日本建築学会論文報告集

表紙

原稿種別: 表紙
1962 年 73 巻 p. Cover1-
発行日: 1962/06/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.73.0_Cover1

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目次

原稿種別: 表紙
1962 年 73 巻 p. Cover2-
発行日: 1962/06/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.73.0_Cover2

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平城宮跡(扉写真)

原稿種別: 付録等
1962 年 73 巻 p. App1-
発行日: 1962/06/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.73.0_App1

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CONTENTS

原稿種別: 目次
1962 年 73 巻 p. Toc1-
発行日: 1962/06/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.73.0_Toc1

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強震応答解析用アナログ計算機SERACについて : 強震応答解析に関する研究・その1

強震応答解析委員会

原稿種別: 本文
1962 年 73 巻 p. 1-6
発行日: 1962/06/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.73.0_1

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This paper deals with the mechanism of the Strong Earthquake Response Analysis Computer specially designed to obtain the linear and non-linear response of structures subjected to actual earthquakes of various intensity. The Strong Earthquake Response Analysis Computer (SERAC) is the Direct Current (Slow type) Analog Computer which can calculate the earthquake response of one to five mass-spring system (shear type) having linear and non-linear restoring force. Force-displacement relation in earch story spring has the hysteresis characteristics simulating the yielding of structural members. Kinds of response which can be obtained by SERAC are as follows: Relative displacement in earch story. Shear in earch story. Relative velocity in each story. Absolute acceleration of each floor. Yield excursion of each story. Overturning moment, etc. As an example, the response of two mass system subjected to El Centre earthquake (1940. NS. maximum acceleration 0.33g) is shown in the figure.

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オクタプラッテの応力解析と実験

加藤勉, 高梨晃一

原稿種別: 本文
1962 年 73 巻 p. 7-12
発行日: 1962/06/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.73.0_7

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In this report, the natures of "Okta-platte", a kind of spaced frames, are analyzed theoretically and experimentally. First, the outlines of two methods for theoretical stress analysis are informed, and then experimental stress analysis by load tests on the model of "Okta-platte" is reported. (1) Theoretical stress analysis The stresses of "Okta-platte" under load are able to be analyzed in plate analogy. There are two methods for analysis. One of these is the analysis of "Okta-platte" as a solid plate. According to this method, the stresses in the members of "Okta-platte" are easily calculated, for the stress distribution of a solid plate is already known. The otner is the analysis as a grid framework. As "Okta-platte" is composed of the repetition of unit truss, whic has the same members, the same differential equation as that of a plate is obtained. If this equation can be solved, the stresses in the members are calculated. There are some coincidences between the results of calculations by two methods. (2) Experimental analysis Intending to know the stress distribution of "Okta-platte" under load experimentally, the load tests on the model of it where carried out. The model was composed of steel pipe members, which were jointed each other by welding. Under various boundary conditions, the stress distribution and the vertical deflection were recorded by the help of wire strain gage and other meters. Comparing the results of tests with those of theoretical analyses, it is consequently shown that: (a) The stress distribution and the deflection of "Okta-platte" are similar to those of a solid plate. (b) The tow methods of calculations of the stresses in the members are useful for designing "Okta-platte". (c) The deflection of "Okta-platte" is rather equal to the result of analysis by means of the latter than by the former method.

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円筒シエル屋根の片持梁など2,3の薄膜解について

日置興一郎

原稿種別: 本文
1962 年 73 巻 p. 13-18
発行日: 1962/06/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.73.0_13

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The membrane solutions of cylindrical shells are solved on the following probrems. 1) Differential settlement of supports of a simply supported roofs. 2) Shearing rigidity. 3) Cantilever shells loaded on the free edge by vertical and horisontal force, and torque. 4) Cantilever rectangular plates, as a limitting case. Conclusion: 1) A simply supported shell can be deformed without any extension by the differential settlement of supports. In this case, there is no bending stress according to this displacement even based on the bending theory, except St. Venant's twisting moment. 2) Shearing rigidity of a cylindrical shell is nearly equal to that of a plate, if the shell is shallow and the support does not move vertically. 3) On the cantilever shells, we find the following properties, when the shell becomes shorter. a) The shear center tends to move outside in case of ψ_1<π/2, and inside in case of ψ_1>π/2. b) Bending and shearing deformation can not be separated, exactly. But we can give a deformation formula for practical use as a sum of them. In this formula, the shearing deformation factor is not constant but depending on the span-radius ratio. c) The distribution of longitudinal stress tends to concentrate to edge, on the both cases of bending and Wagner's twisting, when the shell gets shorter.

