Transactions of the Architectural Institute of Japan

[title in Japanese]

Article type: Cover
1957 Volume 56 Pages Cover1-
Published: June 25, 1957
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.56.0_Cover1

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[title in Japanese]

Article type: Index
1957 Volume 56 Pages Toc1-
Published: June 25, 1957
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.56.0_Toc1

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[title in Japanese]

Article type: Index
1957 Volume 56 Pages Toc2-
Published: June 25, 1957
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.56.0_Toc2

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(1) VARIATION OF STRENGTH AND ELASTICITY OF CONCRETE UNDER HIGH TEMPERATURE : Part 3: Natural Recovery of Strength and Elasticity

Tamotsu Harada

Article type: Article
1957 Volume 56 Pages 1-7
Published: June 25, 1957
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.56.0_1

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This paper is reports the physical properties of the concrete under higher temperature 100℃ to 1000℃, mainly on the reduction in strength and change of elasticity with the rising of temperatures. (A) The reduction in strength with the rising of heating temperature is comparatively slight. (B) The reduction in elasticity is remarkable. (C) The concrete heated to over 500℃ is difficult to use again. (D) For the concrete heated bellow 500℃, natural recovery of strength and elasticity are remarkable. Thus, if we settle the covering of fire prevention around the main steel bars in the section of members to keep bellow 500℃, it may be regarded that the reduction in durability of the concrete, composed the interior members, is to be comparatively slight. Moreover, it recovers the strength in nature as time goes by, and it is probable to use again. Considering the flow of steel at high temperatures, however, it is preferable that the temperature as a basis of calculation of the covering of fire prevention is 400℃ at the main steel bars.

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(2) A STUDY ON MATERIAL EXECUTION OF STEEL STRUCTURE ENCASED IN REINFORCED CRUSHED STONE CONCRETE : Quality of Shape of Crushed Stone and Adjustment on Mixing Proportion of Crushed Stone Concrete Based on Gravel Concrete

Hisaji Oshima

Article type: Article
1957 Volume 56 Pages 8-14
Published: June 25, 1957
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.56.0_8

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In this report the results of experimental studies are shown with respect to the rough discriminations on quality of shape of crushed stone as coarse aggregate used in steel structure encased in reinforced concrete and adjustments on mixing proportion of AE crushed stone concrete based on that of AE gravel concrete. The outlines of results are shown in the following: (1) As the rough discriminations on qualities of shape of crushed stone, we are studied in the following methods: (a) A method of surface area ratio (b) A method of sieve analysis (c) A method of direct observation, which consists of comparing given crushed stone with photographic samples of coarse aggregates having preknown surface factors (surface factor is (surface area of crushed stone)/(surface area of gravel) per unit weight). (2) Relations between qualities of shape of crushed stone and means of crushing, and these relations depend on compressive strength of stone especially. (3) Adjusting factors used for the perpose of determining for mixing proportion of AE crushed stone concrete based on that of AE gravel concrete. (4) In Japan, Hamada's formula being generally used to the relations between compressive strength (28 days) and c/w of non-AE gravel concrete, is not so inconvinient in practical use for AE crushed stone concrete.

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(3) ON THE RELATION BETWEEN THE COMPRESSIVE STRENGTH AND THE IMPULSIVE TONE OF CONCRETE

Hirohiko Yoshida, Hideo Kawakami

Article type: Article
1957 Volume 56 Pages 15-21
Published: June 25, 1957
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.56.0_15

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This paper is presented an experimental investigation of the relation between the concrete strength and the impulsive tone, which is produced when a concrete specimen is struck by a steel ball. It is intended that our study may contribute to the non-destructive testing of concrete strength. The test procedure is as follows: A specimen, 4×4×16cm, is suspended from a frame by a hinge with two pointed nails. And a steel ball, 40mmφ, is also hooked on a tip of a wooden arm which can be swung down from a certain height so as to make the ball to strike the specimen. The impulsive tone thus produced is received by a microphone and sent to a cathode-ray oscilloscope through an amplifier. The tone wave is recorded by a camera unit and the tone frequency is measured by a beat frequency oscillator. Among the several factors of tone special attension was paid to its frequency and its rate of damping. A total of over 1,000 specimens have been tested in order to compare the various results. These include i) cement-paste specimens, ii) cement-mortar specimens, and iii) concrete specimens which have each three kinds of water cement ratio. And each of the six kinds, of (ii) and (iii) specimens have three aggregate mixing proportions with different water cement ratios. The age of specimens covered from one day to 40 weeks. Immediately after the measuring of impulsive tone, each specimen was put to compression test. The summary of the results and conclusions is as follows: 1) A certain functional relation is observed to exist between the compressive strength and the frequency of the impulsive tone. 2) Generally, stronger specimens show higher frequency tone. 3) The relation mentioned in (2) depends largely upon the aggregate mixing proportion as well as water cement ratio. 4) At a given frequency, cement-paste specimens are stronger than mortar, and mortar than concrete. 5) When water cement ratio is defined, specimens having much aggregate show low compressive strength at the same frequency. 6) When aggregate mixing is defined, the decrease of water cement ratio in specimens results in lower compressive strength at the same frequency. 7) Formulas are representing these relations for concrete and cement-paste groups. for the group of concrete specimens [numerical formula] for the group of cement-paste specimens [numerical formula] F_c・・・compressive strength (kg/cm^2) f・・・frequency of tone 8) As for the rate of damping of tones, no clue relating to the strength of specimens are obtained, sofar as our present experiment is concerned.

