This paper deals with the evaluation of thickness sensed by tapping the walls, doors or furniture with knuckles. Sensory test was conducted with 36 model walls and 50 subjects. The subjects appraised the thickness sensed by tapping on the model walls with knuckles by means of the category method. The tapping sound when the rubber ball of 14 grams in weight collided against the model walls was measured with a Impulse Precision Level Meter and 1/3 Octave Band Analyzer. Results of tests, the model walls made of thick surface material have small sound level and high frequency, and the walls made of thin surface material have large sound lavel and low frequency. The thickness sensed by tapping sound can be estimated by the sound level and frequency of the sound.

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The objective of this paper is to investigate the statistical properties of the extreme value distribution of the annual maximum wind speed obtained by a probabilistic model. The probabilistic model modified from the previous one by considering a gaussian distribution of translating speed of typhoons and a gradient wind field yields the extreme value distribution of the annual maximum wind speed very well. The analysis based on this model leads to the following; (1) For the distribution of extreme winds caused by tropical cyclones such as typhoons, the Type III extreme value distribution with three parameters is preferable to the other Types. (2) The upper limit ω and the scale parameter k in the Type III distribution may be fixed as a constant in and near the Japanese Islands (ω=90m/s, k=6). (3) The location parameter u in the Type III distribution may be approximately obtained in eq. (14) as a function of the mean occurrence rate, λ, of typhoons. (4) Resulting that the Type III distribution is the most suitable for the estimation of wind speeds in typhoonprone regions, the control band based on the distribution involved almost all observed distributions acceptably at 8 sites for the period of 30 years.

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本論では初めに, 鋼製原子炉格納容器を対象として, 軸対称シェル構造物の任意位置に集中付加重量が存在した場合の振動解析法について述べた。本解析法の特徴は以下の通りである。(1)軸対称シェル要素には, ドーム等の母線方向の曲面をよく表現できる曲面シェル要素を用いている。(2)軸対称固有値解析は, 精度の良い解を能率的求められるサブスペースイテレーション法により解析する。(3)シェルと付加重量のひずみ・運動エネルギーに対し, Lagrange式を適用することにより, 軸対称モードの重ね合せで連成固有モードを得る。(4)連成固有モードを用いた時刻歴モーダル解析により強制振動解析を行い, 各部の時刻歴応答を求める。次に, 解析例として, 2つのエアロックを集中重量に考慮した鋼製格納容器の振動解析を行った。その結果, 以下の事が判明した。(1)格納容器は, エアロックの付加重量によりビーム振動に高次のオーバル振動が連成した複雑な振動モードをもつ。(2)定常水平振動に対して, 種々のオーバル振動が連成することにより, エアロック部は広い振動数領域で多くの共振ピークをもつ。特に, エアロック部の局部振動のピークが顕著に現れる。(3)ランダム地震動に対して, エアロック部の時刻歴応答は局部振動周期が卓越し, その時の格納容器の振動モードは種々の高次のオーバル振動が連成した複雑な形をしている。等が, 本解析により明らかとなった。以上の事から, この種の構造物の地震時挙動の評価には, ビーム振動に加え局部振動および高次のオーバル振動の考慮が重要であることが示され, これらに対して本論で述べた一連の解析法は有用な一手法であるとものと考える。

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Axially loaded members play an important role in such structures as trusses or braced frames. Clarification of the performance of these structures requires the knowledge of the load-deformation characteristics of the members. Plastic action in axially loaded members ordinarily takes precedence over flexurally loaded members because of the predominance in stiffness of the former over the latter. An axially resistant member in such structures is often subjected to variable repeated loading; loads due to winds, earthquakes, cranes, transportation vehicles and some machine parts are applied repeatedly in nature, and they may act in different or opposite directions. The member may buckle under compression, deform plastically, but may partially recover in a subsequent tension. It may undergo plastic elongation and as a result become loosened, reducing the overall stiffness of the structure. This series of investigations is concerned with the analytic behaviour of a prismatic elastic-plastic bar of an effective length subjected primarily to repeated axial loading, tension and/or compression. In the present paper, Part 2, solution is first exemplified, by making use of the basic equations derived in Part 1, for typical hysteretic behaviour in the range of small deformation. An example of finite plastic elongation is then presented to examine the effect of changes in bar dimensions, indicating a subsequent significant reduction in buckling strength. Further examples of analytic behaviour will be given in Part 3 for the investigation of characteristic features in the hysteretic behaviour of isolated members as well as braced frames.