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軸力に平行な一辺で弾性固定された自由辺に縦方向スチフナを持つ板の座屈

望月力男

原稿種別: 本文
1962 年 73 巻 p. 19-24
発行日: 1962/06/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.73.0_19

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This paper deals with a practical method for calculating the local buckling strength of the outstanding plates as a part of columns or girders. Many reserches concerning such problems in specific boundary conditions have been published up to now, but little has been worked out in simplified formulas applicable for practical design. Exact relations among the stability coefficient, rigidity of the longitudinal edge stiffener and restrictive modulus of bending at built-in edge are very troublesome. Formulas for structural purposes in a variety of applications are proposed herein derived from an approximate method based on consideration of the energy of the system, and expressible in the form; [numerical formula] where [numerical formula] k=stability coefficient of the rectangular plate with one edge parallel to direct stress elastically built-in and opposite edge supported elastically by longitudinal stiffener. β=a/b=length to width ratio a=length of plate b=depth of plate t=thickness of plate J=moment inertia of longitudinal stiffener v=poisson's ratio E=modulus of elasticity δ=F/bt F=sectional area of stiffener C=restrictive bending moment per unit length and rotation at built-in edge The minimum value of k is [numerical formula] For the numerical application of the proposed formula, several cases having various end conditions are presented. In the case of lip channel section of uniform thickness such as light gage steel, local buckling load of the flange plate may be calculated substituting C=d/2b in the formula where d=depth of web plate.

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鋼管ぐいの溶接継手に関する一実験

大崎順彦

原稿種別: 本文
1962 年 73 巻 p. 25-30
発行日: 1962/06/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.73.0_25

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A series of steel-pipe piles, which were constructed by welding individual pipes with some unfitness in dimension, have been tested under compressive load, and the influence of unfitness on bearing strength has been investigated to obtain the data for design and field practice of steel pile construction.

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土圧および杭打に関連ある2,3の簡単な問題

水原旭

原稿種別: 本文
1962 年 73 巻 p. 31-36
発行日: 1962/06/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.73.0_31

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The problems are discussed in three parts as follows: (1) When a surface, vertical, concentrated load is applied at a point on the level surface near the edge of sheet-piling cut, the active earth pressure stress against the sheet pile can be calculated by the formula of Boussinesq. The formula is now known as the standard by the Architectural Institute of Japan. In the book illustrating the standard, you will find useful tables and diagrams concerning the formula. However, when not a point load but a line load parallel to the sheet pile is applied on the level surface, such problem will be solved by integrating the formula as uniform load according to the approximate method. The author thought that in case a sheet of diagram is made beforehand, the integration does not have to be used. It is illustrated in Fig. 7 by the author. (2) Sometimes the slope around the surface of excavation on foot of sheet pile is remained in order to keep its proper situation of the sheet pile and to resist against the active earth pressure with the passive earth pressure. In this case the magnitude of the passive earth pressure depends upon the angle of the slope. Though Coulomb's method gives effective solution, there is some trouble to calculate many sections of slice and to find the least value of passive earth pressure. In stead of this trial method the author made the table of the coefficient "K" of minimum passive earth pressure applicable for such cases in order to eliminate the repeated calculation. The distribution of the pressure on sheet pile is not always linear with the depth. Especially when the angle of slope is close to the internal friction angle of the soil, the pressure distridution becomes smaller at the upper part of sheet pile. (3) In driving piles or sheet piles, if the ratio of the weight of hammer to that of pile is small, the fact that the efficiency of penetration becomes poor, can be proved by the theory of collision of two bodies in elementary kinetics. It is well known that some pile formulas have the terms containing the effect of the impact. In this report (here) the author shows the diagram of the above mentioned driving efficiency, which is the same as obtained from the formula of the collision of two bodies. And the influence of the ratio of the weight of hammer to that of pile on the driving efficiendy is made clear. In this diagram when the hammer takes upward velocity after the collision, the dynamic energy of the hammer after the collision is neglected in calculating the driving efficiency. The efficiency value for the diesel hammer is also plotted in the diagram. However, as the pile is contacted with the soil in various conditions, there come some difficult problems concerning the apparent weight of the pile. Nevertheless, such problem is not discussed here.

