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Article type: Cover
1960 Volume 65 Pages
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Published: June 26, 1960
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Article type: Index
1960 Volume 65 Pages
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Article type: Index
1960 Volume 65 Pages
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Junnosuke Fujii
Article type: Article
1960 Volume 65 Pages
1-8
Published: June 26, 1960
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Author showed the theory that Asbestos-cement Board's Strength relatived the product of function with density, young's modulus, Asbestos' specific surface area by hydrated cement's strain. And author discussed these factor to Autclaved and Atomosphere cured Asbestos-cement Boards which contained fine silicarous aggregate or not. a. At atomosphere curing (non-silica), actual value of Asbestos ratio that get maximum strength were over than theoretical value. b. At autclave curing (non-silica), Asbestos ratio was the same as above, but absolute value of strength was small. The poor Asbestos ratio and the higher curing temperature made strength lower at long age. c. At atmosphere curing (non-silica), physical properties were influenced by making pressure, but at autclaving (non-silica) small. d. Autclaving without silica made worng to Asbestos, but autclaving with silica made not worng to Asbestos for low base. e. In spite of curing method, the Asbestos' effect influencing strength were showed by the product of Asbestos' fiber content by Asbestos' specific surface area. f. Asbestos-cement boards' creep and strain were relatived hydrated cement's structure and Asbestos ratio. The result were following table. [table]
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Koichi Kishitani
Article type: Article
1960 Volume 65 Pages
9-16
Published: June 26, 1960
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The durability of concrete in temperate and tropical climates where there is no exposure to cycles of freezing and thawing depends to a great extent on corrosion of reinforcing steel. Steel protected by concrete does not rust because of the alkalinity of concrete, but the concrete is gradually carbonated from the surface by carbon dioxide existing in the atmosphere and after many years the ability of the concrete to protect steel becomes lost. In other words steel does not rust in a basic salt solution, but begins to when the basic salt is lost. This paper takes notice of the fact that corrosion of steel accompanying earbonation of concrete governs the durability of reinforced concrete structures and attempts to make clear the various factors of concrete and the rate of carbonation and maintaining that the fundamental principle for improving durability of reinforced concrete is to use concrete with a slow rate of carbonation, reports on an investigation of actual means of attaining this object.
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Motonobu Yoshinari
Article type: Article
1960 Volume 65 Pages
17-24
Published: June 26, 1960
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At present, Coulomb-Hvorslev equation is understood with two meanings on the soil mechanics. The conventional angle of internal friction and cohesion of soil are shown as φ and c on the Fig. 1, but there is another way of thinking of this failure criterion on the original sense, which is adopted to the true angle of internal friction and true cohesion of soil, occuring on failure plane of the soil actually. On Fig. 1, the true angles of internal friction and true cohesions are shown as φ_1, φ_2 and c_1, c_2. c and φ are obtained from shearing test (triaxial compression test) to the condition of soil with equivalent water content, when soil is sheared. To these meanings of this failure criterion, the mechanical properties of soil of several kinds (clay → sand) were analyzed in this study. Conclusively, the property of shearing strength of soil is arranged to the three ranges of conventional angle φ as following, 1. φ>26°, φ=φ 2. 26°>φ>20°, φ>φ 3. 20°>φ, φ≫φ The relation between φ and φ is shown graphically on Fig. 10, and the values of φ and φ shown are those on the consolidated quick shear of soil.
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Yoshitsura Yokoo, Kunio Yamagata, Hiroshi Sato
Article type: Article
1960 Volume 65 Pages
25-33
Published: June 26, 1960
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This paper contains fundamental discussions to restrain the differential settlements of structures due to consolidation of clay strata. At first, results of a investigation on the differential settlements of structures in Osaka city are stated in Chapter 2. As structural members are more or less in state of plasticity, the effect of the plastic rigidity and that of creep of members are taken into consideration in the theory. From the numerical calculation on the structure shown in Figure 3, we can see it is in such a state that yield hinges would take place・in the base beam at the value of deflection angle θ≒2×10^<-3> under the design load. The principle of the method to restrain the differential settlements is lead as follows. 1. The deflection angle θ of upper-structure must be restricted within the allowable value θ_A. 2. For the purpose, the followings ought to be taken into consideration. a) the increase of rigidity of base beam or wall of the basement, b) the decrease of effective pressure in clay strata, accordingly of the quantity of settlement. 3. The maximum allowable value of θ_A might be in the range of 0.8〜1.5×10^<-3> as shown in Figure 17, for the quantity of reinforcement, the rigidity of column and the depth of beam. 4. The rigidity of base beam must be restricted in the limit that its maximum moment does not reach to the yield moment.
