日本建築学会論文報告集

表紙

原稿種別: 表紙
1958 年 58 巻 p. Cover1-
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_Cover1

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目次

原稿種別: 目次
1958 年 58 巻 p. Toc1-
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_Toc1

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CONTENTS

原稿種別: 目次
1958 年 58 巻 p. Toc2-
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_Toc2

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1. 鹿児島県コンクリート工事の特殊事情に応ずる強度規準について

上田通夫

原稿種別: 本文
1958 年 58 巻 p. 1-6
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_1

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What we have in the district of South-Kyushu is only aggregates of low quality and there appeares always many difficulties in concrete works. Very often, even a part of standardized is inappropriate. Especially the following strength formula is unavailing. F=K (0.61X-0.34) F: 4 week strength of concrete, K: standard 4 week strength of cement, X: reciprocal of w/c, The author wants to find an adaptive formula which can be applied to the special conditions and to make a survey of the concrete works. 1. First he treats full data of actual concrete strength of late few years in a statistical method and shows: (a) the average is low but the latest samples are gradually increasing their strength, (b) the less w/c, the better the works, and he makes probable culculation of some necessary factors. 2. He tries a well controlled suplementary examination of JASS mix and sets up two experimental formulae from different standpoints of view. In this process, the weight of accuracy is considered in connection with the meaning of least square. Another third formula, obtained by another experiment, is introduced. Other experimental and actual data are also plotted in Fig 3. Old and new two formulae curves of JAI are also drawn in it, comparing all of these features the author suggests the range of selection. 3. An experiment was also made to try the presumptive formula of 4 week strength. After some studies he arrives at the conclusion that JAI formula is available in connection with this matter. Fortunately the author found one reasonable foundation to select the strength formula among these three. 4. Some other general view is made concerning the decision of strength formula; for epample, w/c error in the experiment, execution error at the work site. At last he takes up F=K (0.503-0.367). When we use this strength formula the result coincincides with our empirical knowledge.

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2. 高温度に於けるセメントモルタル及びコンクリートの温度伝導率の変化

原田有

原稿種別: 本文
1958 年 58 巻 p. 7-13
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_7

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この研究は既報の高温度に於けるセメントモルタル及びコンクリートの熱伝導率の変化につづき吾国で広く利用される河砂河砂利、即ち砂岩質骨材を使用したセメントモルタル及びコンクリートの高温度に於ける温度伝導率の変化をたしかめたものである。コンクリートの温度伝導率は常温で0.0031〜0.0033m^2/hであり、既報の熱伝導率の変化と同様に温度の上昇と共に著しくその値を減少して、700〜800℃では0.0012〜0.0013m^2/hに過ぎない。Neat Cementの常温値は極めて小さく0.0018内外であり温度の上昇と共に減少して400〜800℃では0.0010〜0.0008となる。各種配合のセメントモルタルは前二者の中間値を採つて常温では0.0022〜0.0028であり同じく温度の上昇と共に激減して700〜800℃では0.0010〜0.0011となる。何れも高温度の値は常温値の40〜50%に過ぎない。従がって火災時には高温度となるコンクリート構造体の内部では、温度の上昇が阻止される。なお仕上用に利用される1:3モルタルの比較的小さな温度伝導率は、常温に於て、或は高温時も亦有効な熱の遮断材である。なお軽石コンクリート及び石炭殼コンクリートはNeat Cementに近い極めて小さな温度伝導率を採り、常温時は勿論、火災時に於ても有効な熱遮断を行うことをたしかめた。プラスター、漆喰等の仕上用材料も大略Neat Cementに近い小さな値と近似の傾向をとり、遮熱用の被覆材としても好適である。その他安山岩質骨材(白川産)コンクリートは河砂河砂利コンクリートの温度伝導率と大差のないことをたしかめた。以上を綜合して今回セメントモルタル及びコンクリート等の高温度に於ける温度伝導率に関する近似式を提案した(Fig. 9)。火災時に於ける鉄筋コンクリート構造体の内部温度を算定するに必要な基礎的な資料の一つである。

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3. コンクリート製造時におこるコンクリート強度の変動理論とその理論的算定値 : 現場打コンクリート強度の変動に関する研究

亀田泰弘

原稿種別: 本文
1958 年 58 巻 p. 14-20
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_14

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This poper describes the various factors which cause variation in concrete strength in making concrete, and presents statistical methods which are useful in interpreting these variations. The effects of the various factors influencing concrete strength are analysed in detail. The paper presents the calculated values of the standard deviations and variances in concrete strength with four degrees of control, in using the mix proportions of concrete and the procedure for designing mixes, which has been recommended by Japanese Architectural Standard Specification, number five, at present. It is apparent from these values that the coefficient of variation is independent of the average strength of the concrete under "good control," and does not remain constant under "fair control" and "poor control." On the other hand, the standard deviation does not so apparent trend as the coefficient of variation.

