The stochastic techniques for generating or supplementing hydrological simulated data such as heavy rainfall at a place and water level hydrograph in a lake were generally discussed by the authors in previous papers. Besides such data processing, however, there remain some problems to be taken into consideration in the practice of optimal design of drainage systems in a drainage basin. Then, the methodology for finding an optimal drainage pump capacity in a drainage basin composed mainly of paddy fields is developed in this paper by applying the techniques of stochastic simulation as a goal of our studies. The discussion is carried out in detail by taking an example in the Anba River Basin facing to Lake Shinji near Matsue, Japan. The content is outlined as follows:
(1) The data of rainfall over 30 mm for one-day storm and 50 mm for two and three-day storms in summer at Hirata Station near the basin are generated for a period of 60 years. These data are distributed for each sub-period corresponding to the growth stage of crops every year. For the generated and distribution of the data, the techniques of the Monte Carlo method are utilized.
(2) Runoff hydrographs at the outlet of the basin are estimated by using unit-hydrographs constructed corresponding to the magnitude of rainfall depth in the basin.
(3) Hydrographs of water level of Lake Shinji at Kimachi Station near the mouth of the Anba River are obtained through rainfall depths at Hirata by the help of regressional analysis.
(4) Hydrographs of runoff discharge at the outlet of the basin are changed to those of inundation water level by considering the water volume exhausted through the river channel and hypothetical drainage pump.
(5) Inundation damage is estimated for each hypothetical pump capacity for a period of 20 years that means the pump life. Through the evaluation of damage, the gross benefit produced by installation of the hypothetical pump is calculated. Costs of installation, operation and maintenance of the hypothetical pump are also estimated. Through such a procedure, the benefit is easily found to reveal the lower limit of the optimal capacity of drainage pump.

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The strength of gas-pressure welded joint is evaluated as strong as the strength of the using reinforcement. But, many gas-pressure welded joints were damaged in RC and SRC structural buildings at the 1995 Hyogoken Nanbu Earthquake. After earthquake, we picked up 365 test pieces of gas-pressure welded joints from the damaged RC and SRC structural buildings, and those pieces were tested by the tension test. The 12.6% pieces in all test specimens were fractured. Therefore, the strength of gas-pressure welded joints in the existing concrete structural buildings are not able to apply the present evaluation. This paper is a study on the revaluation of strength of gas-pressure welded joints. The strength of gas-pressure welded joints were revaluated by the research data of Hyogoken Nanbu Earthguake and another test data of 23 public experiment institution in Japan. From the research of this study, we took mainly the following conclusions.
(1) The strength of gas-pressure welded joint used in the existing concrete structural buildings were not evaluated as strong as the strength of the using reinforcement.
(2) We proposed the method of revaluation of the strength for gas-pressure welded joints used in the existing concrete structural buildings.

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In this paper, we discuss tensile strength of kinds of splices of reinforcing bars in recent years. As we could anew obtain more than 200,000 tensile test data carried out in Kinki-area and Tokyo area during 2004-2007, the data were compared with the previous 1982-1986 data on gas pressure welded splices in Tanaka's research.[1] As a result, failure ratio, that is the ratio of the number of specimens ruptured at the part other than mother bars, is reduced from 0.52% to 0.13% as for SD345 and it is 0.32% as for SD390, however, the splice of bars with bigger diameter and higher tensile strength show higher failure ratio as before. We also reconsidered the strength distribution of the splices and proposed a probability density function expressed as eq.(7) assuming a simple stochastic process.

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The strength of gas-pressure welded joint has been assumed as strong as the strength of the base reinforcement. However, many gas-pressure welded joints were breaked in RC and SRC structural buildings during the 1995 Hyogoken Nanbu Earthquake. After earthquake, we picked up 365 test pieces of gas-pressure welded joints from the damaged RC and SRC structural buildings, and those pieces were tested by the tension test. The 12.6% pieces in all test specimens were breaked at welded joints. Therefore, the strength of gas-pressure welded joints in the existing concrete structural buildings are not able to apply the present evaluation. This paper is a study on the strength distribution of gas-pressure welded joints. The strength distribution of gas-pressure welded joints were researched by the data of Hyogoken Nanbu Earthguake and another test data of 23 public experiment institutions in Japan. From the research of this study, we took mainly the following conclusions. (1)The strength of gas-pressure welded joints used in the existing concrete structural buildings were not evaluated as strong as the strength of the base reinforcement. (2)We proposed the probability distribution function of strength for gas-pressure welded joints used in the existing concrete structural buildings.

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Carbon tetrachloride (CCl₄) による肝障害時には, 3, 4-benzpyreneの胆汁内排泄と胆汁流量が正常時のそれに比べてどのように変化するかをラットについて検討し, 次の結果を得た.1) ¹⁴C-3, 4-benzpyrene (¹⁴C-BP) を静注した場合, 1時間内に胆汁に排泄された¹⁴Cは, 無処置ラットで投与量の35.5%, CCl⁴投与 (0.5ml/kg, p.o.) 24時間後のラットでは9.7%であった.2) 胆汁に排泄された¹⁴C-BP代謝物のパターンは, 無処置ラットでも, CCl₄前処置ラットでも変らず, 未変化の¹⁴C-BPは検出されなかった.3) Bile fiowはCCl⁴投与24時間後において最も減少したが, ¹⁴C-BP代謝物の排泄の減少は, bile fiowの減少よりむしろ肝臓における¹⁴C-BPの代謝障害によるものと考えられた.4) ¹⁴C-BPの胆汁内排泄に対するCCl⁴の影響は, 絶食またはSKF-525 Aの前処置 (CCl₄投与50分前, 50mg/kg, i.p.) によって減少した.

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This paper deals with models for supplementing and generating rainfall data used for the optimal design of drainage systems. The content is outlined as follows:
1) The role of random components to be taken into account in a linear regressional model is discussed for supplementing non-recorded rainfall data at a point on the basis of the long-term data observed at an adjacent observatory.
2) The character of random numbers to be used in the model is examined for estimating rainfall depths for various durations such as one-day, two-days and three-days. There exists some statstical rela. tionship between random numbers 833 used for estimating three-day rainfall and ε31 for one-day maximum rainfall included in the three-day rainfall, for example. Then, the practicability of the simple method putting ε31= ε33 in place of the strict method considering the statistical relation between them is examined by help of the technique of the Chi-square test.
3) There are two methods to obtain simulated rainfall data at a point for a long-term. One is to generate simulated data based on the supplementary data at the point, and the other is to supplement data based on the generated data at an adjacent point. Then the merits and demerits of these two are discussed from the stochastic viewpoint and the engineering practice.

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