Apparatus for analysing ground characteristics and method of determining a foundation pile for a bored hole

Abstract: The method comprises positioning a ground characteristics analyzer (S) in a bored hole (B) where the foundation pile is constructed, displacing the surrounding ground of the bored hole, and measuring the force applied to the bored hole and the induced displacement so that the characteristics and quality of the soil and pile can be analyzed simultaneously with executing the construction. A ground characteristics analyzer (S) with which the above-mentioned methods are performed comprises a horizontal pressing device (S1) which protrudes in the radial direction from the outer peripheral of the body of the analyzer to displace the surrounding ground of the bored hole (B), and a vertical pressing device (S2) which protrudes downward to deform the bottom ground of the bored hole.

Description: BACKGROUND OF THE INVENTION Field of the Invention The present invention relates to a ground characteristics analyser and to a method of determining a foundation pile for a bored hole. BACKGROUND ART There are earth drill methods, overall casing methods, reverse circulation drill methods, etc. as cast-in-situ pile methods. In each method, a drilling machine drills a hole in a predetermined ground of a predetermined diameter by a predetermined depth. After the drilling machine is pulled out of the ground, a suspended tremie is put in the borehole to remove slime at the bottom of the borehole. Then, a suspended rebar cage is moved down to the bottom of the borehole, and ready-mixed concrete is injected to the hole to fill the hole, while the tremie is being lifted up. Hardening of the concrete results in a cast-in-situ pile. Meanwhile, the foundation pile may be made with a prefabricated pile by filling the borehole with bottom consolidation cement slurry and inserting the prefabricated pile such as a concrete pile, instead of using the rebar cage. However, there have been some problems described below. The supporting capability of the foundation piles, which may be the cast-in-situ pile or the prefabricated pile, for a structure is ordinarily determined by the way as follows. As a size, a shape, etc. of the structure on the predetermined site are designed, the vertical load, the lateral force by an earthquake or a wind, and the bending moment applied to the foundation pile are accordingly determined. A geological survey in the predetermined site is performed, the foundation piles having endurance of the above-mentioned forces is sought, and the kind of the foundation piles (the cast-in-situ pile or the prefabricated pile), the diameter of the pile, the length (depth) of the pile, the way of construction and the design bearing capacity are determined. According to the kind of structures constructed, the allowable settlement and the allowable lateral displacement, namely, the design deformation, after construction of the structure are also taken into consideration to determine the foundation pile and the way of construction. However, the bearing capacity and deformation of the foundation piles considerably depend on the soil condition of the ground in which the foundation pile is to be placed, and they are not known until the foundation pile is placed in the predetermined ground and load is practically applied to the pile (i.e., a loading test). It takes lots of days to carry out the loading test, considering the entire term of works necessary for constructing the structure, and it is impossible to perform the loading test to every one of the piles, considering the term of works and the costs necessary for the construction. The cast-in-situ pile has in general a large bearing capacity, so that the loading test costs for the cast-in-situ pile become prohibitive. Accordingly, the foundation pile is designed by an indirect method where its bearing capacity and deformation are determined from empirical formulae which have been obtained by analyzing data of existing loading tests based upon geological survey data such as SPT-N values in the ground at the site. However, with regard to application of the aforementioned indirect method, there is the disadvantage that when the cite-in-situ pile is made, namely, a hole for the pile is drilled by a drilling machine such as an earth drill, the wall of the borehole may crumble due to the vertical movement of the drilling machine, or the bearing capacity of the ground is reduced due to the decompaction and disturbance of the bottom of the borehole, so that the cast-in-situ pile can not be made as expected and specified in design. The geological survey itself is restricted by time and cost and carried out only for a few parts of the vast site, where its soil condition may be heterogeneous, to be provided with lots of foundation piles. The bearing capacity of each of the many unsurveyed foundation piles is found by applying the above-mentioned soil condition data to the entire site, so that obtained values for the bearing capacity are inaccurate, and applying those values to practical construction is dangerous. The empirical formula itself has the disadvantage explained hereinafter. In general, the loading test is performed in the condition that the foundation pile provided in the actual ground is loaded on its top with a yield load Py (the pile or the ground varies from an elasto-plastic state to a plastic state) or with an ultimate load Pu (the pile or the ground fails), as shown in Fig. 26. For the design bearing capacity, the deformation of the foundation pile is taken into consideration, and a smaller value, (1/2) Py or (1/3) Pu, is employed for practical provision of the foundation pile. In other words, the construction is uneconomically performed, taking an excessive safety factor. The empirical formula is given by analyzing several loading tests as stated above. Fig. 27 shows a graph in which the axis of abscissa represents the bearing capacity data of the pile obtained by the practical loading test and the axis of ordinate represents the bearing capacity of the pile calculated with empirical formulae based upon the geological survey data in respective grounds for the loading tests. Several data are plotted in the graph. In this case, if the bearing capacity of the pile obtained by the loading test corresponded to the bearing capacity of the pile calculated with the empirical formulae, the data should be plotted on a line inclined at an angle of 45° (Pu) shown in Fig. 27. However, since the empirical formulae themselves have been practically given by analyzing the aforementioned such data, so few data are plotted on the line. A data group plotted above the Pu line shows that the bearing capacity of the pile calculated with the empirical formulae is larger than the bearing capacity of the pile obtained by the practical loading test, and if the design bearing capacity is determined with those empirical formulae, it will apparently be extremely dangerous to employ them. On the other hand, a data group plotted below the Pu line proves that employing the design bearing capacity determined from empirical formulae is too deliberate and becomes uneconomical. Taking a more safety factor for the latter cases is excessively deliberate. As has been described, after the design bearing capacity is determined for a single foundation pile with empirical formulae and the data such as the geological survey, allocation and disposition of the foundation piles to footings (i.e., foundation bases) for transferring the load of a structure to the foundation pile are carried out. The practical bearing capacity of each of the foundation piles is not known, and hence problems occur as follows: Generally, the design bearing capacity of each of the foundation piles supporting a single structure is set to have a certain value (e.g. Pa = 100 ton/pile). In allocating those foundation piles to the footings, the basic loads applied to the foundation bases in the footings are different from each other depending upon the shape of the structure and the variation in height of the structure. For example, assuming that the basic load in a footing F1 is 420 ton and the basic load in a footing F2 is 180 ton, allocation of the foundation piles to the footings are performed as follows: F1 420/100 = 4.2 five foundation piles F2 180/100 = 1.8 two foundation piles Accordingly, the loads applied to a single foundation pile in the footings F1, F2 are different as follows: F1 420/5 = 84 ton/pile F2 180/2 = 90 ton/pile As a result, the safety factors are also different between the