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Article type: Cover
1983Volume 325 Pages
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Published: March 30, 1983
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Article type: Cover
1983Volume 325 Pages
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Published: March 30, 1983
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Article type: Index
1983Volume 325 Pages
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Published: March 30, 1983
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Article type: Index
1983Volume 325 Pages
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Published: March 30, 1983
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KOICHIRO HEKI
Article type: Article
1983Volume 325 Pages
1-8
Published: March 30, 1983
Released on J-STAGE: August 22, 2017
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The effective strength is defined as the strength of the equivalent continuum and derived for the rigidly connected lattice structures which subjected to the elastic buckling of constituent members. Main conclusions are as follows. The intensity of the effective strength of a rigidly connected truss is between one and four times of that of the pin jointed truss of the same members if the latter is stable. The instability pattern unit appears on a few of structural units and may change according to the stress states. For example, in-plane three-way lattice, in-plane parallel chord trusses, and a double-layer lattice plate are treated. By using the effective strength, the structural design becomes easy especially for rigidly connected trusses. Also, the next theorem has been proved and used. The matrix of the equilibrium equation for lattice structures in difference expression is the transposed matrix of that of the compatibility equation by changing the sign of the power of the shift operator, and vice-versa.
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MICHIO SHIBATA, MINORU WAKABAYASHI
Article type: Article
1983Volume 325 Pages
9-16
Published: March 30, 1983
Released on J-STAGE: August 22, 2017
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An elastic-plastic analysis was performed on the hysteretic behavior of a steel braced frame subjected to repeated horizontal load. Each member was assumed to be composed of three elastic-plastic springs and two straight segments. The relative rotation of the spring was dependent on the moment-curvature relationship of individual member. The governing equations included the second order terms of the large deflection of brace members, and the optimum increment of load and deformation parameters were obtained by solving the second order simultaneous equations. The computed results on the K-type braced frame reasonably agreed with the experimental results, and derived following conclusions. 1) The beam in K-type braced frame is subjected to the lateral force which is the sum of the vertical components of the axial forces of braces. The hysteretic characteristics of the system much depends on the elastic-plastic behavior of the beam, because the brace can not hold its full strength when the beam yields in bending by the lateral force caused by braces. 2) If the weak beam and stubby braces are combined, the large plastic deformation of the beam causes the severe deterioration of the hysteresis loop. 3) The lateral registance of the beam can be estimated by Q_<g0>=2M_<g0>/l_g, where M_<g0> and l_g is the full plastic moment and the clear span of the beam, respectively.
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KIYOSHI KANETA, ISAO KOHZU
Article type: Article
1983Volume 325 Pages
17-24
Published: March 30, 1983
Released on J-STAGE: August 22, 2017
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In order to examine the aseismic safety, based upon the incidence of low-cycle fatigue damage in the connections of steel structures, this paper deals with stress-strain behaviors and plastic fatigue strength of welded beam-to-column connections subjected to cyclic bending moments. Cantilever type specimens were subjected to cyclic load ngs at the tips of the beams in a manner of constant tip deflections, until the specimens were fractured at the beam ends. Loads, deflections and the strains at or near the beam ends were measured during cyclic loadings. From the test results, it was observed that local strains at or near the beam ends were distinctly influenced by the geometrical shapes of the beam ends and the thermal hysteresis due to welding at the initial states. However, after the two cycles later, each strain was stabilized and showed the constant value. Low cycle fatigue strength of the actual beam ends was computed using linear relations in a log-log scale between the average non-dimensional strain ranges at the beam ends and the lives at the fracture or the crack initiation lives, and were compared with those of JIS SS 41 base metals and the welded joints. The marked deterioration of the fatigue strength was pointed out for the welded beam-to-column connections.
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KAZUTAKA ABE, KENGO TAGAWA, MASAMI SAKAI
Article type: Article
1983Volume 325 Pages
25-31
Published: March 30, 1983
Released on J-STAGE: August 22, 2017
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The elasic-plastic behavior of the working stress designed full-scale gable frame against symmetrically vertical load was observed, and was examined using the theories of Part (I) and Part (II) in this study. In this test, the gable frame showed the asymmetrical by swayed elastic-plastic buckling mode before symmetrical failure without showing a local or lateral buckling. This failure load could not be predicted by the theory that we reported in Part (I), for the value of W_<cr>/W_e was below the transition line. This failure mode was, however, well predicted by the theory of Part (II) in which we considered the deteriorated effect of yielding regions, and the critical value of W_<cr>/W_e of this frame was plotted within expanded the transition area in Part (II).
