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Article type: Cover
1957 Volume 55 Pages
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Published: March 25, 1957
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Article type: Index
1957 Volume 55 Pages
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Published: March 25, 1957
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Article type: Index
1957 Volume 55 Pages
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Published: March 25, 1957
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Kiyoo Matsushita, Masanori Izumi
Article type: Article
1957 Volume 55 Pages
1-6
Published: March 25, 1957
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Providing for destructive earthquakes, buildings and structures are to be designed and constructed to resist stresses produced by lateral forces as required in Japanese Building Standard. Thus the statical forces are substituted for the dynamical forces of earthquakes, the partial stresses that caused by the vibrational difference of constructions are overlooked. Therefore, it is quite possible that the wholly earthquak-proofed buildings might be damaged owing to the partial destruction at the joint of the different kinds of constructions. Even the frames of the buildings are still not crushed, those buildings would be break down finally, and the people around or inside the buildings would be get hurt. This paper is written to show in the cases of partial force which are exceed much to be expected in the Building Standard. As liniear vibration formulas are used in calculation, we are desiring that further studies and investigations on actual damage of earthquake.
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Matao Edanaga
Article type: Article
1957 Volume 55 Pages
7-11
Published: March 25, 1957
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Here is explained how to solve plane fram-work with quake-resisting wall by the author's way: namely the way that we get the joint translation angle of column and the horizontal force distributing coefficient of wall by the calculation of the. general formula, as the way designing the quake-proof construction with quarke-resisting wall.
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Hiroshi Tajimi
Article type: Article
1957 Volume 55 Pages
12-21
Published: March 25, 1957
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The vibrational behaviour of footing excited on soil is characterized by the "dissipation damping" which is named for that caused by radiation of vibrational energy to infinitely extending soil. The paper shows, at first, simplified expressions of propagation of seismic waves caused by a point excitation on the surface of a semi-infinite isotropic medium, and next, using those expressions, derives the solutions of vibrations of rectangular footing as well as circular footing under the assumption of the stress distribution of Boussinesq. The modes of vibrations include the vertical, horizontal and rotational motion. Some numerical results are illustrated for the comparison of those already obtained only for circular footing by the different methods. The more quantitative data relating to frequency and damping will be presented in the following paper.
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Shuzo Takata
Article type: Article
1957 Volume 55 Pages
22-31
Published: March 25, 1957
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This paper is reports the results of tests on general properties of the composite structure which has been developed for earthquake proofing construction of high buildings in our country. In those tests 30 beams almost full sized were used and studied on failures of concrete forming the greater part of web construction of beams, which are characteristic of this structure. The results obtained are: (1) The behavior of beams prior to formation of diagonal cracks was similar to those of reinforced concrete beams. And the behavior after formation of diagonal cracks was also essentially equivallent to reinforced concrete. (2) The final failures were accompanied with large deformation and serions damage of "web concrete." The final deformation was about tentimes that of reinforced concrete beams failed in shear. Therefore, it might be said that inner steel beams made a remarkable contribution to final tenacity. (3) With respect to ultimate strength after such deformation of beams, it might be found that beams were seriously influenced by strength of inner steel beams and then ultimate strength of beams were presented by sum of capacities of the steel beam and the effect of surrounding concrete. (4) Regard to the relationship between the strength of composite beam and beam with equivalent reinforcing bars, there are some questions being left for further studies. These will be expected to a subsequent report.
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Yoshikatsu Tsuboi, Minoru Wakabayashi, Yasuyoshi Suenaga
Article type: Article
1957 Volume 55 Pages
32-42
Published: March 25, 1957
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Many tests on beams subject to shear have been held abroad, but the character of beams subject to bending has not yet been cleared. On the composite section which is our object of study, the conditions of failure are more complicated than those of ordinary reinforced concrete and there have been only a few experimental investigations held in Japan. In this investigation, we initially held shearing tests on ordinary reinforced concrete sections and investigated its characteristics. Next, we conducted tests on composite sections of the same size as those initially tested and investigated the cooperative action of the steel section as well as the ultimate strength of the beams. We specified several groups within which elements governing the shearing strength of beams were individually varied. The relation between the elements and shearing strength τ=Q/bj for concrete reinforced with bars are shown in Fig.3・9〜3・15. The experimental formula obtained for concrete reinforced with bars are (3・9) and (3・9)' and after simplification become (3・10) and (3・10)' which are for small and middle size respectively. The experimental formula obtained for composite beam are (3・11)' and (3・11)" which are for middle size and large size respectively. The effect of the amount of tie plates is similar to the case of the stirrups but efficiency is rather low being only about one-half that of stirrups.
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Shizuo Ban, Hiroshi Muguruma, Zen-ichi Ogaki, Teruo Terasawa
Article type: Article
1957 Volume 55 Pages
43-51
Published: March 25, 1957
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For the purpose of obtaining the three-dimensional stress distribution at the anchorage zone of post-tensioned prestressed concrete members, preliminary two-dimensional investigation has been carried out on 5 end blocks of rectangular post-tensioned prestressed concrete beams. Using the anchorage plates with different widths, a concentric load was applied axially on the end surface of each test specimen, and the tensile stress distributions along the center axis on each surface were measured by SR-4 wire strain gauge. Test results showed that the measured tensile stress distrebution in concrete end blocks coincided fairy well with the theoretical one given by F. Bleich and deviated strongly from the approximate distribution given by Y. Guyon, which are generally used in designing the tensile reinforcement in anchorage zone of post-tensioned prestressed concrete members.
