FI111405B - Concrete pipe pile and piling method - Google Patents

Abstract

The invention relates to tubular piles encased in concrete, which comprise a metal pile tube (2) to be driven into soil, and in the upper end of the said tube an aperture for feeding liquid concrete mass into the pile tube interior (12). The lower end of the pile tube is provided with a pile shoe (1) comprising a longitudinal tip section (3) with uniform broadness and a ferrule (6), the maximum diameter (D1) of which is bigger than the outer diameter (D2) of the pile tube, and flow apertures (7), which are arranged above the lowermost upwards free base (24) of the ferrule and pass through the circumferential surface (23) of the said pile tube extension for the out-flow of concrete mass. The distance (L1) of the pile shoe from the tool tip (10) is at least five times the outer diameter (D2) of the pile tube. The invention also relates to a method for driving the tubular pile into the soil and encasing it in concrete.

Description

111405

The invention relates to a concrete pile tube comprising: a metal pile tube which is forced into the ground; at its upper end, an aperture (s) for feeding a fluid mass of concrete into the pile tube interior; and at its lower end a tapered pile shoe having an upper portion larger than the diameter of the pile tube and having a pile shoe region open at the lower end of the pile tube to allow the outlet of said concrete mass 10. The invention also relates to a method of forcing a pipe pile into the soil and encircling it with concrete, the pipe pile comprising a metal pile tube having an aperture (s) at its upper end and a pile shoe tapering at the lower end having a diameter greater than the pile tube.

15

The load-bearing capacity of the foundations of buildings is known to be improved by using piles, which are usually made up of relatively long reinforced concrete piles and their parts in new construction. Due to the lack of space-20, short and continuous piles are used in renovation construction, ie to support the foundations of previously built houses or other structures, as piling work may have to be done inside the building in small and shallow spaces. Again, to force the piles to the ground, light shocks or even vibrations are used in this situation to avoid excessive vibration and thus prevent damage to the building around and over. To force the pile on the ground, the impact piece 25 may be moved up and down within the pile tube, or alternatively, the impact or vibration may be applied to the top of the pile. Usually, the traditional internal volume of a steel pipe pile is filled with concrete after the pile has been forced to the ground. A steel pipe pile per se is advantageous for the purpose described because it is easy to extend, for example, by welding or by a suitable type of sleeve joint, and the pile resistance when pressed to the ground is less than, say, a concrete pile due to the smooth surface of the steel pile. If the tip of the pile cannot be pushed up to the cataract or similar well-supporting layer, the pile must be considered as a friction pile resting on ground layers along the length of the pile. In such a situation the steel pile has a poor bearing capacity due to its smooth surface and the concrete pile has significantly better load bearing capacity. This is the case, for example, in clay soils where the clay layer may be very thick.

NO-121440 describes the injection of stabilizing mass into a ground pile, which is otherwise composed of a conventional concrete reinforced concrete pile and 2 111405 of the usual type of rock walker [cf. e.g. Swedish Standard SIS 811196; And a passage through the reinforced concrete pile through which the stabilizing compound is pressed into the soil near the pile tip. This pile has to be hit with the ground just like normal reinforced concrete piles and has no small resistance due to 5 surfaces. In general, lime is used for soil stabilization, but in this case concrete pulp, which probably means cement, as in EP-0539 630. The pile shoe of the Norwegian publication has a substantially pile tube end and a narrower apex projecting therefrom and a thin tip for grouting. 10 The purpose is to stabilize the soil near the pile tip and especially below it. The length of the tip is given by the formula that the length dimension L is (R + r) V3, that is to say about three times the diameter of the tip and approximately the diameter of the pile. It is difficult to obtain an effective bearing area at the pile tip because the area to be supported is very limited in area. Especially if the poorly bearing soil extends below the cemented area at the tip, the importance of such a hardened area may be non-existent or even detrimental.

EP-0 539 630 discloses a method of making a foundation pile to be screwed into the soil, wherein a pile screw is fed from the upstream position of the pile screw head first to a ground mixture of water and bentonite and after the pile screw reaches a bearing soil, cement and water hydrostatic pressure followed by vigorous mixing of cement and soil by the screw tip of the pile. The cement mixture has a working pressure of 25 very high, up to 500 bar - 1000 bar. As a result, a large diameter profitable zone is formed between the lower part of the pile and the supporting soil. First of all, the process is complicated because it first requires a mixture of water and bentonite as the drilling fluid, and thus the devices for changing the mass forced out. In addition, the method requires large and expensive devices both to pile on the ground and to obtain said high pressure. In renovation construction, these types of machines are often too large to be used because they simply cannot fit into a room or basement. The solutions of both NO-121440 and EP-0 539 630 both require the mass to be fed at very high pressure, since the mass exits the soil below the pile head face, where the back pressure of the soil 35 is at its maximum and the back pressure must be exceeded by pumping pressure. US-4,909,673 describes an injection procedure in which a plurality of injection holes are provided in a pile tube and injection valves connected to these holes from the inside of the pile tube to provide additional pile-to-ground friction by injecting curing mortar on the outer surface of a steel pile. This method also requires the use of high pressures and large machines, as does the aforementioned EP publication. In addition, the structure is far too complicated and expensive to be used in small-scale work such as to increase the load-bearing capacity of a single house or similar.

