Transactions of the Architectural Institute of Japan
Online ISSN : 2433-0027
Print ISSN : 0387-1185
ISSN-L : 0387-1185
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Volume 153
Displaying 1-15 of 15 articles from this issue
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  • [title in Japanese]
    Article type: Cover
    1968 Volume 153 Pages Cover1-
    Published: November 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.153.0_Cover1
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  • [title in Japanese]
    Article type: Cover
    1968 Volume 153 Pages Cover2-
    Published: November 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.153.0_Cover2
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  • [title in Japanese]
    Article type: Appendix
    1968 Volume 153 Pages App1-
    Published: November 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.153.0_App1
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  • [title in Japanese]
    Article type: Index
    1968 Volume 153 Pages Toc1-
    Published: November 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.153.0_Toc1
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  • [title in Japanese]
    Article type: Appendix
    1968 Volume 153 Pages App2-
    Published: November 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.153.0_App2
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  • A FEW COMMENTS ON TIME-PROPERTIES OF NETWORK SCHEDULING
    TAMOTSU HARADA, YOTARO KOBAYAKAWA
    Article type: Article
    1968 Volume 153 Pages 1-7,83
    Published: November 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.153.0_1
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    (1) The author proposes in this paper a new, practical time-calculation method on network scheduling that is easy to understand in relation to understand in relation to time scaled chart, and that is efficient and speedy in contrast with the traditional hand work method. The procedure of this method is as follows : foward calculation of Earliest Start/Finish Time, Calculation of Free Float and backward calculation of Total (/Dependent) Float. In these calculation the backward is based on the following formulas, DF(J, END)=△T TF(I, J)=FF (I, J)+DF(I, J) [numerical formula] here, DF, TF : Dependent, Total Float to designated project duration (T_0), △T : float of foward-calculated project duration (T) to designated project duration (T_0), END : name of terminal node, I, J, K : name of intermediate nodes, N : set of jobs and nodes in a network. (2) The author extends here the meaning of Critical Path and defines the Longest Path from beginning node via node P or job A to terminal node. The Longest Path via P or A has following properties, (a) Slack of node P=Longest Path Float via P TF of job A=Longest Path Float via A here, Longest Path Float via P, A=T_0-Longest Path Duration via P, A, (b) Number of Longest Paths in a network≧1+number of jobs such as FF>0. By these properties, the meaning of negative TF or Slack can be explained elegantly and it is shown that paths except the Longest Path defined here has no meaning. (3) Besides, in this paper some properties of Floats or Slack and time scaled chart based on Latest Start/Finish Time are discussed.
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  • EXPERIMENTAL STUDY OF THE WIND PRESSURES ON STRUCTURES IN NATURAL WIND : Part 2.Measurements on a Cicular Cylinder
    MASAO TACHIKAWA
    Article type: Article
    1968 Volume 153 Pages 9-16,83
    Published: November 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.153.0_9
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  • CALCULATION METHOD OF WIND PRESSURE DISTRIBUTION ON BUILDINGS (Part 4)
    SHOJI KOBAYASHI
    Article type: Article
    1968 Volume 153 Pages 17-23,84
    Published: November 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.153.0_17
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    The purpose of this papar is to present in the most reasonable way the calculation method of wind pressure distribution on the wall surface of the building having the rectangular plan, which is most prevalent among high rise buildings, subjected to a uniform wind of arbitrary direction, and the interference between two buildings standing in line so as to estimate their favorable clearance. The theoretical results as obtained from two-dimensional potential theory on the assumption of dead water domain behind the building are as follows. (1) The stagnation point on the wall surface of the building as calculated by this method is in fair agreement with the experiments in the wind tunnel. (2) The wind pressure distribution as calculated by this method, which was derived from Lamb's Hydrodynamics, as well as those calculated separately from the stagnation point by means of Eqs. (22) and (23) concerning bent plates of Report (Part 3) are fairly confirmed as to their worthiness by the above experiment. (3) The free vortex layer starting from the edge of the building can be theoretically calculated, showing fairly good agreement with experimental results. (4) It is desirable that tall buildings standing in line should be separated from each other by more than 5 times their width, in order to eliminate their interference theoretically.
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  • THE RESPONSE ANALYSIS FOR STEEL SPACE STRUCTURE DUE TO EARTHQUAKES (Part 3)
    TAKESHI OHYA
    Article type: Article
    1968 Volume 153 Pages 25-33,84
    Published: November 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.153.0_25
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    Author calculated the response analysis on the vibration of the steel space structure due to the strong earthquake motions by using the electric digital computer, and discussed the influence of the displacements and the stresses due to horizontal and vertical ground motions and the distribution of the seismic coefficient. This paper is the third report of the series on the dynamic response analysis of the space structure for the earthquakes. These results are as follows : (a) It is shown that the maximum displacement due to vertical ground motions get near the maximum displacement by horizontal and vertical ground motions in the steel space structure. (b) It is shown that the maximum stresses in the streel space structure is different due to the relation of the strong earthquake motion and the first natural period. (c) It is shown that the distribution of the seismic coefficient in the steel space structure is similar to the mode shape of the first natural period.
