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Article type: Cover
1958 Volume 59 Pages
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Published: July 25, 1958
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Article type: Index
1958 Volume 59 Pages
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Published: July 25, 1958
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Article type: Index
1958 Volume 59 Pages
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Yasuhiro Kameda
Article type: Article
1958 Volume 59 Pages
1-4
Published: July 25, 1958
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A theoretical analysis of variation in plain concrete strength and of calculated variationsins plain concrete strength with four degrees of control in making concrete were described in the Transaction of the Architectural Institute of Japan, No. 58. This paper describes the various factors which cause variation in air-entrained concrete strength in making concrete, and presents statistical methods which are useful in interpreting these variations. The paper presents the calculated values of the standard deviations and the coefficient of variations in air-entrained concrete strength with four degrees of control, in using the mix proportions of air-entrained concrete and procedure for designing mixes, which has been recommended by Japanese Architectural Standard Specification, number five, at present. The proportion for air-entrained concrete, in containing 4 percent of air, is designed in accordance with such the method as equal to the concrete strength and slump for plain concrete containing 1 percent of air. The paper presents the effects of entrained air on variation in concrete strength, when the mean value of air content is about 4 percent and the standard deviation of entrained air varies from 0.5 to 1.5 percent of air. It is indicated from these values that the standard deviation of air-entrained concrete strength according to a given control is approximately the same as the value of plain concrete.
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Yoshiro Koh
Article type: Article
1958 Volume 59 Pages
5-11
Published: July 25, 1958
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It is necessary to estimate the strength of concrete particularly in the case of winter concreting for the protection of concrete against repeated freezing and thawing and with a view to determination of the time for removal of forms. An attempt to apply the time-temperature function suggested by Saul and Bergstrom has been made and the method for estimation of concrete strength is developed by the author. The prediction of strength development of concrete is showed by two curves connected at 210°D・D ((θ+10)°・Day). These curves are simple and obtained without difficulty by use of a semilogarithmic paper from the strength of cement tested by the standard testing method in Japan. For different types of cement, the curves can be changed by a simple method and are capable to estimate concrete strength with safety. The author presented that the capability to apply the obtained curves for estimation of concrete strength for the dicision of the quality of concrete against frost damage, and of the sensitiveness of cement against temperature and of the lowering tendency of concrete strength by drying.
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Mizuki Yamada
Article type: Article
1958 Volume 59 Pages
12-18
Published: July 25, 1958
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Deterioration of the structural bearing force is generally caused by corrosion of the structural materials except in the case of earthquacke or typhoon. When we discuss and make out preservative counteraction against the damage to the building, we must make clear the corrosion speed. In the first part of this report I have shown the general equation between the loss in thickness of steel and time according to the electrochemistry theory, and the practical equation (1) considering various elements, which are composition of the steel (n), local conditions of the building lot (α), conditions of construction method (β), and effect of the anticorrosive treatment (γ). [table] On the next step we must gain the values of α, β and γ from many investigations of building and experiments of steel corrosion. I have shown these values which were obtained by the experiments carried in the chemical plant and the other districts. Clearing the values of coefficients shown as equation (1) we can presume the life of the building according to the equation (2). [table] In the second part of this report I have shown the preservative schemes based upon the economic ground. Ordinally the cost of the building to which some preservative methods are given is higher than the cost in the case of non-treatment, but the life is extended. Therefore the preservative method given on the building should be determined by comparison of economical benefit considering the cost and the life of the building. In the method of economical comparison I chose the idea of capitalized cost, and using this idea I have stated in this report the selective method of structural materials, the method of structural calculations and the selective method of anticorrosive treatment. Accordingly this report has pointed that we can presume the life of the building and choose the preservative scheme which gives economical benefit to the building.
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Shigeki Maruyama
Article type: Article
1958 Volume 59 Pages
19-21
Published: July 25, 1958
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The final distribution of the original bond stresses in r.c. beams may be found concerning the stresses of the tensile rods which have reached to its ultimate strength at the point of maximum moment. After knowing that, one may examine whether the bond strength is exceeded at everywhere on the rod in beam.
