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Seismic response of buildings with and without earthquake excitation reduction system.
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Seismic response of buildings with and without earthquake excitation reduction system.
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SEISMIC RESPONSE OF BUILDINGS WITH AND WITHOUT EARTHQUAKE EXCITATION REDUCTION SYSTEM by Tadachika Ebina A Thesis Presented to the FACULTY OF THE GRADUATE SCHOOL UNIVERSITY OF SOUTHERN CALIFORNIA In Partial Fulfillment of the Requirements for the Degree. MASTER OF BUILDING SCIENCE August 1988 Copyright 1988 Tadahcika Ebina UMI Number: EP41415 All rights reserved . INFORMATION TO ALL USERS The quality of this reproduction is dependent upon the quality of the copy submitted. In the unlikely event that the author did not send a complete manuscript and there are missing pages, these will be noted. Also, if material had to be removed, a note will indicate the deletion. Dissertation Publishing UMI EP41415 Published by ProQuest LLC (2014). Copyright in the Dissertation held by the Author. Microform Edition © ProQuest LLC. All rights reserved. This work is protected against unauthorized copying under Title 17, United States Code ProQuest LLC. 789 East Eisenhower Parkway P.O. Box 1346 Ann Arbor, Ml 48106 - 1346 U N IVER SITY O F S O U TH E R N C A LIFO R N IA THE GRADUATE SCHOOL UNIVERSITY PARK LOS ANGELES, CALIFORNIA 90007 This thesis, w ritten by Oacfrh K.OL. .................... under the direction of hj£>....Thesis Com m ittee, and approved by a ll its members, has been p re sented to and accepted by the Dean of The Graduate School, in p a rtia l fu lfillm e n t of the requirements, for the deg reefif DaU.j0....Th.xM. THESIS COMMITTEE J f. Chairman B u ,S. ?SB EI6 3 ACKNOWLEDGMENT The author is indebted to Professor Goetz Schierle Professor James Ambrose, and Professor Dimitry Vergun for their review and constructive recommendations regarding the studies reported herein. iii TABLE OF CONTENTS ACKNOWLEDGMENT ii LIST OF TABLES V LIST OF.FIGURES vii LIST OF PICTURES xii-i ABSTRACT vxvi INTRODUCTION 1 I. SESMIC EFFECTS ON BUILDINGS 3 . 1-1. SESMIC PHENOMENA 3 1-1-1. PLATE TECHTONICS 3 1-1-2. SESMIC WAVES 6 1-1-3. MAGNITUDE AND INTENSITY 7 I-2. SEISMIC RESPONSE OF BUILDINGS 12 1-2-1. BUILDING RESPONSE UNDER SEISMIC LOAD 12 I-2-2. SEISMIC EFFECTS ON BUILDINGS 13 II. EARTHQUAKE EXCITATION REDUCTION SYSTEM 19 II-1. HISTORY OF E.E.R.S. 19 II-1-1. EARLY WORKS OF E.E.R.S. 19 II-1-2. MODERN APPROACHES OF E.E.R.S. 23 II-2. VARIATION OF E.E.R.S. 30 II.-2-1. ISOLATION SCHEMES.. 32 II-2-2. MASS EFFECTIVE SCHEMES 34 II-2-3. AUTOMATIC CONTROL SCHEMES 34 iv II-2-4. ENERGY ABSORBING SCHEMES 35 III. TEST OF E.E.R.S. 38 II1-1. TEST METHODOLOGY 3 8 III-1-1. TEST METHOD. 38 III-1-2. TEST EQUIPMENT 41 III-1-3. TEST PROCEDURE 46 III-2. TEST RESULTS . 49 III-2-1..RESPONSE DISPLACEMENT WITH RESPECT TO VARIOUS PERIODS OF THE GROUND MOTION 4 9 III-2-2. MAXIMUM RESPONSE DISPLACEMENT 81 III-2-3. MOVEMENT PATH 101 IV. TEST OF SEISMIC INTERACTION BEHAVIOR OF CONNECTED TWO DIFFERENT STORY BUILDINGS 104 IV-1. TEST METHODOLOGY 104 VI-1-1. TEST METHOD 105 VI-1-2. TEST EQUIPMENT 108 VI-1-3. TEST PROCEDURE 110 VI-1-4. TEST RESULTS 111 V. CONCLUSIONS 125 ENDNOTES REFERENCES 1 27 1 29 LIST OF TABLES Table Table Table Table. Table Table Table Table Table III-2-1 MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL : TEST-1 P. 83 III-2-2 MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL : TEST-2 P. 83 111-2-3 MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL : TEST-3 P. 84 111-2-4 . MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL : TEST-4 P. 84 III-2-5 MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL : TEST-5 P. 85. III-2-6 . MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL : TEST-6 P. 85 III-2-7 MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL : TEST-7 P. 86 II1-2-8 MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL : TEST-8 P. 86 III-2-9 RELATIVE RESPONSE DISPLACEMENTS OF NON-BASE ISOLATED AND BASE ISOLATED BUILDING MODELS WITH RESPECT TO ±i in. (6.35 ram) DISPLACEMENT HARMONIC GROUND MOTION AT .6, .7, .8 sec. OF vi PERIOD OF GROUND MOTION P. 93 Table III-2-10 RELATIVE RESPONSE DISPLACEMENTS OF NON-BASE ISOLATED AND BASE ISOLATED BUILDING MODELS WITH RESPECT TO in. (12.7 ram) DISPLACEMENT HARMONIC GROUND MOTION AT .6, .7, .8 sec. OF PERIOD OF GROUND MOTION P. 9-7 LIST OF FIGURES VII Fig.1-1-1 STRUCTURE OF THE EARTH P. 4 Fig.1-1-2 MOVEMENT OF LITHOSPHERE P. 4 Fig.1-1-3 THE WORLD SEISMICITY MAP P. 5 Fig.1-1-4 MODIFIED MERCALI INTENSITY SCALE OF 1930 P. 9 Fig.1-1-5 COMPARISON OF RICHTER SCALE MAGNITUDE VERSUS EQUIVALENT ENERGY OF TNT P. 11 Fig.1-2-1 BUILDING RESPONSE TO GROUND MOVEMENT P. 14 Fig.1-2-2 IRREGULAR STRUCTURES OR FRAMING SYSTEMS P. 15 Fig.II—1-1 KAWAl'S IDEA. P. 19 Fig.II-1-2. J.A. CALATARIENT'S IDEA P. 20 Fig.II-1-3 ROCKING BALL BASE ISOLATOR P. 23 Fig.II-1-4 RUBBER PAD AND RUBBER & STEEL-LAMINATED PAD P.: 24 Fig.II-1-5 RUBBER AND STEEL-LAMINATED PAD P. 26 Fig.II-1-6 RUBBER & STEEL-LAMINATED PAD WITH LEAD PLUG P. 27 Fig.II-2-1 VARIATION OF EARTHQUAKE EXCITATION REDUCTION SYSTEMS P. 31 Fig.11-2-2 ISOLATION SCHEMES P. 32 Fig.II-2-3 MASS DAMPENING SCHEMES P. 34 Fig.II-2-4 AUTOMATIC CONTROL SCHEMES P. 35 Fig.II-2-5 ENERGY-ABSORBING SCHEMES P. 36 Vlll Fig.II-2-6 EXAMPLES OF BASE ISOLATED BUILDINGS IN THE WORLD P.. 37 Fig.III-1-1 BUILDING MODEL P. .39 Fig.III-1-2 BASE ISOLATOR P. 39 Fig.III-1-3 HARMONIC GROUND MOTION P. 40 Fig.III-1-4 MOVEMENT PATH RECORD p. 47 Fig.III-1-5 RELATIVE AND ABSOLUTE RESPONSE DISPLACEMENT CHECK LIST P. 48 Fig.III-2-1 DYNAMIC TEST FEATURES p. 50 Fig.III-2-2 TEST-1 : RELATIVE RESPONSE DISPLACEMENT OF NON-BASE ISOLATED BUILDING MODEL WITH RESPECT TO in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION P. 51 Fig.III-2-3 TEST-2 : RELATIVE RESPONSE DISPLACEMENT OF NON-BASE ISOLATED BUILDING MODEL WITH RESPECT TO ±i in. (12.7 nun) DISPLACEMENT HARMONIC GROUND MOTION P. 55 Fig.III-2-4 TEST-3 : RELATIVE RESPONSE DISPLACEMENT OF TYPE A-BASE ISOLATED BUILDING MODEL WITH RESPECT TO ±f in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION P. 59' Fig.III-2-5 TEST-4 : RELATIVE RESPONSE DISPLACEMENT OF TYPE A-BASE ISOLATED BUILDING MODEL WITH RESPECT TO ±i in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION P. 63 XX Fig.111-2-6 TEST-5 : RELATIVE RESPONSE DISPLACEMENT OF TYPE B-BASE ISOLATED BUILDING MODEL WITH RESPECT TO ±; in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION P. 67 Fig.III-2-7 TEST-6 : RELATIVE RESPONSE DISPLACEMENT OF TYEP B-BASE ISOLATED BUILDING MODEL WITH RESPECT TO in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION P. 71 Fig.III-2-8 TEST-7 : RELATIVE RESPONSE DISPLACEMENT OF TYPE C-BASE ISOLATED BUILDING MODEL WITH RESPECT TO ±£ in. (6.35 mm) DISPLACEMENT HARMONIC GROUND .MOTION P. 75 Fig.III-2-9 TEST-8 : RELATIVE RESPONSE DISPLACEMENT OF TYPE C-BASE ISOLATED BUILDING MODEL WITH RESPECT TO ±i in. (12.7 ram) DISPLACEMENT HARMONIC GROUND MOTION P. 78 Fig.III-2-10 MAXIMUM ABSOLUTE RESPONSE DISPLACEMENTS OF NON-BASE ISOLATED AND BASE ISOALTED BUILDING MODELS WITH RESPECT TO ±i in.. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION P. 87 Fig.III-2-11 MAXIMUM RELATIVE RESPONSE DISPLACEMENTS OF NON-BASE ISOLATED AND BASE ISOLATED BUILDING MODELS WITH RESPECT TO in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION P. 88 Fig.III-2-12 MAXIMUM ABSOLUTE RESPONSE DISPLACEMENTS OF NON-BASE ISOLATED AND BASE ISOLATED BUILDING MODELS WITH RESPECT TO ±i in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION P. 89 Fig.III-2-13 MAXIMUM RELATIVE RESPONSE DISPLACEMENTS OF NON-BASE ISOLATED AND BASE ISOLATED BUILDING MODELS WITH RESPECT TO ±i in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION p. 90 Fig.III-2-14 RELATIVE RESPONSE DISPLACEMENTS OF NON-BASE ISOLATED AND BASE ISOLATED BUILDING MODELS WITH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .6 sec. OF PERIOD OF GROUND MOTION P. 94 Fig.III-2-15 RELATIVE RESPONSE DISPLACEMENTS OF NON-BASE ISOLATED AND BASE ISOLATED BUILDING MODELS WITH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .7 sec. OF PERIOD OF GROUND \ MOTION P. 95 Fig.III-2-16 RELATIVE RESPONSE. DISPLACEMENTS OF NON-BASE ISOLATED AND BASE ISOLATED BUILDING MODELS WITH RESPECT TO ±£ in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .8 sec. OF PERIOD OF GROUND MOTION P . 9 6 Fig. I.II-2-1 7 RELATIVE RESPONSE DISPLACEMENTS OF NON-BASE ISOLATED AND BASE ISOLATED BUILDING MODELS WITH RESPECT TO ±i in. (12.7 mm) DISPLACEMENT HARMONIC GROUND ' MOTION AT .6 sec. OF PERIOD OF GROUND MOTION P. 98 Fig.Ill-2-18 RELATIVE RESPONSE DISPLACEMENTS OF XI NON-BASE ISOLATED AND BASE ISOLATED BUILDING MODELS WITH RESPECT TO ±i in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .7 sec. OF PERIOD OF GROUD MOTION P. 99 Fig.III-2-19 RELATIVE RESPONSE DISPLACEMENTS OF NON-BASE ISOLATED AND BASE ISOLATED BUILDING MODELS WITH RESPECT TO ±i in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .8 sec. OF PERIOD OF GROUND MOTION P. 100 Fig.111-2-20 MOVEMENT PATH RECORDS OF THE TOP OF BUILDING MODEL WITH RESPECT TO ±fin. DISPLACEMENT GROUND MOTION P. .102 Fig.III-2-21 MOVEMENT PATH RECORDS OF THE TOP OF BUILDING MODEL WITH RESPECT TO ±i in. DISPLACEMENT GROUND MOTION P. 103 Fig.IV-1-1 THE FEATURES OF A SERIES OF TESTS P. 10.6 Fig. IV-T-2 CONNECTORS P . . 1 07 Fig.IV-1-3 HARMONIC GROUND MOTION P. 108 Fig.IV-1-4 RELATIVE. RESPONSE DISPLACEMENTS WITH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .8 sec. OF PERIOD OF GROUND MOTION P. 115 Fig.IV-1-5 RELATIVE RESPONSE DISPLACEMENTS WITH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .7 sec. OF PERIOD OF GROUND MOTION P. 117 Fig.IV-1-6 RELATIVE RESPONSE DISPLACEMENTS WITH RESPECT TO ±\ in. (6.35 mm) DISPLACEMENT x i i HARMONIC GROUND MOTION AT .6 sec. OF PERIOD OF GROUND MOTION P. 119 Fig.IV-1-7 RELATIVE RESPONSE DISPLACEMENTS WITH RESPECT TO in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .5 sec. OF PERIOD OF GROUND MOTION P- 121 Fig.IV-1-8 RELATIVE RESPONSE DISPLACEMENTS WITH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .4 sec. OF PERIOD * OF GROUND MOTION P. 123 LIST OF PICTURES ■ xiii Pic.1-2-1 STRUCTURAL COLLAPSE DURING EARTHQUAKE AN P. 1 6 Pic.1-2-2 STRUCTURAL COLLAPSE DURING EARTHQUAKE AN P. 1 6 Pic.1-2-3 NON-STRUCTURAL COMPONENTS' DURING AN EARTHQUAKE COLLAPSE P. 18 Pic.1-2-4 NON-STRUCTURAL COMPONENTS * DURING AN EARTHQUAKE COLLAPSE P. 18 Pic.III-1-1 TEST EQUIPMENT P. 41 Pic.III-1-2 SHAKING TABLE P. 42 Pic.III-1-3 GROUND MOTION GENERATOR P. 42 Pic.III-1-4 MATRIX BACKGROUND ' P. 43 Pic.III-1-5 TRANSFORMER FOR THE GROUND GENERATOR MOTION P. 43 Pic.III-1-6 MOVEMENT PATH RECORDER P. 44 Pic.III-1-7 MOVEMENT PATH RECORD P. 44 Pic.III-1-8 MICRO SWITCH P. 45 Pic.III-1 -9 STOP WATCH P. 45 Pic.111-2-1 TEST-1 : NON-BASE ISOLATED BUILDING MODE RESPONSE WITH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION P. 52 Pic.111-2-2 TEST-2 : NON-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±i in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION P. 56 XXV Pic.III-2-3 TEST-3 : TYPE A-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION P. 60 Pic.II1-2-4 TE.ST-4 : TYPE A-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±-g in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION P. 64 Pic.111-2-5 TEST-5 : TYPE B-BASE ISOLATED BUILDING. MODEL RESPONSE WITH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION P. 68 Pic.III-2-6 TEST-6 : TYPE B-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±i in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION P. 72 Pic.111-2-7 TEST-7 : TYPE. C-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION P. 76 Pic.III-2-8 TEST-8 : TYPE C-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO +5 in.. (12.7 mm) ' DISPLACEMENT HARMONIC GROUND MOTION P. 79 Pic.IV-1-1 BUILDING MODELS P. 107 Pic.IV-1-2 TEST EQUIPMENT P. 109 Pic.IV-1-3 RESPONSE BEHAVIOR OF TWO DIFFERENT STORY BUILDINGS WITH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .8 sec. OF PERIOD OF GROUND MOTION P. 116 XV Pic.IV-1-4 RESPONSE BEHAVIOR OF TWO DIFFERENT STORY BUILDINGS WITH RESPECT TO ±i. in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .7 sec. OF PERIOD OF GROUND MOTIO P. 118 Pic.IV-1-5 RESPONSE BEHAVIOR OF TWO DIFFERENT STORY BUILDINGS WITH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .6 sec. OF PERIOD OF GROUND MOTION P. 120 Pic.IV-1-6 RESPONSE BEHAVIOR OF TWO DIFFERENT STORY BUILDINGS WITH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .5 sec. OF PERIOD OF GROUND MOTION P. 122 Pic.IV-1-7 RESPONSE BEHAVIOR OF TWO DIFFERENT STORY BUILDINGS WITH RESPECT TO ±i in.. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .4 sec. OF PERIOD OF GROUND MOTION P. 124 ABSTRACT xvi The aim of this investigation is to explore building response behavior with and without earthquake excitation reduction systems (E.E.R.S.) under lateral seismic forces. Earthquake ground motion introduces accelerations at the base of a structure, producing forces and deformations in the structure. The idea of E.E.R.S., that an earth quake barrier protects buildings and their contents from the horizontal ground motions has appealed to inventors and engineers for more than century. This barrier re duces these horizontal forces to a value below the elastic strength of the buildings. Based upon this idea, a number of different types of E.E.R.S. has been developed; however, those E.E.R.S. are generally broken down into four main schemes : isolation schemes, mass effective schemes, automatic control schemes, and energy absorbing schemes. So far the most highly developed and actual technique of E.E.R.S. are isolation schemes, especially rubber bearing and ball bearing types of base isolators. In this investigation rubber bearing and ball bearing types of base isolators are chosen to investigate the advantages and disadvantages of base isolated buildings over non-base isolated buildings. Furthermore, as an energy absorbing scheme seismic response behavior of the connected midium-rise and low-rise building with a certain connector is also investigated. A series of tests are conducted by the utilization of a shaking table, scale models, and a movement path recorder. The scale models simulate simple one bay steel ductile frame structures. INTRODUCTION 1 The aim of this investigation is to explore the seismic response behavior of buildings with and without earthquake excitation reduction systems (E.E.R.S.) under the influence of earthquake ground motions. CHAPTER I. SEISMIC EFFECTS OF BUILDINGS This chapter presents an over view of the seismic phenomena and building response behavior under the influence of earthquake ground motions. Seismic pheno mena, plate techtonics, seismic waves, and magnitude and intensity are reviewed. In the rest of the chapter some seismic problems of buildings subjected to earthquake ground motion are presented. CHAPTER II. EARTHQUAKE EXCITATION REDUCTION SYSTEMS In this chapter the historical, background of E.E.R.S. is introduced. CHAPTER. III. TEST OF E.E.R.S. In this first part of this chapter test method, test equipment, and test procedure are presented. In the second part of the chapter test results are presented in terms of response displacements of five story steel ductile frame structure models with and without. E.E.R.S. subjected to various period harmonic ground motions. 2 CHAPTER IV. TEST OF SEISMIC INTERACTION,BEHAVIOR OF CONNECTED TWO DIFFERENT STORY BUILDINGS In the first part of this chapter test method, test equipment, and test procedure are presented. In the rest of the chapter test test results are presented in terms of response displacements of connected and unconnec ted five story and three story steel ductile frame structures subjected to various period harmonic ground motions. CHAPTER ,V. CONCLUSIONS In this chapter test results are discussed in terms of characteristics of seismic response behavior of build ings with and without E.E.R.S. I. SEISMIC EFFECTS ON BUILDINGS 1-1. SEISMIC PHENOMENA 1-1-1. PLATE TECHTONICS Many theories concerning earth movement have been developed over the past few decades. Plate Techtonics, however, is one of the most effective theories to increase our understanding of seismic phenomena. Accurate data from highly developed seismic recording systems and advances in oceanographic and geophysical research have made the theory of Plate Techtonics much more realistic. According to Plate Techtonics, the earth is covered with plates or the lithosphere, which are each composed of the crust and upper mantle. The plates are made up of six major and six or more minor segments distinguished by sea trenches, sea mountains and some faults. The segments slowly, continuously and dependently slide over the interior and exterior of the earth according to the movement of the mantle. Fig. 1 — 1 —1 shows the structure of the earth, the flow of the mantle and the structure of the oceanic and continental crust. These lithosphere segments meet in " convergence zones " and separate in " divergence zones ". Earthquakes are thought to result from those movements. Fig.1-1-2 shows the movement of a lithoshpere segment. STRUCTURE OF EARTH SEDIMENTARY ^ SEA ROCK V-//VA GRANITE SEDI ROC 110 ** (a3)BA! : I - i CD o BAS HOI M l : : ‘ s 7 * vV# ' > ' ^ f y I S ' * * * - ? • . ~ 3 . W V v ^ VV\/V V Myfv u i / w v v v V V v V V yv.v.v/ u . M f . 0 W A iS fe- R Y y.vyvv v v v ? v ’ > v URFACE UPPER; 20MANTLE 1 2 5 ) I,CRUST 2MANTLE 0*2900 k-> 3.C0RE 05000100- OCEAN 1 C CRUST 4. INNER CORE (•6 3 7 0 b.) 30 dl8.8) Km (Mile) CONTINENTAL CRUST MANTLE FLOW Fig.1-1-1 MOVEMENT OF.LITHOSPHERE CONTINENT o r ISLAND SEA-MOUNTAIN _ / _ LITHOSPHERE SEA-TRENCHES Fig.1-1-2 ^ -\ r " MANTLE’ 5 Ninety percent of all earthquakes occur in the vicinity of the boundaries of lithosphere segments. At those boundaries lithospheres push into one another and slide beneath the other. As a consequence of these movement, shallow to deep-seated earthquakes occur. Deep-seated earthquakes are common where lithospheres slide past each other. Fig.1-1-3 shows' the world seismicity map of shallow to deep-seated earthquakes. The other ten percent of earthquakes occur at faults located in the lithosphere. Their occurrence is much less frequent than the occurrence in lithosphere boundaries. 0 10 20 30 40 50 60 70 80 90 100 UP 120 I X 140 150 160 170 1 8 0 -W - » - » -MB-13P -BB - W -«P -90 -80 -70 -50 -40 -30 -20 -10 Q 40 • 1 0 •20 - 2 0 -50 -50 -60 •60 -70 70 80 90 100 110 120 130 140 150 160 170 18D-I»~1» -1S0-1C -1X1 -I2D -110 -HD -90 THE WORLD SEISMICITY MAP Fig.1-1-3 From "Jishin eno chosen" by Hagiwara,T. p. 45 1-1-2. SEISMIC WAVES When an earthquake occurs, releasing its stored energy, it produces vibration or seismic waves transmitting toward all directions from the source. While the pattern of seismic waves is very complex, generally there are four basic seismic waves : two preliminary "body" waves which travel through the earth, and two "surface" waves which travel only the surface of the earth. The two body waves are composed of the primary P- wave and the secondary S-wave. The P-wave travels about twice as fast as the S-wave, and is the first instrumental indication that an earthquake has occurred. The P-wave is a longitudial wave, like a sound wave, and can be transmitted through both liquids and solids. It travels about four miles per second (6.4 Km per second) or nearly 15,000 miles per hour (24,000 Km per hour). As the P-wave, which tends to compress the materials in front of it, passes through the earth crust, and object embedded in the ground or on the surface is subjected to a series of sharp pushes and pulls parallel to the wave path-motion. The S-wave is a transverse wave, similar to a light or radio wave, and travels barely more than half as fast as the P-wave. As the wave travels, it displaces objects at right angels to the direction of wave direction. There is hardly any vertical motion associated with the S-wave, as the vertical component is damped by the opposing force of gravity ; however, side -to-side shaking in the horizontal plane can be 3 extremely destructive. Surface waves, which consist of love wave and Rayleigh wave, have very long periods of vibration, lasting 30 seconds or more. The love wave generates lateral shear in the horizontal plane, and the Rayleigh wave produces a retrograde, elliptical motion, similar to wind-driven ocean waves. The speed of the love wave is about 2.5 miles per second (4.0 Km per second) and 4 the Rayliegh wave is about 10 percent slower. The first indication of an earthquake is signaled by the arrival of the compressional P-waves and the shear. S-waves. After the arrival of the. P-waves and S-waves, surface waves, which cause the ground roll, come to the site. Compared with P-waves and S-waves, surface waves generally cause stronger vibrations, and the main damage of the earthquake is usually induced by the surface waves.^ 1-1-3. MAGNITUDE AND INTENSITY Both magnitude and intensity are terms used to describe the size of an earthquake ; however, these two terms have totally different characters. Intensity is an indication of an earthquake's apparent severity at a specific location, as determined by observers. It is a measure of the effects of an earthquake determined through interviews with persons in the quake-stricken area, damage surveys, and studies of earth movement. In the United States, the modified Mercalli scale is used to determine the intensity of an earthquake. This scale grades observed effects into twelve classes ranging from I to XII. Description of this scale is given in Fig.1-1-4. On the other hand, magnitude refers to the total amount of energy released by an earthquake as determined by measuring the amplitudes produced on standardized recording instruments. Therefore, it is not necessarily related to the earthquake's destructiveness like the intensity scale. The Richter scale, which gives the numerical value of the magnitude, was defined by Richter in 1935 as logarithms of the amplitude in microns of the trace written by a seismograph at a distance of 100 Km (63 , C . miles) from the epicenter. On this scale 4.0 does not represent twice as much as energy released as 2.0 ; rather, the scale is a function of a logarithmic equation, Log e = 11.8 + 1.5 m, which results in a 32- fold increase in the energy release for each unit 9 increase in Richter magnitude. Roughly speaking , earthquakes below a Richter magnitude of 3.0 are minor, those from 4.0 to 5.0 are moderate, and those above 6.0 are severe. Comparison of Richter scale magnitude versus equivalent energy of TNT is given in Fig.1-1-5. Consequently, intensity is different from magnitude. Intensity, a qualitative term, is used to describe local destructiveness. One earthquake will have a single magnitude, but its intensity will vary from location to location, corresponding to its degree of destructiveness. MODIFIED MERCALLI INTENSITY SCALE OF 1930 I . Not felt. II. Felt by persons at rest, on upper floors, or favorably placed. III. Felt indoors. Hanging objects swing. Vibration like passing of light trucks. May not be recognized as an earthquake. IV. Hanging objects swing. Vibration like passing of heavy trucks or sensation of a jolt like a heavy ball striking the walls. Standing motor cars rock. Windows, dishes, doors rattle. Glasses clink. Crockery clashes. Wooden walls and frames creak. V. Felt outdoors; direction estimated. Sleepers wakened. Liquids disturbed, some spilled. Small unstable objects displaced or upset. Doors swing, close, open. Shutters , pictures move. VI. Felt by all. Persons walk unsteadily. Windows, dishes, glassware broken. Knickknacks, books, etc., off shelves. Pictures off walls. Furniture moved or overturned. Weak plaster and masonry D cracked. Small bells ring (church, school) . Trees, bushes shaken vis ibly, or heard to rustle. Fig. 1-1-4 1 0 MODIFIED MERCALLI INTENSITY SCALE OF 1930 VII. Difficult to stand. Noticed by drivers of automobiles. Hanging objects quiver. Furniture broken. Damage to masonry D, including cracks. Weak chimneys broken at roof line. Fall of plaster, loose bricks, stones, tiles, cornices, also unbraced parapets and architec tural ornaments. Some cracks in masonry C. Waves on ponds; water turbid with mud. Small slides and caving in along sand or gravel banks. Large bells ring. Concrete irrigation ditches damaged. VIII. Steering of automobiles affected. Damage to masonry C; partial collapse. Some damage to masonry B; none to masonry A. Fall of stucco and some masonry walls. Twisting, fall of chimneys, factory stacks, monuments, towers, elevated tanks. Frame houses moved on foundations if not bolted down; loose panel walls thrown out. Decayed piling broken off. Branches broken from trees. Changes in flow or temperature of springs and wells. Cracks in wet ground and on steep slopes. IX. General panic. Masonry D destroyed; masonry C heavily damaged, sometimes with complete collapse; masonry B seriously damaged. General damage to foundations. Frame structures, if not bolted, shifted off foundations . Frames racked. Serious damage to reservoirs. Underground pipes, broken. Conspicuous cracks in ground. In alluviated area sand and mud ejected, earthquake fountains, sand craters. X. Most masonry and frame structures destroyed with their foundations. Some well-built wooden structures and bridges destroyed. Serious damage to dams, dikes, embankments. Large landslides. Water thrown on banks of canals , rivers, lakes, etc. Sand and mud shifted horizontally on beaches and flat land. Rails bent slightly. XI. Rails bent greatly. Underground pipelines completely out of service. XII. Damage nearly total. Large rock masses displaced. Lines of sight and level distorted. Objects thrown into the air. Continued Fig.1-1-4[7] Freni "Engineering Aspects of the 1971 San Fernando Earthquake" by H.S.Lew, E.V.Leyendecker, and R.D.Dikkers. p. 7,8. 