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This paper investigates the average response spectra and the evolutionary power spectra of random earthquake ground motion model with reference to the evaluation of reliability and safety of structural systems for future earthquake. In order to consider the influence of the irregular geological properties from the source-to-site and the unspecified faulting process in source region, the propagation path is assumed to be a random medium and the faulting process is expressed by the random dynamic response to the subevents which propagate on a fault line with variable rupture velocity, in this model. The average displacement, velocity and acceleration response spectra and the evolutionary power spectra of vertical, radial and cross-radial components of the earthquake model are calculated for Mach numbers M_n=0.6, 0.7, 0.8, and 0.9 and nondimensional rise time t_r=0.03 and the ratio of epicentral distance to focal depth R/H=1 and 5. The observation points of vertical and radial components are assumed to be in the direction of acceleration and deceleration of the fault rupture. The average response spectra of the earthquake model show good correspondence to the general trend derived from real earthquake ground motions. The responses of vertical and radial components become generally large when Mach number increases and the fault propagates toward the observation point. They show especially large value for the specific period related to the time interval between nucleation and stopping of faulting process. However, the responses of cross-radial component in the perpendicular direction of the fault line is insensitive to the fault movement and variation of Mach number. The difference is produced by the energy concentration and decentralization associated with fault movement and types of wave motion propagated. When the fault propagates toward the observation point, the acceleration response become generally large due to high frequency components generated by up-Doppler effect with fault movement. When the fault propagates in the opposite direction to the observation point, the displacement and velocity responses become large due to the low frequency components generated by down-Doppler effect with fault movement. Then, the relative position between rupture direction of fault and the observation point is important physical quantity for aseismic design of structural systems which would describe the maximum values, frequency characteristics and duration times of the earthquake ground motion. Since the responses of vertical component are almost half of those of radial component, considerable care should be paid for actual vertical response in aseismic design of structural systems if R/H is nearly and/or below one. Although the earthquake ground motions allow generally the influence of the rupture velocity, there are not so much differences among the characteristics of the response spectra as seismic wave motion propagates into the far-field. This depends on the fact that the energy transmission from the source to the site become gradually stationary with the increase of R/H. The evolutionary power spectra of random earthquake ground motion models show strong and weak nonstationarity in accordance with the up-and down-Doppler effect by fault movement and the increase and decrease of Mach number. However, the characteristics of them tends to be stationary as R/H becomes large. Therefore, the evolutionary power spectra are useful means to know time variation on the frequency characteristics and the energy envelope function during the formation of characteristics of earthquakes. Then, we are able to investigate the faulting process and the characteristics of wave traveling path if the estimation of evolutionary power spectra for multi-observation point system is possible for the activity of one earthquake.

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This paper investigates the formation of nonstationary spectral density function and energy envelope function of actual earthquake by making use of random earthquake ground motion model with consideration of unspecified source movement and characteristics of transmission path from source-to-site. The earthquake ground motion model is represented by convolution of three dimensional average Green's function of a random medium and dislocation time function which is simply idealized by the dynamic response to the random subevents propagating along a fault line. The nonstationary spectral density functions of vertical, radial and cross-radial components of the earthquake model are evaluated along the rupture time of dislocation for Mach numbers M_n=0.6, 0.7, 0.8, and 0.9, nondimensional rise time t_r=0.03 and the ratio of epicentral distance to focal depth R/H=1 and 5. The peak frequencies of the spectral density functions are related to the specific time intervals between nucleation and stopping of rupture process, and the physical process occuring in source region should be considered as random time function which is governed with the frictional stress level of fault plane and the fracture stress level of soil, in relation to the problem of generation of high frequency components in earthquake ground motion. The nonstationary spectral density functions of three components are different each other for the activity of one earthquake. Thus, there is a strong dependence of spectral density function of the earthquake model on the rupture direction of dislocation and the relative position between the focus of an earthquake and the observation point. The peak frequencies of the spectral density function move to higher frequency range when the rupture propagates toward the observation point. On the contrary, they move to the lower frequency range when the rupture propagates in the opposite direction to the observation point. The spectral density functions show generally a little variation along rupture time under uniform distribution of subevents occuring on a fault line. However, if the nonstationary distribution for the occurence of them is assumed, it will vary significantly along rupture time. From the fact that spectral density for R/H=5 are less sensitive to M_n than those for R/H=1, the stochastic characteristics of them become gradually stationary as seismic wave motion propagates into the far-field, and R/H is important physical quantity which is related to determine the nonstationarity of characteristics of earthquake ground motion. The energy envelope function of the earthquake model show significant variations with time in spite of the assumption of the uniform distribution for the occurence of the subevents. Therefore, the nonstationarity concerning with the energy envelope function is basically produced by the spatial formation of the propagating seismic wave motions which is described by the relative position between the earthquake focus and the observation point. The effectiveness of the random earthquake ground motion model is presented by the fact that the energy envelope function of the earthquake model is similar to the ones which are idealized from the actual earthquake ground motions.

