This paper is experimental study on the deforming and failing behaviors of reinforced concrete members with and without bond between reinforcing bar and concrete. 7 pairs of specimens : 7 members with bond reinforcing by deformed bars and 7 members without bond made by covering the deformed bars with paraffin wax, were tested. The maximum bond stress between deformed bar covered with paraffin wax and concrete is about 0.1% of that between deformed bar and concrete. The loading conditions are reversed cyclic bending moment, one way monotonic bending moment and axial force, reversed cyclic bending moment and axial force, one way monotonic bending moment and shearing force (a/d=2 and 3), and reversed cyclic bending moment and shearing force (a/d=2 and 3). Deforming and failing mechanism, and hysteretic characteristics of the specimen without bond are different from those of the specimen with bond. Some discussions about the differences are done. It is found that merits and demerits of the existence of bond depend on the capability demanded to the member.

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It is primary object of this investigation to get data to establish design formulas of surrounding frame of reinforced concrete walls after cracks. Experiments on eight reinforced mortal walls of which frame have two types in area and wall panel have two types in side ratio were made under pure shear by new loading method by the author. From experiments and analysis the author proposed failure mechanism of reinforced concrete walls in which wall panel is divided into cracked zone and uncracked one and surrounding frame were assumed to restrict the expansion by characters of imperfect compression field of cracked zone. Ultimate strength of reinforced concrete walls depends on shear or flexure failure of surrounding frame by restrictive reaction or shear-compression failure of wall panel. Further the author proposed calculate formulas for the stress of surrounding frame of reinforced concrete walls after cracks. The appropreateness of the mechanism of failure and calculate formulas were confirmed by experimental results.

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When a RC column is subjected to repeated lateral forces, such as earthquake loads, its plastic behavior is influenced considerably by the transverse reinforcing bars as they improve the strength and ductility of the concrete by confining the bulk expansion caused by the plastic deformation of the concrete. In order to estimate this confining effect quantitatively, the three-dimensional analysis becomes invaluable in comparison to the conventional two-dimensional way. The RC column is considered to be a hexahedral concrete element, with longitudinal and transverse reinforcing bars, and a bond between the concrete and the rebars. Concrete is represented by a three-dimensional isoparametric element, and the elastic-plastic conditions are judged at eight Gaussian points therein. In compressive regions, we assume the Drucker-Prager's yield criterion, the Naghdi's flow rule and the Prager's kinematic hardening rule modified by Ziegler. In tensile regions, when the maximum principal stress reaches the tensile strength, the cracking is asumed to occur. A reinforcing bar is assumed to be a one-dimensional bi-linear element considered to possess yield and strain hardening of steel. Bond is represented by a non-linear spring that connects the rebars to concrete. This development is applied to the analysis of a RC column specimen which is subjected to constant axial force and repeated lateral one. As a result the ultimate load, ductility, mode of failure, member stiffness, and its reduction in plastic range show a fairly good agreement in comparison to the experimentally observed test.

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In previous paper, Part I, response characteristics of three types of rectangular block in three kinds of nonshear flow or flow without velocity gradient-one is smooth flow and others are turbulent flows-were investigated. In this paper, the results in cases of three kinds of shear flow or flow with velocity gradient-one is turbulent flow with the exponent in power law being 1/4 and others are 1/8-are investigated. Main results are as follows. 1) In case of non-shear flow, great differences were found in the response characteristics between at lower reduced velocity and in vicinity of the critical reduced velocity, that is, in the former the response intensity increased monotonically with the velocity and in the later the self-excited vibration and the restricted vibration prior to it were observed. In case of shear flow, however, the response intensity increased monotonically with the velocity regardless of magnitude of the reduced velocity. 2) Not only in case of non-shear flow but also shear flow, the effect of the vortex-shedding on the response was guessed to be large.

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The effects of soil-building interaction play a very impotant role in the earthquake response of a building. This is especially true where a large number of buildings are inevitably located on the soft soils, and consequently we are forced to take the interaction effects into consideration. From this point of view, various kinds of theoretical and experimental studies have been developed. But their validity and applicability to the practical problem have not been assessed yet through analysis of reliable field data. This fact suggests that the analysises on earthquake data observed in and around actual building including soil-building system during earthquake are urgently needed. This paper first describes the effects of soil-building interaction during earthquakes through field data observed in and around the two buildings having differentfoundation, and then, the comparison of the simplified formula derived from the theory of an elastic half space, that is, dynamical ground compliance theory, with observed transfer functions. One of the test buildings is six-story reinforced concrete building having mat-foundation, and another is seven-story one havingpile foundation. To describe the actual effects of soilbuilding interaction during earthquakes, seven cases of earthquakes are analized respectively. (See Tables. land 2) Dealing with these events, authors though that the variation of tarnsfer function of soil-building system during each earthquake was urgently needed toconsider. So the statistical method was used and tried to define the transfer function as the average of segen earthquakes and confidence limit for it. (confidence coefficient; 0.95)