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(4) DATA CONCERNING ARCHITECTURAL LOAD (Part 6) : Physical Strength, A

Kiyoo Matsushita, Masanori Izumi

Article type: Article
1957 Volume 56 Pages 22-29
Published: June 25, 1957
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.56.0_22

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We have often heard the partial destruction of structures caused by the crowd and many of the crowd are killed and wounded. It is necessity to measure of men's power and its nature and to take up as one of the loads to structure. For design of fixtures and furnitures, the same is necessity. In this report we are measured a individual man's power put on a wall in various ways. Most remarkable result in this experiment is that the power of man confining between walls; it is amount to 274kg per a single person.

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(5) AN INVESTIGATION OF COMPOSITE STRUCTURE

Shuzo Takata

Article type: Article
1957 Volume 56 Pages 30-38
Published: June 25, 1957
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.56.0_30

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In the preceding paper which was reported in Transaction of A.I.J. No. 55, Feb. 1957, the author showed conclusively that the final failures of composite beams ware seriously affected by the capacity of inner steel beams. In these tests, beams which had held rich steel beams compared with the volume of concrete were used. Experimental and analytical studies reported in this paper have been shown in the case of beams having poor steel beams. These were small model tests. Both series A with 6 simple beams having steel beams and reinforcing bars and series B including 12 restrained beams failed in shear. The studies have shown conclusively: (1) The maximum loads of beams with poor steel beams and the deformation for the maximum loads were both similar to those of equivalent reinforced concrete beams. (2) In respect of the expression of the ultimate strengths for such beams as in preceding paper which failures had been accompanied with large deformation and serious damage of "web concrete" the author analysed again. Hereby, it was shown that the expression might be appricable for the load carrying capacity of beams with poor steel beams which raised large deformation after maximum loads and formation of serious cracks of "web concrete". (3) It was found that the final tenacity of beams, that is say, the energy absorbed at the collapse of structural members must be affected by the inner steel beams. Therefore, if the rich steel members were used, the composite structure might be most appropriate for earthquake proofing construction of high buildings.

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(6) EXPERIMENTAL STUDY ON COMPOSITE STRUCTURE : Part 5: Test on Columns Subject to Axial Force and Shear

Yoshikatsu Tsuboi, Minoru Wakabayashi, Yasuyoshi Suenaga

Article type: Article
1957 Volume 56 Pages 39-47
Published: June 25, 1957
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.56.0_39

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There have been very few tests on columns with ordinary reinforced concrete sections subjected to axial force and shear action at the same time. No tests at all have been reported on composite sections. In Japan however, we have had many actual cases where columns were subjected to large shear forces due to seismic forces and some of them have been destroyed by the shear. In this investigation the test on Series I is to find the kind of eccentric compression resistance which will be obtained in the case where bending moment changes along the member axis, and in order to find the shearing resistance of columns the test on Series II was held to check the effect of each parameter which governs the shear resistance by changing the parameters independently. In Series I we took the same sections and eccentricity as used under Part 1 to compare with the case where bending moment is constant. Half of the specimens were repeatedly loaded statically. In Series II we changed individually each parameter which governs the resistance. Series I has shown 3 kinds of failure behavior as shown in Fig. 6. (a) shows that the bottom part was crushed by the eccentric compression. (b) shows that the failure was caused by the diagonal tension and the cracks run along the principal stress line. (c) was limited to the specimen of the composite section and it seems that the concrete part was subjected to the punching shear with the slide of the steel. The cracks in Series II were caused by the failure due to the diagonal tension as shown in Fig. 8. Computing the resisting strength in case where the bottom part is subject to eccentric compression failure in Series I by the ultimate strength equation of Part 1, we find that the theoretical values almost coincide with the experimental values. The relations between the elements and shearing strength (3) are shown in Fig. 12〜17. Considering that the effect of the tie plate is about half the effect of hoop, the relation between the amount of shear reinforcement and τ is as shown in Fig. 13. It can be seen that τ becomes larger as the column length becomes shorter.

