SYSTEM OF DIRECT FOUNDATIONS OF THE WALLS OF CONSTRUCTIVE SYSTEM

Abstract

A system of direct foundations on the walls for a constructive system conformed of three structural components, which are: a vertical component that is a prismatic box that is subject to an axial compression charge and whose external walls (1) and internal (2) walls are vertically abutted at intervals of approximately 18 times the thickness thereof, and horizontally by foundation plates, a horizontal component made up of a foundation slab (6) and reinforced with screen, and a third component also horizontal which is the foundation slab (6) and that is constituted by a continuous rectangular plate, where this system of foundations is conformed on: prolonging to the subsoil the set of external walls (1) until supporting them on a perimetral foundation strip (3) with a width (a) that is at a depth (h) and where the external walls (1) and perimetral foundation strip (3) are coupled by horizontal concrete ties poured in the first row of the blocks supported on the foundation strip (3) for the case of sections of BB of the external walls (1) and by the pouring of the vertical tie for the case of sections AA of the external walls (1). settling the sections AA of the internal walls (2) on the reinforced concrete plate poured directly on the foundation slab (6) and settling the sections BB on incorporating transfer bars (7) between the foundation slab (6) of the set of internal walls (2) that are supported on this foundation slab (6). incorporating anchor bolts (8) between the slab(s) of mezzanine(s) and roof and all the vertical ties of the set of external walls (1), as well as in the horizontal reinforcement bars (9) in the whole perimeter and the concrete fill (10) of the whole first row of blocks supported on the slab(s).

Description

BACKGROUND OF THE INVENTION

A system of direct foundations of walls for a constructive system where this system of foundations is made up as follows; on prolonging to the subsoil the set of external walls (1) until supporting them on a perimetral foundation strip (3) with a width (a) that is found at a depth (h) and where the external walls (1) and perimetral foundation strip (3) are connected by poured concrete horizontal ties in the first row of the blocks supported on the foundation strip (3) for the case of sections of BB of the external walls (1) and by the pouring of vertical tie for the case of sections AA of the external walls (1), to settle the sections AA of the internal walls (2) on the concrete plate directly poured on the foundation slab (6) and settle the sections BB on incorporating transfer bars (7) between the foundation slab (6) of the set of internal walls (2) that are supported on this foundation slab (6), incorporating anchor bolts (8) between the slab(s) of mezzanine(s) and roof and all the vertical ties of the set of external walls (1), as well as in the horizontal reinforcement bars (9) in the whole perimeter and the concrete fill (10) of the whole first row of blocks supported on the slab(s).

In our Spanish patent of model of utility number 105369OU we present a constructive system that is made up three structural components: a vertical component that is a prismatic box that is subject to an axial load of compression and whose walls are vertically abutted at intervals of approximately 18 times their thickness, and horizontally by foundation plates; a horizontal component, made up of a foundation slab and reinforced with screen; and a third component made up of a continuous rectangular plate. The technology protected in this patent applied for the execution of the housing is totally “on site” and of a serial nature.

The constructive system of 105369OU facilitates the execution of housing solutions on permitting different functional combinations, nevertheless, it is well known that the characteristics of soils and different geographic zones vary in a way that the successful stability and rigidity of a constructive system of a particular zone might not be the same in another where, for example, there is a propensity for moderate or strong seismic events. In addition, and because of the variation of stability and rigidity, this constructive system presents limitations in the number of floors which the structure may have, in particular, in zones of high seismic incidence.

The modifications made of the original constructive system, and especially the new soil/structure interaction, convert it into a more stable, solid, unbending, integrally carrying system, and with a very particular condition that consists of the concrete being the principal material that is used in the whole constructive process and where the blocks that make up the external and internal walls in turn meet a buffering function of the seismic action. In effect, the blocks tied in their ends by rigid concrete elements—vertical ties—(for the purposes of this report these vertically tied ends are sections AA for the external walls and sections BB for the internal walls) leave an interphase between them, occupied by a less rigid mass represented by the block per se, which by means of molecular friction discharges the seismic action through a process of transformation of kinetic energy into thermal energy.

SUMMARY OF THE INVENTION

The objective of this invention is to provide a system of direct foundations for the walls of a constructive system, in particular, of a system such as the one revealed in the Spanish patent of model of utility 105369OU.

