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64 VARIOUS TESTS AND DISSEMINATION OF PROPERTY DATA Each of the above device types is designed and produced differently by the manufacturers in Japan. And, the Japanese structural engineers are currently making their own search and judgment when using the products, relying on the database from each manufacturer. The manual is intended to provide broad information for assisting such an effort, as well as a uniform basis for assessment of the various products in order to enable fair judgment and better quality control. In the manual the property of each damper is described for a common ranges of the loading and environmental conditions indicated in Table 1. For the data at the conditions not included in Table 1, the special performance check should be made Table 1 Design Parameter Ranges for Passive Control Devices Furthermore, the manual specifies the benchmark for the loading and environmental conditions. The benchmark conditions are: (1) vibration frequencies of 0.3 Hz and 1 Hz, typical values for a high-rise building and a medium-rise building, respectively; (2) temerature of 20°C, a typical value in a room where dampers are, and; (3) story drift angle of 0.03 rad., a traditionally used deformation limit against the so-called level-2 earthquake considered in Japan. The benchmark data will be also used as a comparative basis, to which variations of property and performance will be described for the ranges specified in Tablel. The damper test method for the range discussed above can vary according to the damper's dynamic characteristics and dependencies on loading and environment. The test items are listed in Table 2 for each Frequency Temperature Story Drift Angle Number of Cyclic Excursions Normal Range: 0.2— 3 Hz* Normal Range: 10-30t** Major Earthquake: 1/100 rad. Rare Wind Storm • 1 /200 rad. Frequent Wind : 1/1 0,000 rad. Major Earthquake: 10 cycles Rare Wind Storm : 1 ,000 cycles Frequent Wind: 1,000,000 cycles Special design consideration will be given for frequencies under 0.2 Hz, or over 3~~10 Hz. Special design consideration will be given for low temperature -IO~--Q 0 C, or high temperature 30~ 40°C. device type. Especially, the loading test data considering the range in Table 1 and the items described in Table 2 should be sufficient for creating the proper analysis model of each damper. In principle, full-size dampers should be tested, which, however, may not be possible due to the limited experimental capabilities. Test methodologies for a reduced-scale damper will be carefully determined for each device type. Detailed information regarding the device properties and testing methods can be found from the papers (Refs. 5 to 8, 24 to 27) written by the Oil, Viscous, Viscoelastic, and Steel Device Working Groups that are defined by Ref. 1. POLICIES ON PROPERTY DECLARATION, QUALITY ASSURANCE, AND MAINTENANCE It is necessary to specify the performance demand for the damper as well as performance limit of the selected damper in a building plan document. The performance demand should reflect the items listed in Tables 1 and 2, and could include information such as expected maximum responses at the design load level. It is also desirable to indicate in the document and damper itself whether or not the damper is to be replaced after a major earthquake. When the damper is intended for a long-term use, careful evaluations must be made for the effects of a series of earthquakes that could be experienced by the damper. Especially when using a damper that yields and deforms permanently, expected consequence must be stated in the document and explained to the building owners. Post-earthquake investigations into a trace of proper functioning as well as possible damage of the damper must be performed as efficiently as possible, and it is desirable to provide the architectural detail that makes this task easy. However, in most cases the finish materials covering the damper
65 need to be destroyed, and such possibility must be declared in the document. Furthermore, when two or more earthquakes are experienced, it becomes very important to establish a judgment basis for the investigation. The damage in the members transferring the damper force must be carefully evaluated, especially in a case of retrofitted building. The demands from the society to quality of building and its component has become more severe nowadays. As an example of the result, the Japanese law about promotion of quality of a residential building _was enacted in July 2000, and the ten-year warranty for the function of main structural member is required now. Considering this and the performance superior to general earthquake-resistant construction, the quality of the passively controlled building must be assured by taking all possible measures. Long-term warranty is highly desirable for the passive devices, but realizing it may be difficult due to the following: this new scheme has very little database for the actual performance, and the damage of the device may stem from inadequate structural design rather than defect of the device itself These obviously make it difficult to establish any warranty agreement among the device manufacturer, structural engineer, and building owner. Table 2 Items Considered for Testing of Four Device Types. I Oil Damper Viscous Damper Vkcoelastic Damper! Steel Damper I; | (Stiffness} Elastic Stiffness Elastic Stiffness Elastic Stiffness [ BiLsiC Performance , Dumping Coefficient Fust-Relief Damping Coefficient Stroke Failure iMotie Dumping Coefficient Stiffness Change Stroke Failure Mode Damping Coefficient Softening and Stiffening (.Itimate Deformation Failure Mode Yield Strength Post- Yield Stiffness Ultimate Deformation Cumulative Plastic Deformation Failure Mode Impact Characteristics Impact Characteristics Impact Characteristics Impact Characteristics / Various j 1 Dependencies 1 Frequency Velocity Frequency Velocity and .Deformation Temperature Frequency Velocity and Deformation Temperature Deformation 1 Low and j ji High Cycle | Number of Cycles Fatigue (Wind Loud) Number of Cycles Fatigue (Wind Load) Number of Cycles Fatigue (Earthquake Load) Fatigue (Wind Load) Number of Cycles Fatigue {Earthquake Load) Fatigue {Wind Load) Durability j Aging Aging Water Resistance Aging Moisture Resistance Aging Rust Resistance 1 Fire 1 1 Resistance \- Firing Point Firing Behavior Gasification Firing Point Firing Behavior Gasification Softening Point Firing Behavior Gasification Softening Point Softening Beha\ ior j Others { Connection Slackness Connection Slackness Bond Strength Weld Quality Buckling Control Maintenance may be required for some passive devices that are nearly machine products, especially when the device warranty is sought. Note that the traditional building members were not subjected to maintenance, and the periodical check and repair may be difficult to require. However, considering the normal use period of 60 to 100 years for a building, it is strongly felt reasonable to enforce maintenance management of the devices that plays a key role in building
