building

Tokyo,

Japan

3385 +5, -1 RC Office 1988 Laminated

rubber

18 Fukumiya

Apartments

Tokyo,

Japan

685 44 RC Housing 1987 Laminated

rubber

19 Shimizu Kensetsu

Tsuchiura Branch

Ibaraki,

Japan

637 44 RC Office 1988 Laminated

rubber

20 Toranomon 3-

Chome Building

Tokyo,

Japan

3373 48 RC Office 1989 Laminated

rubber

21 National Institute

for Research in

Inorganic materials,

Vibration Free

Laboratory

Ibaraki,

Japan

616 4-1 RC Office 1988 Laminated

rubber

22 Fudochokin Bank

(now Kyowa Bank)

Himeji,

Japan

791 4-3,-1 RC Bank branch 1933 Swav-tvpe

hinge column

23 -do- Shimonoseki, Japan

641 -do24 Tokyo Science

University

Tokyo,

Japan

14436 +17,

-1

Steel School 1981 Double

LUl U 1 1 II

25 Union House Auckland,

New

Zealand

+U

-1 RC Office 1983 Double

columns

26 A Certain Radar Chiba,

Japan

711 49Atop

the

building

Steel Instrument

platform

1980 Roller bearing

27 Taisei Kensetsu

Technical Research

Center, J Wing

Kanagawa,

Japan

1029 +4 RC Office 1988 Sliding support

28 World Trade Center New York,

USA

+110 Steel Office 1976 VEM damper

(visco-elastic

material)

30

Columbia Center

Industry and Culture

Center

Seattle,

USA

Saitama,

Japan

105060

+/o

+31

Dteei

Steel

wince

Office

LyOD

1988

VEM damper

Friction damper

-49-
31 Azumabashi 1- Tokyo, 34650 +22 Steel Office 1990 Friction

32

chome Complex,

Office Wing

Sydney Tower

Japan

Sydney,

Australia

325m Steel Tower 1975

damper

Dynamic

damper

33 Citi Corp Center New York,

USA

+59 Steel Office 1977 Tuned-mass

damper

34 Chiba Port Tower Chiba,

Japan

2204 125m Steel Tower 1986 Dynamic

damper

35 Higashiyama Park

Observatory

Aichi, Japan 2929 134m Steel Tower 1988 Dynamic

damper

36 Gold Tower Kagawa,

Japan

1193 136m Steel Tower 1988 Aqua damper

37 Yokohama Marine

Tower

Kanagawa,

Japan

3325 103m Steel Tower 1988 Super sloshing

damper

-50-
5.1. Buildings with Laminated Rubber Bearing

(Base Isolation Structure)

Base isolation structures using laminated rubber bearings in their foundations are the most popular type of response control structures found in the world. It is common to use laminated rubber along with other types of dampers. Laminated

rubber is used to extend the fundamental period of a building in the horizontal

direction so that the seismic input is reduced while the dampers absorb the incident

seismic energy. Sometimes, laminated rubber is also used to reduce the vertical

microseisms.

Regarding building size, buildings in the USA are constructed mostly of steel, while

in Japan we find reinforced concrete structure with 4 to 5 stories. A 14-storied

reinforced concrete structure is now under construction.

As mentioned in Chapter 6, vibration measurements have been carried out for

many buildings. The results of these measurements indicate that for all practical

purposes the accuracy of the vibration response control in base isolation buildings

using laminated rubber bearings is quite high.

5.2. Buildings with Sliding Support

Sliding support structures are generally used for computer room base isolation

floors. Examples using sliding supports for the entire building are very few.

This type of structure is not able to return to its original position. When using

sliding supports the position of a building after an earthquake will be different from

the one before the earthquake. The recovery is therefore generally supplemented by

employing springs. The stiffness of the springs is designed to be weak to keep the

seismic input reduction effect of sliding support.

The basic considerations of this approach are similar to those of a laminated rubber

support; however, the sliding phenomenon is not a phenomenon having the

fundamental period. The sliding support plays the role of a damper and absorbs the

incident seismic energy.

5.3. Buildings with Sway-Type Hinged Columns

This type of structure used in the olden days is no longer used in modern building

construction.

5.4. Buildings with Double Columns

Columns of low stiffness are provided in the lower part of a building. The basic

considerations are the same as those for the laminated rubber support.

There are a few examples of this technique, one in New Zealand and one in Japan

(Tokyo Science University).

-51-
5.5. Buildings with Viscoelastic or Friction Dampers

Various types of dampers are installed in a multistoried structure, thus absorbing

incident seismic energy. In the USA, buildings using viscoelastic dampers (VEM)

have been built to reduce the response to strong winds. In Japan, steel dampers and

friction dampers are used in multistoried buildings.

5.6. Buildings with Dynamic Dampers

Dynamic dampers convert the vibration energy of an earthquake or wind into

kinetic energy allowing the dynamic damper to absorb the input energy. It is used to reduce the vibrations of machinery. In the USA this technique is mainly used to reduce the deformation of a building due to wind, while in Japan, it is used to absorb

the wind as well as earthquake energy.

In Japan, this technique is used for tower-type structures of less mass.

5.7. Buildings with Sloshing-Type Dampers

The incident vibration energy is absorbed as the kinetic energy of water (or fluid)

using the phenomenon of sloshing of liquids.

In Japan, this technique is mainly used for tower-type structures to reduce building

deformation due to wind or earthquake.

-52-
CHAPTER 6

RECORDS OF SEISMIC OBSERVATIONS

IN RESPONSE CONTROL STRUCTURES

Since Japan is one of the most earthquake-prone countries in the world many

records of seismic observations in response-control structures are available. Many of

these records have been published by the Building Center of Japan [1]. The

observations during the earthquake off the eastern Chiba prefecture on December 17,

1987 were recorded and proposed to the Center by the designers and users of the

buildings.

Table 6.1 [2] shows the seismic waveforms and spectra of the earthquakes published

so far, while the records of observations in the buildings are shown in Table 6.2. There are eight buildings for which such data are available from the 1987 earthquake

off the eastern Chiba Prefecture. The records of earthquakes 1-12 in Table 6.1 and the

data obtained recently are combined in Appendix 5.

6.1. The Earthquake Off the Eastern Chiba Prefecture

1. Details of the Earthquake and Seismic Intensity Distribution

The earthquake occurred at 11:08 hours on December 17, 1987. It caused severe damage around Chiba Prefecture. Aftershocks were felt during this earthquake.

The details of this earthquake as reported by the Japan Meteorological Agency are

as follows:

Time of occurrence: 11:08 hours, December, 17, 1987

Epicenter: 140°29' E, 35°21* N

Depth of hypocenter: 58 km

Magnitude: 6.7.

As shown in Fig. 6.1, the location of the epicenter was off the Chiba Prefecture

and was approximately 15 km east of Ichinomiya. The seismic intensity

distribution according to the Japan Meteorological Agency was as follows:

V: Chiba, Katsuura, Choshi

IV: Mito, Kumagaya, Tokyo, Tateyama, Kawaguchi-ko, Kakioka, Yokohama

-53-
HI: Maebashi, Kofu, Oshima, Onahama, Iida, Utsunomiya, Shizuoka,

Hachijojima, Nikko, Mishima, Shirakawa, Chichibu, Karuizawa, Niijima,

Miyake-jima.

II: Sendai, Fukushima, Wakamatsu, Sakata, Takada, Suwa, Nagoya, Tomioka

I: Toyama, Nagano, Kanazawa, Niigata, Ishinomaki, Akita, Morioka,

Matsumoto, Fushiki, Tsuruga, Tsu, Irozaki, Hikone, Tottori.

This is graphically represented in Fig. 6.1. A maximum ground motion of aftershocks was 4.6. The aftershock intensity

distribution as reported by the Meteorological Agency can be seen in Fig. 6.2 [4]. Generally, the hypocenter is not a point but extends to a much larger area, and

hence the aftershock intensity distribution depicted in this figure is generally

considered as the area of this hypocenter. The mechanism of this earthquake is also seen in this figure from vibrations records obtained from various places in

the world.

Maximum Acceleration

The seismic ground motion of this earthquake was measured at many points

using strong motion seismographs. Based on the data received from various

organizations, this record is published as per the norms of the Committee for the

Promotion of Strong Seismic Observations [5]. The relationship between the

maximum acceleration and the hypocentral distance (horizontal direction) as recorded by the strong motion seismograms measured either on the ground or

first floors of the response control structures is shown in Fig. 6.3, while the

values of maximum acceleration at representative points and response control

structure positions are shown in Fig. 6.4.

-54-

Fig. 6.1: Diagram showing earthquake intensity distribution

[Key: 1 - Muroto-misaki 2 - Tsurugi-san 3 - Tokushima 4 - Takamatsu 5 - Tsuyama 6 - Tottori 7 - Sumoto 8 - Himeji 9 - Toyooka 10 - Wakayama 11-

Osaka 12 - Kobe 13 - Maizuru 14 - Shionomisaki 15 - Owase 16 - Nara 17 - Kyoto 18 - Tsu 19 - Ueno 20 - Yokkaichi 21 - Hikone 22 - Ibukiyama 23 - Tsuruga 24 - Kukui 25 - Irakozaki 26 - Nagoya 27 - Gifu 28 - Kanazawa 29 - Takayama 30 - Toyama 31 - Fushiki 32 - Wajima 33 - Omaezaki 34 - Hamamatsu 35 - Shizuoka 36 - Iida 37 - Matsumoto 38 - Irozaki 39 - Mishima

40 - Kawaguchi-ko 41 - Kofu 42 - Suwa 43 - Nagano 44 - Takada 45 - Aikawa

46 - Miyakejima 47 - Oshima 48 - Yokohama 49 - Tokyo 50 - Chichibu 51 - Kumagaya 52 - Karuizawa 53 - Matsushiro 54 - Maebashi 55 - Niigata 56 - Tateyama 57 - Katsuura 58 - Chiba 59 - Kakioka 60 - Utsunomiya 61 - Nikko

62 - Wakamatsu 63 - Yamagata 64 - Sakata 65 - Shinjo 66 - Akita 67 - Choshi

68 - Mito 69 - Onahama 70 - Shirakawa 71 - Fukushima 72 - Sendai 73 - Ishinomaki 74 - Morioka 75 - Ofunato 76 - Miyako 77 - Hachijojima]

-56-
MPE tip; log I <Q: ZOE l 10 : 30E H0:4QE I1Q:50E 1 41

140= IOE 140: 20E MOOOE 140:40E 140=50E

i .... i 1:517000 DATA NO. -31

5

0 50KM 1987/12/17 0=0—>1 988/1/31 24:0

Fig. 6.2.

-57-
Dec. 17,1987

ll:00hr

N 127 (119/ 0)

Score 93.7

DD

PI 81.3/69.8

P2 176.7/75.6

P 218.2/ 3.9

T 310 /24.0

Lower Equal Area

Fig. 6.2. Distribution of hypocenter

[Source: Meteorological Agency, Tokyo University, Nagoya University, National

Research Center for Disaster Prevention ]

In Fig. 6.3. the ° and indicate N-S and E-W directions respectively. The

reduction in the maximum acceleration value with the distance in this

earthquake is more compared to Kanai's expression. The Kanai curve in this

figure is obtained by assuming the predominant period of ground T<f> = 0.3, 0.6, 1.0 seconds.

As can be seen from Fig. 6.4, the area with the largest maximum acceleration is mainly around the central part of the Chiba Prefecture or in the 30 km belt from

Kisarazu to Chiba and is in the direction joining Katsuura and Kisarazu. The

-58-
maximum acceleration of 210 gal was measured at Katsuura, 384 gal at Kisarazu,

361 gal at Chiba and 70-185 gal in Miura Peninsula. In Tokyo region, the

acceleration of 60-120 gal was recorded at Koto, Sunamachi ward which was on

comparatively soft soil, and 20-60 gal in the Yamanote (hillside region), thus

showing considerable difference according to the type of ground.

-59-
1000

500

100

* 50

7*. o

I

1 H

W

U

<

10

V 8 r

\\

\ \

\ •

i

i

4—

\ \

\\• i •

\

o

m

¥ s

I

j

(') —

—

e

t yL®

•

1 Ia

• ^\

KANAI'S EQ

/TG=0.3

/TG= 0.8

vTG=1.0 —

i

9— s

m-—»- ©•€

•#« \

( 3—

* \ —

\ \

< > \

\

\

V

10

© NS

® EW

50 100

EPICENTRAL DISTANCE (km)

500 1000

Fig. 6.3. Relationship between maximum acceleration and distance.

-60
36° N

35° N

139* E 140° E 141° E

Values in ( ) indicate maximum acceleration in gal.

Fig. 6.4. Distribution of maximum acceleration.

-61-
Location of the base isolation buildings where seismic

observations were implemented

No. E N

1. Yachiyodai-Unitika base isolation apartments 140*05.7' 35° 41 .9'

2. Kajima Kensetsu, Technical Research Center, 139*32.0' 35°38.7'

Environmental and Vibration Laboratory

3. Takenaka Technical Research Center, Large 139°49. 5' 35°40.0'

Prototype

4. Okumura Gumi Tsukuba Research Center 140*05.3* 36°08.1'

Administrative Wing

5. Obayashi Gumi Technical Research Center 139*32.3' 35*46.1'

61st Test Wing

6. Giles Technical Center 139*28.3' 35*21.2'

7. Takenaka Komuten, Funabashi Taketomo 139*59.6' 35*41.9'

Dormitory

8. Tohoku University, base isolation building 140*50.6' 38*15.3'

9. Chiba Port Tower 140*05.6' 35*35.6'

10. Hazama Gumi base isolation type test structure 139*30.7* 35*50.3*

[Key: 1 - ( ) indicates maximum acceleration (gal) 2 - Sunamachi 3 - Shinagawa

4 - Yokohama 5 - Yokosuka 6 - Odawara 7 - Kannonzaki 8 - Chikura 9 - Pacific

Ocean 10-Katsuura 1 1 - Hypocenter 12-Kisarazu 13 - Chiba port 14-Choshi

15 - Nishi Chiba 16 - Kashima 17 - Tsukuba]

-62-
Damage

According to the statistics of Fire and Hazard Prevention Department of Chiba

Prefecture, there were two casualties and 26 cases of serious injuries. In all, 16

buildings were seriously damaged and 102 damaged moderately while 71,212

buildings were partially damaged and three cases of fire were reported. Damage

to residential buildings was primarily due to falling of roof tiles. In the case of

reinforced concrete buildings, the damage was basically due to ground

liquefaction and landslides.

6.2. Study of the Results of Seismic Observations

The seismic observations in the base isolation buildings primarily carried out on

the top of buildings, 1st floors, and foundations. However, in order to study the

behavior of a base isolation building during an earthquake or to study their

vibration properties in detail, seismographs were also installed on the middle

floors of buildings, and on the ground. Thus, the seismic observations are multipoint observations. The seismic observation records for the earthquake off the

eastern Chiba prefecture are for 7 base isolation buildings and one other type

response control structure. Table 6.3 shows the values of maximum accelerations

at the roof (RF), 1st floor (IF), basement (BA), and on the free ground surface (GL)

and response ratio of maximum acceleration (RF/BA, BA/GL). Here, the Chiba

Port Tower is a passive dynamic response-control structure while in the other

buildings a base isolation mechanism is employed between the basement and the

first floor.

The following points are clear from this table:

1. The upper structures of buildings employing base isolation devices generally

vibrate like rigid bodies.

2. The ratio of maximum acceleration at the top of a building and at the

basement (RF/BA) is 0.26-1.32. This value varies according to the type of base

isolation building or epicentral distance. If we compare the ratios of

maximum acceleration response of base isolation buildings to conventional

buildings, it is 2-5 times less in base isolation buildings, which indicates the

effect of the base isolation devices. This shows the need for a careful

evaluation of the earthquake loads when designing buildings, considering the

properties of seismic incident waves, dynamic properties of members,

bearings and dampers.

The ratio of maximum acceleration at the basement with respect to the

ground (BA/GL) is about 0.49-0.86. The mutual interaction between a building and the ground thus acts to reduce the level of acceleration. This

effect can be inferred from the relationship between building properties and

ground properties.

-63-
The effect of dynamic dampers do not look clear in terms of the maximum

acceleration response. Comparison of observed values to analytical values

and the study of displacement records will be taken up in the future.

REFERENCES

1. Isumi, Masanori. 1987. Earthquake response observations of base isolation

buildings. Records of earthquake response observations of base isolation

buildings, October 1985 - June, 1987. Buildings Letters, the Building Center of

Japan, August.

2. Note to the Table in [1].

3. Earthquake and Volcano Division, Meteorological Agency. 1988. Observations of

earthquake and volcano, December, 1987. January 1.

4. Meteorological Agency. 1988. Material presented at the 82nd Earthquake

Prediction Board Meeting Commencing from February 15, 1988.

5. Committee for the Promotion of Strong Seismic Observations. 1988. Early

reports of strong earthquakes. No. 37, December 17, 1987. Earthquake off the

eastern Chiba Prefecture, Science and Technology Agency, National Research

Center for Disaster Prevention, February.

-64-
Table 6.1. Earthquakes and response control buildings for which seismic waveforms

and response spectra have been published

No Earthquake

Date and Time

Epicenter

Lat.

Hypocenter

Lone Depth

km

MagnitudeBuilding

No.

1. Oct. 4, 1985, 21.25 Southern Ibaraki

Prefecture

140°09.5' 35°52.1' 78 6.1 1,3

2 Jul. 4, 1986, 08.29 Eastern Saitama

Prefecture

139°26.9' 35°52.1' 149 4.8 2

3. Sept. 20, 1986 12.04 Northern Ibaraki 140°39.61 36° 28.4' 56 5.0 5 Prefecture

4

Q 1 QQ7

Jan. y, 19o/, 1 C 1 A Central Iwate

Prefecture

141°47' 39°51' 71 6.9 8

5. reb. o, iyo/ OO 1 c Off Fukushima

Prefecture

141°54' 36°59' 31 6.7 8

6. tT^U TO 1QQ7 reb. ZZ, lyo/ Border of Saitama and

Ibaraki Prefecture

139°47' 36°03' 85 4.4 5

7. Apr. 7, 1987 09.40 Off Fukushima

Prefecture

141°54' 3ri7' 37 6.6 2, 3, 4, 6, 7,8

8. Apr. 10, 1987 19.59 Southwest Ibaraki

Prefecture

139°52' 366 08' 57 5.1 2, 4, 5, 6

9. Apr. 17, 1987 16.33 Northern Chiba

Prefecture

140° 08' 35°46' 75 5.1 2,4

10. Apr. 23, 1987 05.13 Off Fukushima

Prefecture

141°37' 37°04' 49 6.5 6,8

11. Jun. 30, 1987 18.17 Southwest Ibaraki

Prefecture

140°06' 36°12' 55 5.1 4

12. Dec. 17, 1987 11.08 Off Eastern Chiba

Prefecture

140°29' 35°21' 58 6.7 1, 2, 4, 5,

6, 7, 9, 10

13. Feb. 3, 1988 14.43 -do- 140°11' 34°51' 75 5.0 5

14. Feb. 18, 1988 17.10 Eastern Kanagawa

Prefecture

139°31' 35*30' 44 3.5 2

15. Mar. 18, 1988 05.34 Eastern Tokyo 139° 39' 35°40' 99 6.0 2, 5, 6, 7

Note: Building No. 1 - Yachiyodai-Unitika Menshin Apartments; 2 - Kajima Kensetsu,

Technical Research Center, Environmental and Vibration Laboratory; 3 - Takenaka Technical

Research Center, Large prototype; 4 - Okumura Gumi Tsukuba Research Center,

Administrative Wing; 5 - Obayashi Gumi Technical Research Center, 61st Test Wing; 6 - Oiles

Technical Center; 7 - Takenaka Komuten, Funabashi Taketomo Dormitory; 8 - Tohoku

University, Menshin Building; 9 - Chiba Port Tower; 10 - Hazama Gumi Menshin Type Test

Structure.

-65-
Table 6.2. List of buildings on which observations are recorded

Name of the building Company Location Observations Type of equipment

began installed No

Yachiyodai-Unitika

Menshin apartments

Tokyo Kenchiku

Consultant

Engineers

Yachio city

Chiba

Prefecture

Apr. 1983 Accelerometer

Velocity meter

9

9

18

Kajima Kensetsu,

Technical Research

Center, Environmental

and Vibration

Laboratory

Takenaka Technical

Research Center, Large

Prototype

Kajima Kensetsu

Takenaka

Komuten Ltd.

Chofu city

Tokyo

Koto-ku, Tokyo

Jun. 1986 Accelerometer

Displacement meter

Vane-type anemometer

Apr. 1984 Accelerometer

Strain meter

15

4

2

21

36

23

59

Okumura Gumi

Tsukuba Research

Center, Administrative

Wing

Obayashi Gumi

Technical Research

Center, 61st Test Wing

(Hitech R&D Center)

Okumura Gumi

Ltd.

Obayashi Gumi

Ltd.

Tsukuba city

Ibaraki

Prefecture

Sept. 1986

Kiyose city

Tokyo

Aug. 1986

Accelerometer

Velocity meter Displacement meter

Underground accelero- meter

Strong motion accele- rograph

Vane-type anemometer

24

6 14

32

52

61

-66-
Name of the Building Type of Base Isolaition Ground Ground

Devices type Profile Remarks

Yachiyodai-Unitika Menshin

Apartments

Kajima Kensetsu, Technical

Research Center, Environmental

and Vibration Laboratory

Takenaka Technical Research

Center, Large Prototype

Okumura Gumi Tsukuba

Research Center, Administrative

Wing

Obayashi Gumi Technical

Research Center, 61st Test Wing

(Hitech R&D Center)

Bearing: Laminated

rubber. PC plate

friction damper

Bearing: Laminated

rubber. Mild steel rod

viscoelastic friction damper with guide

Viscous damper

Laminated rubber (500

mm dia) Steel coil damper

Steel rod damper,

natural rubber type

bearing

Plane

Plane

Plane

Plane

Plane

Developed jointly with

Prof. Tada of Fukuoka

University

Vibrations in vertical direction are also reduced. Wind response

is also measured

Partner: Denryoku

Central Laboratory

(seismic observations,

test) Tokyo Kenchiku

Consultant Engineer

(structural design)

Traffic vibraitons

(vibrations during track running are measured).

Wind response

measurements in 1987.

Name of the building Company Location Observations

began

Type of equipment

installed No

Oiles Technical Center Oiles Industries

(TC Wing) Ltd.

Fujisawa city, Apr. 1987 Accelerometer

Kanagawa Strain meter (for pile

Prefecture stress measurement)

45

24

69

Takenaka Komuten,

Funabashi Taketomo

Dormitory

Tohoku University,

Menshin Building

Chiba Port Tower

Hazama Gumi Menshin

Type Test Structure

Takenaka

Komuten Ltd.

Shimizu Kensetsu,

Ltd.

Research

Association for Seismic and Wind

Observations

Hazama Gumi Inc.

Funabashi city, Apr. 1987 Chiba

Prefecture

Accelerometer

Sendai city,

Miyagi

Prefecture

Jun. 1986

15

27

Chiba city, Aug. 1987 Accelerometer 4 Chiba Displacement meter 2 Prefecture Van-type anemometer 2 Wind pressure sensor 10

18 Yano city, Nov. 1987 Underground accelero- Saitama meter 12 Prefecture Velocity meter 3 Accelerometer 12 Displacement meter 5

32

-67-
Name of the Building Type of Base Isolaition Ground Ground Remarks

Structure type Profile

Oiles Technical Center (TC

Wing)

Takenaka Komute, Funabashi

Taketomo Dormitory

Tohoku University Menshin

Building

Bearing: Laminated

rubber, damper lead plug

Viscous damper

Bearing: Laminated

rubber, oil damper

Plane

Plane

Partner: Denryoku

Central Laboratory,

Sumitomo Kensetsu Ltd. and Yasui Kenchiku

Design Office Ltd.

Mountain Developed jointly with

top Tohoku University

Chiba Port Tower Dynamic damper Plane Partner: Nippon Sekkai,

Takenaka Komuten,

Nippon Sheet Glass,

Mitsubishi Steel, Mitsubishi Aluminum

Hazama Gumi Menshin Type Laminated rubber, Test Structure friction damperPlane

-68-
Table 6.3. Maximum acceleration and magnification

YarhivnH ai- l^aiima rvdjiiiid Ar- V_/.TS.Ll 111 UI d V_/ L7d y d31 1

1 cl r^t, 1 1 u No Chiba Ha1 1 a 7aa m1 1 1 ac< Unitika coustic Gumi Gumi Industries Komuten Port Gumi

Menshin Laboratory Research Laboratory Technical Taketomo Tower Menshin

A no rfrfl pnfc z \ L^dl lllldltJ Ri i i 1 H i n O" ILa^ Vinr^tn UUI d t*\ 7 IVJi y Pan for Dr^TTTt L*UI 1111i rnrv L ^ J I y Tunp Tpst

Building Structure

i\r riA 7 Al Q 'ID./ 1 1 .0 ZJ7.U 9"* 1 'ill lO.O

(44.7) (54.4) (66.5) (10.9) (45.0) (23.3) (410) (15.8)

1

X cr AH Q in 4 zo.u z/ .u 171 1/

(63.4) (10.6) (43.0) (22.4) (148) (15.3) BA 131.3 34.7 40.8 20.4 29.0 64.4 20.6

(123.3) (42.4) (50.3) (21.5) (62.0) (86.4) (31.3)

GL 54.6 39.0 54.

(82.6) (43.8) (72.0)

RF 0.26 1.23 1.12 0.57 1.0 0.36 0.79 BA (0.36) (1.28) (1.32) (0.51) (0.73) (0.27) (0.50)

BA 0.74 0.52 0.54 GL (0.61) (0.49) (0.86)

Upper rows NS (Y); Lower row EW (X), Max. Acc: gal

-69-
( 1 1 AITER 7

SUMMARY

These studies were conducted during the fiscal years 1986 and 1987 to Investigate the

( urrenl status ol technology related to response control structures. As .1 result/ topics

i<H technological developmenl necessary for the advancemenl of ihis technique were

identified and guidelines for state regulations proposed. These can be summarized

on the basis ol the results ol oui two year I » » i n

j

* studies.

1 study ol response control sink hues and their performance:

i * )bjective

To understand the parameters ih.ii need to be studied for evaluating response

t ontrol structures

ii t'opics studied

.i investigation ol the existing response control structures.

b Compilation ol Items to be evaluated (response reduction during strong

winds earthquakes, and inieivepiion ol ir.iiiu vibrations).

* Study ol new venues for using response control structures (multistory

high rise iesuienti.il apartment buildings with no sw.iv, apartments along

highways oi railroads, very large span structures).

2 Study ol guidelines foi safety evaluation ol buildings with response control

•i i in tures

I. Objective

i o simplify evaluation and approval ol methods ami rationalize the

procedures

n t'opics studied

a. To rationalize safety evaluation standards, it is necessary to evolve

minimum standards ol safety both qualitative and quantitative, for

o
evaluation and approval. Problems other than safety are not considered

here.

b. Since the technology of base isolation structure is making fast progress for

various response control structures, the above-mentioned standards

should place more emphasis on base isolation structures.

c. Design guidelines are based on the technological information made

available by Expert Committee of the Japan Building Center. These

guidelines should be evaluated based on the observations of existing

buildings. It is desirable to study aspects such as design load of upper

structures, base-shear coefficient, etc., strength of materials and safety

evaluation against fire which have not been studied so far.

iii. Technological considerations

a. Safety against earthquakes

The magnitude of assumed seismic motion, base-shear coefficient factor of

safety, and other requirements from structural strength points of view,

structural calculations corresponding to Section 3.8 of the Building

Regulations.

b. Safety against fire

The fire resistance necessary for the base isolation device (taking into

consideration the size of the building, application, position of the device

in that building, probability of fire hazard, etc.).

c. Maintenance considerations

Inspection, replacement, observation and measurement.

Study of evaluation methods of various devices in the base isolation structure

such as isolators and dampers.

i. Objective

To simplify the process of evaluation and confirmation of the designer's ideas.

ii. Topics studied

a. Parameters of the performance to be stated.

b. Method for testing the strength and fire resistance of the structure.

c. Standardization of specifications of dimensions.

-71-
APPENDIX 1

SPECIFICATION OF THE RESPONSE CONTROL DEVICES IN TABLE 2.1. APPENDIX 1.1 NAME MIN Damper"

AIM OF DEVELOPMENT AND To absorb seismic energy during large and

OBJECTIVE OF USE medium earthquakes

DEVELOPED BY Sumio Matsushita, Professor Emeritus,

Tokyo University

Masanori Izumi, Professor, Tohoku

University

Hiroshi Nishiuchi, Director, Nishimatsu

Constructions Limited

EXAMPLES OF USE OR TESTS Experimental results available

GENERAL VIEW

^Matsushita, Izumi, Nishiuchi Damper—Translator

-72-
6. BASIC STRUCTURE

(MATERIAL, SHAPE, ETC.)

SUS304

30

90 j 110^ 90

290

Plan Side view

7. TESTS FOR PERFORMANCE Static cyclic loading: Gradually increase

EVALUATION displacement

Dynamic cyclic loading: Constant peak

displacement

BASIC PERFORMANCE

1. Material Characteristics SUS 304.* <jy = 2670 kg/cm2 (deflection at 2000 ji strain)

<y u = 6800 kg/cm2

E = 1.84 xlO6 kg/cm2

fSUS 304 is a kind of stainless steel in Japanese Industrial Standards (JIS)--Translator

-73-
2. Characteristics as a Device

a) Hysteretic properties

P(ton)

40 r

b) Limiting performance Smax = 30 cm (operating range of the test apparatus)

c) Special features It has a high energy absorption efficiency.

The material is lightweight. The device can

be easily installed or removed.

OTHERS (ITEMS OF CAUTION 1977. Nippon Kenchiku Gakkai Taikai.

DURING USE, REFERENCES pp. 731-732.

FOR THIS DEVICE)

1977. Proceedings of 6th WCEE, pp. 5-135 to 5-140.

1983. Japanese Patent No. 1137771.

-74-
APPENDIX 1.2

1. NAME Steel damper

2. AIM OF DEVELOPMENT AND To absorb seismic energy during large and

OBJECTP/E OF USE medium earthquakes

3. DEVELOPED BY Mitsui Kensetsu Co. Ltd.

4. EXAMPLES OF USE OR TESTS Proposed to be installed in the new research

wing of Mitsui Kensetsu Co.

5. GENERAL VIEW

-75-
BASIC STRUCTURE

(MATERIAL, SHAPE, ETC.)

132

Isometric view of

the part enclosed by

Arch-shaped

, steel plate

Unit damper

Side view of archshaped steel plate

TESTS FOR PERFORMANCE Dynamic cyclic loading: Gradually increased

EVALUATION

BASIC PERFORMANCE

I . Material Characteristics

displacement and constant peak

displacement.

Static cyclic loading: Gradually increased

displacement.

Displacement applied in two directions.

SS41*. Stress released by annealing after

bending.

or y

= 2.940 kgf/cm2

au= 4.430 kgf/cm2

E = 2.09 x 106 kgf/cm2

SS41 is mild steel of 41 kgf/mm^ strength in JIS.

-76-
2. Characteristics as a Device

a) Hysteretic properties

b) Limiting performance 40 cm (Geometrical limit for deformation)

c) Special features It has a high energy absorption efficiency.

Since a single damper is lighter in weight,

its installation is easy.

Fixed with bolts. Hence special mechanisms

are not required and its operation is reliable.

OTHERS (ITEMS OF CAUTION 1987. Nippon Kenchiku Gakkai Taikai,

DURING USE, REFERENCES pp. 851-852

FOR THIS DEVICE)

-77-
APPENDIX 1.3

1. NAME Steel Rod Damper

2. AIM OF DEVELOPMENT AND To restrict the sway during storms and also

OBJECTIVE OF USE to act as a damping device for vibrations

developed during medium or large

earthquakes

3. DEVELOPED BY Prof. Tada, Fukuoka University in

cooperation with Japan Steel Co. Ltd.

4. EXAMPLES OF USE OR TESTS Christian Museum of Elizabeth Sanders

Home, Okumura Gumi, Tsukuba Research

Laboratory, Administrative Wing,

Fukumiya Apartments, Koshinzuka

Heights No. 3

5. GENERAL VIEW

-78-
6. BASIC STRUCTURE

(MATERIAL, SHAPE, ETC.)

Stud bolt

Circular rod 50dia

-79-
TESTS FOR PERFORMANCE Static cyclic loading: Gradually increasing

EVALUATION displacement (loading in radial and

tangential directions)

Fatigue test: Fatigue test in the elastic region

(loading in radial and tangential

directions)

BASIC PERFORMANCE

Fatigue test in the plastic region

1 . Material Characteristics Steel rod: SGD3

2. Characteristics as a Device

a) Hysteretic properties

cr y = 2500 kgf/cm2

<ju = 4150kgf/cm2

End fixing bolt, washer: SS41

End fixing base plate: SS41

-160 -80 0 80 160

Ave. Disp. (mm)

-80-
b) Limiting performance 5max = 40 cm.

c) Special features Quantification simple (materials with large

proven data used).

Installation easy.

The desired performance can be obtained by

selecting proper rod diameter.

OTHERS (ITEMS OF CAUTION Rust proofing carried out on the exposed

DURING USE, REFERENCES part.

FOR THIS DEVICE)

Tada, et al. Experiments on a Full-scale

Menshin structure. Part 4. Nippon

Kenchiku Gakkai Taikai Gakujutsu Koen

Kogai-shu, October 1984.

Tada, et al. Experiments on a full-scale base

isolation structure. Part 11. Nippon

Kenchiku Gakkai Taikai Gakujutsu Koen

Kogai-shu, August 1986.

Tada, et al. Practical studies on base

isolation structure. Part 3. Fukuoka

Daigoku Sogo Kenkyusho-ho, No. 97, April

1987.

-81 -
APPENDIX 1.4

1. NAME Steel Damper

2. AIM OF DEVELOPMENT AND To absorb seismic energy during medium to OBJECTIVE OF USE large earthquakes

3. DEVELOPED BY Shimizu Kensetsu Co. Ltd.

4. EXAMPLES OF USE OR TESTS Toranomon 3-chome building (under

construction)

5. GENERAL VIEW

-82-
6. BASIC STRUCTURE

(MATERIAL, SHAPE, ETC.)

60CUTESTS FOR PERFORMANCE Dynamic cyclic loading: Gradually

EVALUATION ' increasing displacement (items to be

checked: Effect of two-direction loading)

Static loading: Gradually increasing

displacement (items to be checked:

Performance during large deformation)

Cyclic loading with fixed peak displacement

(items to be checked: Fatigue characteristics)

8. BASIC PERFORMANCE

1. Material Characteristics S45C. Annealed

ffy = 3870 kgf/cm2

(7 U = 6510 kgf/cm2

E = 2.09 x 106 kgf/cm2

-83-
2. Characteristics as a Device

a) Hysteretic properties

Hor. Load (ton)

b) Limiting performance 5max = 32 Cm (experimental)

c) Special features It has quite high energy absorption

efficiency.

As it is one piece, its installation is easy.

OTHERS (ITEMS OF CAUTION Since the unit weight is a little higher,

DURING USE, REFERENCES proper planning is necessary for

FOR THIS DEVICE) erection.

1986. Nippon Kenchiku Gakkai Taikai,

pp. 783-784

-84-
APPENDIX 1.5

1. NAME Steel rod damper

2. AIM OF DEVELOPMENT AND To absorb seismic energy during medium to OBJECTIVE OF USE large earthquakes

3. DEVELOPED BY Kumagai-gumi Ltd.

4. EXAMPLES OF USE OR TESTS Kumagai Road Co. Ichinoe Dormitory

(completion scheduled in November 1988)

5. GENERAL VIEW

-85-
6. BASIC STRUCTURE

(MATERIAL, SHAPE, ETC.)

340

©

j Outer pipe

Inner pipe

Ball joint

in j« Ball seat

o

Sliding material

Fixed plate

TESTS FOR PERFORMANCE Dynamic cyclic loading: Fixed peak

EVALUATION displacement

Dynamic cyclic loading: Gradually

increasing displacement

Dynamic loading: Man-made seismic wave

is forced repetitively.

BASIC PERFORMANCE

1. Material Characteristics Mechanical properties of the steel rod

Material: S55CN

Yield point: 39.3 kg/mm^

Tensile strength: 73.3 kg/mm^

-86-
2. Characteristics as a Device

a) Hysteretic properties

Hor. load (t)

1 .15 Loading speed; 15cm /sec

-15

b) Limiting performance During the experiment, the actuator could

not function at 27 cm but there was no

damage to the damper.

c) Special features Since hysteretic properties are stable, design

becomes simple due to analytical clarity.

Better fatigue strength can be achieved due

to tapered cross section of steel rods.

Construction is easy because it is one piece.

-87-
OTHERS (ITEMS OF CAUTION 1987. Kumagai Giho, No. 42, pp. 25-40,

DURING USE, REFERENCES September

FOR THIS DEVICE)

Studies on Kumagai-type base isolation

method—Part 1. Development of

base isolation damper using viscous

material and steel rod.

1987. Nippon Kenchiku Gakkai Taikai

(Kinki), pp. 855-860, October.

Studies on the base isolation structureParts 1-3.

1988. Kumagai Giho, No. 44 (to be

published), August.

Studies related to Kumagai-type base

isolation method— Part 2. Shakingtable test of base isolation device and

experiments on the characteristics of

full-scale laminated rubber.

-88-
APPENDIX 1.6

1. NAME Horizontal Steel Spring

2. AIM OF DEVELOPMENT AND Elasto-plastic spring for base isolation type

OBJECTIVE OF USE structures

3. DEVELOPED BY Taisei Kensetsu Co.

4. EXAMPLES OF USE OR TESTS Radar base

5. GENERAL VIEW

-89-
6. BASIC STRUCTURE

(MATERIAL, SHAPE, ETC.)

Chromium plated PL 9 (SS41)

tr-1- IEX

-44-

i) i 5=

7. TESTS FOR PERFORMANCE Static loading test on scaled models.

EVALUATION

Shaking-table test on a scaled model of base

isolation structure

BASIC PERFORMANCE

1. Material Characteristics

2. Characteristics as a Device

a) Hysteretic properties

Steel (SS41)

P (kg)

200

-90-
b) Limiting performance

c) Special features Energy absorption is very high due to plastic

deformation of steel plates

OTHERS (ITEMS OF CAUTION 1981. Nippon Kenchiku Gakkai Taikai, pp.

DURING USE, REFERENCES 771-772.

FOR THIS DEVICE)

1981. Taisei Kensetsu Gijutsu Kenkyushoho,No. 14, pp. 117-126.

-91-
APPENDIX 1.7

1. NAME Cantilever-type Damper with Deflection

Control Guide

2. AIM OF DEVELOPMENT AND To absorb seismic energy during medium to OBJECTIVE OF USE large earthquakes

To restrict the response to strong winds.

3. DEVELOPED BY Kajima Kensetsu Co. Ltd.

4. EXAMPLES OF USE OR TESTS Kajima Kensetsu Co., Technical Research

Center, Acoustic, Environmental Vibration

Test Wing

5. GENERAL VIEW

-92-
BASIC STRUCTURE

(MATERIAL, SHAPE, ETC.)

Jig to hold cantilever rod

Rubber insulation to cut off sound

transmission (hardness 50, thickness 15)

c^V/Q Fixed

"H^ t end

Deformation

control guide

Damper axle

077(5541)

Anchor Vbolt

700

Guide block (RC)

TESTS FOR PERFORMANCE Static cyclic loading: Gradually increasing

EVALUATION displacement (large deformation).

Dynamic cyclic loading: Fixed and gradually

increasing displacement (fatigue

property).

BASIC PERFORMANCE

1. Material Characteristics Rod: Annealed SS41

cr y = 28.7 kgf/cm2

<j u = 45.2 kgf/cm2

Yield elongation = 40%

Concrete used for guide: Fc = 700 kg/cm2

-93-
2. Characteristics as a Device

a) Hysteretic properties

Hor. Load Q (ton)

-50r

Limiting hor. disp. calculated

Elastic stiffness;K=8.5tf/cm

Yield load;F=7.0tf

-plastic bending

capacity calculated

-25-20

J-20

b) Limiting performance

c) Special features

Limiting deformation 20 cm.

In order to avoid local damage at the fixed

end, cone-shaped guide is provided at the

periphery.

Fatigue characteristics at larger vibration

amplitudes are considerably improved

(effect of guide).

By putting a layer of rubber in a jig to hold

the cantilever rod, the sound coming from

ground is insulated.

OTHERS (ITEMS OF CAUTION 1986.

DURING USE, REFERENCES

FOR THIS DEVICE)

1986.

Nippon Kenchiku Gakkai TaikaL

pp. 799-800.

Kajima Kensetsu Giiutsu Kenkyusho

Nenpo, No. 34, pp. 121-126.

-94-
APPENDIX 1.8

1.

2.

3.

4.

NAME Continuous-beam Type Steel Rod Damper

AIM OF DEVELOPMENT AND To absorb seismic energy using the

OBJECTIVE OF USE elastoplastic behavior of the steel rod.

DEVELOPED BY Obayashi-gumi Co. Ltd.

EXAMPLES OF USE OR TESTS Obayashi-gumi Technical Research Center,

61 Experimental Wing, Shibuya Shimizu

Dai-ichi Building. Vibration Free Wing of

National Institute for Researches in

Inorganic Materials.

Static, dynamic experiment on a small and

full size damper system.

-95-
6. BASIC STRUCTURE

(MATERIAL, SHAPE, ETC.)

Bottom part of® f

upper structure

CDSpherical bearing

CDSteel rod (29dia)

Foundation i

!

CD ===JJi

y Relative displacement

TESTS FOR PERFORMANCE Static and dynamic loading experiments on

EVALUATION

BASIC PERFORMANCE

1 . Material Characteristics

small-size damper system (cantilever beam

type) and damper system (continuous beam

type).

Full scale response control systems

(continuous-beam type).

High-strength steel rod SCM 435 (JIS G 4105)

ay > 80 kgf/cm2

cru > 95 kgf/cm2

-96-
2. Characteristics as a Device

a) Hysteretic properties

5" (mm) 300 400

b) Limiting performance Limiting deformation while loading in one

direction: 40 cm (in case that rod diameter is 29 or 32 mm).

c) Special features By using spherical bearings, this damper is effective up to large deformation of any

directions.

Better energy-absorption properties.

-97-
OTHERS (ITEMS OF CAUTION

DURING USE, REFERENCES

FOR THIS DEVICE)

1985. Studies on vibration isolation in

structures. Part 1. Base isolation

device using laminated rubber and

high-strength steel rod. Obayashigumi Gijutsu Kenkyusho-ho, No. 30.

1988. Studies on vibration isolation in

structures. Part 2. Dynamic

properties of a full-size Menshin

device. Obayashi-gumi Gijutsu

Kenkyusho-ho, No. 36.

1988. Studies on vibration isolation in

structures. Part 3. Structural design

cutline of Hitech R&D Center and

experiments and measurements for

confirmation of performance.

Obayashi gumi Gijutsu Kenkyushoho, No. 36.

1985. Studies on vibration isolation in

structures. Part 6. Experiments on

static properties of full size damper.

Nippon Kenchiku Gakkai Taikai

Kogai-shu.

1986. Studies on vibration isolation in

structures. Part II. Experiments on

dynamic properties of full size

dampers. Ibid.

-98-
APPENDIX 1.9

1. NAME Friction Damper

2. AIM OF DEVELOPMENT AND It uses mainly steel. The damper has stable

OBJECTIVE OF USE hysteresis loop. By combining with elastic

supports it can be used as a damper for base

isolation buildings with shorter or longer

fundamental periods.

3. DEVELOPED BY Sumitomo Metal Industries Co. (Ltd.) in

cooperation with Nikken Sekkei Co. Ltd.

4. EXAMPLES OF USE OR TESTS Industrial and Cultural Center, Building

and Construction Center Building (Office

Wing), Azumabashi-l-chome Apartment

Complex, Administration Wing (Asahi Beer

Co. Head Office)

5. GENERAL VIEW

-99-
6. BASIC STRUCTURE

(MATERIAL, SHAPE, ETC.)

730

Outer wedge(three-sector)

Q I W\ \ \ A2K Rod 0

Fixing guides / j \ \ \ F^ing guides Section Ai-Ai

Belville spring

/Inner \ Inner wedge

/ wedge \ Outer cylinder Outer wedge(three-sector)

TESTS FOR PERFORMANCE Unit performance test: Cyclic loading test EVALUATION using sinusoidal waveform to examine

dependence on vibration frequency,

amplitude and number of repetitions.

Excitation test on large frames.

BASIC PERFORMANCE

1. Material Characteristics Most components are made of steel. The

friction surface of the three sector-pipe is made of copper alloy. This is termed as

"oilless" alloy where carbon is mixed to obtain a stable friction force.

-100-
2. Characteristics as a Device

a) Hysteretic properties

I AO

I

i

F(ton)

20

10

10

'd(mm)

Start of sliding

F = Friction

of damper

d = Sliding

20

2>j 3

-J

40

deformation d(mm)

d=10mm, V=2. 1cm /sec

d=20mm, V=4. 2cm /sec

d=30mm , V=6 . 3cm / sec d=38mm , V=8 . Ocm/ sec

Effect of excitation velocity

on the F-d relation at constant frequency of 0.33Hz

T= 30°C

T= 55°C

T=105°C

Effect of temperature on

the F-d relation at d=38mm

and f=0.33Hz

b) Limiting performance Sliding load:

± 6 cm.

10 t. Maximum deformation:

c) Special features Performance does not deteriorate due to rise

in temperature due to continuous motion

or surrounding atmosphere.

It is easy to install as a damper not only in a multi-storied building but also in small to medium buildings.

Does not require regular maintenance.

Because of compact design, it can be easily

fitted to beams, slabs, etc. OTHERS (ITEMS OF CAUTION 1987.

DURING USE, REFERENCES

FOR THIS DEVICE)

Use of friction damper in high-rise

multi-storied buildings. Parts 1-3. Nippon Kenchiku Gakkai Taikai

Gakujutsu Koen Kogai-shu (Kinki) . October.