11 1 x,°8 h e s ALASKA -19 64 SAN FRANCISCO - 1906 KERN COUNTY - 1952 1 MEGATON H-BOMB EL CENTRO - 1940 i SAN FERNANDO-1971 LONG BEACH -19 33 HIROSHIMA ATOM BOMB SANTA ROSA -1969 SAN FRANCISCO-19 57 5 X I0 7 1X10 J 5X106 IXIO6 5X10 IX IO 4 5 X I0 3 IXIO2 z o- o a t IU Z < > 5 o RICHTER SCALE OF MAGINITUDE COMPARISON OF RICHTER SCALE MAGNITUDE VERSUS EQUIVALENT ENERGY OF TNT Fig.1-1-5 From "Earthquake Aspects of the 1971 San Fernando Earthquake" by H.S.Lew, E.V.Leyendecker, and R.D. DLkkers. P.11 1-2. SEISMIC RESPONSE OF BUILDINGS 12 1-2-1. BUILDING RESPONSE UNDER SEISMIC LOAD Seismic ground motions are transmitted to a build ing at the points where it is contact with the ground. When the base is set in motion, the rest of the build ing is forced to move and respond : with vibratory motions. The characteristics of building shaking during an earthquake are known as the building response and are normally described in terms of acceleration, velocity, and displacement, or other engineering Q parameters. A building response generated by an earthquake consists of two components : horizontal components and vertical components. Vertical components are not as critical as horizontal components because a build ing is much stronger in vertical direction than in horizontal direction. The effect of horizontal com ponents of motion is to shift the building parts horizontally with respect to each other. The bases of columns move laterally with respect to the tops and different floor levels of the building move horizontally with respect to each other. Every component of the building exhibits both translational arid rotational displacements with respect to one another. The patterns of response of the building are such that one portion of the building change direction before another, causing different parts of the building to be moving 1 3 simultaneously in different directions with different accelerations. Depending upon the frequency of the- ground motions and physical properties of the building. Each component will have its own acceleration, displace ment, and frequency during an earthquake. 1-2-2. SEISMIC EFFECTS ON BUILDINGS Earthquake effects on buildings are : resonance effects, building shape effects, and structural and nonstructural component interaction effects. Resonance effects usually occur when the natural period of ground motion coincides with the natural period of the building. The building will act like a pendulum with respect to the ground. It is easy to understand what will happen to the building when this phenomena occurs, (see Fig.1-2-1) It is, therefore, extremely important in basic seismic design that the probable frequency of the ground motion, as well as the natural period of structure, be considered. Building shape affects its movement significantly when an earth quake occurs. Ground motion is rarely axial. Total ground motion always will be composed of nonaxial movements. Therefore, the best choice of building shape is a symmetrical plan and elevation because it is equally capable of withstanding forces imposed from any. direction. BUILDING RESPONSE TO GROUND JtfOVEMENT GROUND MOVEMENT Fig.1-2-1 From "Architects and Earthquakes." by Elmer E. Botsai., et al. p. 45 Irregular building shapes cause torsion. Torsion is the result of rotation of an eccentric or a less 9 rigid mass of the building. The Structural Engineers Association California (S EAOC) lists more than 20 specific types of "irregular structures or framing systems" that should be analysed for torsional effects. Fig.1-2-2 shows those irregular structures or framing systems. Examples of building destructions resulting from "irregular structures or framing systems" during a severe earth quake are shown in Pic.1-2-1 (P.16 ) and Pic.1-2-2 ( P.16 ). IRREGULAR STRUCTURES OR FRAMING SYSTEMS" (SEAOC; Other co m cle * shapes- • C ruciform plan Unusually hig h story _ Unusually la w s to ry Outwardly uniform appearance Buildings with Irregular Configuration Openings in diaphragm s Sod tower levels Large openings in shear w a lls . Interruption ot columi Buildings with Abrupt Changes in Lateral Resistance D rastic changes Interruption of vortical resisting Shear w alls in some stones,m om ent- resisting Iramcs in olh e is . Buildings with Abrupt Changes in Lateral Stiffness B u i l d i n g s o n h i l l s i d e s - Staggered trusses’ Unusual or Novel Structural Features 1 5 IRREGULAR STRUCTURES OR FRAMING SYSTEMS Frcxn "In Earthquake Failure Can Follow Form. AIA Journal" by Christopher, A. p.40 Fig.1-2-2 1 6 STRUCTURAL COLLAPSE DURING AN EARTHQUAKE This building break-down 2nd Floor lower level. C ollapsed G ard en Roof From "Engineering Aspects of the 1971 San Fernando Earth quake." by H.S.Lew, E.V. leyendecker, and R.D.Dikkers. P. 139 : ; " r I - -S>< >• Pic.1-2-1 ■■■ - w w m a ig j i ■ w rin -mm, J V i ' . - -■ - ; 5 Ju 74: Tipped stair tower at the end of the building. This was also caused by irregular building configuration. From "Engineering Aspects of the 1971 San Fernando Earth quake." by H.S.Lew, E.V. Leyendecker, and R.D.Dikkers. P. 146 i: ■ i i 1 7 A building is not a homogeneous unit, but an asse mbly of parts. Each part receives forces from adjoining parts through joints, horizontally and vertically. A building is composed of structural components: those components whose primary function is to carry load (columns, beams, floors, bearing walls, horizontal and vertical diaphragms) and nonstructural components: enclosure components (infill walls, curtain walls, spandrel covers, precast panels, and so forth), finish components (partitions, ceilings, veneers, and so forth), and service components (heating, lighting, air conditioning, communication, and transportation). Any one component mention above may act structurally, be it part of the structural, the enclosure, the finish or the service components, and will alter the response of a building and its components to an earthquake. Pic.1-2-3 and Pic.1-2-4 show nonstructural component destruction during a severe earthquake. 1 8 NON-STRUCTURAL COMPONENTS' COLLAPSE DURING AN EARTHQUAKE p p s Mr*?; Pic.1-2-3 Fran "Engineering Aspects of the 1971 San Fernando Earthquake." by H.S.Lew,E.V.Levendecker,and R.D.Dikkers. p. 143 -Pic.1-2-4 Fran "Engineering Aspects of the 1971 San Fernando Earthquake." by H.S.Lew,E.V.Levendecker,and R.D.Dikkers. p. 183 II. EARTHQUAKE EXCITATION REDUCTION SYSTEM 19 I1-1. HISTORY OF EARTHQUAKE EXCITATION REDUCTION SYSTEM The idea behind the earthquake excitation reduction system is very simple : • to . detach the building from the ground in such a way that the earthquake vibrations are not transmitted up through the building or are, at least, greatly reduced ? It has been proposed again and again for at least a century. II-1-1. EARLY STUDY AND WORKS OF EARTHQUAKE EXCITATION REDUCTION SYSTEMS It might be considered that the oldest dissertation concerning an earthquake excitation reduction system was recorded in Japan in 1891. The author, named Kawai, designed a storage for precision gauges and instruments which are apt to be easily damaged by a ground motion generated by an earthquake!^ KAWAI'S IDEA u J l L J (FRONT ) UOA/ctemr-*-\ an*.* (tArtr LJM fiM X SK.TIO w ) Fig.II-1 -1 C PL A M ) Fran "Menshin. Kenchiku Gijutsu" by Matsushita, K. p. 98 The storage sat on the lumber laminated bearing concrete bases in order to reduce the lateral force induced by an earthquake for protection of gauges and 1 2 instruments. This system left some questions for consideration as an earth quake excitation reduction system ; however, in terms of protection of contents in the building:, his idea was truly much to the point of an earthquake excitation reduction system. Fig.II-1-1 shows his idea of an earthquake excitation reduction system. In 1909 a medical doctor, J.A. Calatarients, England applied for a British patent on an earthquake-resistant design approach which proposed separating a building from 1 * 3 its foundation by a layer of mica plates. J Furthermore, he designed wind restraints which would prevent the building from moving in strong winds, and MICA PLATE showed how the utilities and access to the building had to be designed for this. Fig.II-1-2 shows this design. J.A. CALATARIENTS'S IDEA ROLLER MICA PLATE Possibly Frank Fig.II-1-2 From "Menshin. Kenshiku Gijutsu." by Lloyd Wright was th« Matsushita, K. p.99 fTrst pdrsoit to realize the concept of an earthquake excitation reduction system in a building when he designed the Imperial Hotel in Tokyo Japan. The site of the hotel was located on an 8 feet (20.3 cm) layer of fairly good soil and, below that, a layer of soft mud. He tied 21 the building to the upper layer of good soil by closely- spaced short piles that penetrated only as far as the top of the soft mud in order to make the building like a ship on the ocean.14 In . 1 923, two years after the completion of the hotel- one of the greatest earthquakes in world history, the Kanto earthquake, struck the Tokyo area. Although almost all buildings in. Tokyo area were highly damaged, the Imperial Hotel escaped the worst effect of. the earth quake. The famous architect's intuitive idea of floating the building as a ship on the ocean appears to have worked. In the late 1920's and 1930's a new concept for an earthquake excitation reduction system was proposed by structural engineers. It was the concept of the first flexible and/or soft story. In this approach the. lateral stiffness of the first story columns would be ; designed to be much lower than that of the upper columns, and consequently the deformations generated by an earth quake force would be concentrated in these first story columns and this sway would reduce accelerations of the 1 ^ upper levels of buildings. While this approach could protect the upper levels of buildings, displacements in the first-story columns, which are effective in reducing accelerations'in the upper levels, would be quite large, of the order of 22 several inches. Furthermore, the effect of the vertical load, the weight of upper levels, on this sideways move ment of the columns could generate damage to the columns, making collapse of the buildings a distinct possibility. Therefore, the flexible and/or soft first-story method is no longer considered as a way of reducing accelerations 1 6 generated in a building by an earthquake. On the other hand, many types of roller bearing systems have been developed as earthquake excitation reduction systems. Because of their low damping,roller bearing systems need some additional mechanisms to provide wind restraint and energy-absorbing capacity. Furthermore, there is a possibility of a cold welding problem which would cause the system to become rigid because it could sit unatten ded and unmaintained for several decades, a period of an anticipated severe earthquake, in the basement of a build ing. Nevertheless, roller bearing systems continue to be proposed.17 In Sebastopol in Crimea, for example, an egg-shaped bearing system was used in a seven-story rein forced concrete building. The lateral movement from an earthquake translate into a vertical movement of the building due to the oval shape of the bearings, (see Fig. II-1-3) The egg-shaped bearings will tend to oscillate vertically while damping the lateral seismic force. This system shifts the building fundamental period from .5 sec. to 3.0 sec. which provides considerable protection from 23 ROCKING BALL BASE ISOLATER Fig.II-1-3 From "Menshin. Kenshiku Gijutsu." by Matsushita, K. p. 104 earthquake shock as compared with conventional reinforced concrete buildings. The first use of rubber in an earthquake excitation reduction system was in an elementary school in Skopje, Yugoslavia. This three-story concrete building, resting 1 8 on large blocks of natural rubber, was completed in 1969. The blocks are completely unreinforced in vertical direction so that the building's weight causes the build ing to bulge sideways. The problem is that the vertical stiffness of the blocks was the same as their horizontal stiffness. That is to say, the building tends to bounce and rock backwards and forwards, (see Fig.II-1-4) At that time, the technology for reinforcing rubber blocks with steel plates, as in bridge bearings, was not so highly developed nor so widely known. 