Rural areas consist of farmlands, dwellings of the inhabitants and surrounding areas. The landscape in these areas often have traditional and natural beauty.There the structures and landscape should be in harmony with each other.In order that theland will not be urbanized disorderly or influenced by industrys adequate plans must be devised.In addition, a district comprehensive plan should be emphasized which will seriously take in the considerations and desires of the inhabitants.
In the plan-making process for the proper utilization of the land, it is necessary for the inhabitants to have a thorough knowledge of how the existing land can be fully use.Moreover, delicate care is necessary so as the interests of the inhabitants are met and their consent obtained.It is necessary for this district comprehensive plan to make adjustments in the municipal comprehensive plan and other plans of a broader nature.
In this report the author intends to explain the characteristicsof the district comprehensive plan, its above-mentioned problems and the relationships between land use planning and the district comprehensive plan.It follows as a logical consequence that the singnificance and the framework of land use planning become clear.Furthermore, the author has analyzed the existing state and the way in which land can be evaluated in the areas where the district comprehensive plan is actually being carried out.

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There is an extensive distribution of peaty soils in the West Tsugaru district in Aomori Prefecture. In this district, peaty soils must be used as base farm land. Since the shrinkage and the compressibility of peaty soils are quite considerable, the properties of these soils must be improved. Peaty soils are divided into three types Root Mat, Peat and Muck.
The author investigated the shrinkage behavior of these three soils. Their shrinkage characteristies are given as follows:
(1) Root Mat: Ratio of shrinkage is smaller than those of Peat and Muck. Structural shrinkage begins at pF 1.1 and it's range is a somewhat long. There is almost no normal shrinkage. Residual shrinkage begins at pF 4.4 and this stage is very long.
(2) Peat: Ratio of shrinkage is large. The stage of structural shrinkage shows shrinkage at the outset and the period of time for shrinkage is neither very long nor short. Normal shrinkage can be observed from pF 2.3 to pF 4.1 and it's range is a somewhat long. Residual shrinkage begins at pF 4.1 and the stage is short.
(3) Muck: Ratio of shrinkage is large. Normal shrinkage begins at the first stage of shrinkage and continues up at to pF 3.0. Structural shrinkage appears slightly after pF 3.O. Residual shrinkage begins at pF 4.3 and it's range is very short.

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An experimental study was made of the flow regimes of shallow water over the slope of a smooth surface, an uneven surface, an artificial turf and a gravel layer under a constant rate of rainfall or inflow. The results are summarized as follows:
1) The flow along a partial water path on a smooth surface is a laminar flow. However, if the water depth of the flow is evaluated by the equivalent depth all over the slope, the flow is regarded as a turbulent flow.
2) The flow over an uneven surface is also a laminar flow. But this flow may be regarded as a turbulent flow for the effective depth whieh is evaluated by subtraction of depression and/or wedge storage from the actual depth.
3) The high flow over a turf surface is a laminar flow, but the Darcy law is applicable to a low flow lower than the height of the turf and the Manning law to the exceeded flow over the top of the turf.
4) The flow in a gravel layer is also regarded as a Darcy flow.
5) The effect of depression and/or wedge storage must be taken in consideration for the analysis of runoff from a slope surface, except the case of a smooth surfac.

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When there exists, to a considerable degree a hysteresis between soil water content and suction in soil, it is necessary to consider the effect of this hysteresis when making an analysis of the unsaturated flow of water through soil. For the computation of water content within the hysteresis loop, the use of Mualem's method is suitable for analysis, where the independent domain theory determined only by the boundary curves is used.
The object of this paper is the establishment of a computing procedure for analyzing an unsaturated water flow taking the hysteresis into consideration thus hysteresis. As the result, a procedure was developed first, making it possible to compute the-water content against any varying suction. Secondly this procedure was applied to the numerical analysis of an unsaturated flow. The effects of the hysteresis in the movement of soil water may be verified from the results obtained by using the computing procedure investigated here.