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YOSHINOBU TANUMA, BEN KATO, KOJI MORITA
Article type: Article
1983Volume 325 Pages
32-39
Published: March 30, 1983
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Many braced steel buildings were damaged heavily by the 1978 Miyagiken-oki Earthquake owing to the premature failure at the joints of brace-to-gusset plate. From the view point of aseismic design of braced steel frames, the jointed part of the braced may not break before the bracing member itself does yield at its gross section. Therefore, it is important to estimate the maximum strength of brace joints. In this paper, the results of experiments on the joints of brace-to-gusset plate whose experimental variables are size of member elements (size of steel angle and gusset plate), joint type (single or double friction-bolted joints), and joint details (numbers, pitch and edge distance of high strength bolts) ape reported. Considering the key parameters which are influential in the joint strength, an experimental formula of the maximum strength of the brace joints is derived by the multiple regression analysis of the test results. Based on this estimated formula of maximum strength, the practical design formula which satisfies the aseismic requirement is obtained on the basis of statistical view point.
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MORIHISA FUJIMOTO, TAKESHI OHKUMA, HISANOBU AKAGI, TETSURO TAMURA
Article type: Article
1983Volume 325 Pages
40-46
Published: March 30, 1983
Released on J-STAGE: August 22, 2017
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This paper, as the preceding one, describes the effectiveness of the numerical analysis concerning the wind flow around a structure. The subgrid scale (SGS) model developed by Smagorinsky and Deardorff is to be applied to the flow and the pressure field around the two-dimensional rectangular cylinder with side ratios of 0.6, 1.0, 2.0 and 4.0. In this model the governing equation with SGS nonlinear effects represented as a function of space average motion is solved by the finite difference method. It is shown that the results of the presented analysis almost cover the phenomena obtained by experiments; the variation of the wake size, Strouhal number and the drag coefficient in the case of the cylinder with various ratios.
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KOHJI SUMINO, YOSHITAKA OZAWA
Article type: Article
1983Volume 325 Pages
47-56
Published: March 30, 1983
Released on J-STAGE: August 22, 2017
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Elastic instability of simply supported spherical shells subjected to the quasi-static exernal pressure under both immovable and movable boundary conditions (including the relaxation of edge constraint) has been studied. Numerical calculation has been performed by means of new basic equations expressed in terms of deflections u, v, w, and two independent shell parameters a/h, β, which take account of the follwer force. Results obtained here have been compared with previous results and the effect of the relaxation to the instability of shells have been expressed. Finally, both snap-through and bifurcation buckling pressure were lowerd by the effects of the relaxation of edge constraint, especially decreasing of the snap-through buckling pressure is remarkable. So, it can be said that the instbility of simply supported spherical shells not always arise the bifurcation buckling in the region 0.22<β(5<α).
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Haruo Kunieda
Article type: Article
1983Volume 325 Pages
57-66
Published: March 30, 1983
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TERUYASU KAMBA, HIROSHI KANATANI, KATSUYOSHI FUJIWARA, MOTOTSUGU TABUC ...
Article type: Article
1983Volume 325 Pages
67-73
Published: March 30, 1983
Released on J-STAGE: August 22, 2017
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The present paper is on the local failure of tubular column to H-beam connections stiffened with ring stiffeners. On the basis of the test results reported in the preceeding paper (Ref. 1) which described a number of simplified model tests of the connections, the empirical formulae predicting the local strength of connections are derived by the dimensional analysis and the regression analysis. The empirical formulae obtained here are as follows : For the maximum load, [numerical formula]…(4) For the yield load, P_<cy>=0.65P_<cmax> The relationships between the value calculated from Eq. (4) and the test results are shown in Fig. 3. The limitations for using these formulae are D/tp=18〜54, h_s/R=0.14〜0.42, t_s/t_p=0.75〜2.25 and B_f/D=0.35〜0.63, and where the material properties of the ring stiffener and beam flanges are nearly equal to those of the tubular columns. In the practical connections, P=M_b/H_b shall be used.
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SHUZO MURAKAMI, YOSHITERU IWASA, YASUSHIGE MORIKAWA
Article type: Article
1983Volume 325 Pages
74-84
Published: March 30, 1983
Released on J-STAGE: August 22, 2017
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This paper describes the method for assessing wind environment at ground level. Around a high-rise apartment house located at a built-up area in Tokyo, long term observations of wind-induced troubles were conducted, in cooperation with many inhabitants at that area. Analysis of wind environment in this paper is based on these observations. Since the observations of wind were conducted simultaneously, the relationships between impressions of wind environment or wind-induced troubles and wind speed may be clarified. Considering these relationships, the criteria, which determine the acceptable frequency of strong wind are proposed.