11-1 -2. MODERN APPROACHES TO SEISMIC ISOLATION A few years later, as a result of the system used in the elementary school in Skopje, Yugoslavia, rubber and steel laminated bearing pads were developed. The pads, different from rubber pads, have some unusual properties: stiff enough in the vertical direction to support a build ings 1 weight and flexible enough in the horizontal 1 9 direction to accommodate large lateral .movement. Fig.II-1-4 shows the difference between a rubber and steel-laminated bearing. The rubber and steel- RUBBER PAD AND RUBBER & STEEL-LAMINATED PAD RUBBER RUBBER 4 . STEEL Fig.II-1-4 laminated bearing pads' action under seismic loading is to isolate the building from the horizontal components of the earthquake ground movement, while the vertical compo nents are transmitted through to the structure- relatively unchanged. Compared with horizontal accelerations gene rated by earthquakes vertical acceleration are not usually 8 25 serious problems for buildings. On the other hand, high -frequency vertical vibrations generated by local traffic and railways are shut down with these pads. Therefore, these pads make it possible for the buildings to be protected from unwanted vibrations and from earthquake ground motions.2° Rubber bearing reinforced steel plates were first used for a building in Lambesc, near Marseilles in France. This building was a three-story school separated into three parts. The size of the building was approximately 253 feet (77.0 m) by 92 feet (28.0 m), sitting on 152 isolaters which were 11.8 in. (300 mm) in diameter and had 20 layers for a total rubber thickness, of 1.57 in. ( 40 mm). In this building there were no wind restraints or additional elements to enhance the damping and'the peiord of the building as isolated was around 1.70 sec. which was well out of range of predominant shaking 21 periods of anticipated large earthquakes. The first base isolated building in the United / States in America is the Foothill Communities law and justice center located in the municipality of Rancho Cucamonga in San Bernardino County, California. 414 feet (126.2 m) long, 110 feet (33.5 m) wide, and 76 feet (23.2 m) high, the building is supported by 98 rubber-and steel-laminated bearing pads. The superstructure of the building has a structural steel frame stiffened by braced 26 frames in some bays. The pads shift the building's fundamental period from one second to the two second range well outside the danger frequency of anticipated earthquakes. Furthermore, these isolators succeed in reducing acceleration one-half of the first floor one- 2 2 quarter of the roof of the fix-base design. Fig.II-1 -5 shows one of the base isolators. RUBBER AND STEEL-LAMINATED PAD m m w , ) G ! f S r r f ? * r Frcm "Now Coming Base Isolation, Architecture." by Chistopher, A. p. 65 In New Zealand rubber- and steel-laminated bearing pads with lead plugs have been developed since the late 1970's. The lead plug produces a substantial increase in damping, from approximately 3% of critical damping in the available rubber to about 10-15%, increases the 27 resistance to wind load, and also decrease the displace ment of the system compared with rubber and steel-lamina ted bearing pads. Fig..11-1-.6 shows this system. There have been problems with lead working into the rubber, and the lead plug fracturing, reducing its effectiveness ; however, development work on the system continues and tests have been carried out on the use of materials which could substitute for lead and yet produce the same degree of damping without the problems associated with lead?^ Another earthquake excitation reduction system is called the sleeved pile system. A RUBBER & STEEL-LAMINATED PAD WITH LEAD PLUG twelve-story building was construct ed in Aukland, New Zealand with this LEAD system. In this case, a 40 feet (12.7 m) long bearing pile within a cylindrical sleeve allows a certain Fig.11-1-6 amount of lateral displacement in the pile. The natural frequency period of the building on this system is 4.0 sec. and the damping is very low. To improve the deficiency, energy absorbing devices in the form of mild steel-tapered plate beams are accommodated in this system. This system operates in the same way that the soft first-story system does. However, the sleeved pile system does not have the risk of collapse due to excessive first-story lateral displacement. 2 8 Furthermore, if the structure should exceed the designed lateral displacement, the sleeve itself will control the displacement, providing a fail-safe action for the • 24 system. A sliding friction has been developed, especially in India and China. They are trying to apply this system to low-cost housing, masonry block buildings, since it can be constructed using no more complicated technology or no more skilled labor than buildings with other earth quake excitation reduction systems. For example, the approach adopted in China is a separation layer under the floor beams above a wall foundation. A building is constructed on a thin layer of specially screened sand laid on the sliding surface. In Beijing at the strong Motion Observatory Center, a single-story masonry build ing with this -system was tested by being subjected to a strong ground motion generated by an explosion. The building was deliberately built with very poor-quality material ; however, it survived the explosive shock by sliding instead of collapsing. This system was also applied to a nuclear power plant. Different from the Chinese system, it used neoprene pads as a sliding friction system. It was constructed at Cruas-Maysse in the Rhone Valley, where shallow earthquakes generating high acceleration and high-frequency motion are expected to occur. This system shifts the reactor building 29’ fundamental frequency roughly from .4 sec. to 1.0 sec. which significantly reduces forces on the structure and on the internal equipment. In Japan the main interest in earthquake excitation reduction systems is rubber- and steel-laminated pads. Many tests are conducted by some construction companies and universities. In recent years many practical devices of earthquake excitation reduction systems have been developed and interest in the application of them for seismic protection will continue to grow. In particular public buildings, such as schools, hospitals, buildings for communication, nuclear facilities and museums are focused on the application of these systems. In addition these systems can readily be adapted to the rehabilitation of historically and architecturally important buildings which are very susceptible to seismic ground motions. 30 II-2. VARIATIONS OF EARTHQUAKE EXCITATION REDUCTION SYSTEMS Nowadays there are many kinds of earthquake excitation reduction systems. Some are realistic working devices and others are purely theoretical models ; however, they are generally broken down into four main schemes : isolation schemes, mass effective schemes, automatic control schemes, and energy- absorbing schemes. Fig.II-2r-1 shows a general break down of earthquake excitation reduction systems. 31 VARIATION OF EARTHQUAKE EXCITATION REDUCTION SYSTEM EERS ISOLATIOR — SCHEME MASS BPPCTIVE SCHEME AUTOMATIC COMTRQLL SCHEME r- felALL BBARIHfl TEPLOW PAD L. ROCEIWS BALL i- DOUBLE COLUMR RUBBER AMD STEEL LAMI RATED PAD DYWAMIC DAMPER -- IRBRTZA PUMP DAMPER PBRDULUM DAMPER AUTOMATIC COHTROLL SYSTEM ACTIVE MASS DAMPER STIPPHES8 CHAWSIRS SYSTEM | 2 3 — 7 — a 9 — 10 — 11 BWERST ABSORBIRQ SYSTEM HYSTERESIS EKERCSY ABSORBTRS SYSTEM DAMPER SYSTEM CURVED STEEL SFRIRS 12 L- LEAD DAMPER — 13 OIL DAMPER — 14 ▼ISCOS DAMPER — 15 FRICTIOH DAMPER — 15 Fig.II-2-1 32 II-2-1. ISOLATION SCHEMES Primarily there are two types of isolation schemes: "drift" and "detune". The drift type, such as ball bearing, teflon pad, and rocking ball, is designed for a single large controlled lateral movement or "drift" at the building base rather than allowing drift throughout the height of the building?® The detune type, such as double column,, rubber and steel-laminated pad, rubber and steel-laminated with lead plug and sleeved pile, is to "detune" the building,,forcing its natural period of vibration much longer than that of the ground.motion generated by an earthquake. Consequently, both types of isolation scheme make it possible for buildings to reduce their seismic lateral force effectively. Usually, however, these schemes themselves are very low in. damping. Therefore, some additional devices, such as a hysteresis energy-absorbing system and a damper system, are required for these schemes to work promptly. Fig.II-2-2 shows isolation schemes. ISOLATION SCHEMES. DRIFT TYPE • TBPLOK (Fi j BALL BEARING TEFLON PAD ROCKING BALL Fig.II-2-2 33 ITEEL BAR BALL BEARING ~n rp- t *s, y . . y & * ■EFLON PAD RUBBER BALL BEARING ISOLATER TEFLON ISOLATOR DETUNE TYPE □ □□□ □ □□□ □ □□□ □ □□□ V RUBBER ISOLATOR UPPER BASE ( “MOUNT ■STEEL BAR "RUBBER "MOUNT 1 LOWER BASE ' RUBBER & STKKI ■ BAR upper Base •LEAD PLUG ■ T ^ gp'-RUBBER & MOUNT $TEEL . LAMINATED LOWE?- BASE 1 RUBBER &. STEEL LAMINATED PAD WITH LEAD PLUG DOUBLE COLUMN SLEEVE COLUMN STEEL BOX COLUMN BUFFER SASE DOUBLE COLUMN Fig.II-2-2 From ’ ’ Menshin, Kenctiiku Gijutsu.'1 by Matsuhsita, K. p.94,95 34 II-2-2. MASS DAMPENING SCHEMES According to the law of inertia, a mass effective system can automatically introduce increased damping forces as a building moves. A mass effective scheme generally consists of three major systems : a dynamic damper system, an inertia pump system, and a pendulum system. Fig.II-2-3 shows these systems. MASS DAMPENING SCHEMES INERTIA PUMP DAMPER J | PENDULUM DAMPER Fig.II-2-3 Frcan "Menshin. Kenchiku Gijutsu." by Mastushita, K. p. 95 II-2-3. AUTOMATIC CONTROL SCHEMES Generally most automatic control, systems consist of three main devices : a sensor, a host computer, and actuaters. When an earthquake occurs, through sensors the host computer will determine the input ground motion and it will signal the actuaters to reduce the lateral seismic forces on a building. The actuaters can alter the stiffness of various structural members or detune the natural period of vibration of the building. DYNAMIC DAMPER TUBE FRAME t MASS PUMP 35 Typical systems are a active mass damper system and a stiffness control system. Fig.II-2-4 shows the systems. AUTOMATIC. CONTROL SCHEMES ACTUATOR ! (-HOST COMPUTER , 8TIFPHES8 CHARS I EG SYSTEM HOST COMPUTES / ACTIVE MASS DAMPER Fig.II-2-4 From "Menshin, Kenchiku Gijutsu." by Matsushita,. K. p. 95 I1-2-4. ENERGY ABSORBING SCHEMES This, system operates much the same way that an automobile's shock absorbers act to reduce shocks induced by roadway unevenness. The energy ■ absorbing scheme can be broken down into two major systems : an hysterisis damper system and a damper system The hysterisis damper system uses curved steel bars and lead dampers. Typical damper-systems are oil dampers, viscos dampers, and friction dampers. Fig.II- 2-5 shows the systems. ENERGY-ABSORBING SCHEME 36' | { » ! corvbd STEED sprihg j f j VISC08 DAMPER PRICTIOE DAMPER I I I CURVED STEEL DAMPER Fig.II-2-5 j i I From "Menshin. Kenchiku Gijutsu." by Matsuhsita, K. p.95,39 ; I I Fig.II-2-6 shows examples of earthquake excitation I reduction system buildings in the world. | ! i i t 37 EXAMPLES OF BASE ISOLATED BUILDINGS IN THE WORLD I .Lambesc France CES 2.Union New Zealand House Oakland 3.Pestaioci Yugoslavia Skopie 4.Foothill U.S.A.. L. & J. Center 5.Clayton New Zealand BID. Welington 6.Cruas France A.Power P. 7.Koeburg S.Africa A.Power P. 8.Citycorp U.S. A Center 9. World U.S.A. Trade C. 10.Columbia U.S .A. Center II .Hitachi Japan Tokyo 12.Tokyo Japan Rika Univ. 3 RC school 1978 12 RC office 1984 3 RC school 1969 4 S court 1986 -1 4 RC office 1983 RC power 1984 plant R.C power 1983 plant 59 S office 1977 110 S office 1976 76 S office 1985 20 S office 1983 -3 17 . S school 1981 -1 rubber- & steel- laminated pads double column rubber pads rubber- & steel- laminated pads rubber- & steel- laminated pads rubber- & steel- laminated pads neoprene pads tuned mass damper viscos elastic mass damper viscos elastic mass damper steel damper double column Fig.11-2-6 III. TEST OF E.E.R.S 38 IJI-1. TEST METHODOLOGY A series of tests is conducted by the utilization of scale models, a shaking table, and a instrument to measure building response in terms of its displacement. In this section how the tests are done is presented concerning test method, test equipment, and test procedure. III-1-1. TEST METHOD One building model and three different base isolators are prepared to investigate a building response with and without an earthquake excitation reduction system. The building model simulates one bay five story ductile steel frame structure. It is made of piano wires and plastic plates serving as steel columns and concrete slabs of a prototype respectively. Fig.11-1-1 shows the building model. Two different types of base isolators ; a rubber bearing system and a ball bearing system, are prepared. The rubber bearing system consists of two plastic plates separated by rubber columns. The ball bearing system is composed of a plastic plates, and model train wheels, spring dampers and counter weight. Fig.II-1-2 shows these base isolators. Dynamic tests are conducted by using these models under harmonic ground motion. The test models are subjected to two different displacement harmonic ground BUILDING MODEL FIA'NC WIRE PLASTIC PLATE. rO CD OJ Fig.111-1-1 BASE ISOLATOR : TYPE A BASE ISOLATOR : TYPE B BASE ISOLATOR : TYPE C 40 motions : ±g- in. (6.35 mm) displacement harmonic ground motion analogus to a moderate earthquake displacement and ± - § - in. (12.7 mm) displacement harmonic ground motion comparable to a severe earthquake displacement. The patterns of harmonic ground motions are shown in Fig.II- 1-3. During the dynamic tests displacements of every floor of the building model are calibrated at a certain time of the period of the shaking table to analyze the building response. HARMONIC GROUND MOTION 4" -6.35 irm SEC ^ SEC HARMONIC GROUND MOTION FO R A MODERATE EARTHQUAKE + In 2' -12.7 m m T — 2.0 S EC A 5EC HARMONIC GROUND MOTION FO R A SE V ERE EARTHQUAKE Fig.II-1-3 41 III-1-2. TEST EQUIPMENT Test equipment consists of two main parts : a shaking table and movement path recorders. Detail of the equipment is shown in Pic.III-1-1. TEST EQUIPMENT l & i t i Pic.III-1-1 a) Main structure for the equipment : it is constructed with 3/8 in. (9.65 mm) plywood and 2 in. x 4 in. (50.8 mm x 101.6 mm) wood-studs firmly connected to the concrete floor. 