footings F1 and F2. Thus, there is a difference in the loads which the piles support, and the depression and deformation after construction are different between the footings F1, F2. This result leads to an extremely uneconomical and dangerous setting of the design bearing capacity. The execution of construction includes steps of (1) designing a structure, (2) determining the basic load, the settlement and the deformation, (3) performing a geological survey and (4) determining the bearing capacity of a pile with empirical formulae based upon the survey data (the diameter and length of the pile), the number of the piles and the construction method. Originally, this way of construction where the unknown bearing capacity for each of the piles is determined without practical experiments is very dangerous, and also uneconomical because a large safety factor must be employed to avoid danger. As stated above, the practical bearing capacity of the cast-in-situ pile highly depends upon the soil condition of the ground to be provided with piles, the way of executing construction, etc. When the cast-in-situ pile is made, namely, when a hole is made by a drilling machine such as an earth drill, the wall of the borehole is loosened and crumbled due to the vertical movement of the drilling machine within the borehole, the bottom of the borehole is decompacted and disturbed, or the durability of the ground is reduced to result in the deposition of slime at the bottom of the borehole. These all cause the reduction of the bearing capacity of the pile, so that it is difficult to make the cast-in-situ pile as designed. A ground characteristics analyser comprising a support structure which supports a plurality of horizontally displaceable arcuate pressing members, which are movable in radial directions, and at least one axially displaceable pressing member at its front end, is known from FR-A-2 425 650. The ground characteristics analyser of this reference comprises two pressing members which act in opposite directions, the overall surface of the pressing members forming a minority of the complete cylindrical outer wall of the device. Thus, the known device can only measure the deformation in one radial direction and is further not firmly fixed in the hole against forces in all directions. More specifically, the deformability of the ground in a direction perpendicular to the moving direction of the two pressing members cannot be measured, thus providing a measurement result which is inaccurate in that it may depend upon the orientation of the two pressing members, if the ground characteristics are not homogeneous. Furthermore, if the pressing members according to this prior art embodiment are in their outer end position, forces which act in the above-mentioned direction may cause a displacement of the whole device, especially when the vertical pressing device is actuated. US-A-3 507 124 discloses an apparatus for drilling a pile cavity in an earth situs for a foundation pile. This arrangement is provided with an axially displaceable pressing member at its front end in order to measure the ground characteristics in vertical direction and the load capacity of the ground in order to estimate an appropriate depth of the hole to be drilled. The known device and method according to this reference has the disadvantage that, firstly, only the ground characteristics in vertical direction are measured, which may deviate from the corresponding value in horizontal direction. Secondly, it is possible that due to the ground pressure, parts of the hole wall may come off and fall to the bottom of the hole. US-A-4 149 409 discloses a ground characteristics analyser attached to a drill head, comprising two radially opposed pistons which are movable in opposite radial directions for measuring the deformation of the hole wall having the same drawbacks associated with the embodiment discussed above in reference FR-A-2 425 650. Summary of the Invention It is therefore the object of the present invention to provide a ground characteristics analyser which evaluates more precisely the ground characteristics and which is supported more firmly in the drilled hole, and a method of determining a foundation pile using such an analyser. This object is met by an analyser according to claim 1 and a method according to claims 3 and 5. Since the method of constructing foundation piles according to the present invention comprises the steps of setting a ground characteristics measuring apparatus in a hole where a foundation pile is to be constructed; and measuring force given to the ground in the hole and the deformation of the ground, whereby the characteristics of the ground and the foundation pile are analyzed during the construction of the foundation pile, the actual bearing capacity and the deformation of each constructed foundation pile can be analyzed simultaneously during construction so that the foundation piles can be constructed safely and appropriately. Since the step of selecting the foundation pile having the designed specification may be carried out through analysis of the characteristics of the ground and the pile simultaneously with the construction, the foundation piles can be constructed in conformity with the designed data. Since designing the foundation pile may be carried out by analyzing the ground and the pile simultaneously with the construction, the foundation piles can be designed and constructed which is safe and most suitable to the ground characteristics. Since providing the certification of characteristics and quality of the pile may be carried out by analyzing the ground and the pile simultaneously with the construction, the precise data of the pile characteristics can be presented for all the foundation piles constructed, and certifyting that all the foundation piles are safe and have appropriate quality can be carried out simultaneously with the construction site. Furthermore, since a ground characteristic analyzer S (Fig. 1) is be used which comprises a horizontal presser extending from the apparatus body to transform the inner wall of the hole in the ground and a downward presser projecting downwards from the apparatus body to transform the bottom of the hole in the ground, the simple device can press and transform the surrounding ground of the hole in the ground at any depth, and the simple device can press and transform the bottom of the hole in the ground making use of the friction force generated by pressing the surrounding ground at some depth mentioned above as the reaction force. According to the present invention, without the loading test which is carried out in the conventional method, the actual bearing capacity and the deformation of each constructed foundation pile can be analyzed simultaneously with the construction so that the foundation piles can be constructed safely and appropriately. Further, as a result of the above-mentioned analyzation, the bearing characteristics of the pile, namely, the vertical bearing capacity and deformation (the rates of the bearing capacity and deformation at the end-of the pile and of those at the shaft surface), the horizontal bearing capacity and deformation, etc; are individually confirmed, whereby a more reliable foundation pile than that designed based on the bearing capacity and deformation of the pile obtained by the empirical formulae can be constructed. Further according to the present invention, the step of selecting the foundation pile having the designed characteristics may be carried out through analysis of the characteristics of the ground and the pile simultaneously with the construction. In this case, a foundation pile can be constructed according to the design specifications determined based upon the load of a structure, the external force applied to the structure, the geological survey, etc., so that all the foundation piles can be constructed safely and well-balanced enough to support the structure. Even if the results of the measuring and analysis indicate that the bearing capacity, deformation, etc. of the pile are unsatisfactory, the pile having appropriate design specifications can be constructed by simply varying the length, the diameter, the material, the arrangement of reinforcement, etc. of the pile, without any change of the specified design values, namely the values of the bearing capacity and deformation of the pile. According to the present invention, designing the foundation pile may be carried out by analyzing the data of the ground and the pile simultaneously with the construction. The ground in the hole is displaced, and