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4. クリープ経歴を有する木材の短期圧縮強度と弾性に就て

杉山英男

原稿種別: 本文
1958 年 58 巻 p. 21-27
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_21

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This report presents tne effect of sustained loading of stress well below the creep limit in compression (less than 50 percent of the static strength) on the static strength properties in compression parallel to grain. The results here reported are limited to data for Akita-Sugi (Cryptomeria from Akita district of Japan). The nominal dimensions of specimens were 3×3×6cm and the grain of wood was parallel to the length of specimen. The specimens were loaded parallel to grain. As shown in Fig. 1, the specimens were so cut in the plank that end-matched nine pairs of specimens were obtained. By this procedure it was possible to assume that specimens in each pair have the same strength properties each other. Standard static tests which were made in a mechanical testing machine of 20 tons capacity are divided into two groups; one for the control tests which were made right before creep test in order to estimate the average static strength of creep test specimens, the other for the virgin loading tests for unstressed specimens which were made right after creep test. Creep tests were made in creep testers shown in Fig. 3. After 105 days' creep test, creep test specimens were reloaded up to failure right after unloading of sustained stress. This test is called the reloading test. The effect of room conditions on the strength properties in the static loading is marked, because all the tests were not conducted under controlled conditions. That is to say, the results show that the ratios of moisture content, compressive strength and modulus of elasticity at the static loading before creep test to those after creep test were 1.4, 1/1.2 and 1/1.15, respectively. The principal object of Series 1 was to find this difference and to modify the effect of room conditions on the static strength properties. The objects of three series in this experiment are illustrated in Table 1. The resuls of tests in each series are shown in Tables 2 to 7 and Figures 4 to 6. Conclusion: Comparisons of the compressive strengths and moduli of elasticity for creep test specimens subjected to the sustained stress of less than 50 percent of the static strength in compression with those for unstressed specimens suggest that sustained loading has no effect on the compressive strength and modulus of elasticity at the static loading. (2) The proportional limit at the reloading for specimens subjected to the sustained stress is higher than that for unstressed (virgin) specimen. The strain corresponding to the maximum stress for creep test specimen is smaller than that for virgin specimen. These facts suggest that sustained loading makes specimen brittle. (3) The magnitude of sustained stress has no effect on the compressive strength and modulus of elasticity at the reloading. The proportional limit, however, is made higher as the magnitude of sustained stress is increased. The proportional limit for specimen subjected to the sustained stress of 1/3 of static strength is 125 percent of that for virgin specimen.

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5. 附着応力の分布に関する研究

丸山茂樹

原稿種別: 本文
1958 年 58 巻 p. 28-34
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_28

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The bond stresses on longitudinal reinforcement are investigated by determining the ehanges of the bending moment in a short length of the beam. The change of moment produces a corresponding change of tension in reinforcement and the change of tension is a measure of the bond stress. But the actual tensile stresses in reinforcement are not obtained by the usual analysis of stress in a.r.e. beam. The tests reported herein were undertaken with a view to determin the exact stress developed in reinforcement at frequent intervals throughout the span length and to investigate the actual distribution of bond stresses along the reinforcement.

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6. 鋼棒使用ポストテンション型PCの定着部応力に関する研究 : 第3報・3次元応力の場合

坂静雄, 六車熙, 寺沢輝夫, 小垣善一

原稿種別: 本文
1958 年 58 巻 p. 35-41
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_35

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The three-dimensional investigations of the stresses in the end-anchorage of post-tensioned concrete beams were carried out on six concrete end-blocks. Using the anchorage plate with different size of its' surface area, a concentric load was applied axially on the end surface of each test specimen and the tensile strain distributions along the center axis on each surface were measured by foil strain gauges. The approximate three-dimensional stress analysis around the end-anchorage was developed from the original that proposed by H. Sievers, and the measurements were discussed in comparison with theoretical strain distributions. The effects of the concentration of applied load upon the anchorage zone stress distributions were also investigated. The test results showed that the measured tensile strain distributions coincided fairly well with theoretical ones.

