ES2568328A1 - Industrialized surface foundation (Machine-translation by Google Translate, not legally binding) - Google Patents

Abstract

Industrialized surface foundation comprising a series of modules composed of a central base (1) above, on which rests the structure to be supported, and a series of lower radial arms (2), responsible for transmitting the loads to the ground. The central base (1) supports and goes united in a centered position to the radial arms (2). The invention is applicable in those sectors where direct foundations are designed, manufactured, produced, used or built, such as for example the construction sector, in the diverse manufacturing industries or in the industries that recycle solid waste from the building. (Machine-translation by Google Translate, not legally binding)

Description

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Industrialized surface foundation.

The present invention relates to a modulable direct foundation, which is formed by industrialized components that allow a transmission of loads to the ground through a surface distributed in a branched network.

The foundation is constituted by a series of modules, which have a great versatility to adapt to different positions and loads of the structural pillars to be supported, as well as to various resistant characteristics of the lands on which it rests.

Its general use is intended for light construction, preferably with medium and low loads. This foundation system is applicable to medium soils and also to compact and hard terrain.

The invention results from application in those sectors where direct foundations are designed, manufactured, produced, used or built, such as the construction sector, in that of various manufacturing industries or in industries that recycle solid waste from the building.

State of the art

Currently, surface foundations are presented in different typologies, all of them, namely:

- Conventional direct foundations: they are superficial foundations constituted by flat linear elements or flat surface elements with important masses of reinforced concrete, and that distribute the loads that come from the structure in a space concentrated on a horizontal plane of the land. The main types of direct foundations are isolated footing, combined footing, running footing, foundation well, grid and slab (Spain. Technical Building Code. Structural Safety: Foundations. BOE March 17, 2006).

- Prefabricated surface foundations: constituted by prefabricated elements of reinforced concrete, usually footings, which aim to transmit the loads that come from the structure in a concentrated space on a horizontal plane of the land.

- Foundations of membrane effect (Shell foundations): they are laminar structures based on the membrane effect, normally with complex geometry, and that distribute the loads that come from the structure on mainly non-flat surfaces and with different types of continuity in the element contact. ground. The main types are hyperbolic paraboloid, conic membrane, dome, elliptical paraboloid, cylindrical sheet, circular sheet, and folded sheets (YA Pronozin and AD Gerber. CYLINDRICAL SHELL FOUNDATIONS. ISBN-13: 98709742019-8-6. 2011 Backbone Publishing Company) .

There are important problems related to the use of conventional direct foundations. First, there is the serious problem of the great

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quantity of concrete to be used for each of these conventional foundations, since in them there is a need to concentrate tensions around the supporting pillar and this establishes large structural elements.

In addition, the serious problem related to the lack of speed during the execution of these foundations was also raised, both for the part of the placement and organization of the formwork elements, as well as the waiting time for curing of the structural material, this It is the setting of concrete (the final setting of conventional concrete is 28 days). Another very important problem is the complexity of the execution of each of these elements, since concreting "in situ" requires molds or formwork, whose placement and assembly are always complicated and therefore require a very specialized workforce. Another drawback is the difficult control that must be carried out during the construction process during this foundation task, and that sometimes questions the mechanical properties of the materials, in some cases significant variations can be seen with respect to those specified in the draft. Additionally, another problem appears as a result of the meteorological conditions existing at the time of carrying out the work, since it may be the case that at that time and in that place it may not be feasible to pour the concrete for these conventional foundations, due to the low temperatures (or very high temperatures) where this material loses part of its properties. Finally, this type of conventional foundations presents another serious problem regarding the possible reforms to be carried out in the useful life of a building or construction in general, since this may be subject to different needs of use. In today's society the issue of building rehabilitation is very present, and with the design rigidity of conventional systems it is not possible to adapt to new structural provisions. Thus, with traditional systems, if a pillar is attached to a particular shoe, this situation will be maintained throughout the useful life of the building or construction in general, and therefore will not allow design changes. However, it is very likely that the building or construction may have different uses or functions and therefore, in many cases, a general rethinking of the structural scheme is necessary to adapt to the new needs.

On the other hand we have prefabricated surface foundations, which despite solving the problem of concreting "in situ", have the disadvantage of being heavy structures and therefore requires large load capacity machinery to be able to place it in the right place. They also present the problem of the low flexibility of adaptation to different loads and also to different types of terrain. They also present problems when it comes to new structural adaptations throughout the useful life of the building or construction in general. The concentration of tensions under these elements makes it difficult to distribute these loads to a larger area of land, and therefore their design remains large.