-101 -
APPENDIX 1.10

1. NAME Friction Damper

2. AIM OF DEVELOPMENT AND To absorb seismic energy during medium to OBJECTIVE OF USE large earthquakes.

3. DEVELOPED BY Hazama Gumi Ltd.

4. EXAMPLES OF USE OR TESTS Large prototype (Hazama Gumi Technical

Research Center, Yono City, Saitama

Prefecture)

5. GENERAL VIEW

-102-
6. BASIC STRUCTURE

(MATERIAL, SHAPE, ETC.)

458

7. TESTS FOR PERFORMANCE 1. Basic tests: Dynamic cyclic loading 1. EVALUATION Dependence on contact (surface) pressure; 2. Dependence on frequency; 3. Dependence

on temperature and humidity; 4. Dependence on speed; 5. Effect of excitation

frequency; 6. Effect of rust; 7. Effect of

direction of excitation.

2. Test with external test piece:

1. Free oscillation test; 2. Seismic

observations.

8. BASIC PERFORMANCE

1. Material Characteristics Friction material: Sintered metal (sintered

copper, tin, iron, lead, zinc, graphite, silica

powders); coefficient of friction: 0.35-0.5

Plates: SUS316

-103-
2. Characteristics as a Device

a) Hysteretic properties

Results of compression test

Contact pressure: 20kgf/cm2

Loading period : lsec

Friction force

2 00 -CTONF)

1.00 -

Displacement

1 CCMX I 1- -4.0 •2.0

-1.00 -

' 2^0 ' 4.0

b) Limiting performance

c) Special features

-2.00 -

26 cm (variation possible)

High energy absorption efficiency.

Surface pressure can be set freely.

OTHERS (ITEMS OF CAUTION Heavy compared to other response controls.

DURING USE, REFERENCES

FOR THIS DEVICE) 1986. Nippon Kenchiku Gakkai Taikai, pp.

777-778.

1987. Nippon Kenchiku Gakkai Taikai, pp.

841-848.

-104-
NAME

APPENDIX 1.11

Oil Damper

AIM OF DEVELOPMENT AND To absorb seismic energy during medium to OBJECTIVE OF USE large earthquakes

DEVELOPED BY

Prevent vibrations during strong wind

Shimizu Kensetsu Co.

EXAMPLES OF USE OR TESTS Tohoku University, Base isolation Test

Building

GENERAL VIEW

-105-
BASIC STRUCTURE

(MATERIAL, SHAPE, ETC.)

Section B-B View A

110 L=1050 to 1450 (stroke 400) 110

TESTS FOR PERFORMANCE Sinusoidal excitation test (items to be

EVALUATION checked: damping properties, variation in

damping force during cyclic excitation).

BASIC PERFORMANCE

1. Material Characteristics Equivalent damping coefficient 125 kg • sec/cm

-106-
2. Characteristics as a Device

a) Hysteretic properties

Damping properties of oil damper type 2(BD 70-400)

o

oua

bea

cuE

CO Q

b) Limiting performance

c) Special features

30 40 50

Velocity, cm /sec

Maximum displacement ± 20 cm

Maximum velocity 100 cm/sec

It produces base isolation effect even during

small to medium earthquakes as it has no

stiffness.

OTHERS (ITEMS OF CAUTION Maintenance of the viscous body is DURING USE, REFERENCES necessary.

FOR THIS DEVICE)

Nippon Kenchiku Gakkai Taikai Gakujutsu

Koen Kogai-shu (1986), pp. 783-784.

-107-
APPENDIX 1.12

1. NAME Viscous Damper

2. AIM OF DEVELOPMENT AND To develop a device to absorb seismic energy

OBJECTIVE OF USE of microseisms as well as of small medium

to large earthquakes

3. DEVELOPED BY Takenaka Komuten Co. Ltd.

Oiles Industries Ltd.

4. EXAMPLES OF USE OR TESTS Large prototype (500 ton)

Funabashi Taketomo Dormitory (RC

structure, 3 floors, 2400 tons, 1530 m2

)

5. GENERAL VIEW
BASIC STRUCTURE

(MATERIAL, SHAPE, ETC.)

Rubber seal

Viscous material <=?

B, C Section

Viscous material: Oiles SA-P (polyolefin-type hydrocarbon)

Steel: SS 41

TESTS FOR PERFORMANCE Basic properties test (temperature, velocity

EVALUATION shear properties).

Hysteretic properties test.

Dependence of damping properties on

vibration frequency and amplitude.

Dependence of damping properties on shear

velocity.

BASIC PERFORMANCE

1. Material Characteristics SA-P viscous material: Specific gravity0.92; specific heat-0.47 kcal/kg»°C; thermal

conductivity-0.1 kcal/m»hr»°C; glass

transition point—below -60°C.

-109-
2. Characteristics as a Device

a) Hysteretic properties

F(ton)

A: Area of resistance plate

V: Relative velocity

d: Thickness of viscous body

F = 0.42e-° 043T x Ax (V/d)0-59

F: Shear resistance

T: Temperature of viscous body

b) Limiting performance Performance can be observed as long as

sliding of resistance plate is possible.

c) Special features In this material, there is no oxidation or

deterioration and the properties remain

stable for a long time.

According to tests the oxidizability of this

material is 1/40 or less than that of the

conventional shock absorber oil, i.e., its

performance is a few tens of times better

than the shock absorber oil.

-110-
OTHERS (ITEMS OF CAUTION It is necessary to set some range in the

DURING USE, REFERENCES design conditions as the shear resistance

FOR THIS DEVICE) force varies with temperature and relative

velocity.

1983. Nippon Kenchiku Gakkai Taikai,

pp. 895-896.

1984. Nippon Kenchiku Gakkai Taikai,

pp. 1017-1020.

1985. Nippon Kenchiku Gakkai Taikai,

pp. 497-500.

1986. Nippon Kenchiku Gakkai Taikai,

pp. 793-796.

1987. Nippon Kenchiku Gakkai Taikai,

pp. 811-814.

1987. 9th SMIRT, etc.

-Ill -
APPENDIX 1.13

NAME Damper wall (a damping device using high

viscosity fluid made in the shape of a wall).

AIM OF DEVELOPMENT AND To build a structure having high damping

OBJECTIVE OF USE

3. DEVELOPED BY

4. EXAMPLES OF USE OR TESTS

performance (H > 10-20%) in the elastic

region (particularly for a multi-storied

structure on a soft ground).

To absorb vibration energy in the horizontal

and vertical directions and remove

vibration damages.

To counter external vibrations like small to large earthquakes and wind (including

microseisms, machine vibrations, etc.).

Sumitomo Kensetsu Co. Ltd.

Vibration test on a four-story steel frame

and seismic observations are being carried

out.

Structure to prevent machine vibrations at a chemical factory.

Tanakaya Building (under construction)

-112-
5. GENERAL VIEW

6. BASIC STRUCTURE

(MATERIAL, SHAPE, ETC.)

The damper wall can be embedded into a concrete wall

-113-
7. TESTS FOR PERFORMANCE Unit performance test: EVALUATION

BASIC PERFORMANCE

1 . Material Characteristics

Dynamic fixed displacement load test

Dynamic fixed displacement load test under

out-of-plane deformation

Dynamic fixed displacement cyclic loading

test (temperature rise, fatigue properties)

Vibration test on structures with damper

wall:

Vibration test on a 5-story 1 ton model

Vibration test on a 4-story 100 ton model.

Outer, inner steel plates SS41

Viscous fluid: High polymer based on

hydrocarbons. Viscosity ([i = 3000 - 100,000

poise at 30°C)

2. Characteristics as a Device

a) Hysteretic properties

Examples of hysteretic properties:

Test piece:

Temperature:

Viscosity: Excitation freq.: d V/dy in 1/sec:

a; 0.13

b; 0.26

c; 0.64

d; 1.30

e; 2.00

f; 2.63

h; 5.65

i; 7.32

2000W x 1500H

13.1°C to 14.3°C 96600 poise

1.0 Hz

-20-16-12 -8-4 0 4 8 12 16 20

Displacement (mm)

-114-
b) Limiting performance Temperature cannot be allowed to exceed

200°C

There is no limit for performance.

c) Special features Damper performance level can be designed

according to the structure.

Energy absorption is high.

Effective against micro-macro vibrations.

Same performance in horizontal and

vertical directions.

OTHERS (ITEMS OF CAUTION The material is viscous and it shows viscoDURING USE, REFERENCES elastic hysteretic properties under dynamic

FOR THIS DEVICE) loading.

1986. 1st Asian Conference on Structural

Engineering and Construction,

Bangkok, pp. 1882-1891, January.

1987. Nippon Kenchiku Gakkai Taikai

Kogai-shu, pp. 881-884.

-115-
APPENDIX 1.14

1. NAME Brace Damper

2. AIM OF DEVELOPMENT AND A device to be fitted to structures such as OBJECTIVE OF USE small steel-framed buildings, steel tower,

steel frame of plants, etc. that vibrate with

low damping to reduce their vibrations.

3. DEVELOPED BY Oiles Industries Ltd.

4. EXAMPLES OF USE OR TESTS It was used in February 1987 for a single

floor, single span steel frame at the Shimizu

Kensetsu Co., Technical Research Center.

Vibration tests are being carried out.

5. GENERAL VIEW

-116-
6. BASIC STRUCTURE

(MATERIAL, SHAPE, ETC.)

7. TESTS FOR PERFORMANCE Shaking table test on a steel frame with

EVALUATION brace damper:

- Sinusoidal wave sweep excitation test

- Sinusoidal wave steady excitation test

- Seismic wave excitation test

8. BASIC PERFORMANCE

1. Material Characteristics Basic expression for the viscous material

used in the brace damper:

F = 0.59e-° 0431 • S • (V/d)0- 5

; kgf

where F - viscous shear resistance, t - temperature, °C, S - shear area, cm, V - relative velocity, cm/sec, and d - thickness, cm.

-117-
2. Characteristics as a Device

a) Hysteretic properties

0/0.5 1.0 1.5

d(mm)

-0.5 —Without damper

With damper — 5Hz, 200gal

10Hz, 200gal

Q - S relationship under sinusoidal excitation.

b) Limiting performance

c) Special features

Basic expression for equivalent damping

coefficient of brace damper:

Cf = 231.6e-°-0431 vf0- 5 (kgf • sec/cm)

where vf - maximum velocity, cm/sec

Properties depend on vibration amplitude,

vibration frequency and temperature.

OTHERS (ITEMS OF CAUTION It is necessary to apply some pretension to DURING USE, REFERENCES the brace while fitting it to frame.

FOR THIS DEVICE)

Brace damper may vibrate in out-of-plane

direction.

References:

Yokota, Tamura, Matsumoto. 1987.

Vibration properties of a steel frame fitted

with brace damper. Nippon Kenchiku

Gakkai Taikai Gakujutsu Koen Kogai-shu

(Kinki), October.

-118-
APPENDIX 1.15

NAME Viscoelastic damper

AIM OF DEVELOPMENT AND This damper is comparatively less rigid and

OBJECTIVE OF USE

DEVELOPED BY

can be used to absorb vibration energy of

small to large amplitude effectively.

It can be used as a damper for buildings with

short to long periods as well as for base

isolation buildings.

Sumitomo Metal Industries in cooperation

with Nikken Sekkei Co. Ltd.

EXAMPLES OF USE OR TESTS Single unit being tested at Sumitomo Metal

Industries.

GENERAL VIEW

-119-
6. BASIC STRUCTURE

(MATERIAL, SHAPE, ETC.)

1000

Visco-elastic material

Section A-A

Steel

TESTS FOR PERFORMANCE Dynamic cyclic loading test: EVALUATION

BASIC PERFORMANCE

1 . Material Characteristics

Excitation velocity (displacement amplitude,

vibration frequency) dependence test

Temperature dependence test

Large displacement test.

Viscoelastic material (VEM)

-120-
2. Characteristics as a Device

a) Hysteretic properties

Damper B-2

Excitation

:

0.33Hz

Sinusoidal

Displacement

d= 4mm,26°c

d= 8mm,26°c

d=12mm,28°c

d=16mm,29°c

b) Limiting performance Maximum strain: 100%

Depends on the adhesion between VE

material and metal.

c) Special features When damping properties are expressed as complex number, the normalized ratio of

imaginary and real part n d°ss factor)

becomes large, indicating damping efficiency

high.

Damping force depends on the ambient

temperature and excitation frequency.

High damping efficiency can be obtained for

micro to macro deformation.

9. OTHERS (ITEMS OF CAUTION

DURING USE, REFERENCES

FOR THIS DEVICE)

-121-
APPENDIX 1.16

1. NAME Compound Damper (Steel Rod + Viscous

Material)

2. AIM OF DEVELOPMENT AND 1. To absorb seismic energy during medium

OBJECTIVE OF USE to large earthquakes.

2. To reduce the response to microseisms

(vibration-prevention effect)

3. DEVELOPED BY Kumagai-gumi Ltd.

4. EXAMPLES OF USE OR TESTS Experimental cases available.

5. GENERAL VIEW

-122-
BASIC STRUCTURE

(MATERIAL, SHAPE, ETC.)

Steel rod damper

Sliding material

Viscous material (60000 poise)

Sliding material

600dia

TESTS FOR PERFORMANCE 1. Microseism test: EVALUATION

Dynamic, gradually increasing and reducing

displacement

Sinusoidal excitation

Dynamic simulated load

Static, gradually increasing displacement

(limiting deformation test).

2. Horizontal loading test:

a. Unidirectional loading

Dynamic constant displacement

b. Bidirectional loading

Dynamic, constant displacement

-123-
BASIC PERFORMANCE

1. Material Characteristics

2. Characteristics as a Device

a) Hysteretic properties

Mechanical properties of the steel rod:

Material: S55CN

Yield point: 39.3 (kg/mm2

) tensile strength: 73.3 (kg/mm2)

Material: Butane viscous material

Viscosity: 60,000 [poise (30°C)]

Specific gravity: 0.92.

Horizontal load(ton)

15

-15

Horizontal

displacement (cm)

20

Displacement 15cm

Velocity 15cm/ sec Shear gap 2mm

-124-
b) Limiting performance During test, actuator could not be loaded

beyond 27 cm but damper was not damaged.

c) Special features Since hysteretic properties are stable, design

can be carried out easily.

Better fatigue strength can be obtained as a

result of variable cross section effect of steel

rod.

Operates effectively for vertical

microseisms.

Easy to install as it is a compact unit.

OTHERS (ITEMS OF CAUTION

DURING USE, REFERENCES

FOR THIS DEVICE)

1987. Studies on Kumagai-type base

isolation structure. Part 1. Development of a damper using

viscous material and steel rod.

Kumagai Giho, No. 42, pp. 25-40,

September.

1987. Studies on base isolation structure.

Part 1 - Part 3. Nippon Kenchiku

Gakkai Taikai (Kinki), pp. 855-860,

October.

1988. Studies on Kumagai-type base

isolation structure. Part 2. Shaking

table test on base isolation device and

properties of full-size laminated

rubber. Kumagaya Giho, No. 44,

August.

-125-
NAME

APPENDIX 1.17

Horizontal Spring (Rubber)

AIM OF DEVELOPMENT AND To restrict the sliding displacement

OBJECTIVE OF USE

DEVELOPED BY Taisei Kensetsu Co. Ltd.

EXAMPLES OF USE OR TESTS Taisei Kensetsu Technical Research Center

"J" Wing (under construction)

Vertical, horizontal static loading test using

scaled models

Shaking-table test on base isolation structure

model.

GENERAL VIEW

-126-
6. BASIC STRUCTURE

(MATERIAL, SHAPE, ETC.)

Vulcanized adhesive Chloroprene rubber G=84kg/cm2

7

Steel plate

7. TESTS FOR PERFORMANCE Vertical, horizontal static loading test on

EVALUATION scaled models

Shaking-tabel test on base isolation structure

model.

8. BASIC PERFORMANCE

1. Material Characteristics Chloroprene rubber (nonlaminated), shear

modulus G = 8 kg/cm^

-127-
2. Characteristics as a Device

a) Hysteretic properties

0 100 200 300 Shear strain (%)

Shear force-deformation relation for rubber block

b) Limiting performance Maximum shear elongation: above 300%

c) Special features Response is fairly linear up to shear

elongation 250%.

Energy absorption efficiency is high.

OTHERS (ITEMS OF CAUTION 1987. Nippon Kenchiku Gakkai Taikai, pp.

DURING USE, REFERENCES 819-820.

FOR THIS DEVICE)

1987. Taisei Kensetsu Gijutsu Kenkyushoho, No. 20, pp. 71-79.

-128-
APPENDIX 1.18

1. NAME Multi-rubber Bearing (Laminated rubber for

base isolation applications)

2. AIM OF DEVELOPMENT AND Laminated rubber for base isolation

OBJECTIVE OF USE buildings.

To extend the fundamental period of

buildings and absorb the displacement

during large earthquakes.

3. DEVELOPED BY Bridgestone Co. Ltd.

4. EXAMPLES OF USE OR TESTS Obayashi Gumi Technical Research Center,

61st Test Wing

Takenaka Kumuten Funabashi Taketomo

Dormitory.

Bridgestone Co. Ltd., Toranomon, 3-chome

Building (under construction)

Research Institute for Inorganic Materials,

Vibration free building.

Christian Museum

Other 3 buildings

Number of tests for atomic power plants.

5. GENERAL VIEW

-129-
BASIC STRUCTURE

(MATERIAL, SHAPE, ETC.)

No. C B W Df H Dr h k H kv da Two sec type, fH=0.5Hz, fv=18Hz

MR050 50 190 570 272 420 234 520 7 25

MR100 100 340 770 266 560 218 1000 13 30

MR150 150 460 940 243 670 187 1490 21 30

MR200 200 580 1080 226 750 166 2050 28 30

MR250 250 660 1160 209 800 145 2550 33 30

MR300 300 710 1210 200 840 136 3000 40 30

MR400 400 800 1260 198 940 134 3790 53 30

MR500 500 1130 1420 208 1050 136 4820 65 30

Three sec type, f H=0.33Hz, fy=13Hz

MR150 150 630 860 451 650 401 690 11 37.5

MR200 200 700 950 418 700 368 860 14 37.5

MR250 250 730 1020 372 760 322 1130 17 37.5

MR300 300 810 1070 357 800 300 1350 21 37.5

MR400 400 900 1150 328 880 272 1780 28 37.5

MR500 500 1080 1290 314 960 250 2220 35 37.5

MR600 600 1360 1350 334 1030 270 2610 42 37.5

Note: Cg;load bearing capacity for design (t) W; total weight (kg)

Df; diameter of flange plate (mm) H; height (mm) Dr

; diameter of

laminated rubber (mm) h;height of laminated rubber (mm) kfl,ky;

spring constant in horizontal and vertical direction (kfj in kg/cm,

ky in t/cm) da; allowable horizontal deformation (cm) ffl,fy; fundamental frequency in horizontal and vertical direction.

-130-
7. TESTS FOR PERFORMANCE Compressive shear - 2-axis loading test EVALUATION (static, dynamic load):

Displacement dependency

Dependency on fixed cyclic displacement

Dependency on axial force

Dependency on vibration frequency

Long-term endurance test (variation in

stiffness, shear limit, etc., due to long term

deformation)

8. BASIC PERFORMANCE

1. Material Characteristics

Property Unit MRB specific value

Covering Inner

rubber rubber

Characteristics as a Device

a) Hysteretic properties

1. Hardness Deg. 60±5 40*5

2. 25% shear kgf/cm2 6.0±2.0 3.4±1.0

3. Tensile

strength

4. Shear %

120 min 200 min

600 min 500 min

elongation

-25

-131-
b) Limiting performance For long-term use, the limiting shear displacement is 40-50 cm assuming the axial

deformation during earthquake is twice the

design load. However, considering the

overall safety, manufacturers recommended

value for permissible displacement during

design; in case of a 2 sec type, MRB is 30 cm

and in case of a 3 sec type, it is 37.5 cm.

c.) Special features Natural rubber with stable temperature

properties, elongation properties and creep

properties is used in the inner parts.

The poor weather resistance of natural rubber is overcome by using materials with

better ozone resistance or weather resistance as coating material.

Highly reliable design wherein stresses or

distortions developed in the laminated rubber are clearly detected by FEM analysis.

OTHERS (ITEMS OF CAUTION Takafumi Fujita, Satoshi Fujita, Toshikazu

DURING USE, REFERENCES Yoshizawa and Shigenobu Suzuki.

FOR THIS DEVICE) Experimental studies on laminated rubber

for use in base isolation structures. Part 1. Static loading tests on a 50-ton laminated

rubber. Part 2. Static loading tests on a 100-

ton laminated rubber. Part 3. Shear test on

100-ton laminated rubber (to be published in

August, 1988). Nippon Kikai Gakkai

Ronbun (86-0572 B, 86-0573 B)

-132-
APPENDIX 1.19

1. NAME Lead-Rubber Bearing

2. AIM OF DEVELOPMENT AND To absorb seismic energy during medium to OBJECTIVE OF USE large earthquakes

3. DEVELOPED BY Oiles Industries Ltd.

4. EXAMPLES OF USE Fujita Industries Ltd., Technical Research

OR TESTS Center No. 6 Wing.

5. GENERAL VIEW

-133-
6. BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

Fixing plate 0.5 ?*36,05 TP

Anchor bolt\

Steel

plate \ Hot-dip zinc plating

Lead plug

Dowel pin

Rubber laminates;

4x44 layers

Steel plates;

SPCC 3x43 layers

Adhesive;

chemloc 205,220

7. TESTS FOR PERFORMANCE Static vertical stiffness test EVALUATION

Rupture test

Various shear properties test

Horizontal creep test

Temperature rise test for lead plug and

aging test.

-134-
8. BASIC PERFORMANCE

1. Material Characteristics Rubber:

Static shear modulus: 5.8 kg/cm^

Tensile strength: 196 kg/cm2

Elongation: 750%

Lead:

Purity: above 99.99%

Density: 11.34 g/cm3

2. Characteristics as a Device

a) Hysteretic properties

V

-135-
b) Limiting performance

c) Special features

Long period vertical load (85 t), maximum

horizontal performance displacement at this

load (28 cm) (found experimentally)

Energy absorption efficiency is high.

Hysteretic properties depend on shear elongation.

Installation is easy since lead plug and rubber are formed as one component.

OTHERS (ITEMS OF CAUTION Study on rolling of the device is necessary as DURING USE, REFERENCES it uses dowel pin-type arrangement.

FOR THIS DEVICE)

-136-
APPENDIX 1.20

NAME Multirubber Bearing HD (high damping

laminated rubber)

AIM OF DEVELOPMENT AND Laminated rubber for base isolation building

OBJECTIVE OF USE

This laminated rubber shows damping

properties in rubber itself. It has, therefore,

both necessary hysteretic properties and en- ergy absorption properties required for a base isolation device.

DEVELOPED BY Bridgestone Co. Ltd.

EXAMPLES OF USE OR TESTS Tohoku University, Base Isolation Test

Building

GENERAL VIEW

-137-
6. BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

Flange

Covering rubber

Rubber laminates

Steel plates

TESTS FOR PERFORMANCE Compressive shear: Biaxial loading test (dyEVALUATION namic). Dependence on:

Static displacement

Load

Vibration frequency

Temperature

Fixed dynamic displacement repetition

Gradually increasing dynamic

displacement repetition

BASIC PERFORMANCE

1 . Material Characteristics

Property Unit MRB specific value

Covering Inner

rubber rubber

1. Hardness deg. 60±5 50±5

2. 25% stress kgf/cm2 6.0±2.0 47±1.0

3. Tensile kgf/cm2 above above

strength 120 150

4. Shear % above above

elongation 600 800

-138-
2. Characteristics as a Device

a) Hysteretic properties

-6 0 6

d(cm)

b) Limiting performance Standardization being studied

Permissible displacement for design purpose

is 30-40 cm.

c) Special features Use of high-damping laminated rubber

gives better properties and energy absorption properties.

Installation is simpler as no other energy absorption device is required.

Maintenance is easy, as the structure is similar to the normal laminated rubber.

OTHERS (ITEMS OF CAUTION Atsuhiko Yasaka, Hiroshi Koshida, Masao

DURING USE, REFERENCES Iizuka and Toshikazu Yoshizawa. 1987.

FOR THIS DEVICE) Development of base isolation method for

buildings. Part 9. Dynamic properties of

high-damping laminated rubber. Nippon

Kenchiku Gakkai Taikai, pp. 791-792.

-139-
APPENDIX 1.21

NAME Multirubber Bearing V (Laminated rubber

for vibration prevention and base isolation

applications)

AIM OF DEVELOPMENT AND To prevent vibrations due to traffic, etc. in a OBJECTIVE OF USE building and at the same time obtain base

isolation effect during large earthquakes

DEVELOPED BY Bridgestone Co. Ltd.

Kajima Kensetsu Co. Ltd.

EXAMPLES OF USE OR TESTS Kajima Kensetsu Co. Ltd., Technical

Research Center, Acoustic and Environmental Vibrations Test Wing

GENERAL VIEW

-140-
6. BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

Flange(SS 41)

Steel plate(SS 41;4x5mm)

Covering rubber

Rubber laminates ( NR ; 5x48mm)

7. TESTS FOR PERFORMANCE Compressive shear (biaxial loading test)

EVALUATION (dynamic). Dependence on: Displacement

Vibration frequency

Axial force

Cyclic displacement

8. BASIC PERFORMANCE

1. Material Characteristics

Property Unit MRB specific value

Covering Inner

rubber rubber

1. Hardness Deg. 60±5 40±5

2. 25% stress kgf/cm2 6.0±2.0 3.4±1.0

3. Tensile kgf/cm2 above above

strength 120 200

4. Shear % above above

elongation 600 500

-141 -
2. Characteristics as a Device

a) Hysteretic properties

Q(tf)

b) Limiting performance Under specified vertical load, should withstand the shear displacement of 30 cm.

The permissible displacement for design

purpose is, however, recommended at 20

cm for higher durability.

c) Special features Under specified load, the horizontal fundamental period is 0.5 Hz, while the vertical

fundamental period is 5 Hz. Thus, compared to the normal laminated rubber, it has

low stiffness.

The inner part uses the natural rubber while

a special rubber with better weather

resistance is used for coating.

-142-
OTHERS (ITEMS OF CAUTION Masao, Iizuka, Atsuhiko Yasaka and

DURING USE, REFERENCES Toshikazu Yoshizawa. 1986. Development

FOR THIS DEVICE) of base isolation method for buildings. Part

3. Static and dynamic tests on full- size laminated rubber. Nippon Kenchiku Gakkai

Taikai, pp. 797-798

-143-
APPENDIX 1.22

NAME Elastic Sliding Support

AIM OF DEVELOPMENT AND To absorb seismic energy by sliding (during

OBJECTIVE OF USE large earthquakes)

To reduce seismic input using long periods

of laminated rubber (during small to

medium earthquakes)

DEVELOPED BY Taisei Kensetsu Co. Ltd.

EXAMPLES OF USE OR TESTS Taisei Kensetsu, Technical Research Center,

J Wing (under construction)

Load test on small and large supports.

Shaking-table test on a base isolation model.

GENERAL VIEW

-144-
BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

Steel plate

Chloroprene rubber

)//'// "? / \ >'>'>'> V'>

})

'/ 7'/ ) '/ }'/ j

/

PTFE plate

T7T7 TTT

Sliding surface

SZ

7. TESTS FOR PERFORMANCE Dynamic horizontal loading test on small

EVALUATION

BASIC PERFORMANCE

1. Material Characteristics

and large supports.

Vertical static loading test on small supports.

Chloroprene rubber:

Permissible long term vertical stress: 70

kg/cm2

Short term permissible vertical stress: 140 kg/cm2

Shear modulus of elasticity G = 8 kg/cm2

PTFE:

Coefficient of dynamic friction jid = 0.05-

0.15.

The coefficient of static friction is higher

than the coefficient of dynamic friction, but

the difference is not substantial.

-145-
2. Characteristics as a Device

a) Hysteretic properties

Lateral load(t)

20 t

10 -

-10 -

20±-

50mm-50

Coefficient of

dynamic friction

0.04

Displacement

of sliding plate

Lateral load(t)

20 T

-20^

Shear deformation

of rubber part

50mm

b) Limiting performance Maximum vertical stress level: above 1000

kg/cm^

Maximum shear strain of laminated rubber:

above 300%

c) Special features Energy absorption efficiency due to sliding is high.

Base Isolation effect can be observed during

small to medium earthquakes.

Since rubber laminates are thin and the

shear deformation is small, it offers better

support against vertical load.

OTHERS (ITEMS OF CAUTION 1987

DURING USE, REFERENCES

FOR THIS DEVICE)

1987

Nippon Kenchiku Gakkai Taikai, pp.

819-820

Taisei Kensetsu Gijutsu Kenkyushoho, No. 20, pp. 71-79.

-146-
APPENDIX 1.23

1. NAME Stiff Sliding Support

2. AIM OF DEVELOPMENT AND To absorb seismic energy by sliding.

OBJECTIVE OF USE

3. DEVELOPED BY Taisei Kensetsu Co. Ltd.

4. EXAMPLES OF USE OR TESTS Sliding tests on small and large supports.

Shaking table test on base isolation structure

model.

5. GENERAL VIEW

-147-
BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

face

7. TESTS FOR PERFORMANCE Dynamic horizontal loading test on small

EVALUATION and large supports

Shaking table test on a base isolation struc- ture model.

8. BASIC PERFORMANCE

1) Material Characteristics PTFE: Coefficient of dynamic friction jid =

0.05-0.15

The coefficient of static friction is higher

than the coefficient of dynamic friction but

the difference is not much.

-148-
2) Characteristics as a Device

a) Hysteretic properties

Shear force

t lOOton

50 --

-50

-100

Coefficient of static friction: 0. 108

Coefficient of dynamic friction: 0 . 101

Displacement

50 100mm

-50"

-100

b) Limiting performance

c) Special features

Maximum coefficient of friction \l = 0.03.

The higher the contact pressure, the lower is the coefficient of friction.

The lower the excitation velocity, the lower

is the coefficient of friction. As the excitation velocity increases, the coefficient of

friction also increases but asymptotes to a

certain value.

OTHERS (ITEMS OF CAUTION 1987. Nippon Kenchiku Gakkai Taikai, pp.

DURING USE, REFERENCES 819-820.

FOR THIS DEVICE)

1987. Taisei Kensetsu Gijutsu Kenkyushoho, No. 20, pp. 71-79.

-149-
APPENDIX 1.24

1. NAME Bi-directional Roller Support

2. AIM OF DEVELOPMENT AND To suppress the incident seismic force by

OBJECTIVE OF USE isolating the structure from the foundation

during earthquake

3. DEVELOPED BY Taisei Kensetsu Co. Ltd.

4. EXAMPLES OF USE OR TESTS A certain radar base

5. GENERAL VIEW

-150-
6. BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

Hardened steel

N \ \ \ \\ \\ \\ \\ \ \\

o o

View in X direction

-WWWWWW \\\

LJ.

\\\\\\\\\\\\\\\ \\\

View in Y direction

TESTS FOR PERFORMANCE

EVALUATION

BASIC PERFORMANCE

1) Material Characteristics

2) Characteristics as a Device

a) Hysteretic properties

b) Limiting performance

Shaking table test on a base isolation struc- ture model

Hardened steel

c) Special features

OTHERS (ITEMS OF CAUTION

DURING USE, REFERENCES

FOR THIS DEVICE)

Coefficient of friction for roller supports:

Below 0.03

Vertical supporting load: Small

Roller support in two horizontal directions

perpendicular to each other.

1981. Taisei Kensetsu Gijutsu Kenkyushoho, No. 14, pp. 117-126.

-151-
APPENDIX 1.25

1. NAME Inverted Pendulum-type Dynamic Damper

2. AIM OF DEVELOPMENT AND To reduce vibrations in a tower-like strucOBJECTIVE OF USE ture during medium to strong winds.

3. DEVELOPED BY Nippon Sogo Kenchiku Jimusho Co. Ltd.

Mitsubishi Heavy Industries,

Ltd.

4. EXAMPLES OF USE OR TESTS Higashiyama Park Observatory (to be

named) (under construction, device proposed)

5. GENERAL VIEW

-152-
BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

B-sec

TESTS FOR PERFORMANCE Performance test of the device (proposed):

EVALUATION

1. Test to ascertain the spring constant

2. Test for damping force of the oil damper

3. Forced vibration test of the dynamic

damper

BASIC PERFORMANCE

1) Material Characteristics Material: Steel

2) Characteristics as a Device

Damper: Oil damper (no dependence on

temperature beyond -10°C to +50°C range)

Spring: Metallic coil spring.

a) Hysteretic properties Equivalent mass ratio: 1%

Damping constant of the dynamic damper:

10%

Equivalent damping constant of tower after

installing the dynamic damper: 3%

-153-
b) Limiting performance Vibration amplitude on one side: 15 cm.

c) Special features Damping constant of the dynamic damper is assumed large thereby: 1) reducing the

amplitude of the added mass and

minimizing the space for the device; 2)

there is no change in damping effect due to variation in the vibration frequency of the

damper or structure as well as due to the

variation in the damping constant of the

damper. Maintenance is easy.

OTHERS (ITEMS OF CAUTION Not available.

DURING USE, REFERENCES

FOR THIS DEVICE)

-154-
APPENDIX 1.26

1. NAME Tuned-mass Damper

2. AIM OF DEVELOPMENT AND For installation in buildings with long periOBJECTIVE OF USE ods. By making it resonant with the

building, the kinetic energy of building is transferred to the damper mass. Energy is also absorbed by adding another type of

damper.

3. DEVELOPED BY Nikken Sekkei Co. Ltd.

Mitsubishi Steels Ltd.

Takafumi Fujita, Assistant Professor,

Institute of Industrial Science, Tokyo

University.

4. EXAMPLES OF USE OR TESTS Chiba Port Tower

5. GENERAL VIEW

-155-
BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

Viscous damper(Y) Rail for spring

TESTS FOR PERFORMANCE Tuned-mass damper unit test at factory:

EVALUATION

Free vibration test (period, damping

constant)

Static deformation test (spring constant)

Vibration test after installation in tower:

Free vibration test according to wire cutting

Free vibration test according to manpower

excitation

Free vibration test when tuned-mass

damper is used as an excitation machine.

BASIC PERFORMANCE

1) Material Characteristics Mass: X direction — 10 t; Y direction — 15 t (primary effective mass)

Maximum amplitude: ± 1 m

Fundamental period: Same as tower fundamental period, X direction — 2.3 sec, Y direction — 2.6 sec.

Damping: 5-30% due to viscous damper

-156-
2) Characteristics as a Device

a) Hysteretic properties

Load(kg)

Mechanical properties

of dynamic damper

Direction X Y

Weight, t 10.0 15.4

Friction, kg 45 60

Coeff. of friction 0.0045 0.0039

Spring const. 80 83

kg/cm

Displ. (cm)

Load-Displacement Relation

of Tuned-mass Damper (X-Dir.)

b) Limiting performance Maximum amplitude: ± 1 m.

c) Special features For adequate effect, the added mass has to be

more than 1/ 100th of the building mass

Periods in X and Y direction are adjusted by

changing spring constants. They can,

therefore, be set separately.

Good effect can be observed under steadystate vibrations such as those due to wind.

OTHERS (ITEMS OF CAUTION 1986. 7th Nippon Tishin Kogaku SympoDURING USE, REFERENCES sium, pp. 1747-1758.

FOR THIS DEVICE)

1987. Observations on seismic and wind

measurements. (Chiba Port Tower,

Seismic and Wind Measurement

Research Committee, Chairman:

Prof. Takafumi Fujita, Tokyo

University), September.

-157-
APPENDIX 1.27

1. NAME Aqua Damper (Damper utilizing the

sloshing phenomenon of water)

2. AIM OF DEVELOPMENT AND To restrict the sway in a building due to OBJECTIVE OF USE strong winds.

3. DEVELOPED BY Mitsui Kensetsu Co. Ltd.

Mitsui Zosen Co. Ltd.

4. EXAMPLES OF USE OR TESTS Gold Tower

5. GENERAL VIEW

-158-
BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

gCni

1 8CNI

|

1

WL

625 1 31 2 . 5

1 - | - 312.5, 625

2500 Section D

Damping net

450 A sec B sec Section A,B

Damping net(2.8mm mesh)

D

625 1 312 5| - | - ,312.5, 625

2500 Section c

TESTS FOR PERFORMANCE Vibration test on a small tank

EVALUATION

Vibration test on a large tank

Vibration test on a full-size tank

Vibration test after completion of building

(before and after installation of device)

-159-
BASIC PERFORMANCE

1) Material Characteristics

2) Characteristics as a Device

a) Hysteretic properties

43

30

20

1 0

5

4

3

2

1 0.1

Mesh Hollow

size ratio

X 1 .70mm 11.8% © 2.36 18.5 0 2.80 51.

3

• 2.38 56.0 A 3.3G 63.1

2 5 10 20 50100200

Excitation amplitude (mm)

b) Limiting performance

c) Special features Effect can be observed even from microseism level as there is no friction.

Simple mechanism, no breakdown.

Adjustment of the period is easy. Can be

applied to a variety of structures.

Can be installed even in the existing building.

OTHERS (ITEMS OF CAUTION 1987. Nippon Kenchiku Gakkai Taikai, pp.

DURING USE, REFERENCES 867-872.

FOR THIS DEVICE)

-160-
APPENDIX 1.28

1. NAME Super Sloshing Damper

2. AIM OF DEVELOPMENT AND To reduce the sway of buildings during

OBJECTIVE OF USE strong wind and to improve the utility, effi- ciency, living comforts, etc.

3. DEVELOPED BY Shimizu Kensetsu Co. Ltd.

4. EXAMPLES OF USE OR TESTS Yokohama Marine Tower

Airport Control Tower

5. GENERAL VIEW

-161-
BASIC STRUCTURE (MATER- The shape and size of the tank can be freely

IAL, SHAPE, ETC.)

- • 90.0 £

a o-o

selected to meet the site requirements.

However, tanks with rectangular or circular

cross-section are widely used.

Tank may be of plastic or metal.

The sloshing period of the fluid in a tank is adjusted to fundamental period of the structure.

The depth of the fluid in a tank is low compared to outer size of the tank.

Tanks can be piled one over the other.

TESTS FOR PERFORMANCE Vibration test for the inertial force of fluids

EVALUATION in a tank.

BASIC PERFORMANCE

1) Material Characteristics Fluid:

0.00 0.10 0.20 0.30

Frequency (Hz)

0.40 0.50

Tap water: density - 1 ton/rn^; boiling point - 100°C; freezing point - 0°C.

2) Characteristics as a Device

a) Hysteretic properties

10.0

o

CS

T3

*->

s<

8.0

6.0

4.0

2.0

0.0

1 Input accederation = 2 0 cm/s/s V

/ N \ // "u —

-

' >\ -10 cm/s/s

/

//

' >\\\

\\ - 5 cm/s/s

'// s \\

> 2 cm/s/s

\.

0.00 0.10 0.20 0.30

Frequency (Hz)

-162-

0.40 0.50
b) Limiting performance According to the size of the tank.

c) Special features Simple structure

Damping effect observed even with

microseisms.

Device can be easily installed in an existing

structure.

OTHERS (ITEMS OF CAUTION It is necessary to explore the structural propDURING USE, REFERENCES erties of a building for installation of this

FOR THIS DEVICE) damper.

First decide the level to which vibrations are

to be suppressed and then decide the shape,

total mass to be stored, etc.

1987. Nippon Kenchiku Gakkai Taikai, pp.

1481 - 1483.

1987. 42nd Doboku Gakkai Nenji

Taikai, pp. 778 - 779.

1987. Nippon Kazekogakkai Nenji Taikai,

pp. 67 - 68.

-163-
APPENDIX 1.29

1. NAME Hydraulic Mass Pump Damper

2. AIM OF DEVELOPMENT AND Damping of structures, factory, plant

OBJECTIVE OF USE equipments, etc.

3. DEVELOPED BY Prof. Shigeya Kawamata, Faculty of

Architecture, Tohoku Institute of

Technology (constructed jointly with

Shimizu Kensetsu Co.)

4. EXAMPLES OF USE OR TESTS Shaking-table test using a scaled model (see

figure below.

5. GENERAL VIEW

-164-
6. BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

7. TESTS FOR PERFORMANCE Shaking-table test with single floor steel

EVALUATION frame model 2.4 m (H) x 2.41 m (W) x 0.4 m

(D). Weight: W = 1,100 kg.

8. BASIC PERFORMANCE

1) Material Characteristics

2) Characteristics as a Device

a) Hysteretic properties Presently being studied. Expected to be

completed by 1990 (2-year plan)

b) Limiting performance

c) Special features

9. OTHERS (ITEMS OF CAUTION

DURING USE, REFERENCES

FOR THIS DEVICE)

-165-
APPENDIX 2. SPECIFICATION OF THE BASE ISOLATION FLOOR SYSTEMS IN TABLE 3.1

APPENDIX 2.1

1. NAME Base Isolation Floor (Dynamic Floor System)

2. AIM OF DEVELOPMENT AND To reduce the horizontal and vertical accelOBJECTIVE OF USE eration at the floor surface of the building

during an earthquake.

To prevent computer-like equipment from

adverse effects.

3. DEVELOPED BY Obayashi-gumi Inc.

4. EXAMPLES OF USE OR TESTS Obayashi-gumi Inc., Tokyo headquarters,

Computer Center wing and other 50 buildings.

5. GENERAL VIEW

-166-
7. TESTS FOR PERFORMANCE Vibration test using steady-state wave as ex- EVALUATION citation source

Vibration test using seismic wave (on a

large shaking table]

8. BASIC PERFORMANCE

1) Material Characteristics Horizontal direction: The coefficient of fric- tion between the stainless steel plate

(SUS304) on the structure side and the lower

plate of the base isolation device (polyacetol

type low friction material) is 0.05 - 0.145.

-167-
2) Characteristics as a Device

a) Response properties

-400

500

El Centro 1940, NS

^Induced max. accei. 139

I -I Max. input accel. 356

0

b) Limiting performance

c) Special features

4 5 6 7 8 9 10

Time (sec)

Operation is certified up to horizontal incident force level of 500 - 800 gal.

Elastic restoring force in the horizontal and

vertical direction is supplied by the spring,

while damping is achieved due to the fric- tion between the stainless steel plate and the

resin plate in the horizontal direction; vertical damping is achieved by using a coil

damper.

OTHERS (ITEMS OF CAUTION 1976.

DURING USE, REFERENCES

FOR THIS DEVICE)

1978.

1978.

Base isolation floor structure of a computer room. Keiso, Vol. 19,

No. 11.

Experimental studies on a dynamic

floor system (Part 1). Sinusoidal

forced excitation test on a full scale

model. Obayashi-gumi Gijutsu

Kenkyusho-ho, No. 16.

Experimental studies on dynamic

floor system (Part 2). Shaking-table

tests on a computer system.

Obayashi-gumi Gijutsu Kenkyushoho, No. 17.

-168-
1,

2.

3.

4.

NAME

APPENDIX 2.2

Base Isolation Floor (Dynamic Floor-II)

AIM OF DEVELOPMENT AND To prevent vibrations of floor of a room

OBJECTIVE OF USE with measuring instruments.

DEVELOPED BY Obayashi-gumi Inc. EXAMPLES OF USE OR TESTS Atomic Power Engineering Test Center

Tadotsu Engineering Test Center, Measurement Control Wing

GENERAL VIEW

Oil damper

Floor panel

\Upper limiting stopper

Upper plate

Lower plate ^^yr Base plate

Lower limiting stopper

-169-
6. BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

Top of floor panel Upper limiting stopper

o

C5

\ 00 o CO o

oo

CO Top of

floor slab

A * ... i x Lower

; J Wj-- stopper

80dia

Damper

Upper plate

L

Air spring

Top plate Lower end of steel beam

-» o Leveling oo -material ^

Lower plate Base plate Top of floor slab

Detailed view of Portion A

TESTS FOR PERFORMANCE Shaking-table test using large model incorEVALUATION porating 4 air springs.

BASIC PERFORMANCE

1) Material Characteristics

-170-
2) Characteristics as a Device

a) Response properties

(propagation function vs. damping)

0123456 0123456

Frequency, Hz Frequency, Hz

b) Limiting performance

c) Special features

OTHERS (ITEMS OF CAUTION 1980. Kenchiku Gijutsu, No. 352,

DURING USE, REFERENCES December

FOR THIS DEVICE)

-171-
APPENDIX 2.3

1. NAME NKK-type Base Isolation Device (Base isolation device using Coulomb friction)

2. AIM OF DEVELOPMENT AND To reduce the response displacement and

OBJECTIVE OF USE the residual displacement below a specific

value by reducing the acceleration incident

on the structure or equipment due to

external sources like earthquakes.

3. DEVELOPED BY Nippon Kokan Ltd. (Japan Steel Pipes Ltd.)

4. EXAMPLES OF USE OR TESTS Shaking-table test, November 1987 and

March 1988.

5. GENERAL VIEW

-172-
BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

61 67 =

Side View and Plan of Base Isolation Device

[Key: 61 - Foundation 62 - Structure or equipment 63 - Base isolation device 64 - Upper plate 65 - Block 66 - Upper frictional plate 67 - Lower frictional plate 68 - Lower frictional material 69 - Spherical surface or ball joint 70 - Connecting material 71 - Bolt joint 72 - Connecting jig 73 - Spring system 74 - Horizontal spring

75 - Wire 76 - Adjusting tool 77 - Pulley 78 - Damper system 79 - Damper 81 - Stopper 82 - Ball-bearing]

TESTS FOR PERFORMANCE Vibration test on base isolation device in

EVALUATION two horizontal directions: March 1988. The

test was carried out assuming the device is for a free access floor. Free access floor was

set up on the base isolation device installed

on the large shaking table. Seismic wave

and sine waves were considered as inputs

and the response property was investigated.

-173-
BASIC PERFORMANCE

1) Material Characteristics It consists of friction mechanism based on

Coulomb friction and pretensioned horizontal springs with suitable stiffness.

Friction material is composed of acetal resin

and plates coated with hard chrome or

nickel.

2) Characteristics as a Device

a) Response properties

400

400^al

0

Incident acceleration

_400 Li!

1 -ffl

illl

1

' 1

ill! I Hi! III!