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Takekazu Taguchi
Article type: Article
1957 Volume 55 Pages
52-59
Published: March 25, 1957
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This paper is the continuation of Part (1) to (3) written by the same author in Transaction of A.I.J. No.51 to No.53 during Sept. 1955 to June 1956. In the preceding paper (1) Relaxation between the base plate and the upper side of the foundation, (2) Deformation between column and its base plate, (3) Deformation of the base plate were descrived with respect to small full-scale and model specimens of steel column. Main item described in this paper are; I Deformation between box column and its base plate. Preceding results were obtained with respect to I-section column. It was found that the direction of wing plates and side angles at the box column base plate. II Deformation of big column bases in steel building. a) A moment-rotation on the column bases and foundations was measued in such a big column which was constructed perfectly by the author himself many years ago. b) The frame construction which has no knee brace at the top of column is not so agreeable, because there is some rotations in column bases. III Summary conclusion. Conclusions obtained from these four reports may be briefly summarized as follows. 1) Proportion of total deformation which is affected by partial deformation of column base. 2) Aconcrete method to promate fixity. 3) How to treat fixity on practical design.
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HIDEO SUGIYAMA
Article type: Article
1957 Volume 55 Pages
60-70
Published: March 25, 1957
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Kazuo Goto
Article type: Article
1957 Volume 55 Pages
71-76
Published: March 25, 1957
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In this report, I propose one practical calculating method for the wooden lattice girders with throughing booms:- 1st-decide the max, deflection of the girder. 2nd-take consider on only its booms, and calcutate the loads (P_γ') that let the booms bend to the decided deflection. Here P_γ'=α・P_γ α=const, P_γ=bearing load. 3rd-check P_γ exceed the boom's bearing power or not. 4th-reduce the P_γ' from the P_γ P_γ-P_γ'=P_γ(1+α)=P_γ" 5th-with the P_γ", design the lattice girder as ordinary pin panel point truss, limitted in the decided deflection using following formula [numerical formula] N": stress of members caused by P_γ" N: virtual stress ε: axial strain of joints of lattice work. And I show follows:- The reduction of bearing power of wooden lattice girder calculated as ideal truss, is depend on the secondary stress grow in the panel points of the boom throughing panel to next panel. Exceeding secondary stress is secondary moment caused by beam's deflction. That means, if wooden lattice girders are designed very rigid and have thin booms (flexiable chord to the beams deformation), the reduction of bearing power of beams would be minimized. These were proofed by the experimentation.
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Takashi Hirayama, Heizo Saito, Koyo Maekawa
Article type: Article
1957 Volume 55 Pages
77-83
Published: March 25, 1957
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From the results of our studies on outdoor conditions-temperature, solar radiation, absolute humidity and wind-on the hottest days that were the maximum air temperature of the year, it is found that outdoor air temperature and solar radiation are mutually related but both absolute humidity and wind have little correlation to the other conditions, so that they may be treated upon their own standpoints. In this paper we deal with the wind during the cold period by means of statistical treatment in the same ways as our precedent papers. The results having much significance are: (1) Throught the year, wind velocity is large in daytime and is more remarkable in summer than winter, and just before every sunrise it is weakest. (2) The mean value of wind velocity of every day is sure to be about 2.6m/s during summer season. And the frequencies of calm (less than 0.5m/s) are are only about 2 percent, but in Osaka they are higher, during nighttime, than in Tokyo. (3) The main wind direction in summer days are turned out to be southern in Tokyo and western in Osaka, and 70〜80 percent of them are more than 3.4m/s.
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Masami Kuroda
Article type: Article
1957 Volume 55 Pages
84-93
Published: March 25, 1957
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Correct retinal image cannot be drawn, but several assumtions maxe it possible. They are-fixed mean sight line, flat projection plane, no peripheral vague image, no binocular double image, and no peripheral curved image. Under these assumptions I deviced one of 3-vanishing points perspective drawing methods, and adopted it as an "approximate pure retinal image." Retinal image vary with fixation. Question is whether perceptive image does so. Subjects are let to observe a square figure (2.5m×2.5m) on a vertical plane, fixating their sight lines on several points (fixation points), and they are instructed to draw their perceptive images. Those drawings were compared with those retinal images. Main conclusions are: 1. In spite of pretty so much individual differences, mean perceptive images are almost constant wherever existing the fixation points. 2. Perceptive images converge toward horizontal direction, a little converge toward vertical direction. 3. The smaller deflection angle of observation point and the smaller degree of constancy.