42 b) Shaking table : A hybrid board is chosen for the shaking tabel because of its accuracy, well- finished surface, and light weight. In order to make Pic.III-l;-2 the table move easily back and forth, six model train wheels are attached underneath it. Its detail is shown in Pic.111-1-2. c) Ground motion generator : 1 2 0 V electric motor with low gear is used for the ground motion generator. It can transform the harmonic back and forth movement to the shaking table Pic.III-1-3 through a rod. Displacements of the shaking table are easily changed by putting the rod end with ball bearings in a certain position on the block. Pic.III-1-3 shows it detail. d) Matrix background ; 43 In order to visually recognize the movement of the model building a matrix background is installed behind the shaking table. Pic.Ill-1-4 shows the matrix background and a moving building model. Pic. III- .1-4 e) Transformer for the ground motion generator : By the utilization of this transformer, the period of the movement of the shaking table is easily changed from 30 sec. to .38 sec. Pic.Ill-1-5 shows the transformer for the ground motion generator. Pic.III-i-5 44~ f) Movement path recorder : Movement path recorder is composed of stabilizer arms, lead holders, lead weight and lead(4B). In order to decrease friction between the leads of movement path recorder and the building model Pic.III-1-6 as much as possible lead hardness and lead weight are carefully selected. Pic.III-1-6 shows the movement path recorder. Pic.III-T-7 One of the movement path records is shown in Pic.III-T -7. 45 g) Micro switch : Pic.111-1-8 micro switch, h) Stop watch : A micro switch, which is connected to a stop watch, is installed under the shaking table where the switch operate at the maximum point of the displacement. Pic.III-1-8 shows the In order to check out the period of the shaking table and the building model LCD quartz stop watch is used. Pic.III-1-9 shows the stop watch. Pic.111-1-9 Others : Camera : AF/AE SLR with a built-in motor drive is used.,. data : shutter speed 1/6 0 sec. { with flash ) aperture value f 5.6 Film : Kodak ektachrome for slides 200 daylight 36 exp. 46 III-1-3. TEST PROCEDURE Dynamic tests are done by the following peocedure. 1) Graphic papers for the moving path records are attached on every floor of the model according to the guide lines on it. 2) The model is mounted on the shaking table according to the reference lines. 3) The movement path recorder is installed on the center of the shaking table. 4) Start the response displacement measurement of each floor of the'model. Displacements of shaking table are l.j in. (6.35 mm) and ±5-in. (12.7 mm). The period of the shaking table is varied from 2.0 sec. to .4 sec. From 2.0 sec. to 1.0 sec. of the period shaking table every .2 sec. response displacements of each floor of the model are measured and from 1.0 sec. to .4 sec. of the period of the shaking table every .1 sec. response displacements of each floor of the model are also measured. Fig.III-1-4 shows one of the movement path records and Fig.III-1-5 shows one of the relative and absolute response displacements check sheet. MOVEMENT PATH RECORD I f s r . . . . . — * * " ..... - • — : ■ - x ’ 01 P \ \ / " fV'i \ / I.- m P r / \ s \ / \ \ / 0 , \ / tfzv 7=- \ / — r J - 7 5 \ / \ / 1 \ / t 1 M St H \ .--•i \ / \ N S . \ / £ 1 L n \ 7) T-i I \ < ■n \ / \ / \ / r . ( k 1 - b H i k K . + T t m V / / / Jy / \ ) \ s N s & c ti & f \ / / \ / r ?} \ / i P * y - i j . j j j j 7 / \ /- f s / \ \ 7--t* i \ \ s' I i \ y n i ( * j | \ i i j. \ > . / “ | H : ! | L } ?1 i i V ! ; ! « ; j ! i / ' \ i i i . j i J . . .. N V i ■ 7 1 asr-4! j ! i \ — L — ! . . ' ! \ \ 1 1 I : — — I j \ . . 1 . . i . : ! ! o. Y ; 1 | | i i ; . — I — I ; ' ; i i 0n i « r f * 2 | : - j i I ! _j_L i / ' • i i i < [ i i —j — t | ' . j /I i ! ! • 1 i • 1 i i i ! ! --!_ • : i ! 1 * | j t j. I ! ‘ ! : ”L ; __L_ S. 1 . Fig.III-1-4 RELATIVE AND ABSOLUTE RESPONSE DISPLACEMENT CHECK SHEET i- SEC. SEC. M f6.' Fig.III-1 -5 ( mm ) 49 III-2. TEST RESULTS The test results are presented in terms of the response displacements with respect to a certain period of the shaking table, the maximum response displacement, : and the movement path. Fig.III-2-1 shows the features of a series of tests. III-2-1. RESPONSE DISPLACEMENT WITH RESPECT TO A CERTAIN PERIOD OF THE SHAKING TABLE The period of the shaking table is varied from 2.0 sec. to .4 sec. with a constant displacement. The displacements of the shaking table are in. (6.35 mm) and in. (12.7 mm). Displacements of each floor of the building model are measured not only every .2 sec. from 2.0 sec. to 1.0 sec. of the period of the shaking table but also every .1 sec. from 1.0 sec. to .4 sec. of the shaking table. Furthermore, the response behaviors of the building model are recorded photo graphically. The test results are shown in Fig.III-2-2 and Pic.111-2-1 for test 1, Fig.III-2-3 and Pic.III-2-2 for test 2, Fig.III-2-4 and Pic.IIl-2-3 for test 3, Fig.III-2-5 and Pic.III-2-4 for test 4, Fig.III-2-6 and Pic.III-2-5 for test 5, Fig.III-2-7 and Pic.III-2-6 for test 6, Fig.III-2-8 and Pic.111-2-7 for test 7, and Fig.111-2-9 and Pic.III-2-8 for test 8. DYNAMIC TEST FEATURES TEST-1 r - ' TEST-2 TEST-3 j TEST-4 i i TYPF-A T Y P F -A i i t i i i i I D=3^(6.35) D= 1 ^ (12.7) t t t I I I d = 4 m (6*35) D = ± J^(1 2.7) TEST-5 j TEST-6 TEST-7 TEST-8 ; * 1 ' j i 1 i i i 1 TY PF -R i TYPF-B • • • ( | , TYPEC _ iy p £ £ 1 .a 3L J t l 0”~TPv .. . _ _ C ="tk(6.35) D = t& (1 2 .7 ) D (6.35) D = DISPLACEMENT OF HARMONIC GROUND MOTION in. (ram) 51 ~TV5 T--R T ° . 7 T°.6 RF 5F. \ 4 F 4F1 3R 2F 2 3 (INCH) 7 0 6 0 5 0 4 0 3 0 2 0 D 0 1 0 2 0 3 0 4 0 5 0 6 0 7 0 DISPLACEMENT TEST-1 : RELATIVE RESPONSE DISPLACEMENT OF NON-BASE ISOLATED BUILDING MODEL WITH RESPECT TO ±i in. (6.‘35 mm) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL Fig.Ill-2-2 TEST-1 : NON-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±i in.(6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL D = DISPLACEMENT OF GROUND MOTION Pic.III-2-1 53 T = .9 ! J = .67 T=.8 t=.6 T = .7 . T=.5 TEST-1 : NON-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO in. (6.35 ram) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL D = DISPLACEMENT OF GROUND MOTION Gontinued Pic.Ill-2-1 54' J=A TEST-1 : NON-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±i in. (6.35 run) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL D = DISPLACEMENT OF GROUND MOTION : Continued Pic.Ill-2-1 55 RF 1,7 T t 6 ____ 1=8 ,1 5 RF ;4F 4Fl 3F 3F_ -2F 2 3 (INCH) 3 2 0 7 0 6 0 5 0 4 0 3 0 2 3 D 0 ( 0 2 3 3 0 4 0 5 0 6 0 7 0 . D I S P L A C E M E N T ( TEST-2 : RELATIVE RESPONSE DISPLACEMENT OF NON-BASE ISOLATED BUILDING MODEL WITH RESPECT TO ±5 in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL Fig.III-2-3 TEST-2 : NON-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±i in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL D = DISPLACEMENT OF GROUND MOTION T=.9 T“ = 8 T = .67 s s t=.6 ■■■■«===■ E B h s s r s»:m sssss»s ■■■■■ ■■■■ T-.7 T=.5 TEST-2 : NON-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±i in. (12.7 itm) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL D = DISPLACEMENT OF GROUND MOTION Continued Pic.III.-2-2 . 58 -TEST-2 nnnjiiihiiiiH H S a K jSSBsiSSSS.1 . 1 ! ttftSSPSi%SS8SS T=.4 : NON-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±£ in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL D = DISPLACEMENT OF GROUND MOTION Continued Pic.Ill-2-2 59 RF. 5F ■ 4 F 4Fi 3F_ 2F ) 30 40 50 60 D ISPLACEMENT— D 0 TEST-3 : RELATIVE RESPONSE DISPLACEMENT OF TYPE A-BASE ISOLATED BUILDING MODEL WITH RESPECT TO ±i in. (6.35 ram) DISPLAECEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AD® BUILDING MODEL Fig.III-2-4 TYPE A-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±i in. (6.35 nun) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MOTION D = DISPLACEMENT OF GROUND MOTION TEST-3 : TYPE A-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±i in. {6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL D = DISPLACEMENT OF GROUND MOTION Continued Pic.III-2-3 62 _ TEST-3 T = .5 T= -4 : TYPE A-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTIO T = PERIOD OF GROUND MOTION AND BUILDING MODEL D = DISPLACEMENT OF GROUND MOTION Continued Pic.III-2-3 63 RF 37 . T ? 1 0 2|£ 4F1 3Fl 2 3 (INCH) 2 0 T O 60 50 40 30 20 D 0 D 2 Q 30 40 50 - 60 70 _ D I S P L A C E M E N T _ _ ^ TEST-4 : RELATIVE RESPONSE DISPLACEMENT OF TYPE A-BASE ISOLATED BUILDING MODEL WITH RESPECT TO in. (12.7 inn) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD CF GROUND MOTION AND BUILDING MODEL Fig.III-2-5 T =20 T =l£ + H 2 TEST-4 : TYPE A-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±5 in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL D = DISPLACEMENT OF GROUND MOTION Pic.III-2-4 TEST-4 : TYPE A-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±5 in. (12.7 itm) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL D = DISPLACEMENT OF GROUND MOTION Continued Pic.III-2-4 66 -TEST-4 T =.4 : TYPE A-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±£ in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL D = DISPLACEMENT OF GROUND MOTION Continued Pic.Ill-2-4 67 R F L 4F 4R 3R 2F 2 _ .70 G O 50 40 30 2D 1 0 0 1 0 23 20 40 50 60 70 D IS P L A C E M E N T TEST-5 : RELATIVE RESPONSE DISPLACEMENT OF TYPE B-BASE ISOLATED BUILDING MODEL WITH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL Fig.III-2-6 T =2.0 J-18 T =1.6 T=l-4 nrnflMBShi + = 1 .2 i T =,'° TEST-5 TYPE B-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±i in. (6.35 ram) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL D = DISPLACEMENT OF GROUND MOTION Pic.III-2-5 ess::: T =,9 T=.85 T =.8 T-7 t= -6 I =.5 TEST-5 TYPE B-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO +i in. (6.35 ram) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL D = DISPLACEMENT OF GROUND MOTION Continued Pic.III-2-5 70 TEST-5 : TYPE B-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±i in. (6.35 ram) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL D = DISPLACEMENT OF GROUND MOTION Continued Pic.IH-2-5 71 IRBB 3P. 2F 2 70. 60 50 40 30 20 0 0 !0 20 30 40 50 G O 70 D I S P L A C E M E N T l"«) TEST-6 : RELATIVE RESPONSE DISPLACEMENT OF TYPE B-BASE ISOLATED BUILDING MODEL WITH RESPECT TO ±Jr in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL Fig.III-2-7 T =2.0 T=l.4 T =1.6 T =1.0 TEST-6 : TYPE B-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±3 in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL D = DISPLACEMENT OF GROUND MOTION Pic.III-2-6 TEST-6 : TYPE B-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±5 in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL D = DISPLACEMENT OF GROUND MOTION Continued Pic.III-2-6 74 T=.4 TEST-6 : TYPE B-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±-5 in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL D = DISPLACEMENT OF GROUND MOTION Continued Pic.III-2-6 75 RF jaj5mi4ISE5M RF. 4Fl 3R _ DISPLACEMENT- . tMrt> TEST-7 : RELATIVE RESPONSE DISPLACEMENT OF TYPE C-BASE ISOLATED BUILDING MODEL WITH RESPECT TO ±t in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL Fig.III-2-8 T =20 y-1.8 T =1.6 + =1 . 