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  • AN ANALYSIS OF THE SPACE TRUSS BY STIFFENESS : MATRIX USED LINEAR AND NON-LINEAR METHOD (No.2)
    HIROSHI KITAMURA, MIZUO YAMADA, TOKUYUKI TAHARA, TUYOSHI TUJII
    Article type: Article
    1968 Volume 153 Pages 35-40,84
    Published: November 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.153.0_35
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  • THE RELATIONS BETWEEN THE DEFORMED ANGLE AND THE SHEARING FORCE RATIO (0.80〜1.00) WITH REGARD TO 200 SHEAR WALLS
    MASAHIDE TOMII, MOTOKI TAKEUCHI
    Article type: Article
    1968 Volume 153 Pages 41-48,84
    Published: November 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.153.0_41
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    This paper describes the statistical investigation of the relations between the deformed angle R and the shearing force ratio Q/Q_u=0.80〜1.00 (ratio of the shearing force Q on the lateral cross section to the ultimate shearing strength Q_u) with regard to 200 statically tested shear walls without opening. The author Dr. M. Tomii already mentioned R≒4.0×10^<-3> radian when Q approaches to Q_u, by his analysis of the experimental results of the 74 concrete and 28 mortar shear walls. Now, we have found more data, and induced almost similar and more reliable relations by analysing the 200 shear walls out of the 694 (479 in Japan and 215 in U.S.A.) shear walls. The relations are classified into the 3 groups as follows. Concrete : the relations induced from the 132 (41 in Japan and 91 in U.S.A.) concrete shear walls Mortar : the relations induced from the 68 (all in Japan) mortar shear walls Total : the relations induced from the 200 (109 in Japan and 91 in U.S.A.) concrete and mortar shear walls
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  • IMPACT LOAD ON BUILDING ELEMENT SURFACE (No.1)
    YOSHICHIKA UCHIDA, HIDETAKA UNO, ZAN CHIE WU, KOHYA YAMAMOTO
    Article type: Article
    1968 Volume 153 Pages 49-58,85
    Published: November 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.153.0_49
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    The purpose of this research is to gain the reasonable method to know the strength of building elements against existing impact loads. For this, we tried to analyze existing impact load (by human action, the flyings in wind and others) and reaction of building materials (glass, asbestos-cement board plywood, and others) against some different kinds (in mass, velocity and capacity of energy absorption) of impact load. Then basing on this analysis, we suggest a method to know whether a building element is proof against a kind of existing impact load. The contents of this research are as the following. 1. The process of Research 2. Analysis of the Existing Impact Load 3. Reaction of Boards Against Impact Load. 4. Method to Judge the Strength of Building Elements Against Impact Load
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  • THE LOCALITY CONSTITUTION OF ITOSHIMA DISTRICT IN FUKUOKA PREFECTURE : Relationship of mutual dependance in daily life
    YOSHFUMI NOMURA, MASAO SUZUKI
    Article type: Article
    1968 Volume 153 Pages 59-65,85
    Published: November 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.153.0_59
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    We have reported about the locality constitution of Maebaru, Nijo and Shima town before. In this paper, we tried to make the summary of the relationship of mutual dependance in shopping between localities at Itoshima district. We delivered the investigation cards to the middle school pupils, inquiring the place of shopping, the means of traffic, the number of times and reasons of shopping, in 1964. M-section is situated at the center of Itoshima district, and concentrated by many shops and offies. The half of the inhabitants in Itoshima depends on M-section for facilities. Therefore M-section is regareded as the central place. We devided the sections into two classes, the central section and the outer sections, by the strength of the economical functions. The outer sections depend on the center section and the center section does not depend on the outer sections. The relationship of dependance between the center section and the outer sections is one sided and not mutual. At the outer sections adjoining to M-section, the dependent ratio on M-section is larger than that on their own section, but at the outer sections further situated from M-section, the dependent ratio is smaller than that on their own section. When there are shops in the section, the half of the inhabitants buy the goods at their section, when there are not in the section, more than half of the inhabitants buy the foods at M-section. At all sections, inhabitants buy cake and bread, liqueur and tabaccos at their section, several times a week, on foot or by bicycle, but they buy furnitures at M-section, several times a year, by bicycle or bus and train.
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  • ON ORNAMENTAL DETAILS OF THE ZEN STYLE ARCHITECTURE OF THE EARLY MIDDLE AYES (4)
    KINYA SEKIGUCHI
    Article type: Article
    1968 Volume 153 Pages 67-76,85
    Published: November 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.153.0_67
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  • THE OBSERVATION OF GROUND MOTION USING UNDERGROUND SEISMOMETERS AT SHINJUKU, TOKYO
    HIROYOSHI KOBAYASHI, ISAO FUNAHASHI, TSUNEKICHI MOTOHASHI
    Article type: Article
    1968 Volume 153 Pages 77-82,86
    Published: November 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.153.0_77
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    For the purpose of considering ground conditions when dynamic analysis is made on tall buildings and in order to investigate the amplification characteristics of seismic waves by the effect of the ground, we have made continual observations of ground motion using the underground seismometers in Shinjuku Subcenter since February, 1967, where many tall buildings are expected to be built in the future. The seismometers were set at the bottoms of four bore holes and the depths of these holes were GL-81.6m (in the layer of sandy gravel), GL-27.0m (in Diluvial Tokyo gravel layer), GL-13.0m and GL-13.0m (both in the surface layer). The seismic records were read by analog-digital converter, the sensitivity and the phase lag of the seismometers corrected, and then the records were presented in I.B.M. cards. The records that have been digitized till now are shown in Table 2 and a few examples of their response spectra are shown in Fig.10 through 14.
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