: * 1 f 1

* 1 !!!| H'i

! • ii

III; i

i

: i 1

j

i ill MM mi 1- A § 1

ijli 1

1 1

1

nil 1

jjjj 1

III k u\ | iff: it'! 1;yv

Ulii'i.vyvv

i

: u 1 1 1 i \U 1 ' II i ! i i if

ftl!

li'i

1

1

1

J

i : I j

' ! ! ,.!; Response acceleration

4

Time

8sec

Response to El Centro earthquake, 300 gal (T = 3.24)

b) Limiting performance Maximum acceleration of incident seismic

wave was varied from 260 to 510 gal. As a

result, it was noted that:

1. Maximum value of absolute response

acceleration of FAF (Free Access Floor)

is between 100 - 200 gal.

2. Maximum value of relative

displacement between FAF and

shaking table is within 10 cm.

3. Residual displacement of FAF is within 2 cm.

-174-
c) Special features 1. Energy damping performance is stable.

2. Stable operation start-up is observed

irrespective of response velocity.

3. Standardization, specifications are simple, easy for installation due to light weight, low cost and

maintenance free.

Publications

1987. Base isolation device using Coulomb

friction. Nippon Kikai Gakkai Shin

Gijutsu Kaihatsu Report, March 31.

1987. Studies on friction-type base isolation

device (Parts 1-3). Nippon Kenchiku

Gakkai Taikai Gakujutsu Koen

Kogai-shu, October.

1988. Studies on friction-type base isolation

device (Parts 4-5). Nippon Kenchiku

Gakkai Taikai Gakujutsu Koen

Kogai-shu, October.

Related Patent Applications

X. Base isolation device using Coulomb

friction. Patent applied December 26,

1987.

2. Bearing with spherical surface. Patent

applied February 1, 1988.

OTHERS (ITEMS OF CAUTION

DURING USE, REFERENCES

FOR THIS DEVICE)

-175-
APPENDIX 2.4

1. NAME Takenaka Floor Isolation System (TAFLIS)

2. AIM OF DEVELOPMENT AND To protect the computer system from large

OBJECTIVE OF USE earthquakes.

3. DEVELOPED BY Takenaka Komuten Co. Ltd.

Oiles Industries

4. EXAMPLES OF USE OR TESTS Takenaka Technical Research Institute -

Digital Telephone Exchange Room

Oiles Industries - Computer Room

Japan Life Insurance - Sempoku Computer

Center

5. GENERAL VIEW

-176-
6. BASIC STRUCTURE (MATER- TAFLIS consists of base isolation device,

IAL, SHAPE, ETC.) buffer zone, free access floor and the supporting beam. It is a simple mechanism.

-177-
Performance of TAFLIS devices

Device

Performance Support Buffer

Ball- Hardbear- ened

ing steel

plate

Viscous Coil

damper spring

Operates

smoothly

Acceleration

reduced

Displacement

restricted

No sway with

small force

Original position restored

after the

earthquake

-178-
TESTS FOR PERFORMANCE Large shaking-table test (excitation simultaEVALUATION neously in horizontal and vertical direction)

Results of various experiments:

O

CO CO C -- 200 o E

Qa o

co - u oS 100 E cc E ®

"d a; 0

•

• •

• • ••<

1 1 1 1

•

•

1 1 1 1

•

p 0 500 1,000

Maximum incident acceleration, cm/sec^

BASIC PERFORMANCE

1) Material Characteristics Bearing zone:

Bearing plate — HRC 55 minimum

Ball-bearing — HRC 55 minimum

Buffer zone:

Viscous material — SA-P (butane-type high

polymer)

Coil spring — SWPA

2) Characteristics as a Device

a) Response properties

Result of free oscillation test, w=100kg/m2

E

160 e

120

M

a

S

80

<y

as 40

ft

CO

•f-t 0 Q

-40 \

\ / \ y-

/

/

2 3 4 Time, sec

-179-
Result of static loading test

i i_- i —i j 1 1 0 40 80 120 160

Displacement, mm

b) Limiting performance Performance observed up to a point where

sliding of resistance plate of viscous damper

is possible.

c) Special features Bearing structure: Ball bearings are sandwiched between 2 hardened plates - low

friction (coefficient of friction: 3/1000).

Damper in buffer zone uses the shear

resistance of viscous material. Hence, in

combination with low friction, vibrations

are softly damped.

OTHERS (ITEN4S OF CAUTION 1987. Nippon Kenchiku Gakkai Taikai,

DURING USE, REFERENCES October, pp. 833 - 834.

FOR THIS DEVICE)

-180-
APPENDIX 2.5

1. NAME TASS Floor

2. AIM OF DEVELOPMENT AND Base isolation mechanism for the floor supOBJECTIVE OF USE porting important equipment like a computer.

3. DEVELOPED BY Taisei Kensetsu Co. Ltd.

Shoden Co. Ltd.

4. EXAMPLES OF USE OR TESTS Shaking table test

5. GENERAL VIEW

-181 -
6. BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

7. TESTS FOR PERFORMANCE Three-directional shaking table test (sinu

EVALUATION soidal wave, seismic wave input)

-182-
8. BASIC PERFORMANCE

1) Material Characteristics Support: Ball bearing (single or multiple) + hardened steel.

Ethylene tetrafluoride resin + SUS stainless

plate

Horizontal spring: Chloroprene rubber strip

2) Characteristics as a Device

a) Response properties

Incident acceleration

800

Response acceleration

Max. 125gal

20

Time, sec

-183-
b) Limiting performance Maximum permissible horizontal displacement ± 30 cm.

c) Special features 1.

2.

3.

Suitable support can be selected accord

ing to the equipment and load on the

floor.

The acceleration at which operation

starts can be below 100 gal.

Maximum response acceleration can

be below 200 gal.

OTHERS (ITEMS OF CAUTION Not available.

DURING USE, REFERENCES

FOR THIS DEVICE)

-184-
APPENDIX 2.6

1. NAME MEI System

2. AIM OF DEVELOPMENT AND To develop isolation system for the equipOBJECTIVE OF USE ment and the floor

3. DEVELOPED BY Mitsubishi Steels Co, Ltd.

4. EXAMPLES OF USE OR TESTS For computer room floor

5. GENERAL VIEW

6. BASIC STRUCTURE (MATER- Base isolation unit consists of a number of

IAL, SHAPE, ETC.) steel balls and coil spring

7. TESTS FOR PERFORMANCE Shaking table test EVALUATION

-185-
8. BASIC PERFORMANCE

1) Material Characteristics

2) Characteristics as a Device

a) Response properties

OS

"3a

a<

1000

j o 1000 iIncident acceleration

Max=1030

Response acceleration

Max=140

b) Limiting performance

c) Special features 1. The non-sensitive region is decided

according to pretension of the spring

and a separate locking device is not

necessary.

2. Recovery is automatic and smooth.

OTHERS (ITEMS OF CAUTION Not available.

DURING USE, REFERENCES

FOR THIS DEVICE)

-186-
APPENDIX 2.7

1. NAME SD-type Base Isolation Device (horizontal)

2. AIM OF DEVELOPMENT AND To improve the vibration resistance of

OBJECTIVE OF USE magnetic disk device in a computer system

3. DEVELOPED BY Chubu Denryoku Co. Ltd

Denryoku Central Research Laboratory

Shoden Co. Ltd.

4. EXAMPLES OF USE OR TESTS Various branches of Tokyo Electric Power

Supply Co. Ltd.

5. GENERAL VIEW

-187-
6. BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

TESTS FOR PERFORMANCE Vibration test using seismic wave

EVALUATION

BASIC PERFORMANCE

1) Material Characteristics The coefficient of friction between the sliding plate at the bottom of the base isolation

column and ball bearing is about 0.08 - 0.1. The buffer zone consists of rubber springs.

2) Characteristics as a Device

a) Response properties

Incident seismic wave: El Centro 1940, NS

1000 Max. 493gal at 3.91sec Min. -389gal at 3.78sec

500

0

bo -500 a -looo

oM

«

•2 1000 o 500

<

0 -500

-1000

Time, sec

0 10 15 20

Response of base isolation floor

Max. 135gal at 3.55sec Min.

25

137gal at 5.73sec

j*^\pf^Ajr'^f^^ -—

Time, sec

0 10 15 20 25

-188-
b) Limiting performance 500 - 800 gal input in the horizontal direction

c) Special features The base isolation support column is made

by placing ball bearings between the hardened steel plates while damping is achieved

through rubber spring with hysteresis

properties. It is always under "operating

condition" without having any "start

mechanism" and hence responds promptly

to an earthquake.

OTHERS (ITEMS OF CAUTION 1987.

DURING USE, REFERENCES

FOR THIS DEVICE) 1986

Denryoku Doboku, No. 206, January.

Seisan to Denki, November.

1986 Denki Gemba Gijutsu, Vol. 25, No.

293, October

1986 Denryoku Chuo Kenkyusho-hokoku,

Paper No. 386001, September

-189-
APPENDIX 2.8

1. NAME SD-type Base Isolation Device (three

directional)

2. AIM OF DEVELOPMENT AND To improve the vibration resistance of

OBJECTIVE OF USE magnetic disk device in a computer system

3. DEVELOPED BY Chubu Denryoku Co. Ltd

Denryoku Central Research Laboratory

Showa Denki Co. Ltd..

4. EXAMPLES OF USE OR TESTS Various branches of Chubu Denryoku Co.

Ltd.

Head office of Chugoku Denryoku Co. Ltd.

5. GENERAL VIEW

-190-
6. BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

Equipment

Vertical bridge

Horizontal bridge

Rubber spring

Ball spline

Oil damper

Coil spring

Sliding support

Ball bearing

Horizontal base isolation support

7. TESTS FOR PERFORMANCE Three-directional shaking table test

EVALUATION (simultaneous excitation in horizontal and

vertical direction)

Excitation with seismic wave

8. BASIC PERFORMANCE

1) Material Characteristics The coefficient of friction between the sliding plate at the bottom of the horizontal

base isolation support and the ball-bearings

is about 0.08 - 0.1. The buffer zone consists

of rubber spring in the horizontal direction,

coil spring in the vertical direction and an

oil damper.

-191 -
2) Characteristics as a Device

a) Response properties

Incident seismic wave: El Centro 1940

max 374gal

Horizontal component

10-. Input

s o—

^y^fvJ^to^^ —

E "5" Time, sec

0 1 () 20 30

cuE

g 10t Response

5 5 Q -5

-10

4(5

max 200gal

0 10 2 0

Time , sec

30 ^ 40

Up-down component

10 TnP ut max 255gal

5

0 -5

1 0

0

10 , Response

5q —tfaxfumum* -5

10-

20 30

max 139gal

Time, sec ^~

40

i

0 10 20 30

Time, sec —i 1

1 40

b) Limiting performance 500 gal floor (maximum 800 gal) in

horizontal direction; 250 gal in vertical

direction

c) Special features The base isolation support is made by

placing ball bearings between the hardened

steel plates while damping is achieved

through the rubber spring having hysteresis

properties. It is always under "operating

condition" without having any "start

mechanism" and hence responds promptly

to earthquakes.

OTHERS (ITEN4S OF CAUTION 1987. Denryoku Doboku, No. 206, January.

DURING USE, REFERENCES

FOR THIS DEVICE) 1986 Seisan to Denki, November.

1986 Denki Gemba Gijutsu, Vol. 25, No.

293, October

1986 Denryoku Chuo Kenkyusho-hokoku,

Paper No. 086051, June

-192-
1. NAME

APPENDIX 2.9

Shinkura Base Isolation Device

2. AIM OF DEVELOPMENT AND To reduce the seismic acceleration propOBJECTIVE OF USE agated to semiconductor manufacturing

equipment, pharmaceutical fluid cleaning

tanks, computers, artefacts, etc., during

earthquake, thus protecting the equipment.

3. DEVELOPED BY Tokico Co. Ltd.

4. EXAMPLES OF USE OR TESTS Electrical Communication Laboratory,

Tohoku University

Semiconductor Factory, Tokyo National

Museum

5. GENERAL VIEW

-193-
6. BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

Control panel

Wire rope fixing pin Spherical bearing

Upper pulley\ Sliding plate

Wire rope

Air spring

Table

Lower pulley

Base

Vibration sensors (3 nos.)

Object to be protected

DC24V T \

Table

Spherical bearing

Base isolation device

Base

Fixing device

7. TESTS FOR PERFORMANCE The full-scale device is placed on a shaking

EVALUATION table. Experiments under sinusoidal wave

excitation and seismic wave excitation are

carried out.

8. BASIC PERFORMANCE

1) Material Characteristics Coefficient of dynamic friction between

spherical bearing (stainless steel) and sliding

material (special steel) is below 0.03.

-194-
2) Characteristics as a Device

a) Response properties

t- 100

0; +50

COC

8

0 ^ ® -50 C w

O

•^3 -100

CD + 300

CDO *S +150 2 0 o

~-150

300

A30 gal

, l 300 g al

be

300

CDa

a 200

cc

CD

COa

o

CO

CD

100

a: ordinary floor

b: base isolation floor

xa

7- / /

/

/

/ b

r « /

1 * •

•

Incident accel.,gal

b) Limiting performance

c) Special features

OTHERS (ITEMS OF CAUTION

DURING USE, REFERENCES

FOR THIS DEVICE)

Operation confirmed up to horizontal

acceleration level of 1000 gal

Spring system in horizontal direction

consists of air spring, wire rope and pulley

having a fundamental frequency of 0.3 Hz,

thus obtaining adequate damping effect.

Vibration sensors and fixing device are provided so that the effect is observed only

during the occurrence of earthquake.

Base isolation device.

31, No. 2

Tokico Review, Vol.

During earthquake off eastern Chiba

prefecture in December 1988, the base

isolation device installed at a semiconductor

factory sensed (detected) the seismic

acceleration. Required base isolation

performance was obtained after removing

the fixing device.

-195-
APPENDIX 2.10

NAME Ball-bearing Type Base Isolation Floor

(Kajima Isolation Floor)

AIM OF DEVELOPMENT AND To isolate the computer room floor, flooring

OBJECTIVE OF USE

DEVELOPED BY

of important machinery, storage room of

important substances, etc.

Kajima Kensetsu Co. Ltd., with Kayaba

Industries

EXAMPLES OF USE OR TESTS Kajima Kensetsu Co, Osaka Branch,

Computer room, CPU cabinet floor

Flooring of OA room, Kajima Kensetsu Co.,

Technical Research Center.

GENERAL VIEW
6. BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

7. TESTS FOR PERFORMANCE Excitation test using shaking table carried

EVALUATION out.

8. BASIC PERFORMANCE

1) Material Characteristics Special steel is used for disk and ball-bearing

region (steel with higher hardness is used)

-197-
2) Characteristics as a Device

a) Response properties

Restoring force is generated by a combination of gravitational recovery due

to inclination of the mounting dish and

frictional resistance

Force

>

Deformation

b) Limiting performance Up to a relative displacement of 20-25 cm

c) Special features It was ascertained from the shaking table test that the maximum response acceleration can be kept below 70 gal

OTHERS (ITEMS OF CAUTION 1987. Kajima Kensetsu Giken Nenpo

DURING USE, REFERENCES (published in June, 1988)

FOR THIS DEVICE)

-198-
APPENDIX 2.11

1. NAME High Damping Laminated Rubber-type Base

Isolation Floor (Kajima Isolation Floor)

2. AIM OF DEVELOPMENT AND To isolate computer room floor, flooring of

OBJECTIVE OF USE important machinery, storage room of

important substances, etc.

3. DEVELOPED BY Kajima Kensetsu Co., Ltd.,

with Bridgestone Co. Ltd.

4. EXAMPLES OF USE OR TESTS Seismic response test carried out using a shaking table.

5. GENERAL VIEW

-199-
6. BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

Material: High damping laminated rubber is arranged in several layers and used as support.

TESTS FOR PERFORMANCE Excitation test on shaking table

EVALUATION

BASIC PERFORMANCE

1) Material Characteristics Relative displacement:

0.2 cm at fundamental frequency of

vibration 1 Hz.

5 cm at fundamental frequency of vibration

0.5 Hz.

-200-
2) Characteristics as a Device

a) Hysteretic properties

400

he M

•o

COo

-10 0 10 20

Deformation, cm

b) Limiting performance Relative displacement: 15 cm.

c) Special features The mechanism is simple, does not require

maintenance.

Acceleration reduction by about one fourth,

during earthquake. It can support higher

loads.

OTHERS (ITEMS OF CAUTION 1987. Kajima Kensetsu Giken Nenpo

DURING USE, REFERENCES (published in June, 1988)

FOR THIS DEVICE)

-201-
APPENDIX 2.12

NAME Base-Isolation Floor System with Heavy

Damping Multistage Laminated Rubber

(SAFE system)

AIM OF DEVELOPMENT AND To absorb seismic energy at the floor-level of

OBJECTIVE OF USE the building.

To be used in the computer room, etc., so as

to reduce the response during earthquake.

DEVELOPED BY Shimizu Kensetsu Co., Ltd.,

with Bridgestone Ltd.

EXAMPLES OF USE OR TESTS Performance test carried out on a full-scale

model.

GENERAL VIEW

ii iiiM nim ppn hi

[Key: System 2 - Base isolation device - manufactured by Bridgestone Ltd.]

-202-
6. BASIC STRUCTURE (MATER- Base isolation device with heavy damping

IAL, SHAPE, ETC.) multistage laminated rubber as shown

below.

Floor panel Pedestal

r

Main beam

o 6X0/

Sub beam

Heavy damping multistage laminated rubber

8.

TESTS FOR PERFORMANCE Static gradually increasing cyclic load.

EVALUATION

Dynamic gradually increasing cyclic load.

Seismic wave excitation.

BASIC PERFORMANCE

1) Material Characteristics High damping laminated rubber (damping

constant is fixed at h = 0.15-0.20 by

compound adjustment)

-203-
2) Characteristics as a Device

a) Hysteretic properties

400 |

bjQ

O

400

20 0 - 20 Displacement, cm

Example of hysteresis curve under static

gradually increasing cyclic loading

b) Limiting performance Maximum deformation can be adjusted by a number of stages, etc. (generally set at 20 cm)

c) Special features Functions of support and damper are combined in one device, so the device is simple and small.

Easy to install.

Fundamental period and limiting

deformation can be freely set according to requirements.

It restores the original condition after

deformation and hence maintenance check

is not required.

Low cost compared to other base isolation

floor systems.

OTHERS (ITEMS OF CAUTION

DURING USE, REFERENCES

FOR THIS DEVICE)

-204-
APPENDIX 2.13

NAME Low-floor-type Three Directional Vibrationproof Base Isolation Floor System

AIM OF DEVELOPMENT AND To isolate precision equipment for LSI

OBJECTIVE OF USE applications or laser applications from

microseisms.

DEVELOPED BY

To reduce the seismic response during weak

to strong earthquakes.

Institute of Industrial Science, Tokyo

University

Hitachi Plant Constructions Ltd., with

Hitachi Structural Design Co.

EXAMPLES OF USE OR TESTS Performance tested on a full-scale model

GENERAL VIEW

System view

-205-
6. BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

Vertical

vibration absorber

Three- directional base isolation floor

Two-directional base isolation floor

r Structural framing

l Multistage - Viscous damper

laminated rubber for horizontal movement

7. TESTS FOR PERFORMANCE Deformation properties test of various

EVALUATION elements (multistage laminated rubber,

vertical absorber) under static loading.

Vibration elimination test with micro-order

inputs.

Base isolation performance test using

seismic wave excitation.

8. BASIC PERFORMANCE

1) Material Characteristics Multistage laminated rubber: Fundamental

frequency in horizontal direction: 0.4 Hz.

Vertical vibration absorber: Fundamental

frequency in vertical direction 1-2 Hz.

Viscous shear damper: Damping ratio 15-

20%

-206-
2) Characteristics as a Device

a) Response properties

100r

Displacement , cm

Load-displacement relationship

in horizontal plane (multistage laminated rubber)

b) Limiting performance It is possible to set maximum deformation

at 20 cm (performance can be adjusted by

varying the number of stages)

c) Special features Three-directional vibration insulation

against vibrations of submicron order to large seismic vibrations.

Simple structure.

Equipment floor height less than 60 cm. Low frequency vibrations (above 0.6 Hz) can

also be insulated.

-207-
OTHERS (ITEMS OF CAUTION Nippon Kikai Gakkai Ronbun-shu (to be

DURING USE, REFERENCES presented in the 66th All-Japan Annual

FOR THIS DEVICE) Conference)

Reference:

Takafumi Fujita, Naoki Inoue, Kinichiro

Asami, Akira Tsuruta, Shoji Takeshita.

Studies about three-dimensional vibrationfree base isolation floor using multistage

laminated rubber. Nippon Kikai Gakkai

Ronbun (86-1418A).

-208-
APPENDIX 3.

TYPICAL VIBRATION PREVENTION DEVICES

APPENDIX 3.1

1. NAME Coil spring

2. OBJECTIVE OF USE Compared to other metallic springs, coil

springs can be installed and made easily and

can be used for a wide range of loads. It has

adequate spring properties not only in the

direction of load but also in horizontal

direction. It is thus a good device for

vibration prevention or elimination.

3. DEVELOPED BY

4. EXAMPLES OF USE OR TESTS

5. GENERAL VIEW

Tapered coil spring Coil spring

of compound diameter

-209-
6. BASIC STRUCTURE (MATER

IAL, SHAPE, ETC.)

Spring steel 8xl03 21 x 103

Hardened steel wire 8xl03 21 x 103

Piano wire 8xl03 21 x 103

Oil tempered wire 8xl03 21 x 103

Stainless steel wire

SUS 302

SUS 304 7xl03 19xl03

SUS 316

SUS631J1 7.5 x 103 20 x 103

Brass wire 4x 103 10 x 103

Nickel wire 4xl03 11 xlO3

Phosphorous-bronze

wire 4.3 x 103 10 x 103

Berillium-copper

wire 4.5 x 103 13 x 103

Elastic modulus of the spring material

Material G value, E value,

kgf/mm2 kgf/mm

7. TESTS FOR PERFORMANCE

EVALUATION

8. BASIC PERFORMANCE

1) Material Characteristics

-210-
2) Characteristics as a Device

a) Response properties

Cylindrical coil spring Tension spring Coil spring of non-uniform pitch

F - Load

D - Deflection

D

Tapered coil spring Compound dia coil spring

b) Limiting performance Material and limiting operating

temperature

Material Limiting Operating

temperature, °C

Piano wire 130

Carbon steel oil tempered wire 150

Cr-V steel oil tempered wire 210

Cr-Si steel oil tempered wire 250

18-8 stainless steel wire 290

High-speed steel wire 350

-211 -
OTHERS (ITEMS OF CAUTION When compression spring is used for

DURING USE, REFERENCES vibration prevention /absorption device,

FOR THIS DEVICE) one can set the fundamental period of the

vibration prevention system precisely and

the natural frequency can be set larger than

about 1 Hz. However, damping by the

spring itself is very small and therefore

dampers should also be used when

resonance may occur frequently or the

structure is subjected to high amplitude

shock loads.

-212-
APPENDIX 3.2

NAME Leaf Spring

2. OBJECTIVE OF USE Spring action can be obtained in only one

direction of the load and high stiffness is observed in the direction normal to the

load. It can, therefore, be used as a vibration

preventing material when loading direction can be controlled as in the case of braces,

shear ring, forging hammer, etc.

3. DEVELOPED BY

4. EXAMPLES OF USE OR TESTS

5. GENERAL VIEW

Span

Fastener

Span

-213-
6. BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

7. TESTS FOR PERFORMANCE

EVALUATION

8. BASIC PERFORMANCE

1) Material Characteristics

2) Characteristics as a Device

a) Response properties

Deflection

b) Limiting performance

c) Special features In the case of leaf springs arranged as shown

in the figure, damping effect is obtained due

to friction between the individual leaf

springs and the spring properties show

considerable hysteresis. Hence, when it is used as a vibration-preventing material

subjected to large displacement excitation, it is not necessary to provide for dampers or guides thereby economizing on cost and

space.

9. OTHERS (ITEMS OF CAUTION Since the stress amplitude is large, the

DURING USE, REFERENCES probability of damage is higher. One should

FOR THIS DEVICE) therefore consider the fatigue phenomenon

at the design stage.

-214-
APPENDIX 3.3

NAME

OBJECTIVE OF USE

DEVELOPED BY

EXAMPLES OF USE OR TESTS

GENERAL VIEW

Belleville Spring

The strong directivity of spring properties is similar to leaf spring. However, the area occupied by the spring can be made

extremely compact. The nonlinearity of

spring properties can be readily rectified. By

varying h/t parameter, one can easily design

in the range of positive nonlinearity to negative nonlinear properties.

2P,

T3O

1(b)

(d )

(a)

i ~u

+—• < )

y'

(a) Single spring

(b) Parallel springs

(c) 3 springs directly

combined

(d) 3 sets of parallel

springs directly

combined

5, 25i 35 1 45

Deflection

-215-
6. BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

7. TESTS FOR PERFORMANCE

EVALUATION

8. BASIC PERFORMANCE

1) Material Characteristics

2) Characteristics as a Device

a) Recovery/Response

properties

2 0

1.5

fl 1.0 oJ

0.5

0 0.5 1.0 1.5 2.0 J=d/h

b) Limiting performance

c) Special features The response is linear up to h/t < 0.4; for h/t > 1.5, it shows a jump. By stacking several

Belleville springs one can modify the

properties as desired, which in turn can be

considered as another important feature.

9. OTHERS (ITEMS OF CAUTION

DURING USE, REFERENCES

FOR THIS DEVICE)

-216-
APPENDIX 3.4

1. NAME Vibration Absorbing Rubber

2. OBJECTIVE OF USE

3. DEVELOPED BY

4. EXAMPLES OF USE OR TESTS

5. GENERAL VIEW

-217-
6. BASIC STRUCTURE (MATER- According to its shape, vibration absorbing

IAL, SHAPE, ETC.) rubber is called as round, square, cylindrical,

etc. It is also called as compressive, shear,

compound, torsional, etc., depending on the

direction of load. The compound type can be subjected to both, compressive and shear

deformation, while the torsional-type is subjected to torque.

Design standard for vibration absorbing

rubber

Direction of Allowable Allowable

deformation stress, deflection,

kgf/cm2 %

Compression

Shear

10-15

1 - 2

15-20

20-30

7. TESTS FOR PERFORMANCE

EVALUATION

8. BASIC PERFORMANCE

1) Material Characteristics In order to absorb vibrations, the raw

material (polymer) can be selected from

natural rubber, various kinds of synthetic

rubber or their mixtures (blends) depending

on the required properties and operating

conditions.

-218-
2) Characteristics as a Device

a) Response properties

30

i 20 o

hb

10

a

1

f=--100Hz

30

^20

10

— -~—

A=l%

5%

10%

1

1

10

A(%)

15 20 0 100 200

f(Hz)

300 400

Dependency of dynamic shear modulus on

amplitude A and frequency f of vibration (in case of NR/SBR compound)

[Key: 1 - Dependence of dynamic shear modulus on the vibration amplitude 2 - Remark: NR/SBR (60° JIS composition) 3 - Strain amplitude % 4 - Dynamic shear

modulus 5 - Vibration frequency, Hz 6 - Dependence of dynamic shear modulus on

the vibration frequency]

b) Limiting performance

c) Special features

-219-
9. OTHERS (ITEMS OF CAUTION

DURING USE, REFERENCES

FOR THIS DEVICE)

Main types of polymers and their properties

Name of polymer Natural Styrene Buta- Nitryl Chloro- Butyl Ethylene

rubber buta- dyne rubber prene rubber propylene

dyne rubber rubber rubber

rubber

Symbol NR SBR BR NBR CR IIR EPDM

JIS nomenclature A A A B C D E

Tensile strength E G F G-E E F G

Elongation E G 1 E E E E

Tearing strength E F G : G G F Permanent elongation E G E G G G G

Adhesion with metal E E E E E E G

Oil-resistance

lubricating oil P P P E G P P

aromatic hydrocarbons P P P F-P P F-G P

Photo resistance G G G G G E

Ozone resistance P P P P E E Heat resistance F F F F G G

Cold resistance E E E P F F

Rebound

Wear

Hardness

resistance

elasticity

range (JIS A) 35-75

E

E

40-75 G

E

40-75

E

E

45-75

F-P

E

50-70 G-E

G

50-70

F

P H50-70

Note: E = Excellent; G = Good; F = Fair; P - Poor

Remarks: NR - Most widely used

SBR - Most widely used synthetic rubber

BR - Generally used as a blend of NR and SBR

NBR - Used particularly when oil resistance is desired

CR - Known by the trade name Neoprene

IIR - Used when vibration damping properties are desired

EPDM - Used when heat resistance is desired

-220-
APPENDIX 3.5

1. NAME

2. OBJECTIVE OF USE

Air spring

The vibration prevention properties vary

considerably according to the type of the air

spring, frequency of vibrations and stiffness

of the site to be protected. These springs are used to obtain damping from a few dB's to more than 40 dB's, but generally are used to achieve damping in the range of 20 dB's.

DEVELOPED BY

4. EXAMPLES OF USE OR TESTS

-221-
GENERAL VIEW

Upper plate

Rubber bellows

Intermediate ring

Lower plate

Air pipe threading region

Self-seal bellows-type air spring

Throttle QVLier cyjin<jer

\ Diaphragms

Inner cylinder

Diaphragm-type air spring

TO

- Outer cylinder

Diaphragm

Inner cylinder

Rolling seal-type air spring

BASIC STRUCTURE (MATERIAL, SHAPE, ETC.)

TESTS FOR PERFORMANCE

EVALUATION

BASIC PERFORMANCE

1) Material Characteristics

-222-
2) Characteristics as a Device

a) Response properties

Load- deflection properties of bellow-type air spring

Remarks

Pq = internal pressure at

standard height

hg = standard height = 218mm

Effective diameter = 600mm

No. of bellows = 4

-150 -100 -50 0 50 100 150

elongation compression

Deflection relative to hQ (mm)

b) Limiting performance

c) Special features The special feature of an air spring is that,

compared to other springs, it has a lower

spring constant for the same load since it uses compressibility of the air. Accordingly,

it has lower fundamental frequency of

vibration and very good vibration

prevention properties.

-223-
OTHERS (ITEMS OF CAUTION In one method, the air spring is used

DURING USE, REFERENCES without any piping system and the air is FOR THIS DEVICE) sealed in the spring. The sealed air,

however, leaks through the rubber

membrane over a period of time, hence it is necessary to inflate the spring periodically

like a tire. In this method, it is not possible

to use the servo mechanism.

Generally, the air spring based vibration

prevention device consists of common

pneumatic gadgets such as the pressure

reducing valve, air inlet and exhaust valves,

filter, pressure gage. Servo mechanism is used for posture control of the mechanism

while automatic control is provided to replenish the air leakage, thus eliminating

manual operation in the vibrationprevention device.

-224-
APPENDIX 3.6

NAME High-polymer Damping Material

High-polymer damping material has better

damping performance, it is relatively easy to handle and has a wide range of applications.

2. OBJECTIVE OF USE

3. DEVELOPED BY

4. EXAMPLES OF USE OR TESTS

5. GENERAL VIEW

Free layer type Restrained

extension type

material

Restricting plate_^

Substrate

h2

hi

Shear

Types of application of high-polymer damping material

-225-
6. BASIC STRUCTURE (MATER- (1 ) Free Layer or Extension Type

IAL, SHAPE, ETC.)

The high-polymer viscoelastic layer is laid

on the substrate as a damper. Vibrations of

the substrate are damped using the

elongation of the viscoelastic layer. This

type is available as a sheet or paint.

(2) Restrained Extension Type

The high polymer viscoelastic layer is sandwiched between the substrate and the

restricting plate, making it a three-layer

structure. The damping action is obtained

by shear deformation of the viscoelastic

layer. It is available as a vibro-damping steel

plate where the viscoelastic resin is

sandwiched between the steel plates or is in

the form of an adhesive tape or a sheet.

7. TESTS FOR PERFORMANCE

EVALUATION

8. BASIC PERFORMANCE

1) Material Characteristics Composition of the damping sheet

(sp. gr. 1.35)

Compo- Asph- Rubber Fiber Inorganic

nent alt filler

Content, % 40 10 10 40

-226-
2) Characteristics as a Device

a) Damping properties

uO

u

4S

(A

l/i o

-1

10 c

10"

io- 2 --

10"

Vibro-damping steel plate

Steel plate subjected to damper treatment (damping sheet)

^j- Mn-Cu alloy

Fe-Cr alloy

Cast iron

Mild steel plate

ioDamping performance of different materials

at room temperature

b) Limiting performance

c) Special features

-227-
OTHERS (ITEMS OF CAUTION Types of damping paints

DURING USE, REFERENCES

FOR THIS DEVICE)

Type of material Properties

Bituminous It is a low-cost material with

better workability. The

effect is higher at room

temperature. It can be used

at room temperature in a solvent or may be heat

dried.

Epoxy

A type

B type

Phthalic acid

type

(Phthalates)

Emulsion

Effect is higher at higher

temperature and is most

suitable where heat

resistance is required.

Disadvantages: High cost,

poor workability due to the

mixing work of two

components.

Effect can be observed at temperatures slightly lower

than A type. Disadvantages:

High cost and poor

workability.

It is intermediate to bituminous and epoxy and

is used frequently next

to bituminous material.

Damping effect is highest at temperatures slightly higher

than room temperature.

Maximum effect is seen at normal temperature. It is used at places where heating

is prohibited since it does

not need solvent. Cost low.

-228-
Tg point is low and the

effect is higher in low

temperature region.

Generally, not used as damping material, but PVC

sheets are used as soundproofing materials.

Note: In the case of epoxy, properties change

considerably depending on the type of

hardener used and hence, they are compared after using type A and B hardner.

Noshima, Masahiro, 1984. Sound and

vibration preventing paint, Zairyo Gijutsu,

Vol 2, No. 6, pp. 326-331.

PVC

-229-
APPENDIX 4

RECENT EXAMPLES OF RESPONSE CONTROL STRUCTURES

MENTIONED IN CHAPTER 5

APPENDIX 4.1

NAME OF'BUILDING Yachiyodai Unitika Base Isolation Apartments

GENERAL VIEW, DAMPING

MECHANISM

[Key: 1 - View of the building 2 - View of the damping device]

-230-
DESIGN OBJECTIVE/SPECIAL Six laminated rubber bearings are placed between

FEATURES the column and the foundation, thereby

increasing the fundamental period of the building.

This absorbs considerable energy of the shock

imparted during a medium to large earthquake,

and improves its safety. It also reduces the

response acceleration during an earthquake.

REFERENCES

MINISTRY OF

CONSTRUCTION

Tada et al. 1983. Experiments on base

isolation structures. Part 1-3. Nippon

Kenchiku Gakkai Taikai Gakujutsu Koen

Kogai-shu, September

Tada et al. 1984. Experimental studies on

base isolation structures. Fukuoka Daigaku

So go Kenkyusho-ho, Vol. 70, February.

Tada et al. 1986. Experiments on base

isolation structures. Parts 7-8. Nippon

Kenchiku Gakkai Taikai Gakujutsu Koen

Kogai-shu, August.

Building Center of Japan.

Letters. August.

1987. Building

APPROVAL NO. 55

MONTH AND YEAR November 1982

TECHNICAL APPRAISAL BY

THE BUILDING CENTER OF

JAPAN (BCJ)

Appraisal No.

Appraisal Date

Data Abstract

YEAR OF CONSTRUCTION

BCJ-LC-99; BCJ-D-013

April 23, 1982; August 20, 1982

See attached

November 1982 (start construction). Expected

completion in April 1983

-231-
TECHNICAL APPRAISAL DATA ABSTRACT

BCJ-D-013

YACHIYODAI UNITIKA BASE ISOLATION APARTMENTS

NEW CONSTRUCTION

Base isolation buildings. Designed jointly with Prof. Tada of Fukuoka University.

This is a base isolation apartment building using a combination of laminated rubber

and PC plate friction damper.

DESIGNED BY

STRUCTURAL DESIGN

BUILDING SITE

USE

AREA AND VOLUME

Site Area (A])

Building Area(A2)

Total Floor Area (A3)

Unitika Inc.

Tokyo Kenchiku Kenkyusho Ltd.

BUILDING OUTLINE

9-18 2-chome, Yachiyodai Higashi Machi, Yachiyo

City, Chiba Prefecture

Residential building

233.44 m2

60.18 m2

114.39 m2

Floor Area of Standard 56.07 m2 Floor

Volume Index (A3/A1)

Coverage Index (A2/A1)

Number of Story

Above Ground

Below Ground

Penthouse

49%

26%

-232-
HEIGHT

Eaves Height

Maximum Height

Standard Story Height

Height of First Story

GROUND PROPERTY

Foundation Depth

Soil Property and N Value

6.50 m

7.60 m

3.00 m

3.00 m

Raft foundation. Formation GL-1.15m

GL-m

N value

0-2.8 2.8- 3.9 3.9 - 10.8 10.8 - 12.7

<4 1.4 4-17 25-27

ALLOWABLE BEARING 60t/m2

CAPACITY

12.7

Soil type Fill-bank Surface soil, Fine sand Very find Fine sand

loam loam sand

>50

-233-
"vr"

R. FL

A

L II

-trzr. -! I L.

-J F

-Tl \

1

l i

I I

I .J I ! r=r= -|-

1

1

1

=p-Xjp

1. FL

B. FL

j

B-B

OKI

OK] ©

5.630

?7" "\j

1- -©—

1

7 ^

J

—I

1— ]\

»

6.080 4.280 A-A

© o SI

r i r~o|ia n

6,080 4.280

10.360

El

0

[Key: 1 - Plan 2 - Section A-A 3 - Section B-B 4 - Sectional view of base isolation

device]

-234-
OUTLINE OF THE STRUCTURE

FOUNDATION

Type

Maximum Contact Pressure

(Pile reaction)

MAIN STRUCTURE

Structural Features

Frame Classification

Shear Walls

Columns and Beams

Column-Beam Connection

Floor

Roof

Nonshear Walls

Raft foundation, supported directly on loam type

soil. Penetration depth: GL-1.15 m.

Long-term: 4.81 t/m2

Short term: -

It is a base isolation structure where the Menshin

device is placed between the RC upper structure

and the foundation.

Upper structure - 2 storied rigid frame structure

with shear walls. Menshin device installed

between the upper structure and the foundation

(raft foundation)

RC structure of 150 mm thickness

RC structure: Column—B x D = 450 x 450 common

to each floor; Beam - B x D = 300 x 550 for R, 2 F; 500 x 550 and 600 x 550 for 1 F. RC rigid connection

RC, cast in-situ concrete 120 mm thick

Same as above, t = 120

Exterior wall—same as above, t = 150. Interior

wall—same as above, t = 120, 150 and concrete block

(type A) t = 100.

Fire Coating

-235-
STRUCTURAL DESIGN

BASE ISOLATION DEVICE

Isolator (6 NOS.)

Damping Device

DESIGN DETAILS

Wind-resistant Design

ASEISMIC DESIGN

Zonal Coefficient

Ground Period

Primary Design Period

Design Shear Coefficient, Ci

Along the length

Along the width

Horizontal Seismic Intensity

at the Underground Leval

Seismic Force Bearing Ratio,

%

Along the length

Along the width

Each isolator consists of: Rubber—natural rubber 5

thick x 300 dia (12 layers); Steel plate-SUS 304;

Insertion plate—PL 2 x 300 dia (11 layers); Flange

plate 22 x 500 x 500 SS41 (JIS G 3101 type 2); Base

plate 9 x 500 x 500; Fixing bolt—high tension bolt

F10T (JIS B 1186) M20.

Friction damper—uses the frictional forces acting

between the PC plates for covering dry area and

the retaining walls. For experimental purposes:

(a) elastoplastic spring-type, (b) powdered-type, (c)

frictional-type damping devices can be used.

Design wind pressure: P = CqA; q = 60. Vh

Z= 1.0

Tc = 0.6 sec (category 2 ground)

T = 0.14 sec (supposing fixed foundation)

2F IF

0.244 0.200

0.244 0.200

K= -

Floor

IF 2F

Rigid frame 27 35

Shear wall 73 65

Rigid frame 53 39

Shear wall 47 61

-236-
DYNAMIC ANALYSIS

STRUCTURAL MODELLING

Model Type and Degrees

of Freedom

Fundamental Period

1st mode

2nd mode

N.B. Figures in parentheses

amplitude vibrations.

Restoring-force

Characteristics

Damping Constant

SEISMIC WAVE USED

Seismic waveform,

maximum amplitude,

period of analysis

CALCULATED RESPONSE

Base Isolation Device

Equivalent shear type 3 degrees of freedom model

Along the length Along the width

1.83 sec (0.06 sec) 1.83 sec (0.07 sec)

0.05 sec (0.02 sec) 0.07 sec (0.03 sec)

indicate the fundamental period during small

The upper structure is considered as an equivalent

shear type 3 degrees of freedom model. The spring

constant of the upper structure and that of the

isolator were considered elastic and the RFC

assumed linear.

0.10

a) El Centro NS May 18, 1940 300-450 gal

b) Taft EW July 21, 1952 300-450 gal

c) Hachinohe NS May 16, 1968 300-450 gal

Input acceleration,

cm/sec2

X Direction

Input Wave

Y Direction

Input Wave

Maximum Relative

Displacement, cm

300

14

c)

14

c)

450

21

c)

21

c)

Maximum Shear

Coefficient

300 450

0.17

c)

0.17

c)

0.25

c)

0.25

c)

-237-
Upper Structure

Maximum Accel. Maximum Shear

at Base, cm/sec2 Coefficient at 1st

Story

Input acceleration,

cm/sec2

300 450 300 450

X Direction 168 252 0.17 0.25

Input Wave c) c) c) c)

Y Direction 168 252 0.17 0.25

Input Wave c) c) c) c)

-238-
APPENDIX 4.2

NAME OF BUILDING Okumura-gumi Tsukuba Research Center,

Administrative Wing

GENERAL VIEW, DAMPING

MECHANISM

[Key: 1 - View of the building 2 - View of the damping device]

-239-
DESIGN OBJECTIVE/SPECIAL

FEATURES

REFERENCES

To improve aseismic properties.

To protect the computer and research material

stored.

Academic interest

1. 1986. Doboku Gakkai Nenji Koen Kai,

pp. 1029-1032, November.

2 1986. Nippon Tishin Kogaku Symposium,

pp. 1591-1596, December.

3. 1987. Karyoku Genshiryoku Hatsuden,

Vol. 38, No. 5, pp. 37-47, May.

4. 1987. 9th SMIRT, pp. 687-691 , August.

5. 1987. Nippon Kenchiku Gakkai Taikai, pp.

755-758, October.

MINISTRY OF

CONSTRUCTION

APPROVAL NO.

MONTH AND YEAR

TECHNICAL APPRAISAL BY

THE BUILDING CENTER OF

JAPAN (BCJ)

Appraisal No.

Appraisal Date

Data Abstract

YEAR OF CONSTRUCTION

37 (Ibaraki)

December 1985

BCJ-MEN 2

November 14, 1985

See attached

August 1986

-240-
TECHNICAL APPRAISAL DATA ABSTRACT

BCJ-MEN 2

OKUMURA-GUMI TSUKUBA RESEARCH CENTER ADMINISTRATIVE WING

BASE ISOLATION BUILDING

DESIGNED BY

STRUCTURAL DESIGN

BUILDING SITE

USE

AREA AND VOLUME

Site Area, Ai

Building Area, A2

Total Floor Area, A3

Okumura-gumi Building Construction Division

1. Tokyo Kenchiku Kenkyusho Ltd.

2 Okumura-gumi Building Construction

Division

Information by: Unitika Inc.

BUILDING OUTLINE

387-6, 7 Suka, Osuna, O'ho-cho, Tsukuba, Ibaraki

prefecture

Research Laboratory

10492.31 m2

348.18 m2

1330.1 m2

Floor Area of Standard 327.1 m2

Floor

Volume Index (A3/A1)

Coverage Index (A2/A1)

NUMBER OF STORY

Above Ground

Below Ground

Penthouse

12.7%

3.3%

-241-
HEIGHT

Eaves Height 13.75 m

Maximum Height 14.25 m

Standard Story Height 3.250 m

Height of First Story 3.500 m

GROUND PROPERTY

Foundation Depth Actual GL-1.75 m. Formation GL-2.35 m.

Cast in-site Concrete Pile Pile depth = Actual GL-25.0 m (formation GL-25.6

m)

Soil Property and N Value

GL-m 0-1.1 mm1.1-3.1 3.1-4.5

m

Soil Surface Loam Silty

layer soil Sand

N value - < 5 6

ALLOWABLE PILE Cast in-situ concrete pile (earth drill method)

RESISTANCE

800 dia

1100 dia

1200 dia

1400 dia

4.5-6.1 6.1-18.6 18.6- >23.5

m m 23.5 m

m

Silt Fine Silt Fine

Sand Sand

13-40 9-19 > 50

-110 t/pile (long-term) - 205 t/pile (long-term) - 235 t/pile (long-term)

-- 320 t/pile (long-term)

-242-
vi—

i L

Baa* —Vf 5'

20400- 15000 1 Sectional view

First floor plan

Details of base isolator 11-, 12 Details of damper ll11 iffi

4\

i a S lnfnl — 1; L . lajg- 13T.j f a

a

"fol" Jajal

20400

0 8--

Arrangement of » 9 base isolation 8 10 devices

13

Key: 1 - WC

2 - Administration office

3 - Guest room

4 - Lobby

5 - Store room

6 - Terrace

7 - Office

8 - Isolator 500dia 25mos

9-Juck 28nos

10 - Damper 12nos

11 - Stud bolt

12 - Nut

13 - High tension bolt

14 - Rod

-243-
OUTLINE OF THE STRUCTURE

FOUNDATION

Type

Maximum Contact Pressure

(File reaction)

Structure is supported on a cast in-situ concrete

piles resting in a fine sand layer 23.5 m below GL

MAIN STRUCTURE

Structural Features

Frame Classification

Shear Walls

Columns and Beams

Column-Beam Connection

Floor

Roof

Nonshear Walls

800 dia

1100 dia

1200 dia

1400 dia

Long-term

91

1

200

1

234

302

1

Short-term

138

1

257

295

1

309

It is a base isolation structure where the base

isolation device is placed between the RC upper

structure and the foundation.

