Transactions of the Architectural Institute of Japan

[title in Japanese]

Article type: Cover
1974 Volume 219 Pages Cover1-
Published: May 30, 1974
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.219.0_Cover1

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[title in Japanese]

Article type: Cover
1974 Volume 219 Pages Cover2-
Published: May 30, 1974
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.219.0_Cover2

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[title in Japanese]

Article type: Index
1974 Volume 219 Pages Toc1-
Published: May 30, 1974
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.219.0_Toc1

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[title in Japanese]

Article type: Appendix
1974 Volume 219 Pages App1-
Published: May 30, 1974
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.219.0_App1

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A PHYSICAL APPROACH TO THE FAILURE CRITERION OF CONCRETE, BASED ON "THE PHASED PLANE-MOMENT FRACTURE HYPOTHESIS"

SUSUMU FUJIMATSU, HISASHI TOKUTOMI

Article type: Article
1974 Volume 219 Pages 1-7,103
Published: May 30, 1974
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.219.0_1

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The outline of the failure stress conditions of concrete has been gradually clearified experimentally; neither the mohrenvelope type ctiteron, nor octahedral stress type criterion can explain the exact experimental results. The authors tried to create a new failure criterion, which solves the above contradictions and conforms to the microcracking phenomenon before failure. In the proposed "Phased Plane-moment Fracture Hypothesis", the plane distribution of σ-|τ| conditions is eveluated by Mp(k) curve, defined by the next equation, [numerical formula] The σ-|τ| stress plane is assumed "stress leveled" by a family of Griffith parabolas and the stress level is indicated by the parameter k of the following equation, [numerical formula] Where K_1 means |σ_c|/10. The σ-|τ| stress plane is also assumed "phased" by the phase angle θ=(tan)^<-1>(|τ|/σ). In the (4) eq., P(θ) means some monotonous decreasing function of θ, corresponding to crack-propagation difficulty and failure-standing tendency in high compressive range; in this paper P(θ)=cos^4(θ/2)/sin(θ/2) is assumed. (t-k) term represents the crack-propagation length dependency upon stress level. f(θ, t) d θ dt gives the differential plane quantity of (θ, k=t) expressed as "plane-distribution" (See Fig. 3〜Fig. 7). The proposed failure criterion is that Mp(k_0) reaches a constant value when concrete of the same quality fractures under any stress combination (σ_1, σ_2, σ_3) with similar test procedure. The substitution of k_0 into k in the (2) eq. gives crack-propagation stress condition, which conforms to visual microcrackong phenomenon before failures.

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AN EXPERIMENTAL STUDY OF REINFORCED CONCRETE BEAMS SUBJECTED TO COMBINED FIEXURAL SHAR AND TORSION

TATSUO NAKAYAMA, YOSHIKAZU KANOH

Article type: Article
1974 Volume 219 Pages 9-16,103
Published: May 30, 1974
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.219.0_9

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EXPERIMENTAL STUDY OF WIND EFFECTS ON TALL BUILDINGS Part I : Vibrational Responses Excited by Wind Turbulences

BEN KATO, HIROSHI AKIYAMA, JUN KANDA

Article type: Article
1974 Volume 219 Pages 17-26,104
Published: May 30, 1974
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.219.0_17