As for the problems presented by the foundations of membrane effect, it can be said that, although they do have advantages over conventional foundations with respect to the amount of resistant material to be used (usually reinforced concrete), their use and use is very complex mainly due to the difficulty of obtaining surfaces of different curvature with conventional structural materials. These structures with membrane effect are distinguished precisely by a very efficient use of the structural material, since with very little thickness of resistant material sheets with great thickness are obtained

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Loading capacity. However, these sheets with curvature surfaces with different typologies have a very complex geometry to materialize, which makes their widespread use difficult. In addition, this geometry should also be assumed in the supporting terrain and therefore is a problem of execution and speed.

Another difficulty that these foundations of membrane effect also present is the poor control carried out both of the material and of the construction process itself during the foundations task, which in some cases puts the mechanical properties of the materials in doubt. Taking into account that these elements are of small thicknesses, it is extremely important to carry out very precise and thorough quality controls. In addition, another problem also appears as a result of the meteorological conditions existing at the time of making the foundation, which can impede the progress of the work and consequently delay the completion of the work.

Finally, this type of membrane effect foundations also presents the serious problem regarding the possible reforms to be carried out in the useful life of a building or construction in general, since this may be subject to different and variable needs for use. On the other hand, a lot of work is currently being done in the field of building rehabilitation and, with the design rigidity of these membrane-based foundation systems, it is not possible to adapt to new structural situations. Thus, if a pillar is attached to a certain hyperbolic paraboloid type sheet, this situation will be maintained throughout the useful life of the building or construction, and therefore will not allow structural design changes. However, it is very likely that different uses or functions are required for the building or construction and therefore a general rethinking of the structural scheme is necessary to adapt to the new needs.

In the prefabricated foundations of membrane effect, although it is true that they solve some of the above problems, the issue of concentration of tensions in the ground in the vicinity of the support is still present, which limits the field of action leaving the rest of the land occupied by the plant without any load while in the environment of the support or pillar the actions are maximum. They also have the disadvantage of being very complex use, which is a serious inconvenience to generalize and universalize the foundation system making it more accessible and variable. Nor does it allow organizing the foundation system to adapt to different loads or different types of soil.

Description of the invention

The present invention relates to a modular direct surface foundation comprising a structural system composed of a series of modules, which may or may not be interconnected, which are responsible for receiving the loads of the pillars of the structure to be supported and transmitting them to the ground. . This transmission of loads to the ground takes place through a central base of distribution of loads, to which a series of radial arms is assembled. These arms will receive the loads from the central base and transmit them to the ground, distributed through a branched surface.

One of the main characteristics of the foundation of the invention is that it allows the increase in the volume of influence of the heavy duty ground on which the support, pillar or pillars of the structure to be supported is based. In this way, the bulb of

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tensions, instead of being established only under a "shoe" element in a somewhat confined way in their immediate lower environment, it is established as a set of pseudo-cylinders of tension bulbs, which on the one hand will interact with each other and on the other hand, they will be extended through the entire length of the finger or the corresponding branched network, thus transmitting loads to the ground at distances greater than the lower confined environment of the acting pillar. The branched network allows to increase the volume of interaction of the loads coming from the support with the land that has to assume them.

Its general use is intended for light construction, preferably with medium and low loads. This foundation system is applicable to medium soils and also to compact and hard terrain. In other cases, such as loose and soft soils, it could also be applied although it would be necessary to specify the mechanical characteristics. In addition, it can also be applied on land consisting of rocks.

The system has great flexibility that allows adaptation to constructions with different structural schemes. Thus, the separation between centers of structural pillars, and therefore of modules, is established based on the series of preferred multimodular dimension for 3M horizontal dimensions (according to UNE 41604: 1997; ISO 2848: 1989), starting from a minimum distance of 12M (M = 100 mm) and therefore assumes 1200 mm of minimum separation. Thus we can obtain the following distances between centers: 12M, 15M, 18M, 21M, 24M, 27M, 30M, 33M, 36M, 39M, 42M, 45M and 48M, in addition to other combinations between them.

According to the invention, the foundation is constituted by a series of modules, each consisting of an upper central base on which the structure to support will rest, and a series of lower radial arms in charge of transmitting the loads to the ground. The central base supports and is connected in a position centered to the radial arms, which protrude with respect to the central base.

The system can be used as an individual shoe or as a joint foundation system, constituting an authentic foundation grid. Given the need to form a system as compact as possible, single or double bracings are arranged (in this case in the shape of a San Andres cross), being able to incorporate conventional tensioners to join the different elements of the system. In the case of land with poor surface mechanical characteristics, or also due to important horizontal actions on the structure of the building or construction in general (such as strong winds), the system admits the incorporation of piles that allow the system of anchoring to the ground joint foundation. In this way, the overall stability of the construction is guaranteed when the low mass of concrete used by the foundation could pose a problem of instability.

According to a possible embodiment, the central base is composed of at least one upper anchor plate and a lower disk.

