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Article type: Cover
1956 Volume 53 Pages
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Published: July 30, 1956
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Article type: Index
1956 Volume 53 Pages
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Published: July 30, 1956
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Article type: Index
1956 Volume 53 Pages
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Hisaji Oshima
Article type: Article
1956 Volume 53 Pages
1-8
Published: July 30, 1956
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Recently the utilization of sea-sand has been proposed because of the shortage of proper aggregates for reinforced concrete. In the case of sea-sand used as fine aggregate for reinforced concrete, there has been a question that the salt content in sea-sand accelerates the corrosion of steel. Steel bar surrounded by alkaline concrete is seldom subject to the corrosion, but in the case wherein the salt is contained in sand the corrosive action is quickened. As a result of comparative studies on the actions above mentioned and of experimental studies on special admixtures as inhibiter, the following conclusions have been drawn; (1) the salt content in sea-sand is actually very small owing to the dilution by rainfall or others, (2) allowable limit of salt content in sea-sand is 0.01% by weight for reinforced concrete, (3) in order to obtain the sea-sand with salt content less than 0.01%, it must be brought from the shallow depth of the beach at the distance of more than 30m from the seashore line, (4) for sea-sand with salt content more than 0.01%, it is effective to wash it away with clean water and, moreover, to use sodium nitrite (NaNO_2) as admixture in concrete, (5) the effects of sodium nitrite as inhibiter have been confirmed comparatively and electro-chemi-cally by means of the measurements of natural electrode potential, (6) no inferiority has been disclosed with respect to physical properties of sea-sand concrete when compared with usual concrete in which river-sand is used.
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Yasuhiro Kameda
Article type: Article
1956 Volume 53 Pages
9-18
Published: July 30, 1956
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This paper is the continuation of Part 1 written by the same author in Transactions of A.I.J., No. 52, Oct. 1955. In the preceding paper the relations between the extent to which the sound velocity depends upon the quality of mortar and its compressive strength, and both dynamic and static modulus of elasticity, are described. Results of tests and conclusions found in this paper may be briefly summarized as follows: (1) The variations of sound velocity are observed to depend largely on the water cement ratio. However, the mixing proportion with a higher fine aggregate content results the higher velocity and the higher dynamic modulus of elasticity at the same water cement ratio, whereas the quantity of fine aggregate has no influence on the compressive strength and the static modulus of elasticity. (2) There is no definite relation between the size of fine aggregate, the sound velocity, both dynamic and static modulus of elasticity, and the compressive strength. (3) When the amount of entrained air agent is increased under constant absolute volume of total water and air void, it has been found that the amount of air void has no appreciable effect on the sound velocity, whereas the compressive strength of water-cured specimens increases with increasing amount of air void.
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Yoshimi Kondo
Article type: Article
1956 Volume 53 Pages
19-26
Published: July 30, 1956
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In building works, the premature cracks of concrete are often observed soon after the concrete has been placed. The cause of crack occurrence of this nature, however, has not yet exactly known. The author has been studying the field data on extraordinary phenomena during concrete setting, including the false set. In the course of study, the author has noticed that some of factors underlying the phenomena of premature cracks may be same as those for the extraordinary sets of concrete, that is, contrary to the wide-spread concept that the cause of premature crack has the direct relation to the fineness of cement or the rapid desiccation, this phenomenon is caused by the slight tendency of the cement itself to make false setting. In the present paper the correlation between above two phenomena is discussed based on field data and, then, experimental results are presented on the nature of initial setting and the initial rate of shrinkage of the cements.
