Transactions of the Architectural Institute of Japan

[title in Japanese]

Article type: Cover
1966 Volume 127 Pages Cover1-
Published: September 30, 1966
Released on J-STAGE: August 21, 2017

DOIhttps://doi.org/10.3130/aijsaxx.127.0_Cover1

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[title in Japanese]

Article type: Cover
1966 Volume 127 Pages Cover2-
Published: September 30, 1966
Released on J-STAGE: August 21, 2017

DOIhttps://doi.org/10.3130/aijsaxx.127.0_Cover2

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[title in Japanese]

Article type: Index
1966 Volume 127 Pages Toc1-
Published: September 30, 1966
Released on J-STAGE: August 21, 2017

DOIhttps://doi.org/10.3130/aijsaxx.127.0_Toc1

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[title in Japanese]

Article type: Appendix
1966 Volume 127 Pages App1-
Published: September 30, 1966
Released on J-STAGE: August 21, 2017

DOIhttps://doi.org/10.3130/aijsaxx.127.0_App1

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A RESPONSE PROBLEM ON THE OSCILLATING CIRCULAR CYLINDER IN THE WIND FLOW

HATSUO ISHIZAKI, SUMIO KAWAMURA

Article type: Article
1966 Volume 127 Pages 1-7,55
Published: September 30, 1966
Released on J-STAGE: August 21, 2017

DOIhttps://doi.org/10.3130/aijsaxx.127.0_1

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It has been well known that some steel stacks with circular sections oscillate cousiderably perpendicular to the wind direction. Up to now, attentions seeme to have been paid only to the stability problems of determining the critical wind velocity for the aeroeastic instability of structures. From the point of view of structural design, however the oscillatory amplitude is of main interest so that the response problem shows be considered. The main assumptions employed in this paper are the following : i) The circular cylinder in a flowing fluid behaves as an nonlinear self-excited oscillator subjected to the external forcing with Strouhal frequency f(=SU/d), ii) Strouhal number S for the oscillating cylinder can approximately be expressed as a function of the amplitude X to be S=S(1+2X+βX^2), where S in Strouhal number for a stationary one. iii) The lift force coefficient C_L for the oscillating cylinder can de represented as a function of the amplitude to de C_L=C_L(1+a'X), where C_L is the lift force coefflcient for a stationary one. After the comparison the theoretical predictions based on the above assumptions and some exprimental results, the following conclusions are derived : i) The resonant curve obtained from this theory agrees fairly well with the experimental results. ii) The stability diagram based on this theory shows a general consensus with Scruton's experimental results. iii) Unlike a simple linear-forced system, the aerodynamic lift force induced on the oscillating cylinder has a non-linear character such that, the magnification factor m_f is proportional to λ^<-1/2> where λ is the logarithnic decrement of the structures. These results can explain the behavior observed in the field measurements of actual steel stacks.

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ELASTO-PLASTIC BENDING DEFORMATION OF WIDE FLANGE BEAM-COLUMNS UNDER AXIAL COMPRESSION : Part I : Bendingmoment-Curvature and Bendingmoment-Deflection Relations under Static Loading

MINORU YAMADA, KAZUMI SAKAE, TOSHIYUKI TADOCORO, KIYOSHI SHIRAKAWA

Article type: Article
1966 Volume 127 Pages 8-14,55-56
Published: September 30, 1966
Released on J-STAGE: August 21, 2017

DOIhttps://doi.org/10.3130/aijsaxx.127.0_8

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To make clear the elasto-plastic bending deformation of wide flange beam-columns under constant axial compression, an analytical metheod is presented here under the consideration of strain hardening effect as bilinear-type shown in Fig. 4. At first the relationships between bendingmoment and curvature are shown in Figs. 9, 10, 11 under several simplified models of wide flange cross section as shown in Fig. 5. Then an analytical method for calculation of deflections by numerical integration is developed and compared with experimental results (Figs. 13, 14, 15). From the comparison of these results it is recognized that the influences of strain hardening index μ_<stb> upon moment-curvaturerelation are remarkable and in this case for ordinary structural steel SS 41. SM 55. SM 50 Y in JIS μ_<stb>=0.01 is assumed. For simplifying the analysis the 4-Point-Model shows fairly good agreement with the behaviors of wide flange cross section. The differences between models and real cross section becomes larger under lower axial compression ratio N/N_y. It becomes possible to develop the elasto-plastic deformation analysis of wide flange beam-columns under cyclic repeated loading from these research results.

