Transactions of the Architectural Institute of Japan

[title in Japanese]

Article type: Cover
1980 Volume 290 Pages Cover1-
Published: April 30, 1980
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.290.0_Cover1

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[title in Japanese]

Article type: Cover
1980 Volume 290 Pages Cover2-
Published: April 30, 1980
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.290.0_Cover2

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[title in Japanese]

Article type: Index
1980 Volume 290 Pages Toc1-
Published: April 30, 1980
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.290.0_Toc1

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[title in Japanese]

Article type: Appendix
1980 Volume 290 Pages App1-
Published: April 30, 1980
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.290.0_App1

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WIND TUNNEL STUDY OF THE RESPONSE OF A SUSPENDED ROOF TO THE ACTION OF WIND

Takeo MORI

Article type: Article
1980 Volume 290 Pages 1-11
Published: April 30, 1980
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.290.0_1

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A THEORETICAL STUDY ON ELASTIC-PLASTIC BEHAVIOR OF SINGLE PILE SUBJECTED TO LARGE LATERAL LOADS

KOJI TOMINAGA, KUNIO YAMAGATA

Article type: Article
1980 Volume 290 Pages 13-22
Published: April 30, 1980
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.290.0_13

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This paper is concerned with the problem of a single pile subujected to relatively large lateral loads. In such a problem, the load-deflection relationships of piles are mainly governed by the progressive yielding of the soil surrounding the loaded pile and elastic-plastic state developed in the pile But we have known few studies considered both of two conditions mentioned above. Hence, the authors propose the method of analysis for lateral loaded piles derived from the transfer matrix method, and report the results compared with two samples (Test No.1 and No.2) in model tests carried out in sand. The results obtained are summarized as follows. (1) On the load-deflection relationships, the computed results are probably corresponding with the observed, as shown in fig.15 (2) The maximum bending moment and its depth obtained by proposed method approximate quite to the results transformed from strains measured along pile axis in test No.2. (3) At the ultimate state, results obtained by proposed method indicate better approximation to test results than those by Brom's theory.

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OPTIMAL DESIGN OF REINFORCED CONCRETE FRAMS : Part 1 General Optimal Design Formulation and Application to Multistory Reinforced Concrete Frames

YOSHIO KOSAKA, NOBUHIRO IMAI

Article type: Article
1980 Volume 290 Pages 23-32
Published: April 30, 1980
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.290.0_23

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The optimal design of reinforced concrete frames is considered by treating the various design parameters. The brief contents of the study are as follows : 1) The mathematical non-linear programing technique is applied for the formulation of optimization of reinforced concrete frames. The non-linear optimization problem is solved by the sequental unconstrained minization technique (SUMT), and the unconstrained problem is opitimzed by Davidon-Fletcher-Powell method. 2) In order to solve the optimization problem of large-size structures such as multistory frames, the substructure method is applied. The structure is partitioned into several substructures, and then, each substructure is optimized in turn from the top story down to the bottom story. Repeating this procedure, the overall solution of the structure is obtained sequentialy. 3) The minimum weight design of two types of reinforced concrete frames that are subjected to static loads are carried out, and the obtained results are discussed.

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CONNECTIONS IN STEEL REINFORCED CONCRETE STRUCTURES-COLUMN BASES : (Part 3) The Mechanism of Stress Transfer in Column Bases under Bending

KANSHI MASUDA, TSUGUOMI HIRASAKA

Article type: Article
1980 Volume 290 Pages 33-44
Published: April 30, 1980
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.290.0_33

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In order to clarify the mechanism of stress transfer developed through S. R. C. column base connections, this paper reports an experimental study on relations between load and strain, and the strain distribution and stress transfer characteristics in column base connections based on the test data which was already presented in the previous paper (Part 2). The main results derived from the analysis on these experiments are as follows : (1) Theoretical Load-Strain curves for each component gradually approach the corresponding experimental ones in proportion to the moment resistance of the anchor bolts after the concrete cracked at the tension face. (2) In the case when the thickness of the base plate is extremely thin, the stress transfer capability of the steel column embedded is seen to be predominantly reduced. But, when the base plate is the proper thickness, the stress of the steel column is immediately transmitted from the base plate through the anchor bolts into the footing. (3) The stress transfer capability of the steel column embedded is not affected so much by the reinforcement quantity. But it is desirable that the half of the moment resistance of the steel column embedded is resisted by the reinforcement considering the width of crack in the concrete.