RC rigid frame and RC shear wall

RC structure

RC structure: Column~B x D = 600 x 600, 1150, B x D = 500 x 700-1100; Beam-B x D = 300, 450 x 700;

700, 1000 x 550; Concrete-FC-225; Steel barsdeformed bars SD30, SD 35 (JIS G 3112)

RC rigid connection

RC structure, cast in-situ

Same as above

Exterior wall—same as above; Interior wallconcrete block (type C) t = 120, t = 150

Fire Coating

-244-
STRUCTURAL DESIGN

BASE ISOLATION DEVICE

Isolator (25 NOS.) Each isolator consists of: Rubber—natural rubber 7

thick x 500 dia (14 layers); Steel plate-SPCC (JIS G

3141); Insertion plate-PL 3.2 x 510 dia (13 layers);

SS41 (JIS G 3101, type 2); Flange plate PL - 16 x 520

dia + PL - 19 x 600 x 600; Base plate-PL - 19 x 700 x

700; Fixing bolts-Medium strength bolt-SS41 (JIS

B 1180) M30; High tension bolt-FlOT (JIS B 1186)

M12

Damping Device (12 sets)

DESIGN DETAILS

Wind-resistant Design

ASEISMIC DESIGN

Zonal Coefficient

Ground Period

Primary Design Period

Per set Steel rod~S 20 C (JIS 051). Steel rod loop 50 dia

(loop dia 550, 4 nos.)

Steel plate-SS41 (JIS G 3101 type 2).

Base plate PL - 32 x 480 x 480.

Fixing bolt-Medium bolt: SS41 (JIS B 1180) M30

Design wind pressure: P = CqA; q = 60 Vh

Z= 1.0

Tc = 0.6 sec (category 2 ground)

T = 1.4 sec (for small deformation)

T = 2.1 sec (for large deformation)

Design Shear Coefficient, Ci X direction 0.15 for each floor (for medium

earthquake); Y direction for each floor (for

medium earthquake)

Horizontal Seismic Intensity K = —

at the Underground Level

Seismic Force Bearing Ratio, X direction Rigid frame 70-74%

% Shear wall 26-30%

Y direction Rigid frame 10-45%

Shear wall 55-90%

-245-
DYNAMIC ANALYSIS

STRUCTURAL MODELLING

Model Type and Degrees of Equivalent shear type 5 degrees of freedom model

Freedom

Fundamental Period

1st mode

2nd mode

X direction

2.1 sec (1.4 sec)

0.3 sec

Y direction

2.1 sec (1.4 sec)

0.2 sec

N.B. Figures in parentheses

amplitude vibrations.

Restoring-force

Characteristics

Damping Constant

SEISMIC WAVE USED

Seismic waveform,

Maximum Amplitude,

Period of Analysis

indicate the fundamental period during small

The upper structure is elastic (linear).

Isolator of the base isolation device has elastic

properties while the damping device shows

elastoplastic properties (bilinear).

With respect to the primary vibrations during

small deformation it is 0.03.

a) El Centro NS 1940

b) Taft EW 1952

c) Hachinohe NS 1968

Acceleration amplitude 300 cm/sec2

, 450 cm/sec2.

-246-
RESPONSE ANALYSIS

Base Isolation

Maximum Relative Maximum Shear

Displacement, cm Coefficient

input acceleration, 300 450 300 450

cm/sec2

X Direction 11.6 17.5 0.15 0.20

Input Wave b) c) b) c)

i uirection 12.0 17.9 0.15 0.21

Input Wave b) c) b) c)

Upper structure

Maximum Accel. Maximum Shear

at Base, cm/sec2 Coefficient at 1st

Story

Input acceleration, 300 450 300 450

cm/sec2

X Direction 145 189 0.15 0.21

Input Wave b) c) b) c)

Y Direction 146 196 0.15 0.21

Input Wave b) c) b) c)

-247-
NAME OF BUILDING

APPENDIX 4.3

Obayashi-gumi Technical Research Center

Laboratory No. 61

GENERAL VIEW, DAMPING

MECHANISM

rr-r r T~ m

[Key: 1 - View of the building 2 - View of the damping device]

-248-
DESIGN OBJECTIVE/SPECIAL To build a modern research and development

FEATURES center in a base isolation building

REFERENCES 1. 1984. Studies on base isolation in

structures. Parts 1-4. Nippon Kenchiku

Gakkai Taikai.

Z 1985. Studies on base isolation in

structures. Parts 5-8. Nippon Kenchiku

Gakkai Taikai.

3. 1986. Studies on base isolation in

structures. Parts 9-12. Nippon Kenchiku

Gakkai Taikai.

4. 1987. Studies on base isolation in

structures. Parts 13-16. Nippon Kenchiku

Gakkai Taikai.

5. 1987. Studies on base isolation in

structures. Part 3. Design outline of the

Hi-tech R&D Center and the experiments

for performance evaluation.

MINISTRY OF

CONSTRUCTION

APPROVAL NO.

MONTH AND YEAR

TECHNICAL APPRAISAL BY

THE BUILDING CENTER OF

JAPAN (BCJ)

Appraisal No.

Appraisal Date

Data Abstract

YEAR OF CONSTRUCTION

80 (Tokyo)

February 1986

BCJ-MEN 3

February 8, 1986

See attached

August 1986

-249-
DESIGNED BY

TECHNICAL APPRAISAL DATA ABSTRACT

BCJ-MEN-3

OBAYASHI-GUMI TECHNICAL RESEARCH CENTER

LABORATORY NO. 61

BASE ISOLATION BUILDING

Obayashi-gumi Ltd.

BUILDING SITE

USE

AREA AND VOLUME

Site Area, Ai

Building Area, A2

Total Floor Area, A3

BUILDING OUTLINE

640, 4-chome, Shimo-Kiyoto, Kiyose City, Tokyo

Laboratory

69,859.85 m2

351.92 m2

1623.89 m2

Floor Area of Standard 328.75 m2

Floor

Volume Index (A3A1) 25.89%

Coverage Index (A2/A1) 16.11%

Number of Story

Above Ground 5

Below Ground 1

Penthouse -

HEIGHT

Eaves Height 21.85 m

Maximum Height 22.8 m

-250-
Standard Story Height 2F -- 4.3 m

3, 4F - 4.2 m

5F -- 3.9 m

Height of First Story 4.30 m

GROUND PROPERTY

Foundation Depth Formation GL-1.755 m

PHC Pile Pile depth, Formation GL-7.0 m

Soil Property and N Value

GL-m 0 - 0.7 m 0.7 - 6.2 m > 6.2 m

Soil tvoe Fill-bank Loam Gravel

N value — 2-3 >50

ALLOWABLE ilL/LjV r T lily ui^ PILE X -L J—< Ji PHC X X X > . nilp L' lit (Tvop \ A V t lAV y B)L/ / rpmpnt wt11 ivlll proutinp' *—' »* till C. mpthod 11 It LI 1 V-» ^1 RESISTANCE (method approved by Ministry of Construction

under the regulation of Article 38 of Building

Standard Law)

450 dia 66 t/pile (long-term)

132 t/pile (short-term)

-251-
[Key: 1 - Inspection gangway 2 - Laboratory 3 - Plan 4 - Figure showing

arrangement of base isolation device 5 - Passage 6 - Hall 7 - Damper 8 - Laminated rubber 9 - Equipment platform 10 - Piping frame 11 - Peripheral room

12 - Computer room 13 - Pit 14 - Sectional view 15 - First floor beam 16 - Standard

laminated rubber 17 - Spherical slide bearing 18 - Special steel rod 32 dia 19 - Foundation beam 20 - Section A-A 21 - Details of base isolation device 22 - Laboratory]

-252-
OUTLINE OF THE STRUCTURE

FOUNDATION

Type

Maximum Contact Pressure

(Pile reaction)

MAIN STRUCTURE

Structural Features

Frame Classification

Shear Walls

Columns and Beams

PHC pile supported directly in fine sand layer at GL-6.2 m

Long Term Short Term

PHC pile (type A,B)

450 dia

Side column

Corner column

62

1

56 t

65 t 102

1

Column-Beam Connection

Floor

Roof

Nonshear Walls

It is a base isolation structure where the Menshin

device is placed between the RC upper structure

and the foundation.

X direction: RC rigid frame; Y direction: RC rigid

frame and shear wall

RC structure

RC structure; Column»B x D = 600 x 550, 650 x 550;

Beam--B x D = 300, 450 x 700; 300, 450, 500 x 800;

Concrete~Fc = 270; Steel bars: deformed bars--

SD30, SD35(JISG3112)

RC rigid connection

PRC rib slab, PRC flat slab (cast in-situ concrete

structure)

PRC rib slab (cast in-situ RC structure)

Exterior wall~ALC plate; Interior wall-Glass fiber

reinforced foam gypsum plate

Fire Coating

-253-
STRUCTURAL DESIGN

BASE ISOLATION DEVICE

Laminated Rubber (14 NOS.)

Steel Rod Damper (96 sets)

DESIGN DETAILS

Wind-resistant Design

ASEISMIC DESIGN

Zonal Coefficient

Ground Period

Primary Design Period

Period, T, sec

Design Shear Coefficient, Ci

Horizontal Seismic Intensity

at the Underground Level

Seismic Force Sharing

Ratio, %

Each consists of: Rubber—natural rubber 4.4 thick x 740 dia (61 layers); Steel plate: insertion plate—

SS41 (JIS G 3101) PL - 2.3 x 740 dia (60 layers);

Flange plate-SS41 (JIS G 3101); PL - 24-30 x 985 (top

and bottom); Fixing bolt-H.T.B. F10T (JIS B 1186)

M24

Each set consists of: Steel rod—SCM 435 (JIS G

4105) 3 span continuous beam (span 20 cm, 45 cm,

20 cm); Bearing-SUJ2 (JIS H 4805) or HBsC (JIS H

5102), SUS 420J (JIS G 4303); Steel plate~SS41 (JIS G

3101); Base plate 4 PL - 19 x 230 x 360; Fixing boltPC steel rod type A (JIS G 3109) 4 numbers, 13 dia.

Design wind pressure: P = CqA; q = 60 Vh

Z= 1.0

Tc = 0.6 sec (category 2 ground)

X direction for small deformation 1 .33

X direction for large deformation 3.12

Y direction for small deformation 1 .24

Y direction for large deformation 3.08

Floors

IF 3F 5F

X,Y direction 0.15 0.20 0.253

Distribution pattern As per dynamic analysis

K = -

X direction

Y direction

Rigid frame 100%

Shear Frame 100%

-254-
DYNAMIC ANALYSIS

STRUCTURAL MODELLING

Model Type and Degrees of 6 Degrees of freedom model:

Freedom

Incident Incident

velocity

25 cm/sec

velocity

50 cm/sec

X direction Bending

shear type

Equivalent

shear type

Y direction Bending

shear type

Bending

shear type

Fundamental Period

X direction Y direction

1st mode 3.12 sec (1.33 sec) 3.08 sec (1.24 sec)

2nd mode 0.42 sec (0.39 sec) 0.25 sec (0.25 sec)

N.B. Figures in parentheses indicate the fundamental period when the damper is elastic (6y = 3.04 cm).

Restoring-force

Characteristics

The upper structure: X direction~D tri-linear type.

Y direction—linear.

Base isolation device: Laminated rubber is linear

when the steel rod damper is perfect elastoplastic

(bi-linear).

Damping Constant Upper structure: with respect to the primary

vibrations 0.02; laminated rubber: 0.01 (input at 25

cm/sec), 0.02 (input at 50 cm/sec)

-255-
SEISMIC WAVE USED

Seismic waveform,

Maximum Amplitude,

Period of Analysis

Input velocity

a) ElCentro

1940 NS

b) Taft 1952 EW

c) Hachinohe

1968NS

d) Hachinohe

1968EW

e) GM 850 ELA

f) GM 850 HAA

RESPONSE ANALYSIS

25 cm/sec 50 cm/sec

254 cm/sec2 508 cm/sec2

216

213

144

336

329

432

426

287

672

658

Base Isolation Device

Maximum Accel.

Displacement, cm

Maximum Shear

Coefficient

Input velocity, cm/sec 25

X Direction 11.7

Input Wave d)

Y Direction 11.1

Input Wave d)

Upper Structure

X Direction

Input Wave

50

23.3

d)

23.4

d)

Maximum Accel,

at Base, cm/sec2

Input velocity, cm/sec 25

220

d)

50

267

a)

Y Direction

Input Wave

184

f)

276

c)

25

0.122

d)

0.120

d)

50

0.172

d)

0.172

d)

Maximum Shear

Coefficient at 1st

Story

25

0.135

d)

0.134

d)

50

0.182

c)

0.189

c)

-256-
APPENDIX 4.4

NAME OF BUILDING Oiles Industries Technical Center (TC Wing)

GENERAL VIEW, DAMPING

MECHANISM

[Key: 1 - View of the building 2 - View of the damping device]

-257-
DESIGN OBJECTIVE/SPECIAL It uses laminated rubber with lead plug (LRB) for

FEATURES the base isolation effect, improving the aseismic

properties during earthquake. This ensures safety

of residents and increases economical value of

building. The aseismic design criteria include:

To restrict the response of building to elastic limits so that the structure becomes hazard free.

To keep the response acceleration of each floor

below ground acceleration, thus improving the

safety of life, machinery, equipment, etc. during

strong earthquakes (surface velocity 50 cm/sec - corresponding to severe earthquake as specified in

Building Standard Law)

REFERENCES 1. 1987. Nippon Kenchiku Gakkai Taikai,

pp. 775-776.

2 1987. Nippon Kenchiku Gakkai Taikai,

pp. 777-778.

3. 1987. Nippon Kenchiku Gakkai Taikai,

pp. 779-780.

4. 1987. Nippon Kenchiku Gakkai Taikai,

pp. 781-782.

5. 1987. Nippon Kenchiku Gakkai Taikai,

pp. 793-784.

MINISTRY OF

CONSTRUCTION

APPROVAL NO. 21 (Kanagawa)

MONTH AND YEAR April 1987

-258-
TECHNICAL APPRAISAL BY

THE BUILDING CENTER OF

JAPAN (BCJ)

Appraisal No.

Appraisal Date

Data Abstract

YEAR OF CONSTRUCTION

BCJ-MEN 4

March 8, 1986

See attached

February 1987

-259-
TECHNICAL APPRAISAL DATA ABSTRACT

BCJ-MEN 4

GILES INDUSTRIES, FUJISAWA PLANT, TC WING

BASE ISOLATION BUILDING

DESIGNED BY

STRUCTURAL DESIGN

BUILDING SITE

USE

AREA AND VOLUME

Site Area

Building Area

Total Floor Area

Yasui Building Designers Co., Ltd.

Oiles Industries

Yasui Building Designers Co., Ltd.

Sumitomo Kensetsu Ltd.

BUILDING OUTLINE

8, Kirihara machi, Fujisawa city, Kanagawa

prefecture

Research Center, Laboratory and Office

29753.3 m2

Existing-1 1309.6 m2

; Planned--1 136.5 m2

; Total12446.1 m2.

Existing--1 5944.9 m2

; Planned--4765.4 m2

; Total20710.3 m2.

Fl oor Area of Standard 1107.5 m2 Floor

Volume Index

Coverage Index

Number of Story

Above Ground

Below Ground

Penthouse

70%

41.9%

-260-
HEIGHT

Eaves Height

Maximum Height

Standard Story Height

Height of First Story

GROUND PROPERTY

Foundation Depth

Pile Tip Depth

Soil Property and N Value

21.200 m

21.950 m

2F 4.0 m; 3F 3.85 m; 4F 3.55 m; 5F 4.00 m

5.60 m

GL-2.815m

Gl-1 6.725 to 18.715 m

GL-m 0.0 -0.7 m 0.7 -15.5 m 15.5 - 25 m 25.0 - 26.0 m >26.0

Soil layer Surface soil Loam Gravel Fine sand Gravel

N value - 2-15 >60 >60 >60

ALLOWABLE

PILE RESISTANCE

Cast in-situ concrete pile (earth drill method)

Long-term

1200 dia - 280 t/pile

1300 dia - 330 t/pile

1400 dia -- 385 t/pile

1500 dia - 440 t/pile

1600 dia - 500 t/pile

Short-term resistance is twice the long-term

resistance.

-261-
[Key: 1 - Balcony 2 - Lobby 3 - Laboratory 4 - Exit 5 - Machinery room 6 - EV

shaft 7 - Sectional view 8 -Plan of 2F 9 -Upper part 10 -Nut 11 - Upper footing

lower level 12 - Upper anchor plate 13 - Upper fixing plate 14 -Stud 15 -Dowel

pin 16 - Anchor bolt 17 - Lower footing 18 - Lower fixing plate, lower anchor plate

19 - Lead plug 20 - Lower footing level 21 - Diameter of LRB]

-262-
OUTLINE OF THE STRUCTURE

FOUNDATION

Type

Maximum Pile Reaction

MAIN STRUCTURE

Structural Features

Frame Classification

Shear Walls

Columns and Beams

Long -term Short-term

246

1

442

1

302 475

327 546

369 427

406 578

Cast in-situ concrete pile (earth drill method)

supported on gravel layer at GL-15.5 m

Pile resistance

1200 dia

1300 dia

1400 dia

1500 dia

1600 dia

It is a base isolation structure where the LRB base

isolation device is placed between the RC structure

and the foundation.

X direction (spanwise direction)—RC rigid frame

and RC shear wall

Y direction (longitudinal direction)—RC rigid

frame and RC shear wall

RC structure

RC structure; Column-B x D = 700 x 700 to 550 x

550; Beam~X direction B x D =450 x 960 to 350 x

600; Y direction 400 x 900 to 350 x 600; ConcreteCommon concrete, FC = 210 kg/cm2

; Steel barsDeformed bars SD30B, SD35 (JIS G 3112)

Column-Beam Connection RC rigid connection

Floor RC structure, cast in-situ slab

Roof Same as above

Nonshear Walls Exterior wall—RC structure; Interior wall—RC

structure and light gauge steel frame with board

finishing

Fire Coating

-263-
STRUCTURAL DESIGN

BASE ISOLATION DEVICE

LRB Base Isolation Device Each LRB device consists of: Rubber—natural

rubber 10 thick x 24 layers; Inner steel plate—SPCC

(JIS G 3141) 3 mm thick x 23 layers; Outer steel

plate--SS41 (JIS G 3101) 22 mm thick x 2 layers at top and bottom

LRB outer dia Material used and specifications

Lead plug Steel

JIS H 2105 Fixing Dowel Anchor Headed

Purity bolt pin bolt stud

99.99%

SS41 (JIS G 3101) JIS B 1198

650 130 dia 25 x 1050* 4-55* 6-32* 10-19*

700 140 dia 25x1100* 4-65* 8-32* 12-19*

700 25 x 1100* 4-65* 8-32* 12-19*

750 150 dia 25 x 1170* 4-80* 8-36* 12-19*

800 160 dia 25 x 1220* 4-90* 8-36* 12-19*

Thickness of the rubber coating at the top and bottom of LRB is 5 mm. Thickness of

the rubber coating on the side is 10 mm. LRB height 36.6 cm.

DESIGN DETAILS

Wind-resistant Design

ASEISMIC DESIGN

Zonal Coefficient

Ground Period

Primary Design Period

Design wind pressure: P = CqA; q = 60. Vh (h < 16

m);q=120 Vh (h > 16 m)

Z=1.0

Tc = 0.6 sec (category 2 ground)

T = 0.424 sec (X direction)

T = 0.424 sec (Y direction)

-264-
Design Shear Coefficient, Ci X direction 0.2 for each floor; Y direction 0.2 for

each floor

Horizontal Seismic Intensity First Floor Foundation floor

at the Underground Level

X direction 0.2 0.34

Y direction 0.2 0.34

Seismic Load Sharing, %

5F 4F 3F 2F IF

X direction Rigid frame

Shear wall

4.3

95.7

37.4

62.6

20.7

79.3

25.4

74.6

9.1 90.9

Y direction Rigid frame

Shear wall

0.0

100.0

50.1

49.9

27.5

72.5

33.2

66.8

24.6

75.4

-265-
DYNAMIC ANALYSIS

STRUCTURAL MODELLING

Model Type and Degrees of 6 degrees of freedom shear-type elastoplastic

Freedom model

Fundamental Period

Based on elastic

rigidity at 50% LRB

deformation

Based on equivalent

rigidity at 50% LRB

deformation

Based on equivalent

rigidity at 100% LRB

deformation

X

Y

Ti = 0.895

T2 = 0.137

Ti = 0.908

T2 = 0.176

Ti = 1.777

T2 = 0.138

Ti = 1.783

T2 = 0.180

Ti = 2.143

T2 = 0.138

Ti = 2.148

T2 = 0.180

Restoring-force

Characteristics

Damping Constant

SEISMIC WAVE USED

The upper structue: tri-linear based on loadinterfloor displacement curve for each floor under

gradually increasing load conditions

LRB: modified bi-linear after considering their

dependence on deflection

For upper structure h = 3%; for LRB h = 0%

Seismic waveform,

Maximum Amplitude,

Period of Analysis

Input velocity 5 cm/sec 50 cm/sec

a) El Centro 1940 NS 51 cm/sec2 511 cm/sec2 b) Taft 1952 EW 50 496

c) Hachinohe 1968 NS 40 403

d) Hachinohe 1968 EW 27 267

e) KT008 (B2F)* 1960 NS 23 230

f) AW-1** 40 401

g) AW-2*** 33 328

*Wave near the site; **Man-made seismic wave

for category 1 ground; ***Man-made seismic wave

for category 2 ground.

-266-
RESPONSE ANALYSIS

Base Isolation Device

Maximum Accel. Maximum Shear

Displacement, cm Coefficient

Input velocity, cm/sec 5 50 5 50

X Direction 0.8 22.6 0.038 0.21

Input Wave a) g) a) g)

Y Direction 0.8 22.3 0.039 0.21

Input Wave e) d) e) g)

Upper Structure

Maximum Accel. Maximum Shear

at Base, cm/sec2 Coefficient at 1st

Story

Input velocity, cm/sec 5

X Direction 55.1

Input Wave a)

Y Direction 66.3

Input Wave a)

50 5 50

223.3 0.043 0.217

g) a) g)

234.4 0.048 0.217

c) a) g)

-267-
NAME OF BUILDING

GENERAL VIEW, DAMPING

MECHANISM

APPENDIX 4.5

Takenaka Komuten Funabashi Taketomo

Dormitory

[Key: 1 - View of the building 2 - View of the damping device]

FEATURES

DESIGN OBJECTIVE/SPECIAL This is a bachelors' dormitory (for 54 persons) - a

three-story RC building.

Being a base isolation structure, seismic input is reduced. The aim is to construct residential

premises with floor planning flexibility (decrease

in the number of shear walls).

REFERENCES 1. 1987. Kenchiku Gijutsu, June.

2. 1987. Building Letters, August.

3. 1987. Kenchiku Hozen, No. 52.

4. 1987. Nippon Kenchiku Gakkai Taikai . October.

-268-
MINISTRY OF

CONSTRUCTION

APPROVAL NO.

MONTH AND YEAR

TECHNICAL APPRAISAL BY

THE BUILDING CENTER OF

JAPAN (BCJ)

Appraisal No.

Appraisal Date

Data Abstract

YEAR OF CONSTRUCTION

43 (Chiba)

June 1986

BCJ-MEN 5

April 15, 1986

See attached

June 1986 to March 1987

-269-
DESIGNED BY

BUILDING SITE

USE

AREA AND VOLUME

Site Area

Building Area

Total Floor Area

TECHNICAL APPRAISAL DATA ABSTRACT

BCJ-MEN 5

FUNABASHI TAKETOMO DORMITORY

BASE ISOLATION BUILDING

Takenaka Komuten

Tokyo Building Construction Division

BUILDING OUTLINE

1450, 1-chome kaijin-minami, Funabashi city,

Chiba prefecture

Dormitory

1663.27 m2

719.28 m2

1530.20 m2

Floor Area of Standard if _ 389.25 m2

Floor

Volume Index

Coverage Index

Number of Story

Above Ground

Below Ground

Penthouse

2F-- 551.72 m2

3F -- 589.23 m2

91.9%

43.24%

-270-
HEIGHT

Eaves Height 10.995 m

Maximum Height 10.995 m

Standard Story Height 2F -- 2.800 m

3F - 2.900 m

Height of First Story 3.250 m

GROUND PROPERTY

Foundation Depth GL-0.700 m

Pile Tip Depth Gl-24.000 m

Soil Property and N Value

GL-m 0.0-1.7 1.7-6.6 6.6-12.9 12.9-22.9 22.9-29.6 29.6-40.3

Soil layer Fill bank Fine sand, Fine sand Fine sand, Fine sand Fine sand,

silt Hard clay clay

N value 6 1 -5 23-50 11-37 > 50 30 - 50

ALLOWABLE PILE Cast in-situ RC pile (earth drill method)

RESISTANCE

Long-term resistance 1100 dia = 205 t/pile; 1200 dia = 240 t/pile.

Short-term resistance is assumed twice the longterm value.

-271-
36001 6200 6200 3600 44400 =

Joo) . i.lool 9000—=13600

16200-

•j>

-1080 1400

1500-

[Key: 1- Porch 2 -Windshield 3 -Mail boxes 4 -Lounge 5 -Pantry 6 -Kitchen

7 - Dormitory room 8 - Roof-top garden 9 -Japanese style (matted) room 10-

Meetingroom 11 -Living room 12 - Dining room 13 - Dining room 14 - Plan of first floor 15 - Sectional view 16 - Laminated rubber 17- Flange plate 18 -Machinery

room 19 - Insertion plate (steel plate) t = 2.2 20 - Rubber t = 5.8 21 - Viscous damper

22 - Resistance plate 23 - Viscous material]

-272-
OUTLINE OF THE STRUCTURE

FOUNDATION

Type

Maximum Pile Reaction

MAIN STRUCTURE

Structural Features

Frame Classification

Shear Walls

Columns and Beams

Cast in-situ concrete pile supported on fine sand

layer at GL-25 m

1100 dia

1200 dia

Long -term Short-trem

198 t/pile 226 t/pile

235 t/pile 275 t/pile

Column-Beam Connection

Floor

Roof

Nonshear Walls

It is a base isolation structure wherin the Menshin

device consisting of laminated rubber bearing and

viscous damper is placed between RC upper

structure and foundation

X direction (longitudinal direction)—RC rigid

frame with RC shear wall;

Y direction (spanwise direction)~RC rigid frame

and RC shear wall

RC structure

RC structure. Column ~ B x D = 700 x 700 to 400 x

500; Beam ~ B x D = 450 to 575 x 850 and 350 x 600.

Concrete: Upper structue—Common concrete FC =

300 kg/cm2 (above first floor); pile, foundation — Common concrete FC = 210 kg/cm2 . Steel barsdeformed bars SD30, SD35 (JIS G 3112)

RC rigid connection

RC structure, cast in-situ slab

Same as above

Exterior wall—RC structure; interior wall—RC

structure and quasi fire-proofing partition wall

Fire Coating

-273-
BASE ISOLATION DEVICE

Laminated Rubber

Outer diameter of

laminated rubber

670 dia 790 dia

Inner rubber

Outer rubber

Inner steel plate

(insertion plate)

Outer steel plate

(flange plate)

Fixing plate

Fixing bolt

Natural rubber

7mm thick 8 mm thick

19 layers 18 layers

Special synthetic rubber

8 mm thick

SPHC CIS G 3131) or SPCC (JIS G 3141)

3mm thick 3 mm thick

18 layers 17 layers

SS41 (JIS G 3101

30 mm thick x 2 plates

(top, bottom)

SS41 (JIS G 3101)

6 x 670 dia 6 x 790 dia

SS41 (JIS G 3101)

8 x 30 dia 8 x 36 dia

Height of rubber

portion

187 mm 195 mm

Viscous Damper (Base Per set of viscous damper: Viscous material —

Isolation Device) Butane-based high polymer; Resistance plate—SS41

(JIS G 3103) 12 x 680 dia; Resistance plate support

and container for viscous material—SS41 (JIS G

3101); Fixing plate-SS41 (JIS G 3101); Fixing bolt

and anchor bolt-SS41 (JIS G 3101) 8 - 24 dia; Gap

between the resistance plate and the bottom plate—

10 mm

-274-
DESIGN DETAILS

Wind-resistant Design Design wind pressure: P = CqA; q = 60 v'h (h < 16 )

ASEISMIC DESIGN

Zonal Coefficient Z= 1.0

Ground Period Tc = 0.6 sec (category 2 ground)

Design Primary Period X direction T = 2.09 sec Y direction T = 2.10 sec

Design Shear Coefficient, Ci

3F

Floor

2F IF

X, Y direction 0.18 0.165 0.150

Distribution pattern 1.0 1.1 1.2

Horizontal Seismic Intensity

at the Underground Level

X, Y direction: Foundation floor, 0 1

Seismic Load Sharing, %

3F

X directon

Rigid frame 122.6

shear wall -22.6

Floor

2F

73.4

26.6

IF

100.0

0

Y direction

Rigid frame 73.2

shear wall 26.8

20.9

79.1

100.0

0

-275-
DYNAMIC ANALYSIS

STRUCTURAL MODELLING

Model Type and Degrees

of Freedom

Fundamental Period

X direction

Y direction

Restoring-force

Characteristics

Damping Constant

5-degree-of-freedom model. Equivalent shear

type, rocking sway elastoplastic model.

Mode 1

2.09

2.10

Mode 2

0.27

0.28

Mode 3

0.15

0.16

Mode 4

0.10

0.12

Upper structure: tri-linear based on the elastoplastic analysis of load-interfloor displacement

curve under gradually increasing horizontal

loading.

Laminated rubber: linear

For upper structure h = 3%, for forward motion of

lower structure hi = 5%,. for rotational motion

hi = 3%. For base isolation device hi = 8% (mean

temperature 25°C)

SEISMIC WAVE USED

Seismic waveform,

Maximum Amplitude,

Period of Analysis

Input velocity

a) El Centro 1940 NS

b) Taft 1952 EW 227

c) Tokyo 101 1952 NS 264

d Hachinohe 1968 NS 189

25 cm/sec 50cm/sec

207 cm/sec2 414 cm/sec2

454

528

377

-276-
RESPONSE ANALYSIS

Base Isolation Device

Maximum Accel. Maximum Shear

Displacement, cm Coefficient

Input velocity, cm/sec 25 50 25 50

X Direction 12.4 23.4 0.12 0.23

Input Wave d) d) d) d)

Y Direction 12.4 23.0 0.12 0.22

Input Wave d) d),a) d) a)

Maximum Accel. Maximum Shear

at Base, cm/sec2 Coefficient at 1st

Story

Input velocity, cm/sec 25 50 25 50

X Direction 116.1 224.4 0.12 0.12

Input Wave d) a) d) d)

Y Direction 114.8 215.7 0.22 0.22

Input Wave d) a) d) d)

-277-
APPENDIX 4.6

NAME OF BUILDING Kajima Kensetsu Technical Research Center,

Acoustic Laboratory, West-Chofu city

GENERAL VIEW, DAMPING

MECHANISM

[Key: 1 - View of the building 2 - View of the damping device]

-278-
DESIGN OBJECTIVE/SPECIAL To reduce the acceleration response during

FEATURES medium to large earthquakes (base isolation)

REFERENCES

Intercept normal external vibrations (vibrationprevention)

To prevent sway due to wind

1. 1987. Development of base isolation and

vibration-prevention methods in

buildings. (Parts 6-7). Nippon Kenchiku

Gakkai Taikai pp. 785-789.

2 1987. Vibration-prevention properties of

base isolation buildings. Nippon Kenchiku

Gakkai Taikai, pp. 67-68.

3. 1987. Development of base isolation and

vibration prevention methods in

buildings. (Parts 3-4). Kajima Giken

Nenpo, pp. 79-92.

4. 1986. Tests for evaluation of vibration

properties of base isolation buildings. 7th

Tishin Kogaku Symposium, pp. 1633-1638

MINISTRY OF

CONSTRUCTION

APPROVAL NO. 210 (Tokyo)

MONTH AND YEAR June 1986

TECHNICAL APPRAISAL BY

THE BUILDING CENTER OF

JAPAN (BCJ)

Appraisal No. BCJ-MEN 6

Appraisal Date May 15, 1986

Data Abstract See attached

YEAR OF CONSTRUCTION July 1986

-279-
TECHNICAL APPRAISAL DATA ABSTRACT

BCJ-MEN 6

KAJIMA CONSTRUCTIONS TECHNICAL RESEARCH CENTER,

ACOUSTIC LABORATORY

WEST-CHOFU CITY

BASE ISOLATION BUILDING

DESIGNED BY

BUILDING SITE

USE

AREA AND VOLUME

Site Area

Building Area

Total Floor Area

Kajima Kensetsu Ltd., Building Construction

Division

BUILDING OUTLINE

1-36, 1-chome Tamagawa, Chofu city, Tokyo

Research Laboratory

13473.01 m2

Existing--3308.28 m2

; Planned--379.10 m2; Total3687.38 m2.

Existing-7211.95 m2

; Planned--655.99 m2; Total7867.94 m2.

Floor Area of Standard IF - 379.10 m2

; 2F -- 276.89 m2

Floor

Volume Index

Coverage Index

Number of Story

Above Ground

Below Ground

Penthouse

58.4%

27.3%

-280-
HEIGHT

Eaves Height 10.20 m

Maximum Height 10.90 m

Standard Story Height IF -- 6.00 m

2F -- 4.00 m

Depth of Dry Area 2.00 m

GROUND PROPERTY

Foundation Depth GL-2.40 m

Pile Tip Depth Gl-10.0 m

Soil Property and N Value

GL-m 0.0-4.5 4.5-7.0 7.0-9.0 >9.0

Soil layer Loamy clay with Clayey fine sand Sandy soil Gravel

gravel with gravel

N value 0.7 - 5.0 0.8 - 7.0 2.6 - 7.0 > 5.0

ALLOWABLE PILE Cast in-site RC pile (deep foundation method)

RESISTANCE

Long-term resistance 1400 dia~230 t/pile

1600 dia~300 t/pile

Short-term resistance is twice the long-term value.

-281-
OP

-3225 6000 —6000 —6000—6225-

30450 FIRST FLOOR PLAN

Ck sectional view

LAMINATED RUBBER BEARING

O BO o

USD

_g D

E 330

J L "oe 'or

>l too

,„ I,-;,.; ! ,- j,.,,-! „.„,.,.: ,. ». J (QLRB 165ton

6225 6000 6000 6000 6225 i O LRB lOOton E Fail safe

e Damper 30450i ARRANGEMENT OF BASFT ISOLATION DEVICES

/ t FAIL

STEEL ROD DAMPER^

500

1080

[Key: Laboratory 2 - Reverberation room 3 - Anechoic room 4 - Clearance 15mm 5

- Concrete block 6 - Bolts for height adjustment 7 - Anchor bolt 8 - Flange 9 - Rubber 10 - Insert plate 1 1 - Rubber 38mm x 6 layers, Insert plate 6mm x 5 layers 1

2

- Steel ball (r = 70) 13 - Catolog No KA100V20A 14 - Sound insulation holder 15-

Rubber layer (hardness 50, thickness 15) 16 - Deformation guide 17 - Damper axis

18 - Radius of curvature of deformation guide 19 - Anchor bolt 20 - Reinforced

concrete guide block 21 - Effective height]

-282-
OUTLINE OF THE STRUCTURE

FOUNDATION

Type

Maximum Pile Reaction

MAIN STRUCTURE

Structural Features

Frame Classification

Shear Walls

Columns and Beams

Cast in-situ concrete pile supported on gravel layer

at GL-10.0 m

1400 dia

1600 dia

Long -term Short-term

212 t/pile 309 t/pile

270 t/pile 333 t/pile

It is a base isolation structure where the base

isolation device consisting of laminated rubber

bearing, viscous damper and fail-safe support are placed between the upper structure and the

foundation in a double foundation system

X direction (spanwise direction)~RC rigid frame

and RC shear wall (also prestressed concrete beam

is used).

Y direction (longitudinal direction)—RC rigid

frame and RC shear wall

RC structure

RC structure; Column-B x D = 600 x 700 (X

direction), 700 x 600 (Y direction); Foundation

beam»1200 x 1000 (lower foundation), 1200 x 990

(upper foundation beam); Beam-B x D = 550 x 800

(X direction, PS beam), 350 x 600-650 (Y direction).

Concrete—Common concrete FC = 210 kg/cm2, FC

= 350 kg/cm2 (PS beam). Steel bars—deformed bars

SD30, D10-D32 (JIS G 3112). Prestress steelSWPR7B

Column-Beam Connection RC rigid connection

Floor RC slab

Roof Same as above

-283-
Nonshear Walls

Fire Coating

BASE ISOLATION DEVICE

Laminated Rubber

Exterior wall—RC structure; Interior wall—RC

structure and light gauge steel frame with board

finishing

STRUCTURAL DESIGN

Bearing Capacity

Material used and specifications

Flange Inner rubber Insertion plate

(upper/lower)

SS 41 Natural rubber SPHC

JISG3101 JISG3131

160 ton

100 ton

28 x 1340 dia 48 thick 5 layers 6 x 980 dia

25 x 1 080 dia 38 thick 6 layers 6 x 760 dia

Outer rubber coating: special synthetic rubber, 20 mm thick. Height of laminated

rubber: 320 mm (165 ton), 308 mm (100 ton).

Damper

Failsafe Support

Anchor Bolt

Mild steel rod: Dia 7.7 cm, effective height h = 44.4 cm. Material used: SS41. Guide block: BxDxH

= 700 x 700 x 450 mm. Guide surface, radius of

curvature R = 370. Mortar FC = 600 kg/cm.

Reinforcing steel - SD35, D16. Solid sound barrier:

SS41 or equivalent. Rubber thickness 15 mm,

hardness 50.

Height adjustable two stage block (1080 x 1080 mm

in plan). Material used - Mortar FC = 600 kg/cm2

(upper block). Steel block SS41 (lower block).

Reinforcement steel SD35, D16.

Block anchor or laminated rubber: F10T

(SCM435), M30. Damper, failsafe support anchor:

medium bolt 4T (SS41) M30

-284-
DESIGN DETAILS

Design Wind Pressure

ASEISMIC DESIGN

Zonal Coefficient

Ground Period

Primary Design Period, T

Design Shear Coefficient, Ci

Horizontal Seismic Intensity

at the Underground Level

Seismic Load Sharing, %

p = CqA

q = 60 Vh(h<16m)

q=120 Vh (h> 16 m)

Z = 1.0

Tc = 0.6 sec (category 2 ground)

Second floor: 0.235 (X direction), 0.248 (Y

direction). First floor: 0.200 (X, Y direction).

Distribution pattern: Ai-type distribution

regulated in the Building Standard Law supposing

a fixed foundation.

K =

RC frame and shear wall

-285-
DYNAMIC ANALYSIS

STRUCTURAL MODELLING

Model Type and Degrees of Bar model subjected to bending and shear. FEM

Freedom model for analysis of torsion

Fundamental Period

X direction

Y direction

Primary

sway

0.828

0.809

Primary

rocking

0.238

0.207

Primary

vertical

0.202

0.199

Restoring-force

Characteristics

Damping Constant

SEISMIC WAVE USED

Seismic waveform,

Maximum Amplitude,

Period of Analysis

The upper structure - linear. Laminated rubber - linear. Damper - bi-linear as determined from

load deflection curve obtained from the cyclic

loading test under a constant displacement of 7.5 cm.

For upper structure h = 1%. For rocking motion h

= 1%. For horizontal vibration of LRB h = 0%.

-286-
(a) (b) (c) (d)

El Centro Taft Tokyo 101 Sendaitho

38-1

1940 NS 1952 EW 1956 NS 1978 EW

Period of Analysis 40.0 sec 40.0 sec 11.38 sec 38.9 sec Maximum Acceleration

when maximum velocity

is 25 cm/sec:

Horizontal Accel. 253 258 301 158

Vertical Accel. 153 151

Maximum Acceleration

when maximum velocity

is 50 cm/sec Horizontal Accel. 507 516 601 316

Vertical Accel. 306 302

-287-
CALCULATED RESPONSE

Base Isolation Device

Maximum Accel. Maximum Shear

Displacement, cm Coefficient

Input velocity, cm/sec 25 50 25 50

X Direction

Input Wave

7.1 b)

17.3

b)

0.14

b)

0.26

b)

Y Direction

Input Wave

7.6

b)

17.5

b)

0.13

b)

0.26

b)

Upper Structure

Maximum Accel,

at Base, cm/sec2 Maximum Shear

Coefficient at 1st

Story

Input velocity, cm/sec 25 50 25 50

X Direction Input

Wave

169

b)

333

b)

0.15

b)

0.26

b)

Y Direction Input

Wave

140

c)

259

b)

0.17

b)

0.32

b)

-288-
APPENDIX 4.7

NAME OF BUILDING Christian Museum

GENERAL VIEW, DAMPING

MECHANISM

[Key: 1 - View of the building 2 - View of the base isolation device]

-289-
DESIGN OBJECTIVE/SPECIAL To ensure safety of the building during earthquake

FEATURES

To prevent development of cracks in outer wall

during strong earthquake

To prevent damages due to rolling to the exhibits

and contents of the museum.

REFERENCES Measurement of microseisms in base

isolation structures. Kenchiku Gakkai

Taikai Gakujutsu Koen Kogai-shu (to be

published in October 1986).

MINISTRY OF

CONSTRUCTION

APPROVAL NO. 54 (Kanagawa)

MONTH AND YEAR September 1986

TECHNICAL APPRAISAL BY

THE BUILDING CENTER OF

JAPAN (BCJ)

Appraisal No.

Appraisal Date

Data Abstract

BCJ-MEN 7

July 8, 1986

See attached

YEAR OF CONSTRUCTION May 1987

-290-
TECHNICAL APPRAISAL DATA ABSTRACT

BCJ-MEN 7

CHRISTIAN DATA CENTER

BASE ISOLATION BUILDING

DESIGNED BY Toshio Miyake Architects Office

STRUCTURAL DESIGN Tokyo Kenchiku Structural Engineers

Unitika Ltd.

BUILDING OUTLINE

BUILDING SITE 1108-4, Minami-Honmachi, O'iso-cho, Kanagawa

Prefecture

USE Museum

AREA AND VOLUME

Site Area 31,682.913 m2

Building Area 149.530 m2

Total Floor Area 293.820 m2

Floor Area of Standard 147.310 m2 (IF)

Floor

Volume Index 18%

Coverage Index 13%

Number of Story

Above Ground 2

Below Ground -

Penthouse -

-291-
HEIGHT

Eaves Height 6.00 m

Maximum Height 10.00 m

Standard Story Height 3.20 m

Height of First Story 3.20 m

GROUND PROPERTY

Foundation Depth Deep foundation. Actual ground level - 12.0 m

(formation GL-9.0 m)

Soil Property and N Value

GL-m 0-1.5m 1.5-11.0 > 11.0 m

Soil layer Surface soil Tuffaceous

sandstone

(weathered rock)

Tuffaceous

sandstone

N value - 10-40 >50

Allowable pile resistance Deep foundation (Pile axis dia 1200, tip bulb dia

1500)

Long-term 260 t/pile

Shot-term 520 t/pile

-292-
[Key: 1 - Vault 2 - Repository 3 - Exhibition room 4 - Display table 5 - Matting

6 - Reception counter 7 -Hall 8 - Entrance porch 9 - Plan of first floor 10-

Positional diagram 1 1 - Isolators 12 Nos. (435 dia) 12 - Damping device 6 Nos. (50

dia-4Ctype) 13 -Chapel 14 -Balcony 15 - Second floor 16 - First floor 17-

Sectional view 18 - Detailed diagram of the base isolation device 19 - Isolator

20 - Stud bolt 20-19 dia, 1 = 150 21 - Damping device 22 - Stud bolt 8-19 dia, 1 = 150

23 - Hole 100 dia (only for lower base plate) 24 - Nut 8-M20 25 - Stud bolt 20-19 dia

26 -Plan view 27 -N section 28 - Stud bolt 8-19 dia 29-Nut4-M30 30 -Medium

bolt4-M30]

-293-
OUTLINE OF THE STRUCTURE

FOUNDATION

Type

MAIN STRUCTURE

Structural Features

Frame Classification

Shear Walls

Columns and Beams

Deep foundation on tuffaceous sandstone which is not weathered so much

Maximum Pile Reaction Long -term

122 t/m2 (215 t/pile)

Short-trem

134 t/m2 (236 t/pile)

Column-Beam Connection

Floor

Roof

Nonshear Walls

It is a base isolation structure where the base

isolation device is placed between the RC structure

and the foundation.

Upper structure~2 storied (X, Y direction): RC

rigid frame + RC shear walls; base isolation device

is placed between the upper structure and the

foundation

RC structure

RC structure; Column~B x D = 600 x 600 Beam~B

x D = 300 x 700; Concrete-FC-210; Steel barsdeformed bars, SD30 for less than 16mm dia (JIS G

3112); SD35 for above 19mm dia (JIS G 3112)

RC rigid connection

Cast in-situ reinforced concrete structure, 150 and

120 thick.

Same as above, 150 thick

Exterior wall—same as above, t = 150; Interior wall-

-Cast in-situ RC structure t = 150 and 100; concrete

block (Type A)t= 150

Fire Coating

-294-
STRUCTURAL DESIGN

BASE ISOLATION DEVICE

Isolator (12 NOS.)

Damping Device (6 Sets)

DESIGN DETAILS

Wind-resistant Design

ASEISMIC DESIGN

Zonal Coefficient

Ground Period

Primary Design Period

Design Shear Coefficient, Ci

Horizontal Seismic Intensity

at the Underground Level

Seismic Load Sharing, %

Along the length

Along the width

Each isolator consists of: Rubber—natural rubber 4

thick x 435 dia (25 layers) Steel plate-SS41 (JIS G

3101 Type 2); Flange plate-PL 24 x 680 dia; Base

plate-PL 24 x 720 x 720; Insertion plate-PL 3 x 435

dia (24 layers); Fixing bolt: H.T.B. F10T (JIS B 1186)

M20.

Each set consists of: Steel rod-S 20 C (JIS G 4051),

steel rod loop 50 dia (loop dia 550 dia, 4 Nos.); Steel

plate-SS41 (JIS G 3101 Type 2); Base plate-PL 32 x 400 x 400; Fixing bolt-Medium bolt SS41 (JIS B

1180) M20

p = CqA

q = 60 v'h

Z = 1.0

Tc = 0.6 sec (category 2 ground)

For small deformation 1.3 sec; for large

deformation 1.9 sec

Along the length—0.15 for each floor (for elastic

design purpose); along the width—0.15 for each

floor (for elastic design purpose).

