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Article type: Cover
1983 Volume 324 Pages
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Published: February 28, 1983
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Article type: Cover
1983 Volume 324 Pages
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Published: February 28, 1983
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Article type: Index
1983 Volume 324 Pages
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Published: February 28, 1983
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Article type: Index
1983 Volume 324 Pages
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Published: February 28, 1983
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HIDENORI ONO, MAKOTO YOSHIOKA
Article type: Article
1983 Volume 324 Pages
1-8
Published: February 28, 1983
Released on J-STAGE: August 22, 2017
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The anti-staining property of materials is one of the most important ones for floor finishes, particularly in regard to their appearance and sanitation. The precise mechanism of staining, however, has not fully been explained. As an initial step toward a complete understanding of the nature of staining, this paper first examines the relevant concepts through a review of past studies, and secondly, develops and tests an evaluation method for the state of strains. The state of staining of actual floors in various settings was observed in order to understand the causes of staining. General observation revealed that stains on floors appeared clearly when the neighboring floor area was clean. Detailed observation revealed that among other causes of stain, fine scratches filled with such staining agents as clay and sand, were found to be dominant. In order to clarify the procedure of staining, an exposure test and a sensory test were conducted. Five different PVC floor tiles were exposed in two settings; the entrance hall and the elevator in the Deparment of Architecture Building at Tokyo Institute of Technology, where the amount of pedestrian traffic was specified as approximately 1500/day and 1000/day respectively. This exposure test provided a total of 90 sample tiles differing in material (5 types), exposure time (9 durations; one day to 90 days) and location (2 places) for the sensory test as the stimuli. In the sensory test, the degree of staining of each sample tile was visually rated by 30 subjects. The results revealed that the apparent stain increases rapidly in the initial stage of exposure. As time passes however, the rate slows down. Finally, the apparent degree of staining becomes constant even though the number of physical stain agents increases as time passes. In summary, the present paper clarified the major factors influencing staining and develops a method of evaluation for the state of staining. Directions for future research were also suggested.
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HARUYUKI NANBA, KATSUTOSHI SATO
Article type: Article
1983 Volume 324 Pages
9-17
Published: February 28, 1983
Released on J-STAGE: August 22, 2017
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Slabs in deeply buried structures, such as underground substations, are subjected to soil and hydrostatic pressure transmitted by external walls, and besides they must carry shearing forces to external walls under earthquake. For such reasons, stresses in slabs take great values and so slabs under the ground are designed thicker than those above the ground. On making openings in such slabs, for the purpose of arranging ducts and so on, the effect of openings on the stress distributions must be taken into consideration. Especially when slabs are subjected to shearing forces, this is the most important thing. In the previous paper, we discussed the reinforcing effect of braces on slabs with a square opening under this condition. This paper describes a theoretical examination of stress distributions in the above slabs under axial forces. As the result of this study, we find that it is somewhat efficient to reinforce slabs with braces when they are set in two-way rather than one-way.
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MASANORI IZUMI, TAKAHIDE WATANABE, HIROSHI KATSUKURA, MASAHIKO KIMURA
Article type: Article
1983 Volume 324 Pages
18-27
Published: February 28, 1983
Released on J-STAGE: August 22, 2017
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It is necessary to treat an earthquake motion which excites structures as a random process because it cannot be predicted in the form of deterministic time-function at present. This paper presents a probabilistic method for estimating nonlinear response of hysteretic structures under random excitation. The main parts of this theoretical method are that the response is represented by discrete states on the Force-Displacement plane and that a transition of the state is assumed to be simple Markov Chain. This method has the advantage of calculating probability of maximum response and first excursion failure easily. The theory is applied to a one mass elasto-plastic system subjected to a stationary Gaussian white noise. The theoretical result is compared with that of Monte Carlo simulations. These results show good agreements.