2 T=i.o -TEST-7 : TYPE C-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL D = DISPLACEMENT OF GROUND MOTION Pic.Ill-2-7 77 T =.9 T=.8 T =.7 T=-6 t=.5 T=.4 TEST-7 TYPE C-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL D = DISPLACEMENT OF GROUND MOTION Continued Pic.III-2-7 78 R F RF. 3R (INCH) DISPLACEMENT TEST-8 : RELATIVE RESPONSE DISPLACEMENT OF TYPE C-BASE ISOLATED BUILDING MODEL WITH RESPECT TO ±2 in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL Fig.III-2-9 T =2.0 1=1.4 T =1.6 J = ,-0 TEST-8 : TYPE C-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±2 in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL D = DISPLACEMENT OF GROUND MOTION Pic.III-2-8 T -.8 t=.5 T=.7 _ . . . J=.4 TEST-8 : TYPE C-BASE ISOLATED BUILDING MODEL RESPONSE WITH RESPECT TO ±5 in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION T = PERIOD OF GROUND MOTION AND BUILDING MODEL D = DISPLACEMENT OF GROUND MOTION Continued Pic.Ill-2-8 81 111-2-2. MAXIMUM RESPONSE DISPLACEMENT The maximum response displacements are measured when the building models resonate with respect to the ground motion. The ±g- in. (6.35 mm) displacement harmonic ground motion analogous to a moderate earthquake displace ment is used for test-1 ,test-3, test-5, and test-7. The ±-J in. (12.7 mm) displacement harmonic ground motion comparable to a severe earthquake displacement is used for test-2, test-4, test-6, and test-8. Table III-2-1, Table III-2-3, Table III-2-5, and Table III-2-7 show the maximum relative response displacements of each floor of a building model with and without an earthquake excitation reduction system during a moderate earthquake. Table III -2-2, Table III-2-4, Table III-2-6, and Table III-2-8 show them during a severe earthquake. According to the tests, during a moderate earthquake the type A base isolator shifts the fundamental period of vibration of the building model from .67 sec. to .85 sec. ; however, the maximum relative displacements of the type A base isolated building model is almost the same as those of the non-base isolated building model. On the other hand, the type B base isolator decreases the maximum relative displacement from 2.58 in. (65.5 mm) to 1.71 in. (43.5 mm) at the top of the building model, keeping the fundamental period of vibration of the building model .85 sec. The percentage of the displacement reduction rate is 34% compared with the non-base isolated building model's. Furthermore, the type C base isolator also lessens the maximum relative displacement from 2.58 in. (65.5 mm) to .47 in. (12.0 mm) at the top of the building model. Actually the percentage of the displacement reduction is 80% compared with the non-base isolated building model's. Fig.III-2-10 shows the observed maximum absolute response displacement and Fig.III-2-11 shows the observed relative response displacement. In case of a severe earthquake the type A base iso lator shifts the fundamental period of vibration of the building model from .67 sec. to .78 sec. ; however, the maximum relative displacement of the type A base isolated building model is greater than that of the non-base iso lated building model. The percentage of the displacement increase is 18% at the fourth floor of the building model model's. Different from the type A and the type B base islator, the type C base isolator decreases the maximum relative displacement from 2.26 in. (57.5 mm) to .71 in. (18.0 mm) at the fifth floor of the building model. The percentage of the displacement reduction is 68% compared with the non-base isolated building model's. Fig.III-2- 12 shows the observed maximum absolute response displace ment and Fig.III-2-13 shows the observed maximum relative response displacement. 83 MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL : TEST-1 E.E.R.S. NONE GROUND DISPLACEMENT ±£ in. (6.35 mm) FUNDAMENTAL PERIOD OF T= .67 sec. BUILDING MODEL MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL 1 FL. D= o o • ( .0) 2FL. D= . 61 ( 15. 5) 3FL. D= 1.46 ( 37. 0) 4FL. D=2 • o o (51 .0) 5FL. <N i i Q .43 (61 .7) RFL. D=2 .58 (65. 5) in. ( mm ) Table III-2-1 MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL : TEST-2 E.E.R.S. NONE GROUND DISPLACEMENT ±| in. (12.7 mm) FUNDAMENTAL PERIOD OF T= .67 sec. BUILDING MODEL MAXIMUM RELATIVE RESPONSE 1 FL. D= .00 ( .0) DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL 2FL. D= .78 (20.0) 3FL. D=1.46 (37.0) 4FL. D=1.85 (47.0) 5FL. D=2.26 (57.5) RFL. D= - ( - ) in.( mm ) Table III-2-2 84 MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL : TEST-3 E.E.R.S. TYPE A GROUND DISPLACEMENT ±5 in. (6.35 mm) FUNDAMENTAL PERIOD OF T= .85 sec. BUILDING MODEL MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL BI. D= 00 <N • ( 1 3 .5) 1 FL. D= .00 ( .O) 2FL. D= .69 ( 1 7.5) 3FL. D= 1.38 ( 35. 0) 4FL. D=1 .97 ( 50. 0) 5FL. D=2 .40 ( 61 .0) RFL. D= 2.70 ( 68.5) in. ( mm ) Table III-2-3 MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL : TEST-4 E.E.R.S. TYPE B GROUND DISPLACEMENT in. (12.7 mm) FUNDAMENTAL PERIOD OF T= .78 sec. BUILDING MODEL MAXIMUM RELATIVE RESPONSE BI. D= .41 (10.3) DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL 1FL. D= .00 { .0) 2FL. D= .79 (20.0) 3FL. D=1.67 (42.5) 4FL. D=2.19 (55.5) 5FL. D= — ( - ) RFL. D= - ( - ) i n.( mm ) Table III-2-4 BI. = DISPLACEMENT OF BASE ISOLATOR 85 MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL : TEST-5 E.E.R.S. GROUND DISPLACEMENT FUNDAMENTAL PERIOD OF BUILDING MODEL MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL TYPE B in. (6.35 mm) T - .85 sec. BI. D= . 36 ( 9.2) 1 FL. D= .00 ( -0) 2FL. D= .47 (12.0) 3FL. D = .94 (24.0) 4FL. D= 1.30 (33.0) 5FL. D= 1.54 (39.0) RFL. D= 1.71 (43.5) in.( mm ) Table III-2-5 MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL : TEST-6 E.E.R.S. GROUND DISPLACEMENT FUNDAMENTAL PERIOD OF BUILDING MODEL MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL TYPE B ±5 in. (12.7 mm) T = .78 sec. BI. D= .29 ( 7.3) 1 FL. D= .00 ( .0) 2FL. D= .96 (24.5) 3FL. D-1.65 (42.0) 4FL. D=2.22 (56.5) 5FL. D=2.36 (60.0) RFL. D= - ( - ) in.( mm ) Table III-2-6 BI. = DISPLACEMENT OF BASE ISOLATOR 86 MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL : TEST-7 E.E.R.S. TYPE C GROUND DISPLACEMENT ±7 in. (6.35 mm) FUNDAMENTAL PERIOD OF BUILDING MODEL MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL T BI. D=- .15 (- 3.9) 1FL. D= • 0 0 ( .0) 2FL. D= .10 ( 2.5) 3FL. D= .24 ( 6.0) 4FL. D= .37 ( 9.5) 5FL. D= .39 (10.0) RFL. D= .47 (12.0) in.( mm ) Table III-2-7 MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL : TEST-8 E.E.R.S. TYPE C GROUND DISPLACEMENT ±i in. (12.7 mm) FUNDAMENTAL PERIOD OF T = BUILDING MODEL MAXIMUM RELATIVE RESPONSE DISPLACEMENT OF EACH FLOOR OF BUILDING MODEL W H • 0 I I 1 -.38 (-9.7) 1FL. D= * 0 0 ( .0) 2FL. D= .1 8 ( 4.5) 3FL. D= .37 ( 9.5) 4FL. D= .63 (16.0) 5FL. D= .71 (18.0) RFL. D= .89 (22.5) in. ( mm ) Table III-2-8 BI. = DISPLACEMENT OF BASE ISOLATOR Is6 R F . 4F_ 3Fl 2 DISPLACEMENT MAXIMUM ABSOLUTE RESPONSE DISPLACEMENTS OF NON-BASE ISOLATED AND BASE ISOLATED BUILDING MODELS WITH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION -------------- TEST-1 : NON-BASE ISOLATED — ----------- TEST-3 : TYPE A-BASE ISOLATED ------------ TEST-5 : TYPE B-BASE ISOLATED ____________ TEST-7 : TYPE C-BASE ISOLATED T = PERIOD OF GROUND MOTION AND BUILDING MODEL Fig.III-2-10 T-.6 RF. 5 F , 3 t / > * UJI I —I 3F: 2 1 (INCH) DISPLACEMENT -MAXIMUM RELATIVE RESPONSE DISPLACEMENTS OF NON-BASE ISOLATED AND BASE ISOLATED BUILDING MODELS WITH RESPECT TO +i in. (6.35 ir e n ) DISPLACEMENT HARMONIC GROUND MOTION ------------- TEST-1 : NON-BASE ISOLATED ------------- TEST-3 : TYPE A-BASE ISOLATED ------------- TEST-5 : TYPE B-BASE ISOLATED ------------- TEST-7 : TYPE C-BASE ISOLATED T = PERIOD OF GROUND MOTION AND BUILDING MODEL Fig.III-2-11 89 oo 4F1 2 70 60 50 « 30 2 D D O D 2 D 30 40 50 60 70 (MM) DISPLACEMENT -MAXIMUM ABSOLUTE RESPONSE DISPLACEMENTS OF NON-BASE ISOLATED AND BASE ISOLATED BUILDING MODELS WITH RESPECT TO ±5 in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION ------------ TEST-2 : NON-BASE ISOLATED ------------ TEST-4 : TYPE A-BASE ISOLATED ------------ TEST-6 : TYPE B-BASE ISOLATED ------------ TEST-8 : TYPE C-BASE ISOLATED T = PERIOD OF GROUND MOTION AND BUILDING MODEL Fig.III-2-12 70 60 50 40 30 20 . 1 0 ) D 2 D 30 40 50 60 70 ........................................... (m m ) : DISPLACEMENT MAXIMUM RELATIVE RESPONSE DISPLACEMENTS OF NON-BASE ISOLATED AND BASE ISOLATED BUILDING MODELS WITH RESPECT TO ±-5 in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION — TEST-2 : NON-BASE ISOLATED — TEST-4 : TYPE A-BASE ISOLATED — TEST-6 : TYPE B-BASE ISOLATED TEST-8 : TYEP C-BASE ISOLATED T = PERIOD OF GROUND MOTION AND BUILDING MODEL Fig.III-2-13 91 In case of a moderate earthquake, at .6 sec. of the period of the ground motion the type A and type B base isolated building model respond similarly. Their res ponse displacements of the top of the building models at that period are almost the same as those of the type C base isolated building model. The response displacement of the top of the non-base isolated building model is about three and half times as much as that of the type A, type B, and the type C base isolated building model. ( See Table III-1-9 and Fig.III-2-14 ) At .7 sec. of the period of the ground motion the response displacements of the type A and the type B base isolated building model start increasing. On the other hand, the response displacements of the non-base isolated building model start decreasing. The type C base iso lated building model responds as similarly as before. ( See Table III-1-9 and Fig.III-2-15 ) At .8 sec. of the period of the .ground motion the non-base isolated and the type C base isolated building model respond similarly. The response displacement of the top of the type A base isolated building model is about six times as much as that of the non-base isolated and the type C base isolated building model. The response displacement of the top of the type B base iso lated building model is about three times as much as that of the non-base isolated and the type C base isolated m * * * * * 92 building model. ( See Table III—1-9 and Fig.III-2-16 ) In case of a severe earthquake, at .6 sec. of the period of the ground motion the response displacement of the top of the non-base isolated building model is about four times as much as that of the type A base isolated building model and about two times as much as that of the type B and type C base isolated building model. In addition, the type A base isolated building model responds as a second mode. At .7 sec. of the period of the ground motion the type C base isolated building model responds as similarly as before. The response displacement of the type A and the type B base isolated building model start increasing. At .8 sec. of the period of the ground motion the type C base isolated building model responds as similarly as before again. The response displacements of the non base isolated building model start decreasing. The response displacement of the top of the type B base iso lated building model is about four times as much as that of the type C base isolated building model. On the other hand, the displacement of the top of the non-base isolated building model is about two times as much as that of the type C base isolated building model. ( See Table III-2-10 and Fig.III-2-19 ) • * RELATIVE RESPONSE DISPLACEMENTS OF NON-BASE ISOLATED AND BASE ISOLATED BUILDING MODELS WITH RESPECT TO ±i (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .6, AND .8 sec. OF PERIOD OF GROUND MOTION TEST-1 TEST-3 TEST--5 TEST-7 1F 0.00 ( 0.0) 0.00 ( 0.0) 0J00 ( 0.0) 0.00 ( o..0) 2F 0.33 ( 8.5) -0.14 (-3.5) -0.06 (- •1.5) 0.08 ( 2..0) 3F 0.90 (23.0) 0.00 ( 0.0) 0.20 ( 5.0) 0.24 ( 6..0) 4F 1.02 (26.0) 0.22 ( 5.5) 0.37 ( 9.5) 0.39 (10..0) 5F 1.95 (49-5) 0.39 (10.0) 0.51 (1 3.0) 0.51 (13..0) RF 1.97 (50.5) 0.49 (12.5) .,.0.59 (15,0) 0.55 (14..0) AT . 6 sec. OF PERIOD OF GROUND MOTION 1F 0.00 ( o.0) 0.00 ( 0.0) 0.00 ( 0.0) 0.00 ( o. .0) 2F 0.39 (10.0) 0.04 (-1.0) 0.22 ( 5.5) 0.10 ( 2..5) 3F 0.81 (20.5) 0.35 ( 9.0) 0.49 (1 2.5) 0.24 ( 6..0) 4F 1.08 (27.5) 0.63 (16.0) 0.73 (1 8.5) 0.37 ( 9..5) 5F 1.30 (33.0) 0.75 (19.0) 0.87 (22.0) 0.39 (10..0) RF 1.36 (34.5) 1.08 (27.5) 0.98 (25.0) 0.47 (12..0) AT . 7 sec . : OF PERIOD OF GROUND MOTION 1F 0..00 ( 0.0) 0.00 ( 0.0) 0.00 ( 0.0) 0.00 ( 0..0) 2F 0..18 ( 4.5) 0.65 (16.5) 0.45 (11.5) 0.16 ( 4..0) 3F 0..31 ( 8.0) 1.38 (35.0) 0.81 (20.5) 0.10 ( 2..5) 4F 0..45 (11.5) 1.81 (46.5) 1.10 (28.0) 0.28 ( 7..0) 5F 0..51 (13.0) 2.34 (59.5) 1.30 (33.0) 0.31 ( 8..0) RF 0..53 (13.5) 2.78 (70.5) 1.48 (37.5) 0.39 (10..0) AT . 