the force required to displace the ground and the deformation is measured analyzed and calculated with various formulae such as theoretical formulae, whereby the optimum and reliable foundation pile suitable for the characteristics of the ground can be designed. Further according to the present invention, providing the certification of capability and quality of the pile may be carried out by analyzing the data of the ground and the pile simultaneously with the construction. Undoubted data about the pile capability for all the piles to be constructed are presented, whereby it can be certified just at the construction site that all the foundation pile are safe and satisfactory in quality. A ground characteristic analyzer according to the present invention comprises a horizontal presser extending from the apparatus body to press the inner wall of the hole in the ground and a downward presser projecting downwards from the apparatus body to press the bottom of the hole in the ground, whereby the simple device can press and displace the surrounding ground of the hole in the ground at any depth, and the simple device can press and displace the bottom of the hole in the ground making use of the friction force generated by pressing the surrounding ground at some depth as the reaction force. Brief Description of the Drawings Fig. 1 is a sectional view showing an embodiment of a ground characteristics analyzer according to the present invention; Fig. 2 is a sectional view about the line II - II of Fig. 1; Fig. 3 is a diagram presented for explaining a hydraulic circuit of the ground characteristics analyzer and a transmission circuit of values measured by a sensor; Fig. 4 is a diagram presented for explaining a method of executing the construction using the ground characteristics analyzer of Fig. 1; Fig. 5 is a block diagram of the ground characteristics analyzer of Fig. 1; Fig. 6 is a sectional view of a ground characteristics analyzer of another embodiment of the present invention; Fig. 7 is a sectional view about the line VII - VII of Fig. 6; Fig. 8 is a sectional view about the line VIII - VIII of Fig. 6; Fig. 9 is a sectional view of a ground characteristics analyzer of still another embodiment of the present invention; Fig. 10 is a sectional view about the line X - X of Fig. 9; Fig. 11 is a sectional view of a ground characteristics analyzer of yet another embodiment of the present invention; Fig. 12 is a sectional view about the line XII - XII of Fig. 11; Fig. 13 is a diagram showing correlations between the deformation S in the axial direction and the friction force F on the shaft surface measured by the methods of determining capability and quality of foundation piles and of designing foundation piles according to the present invention; Fig. 14 is a diagram showing correlations between the pressing force P1 to the bottom of a hole and the deformation Y1 measured by the methods of determining capability and quality of foundation piles and of designing foundation piles according to the present invention; Fig. 15 is a diagram showing correlations between the pressing force P2 to the bottom of a hole and the deformation Y2 in re-pressing of the ground, measured by the methods of determining capability and quality of foundation piles and of designing foundation piles according to the present invention; Fig. 16 is a diagram showing correlations between the horizontal pressing force H3 and the deformation X3 measured by the methods of determining capability and quality of foundation piles and of designing foundation piles according to the present invention; Fig. 17 is a diagram presented for explaining the relations between the load and the deformation of a foundation pile constructed in the actual ground in the loading test using a conventional method; and Fig. 18 is a diagram presented for explaining the relations between the value of the ground characteristics for a pile constructed in the actual ground, obtained by the loading test using a conventional method, and the value of the ground characteristics for a pile, obtained by empirical formulae. Detailed Description of the Preferred Embodiment An embodiment of a ground characteristic analyzer according to the present invention will be described with reference to Figs. 1 to 12. Figs. 1 to 3 show the embodiment of a ground characteristics analyzer S. A casing 1 is approximately the same in diameter across its entire length as the diameter of a hole. The casing 1 may be the same as the hole only in its bottom and the upper portion therefrom may be small in diameter. Reference numeral S denotes a ground characteristics analyzer provided in the bottom portion of the casing. The ground characteristics analyzer S includes a horizontal presser S1 for pressing the surrounding ground of the hole and a vertical presser S2 for pressing the bottom ground of the hole. The horizontal presser S1 has a double-pipe structure consisting of multisections (four sections) at the outer peripheral portion of the ground characteristics analyzer S. Box-shaped divided pressing frames 5 are radially moved by the operation of horizontal cylinders 3 along guide plates 6 in the divided sections. Slide plates 6a to which the root of each of the horizontal cylinders 3 is fixed are supported by the guide plates 6 for vertical movement. A pressing face 7 which is an outer face of the frame is formed as an arc having the same diameter as that of the casing, and a plurality of which make up the almost circular pressing face. The horizontal cylinder 3 is disposed at vertical intervals from each other in the horizontal presser S1. The outer surface of each of the pressing frames 5 may be a rough surface similar to the outer peripheral surface of a cast-in-situ pile to be constructed. An upper cylinder 13a' which is a part of a vertical pressing board 13 is fitted in the inner pipe of the horizontal presser S1 to slide up and down. One or more vertical cylinders 4 are provided within the chamber of the vertical presser along the vertical direction. The vertical pressing board 13 is connected to the lower portion of each of the vertical cylinders 4 and moved up and down in accordance with the movement of the vertical cylinders 4. The pressing face of the vertical pressing board 13 is the same in outer diameter as the diameter of the hole. Reference numeral 9 denotes a suction/drain pipe. With the pipe 9, when the casing 1 and the ground characteristics analyzer S are suspended in the hole, mud water can be drained from the hole or water can be supplied thereto. If required, ready-mixed concrete for bottom consolidation can be injected to fill the bottom ground of the hole through the pipe 9 as shown in Fig. 4(d). The pipe 9 is provided with an automatic opening/closing valve at its end. A hose may be substituted for the pipe 9, and sometimes the pipe 9 is not employed. Reference numeral 29 denotes a cylinder attached to the ground characteristics analyzer S and moving in the axial direction. The cylinder 29 makes the pressing frames 5 slide along the body in the direction corresponding to the vertical axis. When the cylinder 29 is moved with the pressing frames 5 in the horizontal presser S1 protruding in the horizontal direction to press the surrounding ground of the hole, the pressing frames 5 move up and down, so that the frictional resistance of the surrounding ground of the hole can be determined. The frictional resistance may be determined by connecting the upper portion of the body of the casing 1 to a power jack or the like on the ground to move the portion up and down instead of the cylinder 29. The frictional resistance may also be determined by connecting the upper portion of the casing 1 to a rotating or pivoting device such as a casing driver provided on the ground to rotate the casing 1 and move it in the radial direction. A hydraulic control unit 20 includes a manifold 22, a electromagnetic valve, etc. and is positioned surrounded by a hydraulic pump 21, the horizontal cylinders 3, the vertical cylinders 4 and the axially moving cylinders 29. Although the hydraulic control unit 20 is positioned close to the pump 21 on the ground, a plurality of hoses or pipes should connect the manifold 22 to each of the cylinders. When the hydraulic control unit 20 is positioned close to the ground characteristics analyzer S, the apparatus is simplified because only two main hoses or pipes communicate the long distance between the pump 21 and the manifold 22. A plurality of hoses or pipes are provided to communicate the short distance from the manifold 22 to each of