MX2007016420A - System of direct foundations of the walls of constructive system. - Google Patents

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

SYSTEM OF DIRECT FOUNDATIONS OF THE WALLS OF CONSTRUCTIVE SYSTEM FIELD OF THE INVENTION The present invention relates to a system of direct foundations of the walls for a building system, wherein said foundation system is formed by: extending to the sub-floor the set of external walls (1) until resting them on a strip of perimeter foundation (3) ) of width (a) that is at a depth (h) and where the outer walls (1) and strip of perimeter foundation (3) are coupled by horizontal concrete locks emptied in the first course of the blocks supported on the foundation strip (3) for the case of the BB sections of the external walls (1) and for the vertical locking recess for the case of sections AA of the external walls (1), to set the sections AA of the internal walls (2) on the reinforced concrete plate emptied directly onto the foundation slab (6) and seating the BB sections by incorporating transfer bars (7) between the foundation slab (6) of the set of internal walls (2) that HE support on said foundation slab (6), incorporate anchor bolts (8) between the slab (s) of mezzanine (s) and roof and all the vertical locks of the set of external walls (1), as well as , in the horizontal reinforcement bars (9) around the perimeter and the concrete filling (10) of the entire first row of blocks resting on the slab (s).

ANTECENDENTS OF THE INVENTION In our Spanish utility model patent number 1053690U we present a construction system that is made up of three structural components: a vertical component that is a prismatic box that is subjected to an axial compressive load and whose walls are vertically spherical at intervals of approximately 18 times the thickness of these, and horizontally by foundation plates; a horizontal component, consisting of a slab of foundation and reinforced with mesh; and a third component constituted by a continuous rectangular plate. The technology protected in this patent is applied to the execution of the housing is totally "in situ" and serial.

The building system of 1053690U facilitates the implementation of housing solutions by allowing different functional combinations, however, it is well known that the characteristics of soils and different geographical areas vary in such a way that the stability and rigidity of a constructive system in a particular area, they may not be the same in another where, for example, there is a propensity for moderate or strong seismic events. Additionally, and due to the variation of stability and rigidity, this constructive system has limitations with the number of floors that the structure can count on, particularly in areas of high seismic incidence.

The modifications made to the original construction system, and especially the new soil / structure interaction, make it a more stable, solid, non-deformable, fully load-bearing system, and with a very particular condition that is that the concrete is the main material which is used throughout the construction process and where the blocks that make up the external and internal walls, in turn perform a buffering function of the seismic action. In effect, the blocks locked at their ends by rigid concrete elements - vertical rails - (for the purposes of this report, these vertically locked ends are the AA sections for the external walls and the BB sections for the internal walls) leave an interface between them. , occupied by a less rigid mass represented by the block itself, which by means of molecular friction discharges the seismic action through a process of transformation of kinetic energy into thermal energy.

BRIEF DESCRIPTION OF THE INVENTION The object of the present invention is to provide a system of direct foundations for the walls of a construction system, in particular, of a system such as the one disclosed in the Spanish utility model patent 1053690U.

A further objective of the invention is to improve the seismic-resistant condition of the construction system where it is applied.

Another objective of the invention is to allow, thanks to the improvement of the earthquake-resistant condition, the construction of buildings of up to 6 floors in areas of high seismic incidence.

BRIEF DESCRIPTION OF THE DRAWINGS Figure 1. Side view of a section of the construction reference system of the Spanish patent 1053690U in which the new system of direct foundations of the walls is observed and in particular, the elements that allow the anchoring of the external and internal walls of the construction system .

Figure 2. Top view of a portion of the external walls of the construction system in which the vertical locks of sections AA and BB are observed. For purposes of the present specification, the vertically locked ends are the sections A A for the external walls.

Figure 3. Side view where the coupling between the external walls and the perimeter foundation strip is observed by horizontal concrete locks emptied in the first course for the case of the BB sections of figure 2.

Figure 4. Side view where the coupling between the external walls and the perimeter foundation strip is observed through vertical locks (sections AA of figure 2).

Figure 5. Top view of a portion of the internal walls of the construction system in which the vertical locks of sections BB are observed.

Figure 6. Side view showing the coupling of the internal walls on the reinforced concrete plate emptied directly onto the foundation slab for the case of sections AA of figure 5.

Figure 7. Side view where the coupling is observed the internal walls on the reinforced concrete plate emptied directly on foundation slab for the case of the sections of BB of figure 5. In this figure the incorporation of the transfer bars is observed present in the BB sections of the internal walls.

Figure 8. Side 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 locks of the set of external walls.

Figure 9. Side view of the wall and assembly for emptying concrete on metal formwork.

DETAILED DESCRIPTION OF THE INVENTION For the use of the new system of direct foundations of the load-bearing walls in a construction system such as that of the Spanish utility model patent 1053690U, the three structural components are modified to improve the earthquake-resistant condition thereof.