8 sec. OF PERIOD OF GROUND MOTION in. (mm) Table III-2-9 93 in. .7, See Fig.III-2-14, Fig.III-2-15 and Fig.111-2^16 RF. RF 4F 3Fl DISPLACEMENT RELATIVE RESPONSE DISPLACEMENTS OF NON-BASE ISOLATED AND BASE ISOLATED BUILDING MODELS WITH RESPECT TO ±i in. (6.35 ram) DISPLACEMENT HARMONIC GROUND MOTION AT .6 secjFoE'; ’ PERlODOF GROUND.' MOTION TEST-1 NCN^SASE iSfitAT^HS;;:;.^- ________________TEST-3 : TYPE A^Sfe'ISOLATED _______________ TEST-5 : TYPE B-BASE ISOLATED -----------------TEST-7 TYPE C-BASE ISOLATED Fig.Ill-2-14 RFL CO 4F 3 F . 2F 20 D 0 6 0 7 0 (MM) DISPLACEMENT RELATIVE RESPONSE DISPLACEMENTS OF NON-BASE ISOLATED AND BASE ISOLATED BUILDING MODELS WITH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .7 sec. OF PERIOD OF GROUND MOTION TEST-1 : NON-BASE ISOLATED ________________ TEST-3 : TYPE A-BASE ISOLATED ---------------- TEST-5 : TYPE B-BASE ISOLATED TEST-7 : TYPE C-BASE ISOLATED Fig.III-2-15 RF RF. 5F l 4F rv.i 3Fl 2 DISPLCEMENT RELATIVE RESPONSE DISPLACEMENTS OF NON-BASE ISOLATED AND BASE ISOLATED BUILDING MODELS WITH RESPECT TO ±i in. (6.35 inn) DISPLACEMENT HARMONIC GROUND MOTION AT .8 sec. OF PERIOD OF GROUND MOTION TEST-1 : NON-BASE ISOLATED ------ ---- -- TEST-3 : TYPE A-BASE ISOLATED ----------------- TEST-5 : TYPE B-BASE ISOLATED TEST-7 : TYPE C-BASE ISOLATED Fig.III-2-16 97 RELATIVE RESPONSE DISPLACEMENTS OF NON-fiASE ISOLATED AND BASE ISOLATED BUILDING MODELS 'WITH RESPfeCT TO ±i in. ( 1 2 ; 7 mm) DISPLACEMENT HARMONIC GROUND’MOTION AT .6,.7, AND .8 sSc. OF PERIOD OF GROUND MOTION TEST-2 TEST-4 •Test-6 TEST t.8 1F 0.00 ( 0.0) 0.00 ( 0.0) 0.00 ( 0.0) 0.00 ( 0.0) 2F 0.16 ( 4.0) -0.51 (- -13.0) o CM • o 1 (-5.0) 0.18 ( 4.5) 3f 0.81 (20.5) -0.30 (- -7.5) 0.06 ( 1.5) 0.37 ( 9.5) 4F 0.91 (23,.0) 0.06 ( 1.5) 0.33 ( 8.5) 0.63 (16.0) 5F 1.38 (35,.0) 0.26 ( 6.5) 0.59 (15.0) 0.71 (18.0) RF 1.85 (47,.0) 0.45 (1 1.5) 0.74 (19.0) 0.89 (22.5) AT . 6 sec • OF PERIOD OF GROUND 'MOTION 1F 0.00 ( 0..0) 0.00 ( 0.0) 0.00 ( 0.0) 0.00 ( 0.0) 2F 0.59 (15..0) 0.04 (-•1.0) 0.26 ( 6.5) 0.18 ( 4.5) 3F 1.16 (29..5) 0.57 (1 4.5) 0.63 (16.0) 0.33 ( 8.5) 4F 1.63 (41..5) 1.10 (28.0) 1.00 (25.5) 0.37 ( 9.5) 5F 1.89 (48..0) 1.50 (38.0) 1.20 (30.5) 0.51 (13.0) RF 2.17 (55..0) 1.79 (45.5) 1.48 (37.5) 0.63 (16.0) AT . 7 sec • OF PERIOD * OF -GROUND MOTION » 1F 0.00 ( 0.0) 0.00 ( 0.0) 0.00 ( 0.0) 0.00 (0.0) 2f 0.33 ( 8.5) - 0.63 (16.0) 0.22 ( 5.5) 3F 0.67 (17.0) - 1.20 (30.5) 0.30 ( 7.5) 4F 0.87 (22.0) - 1.54 (39.0) 0.45 (11.5) 5F 1.02 (26.0) - 1.89 (48.0) 0.49 (12.5) RF 1.08 (27.5) - 2.13 (54.0) 0.51 (13.0) AT . 8 sec OF PERIOD i OF GROUND MOTION in. (mm) Table III-2-10 See Fig.111-2-17, Fig.III-2-18 and • Fig.III-2-1 9 RP. 00 c v j oF 2 3 (INCH) 3 2 0 DISPLACEMENT RELATIVE RESPONSE DISPLACEMENTS OF NOSI-BASE ISOLATED AND BASE ISOLATED BUILDING MODELS WITH RESPECT TO ±i in. (12.7 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .6 sec. OF PERIOD OF GROUND MOTION TEST-2 : NON-BASE ISOLATED --------- TEST-4 : TYPE A-BASE ISOLATED TEST-6 TYPE B-BASE ISOLATED TEST-8 : TYPE C-BASE ISOLATED Fig.III-2-17 " V CD/ COi 4F 3FL 2 3 (INCH) 99 .70 G O 50 40 30 20 1 0 0 O 20 30 40 50 60 70 (MH) DISPLACEMENT ..RELATIVE RESPONSE DISPLACEMENTS OF NON-BASE ISOLATED AND BASE ^ISOLATED BUILDING MODELS WITH RESPECT TO ± - % in. (12.7 ram) DISPLACEMENT (HARMONIC GROUND MOTION AT .7 sec. OF PERIOD OF GROUND MOTION • ---------------- TEST-2 : NON-BASE ISOLATED ■ -TEST-4 : TYPE A-BASE ISOLATED . TEST-6 : TYPE B-BASE ISOLATED - TEST-8 : TYPE-C BASE ISOLATED Fig.III-2-JI8 M (INCH) 30 40 50 60 70 DISPLACEMENT (HM) 30 20 D 0 50 (RELATIVE RESPONSE DISPLACEMENTS OF NON-BASE ISOLATED AND BASE ISOLATED BUILDING MODELS WITH RESPECT TO ±i in. (12.7 mm) DISPLACEMENT •HARMONIC GROUND MOTION AT .8 sec. OF PERIOD OF GROUND MOTION ' - -------------- ' TEST-2 : NON-BASE ISOLATED ^ TEST-4 : TYPE A-BASE ISOLATED ( NO DATA ) i ! TEST-6 : TYPE B-BASE ISOLATED | TEST-8 : TYPE C-BASE ISOLATED Fig.III-2-19 1 oi II1-2-3. MOVEMENT PATH The movement path was recorded by the movement path recorder. Fig.III-3-20 shows, the movement path of the building model during a moderate earthquake. Fig.III-3- 21 shows it during a severe earthquake. According to the movement path, in case of a moderate earthquake non-base isolated building model and type C base isolated building model swing parallel to the ground movement. On the other hand, type A and type B building models start rotating near the resonant period of the base isolated building models. Particularly type B base isolated building model's maximum rotational width is three times as much as type A base isolated building model's. During a severe earthquake only type B base isolated building model swings parallel to the ground motion. Non-base isolated and type C base isolated building model moves in an arch with respect to the ground motion mear the resonant period of the building models. Type C base isolated building model starts rotating in the same way that it does during a moderate earthquake ; however, the maximum width of rotation is one and half times as much as the maximum rotational width during a moderate earth quake . MOVEMENT PATH RECORDS OF THE TOP OF THE BUILDING 1 02 ■ {TEST- A f * - s a s s a TEST-3 EST~i5 1. TEST-1 2. TEST-3 3. TEST-5 4. TEST-7 NON-BASE ISOLATED TYPE A-BASE ISOLATED TYPE B-BASE ISOLATED TYPE C-BASE ISOLATED DISPLACEMENT OF GROUND MOTION = ±i in. (6.35 mm) Fig.III-2-20 MOVEMENT PATH RECORDS OF THE TOP OF THE BUILDING 10 3 TEST-2 T&-0T 4 0 * » r \ 2 7"e * ~ T ( f i t s , - f i & ’ *& P t t - V <7\ r ; ST* ? ■ V ' fe‘■ V s." ’ y . ' 2 r n ' 2 - *. 5 * L i ” -y H 5 ” h £ i r > f t N / Cs ■ ~ 7 i - H V r~ f *4 . s — s * , { • h > 1 s i =7 / \ hH : < 2 t 2 <■- - - u - , - / f.1 * ■ - * = : c. T rC T - . 6 — i / N i N 7 { \ • S / „ s / f , > \ J t ? m NV *5 / ft J / \ < sI t I / \ f:r. H- \ 1 -C > T-i; ■ J . ' C . £ r r r u l .N ‘ M * 1. TEST-2 : NON-BASE ISOLATED 2. TEST-4 : TYPE A-BASE ISOLATED 3. TEST-6 : TYPE B-BASE ISOLATED 4. TEST-S : TYPE C-BASE ISOLATED DISPLCEMENT OF GROUND MOTION =±i in. (12.7 mm) Fig.III-2-21 104 IV. MODEL TEST OF INTERACTION BEHAVIOR OF CONNECTED TWO DIFFERENT STORY BUILDINGS IV-1. INTRODUCTION OF TEST A series of tests is conducted by the utilization of two different story building models, a shaking table, and movement path recorders. The building models are five story and three story which are connected with two different type connectors. They are a fix type and a : damper type. Five tests are conducted by the following different conditions ; Test 1 : Ground displacement ; ±? in. (6.35 mm) The period of the ground movement ; 1.0 sec. - .4 sec. Connector ; none Test 2 : Ground displacement ; ±{ in. (6.35 mm) The period of the ground movement ; 1.0 sec. - .4 sec. Connector ; Fix type Connected position ; the fourth floor Test 3 : Ground displacement ; ±\ in. (6.35 mm) The period of the ground movement ; 1.0 sec. - .4 sec, Connector ; Fix type Connected position ; 1 0 the third floor Test 4 : Ground displacement ; The period of the ground movement Connector Connected position ±•5- in. (6.35 mm) 1 .0 sec. - .4 sec, Damper type the fourth floor ±•3- in. (6.35 mm) 1.0 sec. - .4 sec. Damper type The third floor Fig.IV-1-1 shows the features of those tests. VI-1-2. TEST METHOD Five story and three story building models and two different connectors are prepared to investigate the interaction behavior of connected two different story buildings. The building models simulate one bay five story and three story steel ductile frame structures. They are made of piano wires and plastic plates serving as steel columns and concrete slabs of prototypes respectively. Pic.IV-1-1 shows the building models mounted on the shaking table. Two different type Test 5 : Ground displacement The period of the ground movement Connector Connected position THE FEATURES OF A SERIES OF TESTS 106 D=DISPLACEMENT OF GROUND MOVEMENT i n . (6 .3 5 mm) TEST 2 . TEST 3 FIX 4, DAMP ER FIX DAMPER =S_ FIX D iE£L5_ DAMP |g- 3R FIX ZU__ DAMP? 5l R D Fig.IV-1-1 BUILDING MODELS 107 3 A J > » ' •' * * a ! . ', - |- , - ' * # p » W « .5 *._ _ i . If J - l HV;istjia 3S|i7 a 21 L- — i u n *>fc * J * r * r sWiSy^^SsWsiiBS^'^I^ ’ * £ * * * t * ^MsOma±tUi ' , 4 2T? l t t f \ Sr gmpaiEf e p g f f is&s^lpa * ■ * i i , &U £ » . -» tfe» lilgnBtTilg a . f ImiaylT * * &<! \ < V a a s f o l ' i & U vfe a y r S t f f i V i r [7 Y* ^ f * /** K,k> i@Eite^hSE^!:^3zr ^ #-< ,*f 1 jC s k , *■ * * t i S. *1 » g J ^ l i J w l a i - » ; • * '• ? * * K f £ r $v* ^ ?4a£m^uxym*n*x* w .$? v i # " Z ’« Av^r.r't^fT ty ^ ‘ 7 i>.4 - i,g ’ f - O f f * A I J 4 y * f Z / f s l { %&£* ■ * *r - * r > | A J y ? v- ~v ^ * l Pic.IV-1-1 connectors ; a fix type and a damper type, are prepared. Fig.IV-1-2 shows those connectors. CONNECTORS COLUMN FIX TYPE SLAB CONNECTOR DAMPER TYPE Tf COLUMN SLAB CONNECTOR RUBBER JOINT Fig.IV-1-2 1 08 The building models are subjected to in. (6.35 mm) displacement harmonic ground motion. The period of the ground motion is varied from 1.0 sec. to .4 sec. The pattern of the harmonic ground motion is shown in Fig.IV-1-3. HARMONIC GROUND MOTION 4- 4" -6.35 mm T ■ = 2.0SEC ^ .4 S E C D = DISPLACEMENT OF GROUND MOTION T = PERIOD OF GROUND MOTION Fig.IV-1-3 During the tests the response displacements of every floor of the building models are measured every .1 sec. of the period of the ground motion to analyze the interaction behaviors of connected two different story buildings. VI-1-2. TEST EQUIPMENT Test equipment consists of two main parts ; 1 09 a shaking table and movement path recorder. Details are shown in Pic.IV-1-2. TEST EQUIPMENT a) Main structure for the equipment see p.39 b) Shaking table see Pic.III-1-2 p.40 c) Ground motion generator see Pic.III-1-3 p.40 d) Matrix background see Pic.III-1-4 p.41 1 1 0 e) Transformer for the ground motion generator see Pic.111-1-5 p.41 f) Movement path recorder see Pic.111-1-6 p.42 g) Micro switch see Pic.III-1-8 p.43 h ) Stop watch see Pic.III-1-9 p.43 Others : Camera : AF/AE SLR with built-in motor drive is used. Data : shutter speed 1/60 sec. aperture value f 5.6 with flash Film : Kodak ektachrome for slides 200 daylight 36 exp IV-1-3. TEST PROCEDURE Tests are conducted by the following procedure ; 1) Graphic papers for the movement path recorders are attached on the every floor of the building models according to the guide lines. 2) The building models are mounted on the shaking table according to the reference lines. 3) The movement path recorders are installed on the center of the shaking table movement correctly. 4) Start the response displacement measurements of each each floor of the building models. The displacement 111 of the shaking table is in. (6.35 mm) and the period of the shaking table is varied from 1.0 sec. to .4 sec. Every .1 sec. of the period of the shaking table response displacements of the building models are measured. IV-1-4. TEST RESULTS Test results are presented in terms of response displacements with respect to the in. (6.35 mm) dis placement harmonic ground motion. The period of the ground motion is varied from 1.0 sec. to .4 sec. The response displacements of the building models are measured at 1.0 sec., .9 sec., .8 sec., .7 sec., .6 sec., .5 sec., and .4 sec. of the period of the ground motion. The test results are shown in Fig.IV-1-4 and Pic.IV-1-3 for the building models' responses at .8 sec. of the period of the ground motion, Fig.IV-1-5 and Pic.IV-1-4 for those at .7 sec. of the period of the ground motion, Fig.IV-1-6 and Pic.IV-1-5 for those at .6 sec. of the period of the ground motion, Fig.IV-1-7 and Pic.IV-1-6 for those at .5 sec. of the period of the ground motion, and Fig.IV-1-8 and Pic.IV-1-7 for those at .4 sec. of the period of the ground motion. According to the tests, at 1.0 sec. and .9 sec. of the period of the ground motion connected and unconnected building models respond similarly. At .8 sec. of the period of the ground motion differences of the building models' responses among the unconnected and connected building models are not significant. ( See Fig.IV-1-4 and Pic.IV-1-3 ) At .7 sec. of the period of the ground motion the five-story building models' response behavior is quite different from the three-story building models'. The response displacements of the five-story unconnected building model are almost twice as much as those of the five-story connected building models. On the other hand, the response displacements of the three-story unconnected i t * % - " i — ( ■ » building model are almost one third of those the three- story connected building models. ( See Fig.IV-1-5 and Pic.IV-1-4 ) At .6 sec. of the period of the ground motion concerning the five-story building models' responses, the building model