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POST LOCAL BUCKLING BEHAVIOR OF STEEL BEAM-COLUMNS : Part 4 Plastic Rotation Capacity

MINORU MAKINO, CHIAKI MATSUI, ISAO MITANI

Article type: Article
1980 Volume 290 Pages 45-55
Published: April 30, 1980
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.290.0_45

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In this paper, the first, independent factors that effect on plastic rotation capacity of H-shaped steel beam-columns are investigated. And yield point stress σ_y, width-to-thickness ratio of the flange b/f (2b, f : width and thickness of a flange, respectively), one of the web D/ω (D : depth of a cross section, ω : thickness of a web), axial load ratio n (=P/P_y; P : constant axial load of a member, P_y : yield axial load of a member), ratio l_b/i_y (l_b : laterally unbraced length, i_y : gyration of a cross section about weak axis), ratio l/i_x (l : length from plastic hinge to inflection point of a member, i_x : gyration of a cross section about strong axis) are selected for emprical formulas about plastic rotation capacity. Experimental data R_m and R_<0.95> are obtained from the moment-rotation curves (Ref.15), where R_m is plastic rotation capacity based on the rotation at the maximum moment M_<max>, R_<0.95> is one based on the rotation at the 0.95・M_<max> after the maximum moment. And emprical formulas (6-a, b) and (7-a, b) are established based on the data under monotonic loading with the independent factors. The emprical formulas are compared with the data of this test and others (Ref.10, 11, 13, and 14) and are discussed. The summaries are as follows : 1) In the case of n<A_ω/(2A) (A_ω : cross sectional area of a web, A : cross sectional area), the plastic rotation capacities (R_m, R_<0.95>) of the steel beam-columns under monotonic loading can be estimated from the formulas (6-a), (7-a). In the case of n>A_ω/(2A), those can be estimated from the formulas (6-b), (7-b). 2) When the value of R_<pred> obtained from the formula (6-a, 6-b, 7-a, 7-b) is less than 10, the plastic rotation capacity of the member under cyclic loading can be estimated from the formulas. 3) The formulas can be applied to the member with moment gradient ρ≠0.

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TESTS OF REINFORCED CONCRETE CYLINDRICAL SHELL SUBJECTED TO REPEATEDLY HORIZONTAL FORCE

SHIGERU SETOGAWA

Article type: Article
1980 Volume 290 Pages 57-67
Published: April 30, 1980
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.290.0_57

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The tests of the model subjected to statically and repeatedly horizontal force were performed in orden to make basic data in a seismic design of reinforced concrcte cylindrical shell. Twelve models had parameters of compressive strergth of concrete for structural design and reinforcement ratio, namely, parameters of A series were F_c=250kg/cm^2, F_c=300kg/cm^2 and P_w=1/2P_t=0.6%, 0.9%, 1.2% and those of B series were F_c=250kg/cm^2 and P_w=P_t=1.8%. Test plan, load-deflection relationship, mode of failure, stress, rigidity and its reduction ratio were reported, and the summary of the test results were as follows : (1) The upper limit of the allowable plane shear stress in the elastic design was 0.13 F_c for A series model (P_w=1/2P_t=1.2%). (2) The empirical formula for the reduction ratio of rigidity was obtained, and Q-δ curve by its formula was compared with it by the tests and both agreed roughly.

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SEISMIC BEHAVIORS OF SUMITOMO SENDAI BLDG UNDER STRONG EARTHQUAKE : No.1 Strong earthquake records under the off MIYAGI-ken coast earthquake Feb.20, '78 and elastic response analysis

NAOKI UCHIDA, FUMIYA ESAKI, KOICHI MATUNAGA, TUKASA AOYAGI, MASAYOSHI ...

