-
Article type: Cover
1982 Volume 314 Pages
Cover1-
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
-
Article type: Cover
1982 Volume 314 Pages
Cover2-
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
-
Article type: Index
1982 Volume 314 Pages
Toc1-
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
-
Article type: Index
1982 Volume 314 Pages
Toc2-
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
-
TOYOKAZU SHIIRE, YOSHIHIRO MASUDA, KENICHIRO TOHME
Article type: Article
1982 Volume 314 Pages
1-8
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
In the previous papers, we presented an estimating equation of 28 day strength from the results of earlier test. The equation was derived considering statistical properties of the results of strength test and compliance criteria for the test results. The equation covers the case in which the margin of error is constant for any strength in the correlation between earlier strength and 28 day strength. In this paper, the estimating equation which is applicable to the case in which the ratio of the margin of error to the strength is constant in the correlation between earlier strength and 28 day strength is developped. This equation is derived on the basis that the distance from the regression equation to the estimating equation should be equal to the difference between the standard deviation of the distribution of 28 day strength expected from the distribution of the earlier strength test results and the standard deviation of the distribution of the estimated 28 day strength. Derived equation is as follows; [numerical formula] wher F_<28> : Estimated 28 day strength F_a : Result of earlier test a, b : Coefficients of regression in correlation between earlier strength and 28 day strength k : Coefficient shown in Fig.6 S_r : Standard error coefficient obtained in preparatory experiment on the correlation between earlier strength and 28 day strength
View full abstract
-
KENJI KUROHA, MITSUTAKA HAYAKAWA, YASURO ITOH
Article type: Article
1982 Volume 314 Pages
9-16
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
The Purpose of this paper is to investigate the properties of concrete in the vacuum prepacked concrete. The following results were obtained : 1) By reducing pressure in the forms before injection, the void rates is extremely few and the compressive strength is higher comparing with the concrete injected under the atmospheric pressure. 2) The maximum compressive strength of produced concrete by this method exceeds 700kg/(cm)^2, while that of conventional prepacked concrete is about 500kg/(cm)^2. 3) The both ratios of Young's modulus and bond strength between deformed bars to compressive strength are higher than those by conventional method, while the other properties are similar. 4) By this method many kinds of coarse aggregates with unsuitable shape and surface such as blast furnaceslag gravel become useful.
View full abstract
-
MASAO TACHIKAWA, MASAHIRO FUKUYAMA, HIDEKI HARA
Article type: Article
1982 Volume 314 Pages
17-25
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
Wind tunnel and free-flight tests were made to know the characteristics of the two-dimensional motion of square and rectangular flat plates in uniform flow, and the results were compared with those of numerical integrations of the equations of motion presented in a previous paper. It has become clear that (1) the plates released in a flow with initial angles of attack from zero to 180 degrees have various modes of motion, which can be classified into rotation with upward Magnus force, translation, rotation with downward Magnus force and intermediate ones, (2) the translatory mode of motion become relatively dominant with increase of aspect ratio and (3) the trajectories obtained by the numerical integrations agree approximately with the experimental results.
View full abstract
-
HIDEO UZUKI
Article type: Article
1982 Volume 314 Pages
26-32
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
It is generally to use a square as a section of structure of towers. However, there are towers as a section of equilateral triangle, rectangle, hexagonal triangle and others, which are not square in construction of tower by the purpose of using. It is not so many wind tunnel experimental datas about structure of towers and are not obvious relationship between drag-coefficient and projection ratio in to case of a design. We investigated the relationship between drag-coefficient and projection ratio on towers of special section and variation of drag-coefficient in the case of changing wind direction. We investigated as follows as obvious facts : In the case of a special sections (equilateral triangle, rectangle, hexagonal triangle), a relationship between wind direction and drag-coefficient fitted as the result of a square section by calculating drag-coefficient with projection area. In the case of towers of a special section, a relationship between projection ratio and drag-coefficient was obviously investigated as same as a square section which is divided into three groups.