K = - -

Rigid frame

Shear wall

Rigid frame

Shear wall

1 Floor

0

100

0

100

2 Floor

0

100

0

100

-295-
DYNAMIC ANALYSIS

STRUCTURAL MODELLING

Model Type and Number of Equivalent shear-type 1 degree of freedom model

Degrees of Freedom

Fundamental Period

Tl

T2

Along the length Along the width

1.9 sec (1.3 sec) 1.9 sec (1.3 sec)

N.B. Figures in the parentheses indicate the fundamental period during small

deformation (2-3 cm)

Restoring-force

Characteristics

Damping Constant

SEISMIC WAVE USED

Seismic waveform,

Maximum Amplitude,

Period of Analysis

The upper structure is a two-storied structure but

is mostly rigid and hence the analysis was carried

out considering it as a single degree of freedom

system where base isolation device part is considered as an equivalent shear-type spring.

The load-deflection relation is assumed bi-linear as a result of combination of elstic properties of

the isolator and the elasto-plastic properties of the

damper.

With respect to primary vibrations during small

deformations: 0.03

a) El Centro 1940 NS

b) Taft 1952 EW

c) Hachinohe 1968 NS

Acceleration amplitude: 300-450 cm/sec2

-296-

A
RESPONSE ANALYSIS

Base Isolation Device

Maximum Relative

Displacement, cm

Maximum

Coefficient

Shear

Input acceleration,

cm/sec2

300 450 300 450

X Direction

Input Wave

11.5

c)

17.5

c)

0.17

c)

0.23

c)

Y Direction

Input Wave

11.5

c)

17.5

c)

0.17

c)

0.23

c)

Maximum Accel,

at Foundation,

cm/sec2

Maximum Shear

Coefficient at 1st

Story

Input acceleration,

cm/sec2

300 450 300 450

X Direction

Input Wave

165

c)

229

c)

0.17

c)

0.23

c)

Y Direction

Input Wave

165

c)

229

c)

0.17

c)

0.23

c)

-297
APPENDIX 4.8

NAME OF BUILDING Tohoku University Base Isolation Building

GENERAL VIEW, DAMPING

MECHANISM

[Key: 1 - View of the building 2 - View of the base isolation device]

-298-
DESIGN OBJECTIVE/SPECIAL

FEATURES

To study the efficiency of base isolation method

over the conventional method

REFERENCES

YEAR OF CONSTRUCTION

STRUCTURAL DESIGN DATA

ABSTRACT

The structure is of simple rigid frame.

Exterior wall panels are attached to the rigid frame

in a special way that the rigidity of the panels do

not change the rigidity of main frame so much.

1. 1986. Nippon Kenchiku Gakkai Taikai,

pp. 781-782

2 1987. Nippon Kenchiku Gakkai Taikai,

pp. 769-770.

May 1986

See attached

-299-
:

STRUCTURAL DESIGN DATA ABSTRACT

TOHUKU UNIVERSITY BASE ISOLATION BUILDING

BASE ISOLATION BUILDING

It uses a combination of laminated rubber and oil damper. Base isolation effect is achieved for small to medium earthquakes.

DESIGNED BY

BUILDING SITE

USE

AREA AND VOLUME

Site Area

Building Area

Total Floor Area

Building Construction Division

Shimizu Kensetsu Ltd.

BUILDING OUTLINE

Aoba, Aramaki, Sendai city

Full-scale tests

139.045 m2

417.135 m2

Floor Area of Standard IF, 2F, 3F - 139.045 m2 each

Floor

Volume Index

Coverage Index —

Number of Story

Above Ground 3

Below Ground -

Penthouse -

-300-
HEIGHT

Eaves Height 9.9 m

Maximum Height 9.9 m

Standard Story Height 2F - 3.0 m

3F -- 3.0 m

Height of First Story 3.00 m

GROUND PROPERTY

Foundation Depth GL-2.11 m

Soil Property and N Value

GL-m 0.0-1.8 1.8-18.6 18.6-22.0 22.0-27.3

Soil Clayey Loam with Sandstone Sandy tuff

layer loam gravel

N value 8 16-50 > 17 >50

-301-
[Key: 1 - Building with conventional structure 2 - Building with base isolation structure 3 - Laminated rubber 4 - Oil damper type 1 (along the periphery) 5 - Oil

damper type 2 6 - Plan of the test building 7 - Oil damper 8 - Sectional view of the

test building 9 - Structural outline of laminated rubber 10 - Section B-B 1 1 - View

A 12 - (stroke 400) 13 - Structural outline of oil damper type 2]

-302-
OUTLINE OF THE STRUCTURE

FOUNDATION

Type

MAIN STRUCTURE

Structural Features

Frame Classification

Columns and Beams

Column-Beam Connection

Floor

Roof

Nonbearing Walls

Fire Coating

Mat foundation resting on gravelly loam at GL - 2.11 m.

It is a base isolation structure where the base

isolation device consisting of laminated rubber

bearing and oil damper is placed between the RC

upper structure and the foundation.

X direction (longitudinal direction)—RC rigid

frame

Y direction (spanwise direction)—RC rigid frame

RC structure; Column- B x D = 500 x 500; Beam- B

x D = 300 x 600-300 x 550; Concrete-Common

concrete FC = 210 kg/cm2

; Steel bars—deformed

bars SD30, SD35 (JIS G 3112)

RC rigid connection

RC slab

Same as above

Exterior wall-ALC panel (t = 100)

-303-
STRUCTURAL DESIGN

BASE ISOLATION DEVICE

Laminated rubber

Viscous Damper

DESIGN DETAILS

Wind-resistant Design

ASEISMIC DESIGN

Zonal Coefficient

Ground Period

Primary Design Period, T

Design Shear Coefficient, Ci

X direction

Y direction

Distribution pattern

Horizontal Seismic Intensity

at the Underground Level

Seismic Load Sharing, %

Each laminated rubber assembly consists of: Diameter of laminated rubber~435 mm; Inner

rubber—natural rubber 6.7 mm thick x 18 layers;

Outer rubber—Special synthetic rubber 5 mm thick;

Inner steel plate (insert plate)-SS41 (JIS G 3101) 3

mm thick x 17 layers; Outer steel plate (flange

plate)~SS41 (JIS G 3101) chrome plated 24 mm

thick x 2 plates (top, bottom); Fixing plate—SS41

QIS G 3101) 22 x 680 dia; Fixing bolt and anchor

bolt-high tension bolt F10T, 8-M24; Height of

rubber part—171.6 mm

Each set consists of: Viscous material - Mineral hydraulic oil

Type 1 (8 Nos.) - Damping coefficient 27 kg sec/cm;

Type 2 (4 Nos.) - Damping coefficient 125 kg

sec/cm

p = CqA

q = 60vTi(h<16)

Z= 1.0

Tc = 0.6 sec (category 2 ground)

X direction: 1.80 sec.

Y direction: 1.80 sec.

3F 2F IF

0.150 0.150 0.150

0.150 0.150 0.150

1.0 1.0 1.0

X, Y directions: Foundation floor 0.1

100% for rigid frame in X and Y directions

-304-
DYNAMIC ANALYSIS

STRUCTURAL MODELLING

Number of Degrees of

Freedom Model

Fundamental Period

X direction

Y direction

Restoring-force

Characteristics

Damping Constant

SEISMIC WAVE USED

Seismic waveform,

Maximum Amplitude,

Period of Analysis

Equivalent shear type, four degrees of freedom

model

1st mode

1.81

1.81

2nd mode

0.28

0.28

3rd mode

0.15

0.15

Upper structure: D-Trilinear based on elastoplastic analysis on load-interfloor displacement

relation for each floor; laminated rubber: linear

Upper structure: h = 2%

Base Isolation device: h = 17%

(a) (b) (c) (d) (e) (f) Incident El Centro Taft Hachi- Tohoku Tohoku Artificial

velocity 1940 NS 1952 EW nohe Univer- Univer- seismic

1968 NS sityl978 sityl978 wave

NS EW

35 cm/sec 350 350 215 255 260

50 cm/sec 500 500 305 360 370 447

-305-
RESPONSE ANALYSIS

Base Isolation Device

Maximum Relative

Displacement, cm

Maximum Shear

Coefficient

Input velocity, cm/sec 35 50 35 50

X Direction

Input Wave

Y Direction

Input Wave

14.33

d)

14.43

d)

19.89

d)

19.92

d)

0.18

d)

0.18

d)

0.25

d)

0.25

d)

Upper Structure

Maximum Accel,

at Base, cm/sec2 Maximum Shear

Coefficient at 1st

Story

Input velocity, cm/sec 35

X Direction

Input Wave

170

d)

Y Direction

Input Wave

178

d)

50

238

d)

240

d)

35

0.215

d)

0.209

d)

50

0.288

d)

0.303

d)

-306-
APPENDIX 4.9

NAME OF BUILDING Fujita Industries Technical Research Center No.

Test Wing

GENERAL VIEW, DAMPING

MECHANISM

[Key: 1 - View of the building 2 - View of the base isolation device]

-307-
DESIGN OBJECTIVE/SPECIAL To protect the building structure and the contents

FEATURES in the building such as laboratory equipment,

computers, etc.

1987. Studies on base isolation structure.

Part 1. Dynamic loading tests on laminated

rubber with lead plug. Nippon Kenchiku

Gakkai Taikai Gakujutsu Koen Kogai-shu,

October.

1987. Studies on base isolation structure.

Part 2. Vibrations in non-base isolation

structures. Ibid .

1987. Studies on base isolation structure.

Part 3. Identification of dynamic properties

of non-base isolation buildings using

optimum fitting techniques for

multivariables. Ibid.

Aseismic design of a base isolated building

and verification tests of the isolator. 9th

WCEE 1988 (to be published.)

MINISTRY OF

CONSTRUCTION

APPROVAL NO. 23 (Kanagawa)

MONTH AND YEAR May 1987

TECHNICAL APPRAISAL BY

THE BUILDING CENTER OF

JAPAN (BCJ)

Appraisal No. BCJ-MEN 10

Appraisal Date February 4, 1987

Data Abstract See attached

YEAR OF CONSTRUCTION June 1987

REFERENCES 1.

2

3.

-308-
TECHNICAL APPRAISAL DATA ABSTRACT

BCJ-MEN 10

FUJITA INDUSTRIES LTD. NO. 6 TEST WING

BASE ISOLATION BUILDING

The base isolation device is made by inserting lead plug at the center of laminated

rubber.

DESIGNED BY Fujita Industries Building Construction Division

STRUCTURAL DESIGN Fujita Industries Building Construction Division

BUILDING OUTLINE

BUILDING SITE 74, O'tana-machi, Kohoku-ku, Yokohama city,

Kanagawa prefecture

USE Research Laboratory

AREA AND VOLUME

Site Area 12413.90 m2

Building Area Existing-2803.59; Planned-1 02.21

Total-2905.80 m2.

Total Floor Area Existing-3646.20; Planned-306.63

Total-3952.83 m2.

Floor Area of Standard 102.21 m2

Floor

Volume Index 31.84%

Coverage Index 23.41%

Number of Story

Above Ground 3

Below Ground -

Penthouse -

-309-
HEIGHT

Eaves Height 9.3 m

Maximum Height 9.8 m

Standard Story Height 2F 3.60 m; 3F 3.30 m;

Height of First Story 2.20 m

GROUND PROPERTY

Foundation Depth GL-0.95 m

Soil Property and N Value

GL-m 0 - 2.50 2.5 - 4.85 4.85 - 9.00 9.00-13.00 >13.00

Soil layer Fill-bank Silt Sandy silt Sandy silt Mudstone

N value 4-12 0 0 0-5 >50

ALLOWABLE PILE PHC pile (Type A, B) cement-milk grout method

RESISTANCE

Long-term: 500 dia 65 t/pile

Short-term: 130 t/pile

-310-
[Key: 1 - Entrance 2 - Steel ladder 3 - Test room 4 - Research laboratory 5 - Plan

of second floor 6 - Fence 7 - Base isolation device 8 - Protective cover 10 - Plan of

first floor 11 - Sectional view 12 - Anchor bolt 13 - Fixing plate 14-Dowellpin

15 - Inner steel plates 16 - Rubber layer 17 -Lead plug 18 - Outer steel plate 19-

Sectional view of base isolation device]

-311-
OUTLINE OF THE STRUCTURE

FOUNDATION

Type

Maximum Pile Reaction

PHC pile supported on mudstone layer at GL-13 m

MAIN STRUCTURE

Structural Features

Frame Classification

Shear Walls

Columns and Beams

PHC pile (Type A, Type B); 500 dia, 63 t/pile (longterm); 74 t/pile (short-term)

It is a base isolation structure using LRB base

isolation device

RC rigid frame in both X, Y directions.

Columns-B x D = 55 x 55 cm; Beams—B x D = 35 x

70 cm (X, Y directions); Concrete—common

concrete, FC = 210 kg/cm2

; Steel bars—deformed

bars SD30A (D10-D19), SD35 (HD22-HD25), (JIS G

3112)

Column-Beam Connection RC rigid connection

Floor RC slab

Roof Same as above

Nonshear Walls Exterior wall—ALC panel; Interior wall—Boards

nailed on light-gauge steel frames.

Fire Coating

-312-
STRUCTURAL DESIGN

BASE ISOLATION DEVICE

Laminated Rubber with

Lead Plug (4 Nos.)

Rubber Properties

DESIGN DETAILS

Wind-resistant Design

ASEISMIC DESIGN

Zonal Coefficient

Ground Period

Primary Design Period

Distribution pattern

Rubber—natural rubber, 4 thick x 450 dia (44

layers); 5 thick (top, bottom coating), 10 thick (side

coating); Inner steel plate-SPCC (JIS G 3141) 3 mm

thick x 450 dia (43 layers); Outer steel plate—SS41

(JIS G 3101) 19 mm thick (top, bottom plates); Lead

plug-JIS H 2105 (special) 90 dia; Fixing plate~SS41

(JIS G 3101) 22 mm thick x 680 dia (top, bottom

plates); Dowell pin - SS41 (JIS G 3101) 4 - (23 mm x

36 dia); Anchor bolt-SS41 (JIS G 3101) 6 - 24 dia

Static shear modulus—6.0 ±1.0 kg/cm2

; Tensile

strength~>140 kg/cm2

; Elongation— > 500%; Aging

resistance—Stress deformation ratio at 25%

elongation, % = -10 - +30, Elongation hardening, %

= above - 25; Residual compressive strain, % =

below 25; Ozone resistance—No cracks.

P = CqA

C= 1.2

q = 60 Vh (h = height from the ground surface);

A = Area subjected to wind

Z=1.0

Tc = 0.6 sec (category 2 ground)

X, Y directions: 1.35 sec (from the response

analysis at 25 cm/sec)

Design Shear Coefficient, Ci IF

Along the length 0.15

Along the width

2F

0.17

3F

0.20

Set by referring to the maximum shear

distribution pattern as obtained from the reponse

analysis

Horizontal Seismic Intensity 0.1 —

at the Underground K

-313-
Seismic Load Sharing, %

Along the length

Along the width

Rigid frame

Bearing wall

Rigid frame

Bearing wall

100%

100%

DYNAMIC ANALYSIS

STRUCTURAL MODELLING

Model Type and Degrees of Equivalent shear type 3 degrees of freedom model

Freedom

Fundamental Period

Tl

T2

Restoring-force

Characteristics

Damping Constant

When based on:

Equivalent

rigidity at 5% deflection

0.90

0.23

Equivalent Equivalent

rigidity at rigidity at 50% deflection 100% deflection

1.55

0.24

1.86

0.24

The upper structure: tri-linear based on the shear

force-interfloor displacement curve obtained from

the static elasto-plastic analysis. When the load is removed, the curve returns to origin. LRB:

modified bi-linear properties, considering the

load-deflection relation.

Upper structure: 0.03; LRB: 0.01; Primary mode

damping constant: 0.013

SEISMIC MOTION USED

-314-
Seismic waveform, Level 1 Level 2

Maximum Amplitude, 25 cm/sec 50 cm/sec

Period of Analysis

a) El Centro 1940 NS 251 501

b) Taftl952 EW 253 506

c) Hachirtohe 1968 NS 163 325

d) Hachinohe 1968 EW 133 267

e) Artm79 Loo* - 339

""Man-made seismic wave considering ground

properties at site.

-315-
ANALYSIS RESPONSE

Base Isolation Device

Maximum Relative Maximum Shear

Displacement, cm Coefficient

Tinniif vploritv rm /

w

25 50 25 50

X Direction 5.9 14.7 0.13 0.19

Input Wave b) d) b) d)

Y Direction 5.9 14.7 0.13 0.19

Input Wave b) d) b) d)

Upper Structure

Maximum Accel. Maximum Shear

at Base, cm/sec2 Coefficient at 1st

Story

Input velocity, cm/sec 25 50 25 50

X Direction 191 249 0.16 0.22

Input Wave d) d) b) d)

Y Direction 191 249 0.16 0.22

Input Wave d) d) b) d)

-316-
APPENDIX 4.10

NAME OF BUILDING Shibuya Shimizu Building No. 1

[Key: 1 - View of the building 2 - View of the damping device 3 - Special steel bar 4 - Steel rod damper 5 - Special bearing 6 - Laminated rubber 7 - Foundation side 8 - Building side]

DESIGN OBJECTIVE/SPECIAL To study the performance of building and to FEATURES protect its contents during large earthquakes and

make the office environments safe

REFERENCES Not available

-317-
MINISTRY OF

CONSTRUCTION

APPROVAL NO.

MONTH AND YEAR

TECHNICAL APPRAISAL BY

THE BUILDING CENTER OF

JAPAN (BCJ)

Appraisal No.

Appraisal Date

Data Abstract

YEAR OF CONSTRUCTION

52 (Tokyo)

March 1987

BCJ-Men 9

February 4, 1987

See attached

April 1988

-318-
TECHNICAL APPRAISAL DATA ABSTRACT

BCJ-MEN-9

SHIBUYA SHIMIZU NO. 1 BUILDING

BASE ISOLATION BUILDING

Base isolation device is made by combining laminated rubber bearing and steel rod

damper.

DESIGNED BY

STRUCTURAL DESIGN

Obayashi-gumi Building Construction Division

Obayashi-gumi Building Construction Division

BUILDING SITE

USE

AREA AND VOLUME

Site Area

Building Area

Total Floor Area

BUILDING OUTLINE

11-1-2, 1-chome, Shibuya, Shibuya-ku, Tokyo

Office

895.30 m2

567.30 m2

3385.09 m2

Floor Area of Standard 567.8 m2

Floor

Volume Index

Coverage Index

Number of Story

Above Ground

Below Ground

Penthouse

355.8%

63.4%

5

5

1

1

-319-
HEIGHT

Eaves Height 16.45 m

Maximum Height 21.05 m

Standard Story Height 3.10 m

Height of First Story 3.10 m

GROUND PROPERTY

Foundation Depth Design GL-4.90 m

Soil Property and N Value

GL-m 0-1.0 1.0-6.7 6.7-10.4 10.4-13.2 13.2-15.4

Soil layer Fill-bank Loam Loamy clay Tuffaceous

clay

Sandy silt

N value 4-23 3-6 8 4-5

GL-m 15.4-18.7 18.7-20.0 20.0-25.4 25.4-30.2

Soil layer Silt Very fine sand Gravel Mudstone

N value 5-8 23 50 >50

ALLOWABLE PILE Cast in-situ concrete pile (earth drill method):

RESISTANCE Long-term 900 dia 160 t/pile, 1200 dia 280 t/pile

-320-
[Key: 1 - Machinery room 2 - Gents toilet 3 - EV hall 4 - Ladies toilet 5 - Office

6 - Standard floor plan 7 - Laminated rubber 8 - Damper 9 - Detailed view of

the base isolation device 10 - Dry area 11 - Pit 12 - Mean ground surface 13 - Sectional view 14 - Laminated rubber 15 - Special steel rod 32 dia 16 - Spherical

sliding bearing 17 - Sectional view of base isolation device 18 - Section A-A 19 - Foundation beam]

-321-
OUTLINE OF THE STRUCTURE

FOUNDATION

Type

Maximum Pile Reaction

Pile foundation: Cast in-situ pile supported on

gravel layer at GL-20.0 m

Cast in-situ concrete pile.

900 dia at 1200 dia at Side Column Middle column

Long -term

156t/pile 235 t/pile

Short -term

199 t/pile 261 t/pile

BASE ISOLATION STRUCTURE

1200 dia at Corner Column

264 t/pile

382 t/pile

Structural Features

Frame Classification

Shear Walls

Columns and Beams

It is a base isolation structure where the base

isolation device is placed between the RC upper

structure and the foundation

Along the length: RC rigid frame

Along the width: RC shear wall

RC structure

Column--B x D = 400 x 450, 450 x 450, 500 x 500, 450

x 350; Beam-B x D=220 x 750, 220-250 x 1050, 220-

250 x 1150, 250 x 400; Steel bars-deformed bars

SD30A, SD35 (JIS G 3112); Concrete-FC = 210

kg /cm2 (for foundation, foundation beam and

retaining wall)

Column -Beam Connection RC rigid connection

Floor

Roof

Nonbearing Walls

Fire Coating

Cast in-situ RC structure and unbonded flat slab

structure

Unbonded flat slab structure

Exterior wall-ALC panel; interior wall—ALC panel

-322-
STRUCTURAL DESIGN

BASE ISOLATION DEVICE

Laminated Rubber (20 Nos.) 100 - 150 ton (8 Nos.). Each consists of: Rubbernatural rubber 5 thick x 620 dia (50 layers); Steel

plate: Insertion plate--SS41 (JIS G 3101) 2.2 thick x

620 dia (49 layers); Range plate-SS41 (JIS G 3101)

20-28 x 830 dia (top and bottom); Fixing bolt-high

tension bolt F8T (JIS B 1 1 86) M24.

200-250 ton (12 Nos.). Each consists of Rubber -

natural rubber 6 thick x 740 dia (45 layers); Steel

plate: Insertion plate SS41 (JIS G 3101) 3.1 x 740

dia (44 nos.); Flange plate~SS41 (JIS G 3101) 24-30 x 985 dia (top and bottom); Fixing bolt—High

tension bolt F8T (JIS B 1186) M24

Rubber properties:

Rubber hardness: 40 ± 5

25% shear modulus (kg/cm2): 3.4 ±1.0

Elongation (%): > 500

Tensile strength (kg/cm2): > 200

Shear elastic modulus (kg/cm2): 5.6

Young's modulus (kg/cm2): 11.5

Steel Rod Damper (108 Nos.) Each consists of : Steel rod-SCM435 (JIS G 4105)

continuous three-span beam (span 20 cm, 45 cm,

20 cm); Bearing~SUJ2 (JIS G 4805); Steel plateSS41 (JIS G 3101); Base plate-4 plates: 16 x 180 x

260: Fixing bolt: High tension bolt F8T (JIS B 1186)

4-M16

DESIGN DETAILS

Wind-resistant Design

Design Wind Pressure: P = CqA

C = 1.2

q = 60 VTi (h=height from the ground surface)

A = area subjected to wind

-323-
ASEISMIC DESIGN

Zonal Coefficient

Ground Period

Primary Design Period

Along the length

Along the width

Design Shear Coefficient, Ci

Along the length

Along the width

Z=1.0

Tc = 0.6 sec (category 2 ground)

Small

deformation

1.30

1.24

Large

deformation

2.99 sec 2.97

IF 2F 3F

0.15 0.183 0.205

0.15 0.183 0.205

Distribution pattern Set by referring to the seismic response analysis

Horizontal Seismic Intensity

at the Underground, K

Seismic Load Sharing, %

Along the length

Along the width

With respect to foundation beam and foundation:

0.15

Base- IF 3F 5F

ment

Rigid frame

Shear wall

Rigid frame

Shear wall

100 100 100

100

99

1112

99 99 98

-324-
DYNAMIC ANALYSIS

STRUCTURAL MODELLING

Model Type and Degrees of Equivalent shear type 7 degrees of freedom model

Freedom

Fundamental Period

Tl

T2

Along the length

2.99 sec (1.3 sec)

0.33 sec (0.32 sec)

Along the width

2.97 sec (1.24 sec)

0.17 sec (0.17 sec)

N.B. Figures in parentheses indicate the fundamental period till steel rod damper

yields (Sy = 3.0cm)

Restoring-force

Characteristics

Damping Constant

SEISMIC WAVE USED

Seismic waveform,

Maximum Amplitude,

Period of Analysis

The upper structure: degrading trilinear in X

direction and linear in Y direction. Base isolation

device: a combination of linear properties of

laminated rubber and Ramberg-Osgood type

properties of steel rod damper.

Upper structure: 0.02 with respect to primary

vibrations. Laminated rubber: 0.01 when the

incident wave velocity is 25 cm/sec; 0.02 when the

incident velocity is 50 cm/sec.

Incident

maximum

velocity

25 cm/sec 50 cm/sec

a) El Centro 255 cm/sec2 510

1940 NS

b) Taft 1952 EW 248 456

c) Hachinohe 165 330

1968 NS

d) Hachinohe 128 256

1968 EW

e) SdkanrlG* 154 307

0 SdkantlG 162 324

g) SdansrlG 204 408

^Artificial seismic wave.

-325-
RESPONSE ANALYSIS

Base Isolation Device

Maximum Relative Maximum Shear

Displacement, cm Coefficient

Input velocity, cm/sec 25 50 25 50

X Direction 8.31 24.4 0.101 0.191

Input Wave d) d) d) d)

Y Direction 8.84 23.9 0.106 0.192

Input Wave d) d) d) d)

Upper Structure

Maximum Accel. Maximum Shear

at Base, cm/sec^ Coefficient at 1st

Story

Input velocity, cm/sec 25 50 25 50

X Direction 147.3 198.5 0.108 0.193

Input Wave b) d) d) d)

Y Direction 106.8 187.2 0.106 0.192

Input Wave d) d) d) d)

-326-
APPENDIX 4.11

NAME OF BUILDING Fukumiya Apartments

GENERAL VIEW, DAMPING

MECHANISM

[Key: 1 - View of the building 2 - View of the damping device]

DESIGN OBJECTIVE/SPECIAL Safety of building

FEATURES

To earn better price commercially

REFERENCES 1. 1988. Kenchiku Gijutsu, March, p. 55

MINISTRY OF

CONSTRUCTION APPROVAL

APPROVAL NO. 44 (Tokyo)

MONTH AND YEAR March 1987

-327-
TECHNICAL APPRAISAL BY

THE BUILDING CENTER OF

JAPAN (BCJ)

Appraisal No.

Appraisal Date

Data Abstract

YEAR OF CONSTRUCTION

BCJ-MEN 8

December 22, 1986

See attached

December 1987

-328-
TECHNICAL APPRAISAL DATA ABSTRACT

BCJ-MEN 8

FUKUMIYA APARTMENTS

BASE ISOLATION BUILDING

The base isolation device is a combination of laminated rubber bearing and steel rod

damper.

DESIGNED BY

STRUCTURAL DESIGN

Okumura-gumi Building Construction Division

1. Tokyo Kenchiku Structural Engineers

2. Okumura-gumi Building Construction

Division

BUILDING SITE

USE

AREA AND VOLUME

Site Area

Building Area

Total Floor Area

BUILDING OUTLINE

5-42-4, Chuo, Nakano-ku, Tokyo

Apartments

437.24 m

225.40 m

681.80 m

Floor Area of Standard 201.60 m

Floor

Volume Index

Coverage Index

NUMBER OF STORY

Above Ground

Below Ground

Penthouse

159.9%

51.6%

-329-
HEIGHT

Eaves Height 11.57 m

Maximum Height 12.07 m

Standard Story Height 2.70 m

Height of First Story 2.70 m

GROUND PROPERTY

Foundation Depth

Soil Property and N Value

Actual GL-2.33 m. Formation GL-2.08 m.

GL-m 0-1.9 1.9-4.8 4.8-7.9 7.9-11.35 11.35-15.3 >15.3

Soil layer Loam Clay Gravel Sandy clay Gravel Fine sand

N value 0 0-1.7 30-38 3 39-50 or more

28-50 or more

ALLOWABLE PILE

RESISTANCE

Cast in-situ concrete pile (mini earth drill method)

Long-term: 1000 dia - 110 t/pile

1100 dia - 120 t/pile

1200 dia -- 140 t/pile

1300 dia - 160 t/pile

-330-
[Key: 1-1,- Plan of first floor 2 - Arrangement of base isolation devices, 3 - Isolator, - 500 dia (rubber 14 layers 9 Nos.) 4 - Isolator - 500 dia (rubber 16 layers, 3

Nos.) 5 - Jack (24 Nos.) 6 - Damper (7 Nos.) 7 - Sectional view 8 - Detailed

view of isolator 9 - Detailed view of damping device ]

-331-
OUTLINE OF THE STRUCTURE

FOUNDATION

Type

Maximum Pile Reaction

Cast in-situ concrete piles supported on gravel

layer at GL-1 1 m

1000 dia

1100 dia

1200 dia

1300 dia

Long-term

94

1

117

131

156

Short-term

not

130

145

159

MAIN STRUCTURE

Structural Features

Frame Classification

Shear Walls

Columns and Beams

Column-Beam Connection

Floor

Roof

Nonbearing Walls

It is a base isolation structure where the base

isolation device is placed between the RC upper

structure and the foundation.

RC rigid frame and RC shear wall

RC structure

RC structure: Column-B x D = 500 x 500,, B x D =

500 x 600; Beam-B x D = 300 x 500, 550; 350 x 550,

600

RC rigid connection

RC structure, cast in-situ slab

Same as above

Exterior wall—Same as above; Interior wallconcrete block (type A) 120 thick

Fire Coating

-332-
STRUCTURAL DESIGN

BASE ISOLATION DEVICE

Isolator (14 Layers 9 Nos., 16

Layers, 3 Nos.)

Damping Device (7 sets)

DESIGN DETAILS

Design Wind Pressure

X direction

Y direction

ASEISMIC DESIGN

Zonal Coefficient

Ground Period

Primary Design Period, T

Design Shear Coefficient, Ci

Horizontal Seismic Intensity

at the Underground Level

Each isolator consists of: Rubber—natural rubber 7

thick x 500 dia (14 or 16 layers); Steel plate-SPCC

(JIS G 3141); Insertion plate-PL 3.2 x 510 dia, SS41

(JIS G 3101, type 2); Flange plate PL-16 x 520 + PL-2

x 600 x 600; Base plate~PL-25 x 700 x 700; Fixing

bolts-Medium strength bolt~SS41 (JIS B 1180)

M30; High tension bolt F10T (JIS B 1186) Ml 2

Each set consists of: Steel rod~SGD3 (JIS G 3108),

steel rod loop 50 dia (loop dia 550, 4 nos.); Steel

plate-SS41(JIS G 3101 /Type 2), base plate PL-32 x 480 x 480; Fixing bolt - medium bolt SS41 (JIS B

1180) M30

Unit: ton

RF 4F 3F 2F IF

5.1 11.0 16.4 20.4 22.6

4.8 14.1 22.8 29.2 32.8

Z= 1.0

Tc = 0.6 sec (category 2 ground)

For small deformation: 1.4 sec; for large

deformation: 2.2 sec

Along the length: 0.15 for each floor; along the

width: 0.15 for each floor. Distribution pattern:

uniform

K = ~

-333-
IF11 41 2F 3F 4F

Along the length Rigid Frame 10 5 50 100

Shear Wall 90 95 50 0

Along the width Rigid Frame 46 26 34 100

Shear Wall 54 74 66 0

DYNAMIC ANALYSIS

STRUCTURAL MODELLING

Model Type and Degrees of Equivalent shear type, 5 degrees of freedom model

Freedom

Fundamental Period

Tl

T2

Along the length Along the width

2.2 sec (1.4 sec)

0.1 sec

2.2 sec (1.4 sec)

0.1 sec

N.B.: Figures in parentheses indicate the fundamental period during small

amplitude vibrations.

Restoring-force

Characteristics

Damping Constant

SEISMIC WAVE USED

The upper structure : Linear, base isolation

device: bi-linear., because isolator of base

isolation device has elastic properties while the

damping device has elastoplastic properties

With respect to the primary vibrations during

small deformation it is 0.02

Seismic waveform,

Maximum Amplitude,

Period of Analysis

Seismic wave

a) El Centro NS 1940

b) Taft EW 1952

c) Tokyo 101 1956 NS

d) Hachinohe 1968 NS

Incident velocity

25 cm/sec 50 cm/sec

255

248

242

165

511

497

485

330

-334-
RESPONSE ANALYSIS

Base Isolation Device

Maximum Relative Maximum Shear

Displacement, cm Coefficient

Input velocity, cm/sec 25 50 25 50

X Direction 7.0 14.9 0.10 0.17

Y Direction 7.0 14.8 0.10 0.16

Upper Structure

Maximum Accel,

at Base, cm/sec^

Maximum Shear

Coefficient at 1st

Story

Input velocity, cm/sec 25 50 25 50

X Direction 95 161 0.10 0.17

Y Direction 95 160 0.10 0.17

-335-
APPENDIX 4.12

NAME OF BUILDING Shimizu Constructions, Tsuchiura Branch

GENERAL VIEW, DAMPING

MECHANISM

View of the damping device

DESIGN OBJECTIVE/SPECIAL To improve the safety of building during strong

FEATURES earthquake. Also to use concrete block as non- bearing walls considering small interfloor

deformations in base isolation structures

View of the building

-336-
REFERENCES Not available

MINISTRY OF

CONSTRUCTION APPROVAL

APPROVAL NO.

MONTH AND YEAR

TECHNICAL APPRAISAL BY

THE BUILDING CENTER OF

JAPAN (BCJ)

Appraisal No.

Appraisal Date

Data Abstract

YEAR OF CONSTRUCTION

16/3 (Ibaraki)

July 1987

BCJ-MEN 12

June 3, 1987

See attached

March 1988

-337-
TECHNICAL APPRAISAL DATA ABSTRACT

BCJ-MEN 12

SHIMIZU CONSTRUCTIONS, TSUCHIURA BRANCH

BASE ISOLATION BUILDING

It is a combination of office and dormitory using laminated rubber with lead plug as base isolation device..

DESIGNED BY

STRUCTURAL DESIGN

Shimizu Kensetsu Ltd., Building Construction

Division

Shimizu Kensetsu Ltd., Building Construction

Division

BUILDING SITE

USE

AREA AND VOLUME

Site Area

Building Area

Total Floor Area

BUILDING OUTLINE

1857-1, 3-chome, Tanaka, Tsuchiura City, Ibaraki

prefecture

Office, dormitory

825.53 m

170.366 m

636.764 m

Floor Area of Standard 149.670 m

Floor

Volume Index

Coverage Index

Number of Story

Above Ground

Below Ground

Penthouse

77.13%

20.64%

-338-
HEIGHT

Eavca rTclgXll 13i^.'rZ. 4? mIll Maximum Height 111 j.yZ. QO mm

DtariQara Dtory neigni o. i d m

1 11 R TV! 111 GROUND PROPERTY

Foundation Depth GL-2.1 m

i ue lep L/eptn vj1_.-io.u m

Soil Property and N Value

GL-m 0.0-5.0 5.0-9.8 9.8-28.9 28.9-32.7

Soil layer Silt Gravel Fine sand Gravel

N value 0-3 8-47 11-50 or more

>50

PERMISSIBLE PILE PHC pile (Type B, C). Long-term: 500 dia - 70

RESISTANCE t/pile. Short-term 500 dia - 140 t/pile

-339-
XL —f--"">—

i

----*—i

. •arT-TpJ—U*r- 1*| Y >\ ii V

jo;:---

"1 r V

ii r

JL-: r-S

i L ±±—-' • -—J o!

- i J „ 1 :

ifeO ) 4170 | 4170 | 4170 12ij)0 12510

(T) * « «

® LRB4 50(KJ'iU

O LRB4 50(J07"7 / 9O0)rp

0 LRBSOtHWr^ f 1000)^/

• LRB550(W7'7 / 1100)

[Key: 1 - Foundation plan 2 - Notation of base isolation devices 3 - LRB 450

(without lead plug) 4 - LRB 500 (lead plug 90 dia) 5 - LRB 500 (lead plug 100 dia)

6 - LRB 550 (lead plug 110 dia) 7 - Base isolation device 8 - Structure along axis C

9 -Nut 10 - Headed stud 11-Dowellpin 12 -Lead Plug]

-340-
FOUNDATION

Type

OUTLINE OF THE STRUCTURE

PHC pile (Type B, C) supported on fine sand layer

in GL-16 m

Maximum Pile Reaction Long-term: 500 dia 70 t

Short term: 140 t

MAIN STRUCTURE

Structural Features

Frame Classification

It is a base isolation structure where the base

isolation device consisting of laminated rubber

bearing with lead plug is placed between the RC

upper structure and the foundation

X direction: RC rigid frame; Y direction: RC rigid

frame

Columns and Beams RC structure: Column—B x D = 500 x 500; Beam—

B x D = 500 x 500, 500 x 700; Concrete-common

concrete, FC = 225 kg/cm; Steel bars—deformed

bars SD30A, SD35 (JIS G 3112)

Column-Beam Connection RC rigid connection

Floor RC slab

Roof RC slab

Nonbearing Walls Exterior wall—Concrete block; Interior wallConcrete block.

Fire Coating -

-341-
STRUCTURAL DESIGN

BASE ISOLATION DEVICE

Laminated Rubber Bearing Each LRB device consists of: Rubber—natural

with Lead Plug

LRB outer

dia (mm)

rubber 6 thick x 31 layers; Inner steel plate-SPCC

(JIS G 3141), 3 mm thick x 30 layers; Outer steel

plate--SS41 (JIS G 3101) 19 mm thick x 2 layers at top and bottom

Material used and specifications

Lead plug

JIS H 2105

Purity

99.99%

Steel

Fixing bolt Dowel pin Anchor bolt Headed stud

SS41 (JIS G 3101)

22x650 dia 4-45 dia 6-24

22 x 650 4-45 6-24

22 x 700 4-55 8-24

22 x 800 4-55 8-27

JIS B 1198

10-19

10-19

12-19

12-19

450 dia

450 dia

500 dia

550 dia

90 dia

100 dia

150 dia

Thickness of rubber covering at the top and bottom of LRB is 5 mm. Thickness of

rubber coating on the side is 10 mm. LRB height 324 mm.

DESIGN DETAILS

Wind-resistant Design

ASEISMIC DESIGN

Zonal Coefficient

Ground Period

Primary Design Period, T

Design wind pressure: P = CqA; q = 60 Vh

Z= 1.0

Tc = 0.6 sec (category 2 ground)

X direction: 2.33 sec; Y direction: 2.33 sec

Design Shear Coefficient, Ci X, Y directions: 0.150 for each floor. Distribution

pattern: Uniform

-342-
Horizontal Seismic Intensity

at Underground Level

Seismic Load Sharing, % 100% sharing in X, Y directions by rigid frames

DYNAMIC ANALYSIS

STRUCTURAL MODELLING

Model Type and Number of Equivalent shear type 6 degrees of freedom model

Degrees of Freedom

Fundamental Period 1st mode 2nd mode

X direction 0.839 0.231

Y direction 0.845 0.244

Stiffness of laminated rubber with lead plug at the

50% shear deflection used.

Restoring-force The upper structure : D-tri-linear approximating

Characteristics to load-interfloor displacement curve as determined by static elastoplastic analysis.

LRB: Ramberg-Osgood-type

Damping Constant Upper structure: h = 2%, LRB: h = 0%

SEISMIC WAVE USED

Seismic waveform,

Maximum Amplitude,

Period of Analysis

Seismic wave used Incident velocity

35 cm/sec 50 cm/sec

a) El Centro 1940 NS 358 511

b) Taft 1952 EW 348 497

c) Hachinohe 1968 NS 231 330

d) Ibaraki 606 1964 NS 515 735

-343-
RESPONSE ANALYSIS

Base Isolation Device

Maximum Relative Maximum Shear

Displacement, cm Coefficient

Tnni 1 AIL/ HIi f vplnpifv VCIULIIV/ rm/<5PT V_ 1 1 1 / DCL 35 50 35 50

S\ I—S1A CTV_ llvjl 1 7.86 12.72 0.149 0.190

Input Wave c) b) c) b)

Y DirprHon 7.51 12.45 0.145 0.188

Input Wave c) b) c) b)

Upper Structure

Maximum Accel. Maximum Shear

at Base, cm/sec^ Coefficient at 1st

Story

Input velocity, cm/sec 35 50 35 50

X Direction 185 237 0.167 0.201

Input Wave b) b) c) b)

Y Direction 183 229 0.164 0.201

Input Wave b) b) c) b)

-344-
NAME OF BUILDING

GENERAL VIEW, DAMPING

MECHANISM

APPENDIX 4.13

Torano Mon San-chome Building

iSBlillKUHl

ii m i iffII I II

mm

[Key: 1 - View of the building 2 - View of the damping device]

-345-
DESIGN OBJECTIVE/SPECIAL This is an eight-story commercial complex

FEATURES building to be constructed on a polygonal ground

in a built-up area and is designed with following

objectives:

To reduce tensile force acting on laminated rubber

of base isolation device.

Since the building has a polygonal plan, the

torsional response during earthquake is expected.

The safety of base isolation device or building has

to be ensured considering such a threedimensional behavior.

REFERENCES 1. Hiroshi Morioka. 1986. Studies on base

isolation structure. Part 2. Properties of

steel damper. Nippon Kenchiku Gakkai

Taikai Gakujutsu Koen Kogai-shu.

MINISTRY OF

CONSTRUCTION APPROVAL

APPROVAL NO. 37 (Tokyo)

MONTH AND YEAR January 1988

TECHNICAL APPRAISAL BY

THE BUILDING CENTER OF

JAPAN (BCJ)

Appraisal No. BCJ-MEN 15

Appraisal Date December 3, 1987

Data Abstract See attached

YEAR OF CONSTRUCTION March 1988 to February 1989

-346-
TECHNICAL APPRAISAL DATA ABSTRACT

BCJ-MEN 15

TORANO MON SAN-CHOME BUILDING

BASE ISOLATION BUILDING

Office building using laminated rubbers and steel damper as base isolation device.

DESIGNED BY

STRUCTURAL DESIGN

Shimizu Kensetsu, Ltd. Building Construction

Division

Shimizu Kensetsu, Ltd. Building Construction

Division

BUILDING SITE

USE

AREA AND VOLUME

Site Area

Building Area

Total Floor Area

BUILDING OUTLINE

3-25, Torano mon, Minato-ku, Tokyo

Office

590.65 m

461.329 m

3372.989 m

Floor Area of Standard 392.352 m

Floor

Volume Index

Coverage Index

Number of Story

Above Ground

Below Ground

Penthouse

536.082%

78.105%

-347-
HEIGHT

Eaves Height 29.70 m

Maximum Height 34.65 m

Standard Story Height 3.65 m

Height of First Story 4.00 m

GROUND PROPERTY

Foundation Depth GL-3.75 m

* PILE TIP DEPTH GL-23.0 m

Soil Property and N Value

GL-m 0-8.7 8.7-21.4 21.4-39.3 >39.3

Soil layer Clayey fine sand Fine sand Gravel Fine sand,

mudstone

In value y-ol 1 1 cn en rr\

1 1-oU > DU > dU

ALLOWABLE PILE

RESISTANCE

Cast in-situ concrete pile. Long-term resistance

(t/pile): 3000 dia-990; 2700 dia-850; 2400 dia-710;

2200-620; 1300 dia-270. Short-term resistance:

Twice the long-term resistance.

-348-
[Key: 1 - Steel rod damper 2 - Laminated rubber 3 - Arrangement of base isolation

device 4 - Framing elevation 5 - Anchor bolt 6 - Steel rod]

-349-
OUTLINE OF THE STRUCTURE

FOUNDATION

Type Cast in-situ concrete pile supported in gravel layer

at GL-23 m

Maximum Pile Reaction 1300 dia-253 t; 2200 dia--605 t; 2400 dia-661 t; 2700 dia-787 1; 3000 dia--851 1. MAIN STRUCTURE

Structural Features It is a base isolation structure where the base

isolation device consisting of laminated rubber

bearing and steel damper is placed between the RC

upper structure and the foundation

Frame Classification X, Y direction: Steel reinforced concrete rigid

frame incorporating RC shear walls

Columns and Beams SRC (steel reinforced concrete) structure. Column-

-B x D 700 x 700 - 900 x 1000; Beam~B x D = 500 x

700 - 500 x 1000; Concrete—common concrete FC =

240 kg/cm2

; Steel bars—deformed bars SD30A,

SD35 (JISG3112)

Column-Beam Connection SRC rigid connection

Floor RC slab

Roof Same as above,

Nonbearing Walls Exterior wall—RC structure; Interior wall—RC

structure, concrete block structure

Fire Coating -

-350-
STRUCTURAL DESIGN

BASE ISOLATION DEVICE

Laminated rubber

Dia of laminated rubber

Inner rubber

Thickness(mm)

Layers

Outer Rubber

Inner Steel Plate

Thickness (mm)

Layers

Outer Steel Plate (flamge

plate) (Type I)

Thickness

Layers

Typell

Thickness

Layers

Fixing bolt

Type I Type II RUBBER PROPERTIES

Hardness (JIS A type)

Stress at 25% elongation

(kgf/cm2)

Tensile strength (kgf/cm^)

Shear elongation (%)

Each laminated rubber assembly consists of:

800 dia 960 dia 1030 dia

Natural rubber

5.4

36

6.2

30

6.0

30

Special synthetic rubber 8 mm thick

SPCC (JIS G 3131)

2.2

35

2.2

29

3.1 29

20

SS41 (JIS G 3101)

32 32

2 layers, top and bottom

SM50A (JIS G 3106)

41 47 32

2 layers, top and bottom

SS41 (JIS G 3101)

8-M30

16--M30

Inner rubber

40° ±5

3.4 ±10

200 min

500 min

8-M36

16-M36

8-M36

8-M36

Outer rubber

60° ±5

6.0 ±2.0

120 min

600 min

-351-
Steel Rod Damper Each set consists of:

DESIGN DETAILS

Design Wind Pressure

ASEISMIC DESIGN

Zonal Coefficient

Ground Period

Primary Design Period T

Design Shear Coefficient, Ci

X, Y directions

Distribution pattern

Horizontal Seismic Intensity

at Underground Level, K

Seismic Load Sharing, %

X direction (along the

length)

Rigid Frame

Shear wall

Steel rod-SS45C (JIS G 4501), dia 35 mm, length

994 mm; Piston--SS41 (JIS G 3101) dia 160 mm,

length 300 mm; dia 235 mm, length 60 mm (ends);

Cylinder-SS41 (JIS G 3101), dia 235 mm, length 290

mm, thickness 32.5 mm; Steel rod fixing plate—

SS41 (JIS G 3101), dia 600 mm, thickness 60 mm;

Flange-SS41 (JIS G 3101), dia 600 mm, thickness 40

mm; Fixing bolt-SS41 (JIS G 3101), 8-M36

p = CqA

q=60^h(h<16)

q=120Vh (h>16)

Z= 1.0

Tc = 0.6 sec (category 2 ground)

X direction: 2.55 sec; Y direction: 2.55

Lowest

0.150

Floor

Intermediate

0.191

Ai pattern

Floor

Top

0.298

X, Y directions: Foundation floor—0.1

Lowest

35%

65

Floors

Intermediate Top

Y direction (along the

width)

Rigid Frame 4

Shear wall 96

62

38

18 82

108

-8

. 45

55

-352-
DYNAMIC ANALYSIS

STRUCTURAL MODELLING

Model Type and Number of Equivalent shear type 9 degrees of freedom model

Degrees of Freedom

Fundamental Period

Restoring-force

Characteristics

Damping Constant

SEISMIC WAVE USED

Seismic waveform,

Maximum Amplitude,

Period of Analysis

Incident velocity

35 cm/sec

50 cm/sec

X direction

Y direction

Tl T2

1.62 2.61

1.56 2.57

Tl and T2 correspond to the first and second

segment stiffness of bi-linear restoring-force

characteristics of the base isolation device,

respectively.