the cylinders. Reference numerals 24a, 24b and 24c denote pressure meters or pressure sensors for determining the pressure of the oil (fluid) delivered to each of the horizontal cylinders 3, the vertical cylinders 4 and the axially moving cylinders 29. These meters or sensors are placed on the ground or mounted in the ground characteristics analyzer S. The measurement by each of the pressure sensors is converted into an electric signal and transmitted to a pile bearing capacity analyzing/operating unit K described hereinafter. A position sensor 26a protrudes in the radial direction from the outer peripheral surface of the ground characteristics analyzer S in the horizontal direction to determine the displacement of each of the pressing frames 5, namely, the deformation of the surrounding ground of the hole in accordance with the stretch and compression of the horizontal cylinder 3. A plurality of the position sensors 26a are provided so that the displacement of each of the pressing frames 5 corresponding to the multisections divided in the radial direction can be determined. Also, when pressing portions are disposed at intervals in the radial direction as will be explained hereinafter, each of the pressing portions is provided with the position sensor 26a. A position sensor 26b protrudes downwards from the body of the ground characteristics analyzer S to determine the displacement of the vertical pressing board 13 pressing the bottom ground of the hole, namely, the deformation of the bottom ground of the hole in accordance with the stretch and compression of the vertical cylinder 4. A position sensor 26c determines the vertical displacement of each of the pressing frame 5 of the ground characteristics analyzer S, namely the displacement along the body of the ground characteristics analyzer S. Also, a plurality of the position sensors 26c are provided to determine the displacement of each of the pressing frames 5 which are the multisections divided in the radial direction. Displacement gages such as a LVDT type sensor, a linear-gage type sensor and a strain-gage type sensor may be employed for those position sensors 26a, 26b, 26c, for example. A displacement gage 27 determines on the ground the vertical displacement of the casing 1 provided with the ground characteristics analyzer S at its end portion. In other words, it determines the radial displacement of a pipe of the casing 1 from a stable point 28 on the ground. The displacement gage 27 is used for determining the vertical displacement of the pressing frame 5 and for checking whether or not the casing 1, or the ground characteristics analyzer S, moves upward, in pressing the bottom ground of the hole while the surrounding ground of the hole is being pressed (i.e. in the case where the portion pressed in the side wall of the hole is slippery). The pile bearing capacity analyzing/operating unit K is a device including a microcomputer, for storing, analyzing and operating data about the surrounding ground of the hole and the bottom ground thereof which are determined and inputted by the above mentioned sensors so as to analyze the shaft bearing capacity and the end bearing capacity of the pile, namely the vertical bearing capacity and deformation of the pile and the horizontal bearing capacity and the deformation thereof. The unit K stores the design bearing capacity and deformation, various theoretical formulae, various standards in various countries, etc. (specified in Tables 10 to 12; all Tables referred to are attached at the end of the description, analyzes and operates ground information using the above-mentioned formulae and standards to decide safe and accurate pile capability related to the bearing capacity of the pile. A unit Ka certifies the capability and quality of the pile. The unit Ka is connected to the pile bearing capacity analyzing/operating unit K to electrically communicate to each other, so that it can certify the bearing capacity and deformation of the pile to which the pile bearing capacity analyzing/operating unit K decides based upon the analysis and operation that it is satisfactory, namely, it can certify the capability and quality of the pile. With the unit Ka, the certification of all the foundation piles to be constructed can be outputted just at the construction site. This unit Ka is comprised of a recorder, a printer, a monitor, etc., and it may also be incorporated to the pile bearing capacity analyzing/operating unit K. Flow meters 25a, 25b and 25c may be substituted for the position sensors 26a, 26b and 26c for determining the amount of oil (fluid) delivered to the horizontal cylinder 3, the vertical cylinder 4 and the axially moving cylinder 29. These flow meters are positioned close to the manifold 22 and the electromagnetic valve to determine the amount of the stretch and compression of each of the cylinders 3, 4, 29, or the displacement of the pressed portion, or further the deformation of the ground, based upon the amount of the fluid delivered. Then, the manipulation of the ground characteristic analyzer S and the determination of the pile bearing capacity and the like will be described with reference to Figs. 4 and 5. First, a hole is made by a drilling machine such an earth drilling machine and an overall casing machine in a predetermined ground with a predetermined diameter, at a predetermined depth in a conventional drilling way, and then the drilling machine is pulled out of the ground (Fig. 4(a)). Determination of Shaft Bearing Capacit y and Deformation of Pile (Fig. 4(b)) The casing 1 is suspended for keeping the ground characteristics unit S (details are shown in Fig. 1) at a predetermined depthwise position in a hole B. The horizontal cylinder 3 is moved to make the pressing frames 5 protrude in the radial direction from the outer surface of the ground characteristic unit S. The pressing frames 5 press the surrounding ground in the hole, or the wall of the hole, to deform the surrounding ground. In pressing the surrounding ground, the pressing force produced by the horizontal cylinder 3 is determined by the pressure sensor 24a. The axially moving cylinder 29 is moved when the pressing force of the horizontal cylinder 3 reaches a predetermined value, and the pressing frame 5 is moved in the direction corresponding to the axis of the hole B while the pressing frames 5 is pressing the surrounding ground. The transfer force by the axially moving cylinder 29, namely, the reaction force of hydraulic force, is cancelled by keeping the dead load of the casing 1 equal to it or by fixedly supporting the upper portion of the casing 1 using a machine on the ground. The pressing force of the axially moving cylinder 29, namely, the transfer force, is determined by the pressure sensor 24c. Further, the displacement of the pressing frame 5 in the axial direction is determined by the position sensor 26c or the like, transmitted to the pile bearing capacity analyzing/operating unit K on the ground, and stored as data of the ground and analyzed. The pressing and determining of the surrounding ground is performed for each of specified depth of the hole. When the pressing frame 5 in the ground characteristic analyzer S is long, the number of times of pressing is reduced. On the other hand, when the ground characteristics analyzer S extends across the entire length of the casing 1, the pressing is performed only once. Determination of End Bearing Capacity and Deformation of Pile (Fig. 4(c)) The ground characteristic analyzer S (Fig. 1) is suspended down to the bottom of the hole B and placed therein. Then, the horizontal cylinder 3 is moved so that the pressing frames 5 protrude in the radial direction from the outer peripheral surface of the ground characteristic analyzer S, and press the surrounding ground of the bottom portion of the hole. While the pressing frames 5 are pressing the surrounding ground (using the frictional resistance caused by the pressing as the reaction force), the vertical cylinder 4 is moved so that the vertical pressing board 13 protrudes downward from the ground characteristics analyzer S and presses the bottom of the hole to deform the bottom ground. The pressing force of the vertical cylinder 4 is determined by the pressure sensor 24b, and the displacement of the vertical pressing board 13 in the axial direction, or the deformation of the bottom ground is determined by the position sensor 26b. The determined values are transmitted to the pile bearing capacity analyzing/operating unit K on the ground, stored as data of the ground and analyzed. In pressing the bottom