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Splitting bond failure along the longitudinal deformed rebars has been often observed in the experiments of reinforced concrete columns with shear span ratio of around 1.5 to 2.5 subjected to antisymmetric cyclic bending shear. This failure reduces the seismic ductility and energy dissipating capacity of the column. Proposed design criteria is shown in Fig. 1 and Eq. (1). Effective development length Z is calculated by Eq. (3). The plastic region length α is calculated by Eq. (5), where R is the deflection angle amplitude. Normalized bond strength is defined by Eq. (4). Bond ductility, which is defined as a bearing capacity of bond stress at large slip, is neglected within the proposed criteria. Columns with different axial forces and with various web reinforcing ratios, bond strengths and bond ductilities, were analyzed by the method proposed by the author (21, 22). Following conclusions were obtained. (1) There exists a definite correlation between the normalized bond strength and the energy dissipating capacity of the column, almost regardless of the amount of the axial force or the bond ductility. (2) The resisting force of the column after the reversed cyclic loading, is affected by the normalized bond strength as well as the bond ductility or the amount of the axial force. However, if the normalized bond strength is unity, the resisting force after the cyclic loading becomes equivalent to the virgin strength, regardless of the bond ductility. (3) The slip at the midspan of the column can not necessarily be less, as the bond capacity (strength or ductility) be made larger. In the column where the yielding of the main bar occurs only in the positive loading and not in the negative loading, the slip at the midspan is larger than that in the column where the bond capacity is smaller and the yielding of the main bar does not occur both in the positive and negative loading. (4) The slip at the midspan the column is affected by the normalized bond strength as well as the bond ductility. However, if the normalized bond strength is unity, the midspan slip can be small enough to make the ratio of the deflection component due to the midspan slip to the deflection amplitude less than one-tenth, regardless of the bond ductility.

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The shear strength of exposed type steel column bases consists of the frictional resistance formed between a base plate and a surface of base concrete and the shear resistance of anchor bolts and shear plates. Based on a series of experiments, the shear strength of anchor bolts and shear plates embedded in base concrete was obtained and expressed by simple empirecal formulas in terms of geometrical parameters and strength of steel and concrete.

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Recently, hot dip galvanized high strength bolts are used in structures, because of a protective surface coating to prevent corrosion and reduce maintenance costs. In such cases, commonly, oversize tapped nuts of which tapping may be tapped either after or before galvanizing are assembled. On the other hand, at the present time, International Organization for Standardization has submitted some drafts of international standard for bolts, nuts and washers. In the drafts hot dip galvanized surface finishing in accordance with ISO 1461, dimensions and so forth are discribed. In the international standard ISO 1461, which relates to hot dip galvanized coating on fabricated ferrous products, threads only be required to fit after galvanizing if a suitable allowance has been made for the coating in making the thread. Therefor only oversize tapping or retapping after hot dip galvanizing is required so far as the male thread is hot dip galvanized. The behavior of galvanized high strength bolts assembled with oversize tapped nuts may differ from the behavior of normal high strength bolts. This difference in behavior may be primarily caused by the zinc layer on the threads, oversize tapping of nuts and galvanizing process. This is apparent that before a connection can be analyzed, the behavior of single bolt subjected to the typical loading conditions of tention, shear and shear and combined tension must be known. In this paper, the behavior of galvanized bolts assembled with various oversize tapped nuts is discussed through the load-elongation relationships and the mode of failure in direct tension test putting a stress on the effects of oversized tapping of nuts as well as galvanizing process. In conclusion, I suggested the suitable oversize of nut thread for each bolt diameter and galvanizing process when tapping the female thread before hot dip galvanizing. Test specimens are F 8 T high strength bolts specified in JIS B 1186-1979. Nuts are tapped 3 kinds of oversize thread before galvanizing. In practice, the bolt preload force is usually introduced by tightening the nut applying torque to nut. This results in different stress conditions in the bolt. Thus the behaivior observed in torqued tension tests shall be discussed in my the other paper.