- The upper anchor plate is the element that receives the structural pillar loads and transmits them to the rest of the foundation. It can be attached to the pillar of the structure to be supported by means of a welded joint. Also the pillar-plate joint can be carried out by means of another auxiliary anchor plate that belongs to the pillar assembly and is rigidly attached to it, which allows the union of the anchor plate with the auxiliary anchor plate by means of screwdriver. Other kind of

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union can be assembling a male element (integral to the plate) that is coupled with a female element belonging to the pillar, allowing its assembly in an easy way. Preferably, this anchor plate will be circular, with the consequent holes that surround its perimeter and allow to arrange the threaded screws or bolts that support this element with the lower disk. The screwdriver that can be coupled will allow to regulate the height and verticality of the abutment, since there is a slight separation of this element from the lower disk. Depending on the placement and tightening of the screws, we will have the different forms of structural connection between pillar and foundation, so we can introduce an articulated support or a recess in the base of the pillar.

The lower disk distributes the loads coming from the pillar on the radial arms, so that these in turn transmit them to the ground. It is a solid body constituted by a cylinder of small height, and where a series of radii consisting of drill lines appear, so that the screws or threaded bolts that are required in each case can be coupled.

The radial arms can be constituted by two sections aligned and connected by means of corrugated joining pieces. The internal section is responsible for receiving the loads directly from the lower disk to distribute them on the surrounding terrain and in turn transmit part of these loads to the external section, which will allow a distribution of loads over a greater range of terrain. It is a linear element, bar type, where it incorporates holes that allow its attachment to the anchor plate and in turn to the outer section, or to a brace beam if necessary.

The outer section of the radial arms is responsible for receiving loads through the inner section and distributing them to the surrounding ground. In turn, it can be coupled to a brace beam that will help distribute the loads and also prevent relative displacements between the different elements that make up the foundation system. It is also a linear element, bar type, where it incorporates holes that allow its union with the internal section and in turn with a brace beam if necessary.

- Thus, we call the resistant assembly module constituted by upper anchor plate, lower disk and radial arms (these formed by the internal section and the external section) all assembled, so that it constitutes a structural entity within the global system of foundation of the building or construction in general. On these elements the loads coming from the pillars of a building or construction in general will be applied directly. In turn, these modules can be joined together, constituting a branched network across the entire foundation surface.

The different modules that form the foundation can be related by means of intermediate tie beams, so that these elements avoid the relative displacement of one module with respect to another. In addition, through the tie-up beams, a redistribution of the loads between the different modules will be carried out, activating a greater transmission of the loads to the surrounding terrain.

The internal and external sections of the radial arms are connected by joining pieces, which will guarantee the transmission of efforts between the internal section and the external section. Thus we will have some pieces in the form of a U-section, with flat surfaces and

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With a very simple geometry and easy to manufacture. We will also need this type of U-pieces for the union between radial arms and tie beams, forming joints that will guarantee the transmission of normal forces between the radial arms and the tie beams.

Aligned radial arms belonging to adjacent modules can be connected through a tensioner.

These tensioners are conventional elements that will be in charge of joining the radial arms or tie beams according to the needs of each particular case. These elements maintain the constant separation between the elements connected to them and therefore will contribute to the distribution of loads between the different elements of the foundation system. The system will require different sizes depending on the distance to be braced and also on the transmitted load. The tensioners are connected to the radial arms and / or tie beams by means of connecting elements consisting of U-shaped pieces, which allow a transmission of loads between the radial and tension arms or between tie and tension beams.

The radial arms, at least part of them, can be anchored to the ground by piles that allow the transmission of foundation loads. In this way, the anchoring is improved and the stability of the foundation system as a whole is also increased. The union is produced in the inner section or in the outer section of the radial arms. Each section can have a pile connection, several or none. Similarly, the tied beams can be anchored to the ground by piles, depending on the requirements of the foundation.

To make the connection between the different joining elements, threaded screws or bolts can be used, with the corresponding nuts and washers.

In a preferred embodiment, the upper anchor plate is made of construction steel, galvanized steel, stainless steel, or other alloys of metals, fibers or a combination thereof. The anchor plate is the element that receives the actions of the pillars of the structure and, therefore, the materials that constitute this anchor plate must ensure an adequate level of resistance, stiffness and durability in such a way that they guarantee its proper functioning and stability over time. In a more preferred embodiment it would be a flat plate to which a male type element has been welded or attached, consisting of a tube or small piece of closed profile, by which an easy assembly, male-female type, is allowed with the corresponding pillar.

In a preferred embodiment the lower disk is made of reinforced concrete, galvanized steel, stainless steel or other alloys of metals, fibers or a combination between them. The lower disk is the element responsible for distributing the loads that it receives from the anchor plate and that come from the pillar, or other structural elements, to transmit and distribute them to each of the sections of the radial arms resting on the ground. The materials that constitute this lower disk must ensure the appropriate level of resistance, stiffness and durability in such a way as to guarantee its proper functioning and stability over time. A more preferred embodiment would be with the use of high performance lightweight concrete. An even more preferred embodiment would be that this lower disc be hollow, incorporating internal reinforcement ribs, and made of different materials such as galvanized steel, stainless steel or other alloys of metals, fibers or a combination between them.