View full abstract
-
Yuji ISHIYAMA
Article type: Article
1982 Volume 314 Pages
33-47
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
-
KATSUHIKO ISHIDA
Article type: Article
1982 Volume 314 Pages
48-58
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
The methodology to estimate the strong motion spectra in a short period range (T≲1-2sec.) on a bedrock level was discussed in this paper. The basic idea is that the synthetic strong motion Fourier spectrum calculated from Haskell model is approximately similar to that of low-pass filtered strong ground motion observed at a site in a period range T≳1-2sec. As a low-pass filter, the following function; A(T)=aT^n/(1+aT^n), T=2π/ω, was assumed. In order to estimate the characteritic coefficients "n" and "a", the Kanto earthquake (1923), the Tokachi-Oki earthquake 1968), the Saitama earthquake (1968), the Izu-shima-Kinkai earthuake (1978) and the Parkfield earthquake 1966) were analized. The results obtained are indicated that the coefficient "n" is nearly 1.0 for five earthquakes and "a" is nearly 1.3 for Kanto earthquake, 0.6 for Tokachi-Oki earthquake, 2.9 for Saitama earthquake, 1.2 for Izu-Oshima-Kinkai earthquake, 3.6 for Parkfield earthquake, respectively. The coefficient "a" was related with stress drop ⊿σ as (a=0.023⊿σ+0.22) for Japanese data only, and (a=0.053⊿σ-0.78) for all data including the Parkfield event. The model on estimating the acceleration Fourier spectrum B^^〜(T) on a bedrock level are proposed as follows by appling the inverse filtering method of A(T)=a・T/(1+a・T) to synthetic acceleration Fourier spectrum, F^^〜_A(T), that is, B^^〜(T)=F^^〜_A(T)+F^^〜_A(T)(1/aT) The proposed medel mentioned above is also applied to estimate the 5%-damped velocity responce spectrum and compared it with design spectrum proposed by Hisada, Ohsaki, et al. Both of them are agree well to each other.
View full abstract
-
Hitomi OHASHI, Yutaka OHTA
Article type: Article
1982 Volume 314 Pages
59-70
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
-
MICHIKATSU HIRANO, TAKASHIGE ISHIKAWA
Article type: Article
1982 Volume 314 Pages
71-81
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
This report presents the results of continuous composite beam tests for the purpose of some clarification of stiffness and behavior on partial composite beams with negative moment subjected to vertical loads. Considering only six specimens with 3/8-in. stud connectors in this experiment it may not be generalized to apply these results to all composite beams with larger scale studs. However, the following conclusions may be drawn from the investigation reported herein : 1. In the spacing of the stud connectors, the difference in stiffness increases with increasing the load but we can make that there is no remarkable difference in stiffness. Generally speaking, there is no influence of spacing the stud connectors on stiffness of composite beams. It seems to be quite all right in practical application to space the stud connectors uniformly. 2. Generally, in composite beams, as the degree of partial shear connection becomes higher, steel beams act more compositely with concrete slabs and stiffness becomes higher. However, that tendency must become gentler in composite beams with more and more high degrees of partial shear connection. 3. Composite beams with extremely low degrees of partial shear connection like the U16 specimen are not unity and are considerably lower in stiffness than beams with above 50% shear connection. In the U16 specimen a few stud connectors were broken about the same time before the theoretical collapse load. Considering toughness we are not in a position to urge composite beams to be combined by extremely low degrees of partial shear connection as good.
View full abstract
-
TERUYUKI NAKATSUJI, TOSHIAKI FUJIMORI, MITSUGU KURAMOCHI
Article type: Article
1982 Volume 314 Pages
82-89
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
This paper describes the results of investigations carried out in field welding using ultrasonic examinations, on the locations where defects frequently occure and on the welding conditions under which they frequently occur. The investigations were carried out on three skyscrapers and ten middle-rise steel buildings. Welding defects occur more often in the lower flanges of beams connected to columns, at the roots of grooves, in cases of root openings being narrow, and on Mondays and Saturdays. Minor defects are commonly produced when the discomfort index is too high or too low, but major defects are unrelated to this index. Defective joints are not produced at a uniform pace during construction, but at fluctuating rates.