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We defined the actual contrast of a visual target at a fovea as an EFFECTIVE CONTRAST in our previous paper. This is not the same as the nominal contrast of it, because the stray light in the eyeball is superimposed on the foveal image. This concept leads to simplify the treatment of visual ability, because the effects of size of targets are eliminated and the visual ability can be determined only with contrast sensitivity. We have already confirmed the availability and applicability of this concept in the case of the unidirectional targets. In this paper, the applicability of above concept to the rectangular figures is discussed based on the results of visual experiments, as the first step to extend its application to the general visual objects. The results obtained may be summarized as follows : 1) The EFFECTIVE LUMINANCE, which is defined as a foveal luminous stimulus taking account of the stray light in the eyeball, is more useful concept than the effective contrast to deal with the visual problems systematically. 2) For the rectangular figures, above concept is also applicable and available to estimate the visual ability. 3) Some examples of the calculations of the effective luminance ratios for the figures composed of rectangular elements are also presented. Further visual experimental studies are necessary to apply this concept to detail recognition of the visual objects.

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A Commuter to a big city moves daily in several locations and a wide area and has many opportunities to use assembly facilities. The aim of this paper is to study such commuter's choice of the assembly facilities and is to consider the meanings of them in a residential area and suitable locations. This paper especially focuses on the attending behavior to lectures and lessons, and besed on the questionaire method. The subjects are the employers of 6 companies that located in C. B. D of Osaka city. The results are as follows : 1. On the lecture, the subject's attending behavior which takes the first place is going back and force in work hours between the office and the facility and the second is going to the facilty on their way home. On the other hand, on the lesson, going to the facitity on their way home is the first, and going from their residences is the second. In their attending behavior on their way home, the facilities in the vicinity of the station near to the office are most perfered, and the locations of facilities which can be choiced are related to daily commuting-route. 2. And, such attending behavior is affected by, a. the relationship between the subject's work and the content of lecture or lesson. b. means or persons that inform the existence of lecture or lesson. c. a day of the week and time to attendance. d. companion to attendance with. 3. Most of the used facilites are located in Osaka city, and are under private management. The users of the facilities in residencial areas, especially those of the lower-level facilities under public management, are few. 4. From the subject's needs for the locations of facilities, the above mentiond tendency also sujjested. On the lecture, the locations of facilities are wanted in the vicinity of the office. Such needs are similar to the actual state of use. On the lesson, the locations of facilities are also wanted in the vicinity of the office. But, if compaired with that of the lecture and with the actual state of use, needs for the locations of facilities increase in the vicinity of the residence. Nevertheless, if consider the actual state of use, that almost subjects attend at weekday evening, the increase on the use of facilities in the residencial area are not exepected.

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Fire outbreaks in 1948 Fukui, 1964 Niigata, 1968 Tokachi-oki and 1978 Miyagiken-oki earthquakes have been analysed to obtain date for the estimation of fires in future earthquakes in urban regions Japan. The change of fuel from solid to liquid and gas has caused the change of fire apparatus for cooking and heating used in houes, which has decreased the fires in recent earthquakes occureed in restaurants, food shops and dwellings that were the dominant fire origins in Kanto and Fukui earthquakes. Instead, though the number is very small, fires of oil or gas tanks have begun to occur since 1964 Niigata earthquake. Analysing the five major earthquakes, it is estimated that fire outbreak rate (number of fires per household) of all fires in a city in future earthquakes of intensity 5 to 6 (JMA) does not exceed 2.0×10^<-4> and that of general fires does not exceed 1.5×10^<-4> and that of chemical fires does not exceed 0.5×10^<-4>. And self-extinguishment of general fires is expected to be about 60% at intensity 5, 30% at intensity 6 and 0% at intensity 7 and that of chemical fires is expected to be about 60% at intensity 5 to 6. Following these data, the number of fires in future earthquakes is estimated to be less than those calculated by former methods. But in the earthquakes of intensity 7, quite different from intensity 5 to 6, there is no denying the occurence of much higher fire outbreak ration.