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MICHIMASA SHINOHARA, ICHIYA HAYAKAWA
Article type: Article
1983Volume 325 Pages
85-92
Published: March 30, 1983
Released on J-STAGE: August 22, 2017
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This paper intended to obtain basic data of the index for the design of thermal environment, based on the heat balance equation of the human body. For this purpose, the hemispherical emissivity was introduced as the emissivity of finishing materials. The hemispherical emissivity agree with normal emissivity for most finishing materials, but does not agree for the glass plate This was confirmed by preliminary experiment. But the idea of the hemispherical emissivity is not convenience for the building materials. Then the radiative temperature was introduced, which was the temperature considered effect of the hemispherical emissivity. The radiative temperature were measured for any finishing materials by new apparatus for radiative temperature. From these experiment, it was appeared that the radiative temperature of the glass plate did not agree with the surface temperature by the thermocouple because the hemispherical emissivity was smaller than the normal emissivity. The radiative temperature of complex material of glass plate with drape were examined, too, and evaluated mechanism of heat transfer.
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YOSHIMI URANO, TOSHIYUKI WATANABE
Article type: Article
1983Volume 325 Pages
93-103
Published: March 30, 1983
Released on J-STAGE: August 30, 2006
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The heat balance equation at a wall surface is composed of the following terms; (1) heat conduction, (2) convective heat transfer, (3) short-wave radiation, (4) long-wave radiation and (5) mass transfer. This equation is very important in determining boundary conditions of a wall heat conduction problem. When mass transfer is negligible, the sensible heat balance at a roof surface can be measured by making use of instruments such as pyranometers, improved polyethylene-shielded pyrradiometers, heat flow meter panels and copper-constantan thermo-couples. The method of measurement and its accuracy are discussed in section 4, covering (1) atmospheric radiation, (2) total net radiation, (3) the absorptance of the surface for solar radiation, (4) the emittance of the surface, (5) convective heat transfer coefficient α_c and so on. By using several kinds of sol-air temperatures obtained from field experimental data, the thermal response of a roof slab is simulated by the successive calculation method which was already proposed in the previous paper. When the film coefficient α is regarded as a time variable parameter, i.e. α_n, based on the experimental data, then, for the temperature and the heat flow rate at the outside surface, the standard deviation of the calculated values from the experimental ones reduces to half respectively, as compared with the case of its time dependence neglected. Although this result is no more than an example, it is said that the accuracy of the analysis can be apparently improved by regarding α as a time variable parameter. Then the value of α_<c, n> may be smaller as the surface becomes larger.
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SHUZO MURAKAMI, HIROSHI YOSHIRO
Article type: Article
1983Volume 325 Pages
104-115
Published: March 30, 1983
Released on J-STAGE: August 22, 2017
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The amount of the leakage area in the envelope of a house should be investigated for the purposes as follows : 1) to estimate more accurately the infiltration ratio due to the wind force and the sttack effect, 2) to design the ventilating system properly, 3) to know the envelope component which should be air-tightenned at retrofitting. Then, this paper, at first, reveals the published researches referred to the air-tightness of houses. Secondly, the air-tightness of various types of 25 houses are investigated in details, and shown is the distribution of the amounts of the leakage areas among those houses and the ratio of the leakage area of each envelope component to all of them. Thirdly, air-tightness of various types of houses are compared internationally using the value of the effective leakage area per floor area when the indoor-outdoor pressure difference is 1 mmAq. Lastly, in the three apartments which have different leakage areas each other, the indoor pressure decreasing and the exhausted air volume are measured in relation to the diameter of the duct for intaking the outdoor air. And on the basis of the result, indicated are the important points for the design of the ventilating equipment in the air-tight house.
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JOJI ABE
Article type: Article
1983Volume 325 Pages
116-124
Published: March 30, 1983
Released on J-STAGE: August 22, 2017
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Shadow regulations are considered not only to affect building forms not to cause shadow, but also to decrease rates of building volumes to lots. Accordingly, three building types are selected and rates of building volumes are computed according to various building lengths, widths, orientations, stories and three kinds of shadow regulations. As shadows vary by latitude, 35 degrees of latitude is selected, and building volumes on 32 degrees is also compared with those on 35 degrees. It is concluded that shadow regulations affect to decrease building volumes, except the cases in which shadow regulation (1) is designated in relation to rates of building volumes of 100%. And effects of shadow regulations are strong when the dwelling conditions of building itself are desirable. That is to say, under shade regulations, building volumes must by decreased in order to obtain good dwelling conditions.