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Motonobu Yoshinari
Article type: Article
1958 Volume 59 Pages
22-27
Published: July 25, 1958
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The unconfined compressive strength is a kind of the quick-shearing resistance. As a step to study the stability of clayey soil, I investigated particularly the relations between the water content and unconfined compressive strength of the clay, and mainly following conclusions are obtained. (1) The dangerous water content W of the clay If the water content w of the clay is more than a particular value W (named dangerous water content) for each clay, the sensibility S_t of the clay increase very remarkably compared with variation of S_t of the clay in w<W. By the data oftained from my tests, W≑L.L.-6.5% L.L.: liquid limit (2) The relations between w and S_r to q_u or S_t In w<W, unconfined compressive strength q_u of the clay is shown as a function of the water content w and the degree of saturation S_r, as formula (2). Because, sensibility S_t of the clay is shown as a function of w and S_r, too, as formula (6). In conclusion, I point out the importance of reducing the water content for the stabilization of treacherous and saturated clayey soil. Especially, keeping the natural water content of the soil less than dangerous water content value of the clay, is remarkably importance to the foundation engineering on the clayey soil.
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Sub-Committee on Building Foundations Committee on A.I.J. Standard Spe ...
Article type: Article
1958 Volume 59 Pages
28-35
Published: July 25, 1958
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So-called pile driving formula is nothing but a conventional approach for quick estimation of the bearing capacity of a driven pile, therefore, that how closely the bearing value estimated by a formula is correlated to that determined by the loading test must be a criterion for judging the applicability of each pile driving formula. Under this concept, our Sub-Committee has first worked to compile as many data as possible containing both driving and load-test records and, then, dealt with thus compiled data with respect to 250 piles in a statistical manner, leading to a conclusion that, among 28 formulas proposed so far, Engineering News formula R=0.20 W_HH/(S+0.02) holds the highest applicability regardless of properties of the soil into which the pile is driven.
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Hiroshi Kawasaki
Article type: Article
1958 Volume 59 Pages
36-41
Published: July 25, 1958
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Based on the compiled data on results of pile driving, loading and boring tests at 131 building sites the author estimated ultimate bearing resistance of each pile, R_s, 1. by drawing each load-settlement curve in semi-logarithm scale, (load: logarithm scale, settlement: arithmetic scale), 2. by analysing each load-settlement curve under the assumption of index law between settlement and applied load, and 3. by calculating the settlement velocity from each time-settlement curve. Then the bearing resistance, R_d, of each pile, the safety factor eliminated, was calculated by the three prevailing formulas in Japan for pile bearing resistance which are the formulas of Japanese building code, old city building code and Engineering News. Statistical study between R_s and R_d was made and the author proposed a method of estimation of a term for energy losses in Hiley's pile formula putting R_s and R_d be equal.
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Matao Edanaga
Article type: Article
1958 Volume 59 Pages
42-47
Published: July 25, 1958
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For the effect of opening upon the rigidity of multistoried quake-resisting wall, some tests have been made on models. But definite data directly available for structural calculation have not yot been got after these tests. It seems to me that the reason is that a special consideration has not been paid to the method of choosing a model and to the method of loading. In this thesis, the test on the effect of opening upon bending rigidity and frame rigidity is made, using a new and special model and method of loading; the limit point of the so-called large opening and small opening are indicated; a test formula available for structural calculation is devised; and frame rigidity, shown in the method of frame substitution for large opening that the Muto Laboratory of Tokyo University suggested, is examined.