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The pressure (p)-train (ε) curve of undisturbed clay in a consolidation prodess can be expressed in the elastically consolidated region (over-consolidated region) and the plastically consolidated region (normally consolidated region) by the equations,
p=α'ε(elastically consolidated region;0≤ε≤εy, ),
p=α(ε_max-ε) ^-β (plastically consolidated region;εy≤ε),
where εy is the yield strain and ε_max is the strain when the void ratio (e) of clay becomes minimum.
Using these relationships, the void ratio-ressure line of undisturbed clay is analytically shown as a straight line on a double logarithmic scale in each region. The inclination of the elastic consolidation line (Ce) is expressed as, Ce=1-ey/e0, where ey is the yield void ratio and e0 is the initial void ratio. The inclination of the plastic consolidation line (Cp) is expressed as, Cp=1/β. These straight line relationships were cofirmed by the consolidation tests using several undisturbed marine clays. Furthermore, the relationships were obtained from test results such as, ey=0.9544 and Cp=0.268 (1-0.404/ey).
Considering the straight line relationship in the plastically consolidated region, the ultimate settlement of clay layer (S) is expressed by the equation,
S=ey/1+eyH [1-(1+Δp/py)-Cp],
where H is the thickness of the clay layer, Δp is the load increment and py is the consolidation yield pressure.Substitution of the test results into the above equation gives,
_??_
The ultimate settlement of a normally consolidated marine clay layer can be easily determined from this equation, taking the effective overburden pressure as the value of py. The calculated value of the ultimate settlement agrees well with the observed value for a certain sample of reclaimed land.

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The elastic properties of the subgrade and the subbase course of a farm road are investigated experimentally in this paper. A kind of plate loading test was performed on dune sand subgrade and on subbase course over it. An attempt was made to evaluate the moduli of the deformation for each layer, which are needed for analytical design of pavement. The materials used for the subbase course were either unscreened stone fragments or the cement stabilized dune sand or both. The effects of plate size and load intensity on the modui of deformation of the dune sand subgrade were investigated. The bending strength of the cement stabilized subbase course was also evaluated.

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It is important to clarify the characteristics of free surface flows which change rapidly, and it is necessary to understand the internal mechanism and internal structure of these flows.
The MAC (Marker-and-Cell) method is one of the numerical techniques for handling time dependent variation of free surface and shows the internal structure of these flows. In this paper, the SMAC (Simplified MAC) method is modified and employed. Two-dimensional numerical simulation of the Dam Break Wave (one typical example of those flows) is performed.
The Dam Break Wave is considered as a flow brought on by a sudden full opening of the gate. The numerical results are compared with experimental and theoreticalresults.
The config uration of the free surface in upstream region of the gate is convex to upward, and so on (Figs. 8-10, 13, 17), and this is in good agreement with experimental results.
The internal structure of this flow, velocity distribution and pressure distribution are shown in Figs. 14-15.
It seems that the good agreement between the results of calculation and that of the experiments and the theoretical results shows the validity of the numerical method employed in this paper.

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For the last six years, experithents on the resistances of normal portland cement and high alumina cement concrete to 5% sulfuric acid solution have been carried out.In this paper, the resistance of portland blast-furnace cement concrete to 5% sulfuric acid solution is compared with the results previously obtained.
Portland blast-furnace cement may be distinguished into A, B, C types with slag content. The long-term strength of this cement concrete is generally greater than that of normal portland cement concrete owing to the latent hydraulic property of the slag. Since portland blast-furnace cement concrete has good workability, a uniform and dense concrete can be made. Thus, portland blast-furnace cement accounts for 4 or 5% of the cement produced in Japan each year and is used for dams and coast structures frequently.
Measurements were made for the following, each week over a 12 week period.
a. Weight and volume
b. Bending and compressive strength
c. Dynamic modulus of elasticity
d. pH value of 5% sulfuric acid solution
e. Roughness on concrete surface
In summary, the results obtained are as follows.
1. Resistance of high alumina cement to sulfuric acid solution was best among the three cements tested.
2. The rate of decrease in weight and volume for high alumina cement was smallest for these three cements.
3. For the same weight of cement per unit volume, the strength of high alumina cement was greatest among these three cements.
4. After five or six weeks, the strength of portland blast-furnace cement concrete was greater than that of normal portland cement concrete.
5. It is assumed that the unit weight of portland blast-furnace cement concrete depends on consistency (slump) rather than the weight of cement per unit volume.

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