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Koichiro Yamada
Article type: Article
1960 Volume 65 Pages
34-42
Published: June 26, 1960
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In the present paper, the horizontal rigidity of a precast concrete slab is analyzed theoretically by reference to the experimental studies which have been represented with respect to this problem, and when this precast concrete slab is used in one-storeied buildings provided with rigid frames and rigid ones with walls, the effects of the deformation and rotation of this slab on the lateral force distribution are dealed with theoretically in consideration of the resistances of the rigid frames of the longitudinal direction as well as the bending and shearing deformations of this slab. The conclusions obtained from this analysis are as follows. (1) The fact which the horizontal rigidity of a precast concrete slab becomes smaller than that of a concrete slab in the corresponding size is caused by the decrease of the moment of inertia of area (Jn) in the modulus of flexural rigidity (EJn) of the precast concrete slab. (2) The horizontal rigidity of a precast concrete slab is smaller than that of a concrete slab and when tins precast concrete slab is used in one-storeied buildings acted upon the lateral forces the deformation of this slab between the rigid walled-frames of the transverse direction becomes larger than that of the concrete slab, in consequence, the lateral force distribution among the rigid frames of the transverse direction becomes larger and the lateral forces carried by the rigid walled-frames of the transverse direction smaller. In the case which the shape of this slab between these rigid walled-frames, is slender in the longitudinal direction, therefore, the lateral force distribution method based on the conventional principle, that is, the principle that a slab is perfectly rigid and the torsion of buildings is considered, can not be accepted in structural design. So the limitation which can be accepted above mentioned lateral force distribution method are presumed as the followings. n≦(1〜2) spans n: the number of the span between rigid walled-frames or [numerical formula] G_W: the rigidity of the rigid walled-frames G_F: the rigidity of the rigid frame (3) The shearing force distribution among the columns of rigid frames of the longitudinal direction and the torsional moment distribution among the columns and walls of the transverse direction, which are caused by the deformation and rotation of precast concrete slabs, become larger than those in the case of using the concrete slab. But they are not so large that they can be neglected in structural design. Where transverse direction: direction of the action of the lateral force longitudinal direction: direction perpendicular to the transverse direction transverse walls: walls of the transverse direction longitudinal walls: walls of the longitudinal direction horizontal rigidity: in the horizontal direction
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Yoshizo Dobashi, Satoru Ino, Kunio Suzuki
Article type: Article
1960 Volume 65 Pages
43-48
Published: June 26, 1960
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Loading tests of reinforced concrete slabs (one of equal depth and two above mentioned) are made. Deflections resulted at main points on these slabs are compared with the corresponding values obtained by the finite difference method. Their behaviors, especially mades of collapsing are observed. The results are summarized as follows. 1) So far as the tested slabs are concerned even slabs with the ratio of thickness of central to peripheral parts 1:2, the effect of membrane stresses are considered to be very small. 2) Observed deflections at each point are nearly equal to analytical. 3) The experiments produced a close value to the ultimate load calculated by the ultimate strength design method which is based on the yield-line theory.
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Yoshizo Dobashi
Article type: Article
1960 Volume 65 Pages
49-53
Published: June 26, 1960
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Though plates as titled are practically useful as pent-roofs etc., no adequate solution has been found for their stresses. In this paper the author applies the method of finite differences to solve three of such cases different in boundary condition and subjected to a uniform load. Above all, the modes of stress concentration at the corner of each plate are comparatively examined.