A completely different process is described in FI-30911, which relates to a process for manufacturing a concrete surrounded train pile. In the method, a tubular pile arm equipped with a pile shoe that is open upwards and has a cross sectional area greater than 10 pile rods is strung to the ground and extruded with cavity or thin concrete from the hollow pile shank and through the pile shoe to the pile shank. Thus, in this process, fluid cement or concrete is pressed from above, simultaneously and continuously, into the soil cavity 15 formed by shunting under low pressure to continuously fill the cavity. At the end of shunting, the filled cavities are sealed from above and the concrete feed is continued at higher pressure. However, this method provides a load-bearing concrete shell for the steel pipe pile by quite simple means. However, there are considerable problems with the arrangement described. In attempting to use such a construction, it will be noted that in most cases, the pile 20 does not proceed directly in the soil, but clearly tends to bend, causing the pile tube to exert so much bending force that the pile advances to the ground or even stops. Although the publication mentions the supply of cement or concrete pulp at only a low pressure, it is also necessary for many applications to be too large and / or expensive.

25

It is therefore an object of the invention to provide a metal pile, typically a steel pile, for example a pipe pile, which, when driven into the ground, is surrounded by a curable mass such as concrete without complicated, expensive and / or bulky devices such that the finished concrete pile has than the load-bearing capacity of pre-made concrete piles. Another object of the invention is to provide a metal pile, for example, with a minimum force required to propel the soil, up to a maximum force required by the straight steel pipe pile in the soil. A third object of the invention is a metallic pipe pile, for example, which, when forced to the ground 35, would not, at least adversely, attempt to advance in a direction which is not in a direct line with the direction in question. Thus, at least in principle, the pile should remain straight. A fourth object of the invention is to provide such a pile which is simple in structure and inexpensive in manufacturing and operating costs. A fifth object of the invention is to provide a method of forcing a metal pile into and encircling with concrete, which is feasible in confined spaces and in different types of soil. Yet another object of the invention is to provide such a method which, for example, provides a good load-bearing capacity for the pipe pile in different types of soils. It is therefore an object of the invention to provide a piling method and a pile that combines easy installation of a steel pipe pile with good adhesion of the concrete pile to the ground.

The drawbacks described above can be eliminated and the objectives defined above be achieved by a pipe pile according to the invention, characterized in what is defined in the characterizing part of claim 1 and in a method according to the invention, characterized in that in the characterizing part of claim 12.

Surprisingly, it has now been found that by providing a pile shoe with a collar having a diameter larger than the pile through holes 20, the pile can be immersed in the soil with enough stroke and / or vibration regardless of its quality or quality variations. Furthermore, it has surprisingly been found that the curing aqueous mass is efficiently and rapidly transferred from the interior of the metal pile tube through these circumferential holes into the cavity formed by the collar around the pile tube solely by the impact and / or , above the ground, no pressure at all, but the mass can simply be poured into the pile tube. The force required by this tubular pile to force it to the ground is low and the load-bearing capacity of the finished concrete-coated and filled tubular pile is excellent when it acts as a friction pile, either over its entire length or for a predetermined length. A further advantage of the invention is that it is not necessary to provide complicated means at the upper end of the pile tube for simultaneous delivery of the curable mass and the dipping strokes or dipping vibrations, since according to the invention the steps are performed separately. The improved pile structure and method of piling 35 in accordance with the present invention are well suited to, but not limited to, repairing the foundations of buildings. The invention can be used both by pressing and by vibrating on a pile that can be pushed to the ground.

5 111405

The invention will now be described in detail with reference to the accompanying drawings.

Figures 1A to 1H illustrate various stages of the method of the invention using a pipe pile according to the invention and a pile shoe with a long toe portion in a vertical section perpendicular to the ground plane.

Fig. 2 illustrates a first embodiment of a finished pile structure obtained in a pile and method according to the invention in soil, in the same view as Figs.

Fig. 3 illustrates another embodiment of a finished pile structure obtained in the pile and method according to the invention in soil, in the same view as Fig. 2.

Figure 4A shows a first embodiment of a pile shoe according to the invention connected in longitudinal section along the plane I-I of Figure 4B.

Fig. 4B shows a first embodiment of a pile shoe according to the invention connected in cross section along the plane Π-ΙΙ of Fig. 4A.