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HIROSHI AKIYAMA, HIDEO NAKAJIMA
Article type: Article
1983 Volume 324 Pages
28-35
Published: February 28, 1983
Released on J-STAGE: August 22, 2017
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When a multi-storey frame is composed of a rigid frame intercorporated with a canti-lever type of shear walls, the flexural deformation of walls often predominates over the shear deformation in the upper floors. Under such a circumstance, a considerable amount of damage concentration can take place on the upper part of the rigid frame when the frame is subjected to strong earthquakes. This paper deals with the damage distribution in such a structure. As a first step, a structural model shown in Fig. 1 is taken up, which consists of rigid frames symmetrically disposed on left- and right-hand sides and a central shear wall connected to the rigid frames with elastic boundary beams on each floor level. Beams in rigid frames are assumed to be rigid. Columns in the rigid frames can behave inelastically with the elastic-perfectly plastic restoring force characteristics. Beams in the shear wall is also assumed to be rigid and columns in the shear wall are pin-connected at both ends and remain elastic. The shear wall is equipped with the central core which behaves as a column with shear resistance, the restoring force characterictics of which is assumed to be elastic-perfectly plastic. Eventually, the shear wall deforms elastically under bending and can behave inelastically under shear forces. The apparent yield deformation of the shear wall is defined to be the storey displacement at the onset of the yielding of the central core. The apparent yield deformation becomes larger as the level of storey goes up. On the other hand, the yield deformation of each storey of the rigid frame show no conspicuous change. Therefore, this model is considered to be a structure which is copmposed of different elements in yield deformations. When the boundary beams are rigid, the flexural deformation of the shear wall is suppressed and the model becomes a shear type structure consisting of two elements with different yield deformation. First, the damage distribution law which can apply to shear type structure is derived in terms of the ratio of the yield deformations of two elements. Next, the damage distribution law is generallized by introducing the apparent yield deformation of the shear wall and the adequacy of the generalization is assured by comparing the prediction with the result of the response analyses for the model with elastic boundary beams.
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TAKAYUKI SHIMAZU, HIDEO ARAKI
Article type: Article
1983 Volume 324 Pages
36-44
Published: February 28, 1983
Released on J-STAGE: August 22, 2017
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Shaking table tests have been conducted on the scaled structures in order to obtain fundamental information regarding the dynamic behaviors of multi-storied shear-walls. Eight specimens were tested and variables considered were the number of stories, base support conditions, and the kind of earthquake inputs. Each specimen was subjected to a series of scaled earthquake inputs of increasing intensity to failure. Based on the results of this study the following conclusions can be made. 1. Fundamental periods in the range of small amplitudes can be estimated by the elastic theory at initial stage, but increase gradually up to twice at failure stage with earthquake input level. 2. Envelope curves of hysteretic loops obtained on interstory shear-force versus interstory displacement have nearly the same positive and negative amplitudes regarding both the coordinates. Remarkable phase lags between shearforce and displacement have been found for the eight-storied structures. 3. Maximum lateral load distribution shape along height for eight-storied structures varies from top-most triangular up to uniform while that for four storied structures remains top-most triangular constantly regardless of the input levels. A proposal was made for lateral load distribution and over-turning moment values. 4. Maximum lateral displacement distribution shape remains top-most triangular regardless of the input levels for all the structures. Maximum displacement at any location along wall increases nearly linearly with the input level. And that at third floor was chosen as a basis to discuss lateral displacement distributions.
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SHIGERU FUJII, SHIRO MORITA
Article type: Article
1983 Volume 324 Pages
45-53
Published: February 28, 1983
Released on J-STAGE: August 22, 2017
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Based on the previous experimental results by authors, the empirical equations for splitting bond strength had been developed in the Part 1. In this paper, these equations were extended to a more generalized form and verified from the applications to many test data of other investigators. For the comparative study, the proposals developed by Orangun, Jirsa and Breen and by Jimenez, White and Gergely were introduced and also applied to the same test data. The available test data for development length include 354 specimens in total, which failed in splitting of surrounding concrete before bar yielding. From this comparative study, the authors' proposal seems to give the best prediction for bond strength. The important characteristics of splitting bond failure which were taken into account in the authors' equation are summarized as follows : 1) The bond stress at which the surrounding concrete is split to failure depends sensitively on the geometrical bar location in a cross section. The authors' proposal accounts for this fact through classifying the failure modes into three typical splitting patterns; side-to side splitting, corner splitting and V-notch splitting. 2) The efficiency of stirrups in improving bond strength depends also on the geometrical arrangement of longitudinal bars and stirrups. It should be emphasized that yielding strength of stirrups higher than 3000 kgf/cm^2 gives no influences on the bond strength. The authors' equation reflects these experimental evidences reasonably by introducing the coefficient k which depends on the splitting patterns. The proposed equation was applied also to previously reported lap splice test data including 151 specimens, and the good correlation between calculated and measured bond strength was obtained.