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Following the previous paper on that of the older generation, in this paper, we have analyzed the relationship between the necessary condition for leisure and the amount of cultural, athletic and recreational activities among the younger generation of twenties. The following points are clarified in this paper. 1. The organization of family members such as whether the young have their spouse and children or not is especially one of the main factors for defining the amount of the three activities. 2. The amount of the activities of the subjects depends on the external factors such as their geographic, economic and social condition, as well as on their internal factors. 3. Besides the two points mentioned above, it has been clarified that there is a relationship between their attitude towards farming and their degree of affilication in the group activities of local communities.

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本研究で得られた結果をまとめると以下のようになる。(1)市街化区域における宅地以外の用途の面積に関し, 一世帯当りの原単位と用途別面積率に関する仮定をおくと, 一世帯当り宅地面積は, 世帯密度の逆数の一次式であらわされる。昭和53年のデータを用いた計測の結果では, 予測式のフィットは良好であり, これらの仮定は有力な仮定であると考えられる。また, この結果から, 予測対象年度の市街化区域内の世帯数と市街化区域面積から一世帯当り宅地面積を予測する手法が得られる。(2)(1)の仮定に加え, 市街化区域世帯率, 市街化区域面積率に関するモデル式を考えると, 予測の対象範囲を行政区域全域に拡張することができ, 同時に誤差の構造も明示的に記述することができる。また, 得られた結果により, 現実のデータの変動はかなり良く表現される。さらに, 誤差に関する分析より, 予測の範囲は, ある程度世帯密度の大きい区市とすべきことがわかった。(3)(2)の結果は, 昭和43, 48年のデータにも, 良くフィットし, 通常の宅地需要予測の場合の予測期間における使用に十分耐えるものと考えられる。また, より簡便な予測手法としては, データから直接, 多項式回帰によって予測式を求める方法が考えられ, 予測に用いるべき範囲内では, この方法は十分な実用性を持つことがわかった。(4)以上により, 宅地需要予測の手順の中における「ストックベースの総宅地面積の予測手法として, 一応のものが得られたと考えられる。もちろん, 宅地に関する種々の計画や施策の立案は, 「総宅地面積の予測」のみによって行えるものではなく, よりきめこまかな宅地供給計画の立案のためには, 一世帯当り宅地面積の構成要素である。「一戸長屋建の戸当り敷地面積」「共同住宅の戸当り敷地面積」「共同住宅率」等のより細かいレベルの宅地関連原単位の予測手法が開発されることが必要であり, 本研究の結果をもとにこれらの原単位の予測手法を得ることを今後の課題としたい。なお, 本研究をまとめるにあたり, 建設省建築研究所第6研究部研究員桐越信氏から貴重な助言をいただいた。また, 小沼正敏氏にはデータ処理作業の面で多大の尽力をいただいた。ここに記して深謝いたします。

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My previous article, A Study on the Architectural Manuals "Tana-hinagata"-Part 1, clarified the fact that the wood block prints played an important role with regard to the completion of the architectural manuals called "Tana-hinagata"; one architectual manual which belonged to this category of "Tana-hinagata" in the beginning of the Edo era remains as a set, which I have termed the "Shijuhachi-tana-kei". However, "Tana-hinagata", by the end of the Edo era, had gradually come to be composed of three groups, including "Hoka-gojuni-tana-kei" and "Zatsuroku-kei" in addition to "Shijuhachi-tana-kei". The process of the development and utilization of "Tana-hinagata" is explicated in this paper.

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The object of this paper is to study the wave pressure distribution experimentaly on the interaction between the elastic cylindrical shell structure and water wave. Four types of cylindrical shell are selected as the model of fixed-type elastic offshore structure with the great increase of interest in recent year. Our experiments are performed in two kinds of tank. They are small tank for a preliminary use and the large one with a flutter-type wave generator. Under the incident waves of small amplitude motion generated by the wave generator, the dynamic pressure distributions, displacements and strains on shell wall are measured. Especially, the measured values of dynamic wave pressure are compared with MacCamy and Fuchs theory which was derived on the riged cylindrical structure using the diffraction theory. Through this comparison, we pointed out that the motion of shell which is caused by the characteristics of incident waves have an influence to wave pressure distribution.

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