View full abstract
-
HISASHI SHIMODAIRA
Article type: Article
1982 Volume 314 Pages
90-101
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
This paper describes some considerations on numerical integration schemes for stiffness matrices of isoparametric elements. In this paper, relation is investigated between dispacement models using reduced integration and mixed models based upon Hellinger-Reissner's principle and Herrmann's principle in the case of plane stress, plane strain and plate bending. The elements considered are four-node, eight-node and nine-node quadrilateral elements and three-node and six-node trianqular elements. Numerical integration schemes considered are exact integration, uniform reduced integration and selective reduced integration in which lower order integration is used only for terms of transverse shear strains and volumetric strains. Element matrices are formulated, baced upon the minimum potential energy principle for the displacement models and Hellinger-Reissner's principle and Herrmann's principle for the mixed models. From theoretical considerations, following conclusions are obtained. In general, the strain-nodal displacement relation equations of the displacement models and the mixed models have identical values at the reduced integration points. Thus, the stiffness matrices of the both models are ideutical, if they are evaluated by the same integration as reduced integration. These facts are proved theoretically and ascertained by algebraic calcurations of element matrices. The following relationships exist between the displacement models and the mixed models. (i) The displacement models using uniform reduced integration are equivalent to the mixed models based upon Hellinger-Reissner's principle, except the six-node element. (ii) The displacement models using selective reduced integration are equivalent to the mixed models based upon Herrmann's principle, but, for uniform integration the both models are not equivalent except the three-node element.
View full abstract
-
SATOSHI IWAI, NOZOMU YOSHIDA, TAKESHI NAKAMURA, MINORU WAKABAYASHI
Article type: Article
1982 Volume 314 Pages
102-111
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
An experimental study was made to investigate effects of the strain rate on the fundamental mechanical properties of component materials of reinforced concrete structures, concrete and reinforcing bars. Dynamic compressive loading and splitting tests of concrete cylinders and dynamic tensile loading tests of steel reinforcing bars were performed under monotonic and cyclic loading with a prescribed strain rate of 0.00002 (or 0.00005; quasi-static), 0.005, 0.01, 0.025, 0.05, or 0.10sec^<-1> by using an electro-hydraulic servo-type testing machine. It has been clarified qualitatively and quantitatively that, in the dynamic loading tests of concrete cylinders, (1) the compressive strength, the tensile strength, and the elastic modulus of concrete increase with increasing the strain rate, and (2) either the geometrical configuration of stress-strain curves or the strain corresponding to the maximum stress is little affected by the strain rate. It has also been found that, in the dynamic tensile loading tests of steel bars, (3) increasing of the strain rate causes the increase of the yield stress and the strain at the beginning of strain-hardening, and (4) the elastic modulus, the behavior in the strain-hardening region and the strain at breakage are affected slightly by the strain rate. (5) There is no significant difference between the envelope curves of stress-strain relationships of repeated loading tests and the stress-strain curves of monotonic loading tests.
View full abstract
-
SHUZO MURAKAMI, EIZO MARUTA, YOSHIHARU IWATANI, KUNIO FUJII, AKIHISA K ...
