Transactions of the Architectural Institute of Japan

[title in Japanese]

Article type: Cover
1968 Volume 150 Pages Cover1-
Published: August 30, 1968
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.150.0_Cover1

JOURNAL FREE ACCESS

Download PDF (41K)
[title in Japanese]

Article type: Cover
1968 Volume 150 Pages Cover2-
Published: August 30, 1968
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.150.0_Cover2

JOURNAL FREE ACCESS

Download PDF (41K)
[title in Japanese]

Article type: Index
1968 Volume 150 Pages Toc1-
Published: August 30, 1968
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.150.0_Toc1

JOURNAL FREE ACCESS

Download PDF (33K)
[title in Japanese]

Article type: Appendix
1968 Volume 150 Pages App1-
Published: August 30, 1996
Released on J-STAGE: December 19, 2008

DOIhttps://doi.org/10.3130/aijsaxx.150.0_App1

JOURNAL FREE ACCESS

Download PDF (27K)
IDEALIZED MODEL METHOD FOR THE UPPER AND LOWER BOUNDS OF ELASTIC DEFORMATIONS

KOICHIRO HEKI

Article type: Article
1968 Volume 150 Pages 1-6,71
Published: August 30, 1968
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.150.0_1

JOURNAL FREE ACCESS

Show abstractHide abstract

A method to put the exact deformation of elastic structures between the upper and lower bounds is proposed. This method is based on the following three conceptions : (i) The rigid and soft side models of elastic structures, defined in this paper. (ii) The property of the matrix of positive semidefinite quadratic forms. (iii) The principles of total potential and complementary energy. Then, every element of the compliance matrix of an original elastic structure is put between the upper and lower bounds, which can be calculated with the solution of the idealized rigid or soft side model. The upper and lower bounds of the deformation of the elastic structure, which can not be solved exactly, can be derived by using the above mentioned matrix for actual load conditions. This method can be used also to make simply the approximate solution with the error estimation for a complicated solvable or unsolvable structure.

View full abstract

Download PDF (796K)
THE ULTIMATE STRENGTH OF THE STEEL BEAM-COLUMN (Part 3)

BEN KATO, HIROSHI AKIYAMA

Article type: Article
1968 Volume 150 Pages 7-13,71
Published: August 30, 1968
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.150.0_7

JOURNAL FREE ACCESS

Show abstractHide abstract

The load-deflection curve of the framed structure is dealt with. We suggest a conceptual model of the framed structure which enables us to obtain the load-deflection curve of the framed structure by simple accumulation of the behavior of the individual members which form the structure. The element of the framed structure is analysed and the theory is probed by experiments.

View full abstract

Download PDF (786K)
CALCULATION METHOD OF WIND PRESSURE ON ROOF AND WALL OF BUILDINGS (Part 3)

SHOJI KOBAYASHI

Article type: Article
1968 Volume 150 Pages 15-21,71-72
Published: August 30, 1968
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.150.0_15

JOURNAL FREE ACCESS

Show abstractHide abstract

In accordance with the foregoing two parts of the series, this paper presents the wind pressure distribution on buildings having such plans as of star type, cross type and deflected type, subjected to a uniform stream, by means of the two-dimensional potential theory. Then, on the assumption that a constant negative static pressure prevails in the dead water region behind the obstacle, the author tries to trace the free vortex layer starting from the edge of the building or the plate and find out it logically unaffected by the presence of the negative pressure in the dead water region On the wind-ward side of building, and flat or deflected plates the following conclusion may be drawn. (1) In case of the building having plans of star type, subjected to an axially symmetrical and uniform stream, the greater part of the wing is under positive pressure, and the longerthee wing is as compared the side, the stronger does the suction on the side become. (2) It may not go too far to say that the wind pressure distribution around the roofs and sides of the buidings can be inferred from those on the flat or deflected plates having the same angles of inclination, provided that the latter is modified by the suction caused by the building height, etc. (3) This calculation method is in fair agreement with experiments and exact solutions concerning flat and deflected plates by two-dimensional potential theory.