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KENZOH YOSHIOKA, TUNEO OKADA, TOSHIKAZU TAKEDA
Article type: Article
1983 Volume 324 Pages
54-62
Published: February 28, 1983
Released on J-STAGE: August 22, 2017
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AKI NUMATA
Article type: Article
1983 Volume 324 Pages
63-72
Published: February 28, 1983
Released on J-STAGE: August 22, 2017
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Bolt tension behavior of high-strength bolt friction-type joint with frequently repeated slips has been developed. Bolt tension has been measured by a strain gauge inserted into the hole along the bolt axis. The following conclusions are based on the tests of symmetric butt splice subjected to frequently repeated cyclical loads (up to 7 Hz) which exceed the frictional resistance of the joint. (1) Bolt tension keeps almost constant during each major slip, if the joint has the normal hole clearance. (2) Mathematical expression for bolt tension decreasing with repeated slips has been developed. B=B_o+B_f・(1-exp(-(N-1)/T))+k・(N-1) This expression is applicable to the case that either quasi-statical or dynamic loads are applied to the joint. (3) Bolt tension behavior gets into the stationary period, after about three repetitions of slips of the joint. (4) Bolts come loose by nut rotation in case of the slip repetition of the joint. (5) Nut rotation angle increases proportionally to the number of slip repetition. (6) Bolt tension decrement during the stationary period is mostly due to nut rotation. (7) Bolt tension decrement is influenced by either frequency or amplitude of loads. Bolt tension decreases more when the joint is subjected to larger amplitude or lower frequency of loads.
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Kozo WAKIYAMA, Akio TATSUMI
Article type: Article
1983 Volume 324 Pages
73-85
Published: February 28, 1983
Released on J-STAGE: August 22, 2017
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It has been shown that the slip resistance of a high strength bolted connection is reduced when it is subjected to certain temperature environments. In a recent report, it was further shown that the reduction of the residual clamping force is likely to be the primary reason for the phenomenon. The parameters varied in that study included; 1) relatively short soak time of 1 to 8 hours, 2) bolt grade, 3) bolt diameter, 4) bolt length and 5) cooling method. In this report, the behaviour of high-strength bolted joints subjected to relatively low temperatures particularly below 350℃ is investigated. The value (350℃) has been reported to be a safe limit for allowable heating temperature. The soak time (1 to 500 hours) and repeated heating hysteresis are additional features of these tests. In these tests, several types of bolted specimen were used to study the effect of grip length on the residual clamping force. The clamping force of h. s. bolts subjected to the temperature environments of this study was reduced considerably at lower maximum temperature than the limit which was currently expected to be safe. The results and recommendation of this investigation provide information necessary for the design of h. s. bolted joints which may be subjected to fire or the severe temperature found in industrial operation such as steel making and power generation.