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7. 鉄筋コンクリート・プラスチックヒンジの回転限界

坂静雄, 山田稔

原稿種別: 本文
1958 年 58 巻 p. 42-48
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_42

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Succeeding to S. Ban's report regarding the rotation of plastic hinge at the loaded position of a beam, the rotation limit of plastic hinge at fixed end of beam is considered. A new analytical method for calculation of limitting rotation is derived. This method is to be applied regardless of the hinge position under the assumptions that the concrete at the compression side and the steel in the tension side reach to the plastic state symultaneously and that the status continue to deform with definite rate untill the concrete collapses. The length of plastic zone is assumed n (depth of neutral axis in plastic state) for concrete and 2 j for reinforcements where j denotes the arm of internal couple. Through these assumptions it is succeeded to present an explicit formula giving the rotation limit of plastic hinges, when the percentage of steel and the ratio yield point stress to the concrete strength are previously known. The calculated rotations were compared with the experimental measurements but close agreement was not found owing to either the remarkable deviations of measurements or the improper choice of plastic zone.

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8. アーチの終局状態に関する研究 : 集中荷重載荷の場合

横尾義貫, 山肩邦男

原稿種別: 本文
1958 年 58 巻 p. 49-56
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_49

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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 due to yield condition formula (Eq. I. 1), 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. This paper treated the case of arches earring concentrated load as Part 1 of this study. The case carring uniformly distributed load and a practical method of the limit design will be described in Part 2.

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9. 円筒曲版の梁理論による実用計算について

日置興一郎

原稿種別: 本文
1958 年 58 巻 p. 57-62
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_57

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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 Mφ is expressed by the following formula, [numerical formula] where (Mφ), etc. functions of φ_1 and φ, and are given in tables. As for the 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, 2φ: angle subtended to a shell, g,q: own and snow weight, I: geometrical moment of inertia of the section, r: defined according to the position of the neutral axis.

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10. 長形曲板屋根の破壊機構に関する実験的研究

加藤渉

原稿種別: 本文
1958 年 58 巻 p. 63-70
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_63

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Mechanical behavior of reinforced concrete noticeably changes because of creep, shrinkage, temperature, cracking and other similiar disturbances. Therefore, elastic analysis shows that there are slight significances in calculating stress and strain of reinforced structures. In addition, the ultimate load bearing capacity of the structures can not be determined by elastic theory. It is believed that the structural designed of shell roofs would be more satisfactory if the ultimate load theory was used. Therefore, in order to test the failure of the mechanism of the long shell roofs, the author conducted several tests on scale models of long shell roofs. Seventeen of these scale model cylindrical long shell roofs were tested. These tests showed the following results: There are crack patterns in all of these cylindrical long shell roof models at the time of their failure. Thus the mechanism of failure of the cylindrical long shell roofs has been proved as a result of these tests.

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11. 無梁版構造の研究

宮崎俊二

原稿種別: 本文
1958 年 58 巻 p. 71-75
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_71

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In this paper, the writer has made some studies about a method of rahmen calculation for the flat-slab structure on the elastic foundation, laterally or horizontally loaded. Boundarries are free in both sides, finite or infinite, and some others.

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12. 剛域を含む不規則ラーメンの固定法による解法

大石健次

原稿種別: 本文
1958 年 58 巻 p. 76-81
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_76

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This paper deals with the analysis of irregular rigid frames with rigid zones by moment distribution. The soltion has been obtained by the use of the principle of virtual work, also by the analysis of moment distribution applied to rectangular rigid frames. The procedure is to start by calculating the coefficients proper to the frames and then to repeat the computation by these coefficients until the end moments finally reach their values required. This method will be advantageous where the members of the frames connecting any rigid zone do not intersect one point.

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13. 建物外壁面上の風圧係数 : 室内通風に関する研究

塘一郎

原稿種別: 本文
1958 年 58 巻 p. 82-84
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_82

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It is difficult to measure directly the coefficient of wind pressuer c_1 (windward) and c_2 (leeside) that are necessary for estimation of cross ventilation amount. The author obtained values of c_1 and c_2 as shown in Tab. 1 or Fig. 3, from the theoretical formulas (5) and (6) by the abssrved values of qi (wind velocity in inlet), q_0 (wind velocity in outlet) and q (wind velocity in outdoor). The coefficients of wind pressure obtained here fit those of the theoretical values.