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(7) EXPERIMENTAL STUDY OF SHAPE CONSTANCY ON ARCHITECTURE : Part 3: The Case in Vertical Square Figures

Masami Kuroda

Article type: Article
1957 Volume 56 Pages 48-56
Published: June 25, 1957
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.56.0_48

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A vertical square figure (2.5m×2.5m) is observed through the following various manner: 1. The square is observed straightly at the bottom while subject is moving. 2. The square is observed straightly at a side, at the bottom and at the bottom while subject is lying on his side. 3. The square is observed obliquely at a side. Drawing method and selection method were executed. Result for 1; critical distortion point is 4m. Result for 2 and 3; i. Perceptive image is little influenced by the figure's upside-down and subject's posture. ii. Generally the degree of constancy is slight as the observation distance is larger and the observation point's deflection angle is smaller. iii. Perceptive image is nearly the same as when fixation points exist. Result for 4; i. Perceptive image converges to horizontal direction, but there is little convergence to vertical direction, that is, perceptive images differ from figure's upside-down. ii. Perceptive image through drawing method is larger in height and smaller in bredth than through selection method. iii. Perceptive image is indifferent to there are fixation point.

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(8) PERIODIC VARIATION OF OUTDOOR TEMPERATURE AND SOLAR RADIATION : Cooling Load, IV

Takashi Hirayama, Heizo Saito, Koyo Maekawa

Article type: Article
1957 Volume 56 Pages 57-63
Published: June 25, 1957
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.56.0_57

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Solar radiation is one of the very important factors which controls indoor air conditions of buildings, but it has not been researched fully in detail. In this paper, we are compared several past studies on its direct and sky radiation and their incident amounts to horizontal and normal planes. We found it is necessary to supplement and correct these studies by more precise experiments or inquiries. Secondly, we showed an examples of calculation by means of harmonic analysis to evaluate how many effects on the indoor air conditions the solar radiation has, through ferro-concrete wall and glass window. The results obtained are: on the horizontal and eastern or western planes, the heat inflow by solar radiation is respectively about four times and twice larger than that by mere outdoor temperature; and in case of glass window the influence of solar radiation is very much evident than the concrete wall. In addition, easier and more unerring method for the harmonic analysis is explained.

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(9) VENTILATING-POWER-CURVES OF VENTILATORS

Mitio Miura

Article type: Article
1957 Volume 56 Pages 64-72
Published: June 25, 1957
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.56.0_64

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Ordinarily, the ventilating-power of ventilators has been investigated only for the horizontal winds, but the wind does not always blow in this direction only but blows in all directions. Accordingly, it is desired to test the ventilator for winds of all directions, for otherwise we can not judge rightly the capacities of the ventilator. When we take the origin point 0 in the centre of a ventilator and draw a short line pararell to the wind blowing to the ventilator, taking the length of the line proportionally to the ventilating power of the ventilator, the length of the short line will give the ventilating power of the ventilator for that wind direction. If we draw such lines for the winds of all directions, the outer ends of the short lines will form a closed solid surface. This is the ventilating-power-solid of the ventilator. This power-solid has a special form and size for each ventilator, and represents the whole phase of its ventilating power. But because it is difficult either to show in drawing the power-solid or to measure it, we will cut this solid by the planes XY, XZ and YZ, passing the origin 0 and perpendicular to one another, and show the circumference curves of the sections. These are the ventilating-power-curves of the ventilator. If we draw a number of concentric circles about the origin 0 as the centre, by these as scales we can read directly the ventilating power for any arbitrary direction of the wind. By the ventilating-power-curves we can understand clearly the capacity of a ventilator, and we can judge distinctly the relative power of the ventilators. This report concerns the ventilating-power-curves of nine ventilators on the market, eight standard types of the ventilator and eighteen various trial manufactures-thirty-five samples all-that were tested. In the test, the wind velocity of 2m/sec was used, and the curves were drawn of the velocities of the air current through the duct prepared for this examination. Therefore, these curves show not the actual ventilating power but its relative magnitude, and will be sufficient for comparing the capacities of the ventilators. From the curves given in this report, we know that no ventilator on the market has satisfactory ventilating qualities, while we notice many good qualities in the standard types, especially in H-type. The trial manufactures were prepared by studying the standard types and by combining their strong points, and among them are some samples of very good ventilating capacity. Above all, sample No. 36, a combination of two H-types on the same level at right angles to each other, shows nearly an ideal shape and size of the ventilating-power-curve.