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KAZUHISA IKI
Article type: Article
1983Volume 325 Pages
125-132
Published: March 30, 1983
Released on J-STAGE: August 22, 2017
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In case of evaluating whether an architectural planning is adequate for users, it needs to consider users' behaviour under two cases of environment condition. One case is the normal condition, and the other is abnormal condition such as fire, earthquake or other disaster. In this paper, a fire evacuation model, which is one of the case under the abnormal condition, is proposed in order to estimate building layouts from the view of users' security. This model predicts users' behaviour evacuating from building on fire and estimates the safety zone or floor planning of stairs or exit. One of typical exhibition hall of the department store is examined as an example of simulation of this model using computer. There are two remarkable characteristics in this model. The first one is that the process of users' evacuation is separated in two segments. First segment is one from the occurence of fire till users' perception of fire and the second segment is from perception of fire till the successful finish of evacuation or failure of evacuation. The second characteristic is in the process of the way of users' evacuation from fire. Each indivisual decide his behaviour according to his situation which is brought by his own character and his psychological state at that time. Representing the floor plan into square grids, it became possible to examine thoroughly the relationship between users' evacuation and the layout of showcase, column, exit, etc. By using this model, the users' psychological state and the users' real action can be simulated. So this model will help to comprehend the human evacuation process which had been difficult to understand.
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TAKAKO YOSHIDA
Article type: Article
1983Volume 325 Pages
133-143
Published: March 30, 1983
Released on J-STAGE: August 22, 2017
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There were 149 carpenters in the Furuhashi party in 1779 and the number increased up to 353 persons in 1863. One of the causes of the increase in number was because the carpenter pupils grew larger. Another cause was found in that the number of Komori-pupils and sons working under their boss-was oditionally included in the number. The increase of construction work also influenced the number of carpenters. Most of the customers the Furuhashi party took orders were living in the same village or district where their carpenters under patronage dwelled. In 1855 the Furuhashi party carpenters worked for the reconstruction of Kyoto Imperial Palace together with other party carpenters from six different countries. In the case of Furuhashi party, the carpenters who were engaged in the reconstruction work were chosen by each Moyori and sent to work in turn. In each Moyori district, therefore, they seldom had any stopage or delay in their work.
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SUSUMU HYUGA
Article type: Article
1983Volume 325 Pages
144-154
Published: March 30, 1983
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This paper concerns the construction of Kyoto's townhouses of just after the great fire of the Temmei the 8th. From my investigations of the old documents written by a carpenter, the timbers were plain, the qualities of the construction were lowered in comparison with the ordinary times and the sterotyped Kyoto's machiya was probably established in the Kyoho period (1716〜36). Contents : Preface 1) the design composition 2) the timbers 3) the cost and the qualities 4) the time when the sterotyped Kyoto's machiya was established Summary
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KENJIRO YASUNO, HIROYUKI TAKAI, YOSHIRO NAMBA, RITSUO TOKI
Article type: Article
1983Volume 325 Pages
155-164
Published: March 30, 1983
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In this paper, we consider of the finite difference graphical method for deciding the coefficient of the fire spread formula (logistic curve) concerning to general building fires. The results which were analyzed are showed bellow. (1) The finite difference graphical method was proved to be very useful as an approximation by computing real cases. (2) By the cases of K city and S city, the coefficients a and c of the fire spread formula was indicated to be the function of wind velocity v and area of building G. (3) The modification of the logistic curve is done by equation (4-2). The ratio of the quantity of modification n_1ε_0 to G become under 8 percent. (4) At spreading of fires to neighbouring houses, pitch of buildings, structure of buildings-surroundings, trees, etc. become the resistance to spread of fires. The value of r which defined by the resistant coefficient R(=G^r) in the equation (3-9) is changable according to city types or city characteristics. For example, in the case of K city or S city the value of r is nearly equal to 0.40 under the wind velocity v=2.5(m/sec). (5) The ratio β_j of A_H to A_K or A_S is shown equation (4-8). In the case of K city the ratio β_K is nearly equal to 6.9 from 1.3 and in the case of S city β_s is nearly equal to 5.7 from 3.6 under the conditions of v=0〜7(m/sec) and G=100〜600(m^2).
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Article type: Appendix
1983Volume 325 Pages
App1-
Published: March 30, 1983
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