connected with a fix type connector at the third floor resonates. The building models connected with a damper type connector at the third floor and connected with a damper type connector at the fourth floor respond similarly and their response displacements are about 25% greater than those of the unconnected building model. On the other hand, the response displacements of the building model connected with a fix type connector at the fourth floor are about 10% less than those of the unconnected building model. Regarding the three-story building models' responses response displacements of the connected building models are much greater than those of the unconnected building model. The building models connected with a fix type connector at the fourth floor and with a damper type connector at the third floor res pond similarly and their response displacements are about four times as much as those of the unconnected building model. Those of the building model connected with a damper type connector at the fourth floor are about, six times as much as those of the unconnected building model. Those of the building model connected with a fix type connector at the third floor are about seven times as much as those of the unconnected building model. ( See Fig.IV-1-6 and Pic.IV-1-5 ) At .5 sec. of the period of the ground motion concer ning the five-story building models' response the build ing model connected with a damper type connector at the third floor, the building model connected with a damper type connector at the fourth floor, and the building model connected with a fix type connector at the third floor respond similarly. Their response displacements are about three time as much as those of the unconnected building model. The response displacements of the build ing model connected with a fix type connector at the four th floor are about five times as much as those of the uncpnnected building model. Regarding the three-story building models' response, the response displacements of the connected building models except the building model connected with a fix type connector at the fourth floor are less than those of the unconnected building model. The response displacements of the building model connects ed with a fix type connector at the fourth floor are about two times as much as those of the unconnected build ing model. ( See Fig.IV-1-7 and Pic.IV-1-6 ) At .4 sec. of the period of the ground motion concerning the five story building models' responses the connected building models respond similarly and their response displacements are greater than those of the unconnected building model; however, the response dis placements are equal to about those of the five.story connected building models at .8 sec. of the period of the ground motion. Regarding the three story building models all connected building models except the building model connected with a fix type connector at fourth floor res pond similarly and their response displacements are much less than those of the unconnected building model. ( See Fig.IV-1-8 and Pic.IV-1-7 ) RELATIVE RESPONSE DISPLACEMENTS WITH RESPECT TO ±\ in. (6.35 ran) DISPLACEMENT HARMONIC GROUND MOTION AT .8 sec. OF PERIOD OF GROUND MOTION _RE_ 5E. UNCONNECTED CONNECTED WITH FIX TYPE AT TOE 4TO FLOOR -CONNECTED WITH FIX TYPE AT THE 3RD FLOOR -CONNECTED WITH DAMPER TYPE AT TOE 4TO FLOOR -CONNECTED WITH DAMPER TYPE AT TOE 3RD FLOOR 4E_ 3JE_ J2E. F . ■ ■ J.> I . , 1 . L i , . . „ I i . . . 1 i , ■ , 1 —, j L i .1 JfiE J 2 1 \ I F 0 I . I I ■ I ■ I On) ■ I I I 1 1 , „ ■ I . I ■ I ■ I ■ I ■ I ■ ■ I • I ■ I ■ I 6Q 50 40 30 20 ]0_ 0 10 20 30 4050 050 50 40 30 20 10 0 10 20 30 40 50 60cmm: DISFLACEMEMI . Fig.IV-1-4 1 1 5 1 1 6 RESPONSE BEHAVIOR OF TWO DIFFERENT STORY BUILDINGS WITH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .8 sec. OF PERIOD OF GROUND MOTION TEST 1 : UNCONNECTED TEST 2 : CONNECTED WITH FIX TYPE TEST 3 : CONNECTED WITH FIX TYPE AT THE 4TH FLOOR AT THE 3RD FLOOR ■■TCKf ■■■■■■■■! TEST 4 : CONNECTED WITH DAMPER TEST 5 : CCNNECTED WITH DAMPER TYPE AT THE 4TH FLOOR TYPE AT THE 3RD FLOOR Pic. IV-1-3 RELATIVE RESPONSE DISPLACEMENTS WITH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .7 sec. OF PERIOD OF GROUND MOTION UNCONNECTED - - CONNECTED WITH FIX TYPE AT THE 4TH FLOOR CONNECTED WITH FIX TYPE AT THE 3RD FLOOR CONNECTED WITH DAMPER TYPE AT THE 4TH FLOOR CONNECTED WITH DAMPER TYPE AT IHE 3RD FLOOR 4F Jl J ■ . . . I ■ 1_L ■ I - . I I . I.. . l- i . L X ± ± ± JL X a . x DISaACEMEWT. Fig.IV-1-5 L L I 1 18 RESPONSE BEHAVIOR OF TWO DIFFERENT STORY BUILDINGS WITH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .7 sec. OF PERIOD OF GROUND MOTION f f liiS ili B B i s s s s i s s s ^ B TEST 1 : UNCONNECTED TEST 2 : CONNECTED WITH FIX TYPE TEST 3 : CONNECTED WITH FIX TYPE AT THE 4TH FLOOR AT THE 3RD FLOOR TEST 4 : CONNECTED WITH DAMPER TEST 5 : CONNECTED WITH DAMPER TYPE AT THE 4TH FLOOR TYPE AT IHE 3RD, FLOOR Pic.IV-1-4 RELATIVE RESPONSE DISPLACEMENTS WITH RESPECT TO ±5 in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .6 sec. OF PERIOD OF GROUND MOTION UNCONNECTED - - CONNECTED WITH FIX TYPE AT IHE 4TH FLOOR CONNECTED WITH FIX TYPE AT IHE 3RD FLOOR CONNECTED WITH DAMPER TYPE AT IHE 4IH FLOOR CONNECTED WITH DAMPER TYPE AT IHE 3RD FLOOR 4F CM 1 I . X X X X X X DISPLACEMENT. Fig.IV-1-6 11 9 1 20 ' RESPONSE BEHAVIOR OF IWO DIFFERENT STORY BUILDINGS WITH RESPECT TO ±i in. (6.35 ram) DISPLACEMENT HARMONIC GROUND MOTION AT .6 sec. OF PERIOD OF GROUND MOTION TEST 1 : UNCONNECTED TEST 2 : CONNECTED WITH FIX TYPE TEST 3 : CONNECTED WITH FIX TYPE AT THE 4TH FLOOR AT THE 3RD FLOOR TEST 4 : CONNECTED WITH DAMPER TEST 5 : CONNECTED WITH' DAMPER TYPE AT THE 4TH FLOOR TYPE AT THE 3RD FLOOR I Pic. IV-1-5 RELATIVE RESPONSE DISPLACEMENTS WITH RESPECT TO ±\ in. (6.35 ram) DISPLACEMENT HARMONIC GROUND MOTION AT .5 sec. OF PERIOD OF GROUND MOTION UNCONNECTED CONNECTED WITH FIX TYPE AT THE 4TH FLOOR - CONNECTED WITH FIX TYPE AT THE 3RD FLOOR -CONNECTED WITH DAMPER TYPE AT THE 4TH FLOOR -CONNECTED WITH DAMPER TYPE AT THE 3RD FLOOR 4F - I i i . I , i 1 F I 2 CM _l i I i i , I i I 20 . 30 40 50 60cmm) JL 1,1.1 X ± X X X X DISPLACEMENT Fig.IV-1-7 121 1 22 RESPONSE BEHAVIOR OF TWO DIFFERENT STORY BUILDINGS WITH RESPECT TO ±i in. (6.35 ram) DISPLACEMENT HARMONIC GROUND MOTION AT . 5 sec. OF PERIOD OF GROUND MOTION TEST 1 : UNCONNECTED TEST 2 : CONNECTED WITH FIX TYPE TEST 3 : CONNECTED WITH FIX TYPE AT THE 4TH FLOOR AT THE 3RD FLOOR TEST 4 : CONNECTED WITH DAMPER TEST 5 : CONNECTED WITH DAMPER TYPE AT IHE 4TH FLOOR TYPE AT IHE 3RD FLOOR PiC. IV-1-6 RELATIVE RESPONSE DISPLACEMEM'S WITH RESPECT TO t\ in. (6.35 ran) DISPLACEMENT HARMONIC GROUND MOTION AT .4 sec. OF PERIOD OF GROUND MOTION EE UNCONNECTED - - CONNECTED WITH FIX TYPE AT THE 4TH FLOOR CONNECTED WITH FIX TYPE AT THE 3RD FLOOR CONNECTED WITH DAMPER TYPE AT THE 4TH ET jCOR CONNECTED WITH DAMPER TYPE AT THE 3RD FLOOR .HE 2 E L (In) 1- I . i I i I i I i I X X X x X DISPLACEMENT-. Fig.IV-1-8 £ Z I 1 24 RESPONSE BEHAVIOR OF TOO DIFFERENT STORY BUILDINGS TOTH RESPECT TO ±i in. (6.35 mm) DISPLACEMENT HARMONIC GROUND MOTION AT .4 sec. OF PERIOD OF GROUND MOTION TEST 1 : UNCONNECTED TEST 2 : CONNECTED WITO FIX TYPE TEST 3 : CONNECTED WITH FIX TYPE AT IHE 4TH FLOOR AT THE 3RD FLOOR TEST 4 : CONNECTED WITO DAMPER TEST 5 : CONNECTED WITH DAMPER TYPE AT 4TH FLOOR TYPE AT THE 3RD FLOOR Pic. IV-1-7 V. CONCLUSIONS 1 25 1. During both a moderate and a severe earthquake a ball bearing type base isolator enables the structure to behave like a rigid body and all deformations and stresses are restricted to remain within the elastic range thus preventing the possibility of damages to structural and/or non-structural elements. ( See Fig.111-2-3, P. 75, Fig.III-2-9, P. 78 Fig.III- 2-11, P. 88 and Fig.III-2-13, P. 90 ) 2. During a severe earthquake the response displacements of the rubber bearing type base isolated structure generated by resonance effect is greater than that of non-base isolated structure. Therefore, in case of a severe earthquake, it is considered that the possibility of damages of a rubber type base isolated structure is greater than that of a non-base isolated structure at resonance. ( See Fig.111-2-11, P. 88, Fig.III-2-12, P. 89, Fig.III-2-13, P. 90, and Fig.III-2-14, P. 94 ) 3. According to the movement path records, a rubber type base isolated structure tends to rotate with respect to the ground motion generated by an earthquake. ( See Fig.III-2-20, P. 102 and Fig.III-2-21, P. 103 ) 1 26 In the region where the period of the ground motion is equal to about the fundamental period of the low- rise building, the response displacements of the connected low-rise buildings are further reduced by the damping effects of the connected medium-rise buildings. (See Fig.IV-1-8,P.122 and Pic.IV-1-7,P.123) On the other hand, in the region where the period of the ground motion is equal to about the fundamental period of the medium-rise building, the response displacements of the connected low-rise buildings are further increased. Furthermore, the response displacements of medium-rise buildings are also slightly increased besides one exception. (See Fig.IV- 1-6,P.118 and Pic.IV-1-5,P.119) Thus it might be considered that if a medium-rise building and a low-rise building are located on the stiff soil whose vibration period is equal to about the fundamental period of the low-rise building, they should be connected each other in order to prevent the low-rise building from collapse. If they are located on the soft soil whose vibration period is equal to about the fundamental period of of the medium-rise building, they should not be connected each other in order to prevent them from collapse. ENDNOTES 1 H.S.Lew, E.V.Leyendecker, and R.D.Dikkers, Engineering Aspects Of The 1971 San Fernando Earthquake. (Building Science Series 40. Washington : U.S. Department Of Commerce, 1971 ), P. 31 2Ibid. 3Ibid. ■^Ibid. 5Ibid/ P. 33 6Ibid. 7 Gerald M.McCue.,et al. Architectural Design Of : Building Components For Earthquakes. (San Francisco : MBT Associates, 1978), P. 11 8Ibid, P. 18 9 Elmer E. Botsai.,et al..Architects And Earthquake- s^_(New York : AlA Research Corporation, 1975) P. 42 10 Christopher,A.,"Now Coming Base Isolation," Architecture, (June, 1987), P. 64 11 Matsushita, K., "Menshin [Base isolation]:, " Ken- chiku Gijutsu,[Architecture Technology], 430 (May, 1987) P. 98 12Ibid. 13 James,M.K., "Aseismic Base Isolation : Review And Bibliography," Soil Dynamics And Earthquake Engineering, 5, (December, 1986) P. 202 1 4 Ibid, P. 202 Ibid. 128 16Ibid, P. 203 1 7tU . , Ibid. 18Ibid, P. 204 1 9 ' Ibid. 20_, . • , Ibid. 21 Christopher,A.,"Now Coming Base Isolation," Architecture, (June, 1987), P. 65 22 Ibid. 23 James,M.K.,"Aseismic Base Isolation : Review And Bibliography," Soil Dynamics And Earthquake Engineering, 5, (December, 198.6) P. 205 24 , . , Ibid. 25t, . , Ibid. 2 6 Christopher,A.,"Now Coming Base Isolation," Architecture, (June, 1987), P. 65 REFERENCES 1 29 [1] Chistopher, A. (1980 June) In Earthquake Failure Can Follow Form. AIA Journal, 33 41 [2] Chistopher, A. (1987 March) Now Coming Base Isolation Architecture, 64 67 [3] Elmer E. Botsai.,et al. Architects And Earthquakes. New York : AIA Research Corporation, 1975 T4] Gerald M.McCue.,et al. Architectural Design Of Building Components For Earthquakes. San Francisco : MBT Associates, 1987 [5] Hagiwara, T. Jishi Eno Chosen.[Challenge To An Earthquake.] Tokyo : Kodansha, 1972 [6] Henry L. Langhaar. Dimensional Analysis And Theory Of Models. New York : John Wiley and Sons, 1951 [7] H.S.Lew, E.V.Leyendecker, and R.D.Dikkers. Engineering Aspects Of The 1971 San Fernando Earth quake . Building Science Series 40. Washington : U.S. Department Of Commerce, 1971 [8] James Ambrose And Dimitry Vergun. Simplified Building Design For Wind And Earthquake Forces. New York : John Wiley And Sons, 1980 [9] James,M.K. (1986 December) Aseismic Base Isolation : Review And Bibliography. Soil Dynamics And Earthquake Engineering, vol.5,No.3,202 216 [10]Matsushita,K. (1987 May) Menshin. Kenchiku Gijutsu. [Architecture Technology.]. No. 430 [11]Matsushita,K. (1980 June) Menshin. Kenchiku Gijutsu. [Architecture Technology.]. No. 430 [12]R.J.Lytle. American Metric Construction Hand Book. Farmington,Michigan : Structure Publishing Company, 1 976.
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Ebina, Tadachika
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Seismic response of buildings with and without earthquake excitation reduction system.
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Master of Building Science
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engineering, architectural,Engineering, Geophysical,OAI-PMH Harvest
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