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Kazuo Sasama
Article type: Article
1956 Volume 53 Pages
27-31
Published: July 30, 1956
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A scheduled progress curve should be smooth without any unevenness, and the amount of work in the middle of construction period should be more than that in the earlier or later period. The curve showing labours for the construction of 4-story reinforced concrete building with the total area of 4000m^2 is in general as shown in Fig. 2 by the solid line, whereas it is desirable that the curve takes a form as shown by dotted line. If the period of construction could be shortened, for instance, by 5 days in concrete work, by 10 days in carpenter work and by 10 days in plastering work, the curve would be moved towards the desired form shown in Fig. 4. The amount of work will be further improved if the minimum amount of materials required by the labours is added, and the scheduled progress curve will approach the ideal form.
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Takuji Kobori, Kiyoshi Kaneta
Article type: Article
1956 Volume 53 Pages
32-35
Published: July 30, 1956
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Since the writers have found some imperfections in their previous paper of the same title, appropriate complements and correction of the errors are given in this paper.
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Takeshi Okamoto, Naoto Ichikawa
Article type: Article
1956 Volume 53 Pages
36-41
Published: July 30, 1956
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A general formula is given for stresses and displacements in an infinitely long cylinder subjected to a pair of radially acting line-loads equal in amount and opposite in direction. Zerna's equations in the form of Fourier series developed along the circumferential direction have been employed for obtaining the above formula. Certain correlations have been found in this case between four characteristic values and, by using: those correlations, the general formula can be simplified. Numerical example is shown for the radial displacements occurring under concentrated loads.
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Shizuo Ban, Kiyoshi Okada, Hiroshi Muguruma
Article type: Article
1956 Volume 53 Pages
42-49
Published: July 30, 1956
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With the aim to study the flexural behaviour and ultimate strength of post-tensioned prestressed. concrete beams, statical tests were performed on 12 rectangular prestressed concrete beam using 1-φ24mm steel in bar form. The objective of study was to provide direct and quantitative comparisons of the flexural behaviour and strength of beams with four types of tension reinforcement: (1) 1-φ24mm post-tensioned grouted steel bar with the prestress of 20 ton, 25 ton and 30 ton, respectively, (2) 1-φ24mm post-tensioned. grouted steel bar tensioned up to 25 ton, with additional 2-φ12mm or 3-φ12mm deformed bars, (3) 1-φ24mm post-tensioned nongrouted steel bar tensioned up to 25 ton, with additional 2-φ12mm or 3-φ12mm deformed bars, (4) 1-φ24mm post-tensioned grouted steel bars connected by a coupler. The characteristics of these types of beams were compared as to cracking load, load-deflection, relationship, deflection recovery, ultimate deflection, flexural rigidity and ultimate flexural strength. Following results were obtained from test data. (1) Initial cracking load was increased with the increase of effective prestress transferred, regardless of effects of non-stressed deformed bars, bonded or unbonded prestressed steel bar and bonded steel bar with a coupler. (2) Adding the non-stressed deformed bars to the unbonded beams, the flexural rigidity after cracking approached to those of bonded beams. (3) All of the test beams, bonded or unbonded, showed about 90 percent recovery of deflections even after the beams had been loaded to approximately 95 percent of the ultimate load, (4) Referring to the midspan deflection at failure load, the definite differences were not found among four types of beams, bonded or unbonded and with or without additional deformed bars. (5) The beams without additional bars showed nearly same ultimate strengths, which were 30-50 percent lower than those of bonded or unbonded beams with additional bars. Also, obvious differences in strength between the bonded and unbonded beams with additional bars were not recognized. (6) The use of bonded steel bars with a coupler gave no injurious effects on the flexural behaviour and also on the ultimate strength of beams.
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Sukenobu Tani, Sakichi Ogishi
Article type: Article
1956 Volume 53 Pages
50-55
Published: July 30, 1956
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A series of model tests has been made to compare the effects of continuous and dispersed arrangement of bracings in a rectangular frame with rigid connections. The conclusions is that, from the view-point of stiffness of whole structure, the dispersed arrangement is more preferable than the continuous one.