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In a preferred embodiment, the inner section of the radial arms is reinforced concrete, galvanized steel, stainless steel or other alloys of metals, fibers or a combination between them. The internal section is the element responsible for absorbing the loads that it receives from the lower disk and that come from the pillar, or other structural elements, to distribute them on the ground and in turn transmit them to each of the external sections, increasing the surface and both the volume of land that interacts with the foundation. The materials that constitute this internal section must ensure the appropriate level of strength, stiffness and durability in such a way that they guarantee its proper functioning and stability over time. A more preferred embodiment will be with the use of high performance lightweight concrete. An even more preferred embodiment would be that this section be hollow, incorporating internal reinforcement ribs, and made of different materials such as galvanized steel, stainless steel or other alloys of metals, fibers or a combination between them.

In a preferred embodiment the outer section is reinforced concrete, galvanized steel, stainless steel or other alloys of metals, fibers or a combination between them. The external section is the element responsible for distributing the loads it receives from the internal section and which in turn come from the pillar or other structural elements, to distribute them to the ground. It can also be attached to tie beams in order to maintain the relative distances between the different modules and also logically to transmit loads to the ground on which it rests. The materials that constitute this external section must ensure the adequate level of resistance, stiffness and durability in such a way that they guarantee its proper functioning and stability over time. A more preferred embodiment for this external section will be obtained by changing its geometry to have an inverted T-shaped profile, so that the surface of contact with the ground surface is increased and therefore achieving a better distribution of loads over the volume of interacting terrain. An even more preferred embodiment will be with the use of high performance lightweight concrete. An even more preferred embodiment would be that this outer section be hollow, incorporating internal reinforcement ribs, and made of different materials such as galvanized steel, stainless steel or other alloys of metals, fibers or a combination between them.

In a preferred embodiment the tie beams are made of reinforced concrete, galvanized steel, stainless steel or other alloys of metals, fibers or a combination between them. Tying beams are the elements responsible for maintaining the relative distances between the different modules and also transmitting loads to the ground on which they rest. The materials that constitute these tie beams must ensure the appropriate level of strength, stiffness and durability in such a way that they guarantee their proper functioning and stability over time. A more preferred embodiment for these tie beams will be obtained by changing its geometry to have an inverted T-shaped profile such that the upper part of the T is the one that will remain in contact with the ground, thus expanding the surface of contact and therefore expanding the distribution of loads on the ground. An even more preferred embodiment will be with the use of high performance lightweight concrete. An even more preferred embodiment would be that the tie beam was hollow, incorporating internal reinforcement ribs, and made of different materials such as galvanized steel, stainless steel or other alloys of metals, fibers or a combination between them.

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In a preferred embodiment the linear joining elements are made of galvanized steel, stainless steel or other alloys of metals, fibers or a combination between them. These elements of linear union are responsible for receiving the loads of the internal section and transmitting them to the external section. They are also used to transmit the loads of the external section to the corresponding beam beam. This element allows the radial arm sections and the tie beams to be held together in order to redistribute the acting loads on the ground and maintain the relative distances between the different modules. The materials that make up this linear joint piece must ensure the appropriate level of strength, stiffness and durability in such a way that they guarantee its proper functioning and stability over time. A more preferred embodiment for this linear joining element would be obtained by modifying its geometry to adapt to the inverted T-shaped profile for cases in which both the radial beam sections and the brace beams are used with this type of profile.

In a preferred embodiment the linear joint element for articulation is galvanized steel, stainless steel or other alloys of metals, fibers or a combination between them. This linear joint element for articulation is responsible for receiving the loads from the outer section and transmitting them to the beams. This element allows to maintain a structural continuity between the different elements both the sections of the radial beams with the tied beams or also between different tie beams in order to redistribute the loads acting on the ground and maintain the relative distances between the different modules . The materials that make up this linear joint piece must ensure the appropriate level of strength, stiffness and durability in such a way that they guarantee its proper functioning and stability over time. A more preferred embodiment for this linear joint element for articulation will be obtained by modifying its geometry to adapt to the inverted T-shaped profile for cases in which both the radial beam sections and the tie-up beams with this type of profile.

In a preferred embodiment the connecting element for tensioners is made of galvanized steel, stainless steel or other metal alloys. This connection element for tensioners is necessary to make the connection between sections of the radial beams and tensioners or between tie beams and tensioners. He is in charge of bracing and therefore maintaining constant distance between the different modules, and they will be very useful in cases where we have to have San Andres crossings. The materials that constitute this connecting element for tensioners must ensure the appropriate level of resistance, stiffness and durability, in such a way that they guarantee their proper functioning and stability over time.