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MAKOTO MATSUURA, YASUO HAGA
Article type: Article
1983 Volume 324 Pages
86-94
Published: February 28, 1983
Released on J-STAGE: August 22, 2017
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This paper describes such results of the experiments. 1) Compression index for the several states. C_<c0> : Compression index for pressure p=0.1〜1kgf/cm^2 C_<c1> : Compression index for pressure p=1〜10kgf/cm^2 C_<c2> : Compression index for pressure p>p_<cr> C_<c3> : Compression index for pre-road samples 2) Experimental and computed values of crush pressure p_<cr> of particles for the many samples 3) Transition of the grain size with pressure 4) Limiting pressure of compression 5) Creep deformation of the samples
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NAOTSUNE TAGA, YUTAKA TOGASHI, TADASHI MIYAZAKI
Article type: Article
1983 Volume 324 Pages
95-103
Published: February 28, 1983
Released on J-STAGE: August 22, 2017
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At the time when we evaluate dynamic properties of soil deposits, it is important to clarify whether a predominant period of microseisms represents the natural characteristics of soil deposits or the source effect of vibration. Therefore, microseismic observation around the Nohbi plain was carried out for about one week since October 19 in 1981. Observed sites are roughly classified into two groups. Namely, one is mobile observation from a site on outcrop of bed rock to a site on very thick soil deposits on the bed rock and the other is fixed observation on outcrop of bed rock. The purpose of this paper is to discuss the characteristics of predominant period around the Nohbi plain. The results by these observation are summarized as follows. (1) Spectrum on the outcrop of the bed rock has one predominant period. Its value (about 5 seconds) seems to related to the source effect of vibration due to sea waves. (2) Spectrum on soil deposits up to 100-500 meters in depths has two predominant periods. One of both represents the source effect of vibration and the other corresponds to the layer thickness of soil deposits on the bed rock. (3) Spectrum on soil deposits of about 2 kilometers in depths has one predominant period in the same tendency as the spectrum on the outcrop of the bed rock. But it is assumed that the spectrum depending on the soil deposits and the spectrum depending on the source effect of vibration appears one on top of another in the predominant period (5 seconds). (4) Predominant period of horizontal component and vertical component on the outcrop of the bed rock has a very similar value respectively.
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MAMORU OBATA, KAZUO OHTSUKI
Article type: Article
1983 Volume 324 Pages
104-110
Published: February 28, 1983
Released on J-STAGE: August 22, 2017
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This paper is the third report in a series of studies on vertically loaded pile caps. In this paper, we discussed the initial cracking load of four pile caps. The experimental results by the authors' tests were compared with the calculated values from the three dimentional elastic finite element analysis and the equation to estimate the initial cracking load was derived on referring to the results of the finite element analysis. The calculated initial craking loads according to the equation derived by the authors were compared with those calculated from the finite element analysis, with the experimental results and with the design loads calculated on the provision for the moment in A. I. J. Building Code Requirements for Reinforced Concrete. The results obtained are as follows : 1) The calculated initial cracking loads according to the derived equation agree both with those calculated from the finite element analysis and with the experimental results. 2) In order to avoid the crack development under the design load, the pile cap must have the special design so that either the depth of slab is not thicker than the constant value calculated from the dimensions of pile cap, or the reinforcement ratio is smaller than the constant value calculated also from the cap dimensions.
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TADASHI HANE
Article type: Article
1983 Volume 324 Pages
111-116
Published: February 28, 1983
Released on J-STAGE: August 22, 2017
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System identification of the thermal diffusivity for actual structures is possible only by an approximated method. Using the approximated, it is necessary to consider its conditions and accuracy. In the last paper, conditions and accuracy for the system identification of thermal diffusivity were discussed by the finite differential method and the cardinal spline method. In this paper, the author presents new identical equations using the application of cardinal spline method. The identical equation using the cardinal spline method can be exchanged by the integral equation. Thus, new identical equations can be presented by the approximated numerical integral of Newton-Cotes formula, and of the cubic spline function which uses the natural cubic spline, P-spline, and divided differences as the end conditions.
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Asato KOBAYASHI, Toshio YAMASHITA, Yasuhiro MURAKAMI
Article type: Article
1983 Volume 324 Pages
117-126
Published: February 28, 1983
Released on J-STAGE: August 22, 2017
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MOTOYOSHI TAKAHASHI, AKIHIKO MIYANO
Article type: Article
1983 Volume 324 Pages
127-136
Published: February 28, 1983
Released on J-STAGE: August 22, 2017
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This report is the experimental result how human motions in door opening are influenced by furniture beside the swing-typed door. Four factors (door-setting, furniture-type, setting-position of furniture, and scale of furniture) are pickeed up in many considerable factors through the human motions in door opening have been modelled. The relationship between these four factors and human motions in door opening is made clearly, and the character of human motions in door opening is analyzed. "Result 1" It is showed up quantitatively how four factors have been related to human motions in door opening. "Result 2" Human motions in door opening are classified to four stages by the influence of furniture. Stage 1 : regular motions (non influence) Stage 2 : human motions are influencd by furniture, but balance of body movements is similar to the one of the regular motions. Stage 3 : human motions are influenced consideraly by furniture, and balance of body movements is differed from the one of the regular motions. Stage 4 : most influence of furniture and the particular balance of body movements. "Result 3" Traffic lines in door opening are changed regularly by the influence of furniture.