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Proceedings of the International Co
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vw:. PREFACE Dunng a time when eart
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OPENING ADDRESS By Prof. Yuchen Liu
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Vll scientific support in our call
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IX INTERNATIONAL ADVISORY COMMITTEE
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XI Engineering Seismology and Geote
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Xlll Progress in the Seismic Design
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XV Crustal Deformation Measurement
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Legal Impediments There are many im
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expectation of (i) expanding the fr
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10 Some applications of wireless te
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12 Smart Materials Smart materials,
Page 30 and 31: 14 research and education in a mult
Page 33 and 34: Proceedings of the International Co
Page 35 and 36: 19 On September 16, 1994, buildings
Page 37 and 38: 21 Some people were injured while t
Page 39 and 40: 23 tallest buildings in Hong Kong w
Page 41 and 42: 25 Figure 12. Tsim Sha Tsui East an
Page 43 and 44: 27 OTHER ONGOING WORKS Soil-pile-st
Page 45 and 46: 29 Figure 18. The pounding experime
Page 47 and 48: 31 ACKNOWLEDGMENTS The writers are
Page 51 and 52: 35 Table 1. Records Used in the Dev
Page 53 and 54: 37 Date 8/19/1976 10/5/1977 12/16/1
Page 55 and 56: 39 (2) Here Y is the ground motion
Page 57 and 58: 41 1 2 3 4567810 20 3040 SO 100 200
Page 59 and 60: 43 of the resultant horizontal comp
Page 61 and 62: 45 200 006 005 004 003 002 Rock, Mw
Page 63 and 64: 47 en o_ KOCAELI DATA (Random Hor C
Page 65: Atkinson G.M., Boore D.M., Some Com
Page 68 and 69: 52 BACKGROUND AND SCOPES In order t
Page 70 and 71: configurations of cylinder, and it
Page 72 and 73: l 56 X xT / ^ V^—Ê-^/i / X\ - yX
Page 74 and 75: 58 59-74 (in Japanese) [7] ISHIKAWA
Page 76 and 77: 60 accuracy and efficiency, have no
Page 78 and 79: 62 f •c J — c. p «3 no Fig. 2
Page 82 and 83: 66 response.. The post-earthquake i
Page 87 and 88: 71 with the potential for self-diag
Page 89 and 90: 73 Semi-active Hydraulic (SHD) Cont
Page 91 and 92: 75 Table 1 Buildings currently unde
Page 93 and 94: 77 and the inside of the damper cyl
Page 95 and 96: 79 Figure 16. MR damper installatio
Page 97 and 98: 81 sensors. New algorithms must be
Page 99 and 100: 83 Kobon T. (1998). Mission and per
Page 103 and 104: 87 for a period range less than 3.0
Page 105 and 106: 89 tens or more than a hundred acce
Page 107 and 108: 91 In order to validate the conclus
Page 109 and 110: 93 Distance (km) """"--Âcc. (g) Ma
Page 111 and 112: 95 CONCLUSION In this paper the imp
Page 113: ENGINEERING SEISMOLOGY AND GEOTECHN
Page 116 and 117: 100 analyses. This paper reviews th
Page 118 and 119: 102 A comparison of spectral amplit
Page 120 and 121: 104 the high speed with which FFT c
Page 122 and 123: 106 8. Gold, B. and C.M. Rader (197
Page 124 and 125: 108 Displacement Curves", Dept. of
Page 126 and 127: I 000,000 100,000 Number of uniform
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114 10 3 10 2 r | I lll| I | I | I
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116 analysis. Other techniques incl
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It has been found that G max applie
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120 PALEOLIQUEFACTION STUDIES IN ME
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Jardine, R.J., Potts, D.M., StJohn,
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124 has received more attention. In
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126 and log A tQ (/) is the mean so
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128 O 10 s Frequency (Hz) Frequency
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130 geometrical coefficient is near
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132 optimizing method in many engin
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134 Type-2 Fig.5 Three dimensional
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136 plane plane sliding x-z section
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141 1. System Definition define sys
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143 f«l-.J WJjfc >. « Relations -
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145 DS-5 Response Simulation across
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147 CM 1 CM 2 CM 3 CM-4 CM-5 CM-6 H
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151 Number of Pixels (Frequency) Th
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153 Red: possible impacted areas Gr
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155 Low reliability -(water-reflect
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Modem or Router Dial-up ISP The Int
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from observed images Fig 5 shows th
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163 Picked up building from image p
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167 evaluated by Seed's approximate
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169 R(z,N)is reached to 1 or more,
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171 subsoil and combined with the n
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174 defined target. Performance-bas
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176 (probability of being in or exc
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178 start to dominate the hazard at
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180 MAX STORY DUCTILITY vs NORM. ST
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185 Decision Making Support Tool' U
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189 31 Array Liujiaxia Reservoir Ar
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191 IV STATION YM kCED INTERVALS OF
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193 at different stations, the diff
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197 PROBLEMS AND CHALLENGES Earthqu
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199 Database s*n/ar_- ^ " Applicati
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201 o Fig. 7 VRML authoring - model
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SMART MATERIALS AND SMART STRUCTURE