View full abstract

Download PDF (719K)
EXPERIMENTAL STUDY OF THE WIND PRESSURES ON STRUCTURES IN NATURAL WIND : Part1. Experimental Method

MASAO TACHIKAWA

Article type: Article
1968 Volume 150 Pages 23-32,72
Published: August 30, 1968
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.150.0_23

JOURNAL FREE ACCESS

Download PDF (1474K)
WIND PRESSURE FLUCTUATIONS IN THE SEVERE STORM

HATSUO ISHIZAKI, YASUSHI MITSUTA

Article type: Article
1968 Volume 150 Pages 33-38,72
Published: August 30, 1968
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.150.0_33

JOURNAL FREE ACCESS

Show abstractHide abstract

Recently we have had considerable knowledge on wind velocity fluctuations in natural winds but little on wind pressure itself. In designing structures to resist wind, the pressure must be known. Generally the pressure are obtained from the data on the wind velocity but it is difficult to estimate accurately the pressure fluctuations from the velocities. This paper describes the direct observations of pressure fluctuations in strong winds by the special pressure gages mounted on poles near the sea coast. The results obtained here are the spatially averaged wind pressures, the power-spectra and the cross-spectra or correlations of pressure fluctuations in the lateral direction.

View full abstract

Download PDF (806K)
THEORY OF THE CHAIN CONSTRUCTION WITH EIASTIC JOINTS ON THE SANDWICH CURTAIN WALL (4)

HOKATO EGAMI

Article type: Article
1968 Volume 150 Pages 39-49,72
Published: August 30, 1968
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.150.0_39

JOURNAL FREE ACCESS

Show abstractHide abstract

In the previous paper, the author reported the theory of the Chain Construction with Elastic Joints as well as the results of the experimental study on the Sandwith Curtain Wall. It was shown that the theory could be applied to the wall with close approximation in its vertical direction (Y-axis). In the horizountal direction however it was found isotropic (X-axis). As the result of the experimental study on deflection of the Rectangular Plate composed of isotropic plates and elastic joints, the deflection-form of the plates along the Y-axis is invariable regardless of L_Y : L_X, and the values of δ´ : δ along X-axis are 1.50 for all, at 1〜1´ section, however, it is about 1.43. The present paper deals with a practical analysis in the Simply Suported Chain Plate with Elastic Joints. The followings are obtained. 1. If it be assumed that λ is constant and ζ_m'n'=ζ_mn=0.5, we get that γ_<0.1>=0.469 (1-η_5) andμ=1.618 (λ=1.618). 2. On this assumption, practical analysis of that is very handiness. 3. An error of which obtained by this practical analysis is only 8.11 per sent.

View full abstract

Download PDF (893K)
ON NEGATIVE SKIN FRICTION ACTING ON A PILE-GROUP

YOSHITSURA YOKOO, KUNIO YAMAGATA, HIROAKI NAGAOKA

Article type: Article
1968 Volume 150 Pages 51-57,72-73
Published: August 30, 1968
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.150.0_51

JOURNAL FREE ACCESS

Show abstractHide abstract

In this article, negative skin friction is discussed which acts on a pile-group when consolidation of clay layer is completed. It is shown that the solution of Zeevaert, which treated piles whose end-points do not settle, is not valid when surcharge on the surface of the clay layer is less than a certain value. The solutions of this case are given. Furthermore, the behaviors of negative skin friction acting on piles whose end-point settles are discussed. It it examined by some calculated examples how the surcharge on the surface of the clay layer, the load on the pile-head, distance between the piles, settlement-rigidity of the supporting layer overlain by the clay layer, and compressibility of the clay layer have influence on settlement of the piles and distributions of negative skin friction and axial force. The method of Terzaghi and Peck to calculate the axial force of the pile at the end-point is indicated to give an exact estimate or slight overestimate when the surcharge on the surface is small and to give a considerable overestimate when the surcharge is large.

View full abstract

Download PDF (833K)
ON ORNAMENTAL DETAILS OF THE ZEN STYLE ARCHITECTURE OF THE EARLY MIDDLE AGES (1)

KINYA SEKIGUCHI

Article type: Article
1968 Volume 150 Pages 59-70,73
Published: August 30, 1968
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.150.0_59

JOURNAL FREE ACCESS

Show abstractHide abstract

[in Japanese]

View full abstract

Download PDF (1644K)

Register with J-STAGE for free!