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YOSHIHISA SAWANOBORI
Article type: Article
1983 Volume 324 Pages
137-144
Published: February 28, 1983
Released on J-STAGE: August 22, 2017
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This report is one of the study on the space of Tantric Buddhism in ancient Japan. There are many ceremonies in Tantric Buddhism, and the secret-ceremony is one of the most charactoristic ceremony of Tantric Buddhism. So this report, deals with the construction of the space of secret-ceremony of Tantric Buddhism. There are several styles in the secret-ceremony, and generally they have distinctive space. The place where the secret-ceremony celebrates, is called Dansyo. And the space of Dansyo is constructed of two parts. One is called Danjyo, the main part of Dansyo, in which some of Syuho-dan, the tables for the ceremony, are set, and in which the main part of the secret-ceremonies is carried out by the chief prayer, Oh-Ajyari. The other is called Banso-za, the seats of subordinate prayers, where the subordinate ceremony is carried out, following the main part of the ceremony. And each parts are separated each other by Oh-Maku, the great curtain, visually and spatially. Among such two parts of the space, this report deals with the space of Danjyo. And the next report will deal with the space of Banso-za, so that some conclusion of these reports will be discrived in the next report.
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TOSHIO ASANO
Article type: Article
1983 Volume 324 Pages
145-153
Published: February 28, 1983
Released on J-STAGE: August 22, 2017
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Why an architect Brunelleschi invented the rules of perspective, the method of painter as defined soon after the invention by L.B. Alberti in his treatise "Della pittura"? The subject of this paper is to make clear the meaning of the invention, that is, the architectural meaning of the perspective method, not as a supplementary but as a proper, practical means for the architectural design. The part I of the paper analysed Manetti's description of the first perspective panel painting the San Giovanni baptistery. The analysis, even though the conclusions of the analysis remain hypothetical from the fact that the panel itself does not exist and the Manetti's description is not systematical, made or showed as clear as possible the fundamental structure of the perspective system applied by the architect. Conclusions are as follows, [1] The visual pyramid of (1 : 1 : 1) ratio, as assumed S.Y. Edgerton Jr, is fundamental. [2] The technical meaning of the size and figure of the panel, "circa mezzo braccio quadro" as described by Manetti, was cleared on the hypothesis of (1 : 1 : 1) visual pyramid.
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TAKUJI HAMAMOTO, YASUO TANAKA
Article type: Article
1983 Volume 324 Pages
154-166
Published: February 28, 1983
Released on J-STAGE: August 22, 2017
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Stochastic response of a thin elastic cylindrical tank, fixed on the sea bed in the ocean environment, subjected to wind-induced waves and horizontal earthquake excitation is investigated. The offshore tank contains liquid in its interior and on its exterior it is surrounded by another liquid of infinite extent, and therefore it becomes necessary to consider the dynamic interaction between the tank wall and the inside and outside liquid of the tank at the same time. At first, using the matrix progression method, the natural frequencies and mode shapes of a tank are obtained for several combinations of interior and exterior liquid depths. Then the results are used to determine the hydrodynamic pressures acting on interior and exterior surfaces of a tank subjected to waves and earthquakes and the response quantities of a tank, such as displacements, accelerations, resultant forces and moments, on the basis of a stationary random vibration theory. Numerical examples are solved and the dynamic behaviors of an offshore tank containing liquid are compared with those of an empty offshore tank.
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Article type: Appendix
1983 Volume 324 Pages
App1-
Published: February 28, 1983
Released on J-STAGE: August 22, 2017
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