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STUDY ON BEHAVIOUR OF STRENGTH OF COMPOSITE COLUMN CONSISTED OF H-SHAPE STEEL AND LIGHT-WEIGHT CONCRETE UNDER AXIAL FORCE

YOSHIRO WATANABE

Article type: Article
1966 Volume 127 Pages 15-21,56
Published: September 30, 1966
Released on J-STAGE: August 21, 2017

DOIhttps://doi.org/10.3130/aijsaxx.127.0_15

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This paper was intended to bring forward the studies made on an analysis of how the compression can be apportionately taken care of by the composite column consisted of structural steel and light-weight concrete when the compression is transmitted from the steel beam fireproofed by non-concrete materials. Although there is a probability of stress transmission from the flange of beam to concrete element of the composite column, it is considered negligible from the point of the general practice when we take into account of settlement of concrete and also of difficulty that is usually brought about in finishing concrete surfaces between such place. Thus the studies have been solely directed toward finding out the effect of the compression in cases that the total shearing stresses of beam is directly transmitted to structural steel of the composite column, and a series of experimental compression tests had been carried out using specimens of one-piece steel column of H-shape with full web and those of one-piece steel column of H-shape with ribs to its flanges and web, which are fabrcated specifically for the purpose of obtaining better bondage between concrete and steel. The results of the said tests coupled with stress measurements revealed that steel column of H-shape with ribs has much higher integrity in bond than that without ribs by comparision when it is encased in concrete. Again, when the compressive stresses are transmitted from the structural steel beam to structural steel column encased in concrete, it was found out that the addition theorem can be expressed as follow : [numerical formula]…(1) P=P_c+P_s…(2) in which, P : total compressive load applied to the column P_c : strength of concrete as an integrated unit of column within elastic limit against the compressive loading to which it is subjected P_s : strength of structural steel as an integrated unit of column within elastic limit against the compressive loading towhich it is subjected σ_s=P/A_s A_s : sectional area of structural steel n : ratio of Young's modulus E_s/E_c A_1 : sectional area of concrete in perimeter A_2 : sectional area of concrete in core α_1 : coefficient of stress transmission from structural steel to concrete in core portion α_2 : coefficient of structural steel to concrete in perimeter Moreover, we found from the results of these that α_1 equals to 0.73 and α_2 equals to 0.32 and that the above equation will be not applicable, if it exceds the limits of loadings prescribed in the diagram and when concrete in perimeter yields. At the same time it was found out that there isn't much difference in values α_1 and α_2 when compared between steel column with ribs and without, but the former surpasses the latter in scope within which the above addition theorem can be applicable as shown on the diagram.

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THEORY OF THE CHAIN CONSTRUCTION WITH ELASTIC JOINT ON THE SANDWICH CURTAIN WALL

HOKATO EGAMI

Article type: Article
1966 Volume 127 Pages 22-30,56-57
Published: September 30, 1966
Released on J-STAGE: August 21, 2017

DOIhttps://doi.org/10.3130/aijsaxx.127.0_22

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This paper presents a practical analysis of the Chain Construction in which the members are mutually connected by elastic joint. In this analysis, the following assumptions are used. 1. Members of the Chain Constructions are rigid. 2. Angle of rotation of the member at its joint is propertional to moment acting on the joint. 3. Normal forces shearing forces and twisting moment are all neglected. The result of this analysis coincides comparatively well with an experimental result on bending on panel-joints exist in the Sandwich Curtain Wall composed of special concrete panels. The results obtained are as follows : 1. It can be assumed that this Curtain Wall is constructed with isotropic plates for horizontal direction. For vertical direction however this assumption is note true. This theory has good agreement with the later. 2. So this theory is applicable whenever the two vertical opposite edges are free. 3. When the lower edge of the Curtain Wall is built in and upper one free, the theory showed good agreement with the result of the experiment.