ground of the hole, pressing and releasing may sometimes be repeated several times as stated hereinafter. Determination of the Horizontal Bearing Capacity and Deformation (Fig. 4(d)) The ground characteristic analyzer S is positioned in the hole B close to the ground surface to which the lateral force is mainly applied. In this case, the surrounding ground of the hole is pressed similar to the way by which the surrounding ground of the hole is pressed to determine the shaft bearing capacity and the deformation of the pile. Specifically, the horizontal cylinder 3 is moved so that the pressing frames 5 protrude in the radial direction from the outer peripheral surface of the ground characteristics analyzer S to press the surrounding ground in the hole, or the wall of the hole, and deform the surrounding ground. In pressing the surrounding ground, the pressing force of the horizontal cylinder 3 is determined by the pressure sensor 24a, transmitted to the pile bearing capacity analyzing/operating unit K on the ground and stored as data of the ground and analyzed. When the pressing of the ground of the hole, the determining and analyzing of the bearing capacity and deformation of the pile are finished and the results are satisfactory, the bearing capacity analyzer S is pulled out of the hole and, thereafter, a rebar cage N and a tremie T are suspended down to the bottom portion of the hole and ready-mixed concrete is injected in the hole. Hardening of the concrete results in a cast-in-situ pile M as designed, or a cast-in-situ pile M suitable for the characteristics of the ground (Figs. 4(e) and 4(f)). After the determination, as shown in Fig. 4(d), the hole may be filled with bottom consolidation cement slurry through the suction/drain pipe 9 in the casing 1. As another method, after the above-mentioned determination and analysis, the hole is filled with curing agent such as bottom consolidation mortar and periphery consolidation mortar, and a concrete pile, steel pipe or the like is inserted in the hole. In this way, a foundation pile is constructed using a prefabricated pile. Figs. 6 to 8 show another embodiment of the ground characteristic analyzer S, which is similar to the aforementioned embodiment shown in Fig. 1 except that no axial moving cylinder 29 is provided. In this embodiment, the upper portion of the body of the casing 1 is connected to a power jack or the like on the ground to move up and down so that the pressing frames 5 are moved in the axial direction pressing the surrounding ground of the hole. The movement of the pressing frames 5 may be performed by connecting the upper portion of the casing 1 to a rotating or pivoting device such as a casing driver placed on the ground so as to rotate the casing 1 to move in the radial direction. Figs. 9 and 10 show another (i.e., the second type) embodiment of a vertical presser S2. The vertical presser S2 has a vertical pressing board 13 at its end divided into a pressing board 13a and a ring-shaped pressing board 13b. The pressing board 13a at the center portion is connected to the vertical cylinder 4 similar to the above while the ring-shaped pressing board 13b is connected to a vertical cylinder 4b. The pressing boards 13a and 13b work individually. Thus, when the vertical pressing board is divided into sections, each of the sections is provided with a position sensor 26b so that the displacement of each section can be determined. In this embodiment, in determining the shaft bearing capacity and deformation of the pile, the ring-shaped pressing board 13b and the pressing board 13a at the center portion can work individually, whereby it is possible that after the center portion of the bottom ground of the hole is pressed, the peripheral portion of the hole is pressed (while the bottom ground of the hole is kept pressed, or after the pressing is released). The order of pressing can be reversed. In this way, the pressing is selectively performed in accordance with the type of soil or hardness of the the bottom ground of the hole. Even if the bottom ground is pressed by either of the ring-shaped pressing board 13b or the pressing board 13a at the center, the stress of the bottom ground can be determined and analyzed. In pressing the bottom ground of the hole, the pressing force applied by the horizontal cylinder 3 to the peripheral ground, or reaction force of the friction force caused by the pressing face 7 and the peripheral ground is used as reaction force. When the friction force is insufficient, the horizontal presser S1 should be made longer or a plurality of the horizontal pressers S1 should be disposed at intervals across the entire length of the casing. The pressing face is divided into the peripheral portion and the center portion so that effective pressing against the bottom ground of the hole can be attained. When the friction force is insufficient at the peripheral ground, or when the bottom ground of the hole is hard, for example, the reaction force becomes sufficient by pressing individually the peripheral portion and the center portion one after another, so that the determination of the pressing can be performed. Fig. 11 shows still another (i.e., the third type) embodiment of the vertical presser S2. A tightly sealed pressing chamber 13A is formed of a cylindrical member 13e connected to the bottom frame of the ground characteristics analyzer S, a vertical pressing face 13d, a body frame and a lid plate 13f at the end of the ground characteristics analyzer S. In this case, the vertical pressing face 13d is made of elastic materials such as rubber, plastic and thin iron plate, or the cylindrical member 13e is formed of elastic material. A pressure supply hose is connected to the pressing chamber 13A. When oil or the like is supplied from above the ground, the pressing face 13d swells and protrudes due to the hydraulic pressure to press the bottom ground of the hole. In this case, the degree of swelling or protruding of the pressing face 13d is determined by the amount of oil delivered or by the position sensors. Figs. 11 and 12 show another (i.e., the second type) embodiment of the horizontal presser S1. Multisections (four sections) are disposed on the outer peripheral surface of the ground characteristics analyzer S, each of the sections is a tightly sealed chamber 5A having a double-pipe structure. Each pressing face 7 of the chambers 5A is made of elastic materials such as rubber, plastic and a thin iron plate, or frames 5a connecting inner and outer ring members are formed of elastic materials. A pressure supply hose is connected to each chamber, so that when oil or the like is supplied from above the ground, the pressing faces 7 protrude and expand due to the hydraulic pressure to press the surrounding ground of the hole. In this case, the degree of the protrusion and expansion is determined by the amount of oil delivered or by the position sensor. Then, methods of analyzing characteristics of soil and piles, determining capability and quality of the piles and of designing foundation piles using the ground characteristics analyzer by deforming the ground within the hole simultaneously with executing the construction will be described in detail with reference to flow diagrams shown in Tables 1 to 9 in accordance with the practical steps of the methods. The present invention includes a method A including the steps of analyzing the characteristics of soil and a pile, and decide whether the pile is suitable for the design simultaneously with executing the construction, and a method B including the steps of analyzing the characteristics of soil and a pile simultaneously with executing the construction to design the pile. The present invention further includes presenting certification of capability and quality of a designed pile. (1) Method A Table 1 to 4 Table 1 shows the main flow of a method A, and Tables 2 to 4 show subflows thereof. Step I The load for each foundation is calculated from loads applied to a structure, external forces applied to the structure, and the like. In addition, a geological survey is made, to investigate the foundation of a pile. Step II As a result, the vertical bearing capacity, the horizontal bearing capacity, the allowable deformation, the safety factor and the like of the pile are set as design values. Step III Simultaneously, the length of the pile, the diameter of the pile, methods of construction and the like are investigated. This method is used for measuring, analyzing and determining the pile adaptable to the design values set in the step II during construction by the