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In the structural design of tall buildings with long natural period and low damping capacity, it is very important how to estimate the dynamic effects induced by the oscillation due to wind turbulences. Theoretically wind-excited vibrations are classified into the buffeting-type forced vibration, the Aeolian vibration due to Karman voltices, the galloping-type and the flutter-type self-excited oscillation. Since realistic responses of a building may be a complex of these typical types of vibrations, purely theoretical approaches are still far insufficient to meet the realistic problem and the experimental observations are inevitably necessary. This is a report on a wind tunnel test on reduced scale models of two tall buildings. The model is situated in the center of the regional model and is exposed in a simulated turbulent wind flow. The model consists of two parts : rigid part with the exterior appearance similar to that of the prototype, and the flexible spring system with damping mechanism located at the bottom of the rigid part, which enables the rigid part to vibrate in flexural manner into two directions and torsional manner. The models were proportioned to satisfy the similarity law in aerodynamics : The time scale 1/λ_t and the length scale 1/λ_t were determined as 1/λ_t=1/34.2, 1/λ_t=1/200 for Model A, 1/λ_t=1/44.6, 1/λ_t=1/300 for Model B. Model A is 120cm in height and has almost square section (18cm×17cm) and its fundamental natural period of flexural vibration is 0.16sec., which corresponds to 5.4sec. of prototype's. Model B is 40cm high with rectangular section (24cm×15cm) and its fundamental natural period of flexural vibration in x-direction and in y-direction are 0.081sec. and 0.092sec. and that of torsional vibration is 0.097sec. which correspond to 3.30, 3.45, 4.14sec. of prototype's respectively (see Table 1). The wind tunnel flow was adjusted to satisfy the similarity to the natural wind as for the vertical profile of the mean wind speed and the turbulence intensity. Applied exponents of the power law for the mean wind speed profile were as followings. n=1/2.5 for Model A n=1/3.5 for Model B The turbulence intensity is about 8〜10% near the tip of the model and about 15〜20% at z=10cm near the ground. The configuration of the power spectra of the wind tunnel flow was almost similar to that of the natural wind, but was somewhat shifted to the higher frequency side. The results of the test are summerized as followings. 1) Among various kinds of vibrations, the most predominant mode of vibration was that of buffeting type. This fact well agrees with informations obtained by observations in the sites of existing tall buildings. Face-on winds produce greater responses of the mean, maximum, and R. M. S. displacements than the other direction winds do. It can be estimated that the maximum responses under the 60m/sec. wind reach remarkably large values; relative rotation ψ_<max>=5×(10)^<-3> for the building A and ψ_<max>=2×(10)^<-3> for the building B in the flexural mode. 2) Outlined features of the responses were well explained by the Davenport's eq・(6) which covers the buffeting type of vibration. 3) The Aeolian vibration, which did not appear in the turbulent flow, was observed evidently for Model A in the uniform flow at the range of the reduced wind velocity U=9. This range of the critical value has a good correspondence to the recent reports by Vickery. 4) The dynamic responses of the tall building are very susceptible to the differences of the mechanical properties and the shapes of the building. Several typical differences of the response of the two buildings are compared in Table 3.

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AN EVALUATION METHOD FOR THE EARTHQUAKE RESISTANT CAPACITY OF REINFORCED CONCRETE AND STEEL REINFORCED CONCRETE COLUMNS

MASAKAZU OZAKI, YUJI ISHIYAMA

Article type: Article
1974 Volume 219 Pages 27-38,104
Published: May 30, 1974
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.219.0_27

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EXPERIMENTAL STUDIES ON THE PLASTIC DESIGN OF HIGH-STRENGTH STEEL BEAMS

TOSHIRO SUZUKI, TETSURO ONO

Article type: Article
1974 Volume 219 Pages 39-45,105
Published: May 30, 1974
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.219.0_39

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As large-sized steel structures have been developed, high strength steels having high yield stress level have attracted special interest recently. In this situation, it is becoming to be common to apply high strength steel on the plastic design. There are, however, very few reports about high strength steel concerning with plastic design, and not enough of the necessary basic datas. The objectives of this experimental study is to explain the plastic behavior of high strength steel beams, and todetermine quantitatively the relationships between the rotation capacity and the mechanical properties of steels. The steels used in this experiments are SM-41, SM-50, HT-60, HT-80. Table-1 shows the outline of experiments. Experimental results of this study are showed in Table-2〜4 and Fig. 2〜16. From this experiment, high strength steel is seemed to be disadvantageous applying on the plastic design of steel structures. Especially, it is worth noting that HT-80 used in this experiments have few deformation capacity. While, the rotation capacity is directly influenced by the values of yield stress, strain hardening rigidity and plastic flow. Accordingly we concluded that effective factors can be represented only by the ratio of yield stress in the following manner. The rotation capacity is proportional to the square of the reciprocal ratio of yield stress in the case of equal end moment, and to the reciprocal ratio of that in the case of moment gradient.