Article type: Article
1982 Volume 314 Pages
112-120
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
This paper describes the characteristics of turburence of city wind at ground level (H=1.5〜8.0m). The measurements were conducted at the street around a high-rise apartment house in the built-up area in Tokyo. The main results are as follows. 1) The frequency of instantaneous wind direction distributes narrowly at points where wind velocity is high, but it distributes widely at points where wind velocity is low. 2) The frequency distributions of scalar value of instantaneous wind velocity are not expressed by Gaussiun distribution at point near the ground. 3) The value of power spectrum of the wind velocity at the ground level does not decrease at the high frequency region. Consequently, values of gust factor near the ground are larger than those at much higher level. 4) The relation between the gust factor and the ratio of mean wind velocity to the reference point is given by the equations, shown below. G_t=A_tR′-α_t(Z′/Z_D)-α_t/n A_t=(t/T)^<-0.08> α_t=-0.065ln(t/T) Here, Z_D : 58.1m t : averaging time of gust wind (sec) T : sampling duration of mean wind velocity (=600 sec) Therefore, when the velocity ratio is given by the wind tunnel test, the gust factor can be found by above equations.
View full abstract
-
TOSHIHIKO TANAKA, SHUZO MURAKAMI, HIROSHI YOSHINO
Article type: Article
1982 Volume 314 Pages
121-130
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
For the purpose of obtaining the fundamental data to establish the ventilating requirement in the bathroom, investigated are the comfortability of occupant in a bathroom, the hour for drying the bathroom after taking a bath and the hour for drying the washed cloths hung in the bathroom, related to the ventilating rate by using a real bath unit. The results are as follows. 1) In winter season, the naked person becomes to feel cold 2 to 3 minutes after going out from a bathtub, even if the ventilating rate is zero. Therefore, the ventilating requirement when a person is taking a bath, should be zero or less than 20m^3/h (6 air change rate) for preventing the vapor from going out of a bath unit. As for the type of air inlet of a bath room, the slit type opened on the top or side of the door is better than the louver type used at present from the viewpoint of comfortability. 2) In summer season, the naked person feels comfort when the ventilating rate is 100 to 140 m^3/h. 3) The hour for drying a bathroom is related to the volume of condensed vapor and the ventilating rate. When the ventilating rate is a constant, the relation between the hour for drying a bathroom and the volume of condensed vapor is linear. When the volume of condensed vapor is 140g, the relation between the minute (y) for drying a bathroom and the ventilating rate (x) is approximated by the following formula : y=1920/x+25 If the number of persons taking a bath is 2 to 3, it should take 90 to 120 minutes to dry the bathroom at the ventilating rate of 100 m^3/h under the consideration of the water remained on the floor. 4) The hour for drying the washed cloths hung in the bathroom, is related to the ventilating rate, heating or not, and the hanging position of the washed cloths. When the ventilating rate increases from 50 to 100 m^3/h, the hour for drying the washed cloths decreases to 70〜80%. When the bathroom is heated by the electric heater of 0.6kW, the hour for drying decreases to 60〜80%.
View full abstract
-
KATSUYUKI YOSHIDA
Article type: Article
1982 Volume 314 Pages
131-142
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
The Chokuhotai-Bunkatsu-Zu, in Japanese, mean figures which represent how to partition a rectangular prism into some small rectangular prisms. So this is a dimensionless representation model of a building which forms of outside view and inside rooms are both rectangular prisms. It is possible to obtain the optimum outline plan of such building by means of dimension allocation for the C. B. Z. which is in match with initial planning conditions. But this dimensioning process is formulated for nonlinear nonconvex programing problem in terms of the minimization of a nonlinear nonconvex objective function which express construction costs or total floor area as function of dimensions of the C. B. Z. subject to such constraints as upper or lower limits of lengths, widths, heights, areas, of individual rooms and the outside view. At first, the multiplier method is shown applicable to such nonlinear nonconvex programing problem with R. T. Rockafellar's method. Next, dimensioning procedure for the C. B. Z. is encoded on the basis of it with FORTRAN IV. The program shown in Figure-2 has 426 statements. An example of the optimum outline plan which is generated under constraints as Figure-3 is shown in Figure-4. Executive c. p. u. time is 29.8min. with NEAC-ACOS system 900 computer. As shown in Figure-4, critical conditions which decide the optimum are found out at the same time from initial planning conditions. This program is so flexible that it is also applicable to produce the optimum outline plan as Figure-5 which has convex or concave parts by use of dummy rooms, walls or floors.