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Takekazu Taguchi
Article type: Article
1956 Volume 53 Pages
56-61
Published: July 30, 1956
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In this paper the results of experimental studies with respect to deformation of the base plate itself which was specified in Report 1 are mainly shown. In those experiments welded and riveted specimens were used as reported in the preceding report; one of each was given simple bending and the other was acted upon by eccentric loading. Two columns were connected to each other on the back surface of each base plate with four finished bolts which represented the anchor bolts. The results of experiments are shown in the following: 1) The rotation of column anchorage including the deformation between the column and its base plate and the deformation of both the base plate itself and the connecting bolts, showed an almost equal tendency in both cases of the simple bending and eccentric loading. 2) The difference of deformation was remarkably influenced by the difference of moment under the equal axial forces. 3) In the case of simple bending, the deformation of riveted base plate was about two times that of welded specimens, but in the case of eccentric loading, the former was greater than the latter by 20%. 4) The deformation of base plate itself was almost inversely proportional to its flexural rigidity.
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Seiji Tsujii
Article type: Article
1956 Volume 53 Pages
62-68
Published: July 30, 1956
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The design formula now used for wooden built-up beams are almost empirical one and, therefore, in applying these formula the form and the construction of beams are considerably limited. In this paper the theoretical formula for the rigidity and the strength of built-up beams are obtained, which consist of two or more parallel chords connected by several connectors (dowers, bolts, nails with or without wooden blocks, or blocks glued together). For the sake of theoretical treatment the beam is substituted by a frame consisting of main chord members and several connecting members perpendicular to the chords, all joints being rigid. The effective rigidity coefficient k of the connecting members is assumed according to the construction and the form of the connectors, and the method of computing k-values is developed. The deformation and the stresses of the beam are computed in consideration of the fact that they are due to both the flexure of each member, and the deformation of main chord members. The rigidity of the built-up beams is shown by the effective flexural rigidity (EJ)_e, and the formula for the ratio ζ=(EJ)_e/Σ(EJ_1) are given. (EJ_1 means the rigidity of each chord member.) The maximum allowable load of the beam depends upon the strength of the connecting parts or the strength of the main chord itself. The formula for the stresses of each part under any load are given. Using the upper formula the specification of A.I.J. are examined and the limit of application of this specification is discussed.
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Kazuo Goto, Osamu Onosawa, Yoya Koyama, Toshio Tukise
Article type: Article
1956 Volume 53 Pages
69-73
Published: July 30, 1956
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Any wooden joint shows under compressive stress more or less deformation at its contact plane however tightly it may be jointed. This is evidently due to the fact that the plane of contact is not perfectly flat and, therefore, stresses are concentrated at the hard points of annual ring, which sink into the soft fibers in the opposite plane. The present researches have been done to clarify the behavior of these butt joints, using specimens of Japanese cryptomeria with the size of 10.5×10.5cm. The conclusions obtained are: a) The total deformation at the contact plane of butt joints and skew notches are about 0.55mm under the allowable compressive stresses regardless of the angle of inclination of the contact plane. b) When the wooden specimen is compressed between steel plates, its elastic limit is slightly less than that of the specimen compressed between wooden blocks.
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Takashi Hirayama, Heizo Saito, Koyo Maekawa
Article type: Article
1956 Volume 53 Pages
74-79
Published: July 30, 1956
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Among many outdoor conditions which are the basis for studying the air conditions in occupied rooms, outdoor air temperature and solar radiation are very important factors for estimating air conditioning load. We, at first, investigated their states of periodic variations at Tokyo, Osaka and Sapporo by the statistical treatment of many data obtained from meteorological observatories during 40 years. Generally, the estimation of heating and cooling load has been made with the assumption of the steady state of outdoor air so far, but such method of calculation is too rough to estimate the cooling load. We used the result of the analysis of meteorological factors above mentioned and tried to get the precise solution of the cooling load based on the periodic variation of air temperature. Then, we found that the precise solution has less errors than the other method which was derived from the assumption of the steady state. Since the calculations of precise solution are very complicated, some simplification by means of adequate diagrams may be required.