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Yoshitsura Yokoo, Sadayoshi Igarashi, Sunao Sakamoto
Article type: Article
1958 Volume 59 Pages
48-52
Published: July 25, 1958
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This paper discusses the deformation and the strength of the thin walled open section beams under combined torsion and flexure. On the C-type channels, these mechanical properties are analysed. The chief conclusion of this pape is that the combined torsional and flexural normal stresses of the beams are very great and the maximum twisting deformations should be limited under 10°from the view point of the strength. And then, the authors suggest two effective methods which prevent the twisting deformation and the extreme increase of the normal stress. The one of the methods is the Tie-Bar method and the other is Cover-Plate method. Experimental results of these methods are explained and illustrated.
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Hiroyuki AOYAMA
Article type: Article
1958 Volume 59 Pages
53-61
Published: July 25, 1958
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This paper presents the methods of practical analysis of the thermal stresses. The analysis of there stresses is usually very complicated, as the axial ds formations of members must be considered in addition to the bending deformations. The author dev〓k method for practical purposes by use of stiffnesses of members and other assumptions. One of the characteristic points of this method is the definition of stiffness coefficient of column (column stiffness), which has the same meaning to the lateral force distribution coefficient for the seismic analysis. In case of thermal stresses, however, the distribution coefficient itself cannot be applied because of the different tendency of frame deformation. The author changed, therefore, the definition of column stiffness to fit it to the case of thermal stresses and succeeded in the simplification of equations with sufficient accuracy. Two methods are presented in this paper; one is comparatively accurate method, and the other is the modified method for rapid estimation of thermal stresses. Examples are added to illustrate how to compute, and limitations for the use of both methods are also discussed.
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Koichiro Yamada
Article type: Article
1958 Volume 59 Pages
62-67
Published: July 25, 1958
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In this paper the definitions of technical terms are as follows: the longitudinal direction: the direction perpendicular to the direction of action of the lateral forces the transverse direction: the direction of action of the lateral forces rigid walled-frames: rigid frames with walls In buildings, in which rigid frames and rigid ones with walls are provided, both bending and shearing deformations of the slab between rigid walled-frames will be caused in horizontal direction by lateral forces such as seismic force if the distance between those frames long, and the rigid frames situated in a middle part between two rigid walled-frames will deflect more than those near the ends and, consequently, the lateral force carried by the former becomes larger. In the theoretical studies which have been presented with respect to this problem, either of following assumptions is used in dealing with the deformation of slab. 1. The resistances of the rigid frames of the longitudinal direction are neglected. 2. The ends of every slab between the rigid frames of the transverse direction are fixed for bending. In this paper, therefore, the author deals with theoretically, in consideration of theh change of slab rigidity due to its thickness and the resistances of the rigid frames of the longitudinal direction, the effect of slab deformation in one-storied buildings on the lateral force distribution. The conclusions obtained from this analysis are as follows. 1. The resistances of the rigid frames of the longitudinal direction have a certain effect on the restraint of the slab deformation and the effect is larger in middle part between rigid walled-frames than in near the ends and, consequently, the lateral force distribution among the rigid frames of transverse direction is decreased in proportion to the amount of decrease of the slab deformation while that among the rigid walled-frames is increased only the amount. 2. The effect to the restraint of slab deformation due to the rigid frames of the longitudinal direction is given almost by the flange resistance of beams of the rigid frames, and the torsional resistance of columns and frame resistance of columns of longitudinal direction have little effect. 3. The torsional resistance of the rigid walled-frames of the transverse direction has little effect on the restraint of slab deformation. 4. When the shape of the slab between two rigid walled-frames of the transverse direction is slender in the longitudinal direction (L_L/L_T>3), the increase of the sectional area of beams of the longitudinal direction has more effect on the restraint of slab deformation than the increase of the thickness of slab. And when the distance between two rigid walled-frames is long and the shape of the slab between those frames is not so slender in the longitudinal direction (1≦L_L/L_T≦3), in order to keep the slab deformation as little as possible it is necessary to increase the thickness of slab as well as the increase of sectional area of the beams of the longitudinal direction. where L_L: longitudinal length of the slab L_T: transverse length of the slab
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Osamu Matsuoka
Article type: Article
1958 Volume 59 Pages
68-73
Published: July 25, 1958
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In this paper the author has discussed the load carrying capacity of spherical shells made of plastic-rigid material that follows Tresca's yield condition and the associated flow rule. The condition of uniform loading and the case of fixed support are considered herein. In kinematicolly admissible state two collapse modes are tried; the one flows in all over the shell, and the other flows locally near the edge. In statically admissible state two states, membrane and bending, are considered. According to the numerical calculation, it can't be says that the greatest staticolly admissible load is more frequently obtained from membrane state than from the bending state. The collapse mode and the state (membrane or bending), which give good results, are shown, and these results can be considered enough in practical use. In the yield condition between two resultant forces and a resultant moment, the method to decide the statically admissible load is shown.