In a more preferred embodiment the tensioners will be galvanized steel, stainless steel or other metal alloys. These tensioners will be responsible for joining sections of the radial beams or tie beams according to the needs, where they maintain a constant distance between the different modules, and maintain a structural continuity. The materials that constitute these tensors must ensure the appropriate level of resistance, stiffness and durability, in such a way that they guarantee their proper functioning and stability over time.

In a preferred embodiment the connection element with pile is galvanized steel, stainless steel or other metal alloys. This connecting element with pile is necessary to make the union between the inner section of the radial beams with a pile, between the outer section with a pile or between a bundle beam and a pile. This

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element is responsible for anchoring the foundation system to the ground through the pile. The materials that constitute this element of connection with pile must ensure the adequate level of resistance, rigidity and durability in such a way that they guarantee its good operation and stability over time.

In a preferred embodiment, the pile has a reinforcement of steel, stainless steel or other metal alloys, in the form of a tube, bar or any type of profile, with the corresponding mortar grout shell, both inside and outside. The pile is in charge of anchoring the foundation system to the ground and also transmitting the loads to the ground. The materials that constitute this element of connection with pile must ensure the adequate level of resistance, rigidity and durability in such a way that they guarantee its good operation and stability over time.

In a more preferred embodiment the threaded screws or bolts will be galvanized steel, stainless steel or other metal alloys. These screws will be responsible for joining and connecting the different elements of the foundation. These elements will carry their corresponding washers and nuts. The materials that constitute these screws, washers and nuts must ensure the appropriate level of strength, stiffness and durability in such a way that they guarantee their proper functioning and stability over time.

The invention provides a foundation system adaptable to different technical requirements (loads and resistance of the ground) and modulable at the convenience of the construction to which it will serve as support, by establishing a transmission of loads to the ground through a surface distributed in branched network.

One of the main advantages of the foundation system of the invention is that it allows the increase in the volume of influence of the heavy duty ground on which the abutment or acting pillars sits. In this way, the voltage bulb, instead of being established only in the immediate environment of the point of action of the load (as could be the case under a "shoe" type element), is established in a set of pseudo-cylinders of Tension bulbs, constituted by the bottom of each of the radial arms of the foundation system. These pseudo-cylinders of voltage bulbs will be extended throughout the entire length of the radial arms constituting an authentic branched network, which will allow the transmission of loads to the ground at distances greater than the immediate environment of the point of action of the load, usually through a support or pillar.

It also has the advantage of being made up of prefabricated and industrialized elements and, therefore, interchangeable depending on distances that are subject to a wide modular pattern, which allows its application for a wide variety of structural system geometries. The separations between pillar axes, and therefore between module centers, are established based on the preferred multimodular dimension series for 3M horizontal dimensions (according to UNE 41604: 1997; ISO 2848: 1989), starting at a minimum distance of 12M , this is 1200 mm.

Depending on the type of soil and the actions applied to the pillars and supports, the system of the invention allows the provision of a greater or lesser number of modulated elements assembled together, which come into contact with the ground,

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achieving in this way increase or decrease the surface of transmission of loads to the ground.

Also:

- It has a great ease of assembly and does not require specialized labor.

- The elements are very manageable and can be coupled by two people without using mechanical maintenance systems, type cranes.

- The foundation system can be modified throughout the useful life of the building, which allows modifying the initial structural schemes to obtain new distributions in the building or construction in general.

- It presents the possibility of making a branched mesh with perimeter bracing avoiding the relative displacement of the different foundation elements, thus obtaining a stable system. In turn, it allows triangulations that stabilize the system and have the possibility of increasing the contact surface with the surrounding terrain, which will produce a better distribution of the load on the ground. In more complicated cases, these triangulations can be carried out in two diagonals forming crosses of San Andres, obtaining with this provision a greater transmission of cargo to the ground and therefore providing greater stability to the foundation system.

The invention results from application in those sectors in which direct foundations are designed, manufactured, produced, used or built, such as in the construction sector, in the various manufacturing industries or in the recycling industries of solid construction waste.

Brief description of the drawings

The attached drawings show an example of non-limiting realization of a foundation built in accordance with the invention and where:

- Fig. 1 shows in perspective one of the modules of the foundation.

- Fig. 2 is a view similar to Fig. 1, showing the different pieces that make up a module.

- Fig. 3 shows in perspective an anchor plate.

- Fig. 4 is a view similar to Fig. 3, showing a variant version of the anchor plate.

- Fig. 5 shows in perspective the lower disk.

- Fig. 6 shows in perspective the inner section of the radial arms.

- Fig. 7 shows in perspective the outer section of the radial arms.

- Fig. 8 shows a variant of the execution of the outer section of the radial arms.