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Mitsuo Ueda
Article type: Article
1957 Volume 55 Pages
94-99
Published: March 25, 1957
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Investigated the multitude current moving downward continually on a straight stairs having clear width of 11 ft. 3 inches, and wanted to make clear the general character of its movement, which contains the velocity of advance in connection with the density of persons on stairs; velocity along the center of stairs compared with that along edges ; the problem of the unit of the unit of stair width; and so on. The method of investigation adopted was that by 145 photographs of multitude moving downward on stairs, which was taken Continually at an interval of 3 seconds in rushhours in the morning from the platform of underground railway station of Umeda in Osaka City. Stairway have total steps of 34, divided into two parts, upper and lower flights, having equal number of 17 steps, and between them have a landing of 5 ft. in length. As risers are 6 inches and treads are 11 3/4 inches exclusive of its projection, pitch ie 26°34'. The following are the results obtained. 1) Relation between density and velocity is shown in table 1and figure 2. 2) Overall density and that at a part of the stairway. Generally speaking, high at the upper part of stairs and low near the platform floor, and the highest point was on the landing. But, as the overall density becomes higher, then the densities of upper and lower parts indicate a similar value. 3) 21 inches unit of stair width is considered to be suitable to us. 4) Density of multitude considered similar to a stationary current. 2.6p/m^2 on a flight of stairs, 3.3 on a landing. 5) Path of travel of each individual person in connection with the density and with the velocity, a) See table 4. b) Somewhat fast at the center, and pretty slow along the edges. 6) The number of multitude travelled through each of three parts of stairs-center, edges, and idbetween, and its relation to the density.
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Shigenobu Hanzawa
Article type: Article
1957 Volume 55 Pages
100-107
Published: March 25, 1957
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This paper have researched on the car park capacity of the office building at Marunouchi district in Tokyo. And that divided to Part I and Part II, and Part II shall be written in the next transaction of A.I.J. The first, general formula of the calculation for the car park capacity is founed, and the next calculated "m" the mean of muximum number of parked cars on the every days, using parameter which the number of persons to go in and out from the existing office buildings. From the investigation of existing O.B. it calculated ρ=1.35×10^<-2>, ξ=1.2, q=2.1×10^<-2>, μ=2, respectivery. And then "m" are formulated as follow m=ξ・μ・ρ・q・A so m=1.2×2.0×7.4×1.35×10^<-2>×2.1×10^<-2>A=5.03×10^<-3> In the above A: total area of O.B. p:ratio on the number of persons to go in and out from the O.B. in an hour to in all the day. ρ:ratio on the number of car "T" which to go in and out from the park to the reserved cars "R" ξ: the number, showing to the relation of the change according to the time of which number of cars and persons to go in and out person and O.B. q: ratio on the number of cars and persons which to go in and out from the Park and O.B. μ:ratio on the total number of persons to go in and out from the O.B. in all the day and total area of O.B.
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Kojiro Kamei
Article type: Article
1957 Volume 55 Pages
108-112
Published: March 25, 1957
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The purpose of this study is to go give the analitical judgement of the relation between the conflagration and the dry strong wind by 14 examples. According to this study, it has been proved that the dry strong wind has important relation on the conflagration. The result of this study is shown follows: 1) There is no relation between the time when the dry strong wind beings to below and the time the conflagration breakes out. 2) In general, the time when the conflagration breakes out seems to be coincident with the time when the velocity is increasing or at its maximum and also the effective humilty is decreasing or at its minimum. 3) When dry strong winds direction changes, the wind velocity decreases and humilty increasing, then time for extinguishing the Fire becomes short. 4) Large scale conflagrations (more than 1000 houses burnt down) have been caused by unusual weathers (such as dry seasonal strong wind and Typhon including Foehn gust etc.). 5) Generally, velocity of these winds has from 5m/sec. to over 15m/sec, and continusly blew for more than 5 hours.
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Ziro Murata, Mitsugu Kawakami
Article type: Article
1957 Volume 55 Pages
113-120
Published: March 25, 1957
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Nijo castle have built at 1603 as a Kyoto in for Sho-gun. Its mansion-house of Ninomaru are an only example of the typical mansion-house at early Edo period, but to-day we can see the only Sho-gun's living-room, audience-hall, reception-room, entrance hall, kitchen and its service-room, not at all. Author introduce the unknown documents (a report and a plan on the inspection of Ninomaru mansion-house at 1686), and clear the next things in this article. (1) Ninomaru mansion-house have retained its all buildings at 1686. (2) But, there are reported that all buildings are breaking on the inspection at 1686. (3) The repair of main buildings have carried out from 1686 to 1692, and the buildings of waiting rooms, service-rooms, passage ways have broken out at the same time, (see Fig.3) (4) In the development of Ninomaru masion house, a significance of above-mentioned things are most. For we can understand the transformation of buildings from this time (1686) to to-day of from the foundation of buildings to this time.
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Article type: Bibliography
1957 Volume 55 Pages
121-124
Published: March 25, 1957
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Article type: Bibliography
1957 Volume 55 Pages
A1-A6
Published: March 25, 1957
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Article type: Bibliography
1957 Volume 55 Pages
A6-
Published: March 25, 1957
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Article type: Appendix
1957 Volume 55 Pages
App1-
Published: March 25, 1957
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