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209 vector of measured control forc
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211 To examine the effect of the co
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213 from Fig. 2, we can get the res
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Proceedings of the Intel-national C
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217 where gjî = g(X fcTl , F^+ît
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219 3 360 Deg. Fault Normal (Jan. 1
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221 Earthquake Sylmar 90 Sylinar 90
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225 0.6965, and 0.7094 Hz, which ar
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227 Two displacement sensors are po
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229 14% to 45% (under El Centre ear
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233 g ^ w (4) Notice that the stabi
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235 modes. An energy drop will be o
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237 PPF controller. The second mode
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241 In order to determine the appar
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243 RESULTS AND DISCUSSIONS Figure
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245 100 150 200 250 300 Magnetic Fl
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249 WOLFE, MASRI, CAFFREY Synthetic
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251 WOLFE, MASRI, CAFFREY Transform
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253 WOLFE MASRI,CAFFREY in parallel
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STRUCTURAL ANALYSIS AND DESIGN
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258 separating the above three effe
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260 200 300 400 SHAKE Computed RSD^
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262 where H b is the building heigh
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264 6. ACKNOWLEDGEMENTS The work de
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266 The objectives of this paper pr
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268 The comparison between abovemen
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270 determine the span of the state
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the assumption of the bi-linear for
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274 There are several outstanding e
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276 buildings with different concre
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278 160,000 - 140,000 _^ d Concrete
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280 responded in a fairly similar m
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282 CONCLUSIONS In this paper, the
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284 Li B, Park, R. and Tanaka, H. (
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For simplicity, a linear distributi
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equation can be re- written as: 288
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290 DESIGN BASE SHEAR Equating the
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292 by using the computer program S
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294 mutation. Elitist strategy mean
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296 2.3 Premature Judgment and Comb
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298 (3) F 3 : De Jone's F 5 3 (Shek
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300 3.3 Test Conclusions From the t
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30; excitation. Also, the software
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304 concrete frames as documented i
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30€ NEURAL NETWORKS Development I
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308 ACKNOWLEDGEMENTS The research r
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310 In order to ensure the entire s
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312 Examples of Seismic Design In K
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314 earthquake load can be reduced
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Proceedings of the Intel national C
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319 broken. Therefore, joint elemen
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321 the highest probability to get
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325 DESIGN SPECIFICATIONS Overview
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327 Strength Degradation The streng
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I 329 file £dit Vww Select Constru
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333 (1) (2) Where f t and _/£ are
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335 JL dalt (10) Where Solution of
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337 Fig.9 Distribution of first pri
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341 DISPLACMENT-BASED NSF In this p
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343 Define the displacement of the
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345 EXAMPLE The nonlinear static an
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347 REFERENCE Code for seismic desi
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350 including Hong Kong are conside
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352 structural engineers. Although
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354 4) Structural characteristics R
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356 maintain economy of design but
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358 R C3&OC11 L8C34 USC3 •••
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363 DISPLACEMENT CALCULATION FOR GR
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365 As shown in the figure, a model
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367 history of a design earthquake
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371 reflects the structure's useful
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373 have a membership degree betwee
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375 of initialization of structure,
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377 REFERENCE Zadeh, L A (1965), "F
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.0,(r+l,,)] (0 + A (3) 383 -l.y)] (
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385 The first example is come from
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387 REFERENCES Leroueil, S. (2001).