An additional objective of the invention is to improve the seismoresistant condition of the constructive system where it applies.

Another objective of the invention is to allow, thanks to the improvement of the seismoresistant condition, the construction of structures of up to 6 floors in areas of high seismic incidence.

BRIEF DESCRIPTION OF THE DRAWINGS

FIG. 1 is a lateral view of a section of the reference constructive system of Spanish patent 105369OU in which the new system of direct foundations of the walls and in particular the elements that allow the anchorage of the external and internal walls of the constructive system is observed;

FIG. 2 is an upper view of a portion of the external walls of the constructive system in which the vertical ties of the sections AA and BB are observed. For the purposes of this report the ends vertically tied are sections AA for the external walls;

FIG. 3 is a lateral view where the coupling is observed between the external walls and the perimetral foundation strip by horizontal poured concrete ties in the first row for the case of sections of BB of FIG. 2;

FIG. 4 is a lateral view where the coupling is observed between the external walls and the perimetral foundation strip through vertical ties (sections AA of FIG. 2);

FIG. 5 is an upper view of a portion of the internal walls of the constructive system in which the vertical ties of sections BB are observed;

FIG. 6 is a lateral view where the coupling of the internal walls on the reinforced concrete plate poured directly on the foundation slab for the case of section of AA of FIG. 5 is observed;

FIG. 7 is a lateral view where the coupling of the internal walls on the reinforced concrete plate poured directly on the foundation slab for the case of sections of BB of FIG. is observed. In this figure the incorporation of the transfer bars present in the sections of BB of the internal walls is observed;

FIG. 8 is a lateral view of the modification of the third component where the coupling of the anchor bolts is observed between the slab(s) of mezzanine(s) and roof and all the vertical ties of the set of external walls; and

FIG. 9 is a lateral view of the wall and assembly for pouring of concrete on metal formwork.

DETAILED DESCRIPTION

For the use of the new system of direct foundations on the carrying walls in a constructive system such as that of the Spanish patent of model of utility 105369OU, the three structural components to improve the seismoresistant condition thereof are modified.

As can be observed in FIG. 1, the vertical component has two types of walls: the external walls (1) that delimit the external space of the house and the internal walls (2) that delimit the internal configuration thereof, but that together conform the unit of the spatial structure or cellular prism.

In FIG. 2 a typical detail of the vertical ties in external walls is shown, where the vertical ties of the sections of AA are observed.

For the use of the new system of direct foundations, the vertical component is modified to prolong to the subsoil the set of external walls (1) until supporting each one on an independent perimetral foundation strip (3). To achieve this support, the external walls (1) of the constructive system are submerged in the subsoil until coinciding with the superior face of the corresponding foundation strip (3), the depth (h) being able to oscillate from approximately 0.4 m when granular soils are involved to 0.8 m in the case of cohesive soil. The width of the perimetral foundation strip (3) oscillates from approximately 0.3 m to 0.5 m depending on the height of the construction.

The coupling between the external walls (1) and perimetral foundation strip (3) is made by horizontal concrete ties (4) poured in the first row of the blocks supported on the foundation strip (3) for the case of sections BB (see FIG. 3), and for the pouring of vertical tie for the case of sections AA (see FIG. 4). Thanks to these configurations the pressure on the different perimetral foundation strips (3) of a construction of 6 floors—including the seismic action—does not exceed the value 1.5 Kg/cm². The external walls (1) submerged in the subsoil maintain the internal bed of the soil in status of confinement and protect the same from any process of cave in and/or saturation as a consequence of the action of the surface waters, moreover acting as a first buffering and dissipating element of the seismic load.

The incorporation of transfer bars (5) in sections AA of the external walls (1) as shown in FIG. 4, is in order to justify the structural mathematical model with the constructive system, between the foundation strip (3), foundation slab (6) and vertical ties of the set of external walls, all in order to guarantee the transfer of the seismic stress.

In FIG. 6 it is observed that in the case of the internal walls (2) they are set on the reinforced concrete plate poured in two ways: for the case of sections AA this settling is made directly on the foundation slab (6) as is observed in FIG. 6.