20

Fig. 5A shows a second embodiment of a pile shoe according to the invention connected to the pile tube in longitudinal section along the plane III-IH of Fig. 5B.

Fig. 5B shows a second embodiment of a pile shoe according to the invention connected to a pile tube in cross section along the plane IV-IV in Fig. 5A.

Fig. 6A shows a third embodiment of a pile shoe according to the invention connected in longitudinal section along the plane V-V in Fig. 6B.

Fig. 6B shows a third embodiment of a pile shoe according to the invention in cross-sectional view taken along the plane VI-VI in Fig. 6A.

Fig. 7 shows a fourth embodiment of a pile shoe according to the invention connected in longitudinal section to a pile tube in the same view as Figs. 4A-6A.

Figures 8A-8C show three different joints according to the invention for extending portions of a pile tube in longitudinal section of a tube pile in the same view as Figures 4A-6A and 7.

35 6 111405

The invention relates to a concrete pipe pile 40 surrounded by a concrete consisting of a pile tube generally referred to as reference numeral 2. Only when it is necessary to distinguish between different parts or portions of the pile tube are the unique reference numerals 2a, 2b, 2c, 2 'etc. refers to all of these. The pipe pile 40 thus comprises a metal pile tube 2, generally made of steel pipe material, which may be formed or pushed into the ground, which may consist of one or more pipe sections 2a, 2b, 2c, etc. As used herein, "lower end", "downward", " The position of the "bottom" 10 etc pile in the direction of sinking or in the direction of the pushed head and the position of "pile head", "up", "top" of the pile head below or above the ground, respectively. Generally, piles 40 are driven into the ground in a vertical or near-vertical position, as shown in Figures IA-3, whereby the directions and sides described above 15 are self-explanatory, but must be understood in a defined manner even if the centerline 31 of the pile length is horizontal or planar 32 even at a right angle, which can be tens of degrees.

Typically, the pile tube 2 is a circular steel tube of conventional cross-section, but of course a tube of a different cross-section may be used, such as a square tube, a diamond tube or a parallelepiped tube. The outer diameter D2 of the pile pipe, regardless of its cross-sectional shape, may for example be between 25 mm and 1500 mm, preferably between at least 40 mm and at most 300 mm and typically at least 50 mm and at most 200 mm. The wall thickness of the pile tube 2 may range from 1 mm to 20 mm, depending on the outer diameter of the pile tube, preferably at least 3 mm and at most 15 mm and typically at least 5 mm and at most 12 mm. The inner diameter of the pile tube is of course smaller than the outer diameter and forms the inner space 12 of the pile tube, along which the concrete B mass B passes from the upper end 29 of the pile tube to the flow holes 7. within which the pipe pile 40 is driven into the ground, whereby the lengths L2 of the pipe sections 2a, 2b, 2c etc. are often at least 0.5 m and at most 3 m, typically between 1 m and 2.5 m. Lengths of 35 pipe sections of 6 m or more in length. If necessary, the outer surface of the pile tube 2 has adhesions 30, such as welded pieces of steel strip or otherwise formed, to improve the adhesion between the hardened concrete B and the pile tube. Although a typical and advantageous application of the invention is the reinforcement of foundations of existing structures such as houses, bridges, roads and other fixed structures in renovation, the pile according to the invention can also be used in other contexts, such as new construction, earth anchors and eartheners.

5

At the upper end of the pile tube 2 of the pipe pile 40 above ground 32 or at least near the ground 32 and thus indicating an outer space, there is an opening or openings 29 for as shown in Figures IB, ID and 1G. Alternatively, there may be an opening or openings 29 in the upper end of the pile tube, either on the perimeter of the tube and / or on a punching platform imparting a force F on the pile tube, not shown in the figures. Such a punching platform may consist, for example, of pipe member junctions 21 or of another type 15 which is secured to and detached from the pile tube end, which protects the pile tube end from damage and deformation and distributes the force F to force the pile 40 up to the desired pile.