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産科診療施設の地域的計画 : 主として分娩施設の規模計画に関して

松本啓俊

原稿種別: 本文
1962 年 73 巻 p. 37-42
発行日: 1962/06/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.73.0_37

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The confinments in the maternity facilities are increasing to year by year. It is significant to consider the utilization of maternity facilities, for the planning them in the area. I found that the basin is a model arer type in Tohoku region, and I inuestigated the utilization of maternity facilities in the basin where is shown in Figure-1. Generaly, the maternity beds needed for the area according to the formula: [numerical formula] where A: represents the annual number of Admission L: represents the average length of stay. I found that (a) A are decided to some standard values by the arer types. (i.e., mainly whether the area have maternity facilities or not.) (b) L are different of the types of maternity facility. Innestigted maternity facilities' L are from 12 days to 15 days. (c) The number of patients present on a given day varies according to Poisson's low. Thus, needed maternity beds in the area could be calculated by applying these factors (a), (b) and (c), and then by deciding (α)^* and anerage rate of occupancy according to circumstans. [numerical formula] where α: constant for every sort of equipment, E(n): expected number of persons who overflow above n. m: average or expected number of persons who come and use the equipments at a random instate of observation.

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RCフラット団地の就遊施設利用と配置規模について : RCフラット団地建物配置の合理化に関連して・その2

谷口汎邦

原稿種別: 本文
1962 年 73 巻 p. 43-48
発行日: 1962/06/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.73.0_43

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This report shows the state of annual utilization at play area for children in R.C. FLAT Housing, analysing arrangement-planning; Thus, the following results were confirmed. 1) The annual distribution of population being out in the play lot is clearly correlative with weather conditions such as the change of temperature. 2) The classification by every reason-type is possible in the distribution of population being out all day long. The concentration rate is generally high at the winter season and low at the summer; but it happens to show the high value even at the summer owing to the state of the rate of the shadow area in accordance with arrangement-planning of the building. 3) In the relation between the number of playing tools and concentration rate, it can be said that the concentration rate becomes higher under twenty houses per one facility. 4) How to use of the playing tools is different with its kind. However, considering on utilization coused by the difference of age, the one used commonly is to be hoped to give two times of others (1:2:1). 5) The number of houses which can look directly the play arer is about fifty houses in the present housing. However, there may be often shown the low value, because of arranging houses. 6) In case of being contiguos to the main road in the housing, the situation of play area shows high concentration rate, and in case of being apart from the main road; concentration rate is not always high, though it is in the center of housing. In the former cases, the concentration rate becomes lower and lower, as increasing the straight distanse from the center of housing. 7) Regarding, the playing area of children-especially in case of boys-, there are at same time two areas, a near place from his (within 50m and a far place (over 150m)).

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農業地域と地方都市の関連度についての研究 : 地方計画の研究:岡山県の場合

吉野正治

原稿種別: 本文
1962 年 73 巻 p. 49-54
発行日: 1962/06/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.73.0_49

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This report is the actual study on the relational degree with the rural district and the local cities OKAYAMA-KEN in Japan. In the rural district of our country, the facilities of the service for community life is poor. The villages, 75% of all, are the small unite of the 0-50 number of households. At the small villages, the facilities of the services for the community life is very poor. The villager must go to the city or town in order to make up the fullness of their every day living. The local city (town) take charge of the service for the inhabitants (villagers) in the rural district. The small part of local city (town) are kept up by those services for the rural district and consist. Some kind of those services were actualy surveyed at OKAYAMA-KEN. The indexes on the relations, were made from those effects. The intensity of service, call the degree of the relation, the amount of service call the amount of the relation with them, was measured by the indexes. The methods of those measurments, and the analysis on the result of the measurments are contents and the purpose in this study.

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平城宮跡の調査とその保存(学界情報)

建築歴史・意匠委員会

原稿種別: 本文
1962 年 73 巻 p. 55-58
発行日: 1962/06/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.73.0_55

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国立公衆衛生院 : 研究所紹介・その5(学界情報)

小林陽太郎

原稿種別: 本文
1962 年 73 巻 p. 59-60
発行日: 1962/06/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.73.0_59

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鹿島建設技術研究所 : 研究所紹介・その6(学界情報)

鹿島建設技術研究所

原稿種別: 本文
1962 年 73 巻 p. 61-63
発行日: 1962/06/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.73.0_61

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米国都市計画修士課程論文の梗概(その2)(学界情報)

石原舜介

原稿種別: 本文
1962 年 73 巻 p. 64-66
発行日: 1962/06/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.73.0_64

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SYNOPSIS

原稿種別: 文献目録等
1962 年 73 巻 p. 67-70
発行日: 1962/06/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.73.0_67

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