following method as well as for ensuring the capability and the quality of the pile. Step IV - subroutine Subl The shaft bearing capacity of the pile and the deformation thereof are measured, the correlation therebetween is analyzed, and data thereof are stored and provided. The details thereof is shown in Table 2. Step 1 A casing 1 is suspended in a hole in the ground, to be stopped such that a ground characteristics analyzer S is in the position at a constant depth of Zn. A horizontal cylinder 3 is then operated. A pressing frame 5 is extended to the periphery from the ground characteristics analyzer S, to press a surrounding ground in the hole; that is, a surrounding ground of the hole (a portion of ΔLm); to slightly deform it. When the above described surrounding ground of the hole is pressed, the pressing force exerted by the horizontal cylinder 3 is measured by a pressure sensor 24a (measured value = H1), and the amount of extension (deformation) of the horizontal cylinder 3 or the deformation in the horizontal direction of the pressing frame 5; that is, the displacement of the ground; is measured by a position sensor 26a (measured value X1). The amount of extension (deformation) of the horizontal cylinder 3 may be measured by a flow meter 25a. The measured values H1 and X1 are converted into electrical signals and transmitted to a pile bearing capacity analyzing/operating unit K installed on the ground, to be stored and provided as data on correlation between H1 and X1, respectively. Step 2 The pressing force exerted by the horizontal cylinder 3 is then gradually increased. Step 3 The increase is continued up to the pressing force H1 takes a value corresponding to an arbitrary pressure such as the earth pressure at rest or pressure of ready-mixed concrete filled later. Step 4 A shaft moving cylinder 29 is operated, to move the pressing frame 5 axially in the hole with the surrounding ground of the hole being pressed. Step 5 The pressing force of the above described shaft moving cylinder 29; that is, the moving force F; is measured by a pressure sensor 24c (measured value = F), and the amount of extension (deformation) of the cylinder 29 or the amount of axial movement of the pressing frame 3 or deformation is measured by a position sensor 26c (measured value S). The amount of extension (deformation) of the cylinder 29 may be measured by a flow meter 25c. Step 6 The respective measured values F and S are converted into electric signals and transmitted to the pile bearing capacity analyzing/operating unit K on the ground to be analyzed and stored as data on the correlation between the axial moving force F and the axial deformation S as shown in Fig. 13. In this case, the measured value F is measured by axially moving the pressing force of the horizontal cylinder 3 when it corresponds to the earth pressure at rest or the like. Accordingly, the measured value corresponds to a frictional force Fzn of the pile shaft surface, whose settlement is Szn, at a measured depth of Zn. A peak value Fzn,p of the frictional force of the shaft surface is, therefore, also obtained. Step 7, 7.1 When predetermined pressing, measurement and transmission are terminated, ground characteristics analyzer S is moved to a further downward position at a depth of Z (n + 1). Pressing, measurement and transmission of a portion of ΔL (m + 1) are repeated in the above described manner up to the ground characteristics analyzer S reaches the bottom of the hole. Step 8 After pressing, detecting and transmitting with regard to the entire length of the side wall of the hole, stored are data of correlation coefficient between moving force F in the direction of the axis at each ΔL, or shaft friction force F, and axial-direction deformation S. The data are analyzed with the vertical bearing capacity and deformation in the determining timing of press in the flow diagram 12. In Fig. 13, Z(n+1) and Z(n+2) mean the data of correlation coefficients of the axial deformation and the circumferential friction force at the depth Z(n+1) and Z(n+2). The data of correlation coefficients of the shaft friction force F and the axial deformation S stored at steps 6 and 8 are immediately outputted to a printer or the like just at the construction site. Step V - Subroutine 2 End bearing capacity and pile tip settlement are detected, and the data of correlation coefficients are stored and presented. Referring to Fig.15, the details are described in the following: Step 9 After the apparatus arrived at the bottom of the hole, the horizontal cylinder 3 is performed to expand the pressing flames 5 outward from the ground characteristics analyzer S, so that the peripheral ground at the hole bottom is pressed. Then, keeping the above pressing condition, the vertical cylinders 4 are actuated to put down the vertical pressing board 13, so that the bottom ground in the hole is pressed to deform. Step 10 The pressing force of the vertical cylinders 4 is detected by the pressure sensor 24b (detected value P1). The expansion (deformation) of the vertical cylinders 4 and downward deformation in the axial direction of the vertical pressing board 13, or the deformation of the bottom ground, are detected by the position sensor 26b (detected value Y1). The expansion (deformation) of the vertical cylinders 4 may be detected by the flow meter 25b. Step 11 The measured values P1,Y1 are converted into electric signals, transmitted to the pile bearing capacity analyzing/operating devise K located on the ground. The measured values are stored and presented as the data of the PY correlation coefficients of the bottom pressing force, as shown in Fig. 14. Step 12 The stored data of the correlation coefficients of the bottom pressing force and the bottom deformation are analyzed together with the data of the correlation coefficients of the axial-direction friction force and the axial-direction deformation. Dividing a vertical bearing capacity such as the designed vertical bearing capacity into the end bearing capacity and the shaft bearing capacity, the pile strain and deformation are analyzed. The data obtained through the analysis are printed out together with the data of correlation coefficients. Step VI If the vertical bearing capacity and the deformation as results from the analysis are in conformation with designed values, it is immediately printed out at the construction site that the values are in conformation with the designed values, so that the sufficient capability and quality of the pile are certified. Then, the horizontal supporting capacity and deformation are investigated. Step VI.1 If the obtained data are not sufficient comparing with the designed values, the bottom ground is pressed again as in the following, and the measurement and the analysis are similarly carried out. First, the return valve (electromagnetic valve) is opened so that the pressure at the bottom is released. In this way, the bottom ground tends to rebound due to its elasto-plasticity. The rebounding force of the ground is detected by the pressure sensor 24b as a load on the cylinder 4 (detected value = P2). The rebounding amount of the ground, corresponding to the compression, or the travel distance of the vertical pressing board, is detected by the position sensor 26b (detected value = Y2). These detected values P2 and Y2 are converted into electric signals and transmitted to the pile bearing capacity analyzing/operating devise K. Step V The measured values and data about the end pressing force and deformation when the ground is pressed again are analyzed and stored as follows. The data about the correlations are shown in Fig. 15. The L1 curve shows the relations between the pressing force and the deformation in pressing, and the L2 curve shows the relations between the rebounding force and the deformation. Pa is an end pressing force when an arbitrary vertical bearing capacity such as design bearing capacity is analyzed, and Ya is the deformation at that time. Yb is the deformation when the ground rebounds because of release from the pressing force and the rebounding force becomes 0. The deformation Yb is generally smaller than the deformation Ya, and complete rebounding can not be attained because the ground is elasto-plastic. The L3 curve shows the relations between the pressing force and deformation when the pressing is repeated in this state (deformation 0). The deformation (Yc - Yb) when the end pressing force is Pa is smaller than the deformation Ya, because the ground is compacted by the first pressing. Further, the repetition of the pressing and release