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A new approach to think about seismic input motions to a large-scale structure was proposed by a consistent idea of wave propagation from seismic source to structure, while focusing an attention on the formulation of semi-empirical equations on the significant upper bounds of period and the lower bounds of acceleration amplitude in relation to earthquake engineering. At first, a spectral acceleration amplitude at far field in an infinite elastic medium was theoretically introduced by means of an extention of a well-known earthquake fault model. The upper bounds of significant period was defined as the maximum period at which the spectral amplitude is kept constant. The actually estimated period T_c(sec) is as log T_c(sec) is as log T_c=0.5M-2.42. hence M is earthquake magnitude. Next, a semi-empirical equation of spectral acceleration amplitude at bedrock was derived as a function of M and epicentral distance γ(km), by substituting observed quantities into the theoretically developed spectrum. The formula is U=6.6×10^<0.5M-2>/γ kine. After taking into consideration of an amplification effect by deep soils this was led to the velocity response spectrum for a one-mass structural system and further to the expression of the Base shear coefficient as a function of M, γ, and period T, which is B_s=2.1×10^<0.5M-3>/(γ・T). This was compared with the recommended base shear coefficients by Architectural Institute of Japan. Finally, a discussion on the acceleration amplitude itself was given and suggested that even the acceleration as several gals is unnegligible for the aseismic construction of the large-scale structures.

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原子炉建屋の主要耐震壁の非線形復元力特性と基礎の1部の浮上りによる地盤のロッキングに対する抵抗力の非線形性を考慮した弾塑性地震応答解析手法の概要を述べその解析例を示した。次の報告では解析例についてやや詳しく述べるとともに地盤条件等のパラメーターを変化させた場合について書きたいと思う。

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Currently available methods for elastic analysis of wall frame structures are equivalent frame analogy with effective lengths of beams increasing by an amount equal to fourth their depth at each end considering the effect of local deformation at the beam-to-wall junctions. In this paper, the wall zone is taken as an a semi-infinite elastic plane and the beam as cantilever. Normal and sher stresses at the wall boundary can be found by photoelastic experiments, from which deformations are calculated as two dimentional elastic problems. The beam should be extended by half the beam depth at each end. The effects of local shear deformations are calculated as reduction factors for the beam shearing stiffnesses proportional to span to depth ratios.

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The main purpose of this paper is to recompose the geometrical non-linear theory of thin elastic shells with the aid of the improved generalized variational principle into which we introduced the expression of Kirchhoff-Love assumptions and the generalized boundary conditions. As the stationary conditions of the functional in this principle, we obtained unifyingly the non-linear basic equations for general shaped shells with terse expression. For those application, we formulated the approximate method on the basis of the principle of virtual work for rotational shells with edge rings subjected to axisymmetrical loads. The effect of edge rings was considered as statically indeterminate forces on the boundary, which derived with the aid of the linear beam theory.

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As for the design criteria of the multi-purpose hall, Architectural Institute of Japan gave two recommendations about ten years ago. One is provided for the architectural stage design and the other is for the electric reinforcement system design. These recommendations have been practically used by the designers until now. But, it has been pointed out that they have already been unsuited for the recent circumstances of halls. This paper describes the results of the objective and subjective study of architectural, acoustical and reinforcement system conditions of multi-purpose halls studied in order to improve these recommendations. The fact-finding of recent multi-purpose halls has been made by the questionnair form. As investigation objects, existing multipurpose halls numbered over 30 were selected. In the questionnair for the superintendent of the hall, the performance ratio of all sorts, architectural and room-acoustical conditions and subjective estimations to them were asked. Likewise, in the questionnair for the electrical acoustic operator, reinforcement system conditions, acoustical effects by the system and subjective estimations to them were inquired. According to the results, it has been found that recent multi-purose halls have a tendency to be heavily used for music performances, especially for light music performances using the reinforcement system, and hall users generally desire to increase the scale and function of the system. The remarkable requirement of the operator is to increase the out-put power of the proscenium speaker system more 2.5〜4 times than the regulation power of the A-class criteria recommended by Architectural Institute of Japan.