The other manner of settling is observed in FIG. 7: The horizontal component of the constructive system is modified on changing the concrete pedestals by the system of foundations, and incorporating transfer bars (7) between the foundation slab (6) and the BB sections of the set of internal walls (2). The function of these transfer bars (7) is to guarantee the transfer of the seismic stress to the structure. At the level of the foundation slab (6) in the points of the union with the internal walls (independently of the manner of settling) the pressure on the soil does not exceed the value 1.0 kg/cm² (see FIGS. 6 and 7).

As appreciated in FIG. 8 the third also horizontal component of the constructive system is modified on incorporating anchor bolts (8) between the mezzanine slab(s) and roof and all the vertical ties of the set of external walls (1), as well as the horizontal reinforcement bars (9) in the whole perimeter and the concrete fill of the whole first row of blocks supported on the slab(s).

The incorporation of the slab(s) of mezzanine(s) and roof with the vertical ties of the set of external and internal walls that make up the spatial structure (cellular prism), that is, the slab supported on the whole contour, make it work as a flat vault and therefore the concept of transmission of pure compression stresses is maintained throughout the structure.

The modifications described previously for the elements of the constructive system contribute functional advantages in the terms of improving the seismoresistant condition thereof. Nevertheless, to achieve the structure with a greater rigidity a modification is preferably made in the process of pouring of concrete on metal formworks.

In the process of pouring of concrete on metal formworks, the methodology is modified in order to avoid potential slides between slabs and set of walls, and produce an ideal embedding that closes the unbendable cellular prism. For this, approximately the last 10 cms of all the vertical ties are left without pouring, so that on pouring the concrete of the slabs, it penetrates them and the embedding is conformed between each vertical tie and the slab(s) of mezzanine(s) and roof. The detail of this methodology is observed in FIG. 9.

All these modifications to the original constructive system described above validate the structure with the seismoresistant norm and in this manner the constructive system now does meet the laws of the linear models and presents an answer within the elastic domain. The figures that are attached to this description are merely for reference purposes so that the description given must be understood in the broadest possible manner being able to be carried out with different forms of elements and arrangements that are within the technical environment of the invention.

Claims

1. A system of direct foundations on the walls for a constructive system conformed of three structural components, which are: a vertical component that is a prismatic box that is subject to an axial compression charge and whose external walls (1) and internal (2) walls are vertically abutted at intervals of approximately 18 times the thickness thereof, and horizontally by foundation plates, a horizontal component made up of a foundation slab (6) and reinforced with screen, and a third component also horizontal which is the foundation slab (6) and that is constituted by a continuous rectangular plate, where this system of foundations is conformed on:

prolonging to the subsoil the set of external walls (1) until supporting them on a perimetral foundation strip (3) with a width (a) that is at a depth (h) and where the external walls (1) and perimetral foundation strip (3) are coupled by horizontal concrete ties poured in the first row of the blocks supported on the foundation strip (3) for the case of sections of BB of the external walls (1) and by the pouring of the vertical tie for the case of sections AA of the external walls (1).

settling the sections AA of the internal walls (2) on the reinforced concrete plate poured directly on the foundation slab (6) and settling the sections BB on incorporating transfer bars (7) between the foundation slab (6) of the set of internal walls (2) that are supported on this foundation slab (6).

incorporating anchor bolts (8) between the slab(s) of mezzanine(s) and roof and all the vertical ties of the set of external walls (1), as well as in the horizontal reinforcement bars (9) in the whole perimeter and the concrete fill (10) of the whole first row of blocks supported on the slab(s).

2. A system of foundations according to claim 1, in which the value of depth (h) is from approximately 0.4 m to 0.8 m.

3. A system of foundations according to claim 1, in which the width (a) of the perimetral foundation strip (3) oscillates from 0.3 m to 0.5 m.

4. A system of foundations according to claim 1, where the process of pouring of concrete on metal formworks is carried out leaving approximately the last 10 cm of all the vertical ties without pouring.

5. A system of foundations according to claim 2, in which the width (a) of the perimetral foundation strip (3) oscillates from 0.3 m to 0.5 m.

6. A system of foundations according to claim 2, where the process of pouring of concrete on metal formworks is carried out leaving approximately the last 10 cm of all the vertical ties without pouring.

7. A system of foundations according to claim 3, where the process of pouring of concrete on metal formworks is carried out leaving approximately the last 10 cm of all the vertical ties without pouring.