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- Fig. 9 shows one of the tied beams.

- Fig. 10 shows a connecting piece of the sections of the radial beams.

- Fig. 11 shows a linear joint piece for articulation.

- Fig. 12 shows a linear union piece in T.

- Fig. 13 shows a joint piece for tensioners.

- Fig. 14 shows a tensioner.

- Fig. 15 shows a module to which several piles have been connected.

- Fig. 16 shows the different elements that allow joining a pile with the module.

- Fig. 17 to Fig. 19 show as many schemes, in plan, of a foundation.

- Fig. 20 shows the union of a diagonal by means of a tensioner.

- Fig. 21 shows another possible variant of the execution of the foundation.

- Fig. 22 shows another variant of the execution of the foundation.

- Fig. 23 shows in detail the crossing of two tensioners.

Detailed description of an embodiment

The features and advantages of the invention may be better understood with the following description of the embodiments shown in the referenced drawings.

In Fig. 1 and Fig. 2, a possible embodiment of one of the modules that become part of the foundation of the invention is shown.

This module is constituted by a central base (1), on which a pillar or component of the building or structure to support will rest, and by a series of lower radial arms (2), through which the loads are transmitted to the ground. The central base (1) is composed of an upper anchor plate (3) and a lower disk (4).

The upper anchor plate (3), with a circular contour, has holes (5) [Fig. 3 and Fig. 4], to allow connections to the rest of the elements. Under the upper anchor plate (3) the lower disk (4) is arranged, both joined by screws or threaded studs. This disc is cylindrical and also carries the resulting holes (5) to allow the couplings required by the foundation system in each case. The radial arms (2) can be constituted by two sections, one internal (7) and the other external (8) connected through the corrugated joint piece (9). The inner section (7) is in contact with the ground. The union between the inner section (7) and the outer section (8) will normally be carried out by means of two corrugated joining pieces, one lower and one upper, in such a way that they maintain the mechanical continuity between the two sections.

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The union ends up forming with the placement of screws (6), with the corresponding nuts and washers.

An upper anchor plate (3) with 16 spokes consisting of through holes distributed at 0 °, 15 °, 30 °, 60 ° and 90 °, for a first quadrant of the circle is shown in Fig. 3. And this same distribution is repeated for the rest of the quadrants of the circle. Depending on the type of union to be considered with the corresponding pillar, we will obtain two varieties of anchor plate. The first variety [Fig. 3] corresponds to an upper anchor plate prepared to weld the abutment or also place in the upper part another second anchor plate integral to the abutment or support, not shown, and to join both plates by screwdriver. The other variety [Fig. 4] corresponds to an upper plate with connector (10), this element allowing the male-female type connection to assemble the female type element that would be attached to the corresponding pillar or support.

The lower disk (4) has a distribution of through holes (5) to make the possible couplings with the rest of the elements. The distribution consists of 16 spokes consisting of through holes distributed at 0 °, 15 °, 30 °, 60 ° and 90 °, for a first quadrant of the circle. And this same distribution is repeated for the rest of the quadrants of the circle. The couplings are produced between the upper anchor plate (3) and the lower disk (4), and also between the lower disk (4) and the inner section (7) of the radial arms (2). The coupling between the lower disk (4) and the inner section (7) occurs with the three outer circles. All this with the corresponding screws (6), one of which, with the corresponding nuts and locknuts, relates the upper anchor plate (3) the lower disk (4) and the inner section (7) of the radial arms (2) ).

In Fig. 6 three internal sections (7) of the radial arms (2) are shown, which are referenced with the numbers (7a, 7b and 7c) and which differ essentially in length. These sections have a chamfer (11) that avoids interference with other similar internal sections (7), the dimension of the internal section (7a) is such that it allows to use the 3M multimodular dimension series (according to UNE 41604: 1997; ISO 2848: 1989), that is, the distance between the center of the module to the end of the first section (7a) is 600 mm. In the upper part you can see the vertical holes (5) that allow the union with the lower disk (4). In the lateral part there are also horizontal holes (5) that allow the coupling with other sections or beams. The internal section (7b) has a dimension that allows the system to be modulated as a function of 3M, in this case corresponding to the distance between the center of the module to the end of the first section (3b) is 900 mm. Finally, the first section (7c) has the peculiarity of allowing the coupling of two modules 1200 mm apart, between centers, and therefore continue modulating with 3M. In turn, it carries the corresponding chamfers (11), as well as the holes (5) necessary to assemble.

The external section (8) is shown in Fig. 7, which can also have three varieties referenced with the numbers (8a, 8b and 8c) with different lengths of 600 mm, 900 mm and 1200 mm respectively, allowing the system to be modulated in 3M. All these elements have the consequent holes (5) for the assembly, both for the union between them and for the connection with the rest of the elements of the foundation.