Article type: Article
1980 Volume 290 Pages 69-81
Published: April 30, 1980
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.290.0_69

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Introduced in this paper are the results of the forced vibration test made for a 18-floored building of steel-reinforced concrete construction in Sendai City. Subsequently discussed are the elastic earthquake response analysis results derived form the strong earthquake motion records obtained at that building when subjected to the strong earthquake occured off Miyagi-ken coast on February 20, 1978, as studied comparatively with the values actually measured by the instruments installed on that building.

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ISOSEISMAL MAP IN NEAR-FIELD WITH REGARD TO FAULT RUPTURE AND SITE GEOLOGICAL CONDITIONS

SABUROH MIDORIKAWA, HIROYOSHI KOBAYASHI

Article type: Article
1980 Volume 290 Pages 83-94
Published: April 30, 1980
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.290.0_83

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EXPERIMENTAL AND ANALYTICAL STUDIES ON SEISMIC RESPONSE BEHAVIOR OF HTGR CORE : PART I-Experimental Study-

KIYOSHI MUTO, TAKASHI KURODA

Article type: Article
1980 Volume 290 Pages 95-106
Published: April 30, 1980
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.290.0_95

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THE SLUM CLEARANCE PROJECT IN THE CENTRAL DISTRICT OF TOKYO IN 1881, A CASE OF KANDA HASHIMOTO-CHO : PART 2. Applications for rebuilding by private developers

YORIFUSA ISHIDA

Article type: Article
1980 Volume 290 Pages 107-117
Published: April 30, 1980
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.290.0_107

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The applications for leasing the land of Hashimoto-cho purchased and Yanagi-cho (another public land) and constructing fireproof houses to rent, was send in March 1881 by Mambei Endo (a merchant) and Yataro Iwasaki (founder of the Mitsubishi financial combine). If these applications were adopted and put into practice, would be the first case of urban renewal by private developer in Japan. Part 2, the author intended to investigate the detail of these applicaions and why they were not adopted. Contents of part 2 are as follows : 1) Applications by M. Endo and Y. Iwasaki. 2) Tokyo Metropolitan Office examined again terms of leasing Yanagi-cho and Hashimoto-cho. 3) Y. Iwasaki gave up, but Mambei Endo continued negotiation with Tokyo Metropolitan Office. 4) Improvement plan of Hashimoto-cho by M. Endo. 5) A bill to lease land for M. Endo was discussed in the ordinary session of Tokyo 15 Wards assembly. 6) The bill was rejected.

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TYPES AND THEIR FACTORS OF CHANGES OF RESIDENCE : Action-System-Theoretic Analysis in Changes of Residence 1

TAKASHI OMI, MASAO SHIDA, KENICHI ABE

Article type: Article
1980 Volume 290 Pages 119-130
Published: April 30, 1980
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.290.0_119

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In this paper and next ones, I will explain changes of residence by means of the theory called action-system theory or structural-functional analysis. When I try this explanation, the three following problems come about to be solved. (1) What are the factors of changes of residence and how do they work? (2) Changes of residence are at once actions satisfying the present requirements and ones selecting values based on the long-range view of dwelling. Therefore, so that I can explain each change of residence, I have to make clear how these views of dwelling. (3) What is the mechanism of forming the motivation for a change of residence? That is, I elucidate how the motivation is formed and how it is realized or vanished, according to the connection between each view of dwelling and patterns of the change of reidence. This paper is what solves the first problem. To sum up, myconclusions are as follows : 1) There are two types in changes of resldence. One is a compulsory change (I call Type I), and the other is a voluntary change (I call Type II). 2) The change-Type I is brought about by two factors. One of them is about working such as a change of occupation, of working time, and of working place and the other is a change of housing contract. 3) I can see many changes-Type I in such patterns of houses as lodging houses, boarding houses, wooden rental houses, non-wooden rental houses, detatched rental houses and issued houses. 4) As for the factors of the change-Type I, I have clarified their actions by presenting the diagram. 5) The rate of the change of residence in all the examined households is 22.8per cent a year. This is mainly because the changing rates in boarding houses, lodging houses and young one-person households are high. 6) There is a general tendency to decrease changing rate with ascending the level of dwelling, but on the contrary, there is also the stratum of the people who cannot change their residence, remaining the low level of dwelling.