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14. 壁面からのエコーに関する超音波を利用した模型実験について

石井聖光

原稿種別: 本文
1958 年 58 巻 p. 85-92
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_85

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To have echoes from rear wall in the auditorium is one of the worst acoustical condition, therefore, in order to prevents these echoes many kinds of such diffusers as polytriangular, polycylindrical, or spherical diffuser are used. This paper reports the measurements of echoes from rear wall using the model and accomplishes a method to find out the suitable shape and size of these diffusers. The scale of model was 1/10 and it has a width of 180cm and a hight of 30cm. The shapes of the model walls were a kind of flat and two kinds of curved surfaces of R=5m and 2.5m. The shape of diffusers which were fitted on these walls were twe kinds of polytriangular diffusers (with width of 18cm and depth of 1.8cm and 2.7cm) and one kind of polycylindrical diffuser with width of 18cm and depth of 2.7cm. The frequency which was used in this investigation was 1.25kc〜40kc and the cone type tweeter was used as sound source for low frequency (1.25kc〜10kc) and condenser speaker for high frequency (10kc〜40kc). The microphone was condenser type for all over the frequency range. The results of these experiments were as follows. 1. At the low frequency (below 2kc) diffusers which were fitted to the walls were not effective. 2. In the middle frequency range (about 2kc〜10kc) the diffusers were effective. 3. At the high frequency, plane surface of every triangular diffuser reflects sound regularly, and large echo was found at the side area of the wall.

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15. スリットによる共鳴吸収について : 吸音構造体に関する実験的研究

松井昌幸

原稿種別: 本文
1958 年 58 巻 p. 93-99
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_93

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The sound absorbing construction using the slit can display exceknt acoustic characters by suitable combination with porous materials. Neverthless, insufficiency of the data conceaning the slit preveuts the use of such a sound absorbing construction as the slit resonator. In this study two types of the slit resonators were measured systematically by reverberation method by changing porosmaterials, breadth of the slit and depth of air space respectively. With this measurement the follouring fundamental characters were found out: 1) Comparing with the existing data, the slit resonator is superior to the perforated panelin the absorption of low frequency. 2) By selecting porous materials properly, it is possible for some sorts of slit resonators to have the flat absorptive character extending from low frequency to high frequency. 3) Sound absorptive characteristics can be changed properly by combining breadth of the slit, thickness of the panel, depth of air space, perforation degree and porous materials of the resonator. And the computing chart of the resonance frequency was made by the end correction given by Prof. J.M.A. SMITS. & C.W. KOSTEN. The chart can be used to circular hole, too.

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16. 火災時の上昇気流

横井鎮男

原稿種別: 本文
1958 年 58 巻 p. 100-106
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_100

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The writer has succeeded in obtaining the temperature distribution of the rising air current from a burning house. Basing on the equations of motion and heat continuity of the rising air current and the results of the laboratory experiments, the writer obtained the dimensional equations. It was found that the temperature at any point in the rising air current, could be expressed as the function of the producing rate of the heat and size and shape of the heat source. This formula was applied to fires in wooden house built at the foot of a television tower. In such cases, several structural members of the tower are exposed to the hot air current. Accordingly, the structural strength of the tower falls. From this study it was discussed to what height the television tower must be protected with the cover.

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17. 産科病棟について : 特殊病棟の研究

田口正生

原稿種別: 本文
1958 年 58 巻 p. 107-111
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_107

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At the general ward, the nursing schedule of the patients is on the established schedule, however at the obstetric wards, there happens many incidental affairs such as deliveries and admittings. I investigated the real condition of the obstetric wards at three general hospitals. The result of the research was that the obstetric case numbers in the each nursing hours of three shifts system, which cmsists of daytime, semi-midnight, and midnight, are almost same numbers. Therefore, at the planing of an obstetric wards, since the midnight activities effect other wards, it must be planed separately from the other blocks. It was also found that the minimum average stay time on the delivery bed is three and a half hours for each delivery and that there must be minimum two delivery tables for 20 beds' ward and three tables in a 30 beds obstetric ward, and four tables in a 60 beds' one.