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Toshio Suzuki
Article type: Article
1960 Volume 65 Pages
54-59
Published: June 26, 1960
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If columns and beams of deep but narrow cross section such as I-Beams are loaded in the plane of the web, they may buckle sideway. But, when they are braced laterally at some points, the critical loads of them may be affected by lateral supports. This chapter gives an approximate analysis, using the energy method, for the lateral buckling of elastic columns and beams with lateral bracing. And then the author has presented numerical solutions of some examples and discussed about characteristics of effective bracing.
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Keiichi Kaneda
Article type: Article
1960 Volume 65 Pages
60-65
Published: June 26, 1960
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The prestressing of the shell is introduced with an application of prestressing forces to shell concrete from stressed cables which are placed on the middle surface of the shell. The stressed cables apply prestressing forces on shell boundary and on shell surface. Thus there act the prestressing forces besides the external working forces. As a flexible cable is placed and stressed along a curve x=x(u^1(s), u^2(s)) drawn on a shell surface x=x(u^1, u^2), the cable stresses T are expressed by the equation: [numerical formula] Then, the prestressing forces applied to shell boundaries from both anchored ends (s=a,s=b) of the cable, are written as: [numerical formula] and [numerical formula] While the intensities p of the prestressing forces applied along the curve are expressed in the form:[numerical formula] where [numerical formula]: Christoffel symbol, [numerical formula] and H_<jk>=x_<j,k>・n. In the expressions above, we take u^1, u^2 as parameters on the surface, s as a parameter along the curve so that [numerical formula] in the equation x=x(u^1(s),u^2(s)), and each index i,j,k(=1,2) is used under conventions. In the expression for p with three terms, the first term represents the component of tensioning losses by Coulomb's frictions, that is tangential to the curve, the second represents the component tangential to the surface, that is perpendicular to the first, and the last represents the component normal to the surface, that is perpendicular to the others respectively. If the frictional losses are ignored, the intensities p are normal to the shell surface as cables are placed along geodesics on the surface, and are tangential as cables are placed along asymptotic curves on the surface. Especially, arranging cables according to anticlastic pairs of geodesics on the shell surface of negative curvature, they are related to a structural concept of the "Hangende Dach" constructions.
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Masao Ishihara
Article type: Article
1960 Volume 65 Pages
66-72
Published: June 26, 1960
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This paper, one of a series is limited to fundamental finding from a experimental study on the ventilation through monitor roof. It is reasonable that the ventilation characteristics of the monitor were expressed by the outdoor, free wind speed, monitor flow rate or the mean air-velocity at the monitor inlet and the static pressure at the same point. The shapes of the ventilation characteristics curves are depend on the three elements, that is the wind pressure coefficient, flow resistance of the monitor and the size of the stagnant zone produced by the building roof and monitor roof. The relation between size of the stagnant zone and monitor flow rate were find by the fundamental testing on the ventilation rate of the opening on the flat plate and in stagnant zone produced by the wind-break plate standing on the same flat plate. Next step, finding is the effect of the wind break plate in the case of the monitor roof and various dimentions of the monitor. Difference between characteristis of the monitor on the flat roof and the pitched roof is. 1) that the increases of the clearance between wind-brake plate and roof surface, decreases the flow rate in the case of the flat roof and increases in the pitched roof. 2) that the effect on the flow rate of the wind break plate is very obvious in the case of pitched roof but in the flat roof is uncertain. It is advisable the obtaining the uniform frow rate for any wind direction by the application of the wind-brek plate.
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Hiro Kamibayashi, Noboru Saito
Article type: Article
1960 Volume 65 Pages
73-78
Published: June 26, 1960
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There is the spase under the Floor to control partially both temperature and humidity in the room. The more the space is closed by the fondation wall, the more it controls temperature in the room, but the worse it controls humidity there. The damp under the floor brings decay to timbers there. In this report we have got the rapidity of decay to a timber by many experiments, then K=F (m, θ, 〓, f) K=Coef. of diffusion of decay (cm^2/week) m=Material (timber) θ=Temperature (c) 〓=Humidity (%) f=Fungus We may define the superior limit of damp under the floor in some condition, in wich a floor joist (4×4cm, cryptomeria) will decay with poria vaporaria to grow so week as 1/3 strength for 50 years.