At the lower end of the tube pile 40 is a downwardly tapered pile shoe 1 of the invention having a large outer diameter D1, in which area of the pile shoe 1 opens the pile tube, and in particular its interior 12, to allow the outlet of said concrete mass B. The pile shoe 1 according to the invention consists of an elongated substantially flat tip portion 3 having a working tip 10 at its lower end and a collar 6 with a maximum diameter D1 substantially greater than the outer diameter D2 of the pile tube. The maximum collar diameter D1 forms the soil M cavity or space T around the pile tube for concrete B. It is generally sought to obtain a predetermined layer thickness of concrete around the pile tube, the layer thickness of which is on the order of half the difference between the maximum pile shoe diameter D1 and the pile tube outer diameter D2. Thus, the desired layer thickness Wb of concrete is obtained by the radial thickness W of the cavity T surrounding the pile tube, obtained by predetermining the maximum diameter D1 of the pile shoe relative to the outer diameter of the pile tube, i.e. W = [D1 - D2] / 2. Typically, a concrete layer with a thickness of at least 5 mm and at most 200 mm, generally at least 15 35 mm and at most 100 mm, and preferably between 30 mm and 50 mm, is desired on the pile tube surface. The nominal thickness Wb of this concrete layer surrounding the steel pile tube and thus the maximum collar diameter D1 which it generates can also be proportioned to the outer diameter D2 of the pile tube by providing a maximum diameter D1 of about 1-4 times or preferably 8-11405 1.5-2.5 times outside the pile tube. It will be appreciated that if the cross sections of the pile tube 2 and the collar 6 have different shapes, as is the case with the embodiment of Figures 5A and 5B and with the embodiment of Figures 6A and 6B, the calculated thickness W and the nominal thickness WB 5 on different sides of the pile. Also, it should be noted that, depending on the nature of the soil M and quality variations such as stratification or inhomogeneity, the actual thickness WB of the concrete layer varies in the longitudinal direction of the pile, i.e. the centerline 31, as shown in Figures IA-3.

The collar of the invention may be substantially flat in the direction of the centerline of the pile, as shown in Figure 6A. Preferably, however, the collar 6 of the invention has an outer surface 8 at least partially tapered or tapered toward the working tip 10, such as is clearly shown in Figures 4A, 5A and 7. This outer surface may thus be truncated conical or pyramidal or other tapered 4A, 5A, 6A and 7, the longitudinal cuts corresponding to Figures 4A, 5A, 6A and 7, may have a straight, convex or concave curve, a por-grease with sharp or rounded angles or other line. However, the shape of the truncated cone or pyramid, either with straight or curved side lines or a combination thereof, is advantageous according to the invention because it provides a more efficient and presumably lower pile-to-ground force F than the ground or adjacent to the space 20 the lateral line does not form a substantially tapered shape towards the workpiece towards the collar. Thus, it is believed that the embodiments of Figures 4A, 5A and 7 are more advantageous than the embodiment of Figure 6A. The cross-sectional shape of the collar perpendicular to the pile center line 31 25 can vary within wide limits. The cross-sectional shape may be oval or circular, such as in Fig. 4B, rectangular or square, as in Fig. 5B, with protruding branches, such as in Fig. 6B, or any other symmetrical shape generally with respect to one or more longitudinal planes passing through the centerline 31. Thus, the cross-sectional shape of the pile shoe 6 need not be consistent with the cross-sectional shape of the pile tube 2. However, the maximum diameter D1 of the pile shoe at each point of the pile shoe circumference must satisfy the conditions defined above. For example, in Fig. 6B, the two differing maximum diameters D1 must be substantially larger than the outer diameter of the pile tube. In particular, it is noted that this illustrated tapered shape of the collar 6 is separate from the tapered main shape of the entire 35 pile shoe 1.

According to a particular aspect of the invention, the distance L corresponding to the maximum diameter D1 of the collar 6 from said working curve 10 is at least five times the outer diameter D2 of the pile tube, with a substantially flat tip portion 3 between collar and workpiece 10. and the collar tip portion 3, which is not surrounded by concrete mass when the pipe pile 40 is driven into the ground, directs the entire pipe pile to go directly 5, e.g. even more efficient control of the pile tube 2 and its tube portions 2a, 2b, etc. is obtained by following the maximum distance R of the collar corresponding to the maximum diameter of the collar, i.e. the length of the toe portion p1, i.e. that is at least seven, and preferably ten to ten times, the outer diameter D2 of the pile tube. The length L3 of the tapered or tapered outer surface 8 of the collar 6 is not more than 40% and typically less than 30% of the length L1 of the tip portion 3. By way of example, the distance L1 is between 30 cm and 1 m, usually 0.5 m or more.