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Takashi Shoda, Shigeru Gotoh
Article type: Article
1956 Volume 53 Pages
80-87
Published: July 30, 1956
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The wind pressure on exterior wall or roof surfaces varies with the extent of exposure of buildings. In this paper the results of model experiments concerning exposure in the case of built-up areas are described. The wind profiles and the static pressure on the surfaces of walls and roofs were measured, in both cases of the basic site layouts and of the special site layouts. It has been made clear that (1) the characteristics of ventilation of upstream first to third lines in the built-up area are entirely different from those for the middle of the built-up area, (2) as for the basic site layouts the shape of wind profiles has a certain relationship to the shape factors of the site layouts, (3) the rate of ventilation of buildings depends on the ratio of the building area to the site area, K, (4) in the case of the layouts which consist of groups of the buildings of different heights, special consideration is necessary for the low buildings between or near the high buildings.
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Hiroshi Kimura
Article type: Article
1956 Volume 53 Pages
88-94
Published: July 30, 1956
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The author has published a series of reports (1) to (6) showing results of his investigations of the air conditions of auditorium. Those investigations have been limited to one day's survey with respect to each auditorium by the request in the side of owners of the buildings. According to that reason the various unfavorable factors has come into the problem and confused the data. In this time the author has selected only one auditorium to make the conditions simple, such as occupants, ventilations and heatings, etc. Under those conditions the measurements have been done repeatedly through 4 days. As the result of this investigation some important conclusions have been obtained; for instance, with respect to the treatment of air conditions in auditorium and the air pollution by outside aerosol.
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Masao Taguchi
Article type: Article
1956 Volume 53 Pages
95-100
Published: July 30, 1956
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The planning of a hospital must be done based on the analysis of routine works in clinical laboratories. During the period from Dec. 1954 to July 1955, the author took out 1,400 patients as random samples from about 3,200 patients in five public T.B. hospitals, and investigated how many times on an average a patient sit for clinical examinations in one month and what kinds of examinations were most frequently carried out. The conclusions are; (1) The examinations most frequently taken are fluoroscopy, X-ray photo, microscopy and culture of sputum, haematology and respiration test. (2) The number of times of bacteriological examination is over 200 times in a month per 100 beds, and X-ray tests and respiration tests are repeated 100 times for each in a month per 100 beds. (3) The number of times of examinations for the patients just before operation is far more frequent than that for general patients or post-operative patients.
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Hideo Moriya, Kaichiro Kurihara, Hitoshi Sato
Article type: Article
1956 Volume 53 Pages
101-106
Published: July 30, 1956
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In libraries with closed stacks the circulation process begininng with readers' asking for books and ending with the library staff's issuing the books at the circulation desk, is very important for both readers and library management. For the readers it affects the waiting time for borrowing, and for the library staff it influences the work load of page boys. In compliance with the reader's request for the material arranged in stack, the page boys begin to work, starting from the desk, seeking the location of the required material, identifying it, gathering some books and returning them to the desk. We can say, therefore, the work of page boys in the stack is largely affected by the location of the desk and by the scale and form of stack plan, and the arrangement of shelves etc. In this paper a consideration is given to the above mentioned problems, and general suggestions for the planning of closed stack building and for the method of reducing the waiting time and work load are proposed. The bigger the scale of stack area is, the longer the waiting time and the greater the work load. Various ways of mechanization would have to be considered for large libraries and, therefore, we also have made some suggestions on the application of mechanization in the library.