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Ichiro Tomo
Article type: Article
1960 Volume 65 Pages
79-85
Published: June 26, 1960
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This report, one of a series, is limited to fundamental findings from experimental study on air-velocity distribution in a model room due to cross ventilation through windows by natural wind. General view of experimental results is for example as Fig. 4. The basis of air-velocity distribution in a room is the maximum velocity curves. Each of these curves is composed for dominant processes shown in Fig. 5, that is, (1) process of increasing velocity at immediately after inlet. (2) process of constant velocity, or nucleus of jet. (3) process of decreasing velocity after (2). (4) process of increasing velocity at immediately before outlet. In the practical problem, (2) and (3) processes which occupy almost all of the room space are important. These processes in the maximum velocity curves are influenced by dimension and shape of room and openings, or opening ratio (area of outlet/area of inlet), outdoor wind velocity etc. But in this study, experimental results are principally examined from opening ratio and shape of inlet and outlet. By this study which is limited only in case of model room and outdoor wind being constant, it becomes clear that (1) air velocity at nucleus of jet is generally determined by opening ratio, and slightly by shape of inlet and outlet. (2) length of nucleus of jet is propotional to Reynold's number as Fig. 9. It is yet difficult to express condition of decreasing velocity in (3) process by a general formula. But it becomes clear that rate of decreasing velocity depends upon dimension and shape of room and openings, and is approximately in inverse proportion to distance from inlet.
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Akira Koda
Article type: Article
1960 Volume 65 Pages
86-91
Published: June 26, 1960
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They are called P-Φ curves, and available for deciding a few insulation characters of the buildings such as quantity of heat loss through walls (Qw), Ventilations (Qv) or loss by heat capacities of inner articles (Qc). These curves are based on the theory by proof. T. Maeda and a few development were made by author. These are as follows: (Fig. 6-3 & Graph. 4) P-Φ curve where Qv=0, Qc=0, are called "Standard P-Φ curves". If the thickness of the wall goes to large, the standard curves become closely to the inclination of the infinite thick wall. (Fig. 6-3 & Graph 5) When the heat losses occur by ventilation or thin wall, the point K_0 which is on the standard curveline will move to the point K_m along arc-like curveline. This is called Ventilation line and it vanishes to the origin point when the Qv goes infinite, "m" is the ratio of Qv/Qw. (Fig. 7-3 & Graph 6 or after) The point Km changes to the point K_n along a capacity curve line by the quantity of inner capacity such as room air and light articles. Where "n" is the ratio of Qc/Qw. (Fig. 9-1) The capacity curve which through the origin is called the "Limiting curve line" or the "Measuring line". The intersection point between the limiting line and a ventilation line is called the "Measuring point". All the capacity curve lines which start from any point on a certain ventilation line will meet at the "measuring point Kx. (Fig. 9-1) P-Φ point of a given room will be limited to the hatched zone in this graph, whenever there are no heavy articles in the room. (Fig. 11-1) If two points R_1, R_2 are measured (they are to be in the other side of the limiting line) by a methods of "changing of a quantity of ventilation", the equivalent mean thickness of the sourounding walls will be found easily. (Fig. 11-2) The same with Fig. 11-1, but by the method of "changing of a quantity of heat capacity in the testing room.
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Mitsuo Ueda
Article type: Article
1960 Volume 65 Pages
92-99
Published: June 26, 1960
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Tomohiko Komada
Article type: Article
1960 Volume 65 Pages
100-105
Published: June 26, 1960
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This article proposes a new idea of the selection of number series for the sizes of building components in metric system, which are called not to be concidered significantly without relating sizesi n the system to measurements of the human body. The principal series is of the limited odd numbers; 1, 3, 5, 7, 9, 11, 13 and it is developed by combining the doubling and haloing of the principal series, therefore it has Simplification and correlation which is essential for the modular coordination. Moreover, by rearranging this limited series through the method of decimal repetition, it presents the complete ranges which consist of four or six Fibonacci Series; IM-33, IM-42. First in these Fibonacci Series is based upon the dimension 180cm, optimum height of a man, and extends in both direction from this size, the second contains the doubling series of the above-mentioned series. Both coinaides approximately with "Le Modulor" by Le Corbusier. It is sure that they have enough the necessary simplicity that would allow them to become second nature to the architect and contribute to the rational industrialisation of components. The last four series are also of Fibonacci Series, they contain the approximate Φ number; 1.6, of which they say the proportion of the human body. Generally speaking, these series provide for decimal repetition, arithmetic progressions, geometric progressions; doubling, haloing, tripling, and the introduction of the number Φ, moreover the coincidence with the human scale. As a result, components with measurements based on these sizes can be placed on a module reference gride corresponded with the human body, and the sum of a number of components can be equal to another larger component. At last, this article contains the comparisons with the most frequently used sizes in Japanese products, and with the "Renard Number" R40, R50. DΦ-series & GM-series.