The upper structure: Normal tri-linear

approximating to load interfloor displacement

curves obtained by static elasto-plastic analysis for

each floor. Base isolation device: Bi-linear

Upper structure: h = 1%; Base isolation device:

h = 0%

(a)

El Centro

1940 NS

358 cm/sec2

551 cm/sec2

Observed wave

(b) c) (d)

Taft Hachinohe Tokyo 101

1952 EW 1968 NS 1956 NS

348

497

231

330

339

485

-353-
RESPONSE ANALYSIS

Base Isolation Device

Maximum Relative Maximum Shear

Displacement, cm Coefficient

Input velocity, cm/sec 35 50 35 50

X Direction

Input Wave

12.4

b)

18.4

c)

0.114

b)

0.152

c)

Y Direction

Input Wave

12.4

b)

23.1

c)

0.114

b)

0.181

c)

Upper Structure

Maximum Accel,

at Base, cm/sec^

Maximum Shear

Coefficient at 1st

Story

Input velocity, cm/sec 35 50 35 50

X Direction

Input Wave

148

b)

203

c)

0.113

b)

0.164

c)

Y Direction

Input Wave

132

c)

189

c)

0.118

b)

0.186

c)

-354
APPENDIX 4.14

NAME OF THE BUILDING Science and Technology Agency, National

Institute for Research in Inorganic Materials,

Vibration-free Wing

GENERAL VIEW, DAMPING

MECHANISM

[Key: 1 - View of Building 2 - View of the damping device]

DESIGN OBJECTIVE/SPECIAL To provide extremely low vibration

FEATURES environments necessary for storage and operation

of high-precision optical equipments. The

building uses laminated rubber to achieve base

isolation effect and prevent even microseisms.

REFERENCES Not available

-355-
MINISTRY OF CONSTRUCTION

APPROVAL NO.

MONTH AND YEAR

BCJ TECHNICAL APPRAISAL

Appraisal No

Appraisal Date

Data Abstract

YEAR OF CONSTRUCTION

17 (Ibaraki)

July 1987

BCJ-MEN 11

June 3, 1987

See Attached

March 1988

-356-
TECHNICAL APPRAISAL DATA ABSTRACT

BCJ-MEN 11

NATIONAL INSTITUTE FOR RESEARCH IN INORGANIC MATERIALS.

VIBRATION-FREE WING

BASE ISOLATION BUILDING

A laboratory building using a base isolation device which is a combination of

laminated rubber and steel rod damper.

DESIGNED BY

STRUCTURAL DESIGN

BUILDING SITE

USE

AREA AND VOLUME

Site Area

Building Area

Total Floor Area

Department of Facilities Planning, Secretariat of

Minister of Construction

Facilities Management Center for Tsukuba Science

City

Department of Facilities Planning, Secretariat of

Minister of Construction

Facilities Management Center for Tsukuba Science

City

Obayashi Gumi, Ltd. Tokyo Head Office

BUILDING OUTLINE

1-1 Namiki, Sakura-mura, Ibaraki prefecture

Research Laboratory

153000.0 m2

Existing-7686.9 m2 : Planned--616.0 m2

; Total8302.9 m

Existing-14131.87 m2

; Planned-616.0 m2 Total14797.87 m2

Volume Index

Coverage Index

9.7%

5.4%

-357-
NUMBER OF STORY

Above ground 1

Below ground -

Penthouse -

HEIGHT

Eaves Height 7.10 m

Maximum Height 7.80 m

Standard Story Height -

Height of First Story 3.95 M

GROUND PROPERTY

Foundation Depth Formation GL-1.46 m

Pile Tip Depth GL-10.30 m

Soil Property and N Value

GL-m 0-2.6 2.6-7.2 7.2-9.2 9.2-14.1 14.1-19.7 > 19.7

Soil layer Loam Volcanic Volcanic Fine sand Silty fine Fine sand

cohesive ash silt sand

soil

N value 4 2-5 5-8 30-50 20-24 >50

ALLOWABLE PILE High strength pre-stressed concrete pile (Type A):

RESISTANCE 350 dia-35 t/pile (long-term)

-358-
®

©Ss -

®

.CP

vn

—Vj

1>

(35

<n - i Ityi i

CD CP

5500 I 5.500 I 5 500 I 1500 I 5500 1 5.500 | 5500 38500 ® ©. © © © © ,® ©

500 ! 5.S00 5.500 j 5.500 ! 5.500 j 5.500 ! 5.500 38500 ® © ® © © © ® ®

H— 1

i i

i i

a

i

i 1

(D \ CD

rr——u—

7500 2500 1 6000

J 6000

j

!

1 f-T--r u

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I L i

[Key: 1 - Test room 2 - Plan 3 - Damper 4 - Laminated rubber 5 - Foundation 6 - Sectional view 7 - Special steel rod 32 dia 8 - Spherical slide bearing 9 - Sectional view of the base isolation device]

-359-
OUTLINE OF THE STRUCTURE

FOUNDATION

Type

Maximum Pile Reaction

MAIN STRUCTURE

Structural Features

Frame Classification

Shear Walls

Columns and Beams

High strength prestressed concrete pile foundation

supported on fine sand layer at GL-9.2 m

High strength prestressed concrete pile 350 dia:

Long-term-32.6 t/pile; Short-term-37.2 t/pile

It is a base isolation structure using base isolation

device between RC upper structure and

foundation

Along the length: RC rigid frame with shear

walls; along the width: RC rigid frame with shear

wall

RC structure

Column-B x D = 500 x 500; Beam-B x D = 350 x

550, 350 x 750, 400 x 1100; Steel bars-deformed bars

SD30A (JIS G 3112); Concrete~FC=210 kg/cm2

Column-Beam Connection RC rigid connection

Floor Cast in-situ RC structure

Roof Cast in-situ RC structure

Nonbearing Walls

Fire Coating

Exterior wall—cast in-situ concrete structure;

interior wall-cast in-situ concrete structure

-360-
STRUCTURAL DESIGN

BASE ISOLATION DEVICE

Laminated Rubber (32 Nos.) Each consists of: Rubber-natural rubber 3.2 thick x 420 dia (51 layers); Steel plate: Insertion plate—

SS41 (JIS G 3101) 1.5 x 420 dia (50 nos.); Flange

plate-SS41 (JIS G 3101), 14-19 x 610 dia (2 nos.);

Fixing bolt-High tension bolt F8T (JIS G B 1186)

M20

Rubber Properties Rubber hardness: 40° ± 5; 25% shear modulus

(kg/cm2): 3.4 ± 1.0; Elongation (%): > 500; Tensile

strength (kg/cm2

): > 200; Shear elastic modulus:

5.6 kg/cm2

; Young's modulus: 11.5 kg/cm2

Steel Rod Response-control Each set consists of: Steel rod~SCM435 (JIS G 4105)

(48 Nos.) 3 span continuous beam (span 20 cm, 45 cm, 20

cm); Bearing~SUJ2 (JIS G 4805); Steel plate~SS41

(JIS G 3101); Base plate: 4 plates-16 x 230 x 360;

Fixing bolt-H.T. bolt F8T (JIS B 1186) 4-M16

-361-
DESIGN DETAILS

WIND-RESISTANT DESIGN

Design Wind Pressure

ASEISMIC DESIGN

Zonal Coefficient

Ground Period

Primary Design Period

Along the length (X)

Along the width (Y)

Design Shear Coefficient, Ci

Horizontal Seismic Intensity

at the Underground Level,

K

Seismic Load Sharing, %

Along the Length

Along the Width

P = CqA

C= 1.2

q = 60 V"h (h = height from the ground surface)

A = Area subjected to wind

Z= 1.0

Tc = 0.6 sec (Category 2 ground)

Small deformation Large deformation

1.17 sec 2.26

1.17 2.26

Along the length: 0.15; Along the width: 0.15;

Distribution pattern:

With respect to underground beam and

foundation: 0.15

Rigid Frame

Shear Wall

Rigid Frame

Shear Wall

First Floor

0

100

0

100

-362-
DYNAMIC ANALYSIS

STRUCTURAL MODELLING

Model Type and Number of Equivalent shear type 2 degrees of freedom model

Degrees of Freedom .

Fundamental Period

Along the length Along the width

Tl 2.26 sec (1.17) 2.26 sec (1.17)

T2 0.09 sec (0.08) 0.09 sec (0.08)

N.B: Figures in brackets indicate the fundamental period till steel rod damper yields

(6y = 3.0 cm)

Restoring-force Upper Structure: Linear in both X and Y

Characteristics directions. Base isolation device: A combination

of elastic properties of laminated rubber and

Ramberg-Osgood type properties of steel rod

damper

Damping Constant Upper Structure: 0.02 with respect to the primary

mode vibration when the foundation is fixed.

Laminated rubber: 0.01 when the incident wave

velocity is 25 cm/sec, while it is 0.02 when the

incident velocity is 50 cm/sec

Seismic Wave Used

Seismic waveform,

maximum amplitude,

period of analysis

Seismic Wave Incident Velocity

25 cm/sec 50c/sec

a) El Centro 1940 NS 255 cm.sec 510 cm/sec

b) Taft 1952 EW 248 496

c) Hachinohe 1968 NS 128 330

d) Hachinohe 1968 EW 128 256

e) Tsukuba 85 NS 631 1262

f) Tsukuba 85 EW 832 1663

g) Tsukuba 86 NS 272 543

h) Tsukuba 86 EW 256 512

-363-
RESPONSE ANALYSIS

Base Isolation Device

Maximum Relative Maximum Shear

Displacement, cm i"r> p ffi ci pnt"

Input velocity, cm/sec 25 50 25 50

X Direction 8.72 19.28 0.129 0.224

Input Wave d) g) d) g)

Y Direction 8.72 19.28 0.129 0.224

Input Wave d) g) d) g)

Upper Structure

Maximum Accel. Maximum Shear

at Base, cm/sec^ Coefficient at 1st

Story

Input velocity, cm/sec 25 50 25 50

X Direction 126.6 219.9 0.129 0.225

Input Wave d) g) d) g)

Y Direction 126.7 220.1 0.129 0.225

Input Wave d) g) d) g)

-364-
APPENDIX 4.15

NAME OF THE BUILDING Radar "A"

GENERAL VIEW, RESPONSECONTROL MECHANISM

0

[Key: 1 - View of the building 2 - View of the base isolation equipment 3 - Sliding support 4 - Horizontal spring]

DESIGN OBJECTIVE/SPECIAL This radar is installed on top of a 45 m high steel

FEATURES frame structure and is exposed to seismic forces

which are amplified due to steel structure and

chances of its being damaged are more. Here, a base isolation device was installed at the base of

the radar to reduce the seismic input, and thus

increases the safety of the radar during an

earthquake

-365-
REFERENCES 1. 1981. Studies on the Taisei-type base isolation

mechanism (TASS system). Taisei Kensetsu

Gijutsu Kenkyusho-ho, No. 14.

2. 1981. Studies on the base isolation

mechanism. Part 1. Outline of TASS system.

Nippon Kenchiku Gakkai Taikai, September

3. 1981. Studies on the base isolation

mechanism. Part 2. Shaking-table test on

TASS system. Nippon Kenchiku Gakkai

Taikai, September.

4. 1984. Study on a base isolation system. 8th

WCEE.

MINISTRY

CONSTRUCTION

O F

APPROVAL NO.

MONTH AND YEAR

YEAR OF CONSTRUCTION October 1980

STRUCTURAL DESIGN

DATA ABSTRACT See attached

-366-
BUILDING SITE

STRUCTURAL DESIGN DATA ABSTRACT

RADAR "A"

BUILDING OUTLINE

Yamakura-chinai, Yamada machi, Katori Gun,

Chiba prefecture

USE

AREA AND VOLUME

Site Area

Building Area

Total Floor Area

Aircraft observation tower

22894.00 m

238.394

710.896 m

Floor Areas of Standard 235.623 m

Floor

Volume Index, % -

Coverage Index, % - NUMBER OF STORY

Above ground 9

Below ground

Penthouse -

HEIGHT

Eaves Height 45.60 m

Maximum Height 46.90 m

Standard Story Height 5.00 m

Height of First Story 5.00 m

-367-
-368-
OUTLINE OF THE STRUCTURE

FOUNDATION

Type Pile foundation

Maximum Pile Reaction -

MAIN STRUCTURE

Structural Features First floor is RC structure; second floor is steel

construction

Frame Classification Braced structure

Bearing Walls, other walls -

Columns and Beams -

Column-Beam Connection -

Floor RC structure

Roof Dome

Nonbearing Walls -

Fire Coating -

-369-
STRUCTURAL DESIGN

BASE ISOLATION DEVICE

Isolator (12 Nos) Roller bearing (8 sets); Steel-Annealed steel

Damping Device (6 sets) Horizontal spring (8 sets); Steel--SS41; Plating

chrome

DESIGN DETAILS

WIND-RESISTANT DESIGN

Design Wind Pressure -

ASEISMIC DESIGN

Zonal Coefficient, Z -

Ground Period, Tc -

Primary Design Period, T -

Design Shear Coefficient, Ci Akmg thfi length;

Along the width: -

Distribution pattern: -

Horizontal Seismic Intensity -

at the Foundation, K

Seismic Load Sharing, % Floors

IF 2F

Along the length Rigid frame - -

Bearing wall - -

Along the width Rigid frame -

Bearing wall - -

-370-
DYNAMIC ANALYSIS

Along the length

1.5 sec

Along the width

1.5 sec

STRUCTURAL MODELLING

Model Type and Number of Equivalent shear type one degree of freedom

Degrees of Freedom model

Fundamental Period

Tl

T2

Restoring-Force

Characteristics

Damping Constant

SEISMIC WAVE USED

Seismic Waveform

Maximum Amplitude

Period of Analysis

Upper structure: Linear; base isolation device: bi- linear

Upper structure: 2%; base isolation device: 10%

El Centro 1940, NS

500 gal

40 sec

RESPONSE ANALYSIS

Base Isolation Device

Maximum Relative

Displacement, cm

Maximum

Coefficient

Shear

Input accel., cm/sec2 300 500 300 500

X Direction 5 9 0.08 0.14

Y Direction 5 9 0.08 0.14

Upper Structure

Maximum Accel,

at Base, cm/sec2 Maximum Shear

Coeff. at 1st Story

Input velocity, cm/sec 300 500 300 500

X Direction 196 241 0.2 0.36

Y Direction 196 241 0.2 0.36

-371 -
APPENDIX 4.16

NAME OF THE BUILDING Taisei Kensetsu. Technical Research Center.

J Wing

GENERAL VIEW, DAMPING

MECHANISM

[Key: 1 - View of the building 2 - View of the damping device]

-372-
REFERENCES

MINISTRY

CONSTRUCTION

O F

APPROVAL NO.

MONTH AND YEAR

BCJ TECHNICAL APPRAISAL

Appraisal No

Appraisal Date

Data Abstract

YEAR OF CONSTRUCTION

1987. Base isolation method using sliding

support. Parts 1-5. Nippon Kenchiku Gakkai

Taikai. October.

1987. Base isolation method using sliding

support. Part 1-2. Taisei Kensetsu Gijutsu

Kenkyusho-ho, No. 20

Study of a base isolation system 3rd

Conference on S. D. E. E.

52 (Kanagawa)

October 1987

BCJ-MEN 13

July 15, 1987

See attached

June 1988

-373-
TECHNICAL APPRAISAL DATA ABSTRACT

BCJ-MEN 13

TAISEI CONSTRUCTIONS. TECHNICAL RESEARCH CENTER.

J WING

DESIGNED BY

BUILDING SITE

USE

AREA AND VOLUME

Site Aarea

Building Area

Total Floor Area

BASE ISOLATION BUILDING

Taisei-Kensetsu Ltd.

BUILDING OUTLINE

344-1, Nase machi, Totsuka-ku, Yakohama City

Office

34821.92 m

263.00 m

1029.20 m

Floor Area of Standard 256.20 m

Floor

Volume Index

Coverage Index

Number of Story

Above Ground

Below Ground

Penthouse

24.38%

52.34%

-374-
HEIGHT

Eaves Height 19.10 m

Maximum Height 23.35 m

Standard Story Height 4.80 m

Height of First Story 3.90 m

Height of Equipment Floor 4.00 m

GROUND PROPERTY

Foundation Depth GL-3.10 m

Soil Property and N Value

GL-m 0.0-2.9 2.9-3.8 3.8-5.7 5.7-13.5

Soil layer Clay Fine sand Hard clay Alternate layers

of fine sand and

sandstone

N value 12-16 > 50 > 50 > 50

ALLOWABLE BEARING Long-term: 30 t/m2 CAPACITY Short-term: 60 t/m2

-375-
12.000

[Key: 1 - Elastic sliding support 2 - Sliding plate 3 - Height adjusting bolt 4

Grout mortar 5 - Horizontal spring]

-376-
STRUCTURE OUTLINE

FOUNDATION

Type

Maximum Contact

Pressure

Spread foundation

Long-term: 28.3 t/m2

Short-term: 57.2 t/m2

MAIN STRUCTURE

Structural Features

Frame Classification

Shear Walls

Columns and Beams

Column-Beam Connection

Floor

Roof

Nonhealing Walls

Shear walls are properly arranged to increase

stiffness of the entire structure and minimize the

eccentricity

Shear walls + rigid frame RC structure

RC structure

Column-B x D = 600 x 1200 - 600 x 900; Beam~B x D

= 400 x 800 - 500 x 1000; Concrete~FC 240; Steel

bars~SD30A (smaller than D16); SD35 (larger than

D19); PC steel~SWP R7B; Deformed PC steel

bars-deformed bar type D No. 1

Cast-in-situ rigid connection

RC slab

RCslab

Exterior wall-RC structure; Interior wall—same as above

Fire Coating Panels made of calcium silicate

-377-
STRUCTURAL DESIGN

BASE ISOLATION DEVICE

Isolator (12 Nos) Each consists of: Elastic sliding support (8 nos.);

Sliding plates (8 nos. rubber—chloroprene rubber;

Steel-SS41; PTFE-Rulon LD; Stainless steelSUS316

Damping Device(6 sets) Each consists of: Horizontal spring—8 nos.);

Rubber-Chloroprene rubber; Steel~SS41

WIND-RESISTANT DESIGN

Design Wind Pressure

ASEISMIC DESIGN

Zonal Coefficient

Ground Period

Primary Design Period

DESIGN DETAILS

P = CqA

c = 1.2

q=60 \^h

q=120 Vh

Z=1.0

Tc = 0.3 sec (Category 2 ground)

T= 1.2 sec

Design Shear Coefficient, Ci Along the length: 0.15; Along the width: 0.15;

Distribution pattern: Set based on the results of

seismic response analysis

Horizontal Seismic Intensity K = 0.15

at the Underground, K

-378-
Seismic Load sharing, %

Floor

IF 2F

Along the length Rigid frame 100 25

Shear wall 0 75

Along the width Rigid frame 4 4

Shear wall 96 96

DYNAMIC ANALYSIS

STRUCTURAL MODELLING

Model type and number of Equivalent shear type one degree of freedom

degrees of freedom model

Fundamental Period

Tl

T2

Restoring-force

characteristics

Damping constant

Along the length

1.21 Sec

0.11 sec

Along the width

1.21 sec

0.11 sec

Upper structure: Bi-linear;

Base isolation device: Bi-linear

3%

SEISMIC MOTION USED

Seismic waveform

Maximum amplitude

Period of analysis

El Centro, Hachinohe, Taft

50 cm/sec

-379-
RESPONSE ANALYSIS

Base Isolation device

Maximum Accel. Maximum Shear

Displacement, cm Coefficient

Input velocity, cm/sec 25 50 25 50

X Direction 9.4 18.9 0.155 0.170

Y Direction 9.5 18.9 0.155 0.170

Upper Structure

Maximum Relative

at Base, cm/sec^

Maximum Shear

Coefficient at 1st Story

Input velocity, cm/sec 25 50 25 50

X Direction 195 241 0.165 0.185

Y Direction 224 299 0.169 0.188

-380-
NAME OF THE BUILDING

GENERAL VIEW, DAMPING

MECHANISM

APPENDIX 4.17

Industry and Cultural Center

[Key : 1 - View of the building 2 - View of the damping device]

DESIGN OBJECTIVE/SPECIAL To improve the damping properties of

FEATURES multistoried steel structure building thus reducing

the seismic force incident on the structure or on

finishing materials. The design also aims at reducing the sway of the building during medium

to small earthquakes and normal wind to improve living comforts to the occupants.

-381-
REFERENCES

MINISTRY

CONSTRUCTION

O F

APPROVAL NO.

MONTH AND YEAR

BCJ TECHNICAL APPRAISAL

Appraisal No.

Appraisal Date

Data Abstract

YEAR OF CONSTRUCTION

1. 1987. Application of friction damper to very

high, multistoried buildings. Parts 1-3.

Nippon Kenchiku Gakkai Taikai Gakujutsu

Koen Kogai-shu (Kinki), October.

62 (Saitama)

January 1987

BCJ-60-H446

August 5, 1985

See attached

April 1988

-382-
TECHNICAL APPRAISAL DATA ABSTRACT

BCJ-60-H446

INDUSTRY AND CULTURE CENTER

DESIGNED BY

BASE ISOLATION BUILDING

Nikken Sekkei Co. Ltd.

BUILDING SITE

USE

AREA AND VOLUME

Site Area

Building Area

Total Floor Area

BUILDING OUTLINE

Sakuragi 1-chome, Omiya City, Saitama prefecture

Office, hotel

r 17484.81 m2

6624.16 m2

105060.16 m2

Floor Area of Standard Office-21 19.64 m2

; Hotel-707.40 m2

Floor

Volume Index

Coverage Index

Number of Story

Above Ground

Below Ground

Penthouse

672.6% (including center hall)

70.0% (including center hall)

Office wing-31; Hotel wing-13

Office wing-4; Hotel wing-3

Office wing-1; Hotel wing-1

-383-
HEIGHT

Eaves Height

Maximum Height

Standard Story Height

Height of First Story

Office wing-136.550 m; Hotel wing-57.050 m

Office wing-140.030 m; Hotel wing 57.050 m

Office wing-3.8 m; Hotel wing-3.2 m

Office wing-5.500 m

Height of the Equipment Office wing-5.500 (13 floors)

Floor

Height of Basement Floors Office wing-5.800 m (B1 floor); Hotel wing-5.800 m

GROUND PROPERTY

Foundation depth Office wing-25.250 m; Hotel wing-1 7.450 m

i Soil property and N Value

GL-m 0.0-5.0 5.0-10.0 10.0-26.0 26.0-41.0 41.0-43.0 43.0-48.0 48.0-63.0

Soil layer Loam,

clay

Sandy

soil,

clayey

soil

Sandy

soil

Clayey

soil

Gravel.

Sandy

soil,

Clayey

soil

Clayey

soil

Sandy

Soil

N value 1-5 3-34 16-44 4-14 14-50 10-15 30-50

ALLOWABLE PILE 250 t/m2 RESISTANCE

-384-
-385-
OUTLINE OF THE STRUCTURE

FOUNDATION

Type

Maximum Pile Reaction

MAIN STRUCTURE

Structural Features

Frame Classification

Shear Walls

Beams and Columns

Column-Beam Connection

Floor

Roof

Nonbearing walls

Pile foundation

210 t/m2

In both X and Y directions, rigid frames containing

shear walls of steel plates at the center core.

Structure above ground: Steel rigid frames using

steel plate shear walls; structure below ground:

SRC rigid frame structure using RC shear walls

Structure above ground: Steel plate shear walls;

structure below ground: RC shear walls

Structure above ground: Column—600 x 600 box;

Beam-welded I section with depths of 850, 1200,

1500.

Structure below ground: Column—1100 x 1100 and

1000 x 1000; Beam-850 x 1200 and 850 x 900.

Steel frame-SM50; Steel bars-SD35, SD30; ConcreteFloor above ground: light concrete of strength 180

kg/cm2

(sp. gr. 1.75, 1.85); Floor below first floor:

Common concrete of strength 210 kg/cm2

Structure above ground: Beam flange welded at

site. Beam web fixed with HT bolts and columns

welded at site

Structure below ground: Steel sections fixed with

HT bolts (columns and beams, factory welded)

Structure above ground: RC slab

Structure below ground: RC slab

Flat roof

Exterior wall—pre-cast concrete structure; Interior

wall—light gauge steel frame with board

Fire coating Rock wool

-386-
STRUCTURAL DESIGN

BASE ISOLATION DEVICE

Isolators (12 Nos)

Damping Devices (6 Nos)

WIND-RESISTANT DESIGN

Design Wind Pressure

DESIGN DETAILS

According to building standard regulation:

ASEISMIC DESIGN

Zonal Coefficient

Ground Period

Primary Design Period, T

Design Shear Coefficient, Ci

Horizontal Seismic Intensity

at the Underground Level,

K

Seismic load sharing, %

Along the length

Along the width

h<16

h>16

q= 60 v'h

q=120 Vh

Shape factor c = 1.2

Z= 1.0

Tc = 0.6 sec

xTl = 2.88; yTl = 2.76

Along the length: 0.10; Along the width: 0.10;

Distribution pattern: Envelope of the maximum

response shear forces as obtained from the

vibration response analysis

The seismic intensity K at the IF: 0.10; the seismic

intensity at GL-40 = 0. In between, it is interpolated assuming straightline relationship

Rigid frame

Shear walls

Rigid frame

Shear wall

IF

80

20

60

40

20F

70

30

70

30

-387-
DYNAMIC ANALYSIS

STRUCTURAL MODELING

Model type and number of Equivalent shear type 32 degrees of freedom

degrees of freedom model

Fundamental period

Tl

T2

Restoring-force

characteristics

Along the length

2.88 SEC

1.07 SEC

Along the width

2.76 SEC

1.02 SEC

Damping constant

Building: Tri-linear; Damper: Bi-linear. (The

initial stiffness is determined from the stiffness of

PC plate and large beam fixed to the damper. The

stiffness during sliding of damper, is assumed to beO.)

Building: h = 0.02 sec.; Damper: h = 0

SEISMIC WAVE USED

Seismic Waveform

Maximum Amplitude,

Period of Analysis

El Centro NS 1940; 20 sec. Maximum acceleration

50, 100, 150, 259 cm/sec2 (25 cm/sec); 518 cm /sec2

(50 cm/sec)

RESPONSE ANALYSIS

Maximum shear coefficient at 1st

floor

X-direction

When the input is 259 cm/sec 0.088

When the input is 518 cm/sec 0.147

Y-direction

0.091

0.153

-388-
NAME OF THE STRUCTURE

APPENDIX 4.18

Chiba Port Tower

GENERAL VIEW, DAMPING

MECHANISM

[Key: 1 - View of the building 2 - View of the damping device]

DESIGN OBJECTIVE/SPECIAL Chiba Port Tower is a 125 m high tower structure,

FEATURES completely covered with half mirror glass,

making it highly sensitive to wind. The design

objective is to reduce the vibration amplitude due

to normal wind in the observation zone, thereby

improving the comforts for the occupants and to reduce the overall deformation of building during

strong winds and earthquakes.

-389-
REFERENCES 1. 1986. The 7th Nippon Tishin Kogaku

Symposium, pp. 1747-1758.

MINISTRY OF

CONSTRUCTION

Approval No.

Date

BCJ TECHNICAL APPRAISAL

Appraisal No.

Appraisal Date

Data Abstract

YEAR OF CONSTRUCTION

38 (Chiba)

October 24, 1984

BCJ-59-H424

August 20, 1984

See attached

April, 1986

-390-
DESIGNED BY

BUILDING SUE

USE

AREA AND VOLUME

Site Area

Building Area

Total Floor Area

TECHNICAL APPRAISAL DATA ABSTRACT

BCJ -59-H424

CHIBA PORT TOWER

BASE ISOLATION STRUCTURE

Nikken Sekkei Ltd., Tokyo Office

BUILDING OUTLINE

1-chome, Chuo Minato, Chiba City, Chiba

prefecture

Observatory

38257.7 m

1514 m

2204.3 m

Floor Area of Standard 194.8 m

Floor

Volume Index

Coverage Index

Number of Story

Above Ground

Below Ground

Penthouse

5.7%

3.9%

4 (Frame: 1 7 layers)

2 (Frame: 2 layers)

»

-391-
HEIGHT

Eaves Height

Maximum Height

Standard Story Height

Height of First Story

124.5 m

124.5 m

3.8 m (observatory)

5.0 m (structural height)

GROUND PROPERTY

Foundation Depth GL-3.6 m (tower part); GL-0.4 m (for entrance hall

part)

Soil Property and N Value

CL-m 0-7 0-13 13-25 25-30 30-36 >36

Soil layer Reclaimed Alluvial Diluvial Diluvial Diluvial Diluvial

soil, clay sand sand layer sand layer clay sand layer

I n III N value 0-10 3-31 >50 16-50 10 > 50

ALLOWABLE PILE

RESISTANCE for vertical load for up-lift

Long -term Short-term Short-term

600 dia 150 t/pile 300 t/ pile 50 t/pile

400 dia 70 t/pile 140 t/pile 20 t/pile

-392-

*
Unit in m

[Key: 1 - Plan of central hollow region 2 - Plan of the observatory floor 3 - Airconditioning machinery room 4 -Parking lot 5 -Rock garden 6 - Entrance hall 7

- Air-conditioning machinery room 8 - Electrical room 9 - Marine exhibition 10 - Storage 11 -Dry area 12 - Plan of the first floor 13 - Observatory at the top 14-

Machinery room 15 - Elevator machinery room 16 - Observatory 17 - Tea lounge

18 - EV Hall 19 - Upper square 20 - Sectional view]

-393-
OUTLINE OF THE STRUCTURE

FOUNDATION

Type

Maximum Pile Reaction

MAIN STRUCTURE

Structural Features

Frame Classification

Shear Walls, other walls

Structural Members

Joints

Floor

Steel pile foundation; Pile tip position: GL-15 to 16

m; tower part—RC mat foundation (pile diameter

600); entrance hall: Footing foundation (pile

diameter 400)

600 dia: Long-term 109 t/pile; short-term (during

wind load) maximum 204 t/pile, minimum-46.5

t/pile

400 dia: Long-term 65 t/pile; short-term (during

earthquake) maximum 110 t/pile; minimum 20

t/pile

Tower part: Hexagonal tube structure where

braces and beams are put in the central portion.

Entrance hall: A 60° grid structure.

Tower part: Observatory—steel rigid frame

structure with braces in some parts; middle

hollow structure—steel brace structure; base—SRC

structure. Entrance hall—RC structure.

Tower base: RC shear wall with steel braces inside,

Entrance hall: RC shear wall

Steel frame: Column—steel pipe 500-700 dia

(SM50); Brace-welded H section, H steel (SM50);

Brace—welded H section (SM50); Concretecommon concrete Fc = 210 kg/cm2

; Steel barsdeformed bars (below D16-SD30 - above D19-SD35)

Column—welded at site; Beam, brace—fixed with

high tension bolt F10T; Beam-column connection;

Observatory floor: Diaphragm type connection

with beam flanges penetrating columns; middle

hollow section: H-beams are connected to columns and reinforced with rib plates.

Tower part: Steel plate covered with mortar layer;

entrance hall—RC structure

-394-
Roof

Nonbearing Walls

Fire Coating

BASE ISOLATION DEVICE

Isolator

Damping Device

DESIGN OUTLINE

Wind-resistant design

Design wind pressure

Exterior wall: Tower part—glass curtain wall;

entrance hall~RC structure. Interior wall: Tower

part—ALC panel: Entrance hall—RC structure.

Rock-wool used for columns, beams and braces

above observatory level (1 hour fire rating)

STRUCTURAL DESIGN

Tuned-mass damper

Pd = Cd • q • A

PL = CL «q.A

M = Cm • q • a • b • h

q = 60 v'h, h < 16 m;Vh, h > 16 m

CD/ Cl, Cm: Wind tunnel test data

X component of total wind load is 4.6 times the

seismic load and Y component is 1.77 times (for

shear force at MIF floor level)

The safety with respect to dynamic wind effects is ascertained by vibration response tests in a wind

tunnel.

Resonance wind velocity at top:

For wind parallel to X axis

Vcr = 74.7 m/sec; for wind parallel to Y axis

VCT = 47.5 m/sec

-395-
ASEISMIC DESIGN

Zonal Coefficient Z=1.0.

Ground Period, Tc -

Design Shear Coefficient, Ci First floor Top floor

Along the length 0.16 0.45

Along the width 0.16 0.45

Distribution pattern Set according to the results of seismic response

analysis

Horizontal Seismic Intensity -

at Underground Level, K

Seismic Load Sharing, %

Hollow Observatory

region

Along the length Rigid frame 0 100

Brace 100 0

Along the width Rigid frame 0 50

Brace 100 50

DYNAMIC ANALYSIS

STRUCTURAL MODELLING

Model Type and Number of Bending shear-type 18 degrees of freedom model

Degrees of Freedom with Ml floor fixed

Fundamental Period

Tl

T2

Along the length Along the width

2.70 sec 2.25 sec

0.59 sec 0.51 sec

Restoring-Force

Characteristics

Linear

Damping Constant h = 0.02 (proportional to stiffness)

-396-
SEISMIC WAVE USED

Seismic Waveform, Input velocity 25 cm/sec 50 cm/sec

Maximum Amplitude,

Period of Analysis El Centro 1940 NS 259 cm/sec2 518 cm/sec2

Taft 1952 EW 257 514

Sendai TH030 156 312

1978 NS

RESPONSE ANALYSIS

Upper Structure

X direction Y direction

When the input is 25 cm/sec 0.13 0.12

When the input is 50 cm/sec 0.26 0.24

-397-
NAME OF THE BUILDING

GENERAL VIEW, DAMPING

MECHANISM

APPENDIX 4.19

Higashiyama Garden Observatory

View of the building

-398-
DESIGN OBJECTIVE/SPECIAL

FEATURES

REFERENCES

MINISTRY OF

CONSTRUCTION

Approval No.

Month and Year

BCJ TECHNICAL APPRAISAL

Appraisal No.

Appraisal Date

Data Abstract

To reduce vibrations developed in the tower due

to wind whereby improving the comforts at the

restaurant and in the observatory located at the

top.

As a result, the frequency of occurrence of the

vibrations having response acceleration more

than 5 cm/sec2 is reduced from 80 times /year to 40

times /year.

Not available

51 (Aichi)

September 1987

BCJ-62-H517

July 13, 1987

See attached

YEAR OF CONSTRUCTION Started in December 1987

-399-
DESIGNED BY

BUILDING SITE

USE

AREA AND VOLUME

Site Area

Building Area

Total Floor Area

TECHNICAL APPPRAISAL DATA ABSTRACT

BCJ-62-H517

HIGASHI YAMA GARDEN OBSERVATORY

BASE ISOLATION BUILDING

Nagoya Municipal Government, Building Bureau

Nippon Sogo Kenchiku Jimusho

BUILDING OUTLINE

Tashiro machi, Chigusa-ku, Nagoya City

Observatory, Radio Communication Tower for

Disaster Prevention Administration

95610 m2

1291.96 m2

2929.44 m2

Floor Area of Standard 297.27 m2

Floor

Volume Index

Coverage Index

Number of Story

Above Ground

Below Ground

Penthouse

1.77%

1.67%

7 (frame 25 layers)

-400-
HEIGHT

Eaves Height

Maximum Height

Standard Story Height

Height of First Story

Equipment Floor Height

GROUND PROPERTY

Foundation Depth

Soil Property and N Value

134 m

134 m

5 m (observatory 3.75 m)

6.0 m

5 m (3F, radio communication room)

GL- 6.0

GL-m 0-11.0 11.0-40.0

Soil type Diluvial gravel Alternate layers of sand and clay

N value 20-50 5-50

ALLOWABLE

CAPACITY

BEARING Fe = 20 t/m2 (long-term)

Fe = 40 t/m2 (short-term)

-401-
[Key: 1 - Plan of second floor 2 - Atrium 3 - Roof plaza 4 - Plan of first floor

5 - Hall 6 - Office 7 - Cloakroom 8 - Emergency Center 9 - Generator room

10 - Receiver transformer room 11 - Machinery room 12 -Tea corner 13 -Terrace

14 - Plan of seventh floor 15 - Sky restaurant 16 - Pantry 17 - Plan of fifth floor

18 - Lookout platform 19 - Sectional view 20 - Antenna deck 21 - Entrance]

-402-

i
OUTLINE OF THE STRUCTURE

FOUNDATION STRUCTURE

Ground Type, Foundation Spread foundation; RC structure, raft foundation

Structure

Maximum Contact Pressure Long-term --17.3 t/m2

; during earthquake load38.2 t/m2

; during wind load—36.3 t/m2

; response

at 50 cm/sec input velocity—34.8 t/m2

MAIN STRUCTURE

Frame Classification Tower part: Rigid frame structure with steel

braces; IF, 2F: SRC rigid frame structure with

shear walls

Shear Walls

Structural Members

Joints

RC shear wall (in some parts of IF and 2F it contains steel braces)

Steel frame. Column—steel pipe 558.8-711.2 dia

(STK50, SM50A, SM50B); Beam~H steel, welded

H section (SM50); Brace~H steel-welded H section

(SM50); Concrete: Floors of upper floors—light

concrete FC = 210 kg/cm2

; IF, 2F and foundationcommon concrete Fc = 210 kg/cm2

; steel bars—

below D16 - SD30A; above D19-SD35

Column-welded at site; Beam, brace-high tension

bolt F10T; Beam-column connection for

observatory floor and rib plate type rigid

connection for middle hollow section

Floor

Nonbearing Walls

Fire Coating

3F to 7F—compound slab of deck plate and

concrete; IF and 2F--RC structure

Exterior wall-tower part: Glass curtain wall; IF

and 2F: RC structure; Interior wall-tower part:

Dry fire-resistant board walls; IF and 2F: RC

structure

Rock wool used

-403-
STRUCTURAL DESIGN

Wind-resistant design

Design Wind Pressure P = C • q • A; M = Cm • q • A • b

where q--velocity pressure = 120 V"h, 60 Vh; A —

projected area in X direction; b ~ projected width

in Y direction.

Values of C and Cm are determined from the wind

tunnel experiment taking into consideration the

surrounding topography.

X component of wind load is 1.03 times the

seismic load and Y component is 1.22 times the

seismic load at the second floor

The safety from the dynamic effect of wind is examined from the dynamic response test using

wind tunnel.

ASEISMIC DESIGN

Seismic Load Sharing, % X direction: Rigid frame — 50-59%; Brace -- 43-31%

Y direction: Rigid frame-100%.

Hollow region: Brace—100%

Design Shear Coefficient, Ci Top floor — 0.84; First floor ~ 0.29; Distribution

pattern—set according to the results of seismic

response analysis

-404-
DYNAMIC ANALYSIS

STRUCTURAL MODELLING

Model Type and Number of

Degrees Freedom

Fundamental Period

Bending shear type 17 degrees of freedom model

with first floor fixed.

X direction Y direction

Tl

T2

2.20 sec

0.58 sec

1.98

0.56 sec

Restoring-Force

Characteristics

Linear

Damping Constant h = 0.02 (proportional to vibration frequency)

The case when h is kept constant at 0.03 is also

studied for secondary or higher mode of

oscillations.

SEISMIC WAVE USED

Seismic Waveform,

Maximum Amplitude

El Centro 1940 NS

Taft 1952 EW

Nagoya 306 1963 NS

Hachinohe 1968 NS at 25 cm/sec and 50 cm/sec

maximum input velocity

-405-
RESPONSE ANALYSIS

BASE ISOLATION DEVICE

Maximum Interfloor

Displacement (figures in

parentheses indicate

maximum interfloor

deformation angle)

When the input is 25

cm/sec

When the input is 50

cm/sec

X direction: 1.68 cm (1/222), 6F, El Centro, tower

sway angle H/402

Y direction: 2.03 cm (1/184), 6F, El Centro, tower

sway angle H/446

X direction: 3.35 cm (1/111), 6F, El Centro, tower

sway angle H/201

Y direction: 4.05 cm (1/92) 6F, El Centro, tower

sway angle H/223

MAXIMUM PLASTICITY

RATIO

When input is 50 cm/sec Less than 1 in both X and Y directions

OVERTURNING MOMENT

AT FIRST FLOOR

When the input is 25 X direction: 34804 t.m, Hachinohe;

cm/sec Y direction: 39729 t.m, Hachinohe

When the input is 50 X direction: 69608 t.m., Hachinohe

cm/sec Y direction: 79458 t.m., Hachinohe

Effect of eccentricity The tower part is symmetric and there is no effect

of eccentricity

-406-
APPENDIX 4.20

NAME OF THE BUILDING Gold Tower

GENERAL VIEW, DAMPING

MECHANISM

[Key: 1 - View of the building 2 - View of the damping device]

DESIGN OBJECTIVE/SPECIAL The objective of providing damper in this

FEATURES building is to reduce the building sway due to strong seasonal winds which flow quite

frequently, thereby reducing the discomforts due

to vibrations to the persons entering the building

and the frequency of elevator stoppages.

The device used is not expected to ensure safety

during large earthquakes or very strong winds.

-407-
REFERENCES Not available

MINISTRY OF

CONSTRUCTION

Approval No. 19 (Kagawa)

Month and year June 1987

BCJ TECHNICAL APPRAISAL

Appraisal No. BCJ-62-H507

Appraisal date April 13, 1987

Data abstract See attached

YEAR OF CONSTRUCTION March 1988

-408-
[Key: 1 - Steel rigid

frame. Concrete LC210.

Upper part, top region

(observatory region)

2 - Brace. Central hollow

region 3 - Bearing wall +

Brace, concrete FC 210.

Base 4 -Framing elevation (longer side) 5 - Framing elevation

(shorter side) 6 - Section

A 7 - Section B]

kfidifitaisBoohcs

I ' ' 31375,6750 133*5 Tain MM1

±9891 I 3 R 9_L

oo

A BiS B Biffi

-409-
OWNED BY

DESIGNED BY

TECHNICAL APPRAISAL DATA ABSTRACT

BCJ-62-H507

GOLD TOWER

BASE ISOLATION BUILDING

Unicharm Co. Ltd.

Mitsui Kensetsu Co. Ltd.

Building Construction Division

Mitsui Kensetsu Co. Ltd.

BUILDING OUTLINE

BUILDING SITE

USE

AREA AND VOLUME

Site Area

Building Area

Total Floor Area

Sangai-ku, Shin Utazu, Utazu machi, Kagawa

prefecture

Observatory, Restaurant, Exhibition Hall

14744.02 m2

2324.09 m2

5331.54 m2

; Tower part -- 1193.11 m2

Floor Area of Standard 195.93 m2 (observatory)

Floor

Volume Index

Coverage Index

Number of Story

Above Ground

Below Gound

Penthouse

36.16% (including attached building)

15.76% (including attached building)

-410
HEIGHT

Eaves Height

Maximum Height

Standard Story Height

Height of First Story

GROUND PROPERTY

Foundation Depth

Soil Property and N Value

136.0 m

144.0 m

3.5 m (observatory)

4.5 m

GL-5.7 m

GL-m 0-4.5 4.5-8.2 8.2-15.2

Soil layer Gravely sand Sand Gravel

N value 5-15 5-14 21-49

GL-m 15.2-17.6 17.6-27.6 >27.6

Soil layer Clay, silty sand Gravel Silty clay, gravel

N value 5-15 35-50 13-50

ALLOWABLE PILE

RESISTANCE

600 dia. Long-term: Compression 150 t/pile;

tension 50 t/pile. Short-term: 290 t/pile

-411-
OUTLINE OF THE STRUCTURE

FOUNDATION

Type Steel pile (600 dia). Position of pile tip: GL-25.0 m

and RC mat foundation

Maximum Pile Reaction Long-term: 121 t/pile;

Short-term:

Maximum 249 t/pile

Minimum -6.6 t/pile

MAIN STRUCTURE

Frame Classification

Shear Walls and Others

Material for Columns and

Beams

Joints

Floor

Nonbearing Walls

Structural Features

Fire Coating

Tower part: Rigid frame structure with steel

braces in some parts. Central hollow region: Steel

brace structure. Base: Steel reinforced concrete

Tower base: Steel reinforced concrete brace and

RC walls

Concrete—common concrete, Fc = 210 kg/cm2 (tower part). Light concrete, Fc = 210 kg/cm2

, s.g. =1.8 (observatory floor). Steel framecolumn: Steel pipe 500-700 dia, Beam: H section,

partly welded H section; Brace—material t > 40,

SM50B, t < 40, SM50A. Steel bars-below D16-

SD30A, above D19-SD35

Column-welded at site; Beam, brace—high tension

bolt, F10T ; column to beam—welded rigid joints

for observatory floor and central hollow section

Observatory floor—compound slab of deck plate

and concrete; Tower part—RC structure

Exterior wall—Glass curtain wall; Interior walllight boards pasted below steel frame, ALC plate

used in some parts

Columns are arranged at each apex of true

hexagon laying at the center of hexagonal flat surface and they are joined by braces in a tubular

structure

Rock-wool pasted (1 hour fire rating) only for

observatory

-412-
STRUCTURAL DESIGN

WIND-RESISTANT DESIGN

Design Wind Pressure F0 = CG

• q • A • Fs = Cs • q • A

M = Cm • q • b •

Velocity pressure (q): As per clause 87

Shape factor (determined from wind tunnel

experiment).