In Fig. 8 a variant of execution of the outer section (8) of the radial arms (2) is shown, with inverted T section and also with three dimensions of 600 mm,

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900 mm and 1200 mm, which are referenced respectively with the numbers (8d, 8e and 8f), respectively and which allow modulation in 3M. All these elements have the consequent holes (5) for the assembly, both for the union between them and for the connection with the rest of the elements of the foundation.

In Fig. 9 a tying beam (12) is shown that is represented in five versions with the references (12a, 12b, 12c, 12d and 12e), with length from 600 mm, 900 mm, 1200 mm, 1800 mm and 2400 mm respectively, which allows modulating the system in 3M (according to UNE 41604: 1997). All these elements have the consequent holes (5) for the assembly, both for the union between them and for the connection with the rest of the elements of the foundation.

In Fig. 10 a corrugated joint piece is shown for the connection of the internal and external sections of the radial beams. This piece has a U-section with holes (5) in its walls. In turn, it carries a longitudinal fold (13) along the edge of its wings, so that they increase the rigidity of the piece. This element is used both for the connection of the lower and upper part of the internal (7) and external (8) sections of the radial arms (2). Depending on the number of screws that we place we can obtain different types of connection. Thus, if we place a single screw in each section, we will obtain an articulation and if on the contrary we place the different screws in each of the sections to be joined, we will obtain a rigid structural continuity.

Fig. 11 shows a second linear joint piece (14) for articulation, very useful for different connections. Thus, we can place an articulated joint between the outer section (8) of the radial arms (2) and the tied beams (12). This piece has a U-shaped section and carries on its walls the free longitudinal edge with a fold (13), similar to the piece of figure 10, which acts as a stiffener of the element. On each of its walls it has two facing through holes that allow the placement of two screws that will make up the joint.

A third union piece (15), in T, is shown in Fig. 12, very useful for assembling between the inner section (7) and the outer section (8) of the radial arms (2), in versions of inverted T section [Fig. 8]. In this case, the third connecting element (15) has three through holes (5) in the narrow part and three other holes (5) in the wide part, thus allowing the coupling of an internal section section (7). square with an external section (8) of inverted T section.

Fig. 13 shows a fourth union piece (16) for tensioners (17) (Fig. 14). With this fourth union piece (16) the internal sections (7) or external sections (8) can be joined with the tensioners (17), or the tie beams (12) with the tensioners (17) The piece of Fig. 13 is U-shaped and has the corresponding holes (5) for proper coupling. Its main function is to give continuity structural to the system through bracing through diagonals, maintaining constant the relative distance between the different elements of the foundation.This provides greater structural rigidity of the whole, as well as an improvement in the distribution of loads to the ground.

Fig. 14 shows the tensioner with extreme eye connections (18), which will allow a perfect coupling between the different elements. The connection will be made through a pin (19) [Fig. 20], which connects the fourth connecting piece (16) with the tensioner (17).

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Fig. 15 shows a module to which several piles (20) have been connected, which will allow a better anchoring of the foundation to the ground and also a better load transmission on the ground. A pile (20) can be placed in each of the internal sections (7) or external sections (8). You can also place several piles (20). These piles can also be placed on the tied beams (12).

In Fig. 16 the elements that allow joining the piles (20) with the module are shown. Thus, an upper connection element (21) appears with an inverted U-shaped pile (20), which adjusts to the shape of the section of the corresponding section or beam and which also has holes (5) incorporated for the corresponding connections. . This upper connection element (21) complements another lower connection element (22), which in turn carries the corresponding connection holes. By its lower part incorporates a bushing (23) that allows direct coupling with the structural tube of the pile (20). The union between the bushing (23) with the piles (20) is made by pins, with the corresponding nuts and washers.

Fig. 17 shows schematically and in plan a possible embodiment of the foundation of the invention. You can see the great versatility of the system and its adaptation to a wide variety of geometries. It has been proposed that the separations between pillar axes, and therefore the separation between centers of central bases (1) of modules, is established based on the series of preferred multimodular dimensions for 3M horizontal dimensions (according to UNE 41604: 1997; and ISO 2848: 1989) starting from a minimum distance of 12M (M = 100 mm) and therefore this means 1200 mm of minimum separation. Thus we can obtain the following distances between centers: 12M, 15M, 18M, 21M, 24M, 27M, 30M, 33M, 36M, 39M, 42M, 45M and 48M, in addition to other combinations between them.

It also allows the placement of different number of radial arms (2), as well as their lengths, for each of the modules, depending on the type of ground on which they are seated and the type of acting loads.

In addition, different positions can be obtained, with connected elements and their possible perimeter bracing, simply by correctly organizing the distribution of the radial arms (2) in the modules. Thus we can propose an orthogonal grid distribution to which we can add or remove modules, depending on current or future needs, with the logical maintenance of the modular distances described above. We can also join the different modules with bundle beams (12) to achieve a closed grid for the entire foundation.