The cross-sectional shape of the tip portion 3 may vary over a wide range, so that it may be circular, oval, angular, star-shaped, with web, etc., but preferably symmetrical with respect to one or more longitudinal planes passing through the centerline 31. The tip portion 3 may consist of a metal bar or metal tube of solid material. This tip portion 3 consists, for example, of a portion 20 'of the pile tube 2' as shown in FIG. 7, or a tube piece 11 attached to the collar 6, such as FIG. 6A, or a portion 17 of the connecting portion 4 described below. the actual pile tube 2 itself passes through the hole 16 in the collar and the portion 2 'extending below the collar forms the tip portion. In this case, the collar is secured to the pile tube and thus also to the tip portion by welds forming the connecting members 15a. Of course, the collar can also be secured with rivets, screws or bolts or other means of fastening through the collar and the pile tube. In the embodiment of Fig. 6A, the tubular member 11 is pushed downwardly from the collar 6 onto the protruding pin 33 and, if necessary, welded to the collar by welds forming the connecting members 15a. In the embodiment of Figure 5A, the rod piece 18 is inserted into the collar recess 34 and, if necessary, welded to the collar by welds forming the connecting members 15a. If the tube piece is sufficiently tight on the pin 33 or the rod piece is sufficiently tight in the recess 34, no welding is required. Preferably, the outer diameter D3 of the tip portion is at most equal to the outer diameter D2 of the pile tube, but in some cases a thicker tip portion 3 may be used, however, the outer diameter D3 of which is substantially smaller than the maximum collar diameter D1. Normally, the outer diameter D3 of the tip portion is smaller than the diameter of the pile tube, and the major outer diameter of the tip portion 3 varies by up to 30% of the difference between the diameter of the tip portion and collar [D1-D3], but generally up to 10%. The main diameter is taken from the shape given by the combination of the tip portion to the points that make up more than half of the circumference of the tip portion. The tip portion must be considered substantially flat, even if it has support flanges 35 parallel to the centerline 31, as shown by dotted lines in Figure 6A, or the like and / or a slightly widened portion 36 in the tip piece 9, as in Figure 6A.

In addition, according to the invention, the pile shoe 1 has flow holes 7 located above the lowest upwardly free base 24 of the collar 6 surrounding the paa-tube or extension thereof and passing through the peripheral surface 13, 22, 23 of said pile shoe 1 and / or pile tube 2 through, for outflow of concrete mass B. An upwardly free base means a transverse surface facing the center line of the pile, which is outside the outer diameter D2 of the pile tube 2 and whose area is not limited by the cross-section of the pile tube. The flow holes 7 then open outside the pile tube 2 in radial directions. The collar may have a substantially flat upwardly free bottom 24 as shown in Figure 6A, but preferably the collar 6 has an raised upward edge 25 which forms an upwardly open recess 5 surrounding the pile tube 2 or its extension, such as the connecting portion 4. 4A, 5A and 7, wherein bottom 24 thus connects said peripheral surface 13, 22, 23 and the collar or its raised outer edge 25 below the flow holes 7. In the embodiment of the figures, the base 24 is planar but may also have a surface of other shapes. The radial flow holes may be circular or elongated as shown in the figure and are arranged generally equidistant on said circumferential surface. There are at least two, but most often three to five flow holes at approximately the same height. If the flow holes 7 are positioned at more than one height to widen the between-hole bases, as in Figs. 5A and 7, the total number of holes may be greater. The total cross-sectional area of the flow holes is smaller than the cross-sectional area of the inner pile tube 12, whereby it may be less than 90%, less than 70%, less than 50%, or even of the order of 30% of the pile tube interior 12. For example, any of the holes may have a diameter from 10 mm to 100 mm. The inside diameter D5 of the collar recess 5 is substantially larger than the top diameter D4 of the next fitting or the outside diameter D2 of the pile tube, so that the raised edge 25 of the collar 35 is small. Preferably, the flow holes 7 are at least partially located flush with the outer edge 25 of the collar or with the height H1 of the recess 5. The height H1 of the recess here refers to the distance between the base 24 and the raised edge 25. This design, which provides only a slight 11 111405 change of direction or a slight curvature change in the concrete flow V, is believed to enhance the flow of running concrete mass B from the pile tube interior 12 into the collar M cavity T during pile-to-pile or ground vibration. Thus, the concrete mass, i.e. cement mortar, is transferred at least at the flow holes 7 and, according to the notion 5, also outside them into the cavity T, mainly in the direction from the center to the outside. The tip portion 3, the possible tip piece 9 and the outer surface 8 of the collar 6 from the bottom to the outer edge 25 or the like outer surface are solid, i.e. there are no holes for the concrete mass, but mortar B flows only above the collar.

Said extension of the pile tube is a connecting part 4 which extends from above the collar to below it and which connects the collar 6 to the pile tube 2 as shown in Fig. 4A. For this purpose, the upper upper portion D4 of the upper portion of the joint portion is larger than the outer lower diameter D3. The difference in diameters has a downwardly facing stop surface 14 formed on the joint portion. A collar 15 is provided with a through hole 16 for the passage of the upper portion 16. In this case, the stop surface 14 of the joint portion 16 having a larger diameter D4 than the D6 collar at its upper end comprises an internal recess 26a for receiving the lower end of the pile tube 2 and a channel 27 extending from the inner space 12 of the pile tube at least to the flow holes 7 whose flow section of the channel 20 preferably corresponds to the flow cross section of the inner space 12. The connecting part 4 consists of either the same piece as the tip part 3 as shown in Fig. 4A, or alternatively the tip part and the stop piece attached to each other. Alternatively, the connector may be provided with an external recess or projection for securing the pile tube in a manner similar to that provided in Fig. 5A by the collar 25 6.