Wind direction

0°(X) C0 = 0.95

30° Co = 1.32

60° C0 =1.16

90°(Y) C0 = 0.31

Qs = 0 Cm = 0

Cs = 0.51 Cm = 0.22

Cs = 0.38 Cm = 0.08

Cs = 0 CM = 0

Design Wind Force for

External Cladding

ASEISMIC DESIGN

Seismic Load Sharing, %

P = q • CC A

where

Velocity pressure (q) is according to clause 47.

Wind force coefficient (Cc ): Cpe - Cpi

External pressure coefficient (Cpe): As per wind

tunnel experiment (maximum value +0.94, -1.26)

Internal pressure coefficient (Cpi): +0.2

Observatory floor: Rigid frame- 100%

Central hollow region: Brace-100%

Base: Brace + stress wall-100%

Design Shear Coefficient, Ci Top floor: 0.332;

First floor: 0.205;

Distribution pattern: Set according to the results

of seismic response analysis

-413-
SEISMIC WAVE USED

Seismic wave Maximum acceleration, cm/sec

a) El Centra 1940 NS 204 409

b) Taft 1952 EW 199 397

c) TH030 1978 EW 147 294

Corresponding velocity 20 cm/sec 40 cm/sec

DYNAMIC ANALYSIS

STRUCTURAL MODELLING

Model Type and Number of Bending shear type 22 degrees of freedom model

Degrees of Freedom

Fundamental Period

Tl

T2

Restoring-Force

Characteristics

with foundation fixed (F)

Bending shear type 23 degrees of freedom sway

rocking model (SR)

X direction Y direction

2.69 sec 2.50 sec

0.53 sec

Elastic

0.52 sec

Damping Constant h = 0.02 (viscous damping). Sway: h = 0.10.

Rocking: h = 0.05

-414-
RESPONSE ANALYSIS

BASE ISOLATION DEVICE

Maximum Interfloor

Displacement (figures in

parentheses indicate

maximum interfloor

deformation angle)

When the input is 20

cm/sec

When the input is 40

cm/sec

MAXIMUM PLASTICITY

RATIO

when the input is 20 cm/sec

when the input is 40 cm/sec

OVERTURNING MOMENT

when the input is 20 cm/sec

when the input is 40 cm/sec

Effect of eccentricity

X direction: 2.94 cm (Z18, THO30, F-R) (1/161)

(4F, THO30, F-R)

Y direction: 2.93 cm (5F, El Centro, F-R (1/180) (4F,

El Centro, F-R)

X direction: 5.85 cm (Z18, THO30, F-R) (1/81)

(4F, THO30, F-R)

Y direction: 6.11 cm (Z18, THO30, SR-F) (1/89) (4F,

THO30, SR-F)

X and Y directions: Less than 1 (Elastic)

X direction: 1.25 (5F El Centro, F-R) (determined

from elastic response)

Y direction: 1.31 (F, El Centro, F-R) (determined

from elastic response)

X direction: 23320 t.m (El Centro F-R)

Y direction 23210 t.m (El Centro F-R)

X direction: 46640 t.m (El Centro F-R)

Y direction: 46420 t.m (El Centro F-R)

Nil

-415-
NAME OF BUILDING

GENERAL VIEW, DAMPING

MECHANISM

APPENDIX 4.21

Yokohama Marine Tower

[Key: 1 - View of the building 2 - View of the damping device]

DESIGN OBJECTIVE/SPECIAL To reduce the sway during strong winds,

FEATURES improving the comfortability of the building

The device should be easy to install in the existing

building

REFERENCES 1. 1987. Nikkei Architecture, September 21

2. 1988. Kenchiku Hozen, No. 52

3. 1988. Symposium/Workshop on Serviceability of Building (CANADA).

-416-
YEAR OF CONSTRUCTION

STRUCTURAL DESIGN

DATA ABSTRACT

February 1987

See attached

-417-

OWNER

BUILDING DATE

DESIGNED BY

CONSTRUCTED BY

STRUCTURAL DESIGN DATA ABSTRACT

YOKOHAMA MARINE TOWER

Yokohama Tembo-dai Co. Ltd. (presently:

Hikawamaru Marine Tower Co. Ltd.)

BUILDING SITE

AREA AND VOLUME

Site Area

Building Area

Total Floor Area

March 1961

Shimizu Constructions Ltd;

Shimizu Constructions Ltd.

Ishikawajima Heavy Industries Co. Ltd.

BUILDING OUTLINE

14, 15 Yamashita-cho, Naka-ku, Yohohama City

3674.249 m2

1041.649 m2

3325.855 m2

Floor Area of Standard 120.902 m2

Floor

Volume Index

Coverage Index

Number of Story

Above Ground

Below Ground

Penthouse

30.99%

30

-419-
HEIGHT

Eaves Height 101.3 m

Maximum Height 106.0 m

Standard Story Height 2.8 m

Height of First Story 3.0 m

GROUND PROPERTY

Foundation Depth GL-3.0 m

Soil Property and N Value

GL-m 0-3.2 3.2-9.7 9.7-14.6

Soil type Gravel Alluvial sand Gravel

N value 15-47 11-13

GL-m 14.6-17.5 17.5-24.5 >24.5

Soil type Silty fine sand Sand silt Gravel, shale rock

N value 3-10 3-13

ALLOWABLE BEARING Long-term 20 t/m2

CAPACITY

-420-
OUTLINE OF THE STRUCTURE

FOUNDATION

Type

Main Structure

Frame Classification

Brace and Shear Wall

Columns and Beams

Reinforcement

Joints

Floor

Nonbearing Walls

Structural Features

RC mat foundation

Tower part: Steel brace structure

Base: Steel reinforced concrete structure

Tower base: Steel reinforced concrete brace and

RC shear walls

Concrete—common concrete; Allowable stressLong-term cFc = 60 kg/cm2

Short-term cFc = 120 kg/cm2

Column-4Ls - 75 x 75 x 9, 4 Ls - 150 x 150 x 15; Beam

and brace-4Ls - 50 x 150 x 6, 4 Ls - 75 x 75 x 9

D22-25

Column—rivetted or welded at site; Beam, bracerivetted or welded at site

Observatory floor ~ steel plate; Tower part — RC

structure

Outer wall — aluminum sash wall (observatory

lighthouse); steel sash wall (base)

Inner wall —

It is a tubular structure using braces on outer

periphery

Fire Coating

-421-
STRUCTURAL DESIGN

WIND-RESISTANT DESIGN

Design wind pressure Fo = Co*q# A; Fs = q»A; M = CM*q*b«A

q (velocity pressure) is according to code

regulation

Shape factor is determined from the wind tunnel

experiment:

Observatory Cd = 0.7

Tower Cd = 1.4

ASEISMIC DESIGN

Design shear coefficient, Ci Top floor: 0.3 (6F-33F); First floor: 0.2 (1F-5F)

Distribution pattern: Set according to the results

of seismic response analysis

Fundamental period Tl: 1.85 (X,Y directions);

T2: Data not available

Restoring-force

characteristics

Elastic

Damping constant h = 0.006 at primary flexural mode

-422-
APPENDIX 5

RECORDS OF SEISMIC OBSERVATIONS IN RESPONSE CONTROL STRUCTURES

MENTIONED IN CHAPTER 6. APPENDIX 5.1

NAME OF BUILDING Yachiyodai Unitika Menshin Apartments,

Yachiyo city, Chiba prefecture

OBSERVATIONS STARTED April 1983

View of the Menshin apartments

-423-
1. BUILDING OUTLINE

6

r i }

L I i

;r -- "lr "

1!

i! H; »

ij i:i i

i "i 'i L Jl J1

Basement

PLAN

Plan

-424-
POINTS OF OBSERVATION

(1) Location of Seismographs

OBI ©

i Ota r

B-B Section S.6.T0 B

A-A Section

1 1

1

© o 63

11 I II H oi Iej n

6.030 4.280

10,360 3 2

[21 Acceleration-type strong motion seismograph (3 components)

O Velocity-type strong motion seismograph (3 components)

© Velocity-type strong motion seismograph (horizontal 2 components)

-425-
(2) Foundation Strata

-426-
3. RESULTS OF EXPERIMENTS

(1) Damper-Isolator Experiments

3 1 \,V IU 50 - 24 « Z

0 («M» r>><—)

iff

z

Jr # 1 H.5 x 5.6

( STKU)

(b| Wli^S!

p 1 F L I n

L- 125X 75*7

C R£- -1

350#2

(c)Bf»5?-A

L tz DAMPER <7)®t1&m

|d)*»S- B

100 £ If; 5 (mm) ^Sfcl-feffl Lfc ISOLATOR 0>*W9M—*Wj£ttlHft

Horizontal spring constant of the isolator

Test piece r 9 kV Spring

No. mm % kg/cm t/cm ratio

30 50 540 380 704

A 07 60 100 447 380 850

90 150 368 380 1033

300x5-12 120 200 402 380 945

150 250 463 380 820

180 300 555 380 684

Note: ds = shear deformation

rs = ds /total thickness of rubber

laminates

[Key: 1 - a) Elastoplastic spring type steel damper 2 - b) Powder material type (sand

damper) 3 - c) Friction type A (friction damper) 4 - d) Friction type B (PC plate

damper) 6 - Dry sand 7 - Fixed plate 8 - PC plate 9 - Types of dampers used in the

experiment 10 - Shear force Q, tons 11 - Deformation 6 , mm 12 - Relationship

between horizontal force and displacement of the isolator used in the experiment 13

- Pressure receiving plate]

-427-
(2) Observation of microtremor

T' toi urn X'hh

Displacement modes

[Key: 1 - Unit, urn]

Fourier spectrum (in longitudinal direction)

[Key: 1 - Vibration frequency]

-428-
(3) Forced Vibration Tests

1 o

a). kiMltJHlMtik

(*£) 'i'-tt.li mm X'Jb h ,

Displacement modes

[Key: 1 - a) Excitation along the width 2 - b) Excitation along the length 3 - c) Torsional excitation 4 - Unit, mm]

0.5 0.6 0.7 0.8 0.9 1.0 1 1 g) a). wiiHH if mi\m\\m i^z) &h).\wM if >kvr.im\\m

0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2 1.3 1.4 (Zpc)- httxft /(I! 7.)

Resonance Curve

[Key: 1 - Maximum amplitude 2 - Fundamental frequency of vibration 3 - Damping

4 - First mode 5 - Second mode 6 - a) Displacement resonance curve for IF - excitation along the width 7 - b) Displacement resonance curve for IF - excitation

along the length 8 - Maximum torsion angle 9 - c) Torsion resonance curve]

-429-
(4) Free Vibration Tests

©

. FSBWiSfr

Apparatus for vibration test

[Key: 1 - Upper structure 2 -Notch 3 -Pin 4 - 100 1 jack 5 -Load cell 6 -Stroke 7

- Lower structure] 60

mm®.

0

p

0.00 4.00 8.00 12.00

TIME (sec)

20 40 60 80 100 120 M0 16( — 3C (4. tin (m m

)

r®

[Key: 1 - Without damper 2 - Elastoplastic damper 3 - Example of response

displacement waveform 4 - Damping constant 5 - Coordinate of the point plotted:

6 - Sand damper 7 - Friction damper 8 - PC plate damper 9 - Displacement 10 - Relationship between damping constant and displacement]

-430-
2.0

1.5

1.0

0. 5

:»Wtr>

: »*r >'-, -(31-^r —

: rtmr>"-^\il

: PCwr><<-(£

0 20 40 60 80 100 1 20 HO 160 —> gpj[4. (mm)

4.oi r a ( t0 Von )

*• 3.0

* ZO

g>L.

0 20 40 60 80 100 120 140 160

fftt (mm)

[Key: 1 - Period, sec 2 - Without damper 3 - Elastoplastic damper 4 - Sand damper

5 - Friction damper 6 - PC plate damper 7 - Displacement 8 - Relationship

between period and displacement 9 - Horizontal spring constant 10 - Cyclic test 1

- Static test 12 - Relationship between spring constant and displacement]

DISP. (mm) DISP. (mm) DISP. (mm)

Hysteresis curve for each damper

[Key: 1 - a) Without damper 2 - b) Elastoplastic damper 3 - c) Sand damper 4 - d)

Friction damper 5 - e) PC plate damper]

-431-
Maximum acceleration observed

-432-
Maximum value of displacement as calculated by

integrating acceleration record

(2) («(g : —

)

YC830521 YC- 830702

YC- 831028

vc840101YC- 840117

YC-840306

YC-840914

YC- 840915YC-840919

YC- 841217YC-841219YC8S04 1

1

YC-850413

YC85C 421

YC- 850 51

1

YC851 001 -s # ft NS Kt NS EW NS EW NS EW NS EW NS EW NS EB NS EW NS EW NS Et NS EI NS EW NS EW NS EW NS E» NS JJASESH 1.6 2.1 1 .4 1.6 1.0 1.2 3-7 3.-1 1.3 1.0 9.0 8.-1 8.8 6.7 I.S 1.3 3.8 3.9 1.2 0.3 0.2 0.2 0.8 0.7 0.

1

0.1 0.

1

0.1 0.3 rtJ.3 111. 1 8.3

1.2 1.6 1 .

1

0.9 0.8 0.8 -1.2 1.3 0.6 10.9 9.7 8.7 6.8 1.5 1 ..1 3.7 .1.3 1 .

1

0.5 0.3 0.3 0.8 0.7 0.1 0.2 0. 1 0.1 O.-l 0.4 11.5 10.

1

2.5 2.7 1 .6 1.5 1 .

1

0.9 5.7 3.8 1 .

1

0.8 8.5 5.5 2.4 1 .0 0.H 0.6 0.9 1 .0 1 .0 0.7 0.3 0.2 0.2 0.4 0.1 0.

1

0.0 0.

1

0.1 u.a 12.1 12.

5

[Key: 1 Unit, mm 2 - Name of the seismic wave 3 - Component 4 - Base

displacement 5 - First floor displacement 6 - Relative displacement]

Earthquake in Southern Ibaraki Prefecture

October 4, 1985

(^Xt»)(B»SE) I02s»l. (I.FU 22ml. (II. KL) 24g>l 1

: BASE

— _

: R.l-L

(gal)20

0 -20 -40

II. PI.

10

Recorded acceleration wave shapes

[Key: 1 - EW component 2 - Maximum value 3 - NS component 4 - Vertical

component 5 - Maximum value]

-433-
REFERENCES 1 .Tada, et al. 1983. Experimental studies on base

isolation structures. Parts 1-3. Nippon

Kenchiku Gakkai Taikai Gakujutsu Koen

Kogai-shu, September.

2.Tada, et al. 1986. Experimental studies on base

isolation structures. Parts 7-8. Nippon

Kenchiku Gakkai Taikai Gakujutsu Koen

Kogai-shu, August.

3. Tada, et al. 1984. Practical studies on base

isolation structures. Fukuoka Daigaku So g

o Kenkyusho-ho, February, No. 70.

-434-
6. ADDITIONAL RECORD OF SEISMIC OBSERVATIONS

Earthquake Off the eastern Chiba prefecture on December 17, 1987

EW Component

-435-
NS Component.

-436-
Up-down Component

o

-437-
Fourier Spectrum
I I I I I |— -| , 1 (—:

1 , 1 , 00 "0V I 00-021 00-001 00-08 00-09 00 '0* 00 '02 00-0

(oasxi ee) 3QniIldWV

-439-




APPENDIX 5.2 NAME OF BUILDING Kajima Kensetsu Technical Research Laboratory.

Acoustic, Environmental Vibration Test

Building, Chofu City, Tokyo

OBSERVATIONS STARTED June 1986

Elastoplastic damper

Laminated rubber

Fail safe bearing

Various devices fitted at the foundation.

View of the acoustic environmental vibration test building.

(Left: Base isolation building; Right: Building of conventional construction)

-444-
1. BUILDING OUTLINE

o

in

LRB 165ton

O LRB lOOton

§3 Fail-safe

0 Damper

6225- -6000- - 6000-

30450

-6000- -6225-

Foundation Plan

o

o

to

o

o

Sectional View

[Key: 1 - Acoustic laboratory 2 - Reverberation room No. 2 3 - Reverberation room

No. 1 4 - Anechoic room]

-445-
POINTS OF OBSERVATION

(1) Points of Earthquake Observation

Aero-vane type

anemometer

X ' B YDl ^ GL-50m X, Y,Z

Building 1: Acoustic and Environmental Test Laboratory

R„ii » o i

Buildln

Building S W1 th base isolation devices ) 2: Research Laboratory for ThermalTM Pneumatic

SeT) ( BUildin& With°Ut base Eolation

-446-
(2) Foundation Layer

In-situ pile:

1500 dia. x 10 nos

1600 dia. x 8 nos Depth of pile tips: GL-Om

Bottom of foundation footing: GL-2.4m

PS logging results

10

20

40

'— 50

Soil strata Density

g/cm 3

) 1

-\

02

all

03

ie

04

P-wave

V

p

, k

D

velocity

m/sec

I

S- wavt V 8 . 2 1s velocity

km/sec

).5

Poisson's

ratio

!

Modulus ol rigidity G, kg/cm2

Young's modulus

E, kg/cm2

fill-bank

fine to medium

fine sand

1.44 ( 23

1 0.( 9 0.410 120 340

1.51 300 870

\ \

>

1 i

0 1

0.446

V \\

gravel

medium fine to coarse sand mixed

with gravel

1.73

-0 30 0.482 1600 4700

6 0, 44 0.459 3400 10000

hard silt or medium fine to pnnrap oonH

0.479 1800 5300

fine to medium

fine sand

medium fine sand

0. 32

1.77 0.469 3800 11000

1 .9

0. 4

hard silt or coarse sand

fine to medium

fine sand 1.91 0.469 4100 12000

-447-
(3) Ground properties

i o

o*-> v

«C

o

43 5

ess a

C

he s

00.01 0.1 12

Frequency, Hz

5 10 20

Transfer function of the ground surface/GL-10 m 2E/E

RESULTS OF EXPERIMENTS

(1) Horizontal Loading Test

P°oftr^ Q

Po= 165tf

10 20 30

(^7K¥S!f± 6H (cm)

«S^A (l65tonffl)

*¥2>Q(tf)

>

1

) 4—

-1—

-f 1 ~

' -1 1 —

— ft ,

-448-
[Key: 1 -Shear force 2 - Horizontal displacement 4 - Results of horizontal loading

test on laminated rubber (for 165 tons use) 5 - Horizontal force 6 - Calculated elastic rigidity 7 - Calculated value of limiting horizontal displacement 8 - Calculated

load corresponding to full plastic moment of rod 9 - Actual building 10 - Model with

liner 11 - Horizontal force vs. horizontal displacement curve 12 - Results of

horizontal loading test for damper]

(2) Static Horizontal Loading Test for full-scale building with laminated rubber

bearings.

20

Kl«22.4t0

XL ./« \7

///

w

KS06ton/c l

0 12 3 0ISP. (C«>

-449-
(3) Building Vibration Test

w

5?.

"--Li/

2.0 30 4.0 9-0 SCO

IHil /

T- *T

r

-

*

<

» * • * *<

atit

3.0 1.0 4.0 S.O 73...

1 Ta

a

1

* * A A

*

Qp&mmis t> «t o'ttffl ntg

Transverse direction

(roof top) laminated

rubber + damper

Longitudinal direction

(roof top) laminated

rubber + damper

[Key: 1 - Normalized amplitude 2 - Phase lag, deg. 3 - Vibration frequency (Hz)

4 - Resonance curve and phase lag curve]

450
(4) Dynamic Properties of the building

Calculated and Observed Fundamental Frequency

Condition and Vibration

Mode

Horizontal

stiffness

Fundamental frequency

Calculated Observed

1) LRB+ Damper (elastic) kl

Sway 1.2 1.5 Rocking (Y-dir) 4.2 4.75

Up-down 5.0 6.0

2) LRB + Damper (plastic) k2 Sway 0.56

Rocking (Y-dir) 4.2 Up-down 5.0 _

3) LRB + No damper

Sway 0.5 0.68

Rocking (Y-dir) 4.2 4.5

Up-down 5.0

N.B. 1) ki, k2/ k3: see figure below.

2) Weight of the building is assumed 2270 ton in calculation, while it was 2000 ton at the time of observation.

3) Damping ratio, h, was assumed to be 2% in calculation for case (1) and (3)

Kl = 142.<ton/ca K2 = 2J.3ton/cn K3 = 23.Uon/ca

F= 117.3ton/ai =(0.05 W)

Load-displacement relation for horizontal loading assumed in design

[Key: 1 - Horizontal load 2 - Building weight 3 - Stiffness of combined laminated

rubber + damper system 4 - Stiffness of laminated rubber alone 5 - Horizontal

displacement]

-451 -
Results of Vertical Vibration Tests. Two cases are tested here: one where foundation and upper structure are connected

rigidly (noted as "without LRB") and the other where laminated rubber bearings are

inserted between them (noted as "with LRB"). Magnification factor is defined as the

ratio of vertical acceleration response of upper structure to that of foundation during

the ground excitation. The ground excitation was provided by an excitation machine

installed in the basement of the neighboring building for frequency range up to 20

Hz. For still higher frequencies, it was provided by an impulse hammer.

[Key: 1 - Acceleration magnification factor, db 2 - Design vibration frequency

(vertical direction 5 Hz) 3 -Without LRB 4 - Magnification factor 5 - With LRB

6 - Predominant freq. zone at site 7 - Vibration frequency, Hz 8 - Frequency range

where precision manufacturing or measurement may be disturbed 9 - Frequency range

where sound transmission problems may occur along railroads]

4. RECORD OF SEISMIC For this building, we have two records of

OBSERVATIONS earthquakes when LRB is not equipped and

foundation and upper structure were connected

and seven records after base isolation devices

were employed. Here we have reported one prebase isolation technique record and three postbase isolation technique records.

-452-

II
Environmental vibration test building -- Results of seismic observations.

Seismic acceleration > 5 gal

Observed maximum acceleration and relative displacement

Base Isolation Building

NonBlbldg.

Maximum acceleration, gal.

Rel.

Disp.,

m m

Max.

Accel.,

gal.

Earthquake Level-B Level-IF Level-RF B-1F Level

R

X Y Z X Y Z X Y Y Y

A 12.6 8.6 4.1 14.1 11.9 5.3 25.2

B 9.1 8.3 4.6 27.3 15.8 7.8 28.8 18.1 2.0 38.6

C 11.7 20.2 6.3 15.2 8.4 16.6 14.8 9.2 0.9 38.8

D 12.9 8.4 4.3 7.8 6.9 9.4 8.2 7.4 0.7 20.9

N.B.: (1) At the time of earthquake A, the base isolation building was in pre-base

isolation condition.

(2) Description of earthquakes

No. Time of occurrenceEpicenter

Loc, E.L., N.L., Depth M

Epictrl Hypoctrl distance, km

A 08h29m,

July 4, 1986

Eastern Saitama Pref. 139°26.9'E,

35°52.1'N, 149km

4.8 151 26

B 09h40m,

Apr. 7,

1987

Off Fukushima Pref. 141°54'E, 37°17'N,

37km

6.6 281 279

C 19h59m,

Aprl 10,

1987

Southwest Ibaraki Pref. 139°52'E,

36°08'N, 57km

5.1 84 62

D 16h33m,

Aprl. 17,

1987

Northern Chiba Pref. 140°08'E, 35°46'N,

75 km

5.1 93 56

-453-
(1) Earthquake of Eastern Saitama Prefecture, July 4, 1986

(Records in the Condition Without Base Isolation Devices)

RF X 0

HAX- 5.394

0 20

20 r (CAD

BF X 0

.20

0 20 (CAD

RF 12 0

-20

20

BF Y 0

1

eo 100

MAX- 12.591

P20 IS)

80 100 I20(S)

HAX- 21.629

1 0 20

_ (CAD

40 60 80 100

MAX" 8.642

120

T

r,p '

1 1—— 1 1 1 i

(S)

F20 (S)

Recorded waveform.

RESPONSE SPEC I RUM

ABSOlUIt ACCflERAIIOH II- SX

RF 12

IF Y2

BF r 1 0T2 oTs I I ft *hz

oecree TRANSFER FUNCTION AMP (nc n/nc s)

•• •

a i oTi oTs I I I ib »HZ

5 '<> TRANSFER FUNCTION PHASE <»c ij/kc s)

[Key: 2 - Distribution of the maximum acceleration 3 - Response spectrum 4 - Transfer function of the top with respect to the foundation]

-454-
(2) Earthquake Off Fukushima Prefecture, April 7, 1987

30,-iCW.)

RF X 0

MAX- 28.402

30r (CAL) 120 (S)

BF X 0

MAX" 9-074

120 (S)

(2^ MAX- 38.635

•A V

80

RF Y2 0

100 I20(S)

MAX- 20.050

'20 (S)

BF Y 0

MAX- 8.256

20

RFr

IF

B

Y x «*

40 60 80 Recorded waveform.

RESPONSE SPECTRUM

ABSOLUTE ACCELERATION H- 5Z

120 (S)

/

A J

i

-t

tCn/SEC/SECI

TRANSFER FUNCTION PHASE Chc is/kc 5) 0 10 20 30

(Gal)

NAIURAL PERIOD ISECt ^J^

[Key: 1 - Adjoining wing (non-base isolation structure) 2 - Distribution of the

maximum acceleration 3 - Response spectrum 4 - Transfer function of the top with

respect to the foundation]

-455-
(3) Earthquake of Southwest Ibaraki Prefecture, April 10, 1987

RF X 0

HAX- U.TTt

i

'

BF X 0

100

1AX- 11.652

20 (S)

T20 (S)

XD »* «AX- JB.8J4

Recorded waveform

720 (S)

720 (S)

.20 (S)

Y X

RESPONSE SPECIRUM

ABS01UIE ACCtltH»l ION M- »

0 1 oij oTj I I 5 i* »H2

KGREE TRANSFER FUNCTION AMP twc n/wc i)

1 oTF oTs I i J i» »HZ

TRANSFER FUNCTION PHASE («c ii/kc 3) (2)

[Key: 1 - Adjoining wing (non-base isolation structure) 2 - Distribution of the

maximum acceleration 3 - Response spectrum 4 - Transfer function of the top with

respect to the foundation]

-456-
(4) Earthquake of Northern Chiba Prefecture, April 17, 1987

>

RF X 0

BF X 0 L^>N^ *

) ,- (GAL)

BF Y 0

Recorded waveform

RF Y.X BMt

IF

B

RESPONSE SPECIRUM

sesoiuiE ACCEie«Aiioi< h- ss tCrvKC/KO

MAX- 8 230

100

MAX- 12.869

MAX- 20.8*9

100

MAX- 8 </5

100

MAX- 8.J73

r20 (S)

120 (S)

F20 (S)

IS)

T20 (S)

V ji II ...» .Li*

0 1 oil o!s 1 } i !b 3

otentt TRANSFER FUNCTION AMP luc li/ac j)

1 : .-BUI 1

0 10 20 30 (Gal)

1 o!} ' on r

TRANSFER FUNCTION PHASE («e u/»e s)

[Key: 1 - Adjoining wing (non-base isolation structure) 2 - Distribution of the

maximum acceleration 3 - Response spectrum 4 - Transfer function of the top with

respect to the foundation]

-457-
5. VIBRATION RECORDS

DURING STRONG WIND

(1) February 25, 1987, 12.08 hr

NISHI-CHOFU 1987. 2-25 1 2 • OB WIND

1)1 1 1 i i i 0 IS 100 ISO 2O0 230

I IK -SECONDS

[Key: 1 - Wind speed 2 - Relative displacement 3 - Acceleration 4 - Maximum

peak gust: 16.2m/sec 5 - Average wind speed: 8.6m/sec 6 - Wind direction: NW 7

- Wind]

-458-
(2) May 23, 1987, 07.40 hr

MISMI -CMOfU 1967. 5.23 07i40 WIND

wind

[Key: 1 - Wind speed 2 - Relative displacement 3 - Acceleration 4 - Maximum

peak gust: 16.8m/sec 5 - Average wind speed: 8.7m/sec 6 - Wind direction: S 7-

Wind]

-459-
6. ADDITIONAL RECORD

OF SEISMIC

OBSERVATIONS

(1) Earthquake Off Eastern Chiba Prefecture, December 17, 1987

.(CftLI

RF X 0

BF X 0

HflX= 54.373

eo icnui

PF Y 0

-80

eo ,_ ( GRL

)

RF Y 0

-80

0 80 (CfiLI

BF Y 0

-80

10

10

20

20

30

30

TIME-SECONDS

40

40

HfiX= 95.003

MRX= 42.911

i

1 1 1 1 1 50

MfiX= 34.720

50

60

60

-460-
RF

IF

B

RESPONSE SPECTRUM

ABSOLUTE RCCELERRT 1 ON H= SY.

ism* (jy

I CM/SEC/SEC I

400

300

200

100

PF Y RF Y

IF Y BF Y

to

NATURAL PERIOD I SEC I

[Key: 1 - Adjoining wing (non-base isolation structure)]

(2) Earthquake of East Kanagawa Prefecture, February 18, 1988

20

RF X 0

-20

20

BF X 0

-20

(GAL)

10 20 30 -so

MRX= 2 . 709

50 60

MRX= 10.753

* ~ 1

|

prr- . ....

1 i i i i 10 20 30 40 50

PF Y 0

-20

HRX= 21.476

' 1 i i i i 0 20 r

( COL I

RF Y 0

-20

20

BF Y 0

-20

10 15

10 15

10 15

TIME-SECONDS

-461-

20

20

20

25

MRX = 3.923

25

25

30

30

1 VJf"M_ 1

+« , |^w^

MRX= 13.281

1

i i i i i 30
IF

15

(#4*. )

.' W

/

le> Zo ft

( 6*J )

RESPONSE SPECTRUM

ABSOLUTE ACCELERATION H. S/. CM/sEC/sec)

100

NBIURrt. PERIOO I SEC I

[Key: 1 - Adjoining non-base isolation structure]

-462-
(3) Earthquake of East Tokyo, March 18, 1988

ino_ (COL I ,uur MAX. 42.606

RF X 0

0 20 40 60 80 100 120

,0°r MAX. 45.791

BF X 0

20 40 GO 80 100 120

PF Y 0

RF Y 0

BF Y 0

80

0 20

,OO r

'COLI 80

60

TIME-SECONOS

MAX. 122.682

MAX. 46.987

100 120 MAX. 45.160

ICM/SEC/6CC! 1000

600

400

200

RESPONSE SPECTRUM

ABSOLUTE ACCELERATION H. 6/.

PF Y RF Y

IF Y BF Y

O.OS 0.1 0.2

HRIURPL PER 1 00 ISECI

[Key: 1 - Adjoining (non-base isolation structure)]

-463-
APPENDIX 5.3 NAME OF THE BUILDING Okumura Gumi Tsukuba Research Laboratory,

Administration Wing, Tsukuba City, Ibaraki

Prefecture

OBSERVATIONS STARTED September 1986

Base Isolation device

View of the Administration Wing.

-464-
1. BUILDING OUTLINE

Steel loop-type damper

20—

20400

Cross-sectional view of

base isolation building

=£3 B

IE SB a

a eg- Eg gg

_£_5Qi) | 74QQ 6 600

20 400

• ISOLATOR

86 DAMPER

Positions of base isolation

devices.

-465-
POINTS OF OBSERVATION

(1) Locations of Seismographs

LINE-2

X.Z XT

R F

LINE-1 XjZ

4 F

3 F

2 F

1 F

X,Y,Z z BASE

iz az az

X.Y.Z

XY.Z )U —Vfr

GL-15m«X,Y,2

Diagram showing sensor locations.

[Key: 1 - Accelerometer 2 - Relative displacement meter 3 - Velocity meter

Aerovane type anemometer]

-466-
(2) Foundation Strata

DEP BORIN M—VALUE VELOCITY VELOCITY

TH

(m)On

10

20-

30

40-

50-1

G LOG Vp(m/s) Vs(m/»)

0 20 40 0 WOO 2000 0 200 400

280

1100

1570

1 17

68

189

33S

42

w^L81-" 0 - 45 '

Nearby ground, soil strata

G.L.-25m

(3) Ground Properties

4.26 E-Q2

10.2 FREQUENCY (Hz)

FREQUENCY (Hz)

Y-DIECTION

0.4 10.2 FREQUENCY IHz)

FREQUENCY (Hz)

20.

Fourier spectrum of X

component of microseisms.

Fourier spectrum of Y

component of microseisms

-467-
3. RESULTS OF EXPERIMENTS

(1) Base Iolation Device Experiment

80

-30 -20 -10 0 10 20 30 0 ' 2 4 6 8 10 Horizontal displacement d, cm Vertical displ . d, mm

Results of shear-compression test Results of compression test

(mm)

Results of cyclic loading test Results of static horizontal loading

tests for base isolation buildings

[Key: 1 - Horizontal load Q, tf 6 - Horizontal displacement 6, mm ]

-468-
(2) Base Isolation Building; Excitation Tests

FREQUENCY (Hz)

[Key: 1 - Results of horizontal excitation in X direction 2 - Results of horizontal

excitation in Y direction 3 - Results of eccentric excitation in Y direction]

(3) Base Isolation Building; Free Vibration Test

20

O 1.5-

020

• WITHOUT DAMPER 5 010

OD WITH DAMPER %

J L °

50 AVE. AMPLITUDE a (mm)

100

• WITHOUT DAMPER OD WITH DAMPER

^Vji - - . 6b*P • • * •

• • •

• _ • 50 AVE AMPLITUDE a (mm)

100

Relationship between period Relationship between damping

and average displacement ratio and average displacement

-469-
4. RECORDS OF SEISMIC OBSERVATION

(1) Earthquake Off Fukushima Prefecture, April 7, 1987

30

(gal)

1FA1X

-30 J

(gal)

BSA1X

-30J

30-, (gal)

1FA1Y

-30-

30 -i (gal)

BSA1Y

-30 J

30-i (gal)

1FA1Z

-30 J

30n

(gal)

BSA1Z

-30

I

1 1 1 1 1 1 1 1 1 1 0.0 60 0 120.0 TIME (sec)

-470-
X— DIRECTION Y—DIRECTION Z-DIRECTION

y (GAL) 3Q y (GAL)

y y (GAL) 30

0.05 0.2 1 2 5 20

LOG FREQUENCYOIz)

17.5 18.3

28.3

3.0

s

<

0.0

1FA1X

9.1

12.4

13.0

12.3

0.05 0.2 Y 2 5 20

LOG FREQUENCY(Hz)

-471-
(2) Earthquake of Southwestern Ibaraki Prefecture, April 10, 1987

40-

cgai)

1FA1X

-40J

40- BSMK

-40 J

40-

(gal)

1FA1Y

-40J

40-

(g»b

-40-1

40-, Cgal)

1FA1Z

-40-J

40-i (gal)

BSA1Z

-40J

r~ 1 1 1 r

0.0 40.0 TlMECsec)

t r i 1 80.0

-472-
X-DIRECTION Y-OIRECTION Z-DIRBCTION

LOG FREQUENCYCHz) LOG FREQUENCY(Hz)

-473-
(3) Earthquake Off Fukushima Prefecture, April 17, 1987

10-

<gal>

1FA1X

-10

10 (gab

BSA1X

-10 J

10 n

(gal)

1FA1Y

-10-

10-

tgal)

BSA1Y

-10

10-

(gal)

1FA1Z

-10 J

10

(gal)

BSA1Z

-10

^HHfl ^^l^

I 1 1 1 1 1 1 1 1 1

1 0.0 50.0 100.0 TIME(sec)

-474-
X-DIRECTION Y-OIRECTION Z- DIRECTION

0 CGAL) 10 0 CGAL) 10 0 (GAL) 10

I

i I . l I i I

9.61

BASE

10.31

10.0O

9.4

v4.8

5.1 4.0

-475-
(4) Earthquake of Southwestern Ibaraki Prefecture, June 30, 1987

100i

cgal)

RF

-100

100-i

<gol>

3F

-100 J

100-1

<gal)

1 F

-100

100-i

<gal)

BS

100 J (D

i_i (a *>

45

1 1

1 TIME (seo 90

Q

mm

RF

3 F

1 F

0 (gal) 150

' '

i • 20

12

BASK

-100

16

1 TIME tsco 18

[Key: 1 - Enlarged view of the record 2 - Distribution of maximum acceleration]

-476-
(5) Remarks

1. Ratio of the horizontal acceleration at first floor to that at foundation is around 0.3 - 1.0 and is generally less than 1. Z Ratio of the vertical acceleration at first floor to that at foundation is around 1.0 - 1.4.

3. Earthquakes in which short period components predominate (for

example, earthquake in the southwest of Ibaraki prefecture) excite the

second mode of oscillation but reduction of horizontal acceleration is greater.

4. Earthquakes with comparatively long period components (for example,

earthquake Off Fukushima Prefecture) excite the primary mode of

oscillation that is "parallel forward motion vibration" as observed in case of rigid body. In this case, horizontal acceleration continues for a longer time, and the instance of maximum response is not necessarily

the same as that at which the peak is observed in the principal motion of

foundation.

ADMINISTRATIVE WING OF TSUKUBA RESEARCH CENTER EXPERIENCED

THE EARTHQUAKE BEFORE ITS COMPLETION

At 11.53 hours on June 24, there occurred a strong earthquake shaking a wide area from Hokkaido to Central Japan, having its center in Kanto region. (Hypocenter

off the southeast Boso Peninsula, magnitude 6.9. Seismic intensity felt at Tsukuba Research Center was 3.)

During this time, finishing works were in full swing at the Administrative Wing

of Tsukuba Research Center where base isolation techniques were employed, and

there were some 40 people working at the time of the earthquake. In order to get

information on the response of the building during the earthquake, ten people

on each floor were interviewed. The following four points were noteworthy

from their replies.

1. The response to the question of whether any difference was noticed compared

to previous earthquakes: All respondents answered that they felt slow and

slack oscillation even during the earthquake.

2. A person standing at the main entrance on the first floor who could see both

building floor and the ground, reported that the displacement between the

floor and the ground was 5-6 cm.

3. A lady cleaning the floor on the third floor thought that it was her own

giddiness, when asked about the sway of the building.

4. When asked "did you stop the work?" most people said that they continued

to work.

-477-
These responses indicate the nature of sway of the building when the base

isolation technique is utilized. Obviously, the base isolation devices were useful.

After completion, it is proposed to install a seismograph in this building. It will

also be connected to the network of the Tsukuba Research Center for seismic

observations. As such, the effect of the base isolation devices installed in the

Administration Wing will become clearer in the future or will be available for

study in the future.

[Key: 1 - Shizuoka 2 - Mishima 3

- Kawaguchiko 4 - Kofu 5 - Suwa

6 - Karuizawa 7 - Areas with

seismic intensity 2 or more 8 - Irozaki 9 - Ajiro 10 - Yokohama

11 - Chichibu 12 - Maebashi 13 - Niijima 14 - Oshima 15 - Tokyo

16 - Kumagaya 17 - Nikko 18 - Shirakawa 19 - Fukushima 20 - Sendai 21 - Ishinomaki 22 - Ofunato 23 - Morioka 24 - Miyako 25 - Kushiro 26 - Hachijojima 27 - Miyakejima 28

- Tateyama 29 - Katsuura 30 - Epicenter 31 - Choshi 32 - Chiba

33 - Tsukuba 34 - Mito 35 - Utunomiya 36 - Onahama]

-478-
ADDITIONAL RECORDS OF

SEISMIC OBSERVATIONS

Earthquake Off Eastern Chiba Prefecture, December 17, 1987

7 0 E«01 IFAIX 6.342E+01 (gal ) 36.72 (SEC) — —w —

7.0 -J 5.0 E*01

1FA1Y -4.893E*0I (gsl ) 42.20 (SEC)

5.0 J

3.0 -i E«0

3.0

6.0 n

1FA1Z 2.971E*01 (gal ) 25-10 (SEC)

^ftffipfr^rfJ-S.JVV.

E*0l BSAIX -5.032E*01 (gel ) 34.64 (SEC)

6.0

5.0 -i E*01 BSA1Y -4.080E»01 (gal ) 37.08 (SEC)

5.0 J

3.0 E*0l BSA,Z 2.032E*01 (gal ) 25.10 (SEC)

3.0 J

I

1 1 1 1 1 1

1 I

1 1 1 1 1 1 1

1 T!ME

?5(°SEC )

-479-
[Key: 1 - Relative displacement lissajous]

BSAIX

9.01E-01 :eo9E»oo

1.46 (HZ)

0'05 Uffk 0'.2 0.5 I 5 5 20 (H7)

1FA1X

* n,E«00 .279E«OI

.81 (HZ)

0.0

.OS

-480-
APPENDIX 5.4 NAME OF BUILDING Obayashi Gumi Technical Research Center, 61st

Experimental Wing (Hi-Tech R&D Center),

Tokyo

OBSERVATIONS STARTED August 1986

View of the 61st experimental Wing.

-481-
Base isolation device.

BUILDING OUTLINE

/giSTS®. ao\ AKgsaes m^mmm (a-a) foundation plan and positions Sectional view

of base isolation device

[Key: 1 - Damper 2- Laminated rubber 3 - Pit 4 - Laboratory 5 - Terminal room 6

- Computer room 7 - Inspection corridor 8 - Equipment stand 9 - Piping stand]

-482-
2. POINTS OF OBSERVATION

(1) Location of Sensors

wph'

Phx £

HY

RFRFWY

RFSZ

5FV

/

V.4FL/

'I I H ncc- RFSX-

^RFNZ

RFNX nz-/

RFt^

3FL> 3FEY

2FL/

^FWY IFSX^

1 FNZ- --I FEY' IFNX 1 FSZ

•3FEX7I

BFWYy

<2T

RFNZ

BFNX-^- BFL I BFSX-4-BFSZ

-BFEy

r I

I

I

I

GLSZj ^LNX #GL£Y

I

I 'GLNZ GLEZ

GLSXGL-7m

"7 - X^ft

[Key: 1 - Z direction 2 - Y direction 3 - X direction]

-483-
(2) Foundation Layer

Ground Structure

Depth

GL-m

Soil

profile

Density

g/cm 3

S-wave

velocity

m/

s

P-wave

velocity

m/s C

N-value

1 10 20 30 40 50

0

-

-5 -

-10 -

-15 -

f

r

-25 -

-30 -

Loam 1.2 143 380

Gravel

* +,

O 1 z • 1 AAA ? i nn

1/ «

Pile tip^^>

GL-8m

Clayey

gravel

ANALYTICAL MODEL OF GROUND STRUCTURE

Depth

GL-m

Density

t/m3

S-wave

Velocity

m/s

Layer

Thickness

m

Q

0-7 1.90 143 7 10

7-23 2.10 466 18 10

23 - 1000 2.30 680 977 30

1000 - 2500 2.30 1500 1500 50

NOTE: Seismic wave is input at GL - 2500m

-484-
(3) Mechanical Properties of Ground

4 i

1 1 1 1 1 1

1 Angle of incidence

0.1 0.2 0.5 1 2 5 10 20 PERIOD, sec

Analytical value of ground periodic properties and amplification

properties due to multiple reflection of SH waves.

RESULTS OF EXPERIMENTS

(1) Static Loading Tests on Laminated Rubber and Steel Rod Dampers

Load-displacement relations were obtained from static loading tests on

laminated rubber and steel rod dampers. It was found that laminated

rubber and steel rod dampers are safe up to 1.5 times the maximum design

displacement assumed from the seismic response analysis.

0 n 10 20 30 40

8 (ci) Results of loading tests on laminated rubber

-485-
P (ton

Results of the loading tests on the steel rod dampers.

(2) Static Loading Tests on Base Isolation Buildings

Static loading tests were carried out on a building equipped with laminated

rubber and a building equipped with laminated rubber and steel damper.

The load-displacement relations were studied for laminated rubber and

steel damper in the displacement range 0-15 mm for the former case and 0

- 100 mm for the latter case.

© © © © © © ©

Positions and direction of static force applied.

[Key: Steel rod damper 2 - Laminated rubber 3 - Direction and position of force

applied]

-486-
e

I

' " 6

. a 9 a o o a o -«! so- y mfftifo (7)

s>

^

(12.5 t/cm)

'

1 1 -rx

100 -75 -50 ~ 2S^i^

-50

- -100-

25 50 75 100 tttjmni

(a) if^tD^oiS (£)

0 0 0 0 C 9 0

'

c " 2 100

6 o o 9 o a—d ^

£

v> 50'

JjiUj)/i.'.j® (£>

1 1 1

-15 -10

y/^ Sltflfi —loo- ^ 181.36 t/cm)

5 10 15 $<£ (mm)

ib) mm=>'^+mmyy^'-(Dm^ (g)

Load displacement curve for a base isolation device (Y direction)

[Key: 1 - Shear force, tons 2 - Experimental value 3 - Design value (12.5 t/ cm) 4 - Loading direction 5 - Displacement, mm 6 - a) When only the laminated rubber is equipped 7 - Design value (81.36 1/cm) 8 - b) When the laminated rubber + steel rod

damper are equipped]

-487-
(3) Vibrator Tests on Buildings

A BCS-A type vibrator was placed at the center of the first floor. The

building was excited and resonance curve was obtained.

Resonance curve 0

180

Phase lag curve

e

c

73 10

be m

s

=< H

1

5

tSS aO

<

W

<

4 6 FREQUENCY, Hz

-90

-180

4 6 FREQUENCY, Hz

Resonance curve and phase-lag curve in X direction

Resonance curve {p

s

A Rex

1st o Foi — Cal

* (3)-*

floor ^„

indatioirc

'

culat*dV<

'a

Phase lag curve

180 I—

s—atjapsssasBPg r~

4 6 8 FREQUENCY, Hz

4 6 FREQUENCY, Hz

Resonance curve and phase-lag curve in Y direction

[Key: 1 - Resonance curve 2 - Phase-lag curve 3 - Roof 4 - First floor 5

Foundation 6 - Analytical value]

-488-
(4) Transfer function of the Building

1) Roof/ 1st floor (/.