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EFFECT OF RIGIDITY OF STRUCTURES FOR THEIR DIFFERENTIAL SETTLEMENTS : Part VI Correction of Observational Results with Level of Differential Settlements

YASUO HAGA

Article type: Article
1974 Volume 219 Pages 47-51,105
Published: May 30, 1974
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.219.0_47

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In this paper, I report a correction of the observational results using optical level of differential settlements of structures on soft clay layers. 1. Generally, differential settlements are observed on the finished surface of floors or roofs. In this case, however, it is impossible to observe the settlements which occurred at the beginning of consolidation. 2. A correcting method of observational results is proposed in this paper. 3. The results I obtained from the correcting method were in fair agreement with the recommendatory value for the limiting angle of deormation, the settlement ratio and the allowable settlement of structures which are shown in Part I.

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CONSTRUCTION OF VISUAL PERSPECTIVE TRANSFORMATION SYSTEM AND ITS APPLICATION TO VISUAL SPACE PERCEPTION (II) : 2-Dimensionalization of the &lrtri;_0 Scale and Analysis of its Projection System.

SHINICHI MURAKAMI

Article type: Article
1974 Volume 219 Pages 53-62,106
Published: May 30, 1974
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.219.0_53

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This paper consists of two experimental study. First, in Experiment IIA, adjustments of subjective parallel vertical line were carried out for the purpose of investigate about perceptual homogeneousness and aptitude of a polar coordinate system (called &lrtri; coordinate system), simply 2-dimensionaly extended with the one dimensional scale, constructed by the Auther in previous paper, on the assumption of homogeneous direction angle φ. From the results of multi-regression analyis for the data of estimated error on the adjustment, it is known that the &lrtri; coordinate system is perceptualy homogeneous and is regarded as essentialy appropriate system. Moreover, investigating the character of adjusted parallel lines that are perspecively transformed to front parallel plane, it is shown that a hyperbola which is known as Helmholtz's chess-bord is insolvable by means of a fish-eye projection regarding the spherical surface as a functional retina. Second, in Experiment IIB, adjustments of subjective rectangle were carried out. Consequently, it is shown that a problem on character of figure in perceptual dimension is directly solved in Perspective Vision as a character of similar figure in geometric dimension. This fact shows that the hypothesis of the Perspective Vision has a clear meaning in visual space perception, and on the other hand, proving the &lrtri; coordinate system is a sufficient approximation for the representation of Perspective Vision. Further, it is suggested that some anisotropy for the &lrtri; coordinate system and some visual constancy for judging the parallelness should be latently existed.

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STUDY ON THE SPACE OF HOUSING LIFE FOR THE DISABLED : Position and Direction of This Study

MASAKI KATAOKA

Article type: Article
1974 Volume 219 Pages 63-71,106
Published: May 30, 1974
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.219.0_63

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This report is an introduction of the study on the housing life space for the disabled. In this papers, the hard life construction of the disabled is explained on the basis of their actual conditions and welfare policies. The hard life of the disabled or their house-holds are appeared as degeneracy of their body functions and health condition, destruction of their household economies and increasing needs of the cares for them. These three faces are related to each other. Necessary condition of housing space for the disabled in their hard life are; 1. making their health condition not to be lowerand to be able to convalesce at their home 2. being advantage for security of their family incomes 3. making their self-reliance to prompte and easy to care for the disabled in daily life, and those contents are studies. Besides, it is referred to subjects that we should research to realy those necessary conditions in today's housing situation. Then it is indicated that the usual planning way of the public facilities is based on the needs of the unspecific masses. At last, in order to realy the results of these studies, it is insisted the doctorine that we should secure the adaptable living space for the disabled.