At its lower end, the pile tube 2 can be attached to the collar 6 and the tip portion 3, or directly to the collar, by means of the connecting part 4 as described above. For example, in the embodiment of Fig. 7, the collar comprises a through hole 16, 30 having a diameter D6 corresponding to the outer diameter D3 of the tip portion, which in this case is equal to the outer diameter D2 of the pile tube for the pile tube through. In the embodiment of Fig. 5A, the collar 6 has an upwardly extending projection 19 having an outer diameter D8 arranged to receive the end of the pile tube 2. Further, at the transition point of this projection 19 and the bottom 24 of the recess 5, a circumferential groove 26b may be formed to secure the end of the pile tube, for example against bending forces, in a manner similar to that described in the applicant's previous patent FI-81415. In the embodiment of Figure 6A, an upwardly extending projection 19 is formed in the collar with a circumferential recess 26a having an internal diameter D7 of "111405 1. L * adapted to receive the end of the pile tube 2. Again, the collar 6 has a channel 27 extending from the inner space 12 of the pile tube to at least the flow holes 7.

The collar 6 or connector 4 described above also comprises either first connecting members 15a, such as welds between the collar or connecting member and the pile tube, or second connecting members 15b, such as screws, rivets or bolts passing through the collar or connecting member and pile tube, or a press joint or other type of press joint or transverse rib 10 described in prior patent FI-81415 for engagement between a pile tube 2 and a collar 6 or connector 4. The compression fitting according to said patent can be applied using a male counterpart for the pile tube as in the present publication, or an inverted structure having a female counterpart for the end of the pile tube 2. Of course, for the connection of the end of the pile tube 2 to the collar 6 or to the connecting part 4, a threaded connection shown in Fig. 8A may be used applied at this point between the collar or connecting part and the pile tube.

The pile pipe 2 consists, as already mentioned, of a plurality of pipe sections 2a, 2b, 2c, etc. The pipe sections are interconnected by means of, for example, connecting pieces 21 or connections 20 20. The connecting pieces 21 may consist of sleeves according to Figures 8A and 8B. Such a joint may, if necessary, be secured by screws or rivets between the connector 38 and the pipe member as in Figure 8A, or by a weld or similar compression joint between the hollow joint and the pipe members as in the applicant's prior patent FI-81415 or other types of compression fitting or transverse ribs on pipe sections and fittings. Alternatively, the joint 21 used consists of a weld between the ends of the pipe sections 2a and 2b, 2b and 2c, etc., as in Figure 8C. As such, it is also possible to use a male connecting piece which goes inside the pipe sections, but has the slight disadvantage of reducing the cross-sectional area of the inner space 12 of the pile tube.

Next, the method according to the invention for forcing a pipe pile into soil M and encapsulating it with concrete will be described. At the piling site or, alternatively, at the manufacturing plant 35, the pile shoe according to the invention is first assembled from any possible parts and first attached to the bottom end of the pile tube 2 to the soil, to provide a usable tube pile 40. The tube pile is then positioned is then driven by a periodic or pulsed or similar force F having a frequency to the pipe pile into the ground M as shown in Figure IA. The device by which the force F, either by impact or vibration, is exerted is not shown in the figures, since it can be of any type suitable for the purpose. After the pipe pile has sunk into the soil for a predetermined distance, the interior of the pile tube 12 is filled with a flowable mortar, i.e. concrete mass B, which consists of a hydraulically curing binder, aggregate as filler and water and any additives. The hydraulically curable binder is usually cement, but blast furnace slag, other 10 or equivalent binders may also be used. Here, it is sufficient to fill the inner space 12 of the pile tube 2 without pressure, for example by simply pouring, as shown in Figs. IB, ID and 1G, without the need to try to push concrete mass B out of the flow holes 7. The following periodic or pulse-like force F is driven 1C, the jet-15 created a concrete mass flowing in the direction of the flows shown in the figure as the fluidity of the concrete mass increases from the flow holes 7 from the interior of the pile tube 2 to the cavity T formed by the pile shoe 1. According to the current understanding, the cyclic or pulsed force F increases the fluidity or pliability of the concrete mass, i.e. the mortar, i.e. the concrete mass reacts to such treatment in the same way as thixotropic materials. This flow from the inner space 12 to the cavity T is apparently enhanced by the downward pressure created by the downward movement of the pile into the cavity T, as well as the flow of concrete mass B from the internal pile tube to the cavity T requires only a 90 degree change of direction. / or gently changing direction with a radius of magnitude 25 [D1-D2J / 2], as in Figures 4A, 5A and 7. In the next step, concrete mortar B is added to the pile tube interior 12 and continued to alternately drive the tube pile to ground M intermittent force and adding said concrete mass B to the pile tube interior 12 as shown in Figs. ID and IE. The number of these alternating phases may, of course, vary on the road-30.