30

20

<

10

0

o<

0

i\

o X di a Y di

rectlon

rection V —n

• !L

1 \

J*

a

f-

. Bo < °oooo o<Mot>*&<

i

ooooooo

4 6 8 FREQUENCY, Hz

10

2) Roof/ Foundation

30

<

PS

20

10

o X direction a Y direction

A O AO AOAOAOAoAoAOAaBOMMCMCDaO £D^6

4 6 8 10 FREQUENCY, Hz

[Key: 1-1) Roof/ Bottom of upper structure (above base isolation device) 2- Roof/Foundation 3 -X direction 4 - Y direction]

(5) Fundamental Period and Damping Constant of the Building

Fundamental Period, sec Damping Constant, %

Loading

Direction

Vibration

Mode Observed Calculated Observed Calculated

NS

00

1st 1.67-1.82 1.77 1.7-2.3 2.0

2nd 0.20 0.196 2.0 - 3.0 3.2

3rd 0.138 1.5 4th 0.104 1.8 EW

(X)

1st 1.82-1.96 1.84 1.7-2.5 2.0

2nd 0.32 0.325 1.6-2.0 2.0 3rd 0.194 3.0 4th 0.13 0.15 2.2 2.2

NOTE: Horizontal displacements of laminated rubber bearings during the tests were 0.6 to 2.5mm and 0.4 to 1.8mm in Y and X direction loading,

respectively.

-489-
4. RECORDS OF SEISMIC OBSERVATIONS

(1) Earthquake in Northern Ibaraki Prefecture, September 20, 1986

Z

S a

i- en

UJ a. o

MAX =* 9. 28 [sac] Q. 97 C gal 1 0

MAX - 7. 90 [.sac] 3. 12 C qol ]

CP

a. o

2

S a

>- cn

a. n

MAX » 8.22 [sac] 1.02 C gal 1

0?

<

tr

UJ 0. 0

MAX = 6. 24 [sec] 3. 47 C qal ]

12 U t6 19 21 24

I SEC ]

[Key: 1 - Roof, X direction 2 - Foundation, X direction 3 - Roof, Y direction 4

Foundation, Y direction]

-490-
0.5

8 FL.

S FL.

4 FL.

3 FL.

2 FL.

I FL.

B FL.

• 1

l

1

1

«

*

t —Xfifi

i

i (3) Y^(S1

" ——T—

-t— ^'T*^ -l 1 r i « 1 1

-— 1

IS

'• ,,, ;SSg?

1 !

0.2(pmrnt Hz)

0.5

0 1 2 3 4 5 8 7 8 9 10 @ fc*;flni££ (aai.)

I " IS± U2

o ' —0.2 2 g) fgnec( Hz >

2 0

[Key: 1 - Distribution of maximum acceleration 2 - Maximum acceleration, gal. 3 - Direction 4 - Roof 5 - Foundation 6 - Vibration frequency, Hz 7 - Results of

frequency analysis]

-491-
(2) Earthquake Around Border of Chiba and Saitama Prefectures,

February 22, 1987

MAX - 9.0 [sad Q. 960 C gal 1

-4

<- 4 z2 a

v- «" < w 2 Q.

<

-4.

MAX - 8. 32 Csac] Q. 87 C gal ]

zS o < . a: "

ui

4 n

0. 0

-4 J

1 EffiY^fS] MAX - 6.97 [sac] -3.74. [ gol ]

12 14 18 If 21 24

C SEC 1

[Key: 1 - Roof, X direction 2 - Foundation, X direction 3 - Roof, Y direction 4 - Foundation, Y direction]

-492-
[Key: 1 - Distribution of maximum acceleration 2 - Maximum acceleration, gal. 3 - Y direction 4 - X direction 5 - Acceleration, gal 6 - Roof 7 - Foundation 8 - Vibration frequency, Hz 9 - Results of frequency analysis.]

-493-
(3) Earthquake Southwest of Ibaraki Prefecture, April 10, 1987

2 2 1

o

En

U! - C. C

ft8ii*jg±X;&ir.j (7) MAX = 6.05 Cssc] 2.76 [ ocl ]

* (-«HiB)g±X3EFlS| <g?

MAX - 10. 17 tsac] -22. 17 C oal 3

_ n. o c

-2

MAX - 4. 72 Isec] 12. 36 C gol ]

„ 0 , 0 a

a-2

"2 -i

MAX • 6. 57 [sec] -2. 742 [ ool ]

ttffl*tt* (-ttilg) H±Y£|S]

_ 0. 0 o

•2 .

0

r.-j _ . 0

-2 J

MAX - 5.68 [sac] -21.36 C ool ]

MAX - 5.66 [sec] -13.19 [ col ]

4 7 J £2 U 16 19 21 24

C SEC 1

' ' '

'

[Key: 1 - Roof of base isolation building, X direction 2 - Technical Research Center

Main Building (Conventional structure), Roof, X direction 3 - Foundation of base

isolation building, X direction 4 - Roof of base isolation building, Y direction 5 - Technical Research Center Main building (Conventional structure), Roof, Y direction

6 - Foundation of base isolation building, Y direction]

-494-
Spinas g)

Distribution of maximum acceleration

[Key: 1 - Base isolation building 2 - Conventional building 3 - Maximum

acceleration, gal]

0.5 %]mm g±x^isi (7)

0.5iS Hz

3.25 Hz

0.2 2 SiJft ( Hz )©

20

0.5

cdba

f

5.0 Hz

' —-—

0.55 Hz

0.2 2j

(5) ««lft ( Hz )

20

[Key: 1 - Roof of base isolation building, X direction 2 - Roof of base isolation

building, Y direction 3 - Acceleration, gal 4 - Vibration frequency, Hz]

-495-
s.o

—^w-^-

-—i 8.0 Hi -

0.2 2^, 20 Bftft ( Hz )

5.0

4

to

»w*it(-»ag)s±Y^(si g>

3 .75 Hz

! J

0.2 2 20 «Bft ( Hz )

5.0

1 5.9 Hz

/

0.2 2A;

(Hz)g)

31

5.0

6.05 Hz r" ;;

0.2 2 S»R ( Hz

20

[Key: 1 - Roof of Technical Research Center main building (conventional structure), X

direction 2 - Roof of Technical Research Center main building (conventional

structure), Y direction 3 - Acceleration, gal 4 - Vibration frequency, Hz 5

- Foundation of base isolation building, X direction 6 - Foundation of base isolation

building, Y direction]

-496-
5. RECORDS OF WIND OBSERVATIONS, APRIL 21, 1987

The results of the observations during strong winds are shown here. The

human sensation to the sway was in the range of "imperceptible."

Record No. 8

4/21 2U«UUtU0 R* (Ulfc*>. Jfcl- 3 5inAJ) U = ie.58«/s . A? = 2.90«/>, 0 = 27 8?./j

ao.o ^

4/21 20t00i00 £SJhli** (Xifctt. IF) JW' =0. ISgal. fi = l.07gal

.11

«>KUlfla«5")27 92i/j

[Key: 1 - Wind velocity (U component, height above the ground 35 m) 2 - Response

acceleration (X component, IF) 3 - Response acceleration (Y component, IF) 4 - Average wind velocity 18.58 m/sec 5 - Maximum peak gust 27.92 m/sec 6 - Wind

direction, S 7 - (Measured at the height of 35 m above ground)]

Observed records of wind direction and velocity.

-497-
1(T2 10"' 10° 10'

i& & n (Hz)

Power spectrum of response acceleration (Record No. 8)

[Key: 1 - Observation 3 - Analysis 4 - Frequency n, Hz]

1.0

0.5

m

is ®

(a) XVjfa

o 7' 7

'

o

LISO 6897- 1984 o/

1.0

(b) Y-;jifi]@

I

(ISO 6897-1984) //°

10 15 20

SI 0 (m/ s) TO

nil f 3i-/J)Jjiiii)S:

Uilll'l *1 • o WW *2

5 10 15 (5) f K-J JA idiU (n«A)

* 2 ItiiHtf/lHJOMlU Mi' £ M Or

: 0.01- 5 n»^5)

20

Relationship between wind velocity and response acceleration.

[Key: 1 - Response acceleration 2 - X direction 3 - The perceptible area for highly

sensitive persons with respect to effective acceleration (ISO 6897 - 1984) 4 - Average

wind velocity, m/sec 5 - Y direction 6 - Legend 7 - Effective acceleration 8 - Maximum acceleration 9 - Measured *1 10 - Analysis value *2 12 - *1: Response

with respect to the average wind velocity in mean wind direction 13 - *2: Analysis

with respect to the wind velocity component in the direction of vibration. Frequency

range: 0.01 - 0.5 Hz]

-498-
VIBRATION PREVENTION EFFECT

The "vibration prevention effect" in the frequency range in which vibrations

propagate as sound, was measured by installing a small vibrator on the

foundation structure below the base isolation device. The vibration prevention

effect with respect to the random waveforms in the 1/3 octave band width is indicated in terms of the ratio of vibration propagation below and above the

base isolation device. Vibration acceleration at foundation is reduced by 15 - 30

dB when it passes through the base isolation device.

o

-10

-3

It

iS -20

g) -30

& !

1

tfriiJt

\

\

\

\

\\

\ / >

/ \ •

i . ^\

\\

63 125 250 500 1 k

VZ* 9 9 K4»-L-iaifi«t (Hz)

[Key: 1 - Vibration propagation ratio below and above the base isolation device 2 - Vibration propagation ratio, dB 3-1/3 Octave band central frequency, Hz]

-499-
7. ADDITIONAL RECORDS OF SEISMIC OBSERVATIONS

High-tech R&D Center - Additional Seismic Observation Record Data List

Earthquake No. 1 2 3

Name Off Eastern

Chiba Pref

.

Off Southern

Chiba Pref.

Eastern Tokyo

Time of Occurrence 11:08, Dec. 17,

1987

14:43, Feb. 3,

i c\oo 1988

05:34, Mar. 18,

1988

Magnitude 6.7 5.0 6.0

Epicenter

Latitude 35°21'N 35°51'N 35°5l'N

Longitude 140°29'E 140°11'E 139°39'E

Depth 58km 75km 99km

JMA Intensity in Tokyo IV n III

Epicentral distance 98.17km 119.00km I6.l8km

Hypocentral distance 114.02km 140.67km I00.3lkm

Max. accel. on ground surface

at the site (gal)

X direction 32.50 10.02 38.23

Y direction 32.00 10.32 25.09

Z direction 27.30 3.85 16.58

-500-
(1) Earthquake Off Southern Chiba Prefecture, February 3, 1988

/W^? R8cD-t>*-B± (X) mx . J8.IS0CSEC) -2.4K (SSL)

S«^m*llB± (X) mx - 36. 400 (sco -ii. in (ex.)

(GL-0.5«) (X) ,

CP

a«»mm*i!B± (y)

MM • 3*.«0(SEC) -10.021 (SR.)

r A-fT^R&D-tV#-B± (Y) , M-S*0(SEC) -4.324 (SR.)

mx • li.eso t SEC) io.«77 ten.)

gfi (GL-O.W (Y) Mtt • 36.550 C SEC) 10.325 (SAL) 4h

30.0 40.0 50.0 40.0 90.0 100.0

-501-
[Key: 1 - Roof of base isolation building, X direction 2 - Roof of Technical Research

Center, Main Building, X direction 3 - Ground, GL-0.5 m, X direction 4 - Roof of base

isolation building, Y direction 5 - Roof of Technical Research Center Main Building,

Y direction 6 - Ground, GL-0.5 m, Y direction

tD fSM (sec.) RESPONSE ACC. SPECTRUM OF RD52U988. 2. 3) GLOX

8,0

6.0

if

2.0

1%

n

/ /

0.05 0.1 0.5 1.0 5.0 10.0 (p mm (sec.) RESPONSE ACC. SPECTRUM OF RD52 (1988.2. 3) GLOY

Response spectrum: GL-0.5 m ground.

Damping value: 2.5, 10%

[Key: 1 - Period, sec 2 - Acceleration, gal]

(2) Earthquake Off Eastern Chiba Prefecture, December 17, 1987

60

-60

60

-60

A-ff^R&Dt>^ -g± (X) gal . , £)

MAX 10.9 GAL

gal £WW3£m*l8B± (X)

MAX • 59. 1 GAL

-60

60rgal VM (GL-O. 5.) (X)

, MAX - 43.8 GAL

50 100 #

[Key: 1 - Roof of base isolation building, X direction 2 - Roof of Technical Research

Center, Main Building, X direction 3 - Ground, GL - 0.5 m, X direction]

-502-
Response spectrum: GL-0.5 m ground.

Damping value: 2.5, 10%

[Key: 1 - Period, sec 2 - Acceleration, gal]

XI0£ 40n

0.5 1.0 5.0 10.0 (J) m n (»««)

Comparison of response spectrum.

E-W (X), damping value 5%.

[Key: 1 - Period, sec 2 - Acceleration, gal]

-503-
Comparison of response spectrum.

N-S (Y), damping value 5%

[Key: 1 - Period, sec 2 - Acceleration, gal]

(3) Earthquake Eastern Tokyo, March 18, 1988

A-<f?R!tD-tV?-fi± (X) HflX • J4.060tSEC) 10.W («L)

SWW5S»i*fflE± (X) f*tt • J3.880CSEC) 48.072 (5ft.)

flfifi (GL-O.&a) (X) nm • 53. 790 c sec ) M.22S (en.

)

CD , A-<7i ^R&D-tV*-E± (Y) IWt - J3. 940 (SEC) -11.478 (GSU

if«»£dfr*ltE± (Y) Wtt • 33.950CSEC) 47. MB (SO.)

MS (GL-O.S.) (Y) WE - 13. 910 (SEC) 2S.0P1 CCf«.)

1.0 10.0 30.0 30.0 40.0 SO.O 40.0

I I I I I I ! T1ICISEC)

90.0 100.0

-504-
[Key: 1 - Roof of base isolation building, direction 2 - Roof of Technical Research

Center, Main Building 3 - Ground, GL-0.5 m]

0.05 0.1 0.5 1 .0 5.0 10.

(pmm (sec. > RESPONSE ACC. SPECTKUM 0I; RD56 (1988. 3. 18) GLOX

5.0 10.0 0 mm (sec.) RESPONSE ACC. SPECTRUM OF RD5B(1988.3. 18) GI.OY

Response spectrum: GL-0.5 m ground.

Damping device: 2.5, 10%

[Key: 1 - Period, sec 2 - Acceleration, gal]

-505-
APPENDIX 5.5 NAME OF BUILDING Oiles Industries, TC Wing, Fujisawa City,

Kanagawa Prefecture

OBSERVATIONS STARTED April 1987

[Key: 1 - Base isolation device 2 - View of TC wing]

-506-
BUILDING OUTLINE

Sectional view.

-507-
2. POINTS OF OBSERVATION

(1) Location of Sensors

P5 Q.L.

1 II II

1 1

1 II u 1 I

II II 1 1

1 J

i 1 ! J u,

I EH : «Slt

Y ( N S > XIEWI J UOOO. J8.000~7

§ 8

7

P2

[Key: 1 - Seismograph 2 - Accelerometer 3 - Equipment for measuring stress of

reinforcement bars]

m a at i»

IX X! It <3>

(2) Foundation Strata

Pimfc crysec 1000 J000

tt * C

S i&j&JS mAec ($7 500 lopo

Vs^I'lOrT^K

i

I

I

I

i Vp=l^50msK

i

i Vs=570m/sec

i

i

sis

7 y « at s

r v * S

0.18 , 2.6 x I0k°(/far 7.7 x Idi^tni

1.3 Stmy

)

v :0.^9

, G " 6.9*IOh?/cm E : 2.1xl0kg!,fci

v : 0 <36

, G :6.6xl0>g(/fc E : ISxltikgifcrn'

(/> : 2.0 o/cm'

)

-508-
[Key: 1 - Scale 2 - Depth 3 - Soil profile 4 - Soil layer 5 - N value 6 - P wave

velocity, m/sec 7 - S wave velocity, m/sec 8 - Dynamic elastic constant 9

- Poisson's ratio 10 - G: Shear modulus 11 - Young's modulus 12 - Density (assumed)

13 - Loam 14 - Pebbles 15 - Tuffaceous clay 16 - Mixed clay and gravel 17 - Fine

sand 18 - Mixed clay and gravel

(3) Ground Properties

0 3 5.3

<.5

* . 0 3.3

3. 0 2.5

2.0

1.5

1 . 0.5

. 0

2.' HZ LIN

1 1

r < NS48 02 - —- E W A '/) (£) ' KS + EWi»'

t 1

"

\ ' V ' 1

80 1 0.0 B « XJ

Power spectrum ratio

for microseisms (surface/GL-30 m)

[Key: 1 - NS component 2 - EW component 3 - NS + EW component 4 - Frequency]

RESULTS OF EXPERIMENTS

(1) Hysteresis Properties of LRB

t&'iL (T) i8 *»5 Q)

5 0 5 10 DISPLACEMEKT(c-)

5 0 5

DISPLACEMENT (c«)

[Key: 1 - Without lead plug 2 - With lead plug]

-509-
(2) Static Loading Test on LRB

TM'SCli (cm) (2)

Load displacement relationship.

[Key: 1 - Horizontal force, tf 2 - Horizontal displacement, cm]

(3) Forced Oscillation Test

lOC ho JO

6

1

f

1

00 rn) iraiEE04 (Hz)

HO 50

* 1TO

3 OC

o>

9. 00 iDtEKlViSS (Hz)

Resonance curve

for primary mode

Resonance curve

for secondary mode

[Key: 1 - Displacement, cm/ton 2 - Phase, deg 3 - Excitation frequency, Hz]

-510-
Ratio of acceleration on the Ratio of acceleration on the

5th floor to that of the 5th floor to that of the

first floor first floor

Note: This is the result of excitation on the 5th floor.

(4) Design Value of Fundamental Period

L R B

5 0 %W*

Vk 14 W\ 14 o

X T, = 0.859

Tz = 0.137

Y T, = 0.908

T, = 0.176

L R B

5 o %im

# m m it

ft)

X T, = 1.777 Tz = 0.138

Y T, = 1.783

Tz = 0.180

L R B

100%£l$

#jb m 14 ®

X T, = 2.143

Tz = 0.138

Y T, = 2.148

Tz = 0.180

&jc2)<&14

Tri — L inear

LRB teiEB i- L inear

[Key: 1 - Fundamental period, sec, based on 2 - Restoring-force characteristics 3

-

Elastic stiffness at 50% LRB deformation 4 - Equivalent stiffness at 50% LRB

deformation 5 - Equivalent stiffness at 100% LRB deformation 6 - Upper structure 7 - Modified bi-linear]

-511-
(5) Results of the Free Oscillation Test (Test No. Corresponding to No. of the

Static Loading Test on LRB)

1 K@ 2

IBWiXfc ft ft mm

g)(IIZ)

H ft

V£* C5t & ft

-MSi r*) (HZ)

Vfe^ F s 1 2.27 5.45 7.58 8.42

2 2.30 2. 90 7.39 6.51

3 2.27 3.54 6.31 14.77 7.45 5.36

3.5-6 1.45 37.92 2.28 2.71 6.50 13.16 7.33 5.90

4-2 1.46 27.04 2.27 2.55 6.00 12.28 7.35 5.37

F„ 1 2.30 2.64 7.47 8.89

2 2.29 3.26 6.31 11.48 7.47 5.12

ISO

P»n a s o

Dag

- ISO

Fxd Y O Hz

FREQ PESP

ft

FS-1-2 <BX> 86/12/19

<)Av q 9QrtQv Id Hoon

50

FS-4-2 (8X1 BS/12/19

[Key: 1 - Vibration frequency and damping 2 - Test No. 3 - Primary mode 4

- Secondary mode 5 - Vibration frequency, Hz 6 - Damping, %]

-512-
4. RECORDS OF SEISMIC OBSERVATIONS

(1) Earthquake Off Fukushima Prefecture, April 7, 1987

x

4 gal z» %

i (3

V\ Ml? A'MAAc

4 gal 2g>

4 gal 2S> w A/ fHIf wAh

4 gal 2g>

AM Vyl M Mi iW MA /V

[Key: 1 - Direction 2 - Ground 3 - First floor of the building]

-513-
EW direction (X direction)

EW^ffi] (x^ifii)

10 0 /Olv

p

it nl 1 F*a Y O H2 J/7 9: <1 ' 35- 16

10 O /O 1 »

FxaxY o Hz 4/7 9: 41 "33 " 17

8AvQ BOKOvln Hann

F«a Y O HZ

k ML1 «,L- |

10 o /Olv

F x a x Y O Hz

ilk.

41/7 9: 4 1

• 33 24

, AS*£J 1 PKr(

, ij «/7 9: 4 1

' 33 " 23

[Key: 1 - Direction 2 - Ground 3 - First floor of the building]

-514-
(2) Earthquake Southwest of Ibaraki Prefecture, April 10, 1987

4 kjI 2 Hi IBflj 1 Wi i

MM MM ft**

4 gal 2© *>

4 gal 2g> an i it /< £2

E

ft

>•

ft

inz

4 gal 2»

H

MTU—*

[Key: 1 - Direction 2 - First floor 3 - Ground]

EW direction (X direction)

10 o /Olv

FxQXY O Hz

3 SPE C 1 3Av 0 90 XOv 1 D Ha'in

102 «t

w

1 4/10 20: 00 OS 16

[Key: 1 - Ground 2 - First floor]

10 0 /Olv

<OXY 0 HI

5 SPE C 1 5Av a 90

o, 10 20 00 03w2 4

-515-
NS direction (Y direction)

10 . o /Olv

-30 . O F«OXV f

7

, i

10 . o /Olv

-SO . o

u

iV \

( j. I/IO SO: OO OS 23

[Key: 1- Ground 2 -First floor]

(3) Earthquake in Northern Chiba Prefecture, April 17, 1987

0

4 gdl 2» ia#J j (3

GE

ftE

ft

woz

4 gal 28 i

4 gal 28

vAA w AA w Aa/ M (/v A*

4 gal 2«

A/a, IflAA w -V-

[Key: 1 - Direction 2 - Ground 3 - First floor]

-516-
EW direction (X direction)

10 0 /Dlv

-50 0

F M a X Y

IL

1 «i ll </17 1 6 . 3

4

' 0

2

" 16

10 . O /O 1 v

-SO . o FxoXY

J

.... Alii i 1/17 16: 34 • 02 24

[Key: 1- Ground 2 -First floor]

NS direction (Y direction)

NS^ (Y^lfi])

io o /Olv

— SO 0 Fxax Y k* ' 1 i

1 4/17 IS: 34 OS 17

IO . O /O 1 v

-SO O

F h a x Y

4*4^ 1 PS

J 1.L

4/17 18 34 02' 23

[Key: 1- Ground 2 -First floor]

-517-
(4) Earthquake Off Fukushima Prefecture, April 23, 1987

4 gal 2W> «*! 1 « ft)

4 gal 28

t 4 gal 2» i « M \V

, 4 gal 2#

vV /Vv W

[Key: 1 - Direction 2 - Ground 3 - First floor]

EW direction (X direction)

EW^ (X#fi)

10 o /Olv

jjni w

J. , 1 1

io o /Olv

C 1 13» v a go m

i

|

r $*

?3wo; wV: 1-4 ' 1 20 " i

1 so

[Key: 1- Ground 2 -First floor]

-518-
NS direction (Y direction)

NS^ (Y^lfi])

10 . o /Dlv

ft

fkoxv X » l iA o mi 1/23 OS: 14*20" 17

lO . O /Olv

r

tawnil .. 1 Fkqxy O hi 4/23 OS 1 4

' 20 " 23

[Key: 1 - Ground 2 - First floor]

5. COMMENTS ON THE RECORDS

For the four seismic records presented here, the incident acceleration at the

TC wind was approximately 3 gal (intensity level I). This is much smaller

than the acceleration level 200 gal (intensity level V) assumed in the design.

The behavior of the lead plug in LRB is within the elastic range during the

earthquake stated above, so the building shows behavior similar to a conventional building. Some response amplification in the base isolation

device portion was observed but the magnitude of this response

amplification was not large enough to cause any discomfort. As can be seen from the time-history response records at the first floor the base isolation

device exerts some filter effect to reduce the short period components of

vibration. As a result, vibrations were not felt. This phenomenon is clear

from the power spectrum. In all of these earthquake records, the spectrum

of the first floor shows higher peaks at lower frequencies compared with the

spectrum of ground. If the level of incident seismic force increases, this

peak will shift to even lower frequencies, thus entering a range in which

base isolation effects are prominent.

-519-
6. ADDITIONAL RECORDS OF SEISMIC OBSERVATIONS

(1) Earthquake Off Eastern Chiba Prefecture, December 17, 1987, 11.08 hrs)

re

X

-i : r.v: i

40gal

SE

DOz

: *

: i^.: mm

; 1 !

-rr:

[Key: 1 - Direction 2 - Sec. 3 - Ground 4 - First floor]

-520-
EW direction (X direction)

30 . O

10 . o /i v

as

* ms GAL 2

-50 . O <CXY O Hz 12/17 11:08 IS HO

30 . O

10 . O /a iv

as

ms GAL 2

-50 . O

1 T

I

v\

- Ground 2 - First floor]

-521-
NS direction (Y direction)

30 . O

10 . o /Div

C3

rms

GAi_2

-50 . 0

J-ltJf-lr JSUE5» k

FXOXY 0 HZ 12/17 11: OB 17 20

30 . O

10 . 0

/Div

CJ3

GAL 2

-50 . O

1 R

f

V-ft\V

S Vy

FXOXY O HZ 12/17 1 1: 0 3 25 20

[Key: 1- Ground 2 - First floor]

-522-
(2) Earthquake Eastern Tokyo, March 18, 1988

EW direction (X direction)

40gal H ::

\ y

2@- ;

' i

:

.

.

,

.

r~rr

! >M it i

|

!

* " 1

i | 71 'j ' : • 1 i > i

l

:. : ; ;

• j j

'• r : t ! ; ; ; i ; . : ; i i t f y ^L^^i!JuJ.-UJJXK: illT-l:X-|-! 1 ; LTimi 1

I ; .

li'i Till

i—

jj : :

: |i ITR .! id..

~l I i JJ! rtii

jW

Oli.

v

i

!::.

:

1 !; : 1

i.

t-

-i : i ; . ; ; U\i\f\

TihiiT

i !iirij±i;Hi.i.r.t 1 It; j the hiiij: i !Jr

"! i

; !

!

i u.J.i !i

: i i ; : : 1 1 uf i.n r-ia:I.U i

Frr!

i ffK

i t.i i

i ill: J i i 4 i

uj j ny

rrrr

"j

.1

-523-
NS direction (Y direction)

: l 40ga

;

1 \2§)\D 1!;;;; m

. : :::..:....! : . I : : :

i i

; ; ; : i i•: i i : : i : ;

;

' 1 !

•

: . !

j i i i 1 j

i ilHlimiiin

jTMl

iiii

XJJ.1-

i j : ; ; ! f

; : !

:

i

';

I

• ! ' n ; i jlllNM ! MjJ-!- Iiii!

: j i rr

• n:i : r

i

i Tl i i i :.i i i i.i i i j ; i llil 1 1 1 1

i in'

"

i j j-1

-: ! !-"!

i

! 'J l UJJ

! ; : 1 J. I-J iJ

1

i ! 1I !

! | 1.1 vinz

1 r-i-i

[Key: 1-sec 2 -Fifth floor 3 -Third floor 4 -First floor 5 -Ground]

-524-
EW direction (X direction)

POWER SPEC1

30 . 0

10.0

/Div

OB

i- ms GAL 2

-50 . 0

A

\

FxOXY O Hz 3/ IS 5: 34 - AA " IS 20

30 . O

10 . O /Div

aB

r ms

GAl_ 2

-50 . O

1 P )

1 V A

O H z 3/ IB 5 34 ' ^ 4 " 2 A 20

[Key: 1- Ground 2 -First floor]

-525-
NS direction (Y direction)

POWER SPE C 1 30 . O

lO . O /Di v

aB

r ms

GA|_2

-50 . 0

1 i

FxaXY O Hz 3/ IS 5: 34 44 '• 17

POWER SPEC 1 30 . O

lO . O /Di v

dB

(-ms

-50 . O

l P

-vj

FxaXY O HZ 3/18 5: 34 <4 25 20

[Key: 1- Ground 2 -First floor]

-526-
APPENDIX 5.6 NAME OF THE BUILDING Takenaka Komuten, Funabashi Taket

Dormitory, Funabashi City, Chiba Prefecture

OBSERVATIONS STARTED April, 1987

View of Taketomo Dormitory.

-527-

POINTS OF OBSERVATION

(1) Arrangements of Seismograph

BE

H-9 ^

V-6

H-6

V-3

H-3

J _

rr

Q, Roof

SB w

1st floor Foundation

O Seismograph

Floors where seismographs are installed.

7 sin

H-8

Roof

i

" ©

V-4 -O-for

® for > H-4$

V-5

© 0_H-5

1st floor

©

!> V-2

0

H-2

O9 V-l

H-l

Seismograph

horizontal mo

(9 nos)

vertical motic (6 nos)

Foundation

Positions of seismograph installations.

-529-
(2) Ground Outline

Soil type

(

N-value

10 20 30 40 5 fill-bank

silt fine sand

silt

fine sand

clayfine sand

clayV

fine sand

^

clay-

.Pile

V

( tiD

fine sand

Depth

GL-m

-0-

5-

10-

15-

20-

25-

(3) Ground Properties

Amplification property of SH waves at the site.

-530-
RECORDS OF OBSERVATION

(1) Earthquake Off Fukushima Prefecture, April 7, 1987

NSz

WL | ^

& of-

-201- ca

ror

y -20

R F

HflX . 6.29 I 55-56 StC)

MAX. -10.82 ( 21.94 StC) IS 68 CP

i ... i ... i . ... i . ... i .... i .... i i i • i . . i

u) 0 I

MAX . -15-31 ( 22.71 StCI

I ... I I .... I .... l .... I

i i I . I . » i I . i . I. 0 5 10 IS 20 25 30 3b 40 45 50 55 60 65 70 75 80 UD TIME StC x

CPL R p HBX. -4.29 I 21.44 StC)

-10^ 6.16 I 25 99 Stl)

[Key: 1- Ground]

-531-
GALtSEC

5

NS

GAUSEC

15

£ 10

5 5

—s« —1 PS M

—-R F \4

EW

GAltSEC

O.t 0.S 1.0 A*

FREQUENCY

5 .0 Hz

0.1

S63 — 1 P»' AK

0

GAUSEC

0.002

0.001

0.1 O.S 1.0 5 10 KRtUUKNCY

—m

H2 0.1 0.5 1.0 FREQUENCY

GAL#SEC_X |0 3

8

-. 4

5 10 Hz

0.1

RF

O.S 1.0 5 10 FREQUENCY Hz —m—\m

5 10K

FREQUENCY

H2

[Key: 1 - Roof floor 2 - Foundation 3 - First floor 4 - Maximum acceleration

response]

-532-
(2) Earthquake Off Eastern Chiba Prefecture, December 17, 1987, 11:08 hrs.

DflL 100r H-7 ( NS.55(6) : S±*ffl ) O

MAX. -23.14 ( 12.36 SEC)

-100L

oa

100r H-4 ( NS^jrSl lHtSEfll ) MAX. 26-95 I 12.24 SEC)

-lOtfGftL H - 1 ( NS^lSl : £i]tfl ) lOOr

-lOCnflX. -64.36 I 12.71 SEC)

I .... I I .... I S 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80

TIME SEC

[Key: 1 - NS direction: Roof, east side 2 - NS direction: First floor, east side 3 - NS

direction: Foundation, east side]

-533-
GAL h-8 c eww m±mm ) ioor (/)

MAX. -23.34 I 11.16 SEC

)

-100L

GflL 100 H-5 ( EW^fS] : lfgjfUH ) MRX. 22-36 ( 12.93 SEC)

-100L

MRX. 86.33 ( 11.20 SEC)

I .... I .... I .... I .... I .... I .... I .... I 0 S 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80

TIME SEC

[Key: 1 - EW direction: Roof, south side 2 - EW direction: First floor, south side 3 - EW direction: Foundation, south side]

-534-
[Key: 1 - Vertical direction: First floor, east side 2 - Vertical direction: First floor,

south side 3 - Vertical direction: First floor, west side]

-535-
I .... I .... I .... I .... I I , ... I ... I .... I I , , , I . , , I , , , I 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 TIME SEC

[Key: 1 - Vertical direction: Foundation, east side 2 - Vertical direction:

Foundation, south side 3 - Vertical direction: Foundation, west side]

-536-
Fourier Spectrum in Each Direction

EW direction (X)

SMOOTHED FOURIER SPECTRUM

,-r—&m i m —

ACCELERATION

UJoZD

fr- IZ

80

CO

t; 40

20

—©-

4-

i (, 1

k\

1 / \l / i \

r\

4 6 FREQUENCY

10HZ NS direction (Y)

SMOOTHED FOURIER SPECTRUM ACCELERATION

GflL*SEC 50

ZD

a.

r:cr

4 6 FREQUENCY

[Key: 1- Foundation 2 -First floor 3 -Roof]

-537-
Torsional Component (18)

Vertical Direction

[Key: 1 - Foundation 2 - First floor 3 - Roof]

-538-
[Key: 1 - Foundation 2 - First floor]

-539-
Results of Seismological Observations,

Funabashi Takemoto Dormitory

(Table of Maximum Acceleration)

(Unit: gal)

Foundation 1st Floor Root

Earthquake I X-dir. Y-dir. X-dir. Y-dir. X-dir Y-dir

Off Fukushima Pref.

Apr. 7, 1987

in 15.3 10.8 8.6 6.1 9.0 6.3

Southwestern Ibaraki

Pref.

Apr. 10, 1987

in 15.6 12.6 2.4 5.2 2.8 6.2

Northern Chiba Pref.

Apr. 17, 1987

in 5.6 5.0 2.4 2.4 2.4 2.8

Off Fukushima Pref.

Apr. 23, 1987

in 14.0 8.8 4.4 4.2 4.4 4.0

Central Chiba Pref.

June 16, 1987

in 18.4 14.0 2.4 3.2 2.4 3.6

Off Eastern Chiba Pref.

Dec. 17, 1987

V 86.3 64.4 22.4 27.0 23.3 23.1

Eastern Tokyo

Mar. 18, 1988

IV 49.9 50.0 8.8 15.3 10.3 15.8

-540-
APPENDIX 5.7

NAME OF THE BUILDING Chiba Port Tower, 1 chome, Chu-o Minato, Chiba

city

OBSERVATIONS STARTED September 1987

-541-
-542-
[Key: 1 - Damper mechanism 2 - Upper frame (Slide movement: X direction) 3 - Stopper (Y direction) 4 - Mass frame 5 - Stopper (X direction) 6 - Intermediate

frame (slide movement: Y direction) 7 - Damping device (Viscous damper: X

direction) 8 - Foundation frame (fixed) 9 - Rail for spring 10 -Rail 11 -Rack 12

Roller 13 - Damping device (Viscous damper, Y direction) 14 - Standard floor plan

(observatory floor) 15 - Observation gallery 16 - ELV lobby 17 - Beam plan 18 - Beams to support curtain walls 19 - Beam and brace 20 - Observation gallery 21 - Elevator machine room 22 - Tuned-mass damper room 23 - Topmost observation

gallery 24 - Beacon, wind direction indicator 25 - Pantry and tea lounge 26 - Central hollow region 27 - Emergency stop floor for elevator 28 - Thermal reflector glass 29 - Maintenance deck 30 - Steel pipe column 31 - Elevator for observation

gallery 32 - Entrance hall 33 -Aquarium 34 -ELV lobby 35 - RC raft foundation

36 - Light garden]

-543-
POINTS OF OBSERVATION

Locations of Measuring Devices
Foundation Strata and Soul Condition

Depth

GL-m

0

Soil type

N-value

0 10 20 30 40 50

fill- bank

5-

10-

fine sand

15-

20-

fine sand

25

fine sand

30-"

35-

silt

fine sand

40

Pile tip —i 1- GL-15.5m

-545-
Ground Properties

Power Spectrum of Microtremor

NS component

4sec

Frequency , H z Frequency , H z

EW component

Frequency, Hz Frequency, Hz

-546-
3. RESULTS OF EXPERIMENTS

Tuned-mass Damper Excitation Experiment

Dynamic damper displacement Experiment

Calculation

Fig. 6 Time history of displacement without viscous damper

Dynamic damper displacement

Experiment

Calculation

Fig. 7 Time history of displacement with viscous damper.

-547-
Analysis of free oscillation of the tower

Fig. 6 shows the comparison of experimental and analytical values of free oscillation

of the tower. Free oscillation was generated by releasing a forced displacement of 50

cm imparted to the tuned-mass damper. During the free oscillation, test viscous

dampers were removed.

Fig. 7 also shows the comparison of experimental and analytical values of free

oscillation of the tower. In this case an initial forced displacement imparted to the

tuned-mass damper was 70 cm and the viscous dampers were fitted.

Comparison of experimental and analytical values is shown in Table 3.

In Figs 6, 7 and Table 3, "tuned-mass damper displacement" means the relative

displacement between tuned-mass and P2 floor.

Table 3 . Comparison of Experiment and Analysis

Displacement, cm

at PRF at 2F

Viscous

Damper

Tuned-mass

damper

displacement, cm

at M10F

Exp. Anal. Exp. Anal. Exp. Anal. Exp. Anal.

Not

equipped

44.6 44.0 3.41 4.18 2.55 2.98 1.38 1.51

Equipped 27.3 29.4 1.45 1.87 1.07 1.34 0.56 0.68

-548-
4. RECORDS OF OBSERVATION

Earthquake Off Eastern Chiba Prefecture, December 17, 1987

Acceleration Response
APPENDIX 5.8 NAME OF THE BUILDING Hazama-gumi Base Isolation-type Experimental

Structure, Yono City, Saitama Prefecture

OBSERVATIONS STARTED November, 1987

View of the Experimental Structure

- 550 -
Basement of the Experimental Structure

1. PARAMETERS OF EXPERIMENTAL STRUCTURE

Weight of upper structure: 473 ton

Laminated rubber bearing:

Number: 4

Supporting load: 118 ton/c

Contact pressure: 87kg/cm2 Friction damper:

Number 4 (2 each in X & Y

direction)

Dynamic friction: 2.25 ton/c

-551-
Concrete weight (Unit : mm)

H i iTh =TTn

IFL

CO BFL 0^

RUBBER BEARING FRICTION DAMPER

COooo

Y

Outline of experimental structure.

-552-
LOCATIONS OF SEISMOGRAPHS

G . L. irfB2

' ^B3 1FL

s t

B4

, 1 ^

G . L . - 1 . 5 i

Tf1 G. L. - 1 1 . 5a

^

G.L. -23. 9i

G.L. -46 . 8i

x

• Acceleration

O Velocity — Relative

d i sp 1 aceaen t

Positions of observation in the upper part.

-553-
Ground structure

-554-
Table Showing Components Observed

Name of bensor Location bensmg Component

S46 - X, Y, Z CL-46m Acceleration in X, Y, Z direction

S24 - X, Y, Z L.L-24m Acceleration in X, Y, Z direction

bll - X, Y, Z (jL-1 im Acceleration in X, Y, Z direction

bl.5 - X, Y, Z bL-l.om Acceleration in X, Y, Z direction

C1 C VA/ \/\7 7\7 bl.D - AV, YV, Z.V /~"T vjL-l.Dm 1 Cm Velocity in X, Y, Z direction

rD - A rounoation, ro Acceleration in X direction

Fl, F3 - Y Foundation, Fl, F3 Acceleration in Y direction

F2, F4 - Z Foundation, F2, F4 Acceleration in Z direction

B5-X 1st Floor, B5 Acceleration in X direction

Bl, B3 - Y 1st Floor, Bl, B3 Acceleration in Y direction

B2, B4 - Z 1st Floor, B2, B4 Acceleration in Z direction

T5 - X, Y 2nd floor, T5 Acceleration in X , Y direction

B5-XD Between 1st floor &

foundation

Relative displacement in X direction

Bl, B3 - YD Between 1st floor &

foundation

Relative displacement in Y direction

B2, B4 - ZD Between 1st floor &

foundation

Relative displacement in Z direction

NOTE: Accelerographs at GL-46, 24, 11 anc south of the experimental structure

1.5m are located at a point about 3m

-555-
3. SEISMIC OBSERVATION RECORDS

Outline of Earthquake Records

Name

Time of occurrence

Epicenter

Magnitude

Depth of hypocenter

Epicentral distance

Hypocentral distance

Earthquake Off Eastern Chiba Prefecture

December 17, 1987, 11.08 hrs

About 20 km off eastern Chiba prefecture

(N 35°21'; E 140°29')

6.7

58 km

103 km

119 km

Maximum acceleration on the experimental structure

Position of observation Maximum acceleration, gal

X direction Y direction

Second floor

First floor

Foundation

15.8

15.3

31.3

16.3

15.5

20.6

-556-
Observed acceleration waveforms

(foundation, X direction)

o

t oCnI o ocmIIot ooooo -t cm cmIIt

(100C33U (1b0f33«

-557-
Observed acceleration waveforms

(foundation floor, Y direction)

<r CM CM T Csl CM MOO 1" 330 ("100 1-330

-558-
-559-
Observed acceleration waveforms

(second floor, Y direction)

( "IdOl- 330

-560-
Observed relative displacement waveforms

(between foundation and first floor, X direction).
Observed relative displacement waveforms

(between foundation and first floor, Y direction).
=3

OS

I-U

UJ0_

to

ULUJ

25

FOURIER SPECTRUM

GIKEN20-26 : T5-X (CM/SEC

20

PERK = 18.47

FREQ • = 1-074

7 8 9 10

FREGUENC Y (HZ)

7 - \) 3i * .? \ >\, ( 2 Pff , X (I)

=3

cc

(_) UJ

Q_

CO

LU

25

FOURIER SPECTRUM

GIKEN20-20 : F5-X (CM/SEC

20-

PERK = 19.52

FREG •= 4.224

2 3 4 5 6

7 9 s * * h ( X # |fij ) @

7 8 9 10

FREQUENCY (HZ)

[Key: 1 - Fourier spectrum (second floor, X direction) 2 - Fourier spectrum

(foundation, X direction)

-563
XT 100

Z3

FOURIER SPECTRUM

GIKEN20-27 : T5-Y (CM/SEC)

u

a.

uj

as

80

60-

40-

20-

FERK = 54. S5

FREG-= 1.514

-i 1 1 r

1 2 3 4 5 7 8 S 10

FREGUENCY ( HZ J

y - 9 x. % 9 h a, ( 2 |». Y * |ftj )(£>

i: 25

Z3

&lh-U

!UJ; 0.10 20

a;

FOURIER SPECTRUM

GIKEN20-18 : F3-Y ( CM/SEC

)

PERK = 17.67

FREG.- 4-028

7 8 9 10

FREGUENCY ( HZ J

[Key: 1 - Fourier spectrum (second floor, Y direction) 2 - Fourier spectrum

(foundation, Y direction)

-564-
4. TITLE AND SUBTITLE Survey Report on Framing of the Guidelines for Technological I Base-Isolation Systems for Buildings

)evelopment of

5. AUTHOR(S)

Building Center of Japan (MOC) (Noel J. Raufaste, Editor)

6. PERFORMING ORGANIZATION (IF JOINT OR OTHER THAN NIST, SEE INSTRUCTIONS)

U.S. DEPARTMENT OF COMMERCE

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY

GAITHERSBURG, MD 20699

7. CONTRACT/GRANT NUMBER

8. TYPE OF REPORT AND PERIOD COVERED

Final

NIST-114A

(REV. 3-90) U.S. DEPARTMENT OF COMMERCE

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY

BIBLIOGRAPHIC DATA SHEET

1. PUBUCATION OR REPORT NUMBER

NIST/SP-832, Vol. 2

2. PERFORMING ORGANIZATION REPORT NUMBER

3. PUBUCATION DATE April 1992

9. SPONSORING ORGANIZATION NAME AND COMPLETE ADDRESS (STREET, CITY, STATE, ZIP)

10. SUPPLEMENTARY NOTES

11. ABSTRACT (A 200-WORD OR LESS FACTUAL SUMMARY OF MOST SIGNIFICANT INFORMATION. IF DOCUMENT INCLUDES A SIGNIFICANT BIBUOGRAPHY OR

LITERATURE SURVEY, MENTION IT HERE.)

This report is Volume Two of a two volume series on passive energy dissipating

systems for buildings and other structures. This volume, Survey Report on Framing

of the Guidelines in Technological Development of Base Isolation Systems for

Buildings, addresses the performance of these systems and provides examples of

buildings installed with the systems. The documents provide guidelines for

evaluating these systems and a directory of these systems used in buildings and other

structures. The original reports in Japanese were published by the Building Center of

Japan under the sponsorship of the Japanese Ministry of Construction (MOC). The

MOC provided these reports to the National Institute of Standards and Technology

for their translation into English and for publication. The subjects addressed in these

reports include: the history and types of passive energy dissipators; their applications,

evaluations, and performance; and case histories of these devices exposed to seismic

loading.

12. KEY WORDS (6 TO 12 ENTRIES; ALPHABETICAL ORDER; CAPITALIZE ONLY PROPER NAMES; AND SEPARATE KEY WORDS BY SEMICOLONS)

active damper; base isolation; damping; devices; evaluation; passive damper; performance;

seismic; structures; wind loads

13. AVAILABILITY UNLIMITED FOR OFFICIAL DISTRIBUTION. DO NOT RELEASE TO NATIONAL TECHNICAL INFORMATION SERVICE (NTIS). ORDER FROM SUPERINTENDENT OF DOCUMENTS, U.S. GOVERNMENT PRINTING OFFICE, WASHINGTON, DC 20402. ORDER FROM NATIONAL TECHNICAL INFORMATION SERVICE (NTIS), SPRINGFIELD, VA 22161.

14. NUMBER OF PRINTED PAGES

575

15. PRICE

ELECTRONIC FORM * U.S. G.P.O. : 1992-31 1 -891 :60465

I

1 1

1

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