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RATIONALIZATION OF COST ESTIMATION IN THE COST PLANNING STAGES OF A TELEPHONE OFFICE : Part 4 Systimatization

HIROSI NISIZAWA

Article type: Article
1974 Volume 219 Pages 73-80,107
Published: May 30, 1974
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.219.0_73

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First, the telephone office building design process was standardized and located using these methods, -"In-place-cost estimating method" and multiple regression analysis method-to correspond to the standardized phase, and a attempt was made to lay down a concrete cost planning procedure. Besides, "first class cost for a guide" was studied in this procedure. Second, the "In-place cost estimating method was illustrated and dealt with in part-1 by new data. Also, the "estimating of whole building cost" was reviewed again theoretically from an actual use stand-point and its practical use was attempted.

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ON THE BALANCE OF THE BAYS OF FIVE AND THREE STORIED PAGODAS : A Restorative Study of Module System in the Ancient Japanese Architecture No.3

KUNINOBU ISHII

Article type: Article
1974 Volume 219 Pages 81-89,107
Published: May 30, 1974
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.219.0_81

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In my previous paper, I classified about twenty Buddhist architecture to have been built as the eighth century in Japan into some types according to the relation of the inside or outer measurement near the column or the daito (capital) between the longer bay and the shorter bay. Then I have supposed the ancient module measurement is not far from a radius of column or one half of the length of daito in each architecture. So, I tried to formulate the relation (ICO type-division) on the above mentioned supposition. In this paper, I tried to calculate with the expression as to the distribution of bays of the five and three storied pagodas in ancient Japan, the Horyuji-Gojuto, the Hokkiji-Sanjuto, the Horinji-Sanjuto (by the document), the Toto (East pagoda) and the Saito (West pagoda) of the Taimadera-Temple, the Kairyuoji-Gojuto, Muroji-Gojuto, and the Daigoji-Gojuto. As the result of the research, the distribution of bays of each pagodas are composed of the multiple of the approximate measurement to the radius of column or one half of the length of daito in each of them, and at the first story, they are classified into four groups, 7+10+7, 6+8+6, 8+10+8, and 7+8+7, and the balance of the longer bay and the shorter bay is 1, 2, or 3 multiple of which I suppose the module or unit measurement.

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ON THE REPAIRS OF HEIAN-DAIRI IN THE EARLY HEIAN PERIOD (II)

WATARU SUZUKI

Article type: Article
1974 Volume 219 Pages 91-99,107
Published: May 30, 1974
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.219.0_91

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The aim of this paper is to show whether Shishinden of Heian-Dairi, built in 794, had kept most of the original structures without going through any substantial remodeling until the first fire in 960, by the re-examination of records related to the repairs of Heian-Dairi from 794 to 960. In this paper, Part II, the records of repairs of Heian-Dairi which were undergone after 876 are examined. The results obtained from this study are as follows. 1. Heian-Dairi underwent repairs in 816, 832, and 842. Each repairs extended over several months. 2. There is a good possibility that large-scale repairs of Heian-Dairi were undergone from 863 to 65, including the reconstruction of Seiryoden and Jijuden. 3. The interior of Shishinden might be furnished at the end of the 9th century. 4. The following are chief records from the end of the 9th century to 960 related to the repairs of Heian-Dairi : the destruction of Shigeisha in 915, the repairs of Seiryoden in 931, the repairs of Ryokiden and Unmeiden in 938, the destruction of Kokiden in 944, the reconstruction of Seiryoden in 948. Those repairs or reconstruction seem to have been limited to the respective buildings only, and they have not been extended to all over the Heian-Dairi. From the facts mentioned above, studies on the architecture of the Heian-Dairi in the early period require consideration from at least two distinct periods-before and after 865.

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[title in Japanese]

[in Japanese]

Article type: Article
1974 Volume 219 Pages 101-
Published: May 30, 1974
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.219.0_101

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[title in Japanese]

[in Japanese], [in Japanese], [in Japanese]

Article type: Article
1974 Volume 219 Pages 102-
Published: May 30, 1974
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.219.0_102

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