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THE STANDARD OF THE TOKYO MUNICIPAL ELEMENTARY SCHOOL BUILDINGS BUILT OF REINFORCED CONCRETE

HIROYASU FUJIOKA

Article type: Article
1980 Volume 290 Pages 131-139
Published: April 30, 1980
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.290.0_131

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One hundred and seventy-one municipal elementary schools were built of reinforced concrete in Tokyo between 1922 and 1938. Almost all of them were designed by the Architectural Section of Tokyo Municipal Office, observing the standard which was made soon after the Kanto Earthquake. This standard attained a quite high level in the planning of the elementary school building in those days.

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ON THE FORMATION PROCESS OF 'HACHIMAN-ZUKURI' (Part I)

KAZUMA HAYASHI

Article type: Article
1980 Volume 290 Pages 141-150
Published: April 30, 1980
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.290.0_141

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When and where was the architectural style called 'Hachiman-zukuri' of Japanese Shinto-shrine established? And why such peculiar form was adopted as the main sanctuary of Shinto-god called 'YAHATA'? On these problems I tried to consider through the examination of several old records and documents related to Usa and Iwashimizu Hachimangu shrines. This treatise on those problems is divided into two parts, and the first half of it is inserted here. So I will present the synopsis of the whole in the next issue of this "Transaction of A.I.J." in whichthe latter half of the treatise will be published.

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THE MODEL-DESIGN OF URBAN DWELLING HOUSE BY K.F. SCHINKEL : On the idea of order in urban space at the beginning of the 19th century

TOSHIMASA SUGIMOTO

Article type: Article
1980 Volume 290 Pages 151-157
Published: April 30, 1980
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.290.0_151

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The intention of Schinkel as a reformative bureaucrat to design the model of urban dwelling houses (in : "Grundlage der praktischen Baukunst"; Berlin 1830) lay in presenting generally the idea of systematic order in urban space, in order to lead the craftsmen under the public interest of the state to the modernization of the town. The method to give architectural form was radically changed and systematized. (1) The space of the site was recognized as a geometrical form and used at the maximum in a rationally economical sense. (2) The architectural form was composed combining some geometrically formed wings vertically and horizontally, reforming the method shown in "Precis" by J.N.L. Durand. (3) The plan of apartment was rationally organized with corridors and staircases departed clearly from the living spaces. The facade was articulated with horizontal lines and decorated with ornaments of classic style, that showed a kind of grammer of decoration. The social status of inhabitants in each apartment was shown by it in the public space of street, which was given a character of a space of respresentation.

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STUDY ON THE FIRE PROTECTION PERFORMANCE OF A FIRE PREVENTING ZONE WITH TWO GLASS DOORS : Theoretical Calculation of the Thermal Radiation Heat Transfer through a Fire Preventing Zone

TAKEYOSHI TANAKA

Article type: Article
1980 Volume 290 Pages 159-166
Published: April 30, 1980
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.290.0_159

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In most ordinary builldings, steel doors are usually used as the fire proof doors to prevent fire spread in the buildings. However, in place of the steel doors, it is now being planned to use a kind of fire preventing zones which is composed of two doors with large glass panes and fire resistant area between the two glass doors for the convenience of fire extinguish activities, occupants' evacuation and prevention of smoke spread. This paper presents a theory and a calculation method of the thermal radiation heat transfer through the fire preventing zone. And the results of the sample calculations based on the theory show that it is practically possible for the zone to prevent the thermal radiation heat transfer caused by fire more effectively than fire proof steel doors of Class A, provided that the zone is appropriately designed.

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