View full abstract
-
MASAO AOKI, TERUKAZU TAKESHITA
Article type: Article
1982 Volume 314 Pages
143-153
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
The purpose of this paper is to examine the concept 'crawling room' which is required to be equipped in 'THE MINIMUM STANDARDS FOR CHILD WELFARE INSTITUTIONS : Ministry of Health and Welfare Ordinance No.63 of 1948'. The results are as follows; 1. The 'crawling room' is the meaning of 'the room for crawling' but its original concept is 'the room for crawling babies'. 2. The concept 'the room for crawling babies' has been maintained before the World War II. But the work of codifing 'THE MINIMUM STANDARDS' is promoted in the period of confusion, the original concept is shifted to the others. 3. The reasons of this shifting are considered the following two. i) Judging from the conditions of the nursery school of the period, the concept 'the room for crawling babies' is difficult to realize. It is almost impossible to secure the independent room for crawling babies only. ii) The life style in foreign countries, wearing outdoor footgear indoors, requires the clean floor for crawling. The idea of securing 'the room for crawling' formed through this life style is considered to have influence on 'THE MINIMUM STANDARDS FOR CHILD WELFARE INSTITUTIONS' during its codification.
View full abstract
-
TAKASHI OMI, AKIO NAKAMURA, MASAO SHIDA, YUKIYASU KAMEMURA
Article type: Article
1982 Volume 314 Pages
154-165
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
In this paper continued from the previous paper (Part I), the characters of human-behaviour during strong earthquakes are analyzed correlating their attributes, mental process and roles.
View full abstract
-
KYOICHI OKAMOTO, KOICHI MASUDA, WATARU KATO
Article type: Article
1982 Volume 314 Pages
166-175
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
In the near future, "huge" floating structures, such as floating airports, which became far larger in size than the existing ones, seem to be brought into existence. In wave response analysis of these structures, it may be necessary to analyse the motion as rigid body while taking also account of the elastic vibration. The object of this study is to establish the theoritical calculation method so that we must understand the characteristics of wave-induced motion and vibration for huge floating structures. In this report, as a first step, the authors have applied the finite element method to the dynamic interaction problem of the fluid-elastic beam system, and investigated wave-induced motion and vibration taking account of frequency dependency of the hydrodynamic forces. Finally the experiment and calculation results were compared with each other, and good agreement obtained. As a result of the above, the following points were cleared that (1) this method is reasonable for vertical displacement, (2) in case of the huge floating structures, the effects of elasticity should not be neglected, (3) the effects of coupling among the modes to low frequency region should be taken sufficiently into consideration.
View full abstract
-
NOBUYOSHI TOSAKA
Article type: Article
1982 Volume 314 Pages
176-183
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
The object of this paper is to formulate the fundamental relations for the dynamic behaviour of elastic thin shells as marine structures with the great increase of interest in recent year. The dynamic analysis of elastic shells as marine structures has to be done under the consideration of the dynamic interaction with the water wave around the structures. Starting from the previous paper, the linear equations of motion for elastic shell with the pressure term originated by the consideration with fluid-elasticity interaction are derived directly from the integration procedure of the three-dimensional equations for elastic body. The derived equations are the one for general deformation including the transverse shear strains. The approximation for the Kirchhoff-Love assumptions is intended and developed in Chapter 3. On the fundamental formulation of the dynamic water wave-elastic shell interaction, two expressions are established on the same way in the previous paper. The discrete coupled relations for the continuous field are derived by means of the finite-element Galerkin procedure through the weighted residual expressions of our fundamental equations. Some discussions on the linear dynamic analyses for the obtained coupled mass-damping-spring systems are mentioned in Chapter 6.
View full abstract
-
Article type: Appendix
1982 Volume 314 Pages
App1-
Published: April 30, 1982
Released on J-STAGE: August 22, 2017
JOURNAL
FREE ACCESS