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Kohsei Okada
Article type: Article
1960 Volume 65 Pages
106-112
Published: June 26, 1960
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The estimation of simultaneous use number or simultaneous use rate is one of the most fundamental problems On building equipment design. The purpose of this report is to study the calculating method of simultaneous use quantity under general conditions of the system. In the first section of the report, we give the probability distribution of simultaneous use number. This distribution nearly equal to binomial distribution if all fixtures are occupied in succession. On the other hand, when it is a chance in a thousand to use all fixtures, the distribution is very similar to poisson type. Secondary, the probability on the system with different type and size of fixtures is considered. In this case, the distribution function is defined as a faltung of distribution shown at the first section. When there are many fixtures in the system, we can use the central limit theorem in probability theory, then obtain the next type formula as a approximation. [numerical formula] where U_<max> Maximum quantity used simultaneously. E(U) Mean value of quantity used in the system. V_p(U) Variance of quantity used in the system, supposing that simultaneous use probabilities of every groops in the system have poisson type distribution. k, ⊿ Constant with probability of excess K. See Table 1.
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Masahisa Miwa
Article type: Article
1960 Volume 65 Pages
113-117
Published: June 26, 1960
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After the study of the shaping indices of the industrial factories in Hanshin Metropolitan Region from the standpoint of the industrial district planning, the author reached following tendencies. They are: 1. There are always the room for the expansion of plants within the site of about half of factories. 2. The bulk ratio of factories is rather low, and the size of the site is the larger, its ratio becomes the lower. 3. Sporting field in the site of factories is more specified and more diversified, as the size of the site becomes larger. 4. The form of the site becomes "square" as the size increases. According to these tendencies, the author recommended the followings: 1. Factories smaller than 3300 square meters in their lot size shall be treated as a group of a single lot. 2. Factories larger than 66000 square meters in their size of sites shall be treated as an estate. 3. In the middle part between these two classes there are other factories. They are able to be divide into two groupes by the lot size of 16500〜19800 square meters, the larger group is similar to the second class and the smaller to the first. Treatment in the planning technic shall be established by each class or group concerning the district planning.
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Key Nakamura
Article type: Article
1960 Volume 65 Pages
118-122
Published: June 26, 1960
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While a flood can be defined in a variety of ways, generally the term "flood" is loosely used. A flood sometimes is regarded as a condition when a stream overflows its banks, but the damage from the effects of water is just as real wind-driver tides, tidal wave wash, high water from excessive precipitation in areas far removed from streams or rivers, mud flows and the like. Anyways by a flood buildings receive damages. So that on this stady want to solve these problems.
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Hiroshi Aikawa
Article type: Article
1960 Volume 65 Pages
123-128
Published: June 26, 1960
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a) Books on architecture in France, 1550-1780, which treat Italian architects. b) Some influences on the theory of architecture in French Renaissance, from italian architects, above all, A. Palladio: the comparisons of the difinitions of the architectural beauty, according to the following books; Freart de Chambray; Parallele de 1'arceitecture antique et moderne, p. 13. Louis Savot; Architecture Franchise, p. 18. A. Palladio; I Quattro Libri dell'Architettura, Lib. I. ch. I. L. B. Alberti; Zehn Bucher uber die Baukunst, translated by M. Theuer, s. 293. c) Influences on the practice; for instance, on the colossal order of the Chateau of Ecouen by Bullant, and the front of the Villa di Angarano by Palladio. The staircase of the Chateau of Blois by F. Mansart, and the explication of A. Palladio about this method, (ibid. lib. I. ch. 28) d) Some reasons by which the Frence archtects favoured the works of A. Palladio.