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Yoshitsura Yokoo, Kunio Yamagata
Article type: Article
1958 Volume 59 Pages
74-80
Published: July 25, 1958
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The authors' study contains several discussions on the collapse modes and the final capacities of arches. In the design of arches, the elastic arch theory is applied to high arches and the straight beam theory to arches with very low rises. As well known, when the elastic arch theory is adopted for the latter, engineers face difficulties in design because of extremely high thrusts. The authors try to get rid of this discrepancy in the elastic design method of arches from the standpoint of limit design. As the result of research on the final states of arches earring a concentrated load or uniformly distributed load, it is clarified that there are several collapse modes in arches and the mode changes from to others with vary rise and final coincides with that of the straight beam. The influence of eccentricity of concentrated load, that of depth of section to the final capacities and the collapse modes of arches, and the comparison on the final states between built-in, 2 hinged and 3 hinged arches were explained too. The case of arches carring concentrated load has been explained already as Part 1 of this study. (See Transactions of The Architectural Institute of Japan, No. 58, Feb., 1958) This paper treated the case of arches earring uniformly distributed load as Part 2.
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Koichiro Heki
Article type: Article
1958 Volume 59 Pages
81-93
Published: July 25, 1958
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The beam theory of the cylindrical shell has been established already. It has however been a great troublesome task to perform numerical calculations under this assumption and the acurracy has still been uncertain. In order to get rid of their disadvantages, the author introduces in this paper the practical expressions for stresses of the cylindrical shell of uniform thickness under symmetrical loads and discusses their applicable ranges reffering to results of more vigorous solutions. For example the value of M_φ is expressed by the following formula, [numerical formula] where (M_φ), etc. functions of φ_1 and φ, and are given in tables. As for the applicable range, a parameter of the shell dimensions is given with [numerical formula] This ranges are established as follows, when φ_1 is not so small. single shell without edge beam Ω<0.6〜1.1 single shell with edge beams Ω<0.5〜0.9 multi shell without edge beam Ω<1.0〜1.2 multi shell with edge beams Ω<0.8〜1.2 In the range of Ω value smaller than the first values of the right terms, the beam thory gives very good approxiation. And it is still practically applicable up to the second Ω-values when the formulae are added with modification terms shown in this paper. Notations; a: radius of curvature, l: span length, d: thickness of a shell, 2_φ: angle subtended to a shell, g,q: own and snow weight, I: geometrical moment of inertia of the section, γ: defined according to the position of the neutral axis. (See Transactions of The Architectural Institute of Japan, No. 58, Feb. 1958)
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Sukenobu Tani
Article type: Article
1958 Volume 59 Pages
94-100
Published: July 25, 1958
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This paper presents a solution for the lateral force distribution in bracings arranged continuously or dispersely in three dimensional 1 span, many storied framed structures using the method of difference equations. Numerical results show that the ratio of lateral force distribution in bracings arranged continuously in the framed structure and the open frame is smaller at higher stories of the structure, but the value of the same ratio in bracings arranged dispersely is approximately equal in all stories of the frame, being roughly proportional to the shear rigidity of the frame with bracings.