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In this paper, we describe the theoretical study of the application of the thermal network method to the analysis of two dimensional heat conduction and the results obtained from the actual operation of the thermal network. The following three types of analysis were carried out and the thermal network has produced good rerults. (1) The distribution of the temperature in the model using the thermal network method compare with the results by relaxation method. (2) The indicial response of temperature and heat flow of the model. (3) The changes of temperature of the model when the surrounding temperature was cyclically chaged.

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This paper is described the basic deta which are used in the calculation of water consumption in office buildings. We investigated and analyzed arrival ratio and distribution of persons who will use the fixtures, mean value and distribution of the time for using fixtures, and state of water usage by the fixtures.

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The utilization-rate was divided into self-sufficiency rate and dependent rate. 1) Self-sufficiency rate=a/c 2) Dependent rate=b/c a : Patients of this city who received medical treatment, in the medical facilities of this city. b : Patients of this city who received medical treatment, in the medical facilities outside of this city. c : Patients of this city. (who are inhabitants.) We studied the correlation between the self-sufficiency of inpatient's utilization and the number of beds per 10 thousands of inhabitants. We also investigated the correlation between the self-sufficiency rate of outpatient's utilization and the number of doctors per 10 thousands of inhabitants. We also studied the correlation between the dependent rate of inpatient's utilization of facilities in other larger central cities, and the distance of these cities from the inpatients' original city. We found that there is a high level of correlation here. Finally, we found that the dependent patients selected more technically advanced or developed hospitals, such as national hospitals, prefectural hospitals, etc.

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Many policies to promote the rural regions have been planned with their main objective being to save the overcrowded big cities, therefore, measures of dispersing the population and improving the rural regions have not been effectively successful. As a future objective, our main tasks, should be to establish policies which would recognize the rural city's raison d'etre and improve the area based on that rural area's conditions. This paper is concerned with : -1. Relations between the "Comprehensive program" and local administration. 2. Problems in the planning process of policies in autual cities. The contents of this paper are as follows : -Introduction Chap. 1. Aim and method of research. Chap. 2. The actual state and problems of the local government's planning (local government-The Ariake area of Kumamoto prefecture). 2-1 Outlook of the area. 2-2 Composition of the plan. 2-3 Check of the main items of the plan. 2-4 Procedural problems in planning. Chap. 3. Experiment in the master plan of Tamana City. 3-1 Particulars of the work. 3-2 A digest of our propose. 3-3 Fundamental conditions of the improvement program. Chap. 4. Problems of the looal goverment's planning. Conclusion.

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以上のマクロ, ミクロ作業の検討結果を再構成し, 段階別に農家の市街化対応パターンとしてまとめると, (1) 農家は市街化圧力に対し, 管理上あるいは市街化による農業基盤条件の悪化を回避する為, 自宅周辺に農地を集積させ, 自宅から遠い農地を, 生産性が劣り, また宅地として評価額の高い畑地から順に手放していった。(2) 市街化圧力が強まるにつれ, 農家は管理上便利な自宅隣接地で貸家経営を行う事となり, 内的要因による市街化が進展していく。(3) さらに市街化が進むと(大阪市の一部), 農業経営維持をはかろうとする農家は, 市街化が進展し農業基盤条件が悪化した自宅周辺よりも, 農業基盤条件の整った2次圏程度に優良農地を集積, 残存させてゆく。その場合水利条件, 生産性, さらに近年の米の相対的有利性の低下により, 園芸的色彩の濃い農業経営を行う事になり農地種目のもつ意味は低下していく。次に農地保全に関しては, 農地保全の主体である農業維持型農家の場合, 農業就業者は全体的に高令であり, 近い将来に世代交替が予想される。その場合, 農地保有が大なる為, 相続税は膨大なものとなり, その支払の為には農地売却せざるを得ない事となる。農地売却により経営面積は狭小化し, 売却農地は市街化するという農業阻害要因が発生する事となり, 農業維持の困難さは倍加し, 農家による農地保全は実質的に困難なものとなり, 都市近郊農家は脱農し, 現在残存している農地の大部分がかい廃してゆく事になる。従って, さらに市街化が進み, 農業維持が一層困難な条件下で今なお高生産性を誇る農業を営んでいる, 大阪市市域等における実態把握を通して, 前述地域における農地保全策をさぐる事が, 次の課題となろう。