After the first tube portion 2a of the pile tube has been run into the soil at least partially, i.e. generally substantially, the first tube portion 2a is extended by a second tube portion 2b using the previously described joints 20 or joints 21 to provide a joint 35 as shown in Figure 1F. Thereafter, the pile tube 2 is further extended with new pipe sections 2c, 2d, 2e, etc., and alternately at least partially injecting said concrete mass B into the pile tube interior 12 and driving the pile deeper into the ground with a periodic force F as shown in Figures 1G and 1411405, respectively. These steps are continued until the tip 3 of the pipe pile reaches the indicated depth S1 in the soil M. According to a first embodiment of the method, the continuous concrete mass is continued while the pipe pile 40 is driven to the ground and further filled with pile tube 12 and 2 of the pile The result is a finished concrete pipe pile as shown in Figure 2. According to another embodiment of the method, the pipe pile 40 is first driven by a periodic force F into the soil M without feeding concrete mass B into the pile tube interior until the pipe pile 40 is at a certain depth S2, followed by a batch of concrete B and a for example, the short introduction corresponds to the length of the cavity T, which can be filled by the amount of concrete mass in the pile tube. If necessary, two or more filling of the tubular pile and two or more driving steps by force F may also be carried out, which also means the aforementioned short introduction of the tubular pile into the ground, albeit correspondingly longer cavity T. The part of the concrete mass between the top surface of the seal thus obtained and the ground surface is then filled with a rock material G, such as sand, gravel or the like, around the pipe pile. Next, the filling of the pile tube interior 12 with concrete B is continued alternately and the tube pile is further driven into the ground M by force F, just as described above. These 20 steps are continued until the tip 3 of the pipe pile reaches the indicated depth S1 in the soil M. Finally, the remainder of the inner space of the pipe pile 12 is filled with concrete B. Finally the concrete mass B is cured both around the pile pipe and inside 12 of the pile pipe 2.

25:

The concrete mass is thus fed into the pile tube interior without substantial overpressure and said periodic or pulsed or similar force F is produced by shocks and / or vibrations and has a maximum such that the pile tube interior exhibits a pressure boost of at least 10 bar and at least 15 bar and having a duration of up to 50 ms, usually between 0.1 ms and 15 ms, typically between 0.1 ms and 10 ms, and preferably as short as possible, such as less than 5 ms. The intermittent force thus produces a short-term pressure boost injecting mortar, or concrete mass, measured at or near 20-50 bar during the test installation. According to the observations made 35, it appears that the surface height of the concrete mass B in the cavity T does not at least substantially increase during piling, but stays roughly at the same level within the range of variation caused by alternating mortar or concrete piling.

Claims (15)