operation makes the deformation much smaller. The data about the correlations between the end pressing force and end deformation stored above are analyzed together with the data about the correlations between the axial direction friction force and the axial direction deformation. Since the deformation is smaller than that in the first analysis, the analyzed end bearing capacity, the shaft friction force, strains and the deformation of a pile are varied. As a result the values of the analyzed vertical bearing capacity and the deformation satisfy the design values, and then the analysis data, etc. are printed out for presentation. Step VI.2 If the vertical bearing capacity or the deformation is not in agreement with the design value even by the aforementioned repetition of the pressing, the design is changed to satisfy the vertical bearing capacity and the deformation set in the preliminary design. Step VI.3 The design such as the diameter and length of the pile is changed using the data obtained by measuring and analyzing at the above steps. Step VI.4 The material of the pile and the arrangement of bar are also changed. Step VII-subroutine Sub3 The measurement of the horizontal bearing capacity and deformation of the pile and the storage of data about the correlation about them are performed. In this case, the horizontal force and the bending moment are mainly applied to the upper portion of the pile, and therefore the operation is carried out at the upper part of bored hole. The details are shown in Table 4. Step 13 After the measurement and decision of the vertical bearing capacity and deformation are completed, the ground characteristics analyzer S is pulled up, and positioned at a specific depth Zn in the hole close to the ground. Then the horizontal cylinder 3 works so that the pressing frame 5 protrudes in the radial direction from the outer peripheral surface of the ground characteristics analyzer S to press the surrounding ground (ΔLm portion) so as to apply slight deformation to the surrounding ground. Step 14 In the aforementioned pressing, the pressing force of the horizontal cylinder 3 is measured by the pressure sensor 24a (measured value = H3), the expansion (deformation) of the horizontal cylinder 3, or the horizontal deformation of the pressing frame 5, namely, the deformation of the surrounding ground, are measured by the position sensor 26a (measured value = X3). The expansion of the horizontal cylinder 3 (deformation) may be measured by the flow meter 25a. The measured values H3, X3 are converted into electric signals and transmitted to the pile bearing capacity analyzing/operating unit K on the ground. Each of the values are stored as the data about the correlations between the horizontal pressing force (resistance force) and the deformations H3 and X3, as shown by the curve C1 in Fig. 16. In this figure, Xa shows the deformation of the surrounding ground when the horizontal pressing force H3 reaches a predetermined pressing force Ha corresponding to the design horizontal bearing capacity, etc. The curve C2 shows the correlations between the rebounding force and the deformation of the surrounding ground when the ground is released from the pressing of the horizontal cylinder 3, and the deformation when the rebounding force becomes 0 is shown by Xb. Step 15 After the pressing, the measuring and the signal transmission are completed, the ground characteristics analyzer S suspended is put down to the position Z (n + 1). Similar to the above, ΔL (m + 1) portion is pressed, measured and the data are transmitted. This operation is repeated until the ground characteristics analyzer S reaches a predetermined depth, or a predetermined depth where the horizontal force and the bending moment are mainly applied. Step 16 After the predetermined pressing, measuring and signal transmission are completed, the data about the correlations among the pressing force (resistance force), deformation and strains of the pile material in ΔLm are stored. Step 17 Based upon the above correlation data, the horizontal bearing capacity and deformation are analyzed. The data about the correlations at the step 16, and the analysis data at the step 17 are printed out for presentation. Step VIII As a result of the above measuring and analysis, if it is judged that the values of the analyzed horizontal bearing capacity and the deformation are in agreement with the design values, the result is immediately printed out just at the construction site, and the certification of the capability and quality of the pile is presented. Thus, the decision in this system is completed. Step VIII.1 If the measured values do not satisfy the design standard, the surrounding ground is pressed, measured and analyzed again as in the case of the bottom ground. In this case, the relationship between the pressing force and the deformation is represented with the curve C3. Similar to the case of the pressing of the bottom ground, the deformation (Xc - Xb) of the surrounding ground when the horizontal pressing force is Ha is smaller than the deformation Xa at the first pressing. The repetition of the pressing - release makes the deformation much smaller. The data about the correlations between the pressing force and the deformation are analyzed similar to the analysis at the step 17. However, since the deformation is smaller than that in the first release, the analyzed horizontal bearing capacity and deformation and the strains of the pile material are varied. Step VIII When the values of the analyzed horizontal bearing capacity and deformation is judged to be in agreement with the design values, the result is printed out to certificate the capability and quality of the pile. Thus, the pressing measurement in this method is completed. Step VIII.2 When the horizontal bearing capacity or deformation is not in agreement with the design value in the repetition of the pressing, the design is changed so as to satisfy the horizontal bearing capacity and deformation set in the preliminary design. Step VIII.3 Based upon the data of the above analysis, the design of the length, diameter, etc. of the pile is changed. Step VIII.4 The material of the pile, the arrangement of bar, etc. are also changed. In the design change at the step VIII.3 and VIII.4, only the upper portion of the pile to which the horizontal force is mainly applied may be changed. (2) Method B (Tables 5 to 9) Unlike the method A, the method B is for analyzing the characteristics of soil and a pile simultaneously with executing the construction to design a pile suitable to the ground in which the pile is constructed. Table 5 is a main flow diagram, and Tables 6 to 9 are sub flow diagrams. Step I Similar to the method A, the load for each foundation base is calculated based upon the load of a structure, external force applied to the structure, etc., geological survey is carried out, and the foundation piles are decided. Step II The length, the diameter of the pile and the method of the construction are investigated. Step III As a result, the bearing capacity of the pile and the deformation thereof are temporarily set. Step IV The length, the diameter and the material of the pile and the arrangement of bar are determined. The present invention is to provide a method of analyzing the characteristics of a pile, such as the length and the diameter, which are temporarily determined at step IV, simultaneously with executing the construction to design piles suitable to the ground. Step V - subroutine Sub1 First, the shaft bearing capacity and deformation of the pile are determined, the relations between them are analyzed and data about them are stored (Table 6). Since this step is similar to the steps 1 to 8 of the method A, the explanation is omitted. Step VI - subroutine Sub2a. Then, the end bearing capacity and deformation of the pile is determined, the relations between them are analyzed and the data about them are stored. The details are shown in Table 7. Step 9 The bottom ground of the hole is pressed and deformed as previously determined. Step 10 The pressing force, or the stress and deformation of the bottom ground are determined. Step 11 The data about the relations between the end pressing force (stress) and deformation are stored and presented. The procedure in the steps 9 to 11 is similar to that in the method A. Step VII - subroutine Sub2b The vertical bearing capacity of the pile is determined. The details are shown in Table 8. Step 12 The stored data about the relations between the end pressing force and the end deformation are analyzed together with the data