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Takashi Hirayama, Heizo Saito, Koyo Maekawa
Article type: Article
1958 Volume 59 Pages
101-109
Published: July 25, 1958
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In the 3rd report of our study, we presented the statistics about the wind during cooling season. In this paper we deal with the wind during heating period in Tokyo and Osaka. The method used for statistical treatment of data and for preparing "windloses" are similar to those of our preceding paper. The essential points are: (1) The wind in winter is stronger in the early morning and weaker in the daytime than in summer. Daily mean wind velocity ranges 2.5m/s〜3.0m/s. (2) The main wind direction is proved different in the two cities. In Tokyo, it is NNW (in the daytime N prevails), and the frequency for other directions is nearly zero, while in Osaka it is in W December and January, becoming N in February. (3) For each wind direction, we calculated the mean wind velocities to compare them with the mean frequencies obtained. In Tokyo, maximum of both velocity and frequency does'nt agree with except at 2.00 p.m., when mean velocity is large in all directions (6m/s in the main direction, NNW). In Osaka, the coincidence of maximum velocity and frequency is fairly well. The velocity is largest at 2.00 p.m. (4.2m/s in the main direction, WSW). From these results, the design velocity and direction of wind in winter can be decided with corresponding probability.
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Heizo Saito, Masaaki Sekine, Shigetoku Kuwamura
Article type: Article
1958 Volume 59 Pages
110-116
Published: July 25, 1958
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In this paper, the authors report the values experimented of aqueous vapour permeability of various building materials and walls; concrete walls, concrete block walls, metal lath mortar walls, asphalt roofing vapour barriers, etc. We propose the values of aqueous vapour diffusivities in the "air-layers in the vail" and "surface airlayers of the wall" in several conditions, after theoretically considering them. This paper is the 3rd report of our experimental Studies. The experimental apparatus was described in the 1 st report. (Trans, of Arch. Inst. Jap., No. 57, July, 1957)
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Toshio Terai
Article type: Article
1958 Volume 59 Pages
117-122
Published: July 25, 1958
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To solve the thermal convection problem, the author adopted the Cowley-Levy method. The fundamental equations are equation of motion, energy equation, and equation of continuity. This method consists in the expansion of the non-linear terms to the infinite power series of the parameter. In this paper, the author converts these equations to non-dimensional form and expands the stream function and temperature. The common parameter is Grashof number denoted by the hot surface. Each term of the two sets of series must satisfy the following equations. For stream function ⊿⊿ψ_n=f_n(x.y), and for temperature ⊿θ_0=0, ⊿θ_n=n(x.y) n=1,2,……… The former is similar form to the equation of deformation of the plate under lateral load, and the latter are Laplace and Poisson's equations. Then, each term can be calculated successively. In the numerical computation the finite difference method is used. From the calculation of a few terms of each series, the radius of convergence is considered less than Gr=5,000. So, it is very unsatisfactory. In addition the pressure distribution and the local heat transfer coefficient expressed by Nusselt number, are calculated at the boundary.
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Masami Kuroda
Article type: Article
1958 Volume 59 Pages
123-128
Published: July 25, 1958
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Parallel alleys are perceived to converge to one point. According to Allee Versuch it is verified that forward slightly outstretched alleys are perceived to be parallel. Two walls faced each other with forward out-stretched angle, such as Piazza Campidoglio, have been said to appear to be parallel. This view shoud be investigated by this study. The method is as follows; there are two wall modells (each 2.5m×5.0m), one is fixed on the ground, the other is horizontally rotated around the central axis, subjects stand on several observation points, experimenter rotate the rotative wall with slow velosity and record the angles through the sign which are given by subjects when the two are estimated to be parallel. The conclusion has come to; two walls shoud be faced each other with forward outstretched angle amount of 5°〜6°, wherever observation points are, to the end of appeared parallel.