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(10) A PRIMARY SCHOOL ATTENDANCE AREA AS A RESIDENTIAL PLANNING UNIT

Kichiemon Kawana

Article type: Article
1957 Volume 56 Pages 73-80
Published: June 25, 1957
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.56.0_73

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The size of a neighbourhood is governed by the followings: 1. The area required for all its land use components. 2. The population required to support necessary community facilities. 3. The accessibility of such facilities. It is assumed, however, that the necessary community facilities can be served by a primary school. And so, there is a general agreement that the minimum planning unit is the neighbourhood, and that for planning purposes the extent of the neighbourhood will be determined by the attendance area of a primary school. In this report the author reserched the existing attendance areas of primary school in urban areas, and studied the problems in improvement of the attendance area to the neighbourhood unit according to its charactors.

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(11) FARM HOUSE STRUCTURE ALONG THE COAST OF THE SETO INLAND SEA : Kagawa and Ehime Prefecture

Yasuhiko Shibuya

Article type: Article
1957 Volume 56 Pages 81-86
Published: June 25, 1957
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.56.0_81

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This paper is reported Japanese straw-roofed farm houses, which had been never studied before, at the field of structure. The area from Uwajima City to Shiratori Town along the coast of the Seto Inland Sea is treated, and the purpose of the study is to compare the result with plane and regional character of the area. There are six kinds of principal rafter combination and purlin and common rafter combinations in structure of roof truss. As of the structure of principal truss, it is made clear the Daikokubashira (main pillar) has been used and there have been six kinds of beam structure. At the wall structure, closed ones which are rare in Japan are founded. These structure have a regional and specific features and it also exactly suite to the climate of the area. Not only the farm house structure, in a small area along the Seto Inland Sea, has been made clear by this study, but also the relation between Tateana Jukyo and Koshyo Jukyo, which is thought to have been the origin of Japanese house group, and farm houses are defined in the same reason. It is the main problem in the history of farm house construction whether or not the origin of Seikei Yomadori (plastic four rooms) with two Daikoku-bashira (main pillar) in Kagawa Prefecture, has been Tateana Jukyo (pit Dwelling) in Tsuyama City, and Kuichigai Yomadori (crossed four rooms) in Ehime Prefecture has been Taisha-zukuri (grand shrine construction which resembles Kosho-Zukuri). The beautiful appearance of the old farm houses along the coast of the Seto Inland Sea makes us refreshing to our heart as the pure remains left by our ancestors, with the beautiful landscape.

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(12) AN IMPERIAL BRANCH PALACE AND A MANOR HOUSE AT FUSHIMI

Mitsugu Kawakami

Article type: Article
1957 Volume 56 Pages 87-95
Published: June 25, 1957
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.56.0_87

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Fushimi, at south-eastward in Kyoto, are known as a site of scenic beauty from old ages. There were the beggining villa, that were built by "Toshitsuna Tachibana" a member of nobles, and his manors. After its villa has burnt up at 1093 year, his family presented to Imperial-House its site and manors. Ex-emperor "Go-shirakawa" has built an Imperial branch palace at the above site in 1167 year, and this palace burnt at 1277 year. But, in next year, the palace was rebuilt as it was before by Ex-emperor "Go-Fukakusa". To-day, we can see the plans of the buildings "Kutaido" (a buddhist chapel) and "Ko-gosho" (a subcelemonial building) within this palace only by the doccuments. In this study, I show the both pains for the first time. After the above palace burnt up in 1401 year, a member of Imperial Families "Fushimi-do-no" lived beside the site of the fomer palace, because he posseced this site and manor. Now, I trace his dwelling house and life, which owe to his diary. Its house show an example of manor-house in Middle Age of Japan.

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(13) "KAMANOKUCHI-ZA" AND "BODAISAN-ZA" : A Study on Carpenter's monopoly for Building Construction in the middle Age of Japan

Naomi Okawa

Article type: Article
1957 Volume 56 Pages 96-102
Published: June 25, 1957
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.56.0_96

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In the middle-age of Japan, many carpenters belonged to temples and they organized guilds called "Za" under the authority of temples. "Za" continued to exist from the early part of 13th c. to the end of 16th c. They succeeded to "Daiku" or the master of carpenter in order of age and experience. The temples were constructed by each "Za" exclusively. On the other hand, the construction of residences of priest-aristocracy was engrossed by "Daiku" himself and its right was succeeded by his heir. This paper treats of the monopoly for building construction of "Daiku" in Nara in 15th century and is based on the historical records of Kamanokuchi-za and Bodaisan-za which are guilds belonged to Chogakuji temple and Shoryakuji temple respectively.

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[title in Japanese]

Article type: Bibliography
1957 Volume 56 Pages A1-A6
Published: June 25, 1957
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.56.0_A1

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