stored at the step 8, about the relations between the shaft friction force and the deformation in the axial direction and the strain of the pile material, and various calculation about the vertical bearing capacity and the deformation are performed. In this case, the calculation formulae and the like are selected from the inputted and stored various theoretical formulae and various standards used in various countries. Analysis and operation to check allowable values of the bearing capacity and deformation of the pile and the degree of safety are carried out. The various calculation, operation, analysis results and data are immediately outputted through printer or the like just at the construction site. Step 13 As a result, factor of safety is determined. Step 14 The vertical deformation determines the vertical bearing capacity smaller than the allowable deformation acceptable to a structure; namely the end bearing capacity and the shaft bearing capacity, and further the length, diameter and material of the pile are determined. The values determined are printed out together with the factor of safety obtained at the step 13, and are used as data for analyzing the horizontal bearing capacity and deformation at the steps Sub 3 to 19. Step VIII - subroutine Sub3 Then, the horizontal bearing capacity and deformation of the pile are determined and analyzed, and the diameter and material of the pile and the arrangement of bar are calculated. At this time, similar to the method A, the pressing and determination are performed at the part in the hole close to the ground since the horizontal force and bending moment are mainly applied to the upper portion of the pile. The details are shown in Table 9. Step 15 A part ΔLm of the surrounding ground is pressed and deformed. Step 16 The pressing force, namely, the stress and horizontal deformation of the surrounding ground are determined. Step 17 The correlations between the pressing force (stress) and the deformation are analyzed, and the data about them are stored and presented. Step 18 The above steps are repeated up to a predetermined depth of the surrounding ground of the hole to which the horizontal force and bending moment are mainly applied. When the pressing, measurement and transmission are completed to the predetermined depth, the correlations between the pressing force and deformation at each ΔLm part and the strains of the pile material have been stored as data. Step 19 Based upon the aforementioned data, the horizontal bearing force and deformation are analyzed, and the diameter and material of the pile and the arrangement of bar are calculated. At this time, values determined at the step 14 such as the vertical bearing capacity, namely, the end bearing capacity and shaft bearing capacity, and further the length and diameter of the pile are used as data. The above analysis is performed because of the following: When the bending moment due to the horizontal force and the vertical load (axial tension) are simultaneously loaded to the part of the pile close to the ground, the resistance and deformation of the pile material at a predetermined depth are determined in accordance with the correlations between the horizontal force and the axial tension. Step IX As a result of the above analysis, if it is decided that the horizontal deformation is smaller than the allowable deformation of a structure and that the horizontal bearing capacity is larger than the horizontal force applied to the structure, the following step is executed. Step X The allowable bearing capacity and deformation of the pile, the number, length, diameter, material and safety factor of the pile, etc. are set as design values, and the values are immediately printed out together with the calculation and analysis data used at the step 19 at the construction site to certify the capability and quality of the pile. Step X.1 The information about the data values are transmitted as the data values for a next pile, and similar measurement and analysis is performed to design the next pile. Step IX.1 When the horizontal bearing capacity and deformation are unsatisfactory at the step IX, the diameter and material of the pile and the arrangement of bar are modified, and the calculation, analysis and decision are performed similar to the steps VIII, IX. If the result of the decision is satisfactory, step X explained hereinafter are performed. Step X The allowable bearing capacity, deformation, number, length, diameter, material, safety factor, etc. of the pile which satisfy the step IX are set as design values. Those values, calculations, analysis data, etc. are printed out to certify the capability and quality of the pile, similar to the step X.

Claims: A ground characteristics analyser to be inserted into a ground hole, comprising a support structure (1) which supports a plurality of horizontally displaceable pressing members (7) which are movable in radial directions, and at least one axially displaceable pressing member (13) at its front end, characterised in that said pressing members (7) together form an annular outer casing for the support structure (1). The analyser of claim 1, wherein said outer casing has a circular or octagonal cross-sectional shape. A method of determining a foundation pile for a bore hole comprising the steps of positioning the ground characteristics analyser of claim 1 in the bore hole in which the foundation pile is to be disposed, applying force to the side wall and to the bottom of the bore hole to deform the side wall and the bottom of the bore hole, measuring the force applied to the side wall and the force applied to the bottom of the bore hole and the resultant deformations of the side wall and the bottom of the bore hole, and using said measurements of force and deformation to analyse the ground characteristics and quality by means of said ground characteristics analyser and to thereby determine the design of the foundation pile to be disposed in the bore hole. The method of claim 3, further comprising the step of disposing the foundation pile of said determined design in the bore hole. A method of determining a foundation pile for a bore hole, comprising the steps of positioning a ground characteristics analyser of claim 1 in the bore hole in which the foundation pile is to be disposed, applying force to the side wall of the bore hole with said horizontal pressing device to deform the side wall, thereby measuring horizontal resistance force and the horizontal deformation of the side wall, applying force to the side wall of the bore hole with said horizontal pressing device to deform the side wall, and while the side wall is so deformed, moving the horizontal pressing device in the axial direction of the bore hole or rotating it in the circumferential direction of the bore hole, and measuring the side friction and displacement of the horizontal pressing device, applying force to the bottom of the bore hole with said vertical pressing device and measuring the force applied to the bottom and the deformation of the bottom, inputting values obtained by said measurements into a pile bearing capacity analysing/operating unit in which designed bearing capacities and designed deformations, and various theoretical formulae concerning piles and soils and/ or various standards in various countries are stored, thereby analysing and storing them, determining the characteristics and quality of a pile, such as bearing capacity and deformation, while conducting the construction, storing the analysed data and designing further piles using them, and repeating constructions and designs of piles. The method of claim 5, further comprising the step of determining whether the pile being constructed is suitable for the design values, by analysing the characteristics of the soil and the pile simultaneously with executing the construction. The method of claim 5, further comprising the step of designing a pile suitable for the environment in which it is constructed by analysing the characteristics of the soil and the pile simultaneously with executing the construction. The method of any one of claims 5 to 7, further comprising the step of analysing the characteristics of the soil and the pile and providing a certification of capability and quality of a pile outputted from a unit certifying such capability and quality simultaneously with executing the construction.

Inventors: YABUUCHI SADAO, YABUUCHI, SADAO
Applicants: TAKECHI ENGINEERING CO LTD, TAKECHI ENGINEERING CO., LTD.
Application year: 1989
Main classification: E02D33
IPC codes: E02D1, E02D27, E02D5, E02D33