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Kichiemon Kawana, [in Japanese]
Article type: Article
1958 Volume 59 Pages
129-133
Published: July 25, 1958
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The author has studied the following problems in many different land use patterns of primary school area, that is: - 1. Built up area. Spaces for public or recreation uses are very small and not adequate for the habitants. 2. Residential area under development. Many small grouping lots are scattering in agricultural areas, without proposing spaces for public or recreation uses. So there are making up to undesirable neighbourhoods there. 3. Industrial area. There are two patterns of land use. One separates residence from industrial arer, and another mingles both area. The former shall be planned to each restictive use, the latter must be redevelopment.
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Hiroshi Aikawa
Article type: Article
1958 Volume 59 Pages
134-139
Published: July 25, 1958
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Andrea Palladio was a famous Itarian architect in Renaissance. Three books are known as his work. The most important book is "I Quattro libri dell' Architettura". But impressed designs in these books have several questions. Because, these designs neither correspond the explanations in books, nor monuments realized by him-self. There are almost his own designs (not impressed) in England. Through these designs, we know that Andrea Palladio had recoreded roman monuments very exactly, but in the parts we are impossible to be found he had created the antique architecture. This tendency is found in his book, too. He was not historian, but architect in renaissance. bibliography: Palladio A. "I Quattro libri dell', Architettura, Milano, 1945. the "Palladio". La libreria dello stato, Roma 1951〜3. etc.
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Akira Naito
Article type: Article
1958 Volume 59 Pages
140-146
Published: July 25, 1958
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In Kii feudality, 1619〜1867. there were two supply systems of timber for the building construction. One was the wholesale stores of Singu, that was developed step by step from the early 17c, and at last organized "Nakama" system to prosper more and more. But this system was reformed in the early 19c to "Kabu-nakama" by kii feudal office, since then became exclusively and conservatively. The other was the wholesale system of Kiifeudal office, said "Oshiirekata", that organiyed in 1700 to relieve many peasants in Kii feudality, especially Kumano district. This system enlarged extremely, therefore, became the enterprice to contract for many building constructions of Kii feudality in the ealry 19c.
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Yoshifumi Nomura
Article type: Article
1958 Volume 59 Pages
147-153
Published: July 25, 1958
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In this paper we have investigated from the historical and geographical point of view, the high-floor ware-houses of the south-western islands of Japan. These islands are the Tokara, the Amami, the Okinawa, and the Sakishima Islands which are spread in a slightly curved are beginning from just the south of the Osumi islands and ending at the eastern sea of Formosa. We can classify from the point of architectural construction in 3 classes high-floor ware houses of Japan, which were built in old Japan and are built now-a-days. Class I. The columns of this type are high enough and support the roofs directly. Class II. The columns of this type are short and support only the floors. In this class we have 2 sub-divisions. a. The upper-structures are frames. b. The upper-structures are Azekuras. Class III. The intermediate type between class I and II. The ware-houses belonging to class I we can find in old Japan, such as the figures drawn on the Dotaku or on the beak of the old blonze mirrors. In the Present time the ware-houses of this type are somewhat rare, but we can find this type in Hateruma island. In the Amami islands we can find them too, but their floors are very low. These belonging to class II.a are found in old Japan and at the present time in many places, namely in the islands of east-southern Asia, Formosa, Okinawa, Amami, Hachijo and Hokkaido. From the historical and geographical investigations, we can conclude that these ware-houses must be in the same cultural circle. In old Japan these were built generally but in the course of historical time the examples became gradually rare and in the present time we can not find them in Japan proper, but in the above mentioned islands. These of class II.b were built in old Japan quite generally, such as the Todaiji-Azekura and others. The examples of the ware-houses of class III are fairly rare historically and geographically. The ware-houses of the south-western islands, belonging to class II.a can be classified in 2 types, namely the Okinawa and the Amami type. From the techinical stand point, the Amami type is fairly more advanced than the Okinawa type, being influenced by the architectural technic of Japan proper. The reason can be explained from the historical facts.
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Article type: Bibliography
1958 Volume 59 Pages
154-162
Published: July 25, 1958
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