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The ratio of public houses to all national housing stock is 4.9% in 1973. And this ratio is higher in the big city area than in the local city. In this case-study, ratios are ranged from 6.8% to 2.3%. On the other hand, almost of tenants of public houses lived in the rented houses before they have resided in the public houses. So, the ratio of public houses to the residents of all rented houses is 11.7% (Table 1-9, Fig.1-7). And these ratios scarcely varied in different areas. The purpose of this paper is to analyze positively the income of households by yearly income quintile groups. The conclusions are as follows; 1. In those days that the public housing law was enacted as a system, the qualification as public housing's applicants was open to 80% of nations. However, after then the qualification has been gradually restricted toward lower income classes. At present, lower 35% groups of the nation's income cummulative distribution have the qualification as applicants to the first class public housing, and only lower 15% groups do to the second class. 2. The income distribution of the households of the public-funded rental housing (it contains Public Housing plus Public Corporation Houses for rental, Japan Housing Corporation Houses for rental and Other Public-funded Houses for rental) was higher than the average national income distribution until 1963, after then it has been inclining to the lower classes (Table 1-5, Fig. 1-3). 3. The income distribution of the households of public housing forms steep peaks in the first and second income quintile groups. And its peak is more acute in the first income quintile groups in the local city. On the contrary, it levels to all of income quintile groups in the big city (Fig. 1-4, 1-5). 4. There is every indication that more concentrates to lower income classes in the second class public housing residents, and its concentration is steeper in the local city. The first income quintile group accounts for about 50% of the second class public housing households in different localities (Table 1-6, Fig.1-6). 5. The differencies of the income between the first class public housing residents [and the second class public housing residents are remarkably larger in the big city in comparison with the local city and the following relations in the income of the public housing residents are recognized (Fig. 1-6). That is; the first class public housing residents in the big city>the second class public housing residents in the big city≒the first class in the local city>the second class in the local city≒the first class in the local rural city>the second class in the local rural city. 6. The income composition of the first class public housing in the big city is similar to that of the average nation (Fig. 1-6). 7. In the big city, the ratios of the public housing to the rented houses residents almost level for all of the income quintile groups (Fig. 1-7). 8. In public housing system, if a tenant's income rises above the prescrived income standards after the occupancy, he, namely the high-income occupant, has to pay the increased extra rent within the range governed by law. This high-income occupant ratio is more than twice in the big city in comparison with the other local city. The ratio is over 40% in the big city area. And it is more in the second class public housing household than in the first class. The high-income occupant ratio of the second class public housing in the big city is over 50% (Table 1-7). 9. If the prescrived income standards are raised up to about 50% of the nation's income cummulative distribution to the first class public housing, and about 20% to the second class, which was so in 1963, the problems of the high-in come occupants nearly come to the settlements.

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The salt-manufacture by the traditional method in Japan had developed special building types. Though the buildings of those types had been existent on the almost whole seacoasts of Japan until the early twentieth century, they have mostly disappeared at present. The main buildings in the traditional saltworks were the furnace-hut, where dense salt water was boiled up for crystal salt, and the storehouse of dense salt water which had been made in the salt pan. The furnace-hut had five remarkable building types as follows : A. The most primitive type; -the furnace-hut of this type had a domical or a conical structure made of bamboo or twigs. B. The type of structure with principal rafters; -this type of buildings were constructed only with principal rafters and without perpendicular side walls and inside pillars. It was popular generally in the Northeast and Kyushu districts. C. The type of structure with rows of inside pillars or with ridge-supporting-pillars; -this type was the reinforced one of the type B and not so popular. The furnace-hut with the ridge-supporting-pillars in Ise district was most unique. D. The type of structure with four inside pillars; -in this type, four pillars and four beams composed a cubic main frame which was covered with a hipped roof surmounted by a smaller gable roof. The plan was nearly square and surrounded by perpendicular walls. This type prevailed throughout the Inland Sea district where the traditional salt-manufacture was prosperous till the mid twentieth century, and had intimate relation to the primitive ironworks building in the nearby districts. E. The type of structure with beams and principal rafters; -this type of buildings were constructed with beams surmounted by principal rafters and without any inside pillars. It was popular in Noto district and might be the product of influence by the contemporary farmhouse. The storehouse of dense salt water, on the other hand, consisted of the underground tank and the covering roof. The structural types of the roof were various, e. g. being constructed only with principal rafters, or with beams and principal rafters, or with beams and pillars which were set up from the bottom of the tank. The traditional saltworks architecture, generally speaking, has remarkable characteristics distinguished from other architectural fields such as the dwelling, and is worthy of further study as in the cases of other Japanese primitive industry architecture.

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