15 111405 A pipe pile surrounded by concrete, comprising: a metal pile pipe (2) to be placed in the ground; at its upper end, an aperture (s) (29) for feeding the fluid concrete mass 5 into the pile tube interior (12); and at its lower end a pile shoe (1) having an elongated substantially flat tip portion (3) and a collar (6) at its upper end having a diameter (D1) greater than the pile tube diameter (D2) and having pile shoe region with flow holes (7) B) to allow an outlet, characterized in that in the pile shoe (1), in addition: 10. the maximum diameter (D1) of the collar (6) is substantially larger than the outer diameter (D2) of the pile tube and the distance (L1) (3) the working tip (10) is at least seven times the outer diameter (D2) of the pile tube; - the collar (6) comprises at least a partially tapered outer surface (8) towards the workpiece; and 15 - the outer collar (6) is raised upwardly to form an upwardly opening recess (5) surrounding the pile tube (2) or its extension. Concrete pipe pipe pile according to claim 1, characterized in that the flow holes (7) are located above the lowest upwardly free base (24) of the neck (6) surrounding the pile pipe or its extension and pass through said pile shoe and / or pile pipe and / or pile pipe. passing through the circumferential surface (13, 22, 23) of the extension for outflow of concrete mass (B) when the pile is forced into the ground; and that the flow holes (7) open outside the pile tube (2) in radial directions. A concrete pipe pile according to claim 1 or 2, characterized in that said extension of the pile pipe is a connecting part (4) which extends above the collar and below it and whose upper diameter (D4) is greater than the lower diameter m. Concrete-encapsulated pipe pile according to claim 1 or 3, characterized in that the outer diameter (D5) of the collar recess (5) is substantially larger than the upper diameter (D4) of said coupling part or the outer diameter (D2) of the pile pipe; and that the flow holes (7) are at least partially aligned with the outer edge (25) of the collar or with the height (H1) of the recess (5). A concrete pipe pile surrounded by claim 1, characterized in that the outer diameter (D3) of the tip portion is at most equal to the outer diameter (D2) of the pile pipe; that the tip part (3) consists of a metal bar or metal tube; and that said distance (L1) between the workpiece and the point (R) corresponding to the maximum diameter of the collar is preferably ten times the outer diameter (D2) of the pile tube. Concrete tubular pile according to claim 1, wherein the tip portion consists of a metal tube, characterized in that the tip portion (3) is closed at the work tip by a tip piece (9); and that the tip portion (3) consists of: a portion (2 ') of the pile tube (2) or a tube piece (11) fixed to the collar (6) or a portion (17) of the connecting portion (4). Concrete tubular pile according to Claim 1, characterized in that the tip part consists of a metal rod, characterized in that this tip part (3) consists of: either a rod piece (18) fixed to the recess in the collar (6) or a part of the connecting part (4). Concrete pipe pile according to Claim 1 or 6, characterized in that the collar further comprises: - a through hole (16) having a diameter (D6) corresponding to the outer diameter (D3) of the tip part for passing through the pile tube or connecting part, or (19) having an inner diameter (D7) or an outer diameter (D8) 20 arranged to receive the end of the pile tube (2). Concrete tubular pile according to Claim 3 or 8, characterized in that the connecting part (4) or the collar (6) respectively comprises an inner or outer recess (26a, 26b) for receiving the lower end of the pile tube (2) and a channel (27). extending from the interior (12) of the pile tube to at least the flow holes (7); and that the connecting part (4) comprises a stop surface (14) having an upper diameter (D4) larger than the diameter (D6) of the collar hole (16) for supporting the collar bottom (15) and the connecting part (4) consisting of 30 Concrete tubular pile according to Claim 8 or 9, characterized in that the collar (6) or the connecting part (4) additionally comprises connecting members (15a or 15b or 15c) between the pile tube (2) and the collar (6) or the connecting part (4). for. A concrete pipe pile according to claim 1, characterized in that the pile pipe (2) consists of a plurality of pipe sections (2a, 2b, 2c, etc.) and connecting pieces (21) or joints (20) connecting them; and that the outer surface of the pile tube (2) has grips (30) for concrete. 17 111405 A method of forcing a pipe pile into soil (M) and encircling it with concrete, the pipe pile comprising a metallic pile tube (2) having an aperture (s) at its upper end and a pile shoe (1) tapering at a lower end larger than the pile tube. diameter (D2) and in the region of which the lower end of the pile tube extends, characterized in that it comprises the steps of: {A} securing the lower end of the pile tube (2) to the ground to provide a pile shoe (1) comprising: an elongated substantially flat ) having a collar (6) at a distance (L1) from the workpiece (10) at least five times 10 times the outside diameter of the pile tube (D2) and having a maximum diameter (D1) substantially greater than the outside diameter of the pile tube; radial flow holes (7); {B} driving the pipe pile to the ground (M) by intermittent force; {D} filling the pile tube interior (12) with a concrete mass (B) consisting of a hydraulically curing binder, aggregate as filler and water; {E} is driven by periodic force deeper than the pipe pile into the soil (M), whereby the concrete mass is transferred through flow holes (7) around the pile tube (2) and up into the cavity (T) made by the pile shoe (1) in the soil; {F} adding said concrete mass (B) to the pile tube interior (12); and 20 (G) alternately continuing to drive the tube pile further into the soil (M) with intermittent force and adding said concrete mass (B) to the interior of the pile tube (12). A method according to claim 12, characterized in that it further comprises: extending the first tubular section (2a) driven at least partially into the soil by the second tubular section (2b) using joints (20) or connecting pieces (21); {1} continuing to extend the pile tube with new pipe sections (2c, 2d, 2e, etc.) and alternately driving the pipe pile further to the ground with intermittent force and at least partially inserting said concrete mass (B) into the pile tube interior (12); the indicated depth (S 1) in the soil (M); and {J} allowing the concrete mass (B) to cure both around the pile tube and in the interior (12) of the pile tube (2) to produce a finished concrete tube pile. Method according to Claim 12, characterized in that the concrete mass 35 is supplied to the interior of the pile tube without substantial overpressure; and that said intermittent force (F) is produced by shocks and / or vibrations and has a maximum magnitude such that a pressure impulse of at least 18,111,405 at 10 bar and preferably at least 15 bar and with a duration of up to 50 ms, between 0.1 ms and 15 ms and preferably as short as possible. A method according to claim 12, characterized in that it further comprises, if necessary, the steps of: continuing to drive the tubular pile (40) into the ground with periodic force to a certain depth (S2); {C2} adding a batch of concrete mass (B) to the interior (12) of the pile tube and driving a distance corresponding to the pile tube to the soil; 10 {C3} filling the portion between the top surface of the concrete mass layer and the ground surface around the pipe pile with rock material (G) or the like; and {C4} alternately filling the pile tube (2) with concrete mass (B) and driving it to the soil (M) with periodic force (F) until the tip of the tube pile (3) reaches the specified depth (SI) in the soil; and 15 {C5} filling the remainder of the pile tube interior (12) with concrete (B).