Transactions of the Architectural Institute of Japan

[title in Japanese]

Article type: Cover
1975 Volume 231 Pages Cover1-
Published: May 30, 1975
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.231.0_Cover1

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[title in Japanese]

Article type: Cover
1975 Volume 231 Pages Cover2-
Published: May 30, 1975
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.231.0_Cover2

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[title in Japanese]

Article type: Index
1975 Volume 231 Pages Toc1-
Published: May 30, 1975
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.231.0_Toc1

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[title in Japanese]

Article type: Appendix
1975 Volume 231 Pages App1-
Published: May 30, 1975
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.231.0_App1

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EFFECT OF COARSE AGGREGATE ON FRACTURE OF CONCRETE : Part 2 : Study on Microscopic Obserbation

YOSHIO KOSAKA, YASUO TANIGAWA

Article type: Article
1975 Volume 231 Pages 1-11,95
Published: May 30, 1975
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.231.0_1

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The purpose of this investigation is to examine the effect of coarse aggregate on the fracture process of concrete, by means of the observation of progressive microcracking in concrete specimens. Two kinds of coarse aggregates, Kiso river gravel and artificial lightweight aggregate, were used to examine the effect of material properties of aggregate. The observation of microcracking was carried out by the microphotograph. Brief of the results of this investigation was as follows : 1) Bond crack between coarse aggregate and mortar matrix caused the beginning of structural change of concrete, regardless of the kinds of aggregate and the compressive strength of concrete specimen. 2) For the river gravel concrete, the order of failure process was as follows : (1) beginning of bond crack, (2) appearance of longitudinal tensile crack in mortar matrix, and (3) local compressive failure of mortar matrix at the vicinity of coarse aggregate. 3) The order of failure process of lightweight aggregate concrete varied with the compressive strength of concrete specimen. The order of failure process of low compressive strength concrete was the same to the river gravel concrete, but the order of high compressive strength concrete was as follows : (1) beginning of bond crack, (2) simultaneous appearance and growth of tensile crack in mortar matrix and in coarse aggregate, (3) compressive failure of coarse aggregate and (4) compressive failure of mortar matrix.

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ASSESSMENT OF LOAD FACTORS BY MEANS OF STRUCTURAL RELIABILITY THEORY

MASAMI HANAI

Article type: Article
1975 Volume 231 Pages 13-20,95
Published: May 30, 1975
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.231.0_13

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ON STATIONARY RANDOM RESPONSE OF THE MULTI-MASS BUILDING STRUCTURE IN THE HYSTERETIC PLASTIC DEFORMATION REGION

TAKUJI KOBORI, RYOICHIRO MINAI, KOICHIRO ASANO

Article type: Article
1975 Volume 231 Pages 21-29,96
Published: May 30, 1975
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.231.0_21

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In the previous paper, response characteristics of the hysteretic single-degree-of-freedom system to white and non-white inputs were examined, choosing such important parameters from aseismic design point of view as the rigidity ratio of hysteretic characteristics, viscous damping independently given with hysteretic damping to the system and the shape of the non-white noise spectrum, by the new analytical technique which is base on the Fokker-Planck equation and the characteristic function. In this paper, the method to estimate random response of the hysteretic multi-degree-of-freedom system is developed by extending and making use of this new analytical technique. As a brief example of this method, 2nd-degree-of-freedom systems are analyzed to obtain general random response characteristics of the hysteretic system for the following parameters : (1) the level of white noise inputs power spectral density, (2) the mass ratio of the 2nd to the 1st story and (3) the rigidity ratio of the 2nd and the 1st story.

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VIBRATION ANALYSIS OF A SISTEM HAVING NONLINEAR DAMPING

KYOKO KANAZAWA, SHIGEYA KAWAMATA

Article type: Article
1975 Volume 231 Pages 31-38,96
Published: May 30, 1975
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.231.0_31

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Vibration of a system of one degree of freedom with damping proportional to the n-th power, mainly to the second, of the velocity is investigated. Unified asymptotic method is applied to the free vibration, and equivalent viscous damping method to the steady forced vibration under harmonic exitation. The results of unified asymptotic method well agree with those of numerical methods, that are Runge-Kutta-Gill method and Newmark's β method. It is shown by the analysis that the amplitude is inversely proportional to time when the velocity square damping exists in the system. The results of equivalent viscous damping method almost agree with those of numerical methods. The differencies of the two are small when the frequency of external force is the same as the natural frequency but relatively large when it is one-third of the natural frequency. The response of the system having the velocity square damping is influenced by the value of external force. The response of a system, which has one mass, two springs and one velocity-square damping is gained by the equivalent viscous damping method and the optimum damping coefficient is dscussed. This system seems favorable to isolate vibration, by earthquakes, machines and so on.

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"Parametric Study of Elastic Buckling of Shells with Reference to Gaussian Curvature" : Buckling of Shells in Bending State (1)

YOSHIKATSU TSUBOI

Article type: Article
1975 Volume 231 Pages 39-50,96
Published: May 30, 1975
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.231.0_39

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ON THE STRENGTH AND STIFFNESS OF BEAN-TO-COLUMN CONNECTIONS IN STEEL TUBULAR COLUMNS (Part V) : Theoretical and Experimental Research on the Behavior of Steel Tubular Connections, when the Axes of Beam and Column are eccentric

TAKEKAZU TAGUCHI, AKIRA SASAGAWA, TSUGIO MINOSHIMA

Article type: Article
1975 Volume 231 Pages 51-61,97
Published: May 30, 1975
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.231.0_51

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This paper is theoretical and experimental studies on the behavior of steel tubular panel-zone in the case of eccentric connections. In this experiment two L type specimens are tested, which consist of same wideflange-beam and tubular column. One of them is eccentric at the axes of beam and column, and the other is not. Those specimens are loaded to be subjected to bending, shear and thrust in their connections, and further-more in the case of eccentric connection torsion is added. In consequence of experimental research, the local yield load of the eccentric connection decreases compared with the other. But the ultimate loads of them are nearly equal. On the theoretical study, we analyze the yield strength of connections, subjected to combined bending and torsion. And we discuss the interaction between them.