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Taiichi Miyawaki
Article type: Article
1956 Volume 53 Pages
107-113
Published: July 30, 1956
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This is the analysis of the commercial organization of Kakogawa City, one of the central cities of the district. The author has studied the condition of the distribution of businesses and compared the commercial conditions of the following three places; (1) the neighborhood of Kakogawa Station, which has the greatest commercial facilities in this city, (2) the old Sanyo-Highway, which has been used from the old time and is the shopping-center even now, and (3) the new road which lies between Himeji City and Akashi City. Through this study, it has been found that there exists a considerable difference among these three parts. Especially there are some peculiarity in the case of the new road. For this reason, the author has further took up another city as an example, and investigated the essencial problem of city-planning, trying to make clear the general character of commercial facilities along this kind of the road.
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Kojiro Kamei
Article type: Article
1956 Volume 53 Pages
114-120
Published: July 30, 1956
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This is a result of the study on the seasonal frequency and regional distribution of conflagrations in Japan since the end of the World War II. It is generally said in this country that spring is the season of conflagration. But I have come to know the following facts as a result of the observation on the seasonal frequency and regional variation of the conflagration: In Hokkaido, Tohoku, Hokuriku and San-in districts, the risk of conflagration is high in the seasons from the middle of spring to the beginning of summer, while in Kanto, Tokai, Nankai, Setouchi and the Southern part of Kyushu, it is rather high in the season from the middle of winter to the beginning of spring. In autumn, the frequency of conflagration is comparatively few, but conflagrations of a large scale are often seen in this season. Presumably it would depend upon climatic and topographical conditions in Japan. The following table shows a monthly and seasonal frequency of the ordinary fires and conflagrations (1946-1953).
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Mitsugu Kawakami
Article type: Article
1956 Volume 53 Pages
121-128
Published: July 30, 1956
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At the latter half of Kamakura period (1242-1333 A.D.), Emperor has come to the throne from the both descendants of the Emperor Gosaga alternately. Since Imperial Palace 'Kan-In' was burnt at 1259 A.D., the new Imperial Palace has not been rebuilt. Hence, although the Emperor used the exemperors' palace for substitutionary Imperial Palace, there were certain rules as shown in the following: (1) Oi-mikado Palace and Tomi-no-koji Palace. These both palaces were the main opposite bases of the both descendants from the Emperor Gosaga. Oi-mikado palace was that of the Daikaku-ji descendants, and Tomi-no-koji Palace was that of Ji-myo-in descendants. And although the both palaces were often used alternately as Imperial Palace, each palace coincided with the base palace of the alternative descendant, which connected with the Emperor of that time, and there was not seen the interchange of the palace. (2) Tokiwa-i Palace and Nijo-takakura Palace. When both palaces above mentioned were burnt out, (but, these were re-built after a while), or were used as the Imperial Palace, Tokiwa-i Palace was used only as the ex-emperor's palace by the both descendants by turns, while Nijo-takakura Palace was used only as Imperial Palace.
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Eigo Yamamoto
Article type: Article
1956 Volume 53 Pages
129-134
Published: July 30, 1956
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Since no man has ever investigated the building of Chinjusha-Shrine, Todaiji-Temple, the writer refers to it in this paper for the first time. Based on old documents, the writer has tried to reproduce the change of its architectural style from the original form in the Heian Period to the present time, and concluded that, while the style has been altered, it has continuously kept the elements of Hachimanzukuri-Style. It has also been disclosed that (1) it was intiated by taking the style of Honden (main building) of Iwashimizu Hachimangu Shrine in the Kamakura Period, (2) it lost Koden (back building) in the Momoyama Period, (3) in the Edo Period, the perfect reconstruction with the style of Hachimanzukuri was planned, but, actually, only Raiden was built temporarily, (4) the Raiden was then regarded as temporary Honden quite exceptionally. The writer also points out that the Honden in this shrine is one of very old examples which imitated the style of Iwashimizu Hachimangu Shrine.
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Article type: Bibliography
1956 Volume 53 Pages
A1-A7
Published: July 30, 1956
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Article type: Appendix
1956 Volume 53 Pages
App1-
Published: July 30, 1956
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