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18. 横長長方形壁の大きさと形の恒常視に関する実験的研究

黒田正巳

原稿種別: 本文
1958 年 58 巻 p. 112-116
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_112

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Objects are real walls; height 2.5m×breadth 2.5m, h. 2.5m×b. 5.0m, h. 2.5m×b. 7.5m, h. 2.5m×b. 10.0m. Observation distances are 1.0m, 2.5m, 4.0m, 7.0m. Observation inclinations are 22°30', 45°, 67°30', 90°. Binocular vision. Rubber drawing method. Outdoor expeiment. Conclusions are; 1. Z is unvariable through breadth of wall. 2. Mean of Z≒0.6 3. The larger observation distance, the smaller degree of constancy. 4. When 2.5m×2.5m is observed at the points of large distance and large inclination, Z of g are very small, even sometimes minus. 5. These conclusions, except 4, are generally the same as those of other experiments.

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19. 地域性格別にみた小学校々区内居住地の密度 : 都市住区構成に関する研究・2

川名吉エ門

原稿種別: 本文
1958 年 58 巻 p. 117-121
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_117

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The author researched the existing attendance area of primary school in urban areas and studies the size and the density of attendance area in many different cases. And he obtained the following conclusions. 1. The distribution ranges of the size and the density of attendance area were varied according to its land use, location and development stages. 2. The differences of its characters appeared chiefly on the ratis of non-residential area in attendance area. 3. When the non-residential are excluded from the attendance area, the distribution ranges of the size and the density of residential area fell into same ranges as following, in usual cases. the size of residential area: from 20ha to 100ha. the density of residential area: from 100 persons/ha to 500 persons/ha.

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20. 瀬戸内農家の構造 : 岡山・広島県

渋谷泰彦

原稿種別: 本文
1958 年 58 巻 p. 122-127
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_122

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This is a continuation of the thesis titled "Farm House Structure Along the Coast of the Seto Inland Sea" which appears in the 56th edition of Transactions of the Architectural Institute of Japan. Explanations about the purpose of my study are omitted, as they are mentioned before. In this thesis, structures of farm houses in Okayama and Hiroshima Prefecture which are built along the north coast of the Seto Inland Sea are explained in detail. It is proved that how important the structural, geografical way of thinking is. The difference in structure in these areas is not so great as that of Kagawa and Ehime Prefecture, but it should not be neglected that even a little regional differences are clearly reflected upon farm houses.

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21. サリヴァンにおける装飾について

嶋田勝次

原稿種別: 本文
1958 年 58 巻 p. 128-133
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_128

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In this paper, Sullivan's situation in the history of modern architecture was examined by observing his ornament. Louis Henry Sullivan (1856-1924) has been known as one of the pioneers of modern architecture in America. On the one hand, he has been understood as a leader of modern functionalism, for he said that form follows function and he designed simply and clearly geometric works. On the other hand, he has been understood as an Art Nouveau-like man, for he always used rich ornament. Surely, if we viewed him from our modernistic sense, we would feel in his architecture an essential contradiction between simplicity in his building form and richness in his architectural ornament. But, when we study the ornament in his works and the ornament theory in his writings, we find that he always wished to give his building structure an expression by his ornament and to emphasize his individual originality in his architecture by his ornament. Therefore, we don't think that his ornament was similar to over-expression of Art Nouveau. And, we find that he hoped his ornament to be a part of building. Sullivan's fundamental idea was organism or naturalism. His ornament was contained in this system of his idea, and his functional theory was also organic or natural. After all, It is thought that Sullivan was not placed in the rational, mechanical, abstract and utilitarian trend, but his architecture was regarded as a living thing.

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22. 永原御茶屋の建築 : 近世初期における徳川氏専用宿館の研究・その一

村田治郎, 川上貢, 原桂一郎, 三上皓造

原稿種別: 本文
1958 年 58 巻 p. 134-140
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_134

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The castle of Nagahara was built in the late 16c. by Ieyasu-Tokugawa, and was enlarged in the 1634 by a grandson of Ieyasu for the camp. On this castle, we cleare the origin and the late structure. Plan of its late castle are made up of the main, secondary and third quarters, and each quarters are separated by the dikes. Main building sits in the main quarter, and it is separated to three blocks (ceremonial, living and house holding). This arrangement shows a model plan of the mansion-house in the early Edo-period. In the secondaly quarter there exist the management-house. And in the third quarter we have something interest in the watch box. One of the its plans are similar to the present farmers' houses. But, these buildings have pulled down at 1685, and do not remain at present.

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SYNOPSIS

原稿種別: 文献目録等
1958 年 58 巻 p. A1-A8
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_A1

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日本建築学会発行図書

原稿種別: 付録等
1958 年 58 巻 p. App1-
発行日: 1958/03/25
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.58.0_App1

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