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391 maximum friction force and ther
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393 the stiffness of the bracing an
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395 splacemen (m) Bared —Braced/D
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399 Figure 1: Two-surface Model Def
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401 time, one must integrate over t
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403 CONCLUSIONS In the previous sec
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407 Response Control by Magneto-Rhe
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409 s e a ooo j| soo y 0 c l83Hz ,5
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411 *fU O A 20 7 HA I , 2 4A .'.-%-
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415 Wind Velocity (t J Relative Dis
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417 Fig. 5 4ttractor (time lag=l) F
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419 concluded that the real time re
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422 (LQR/LQG), H M and the instanta
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424 damping ratio provided by the c
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426 by Eqn. 2.9 and Eqn. 2.12, resp
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428 Fig.5.4 shows the comparison of
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Innovation is driving control devic
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432 STRUCTURAL ENERGY DURING VIBRAT
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434 Equilibrium Price of Power With
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436 CONCLUSION The scope of this re
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438 The effectiveness of the seismi
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440 anti-symmetnc mode excited by t
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442 Base Isolation System The base
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444 each member along or adjacent t
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446 2 PROJECT PARTICIPANTS Concerni
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448 3.1.2 Investigations at Seyhan
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450 Fig. 4.2: principle drawing of
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452 no TMD — TMD with optimal tun
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454 In this paper, a stochastic opt
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456 The dynamical programming equat
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458 control strategy. Model reducti
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460 (AMDs) and the proposed control
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465 Specimen 1 Specimen 1 represent
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467 increased the beam moment stren
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469 3 4@8 ~T / C 4 #5 #3 stirrups 8
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473 Phase 2: The sliding of the bot
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475 4.2 Effect of Coefficient of Fr
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477 -ZETA=Q 05 -ZETA=010 -ZETA=015
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479 031 en 03 0029 P |Q 28 ~*—MR=
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482 stiffness or coefficient of vis
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484 solved for the Hamilton Jacobi-
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486 posed to be the accelerations o
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488 vlaxacccleiation [my O O O O
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490 INTRODUCTION In recent years, t
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492 Since earthquake motion has bee
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494 confirmed in the X direction. B
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496 yielding metallic dampers, and
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498 where the coefficients a m and
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500 modal damping ratio of 2% in ea
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502 CONCLUDING REMARKS The paper re
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504 semi-active and hybrid control
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506 Iiz2i(t)l
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508 defined as 114 - [ J* [•] 2 d
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Spencer, B.F., Jr. and Sain, M.K. (
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512 with the rapid success of seism
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Figure 3 summarizes the static push
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CONCLUSIONS 516 This paper presents
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518 1 OS h : 0 6 5 5 04 Transverse
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520 TABLE 1 REPRESENTATIVE MULTISTO
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522 obtained by simply averaging a
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524 levels of peak ground accelerat
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526 8 CONCLUSIONS This paper gives
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531 350.6m 142.7m .0130') i (468')
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533 cation corresponds to a node of
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535 listed separately. Vertical mod
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539 in which H = [H(t l ), H(t 2 ),
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541 identification results of struc
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543 history to be polluted. In the
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548 environment constraints and the
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550 where F is the fundamental matr
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552 drift ratio was determined as Y
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554 were observed in the vision-sys
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556 The most well-known Bayesian so
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558 achieved by the EKF estimates I
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560 0 2 4 5 3 10 12 14 16 18 20 0 2
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562 CONCLUSION In this study, the r
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564 Figure 1 - Prototype wireless s
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566 will vary from that of the ARX
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568 A 11 25" 11 25" 1 T 1 11 25* !
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570 CONCLUSION The realization of a
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572 the structural response and ret
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574 The ratios of base shear at dif
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576 SECTION A-A COLUMN DETAIL AT TO
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578 Stress Strain Fig. 6 Superelast
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580 Genetic Algorithm(GA) and the M
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582 IDENTIFICATION ALGORITHM State
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584 the simulated structural respon
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586 GA-MCF, the number of particles
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588 instrumentation to monitor and
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590 If we compare this peak value w
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592 2.3 Sampling rate Structural mo
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594 Any remote station that has the
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596 or receives environmental infor
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598 Comparisons of Proposed E-Monit
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600 LCD display Earthquake Warning
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605 Kishwaukee River Bridge consist
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607 the table, the monthly maximum
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609 3.2 L VDTData Analysis LVDT sen
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structural response energy with fre
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615 Table 1: Fundamental natural fr
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617 JUSTS rs s." WUUR. 4 20O2 IS 44
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1-1 INDEX OF CONTRIBUTORS Volumes I
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Ths OOO F X ^s dje foe return 01 ê
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