Fig. 18 shows in perspective other details of the proposed foundation. A perimeter foundation grid can be seen where isolated modules have been placed, both externally and internally, of the grid. It can also be considered to place a module with the external sections (8) of the radial arms (2), with an inverted T section, which in this specific case also corresponds to an isolated element, although this type of external section (8) could extend to all or a part of the foundation system if necessary.

On the other hand, the system allows extensions in the structural system of the construction, simply by adding tie beams (12) to the elements already placed and thus we could attach new modules braced to the whole of the

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initial foundation. Similarly, reductions in the foundation system could be obtained.

We can also incorporate modules with piles (20) if the foundation system requires it. An option of interest among the many possibilities would be the placement of modules with one or more piles in the outer corners of the perimeter grid.

Fig. 19 shows another possible variant of foundation execution, where triangulations have been formed that allow brace the different orthogonal elements constituted with the system. This results in a better distribution, balance and distribution of loads to the ground. The different diagonals can be constituted with external sections (8) or tie beams (12), where they are assembled by means of tensioners (1 7) [Fig. twenty]. In this Fig. 20 the union of a diagonal is shown by means of a tensioner (17) connected to extreme sections (8) of radial arms (2) by means of the fourth union piece (16) and pins (19).

Fig. 21 shows a further variant of execution, where in addition to introducing bracing in the diagonals of the lattice, the inclination to the diagonals in the center of the lattice formed has been changed, thus allowing a better bracing of the assembly as well as a structural optimization of the system.

Fig. 22 shows the possibility of establishing a double bracing for the orthogonal grid obtained with the foundation of the invention, thus optimizing the load distribution surface, as well as improving bracing in different directions. As in the previous cases, the union is carried out by means of tensioners (17), which in this case cross at a different level.

Fig. 23 shows a cross detail of two tensioners (17) with a double bracing.

Claims (15)

5 10 fifteen twenty 25 30 35 40 Four. Five 1. Industrialized surface foundation, characterized in that it comprises a series of modules composed of an upper central base (1), on which the structure to support rests, and a series of lower radial arms (2), responsible for transmitting the loads from the central base (1) above the ground; whose upper central base (1) supports and is connected in a position centered to the radial arms (2); and whose radial arms (2) protrude from the periphery of the central base (1) and rest longitudinally on the ground. 2. Foundation according to claim 1, characterized in that the central base (1) it comprises at least one upper anchor plate (3), which receives the load of the structure to be supported, and by a lower disk (4) for distributing loads on the radial arms (2); whose upper anchor plate (3) rests on the lower disk (4), to which goes together; and whose lower disc (4) rests on the radial arms (2), to which it goes United. 3. Foundation according to claim 2, characterized in that the lower disk (4) is larger in diameter than the upper anchor plate (3). 4. Foundation according to claim 1, characterized in that the radial arms (2) are composed of at least two sections, an internal section (7) and an external section (8), aligned and connected to each other by means of corrugated joining pieces (9 ). 5. Foundation according to claim 1, characterized in that radial arms (2) aligned, belonging to adjacent modules, are connected through a tensioner (17). 6. Foundation according to claim 1, characterized in that radial arms (2) aligned, belonging to adjacent modules, are connected through intermediate tie beams (12). 7. Foundation according to claim 1, characterized in that at least part of the radial arms (2) of the module assembly are anchored by piles driven into the ground. 8. Foundation according to claim 1, characterized in that at least part of the bundle beams (12) are anchored by piles driven into the ground. 9. Foundation according to claim 7 or 8, characterized in that the piles are fixed to the radial arms (2) and tie beams (12) through upper connecting elements (21), omega-shaped, and connecting elements lower (22) in the form of plates attached and attached to the wings of the upper connecting element (21). 10. Foundation according to claim 1, characterized in that at least part of the modules are linked together by means of tie-up beams (12), forming a reticular mall. 11. Foundation according to claim 10, characterized in that at least part of the gratings are braced with diagonals that form a triangulation of the mesh. 12. Foundation according to claim 10, characterized in that it comprises a series of modules joined together by means of tie-up beams (12), forming a lattice mesh, and at least one isolated module, without connecting with the rest of the modules. 5 13. Foundation according to claim 11, characterized in that the diagonals are constituted by tensioners of adjustable length. 14. Foundation according to claim 4, characterized in that the corrugated joint pieces (9) form rigid joints between the elements to be joined. 10 15. Foundation according to claim 4, characterized in that the corrugated joint pieces (9) form articulated joints between the elements to be joined. 16. Foundation according to claim 1, characterized in that the separation between 15 module centers is established according to the preferred multimodular series for 3M horizontal dimensions (according to UNE 41604: 1997; ISO 28486: 1989).