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ON LINE REAL TIME DYNAMIC TEST FOR THE BUILDING SUPPORTED ON PILES (PART 1) : About the Test Method and Restoring Force Characteristics of Pile in Cohesive Soil

TOSHIO MOCHIZUKI

Article type: Article
1975 Volume 231 Pages 63-71,97
Published: May 30, 1975
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.231.0_63

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This paper describes the method of on line real time dynamic test for the building supported on piles and the results of test on restoring force characteristics of model pile in cohesive soil. The principle of this method is coupling of digital computer and test apparatus, and using the restoring force between soil and pile from the test, the response of building is given by computer in real time. The object of this investigation is to find the seismic effect of interaction between soil-pile, and pile-building on the entire system. The results of dynamic tests on model pile in clay which are basic steps for test on entire system are summarised as follows; (1) Hysteresis curves bear some resemblance to ellipse or Jennings type (Fig. 13, Fig. 14). (2) Skelton curves are expressed by F=KX^α. Where, F : force, X : displacement, K, α : parameters, α≒0.7〜0.8 (Fig. 16). (3) Equivalent viscous damping constant he is about 0.1〜0.13. And value of he does not increase with displacement (Fig. 19). (4) It is found that the tensile resisting force of soil occures at still considerably large displacement in this test. And the largest earth pressure takes place near the ground surface (Fig. 7, Fig. 10, Fig. 11). (5) For extremely large displacement, crevice between soil and pile will develop near the ground surface, and maximum earth presser arises near the middle depth (Fig. 10, Fig. 11). (6) As to lateral distribution of earth pressure, this value of side becomes about 2〜3 times larger than it of center (Fig. 12).

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NUMERICAL STUDY ON ROOM AIR DISTRIBUTION-I : Three-Dimensional Analysis by Marker-and-Cell Method

TAKESHI NOMURA, YO MATSUO, MASAMITSU KAIZUKA, YUZO SAKAMOTO, KIYOTAKA ...

Article type: Article
1975 Volume 231 Pages 73-79,98
Published: May 30, 1975
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.231.0_73

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Air distribution of ventilated room space was analyzed by numerically solving three-dimensional Navier-Stokes equations. Marker-and-Cell (MAC) method was adopted as the finite difference analogue of N-S equations, because, especially in three-dimensional flow, the boundary conditions were easier to set than those of vorticity transport equations. After brief explanation of MAC computing procedure, a cube-shaped room model was resolved into 9×9×9 cells, putting an air inflow at the center of the ceiling surface, and an air outflow at the bottom center of one of side walls. Computations were carried out from appropriate initial conditions, reaching successfully the perfect steady solutions up to 50 of Reynolds number based on the length and the velocity of the air inflow. Some descriptions of characteristic features of computed room air distribution are given below. 1) Injected jet falls straight down, and spreads radially over the bottom surface. 2) One part of flow goes out through the air inlet. The other part turns upward through the area near the side walls to the ceiling of the room model. Stronger stream can be seen at the corners of the side walls than at the centers of them. 3) Then the air is gathered slowly toward the room center, and falls down again induced by the jet stream. 4) Whole processes of recirculation are very similar to what are observed in the experiments reported on our another paper, though the experiments have been made including turbulence in larger Reynolds numbers of 1000-8000.

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WIND OBSERVATION AT LOWER PART IN BUILT-UP AREA : EXPERIMENTAL STUDY ON AIR FLOW AROUD BUILDING (V)

TAKASHI SYODA, SHUZO MURAKAMI, KIYOSHI UEHARA

Article type: Article
1975 Volume 231 Pages 81-88,98
Published: May 30, 1975
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.231.0_81

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The wind is observed at the lower part in a built-up area. The measuring site is located at Minato-ku Tokyo, Japan. Seven anemometers are arranged at several heights, from 6m to 46m. The observation began in Aug., 1972, and will continue to May, 1976. Here the results of the survey in the first one year are described. A high rise building is under construction in the center of the measuring site. It is intended to clarify the influences of the tall building on the air flow in the streets. The main results are as follows. 1) The prevailing wind direction is NNW or SSE〜SSW at the height of 46m. As for only the strong wind, south direction is most frequent. 2) The longest time length during which the calm continues is 14hr. at Point No. 1 (z=46m), but that value becomes 170hr. at Point No. 4 (z=6m). The longest time length during which the strong wind continues is 11hr. at Point No. 1, but it is not observed at Point No. 4 that the strong wind continues for one hour. Here "calm" is defined as the conditions during which the 60-min. mean wind velocity is lower than 2m/s, and the strong wind is defined as the condition during which the 60-min. mean wind velocity exceeds 10m/s. 3) The percentage of the days on which V (24-hr. Max) exceeds 10m/s is 68% at Point No. 1, 19% at Point No. 3 (Z=4m), 26% at Point No. 4 (Z=6m) and 7% at Point No. 7 (Z=4m). 4) The distribution of the gust factor with the height, at the lower part in the built-up area, is expressed as below. <G.F.>^^^-=2.95Z^<-0.16> where 6≦Z<300.

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REPORT ON LIGHTING OF THE CEREMONIAL TEA-ROOM (2)

SADAAKI OGISO, KOHICHI SUGIMOTO

Article type: Article
1975 Volume 231 Pages 89-93,99
Published: May 30, 1975
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.231.0_89

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