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Koichi Yamada
Article type: Article
1960 Volume 65 Pages
129-134
Published: June 26, 1960
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This treatise is written about of affairs of plasterer work in Nara Age (645AD-780AD), founded on Research of Temple Kofukuji, Hokkeji and Ishiyamatera by Dr. Toshio-Fukuyama (wrote 1943) and investigation of contemporary wall at Temple Horyuji by Member of Repair Office at the Temple. I think that the following fact was found from this treaties: material and execution of plasterer work in Nara Age have scarecely been changed compared with modern works except the use of different paste for limed plaster. Lath was braided small timber or bamboo and rope which knit it is made of stalk of rice-plant or tendril. Clay with stalk of rice-plant as hair was used for first and middle coating. White-soil or lime combined rifined fiber of hemp or paper was plastered for setting coat. It, however, is difference between the comtemporary age and the modern age that paste was made from essential juice of rice or glue. The reason why the cost of plasterer work in Nara Age was high in comprison with modern works is caused by the above fact. Craftman differed from each stage of execution, braiding lath and first coating, middle coating and setting coat. Braiding lath and first coating was acted by navvy, middle coating was by soil-men, and setting coat was plastered by artist of wall picture. Late plasterer originates with one of these proffesionalmen, soil-men, named tsuchi-no-takumi at contemporary Japan.
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Kiyosi Hirai
Article type: Article
1960 Volume 65 Pages
135-141
Published: June 26, 1960
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In Edo period, there was a building named "SYOIN" especially in the Ex-emperor's palace among many Emperor's, Empress', Ex-emperor's and Ex-empress' palaces which are called "the Kyoto Imperial Palace". "NIKAI-SYOIN" (2 stried SYOIN) and "KO-SYOIN" (small SYOIN) of the GOYOZEI-IN's palace (built in 1607) are the first buildings built for the reception in Edo period. From this case, "SYOIN" had taken the place of one of the main buildings in the Ex-emperor's palace. Its function was to recept court nobles or feudal lords, and since 1687 when the Ex-emperor's palace was built for the Emperor "REIGEN", it is recognized that this function was fixed. On style, this building had been built by the style of the Edo period and little by the traditional style of the court noble's residence. As conclusion, in Edo period, "SYOIN" of the Ex-emperor's palace among the all Kyoto Imperial Palaces was the most typical building having the style, plan, function and etc. of the residence in Edo period.
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Juro Kikuchi
Article type: Article
1960 Volume 65 Pages
142-147
Published: June 26, 1960
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It has been said that "Architecture" was translated "Zokagaku" in Japanese when European architecture was introduced in our country in early Meiji era for the first time. But that word was translated "Kenchikugaku" in the book "Hyakkazensho-Kenchikugaku", published in the 15th year of Meiji (1882) by the Education Ministry. The translated term is not a simple literal equivalent, but it must have the living function in its meaning. So then the author consulted various Japanese books for the translated word of "Architecture" through the whole early Meiji era. As the result, these facts were found that "Kenchikugaku" was not given at the time of publishment of that book, but it had already been used that time before, that is, in many European-Japanese dictionaries, European histories and geographies, the term for "Architecture" was not found as "Zokagaku", but as "Kenchikugaku" through the whole periods. In other words, "Zokagaku" was the translation by the "Koobusho" (the Ministry of Public Works) and "Kenchikugaku" widely used by the "Monbusho" (the Education Ministry). These two words were used at the same time by each group. And the title of the "Hyakkazensho-Kenchikugaku" was the representative of the latter. In this point, it was made clear that this translated book on European architecture has a great significance through the architectural history of Meiji era.
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Article type: Bibliography
1960 Volume 65 Pages
148-156
Published: June 26, 1960
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Article type: Bibliography
1960 Volume 65 Pages
156-
Published: June 26, 1960
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