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COEFFICIENTS OF EARTH PRESSURE AT REST MEASURED BY PRESSIOMETER

YORIHIKO OHSAKI, YUKIO KOBAYASHI

Article type: Article
1966 Volume 127 Pages 31-36,57
Published: September 30, 1966
Released on J-STAGE: August 21, 2017

DOIhttps://doi.org/10.3130/aijsaxx.127.0_31

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WALL TEMPERATURE WEIGHTING FUNCTION WALL TEMPERATURE TRANSFER FUNCTION : The Theory of Room Air Temperature Variation, part-1

HITOSHI YAMAZAKI

Article type: Article
1966 Volume 127 Pages 37-42,57
Published: September 30, 1966
Released on J-STAGE: August 21, 2017

DOIhttps://doi.org/10.3130/aijsaxx.127.0_37

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It is well known that the original function of wall temperature caused by air temperatare "δ(t)…Dirac's function" in domain is called the wall temperature weighting function for air temperature. This paper introduced wall temperature transfer function. Output in range caused by input "1" in range is called transfer function, in general. In this paper, the image function of wall temperature "W(s)". Caused by the room air temperature "9" in runge is given a name of wall temperature transfer function. Using the relation between input "1" and output "W(s)", output produced by any input "θ(s) is calculated as θ(s) W(s). This paper explains wall temperature transfer function caused by the room air temperature "1" in range, wall temperature transfer function caused by the out door air temperature "1" in range, and explains "Principle of superposition in range" of wall temperature transfer function, This will be useful when calculate many complex wall temperature transfer functions for in and out door air temperature. This paper also explains wall temperature Green function. It will be used when calculate heat storage. Introducing wall temperature transfer function will simplify the theory of room air temperature variation.

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FUNDAMENTAL INVESTIGATIONS FOR THE PLANNING OF LIBRARY SYSTEM TO COMMUNITY AREA (II)

KAICHIRO KURIHARA, TOSHIO TAKESHITA

Article type: Article
1966 Volume 127 Pages 43-48,57-58
Published: September 30, 1966
Released on J-STAGE: August 21, 2017

DOIhttps://doi.org/10.3130/aijsaxx.127.0_43

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This is the second report of the fundamental investigations for the planning of the library system to community area in Japan. Survey has been done in Kochi city in place of Amagasaki city mentioned on the first report in 1965 to know the distribution of libraries, and how they are going to be used by the people. The public library services to community area is in far rich level at Kochi, having a municipal central library, 4 branch libraries, 276 bookmobile stations, and a prefectural central library for 200 thousand's population, compared to Amagasaki with only a library and 58 bookmobile stations for 400 thousand's population. At these circumstances we have chiefly intended to know how much the use of public Library increase in Kochi compared to Amagasaki. It was sure that the public library use has been far increased in Kochi as the results, compared to Amagasaki. In this meaning, the public library services in Kochi seem successful. Nevertheless, it has been unchanged that most people buy the book at the book-store or they borrow from their friend when people want to read a book, and the public Library use is still limited at least 7〜8% as a source of book reading as a whole. It will be obvious that far more rich level should be required on the planning of the public library to the community area, having far more branch libraries rather than bookmobile stations as it has also been known there was an apparent limitation to this system.

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COMPARISON OF LEVELS OF CONSTRUCTIVE ACTIVITY AMONG REGION-PREFECTURES (III)

SYOZI YOSHINO, KIMIKO TOMO

Article type: Article
1966 Volume 127 Pages 49-54,58
Published: September 30, 1966
Released on J-STAGE: August 21, 2017

DOIhttps://doi.org/10.3130/aijsaxx.127.0_49

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In the report (III) a part of analyses of trends and a relative scale of constructive Activity, that is, high and low, are treated. Those are analyzed by prefectures, by cities and "gun". To be spoken specially is that technical method of situation table is developed to measure exactly situation of constructive activity of region. The situation table uses as complex index trend of [P] and scale of [P].

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