As can be seen in Figure 1, the vertical component has two types of walls: the external walls (1) that define the external space of the house and the internal walls (2) that define the internal configuration of the same, but that as a whole they make up the unit of the spatial structure or cellular prism.

Figure 2 shows a typical detail of the vertical locks on external walls where the vertical locks of the AA sections are observed.

For the use of the new system of direct foundations, the vertical component is modified by extending the set of external walls (1) to the subsoil until each one is supported on an independent perimeter foundation strip (3). To achieve this support, the external walls (1) of the construction system are submerged in the subsoil until they coincide with the upper face of the corresponding foundation strip (3), this depth (h) being able to oscillate between approximately 0.4 m when it comes to floors granular and 0.8 m in the case of cohesive soil. The width (a) of the perimeter foundation strip (3) ranges between approximately 0.3 m and 0.5 m depending on the height of the building.

The coupling between the external walls (1) and the perimeter foundation strip (3) is done by horizontal concrete blocks (4) emptied in the first course of the blocks supported on the foundation strip (3) for the case of the sections of BB (see figure 3), and by the emptying of vertical locking for the case of sections AA (see figure 4). Thanks to these configurations, the pressure on the different perimeter foundation strips (3) of a 6-story building - including seismic action - does not exceed the value of 1.5 Kg / cm2. The external walls (1) submerged in the subsoil maintain the internal bed of the soil in a confined state and protect it from any process of scour and / or saturation as a consequence of the action of surface waters, acting as a first element shock absorber and dissipater of the seismic load.

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

In figure 6 it is observed that in the case of the internal walls (2) these are seated on the reinforced concrete plate cast in two ways: for the case of the AA sections this seat is made directly on the foundation slab (6) as seen in figure 6.

The other way of seating is seen in Figure 7: The horizontal component of the construction system is modified by changing the concrete pedestals by the foundation system, and incorporating transfer bars (7) between the foundation slab (6) and the sections BB of the set of internal walls (2). The function of these transfer bars (7) is to guarantee the transfer of the seismic cut to the structure. At the level of the foundation slab (6) at the points of connection with the internal walls (regardless of the manner of settlement) the pressure on the ground does not exceed the value of 1.0 Kg / cm2 (see figures 6 and 7) .

As can be seen in figure 8, the third component also horizontal of the construction system, is modified by incorporating anchor bolts (8) between the slabs (s) of mezzanine (s) and roof and all the vertical locks of the assembly. external walls (1), as well as, in the horizontal reinforcement bars (9) around the perimeter and the concrete filling of the entire first row of blocks resting on the slab (s).

The embedment of the slab (s) of mezzanine (s) and ceiling with the vertical locks of all the external and internal walls that make up the structure spatial (cellular prism), that is, the slab supported on the entire contour, make it work as a flat vault and therefore the concept of transmitting pure compressive stress throughout the structure is maintained.

The modifications described above for the elements of the construction system provide functional advantages in terms of improving the earthquake-resistant condition thereof. However, in order to achieve a greater stiffness in the structure, a modification in the concrete casting process on metal formwork is preferentially made.

In the process of casting concrete on metal formwork, the methodology is modified, in order to avoid potential landslides between slabs and the set of walls, and to produce an ideal embedment that closes the non-deformable cell prism. For this, the last 10 cm of them are left empty in all the vertical locks, so that when the concrete is emptied from the slabs, it penetrates them and the embedment between each vertical lock and the slab (s) is established. of mezzanine (s) and ceiling (11). The detail of this methodology is shown in Figure 9.

All these modifications to the original construction system described above, validate the structure with the seismic resistant norm and in this way the construction system, now if it complies with the laws of linear models and presents a response within the elastic domain. The figures that accompany the present description are merely referential, therefore, the description should be understood as broadly as possible and may be carried out with different forms of elements and arrangements that are within the technical scope of the invention.

Claims (4)

1. - A system of direct foundations of the walls for a constructive system consisting of three structural components such as: a vertical component that is a prismatic drawer that is subjected to an axial compressive load and whose external (1) and internal (2) walls they are spherical vertically at intervals of approximately 18 times the thickness of these, and horizontally by foundation plates, a horizontal component formed by a foundation slab (6) and reinforced with mesh, and a third component also horizontal which is the slab of foundation (6) and which is constituted by a continuous rectangular plate, where said foundation system conforms to: - extend the set of external walls (1) to the subfloor until they rest on a perimeter foundation strip (3) wide (a) that is at a depth (h) and where the outer walls (1) and foundation strip perimeter (3) are coupled by horizontal concrete locks emptied in the first course of the blocks resting on the foundation strip (3) for the case of the BB sections of the external walls (1) and the lock gap vertical for the case of sections AA of the external walls (1), - Sect the sections AA of the internal walls (2) on the reinforced concrete plate emptied directly on the foundation slab (6) and seat the BB sections by incorporating transfer bars (7) between the foundation slab (6) of the assembly of internal walls (2) resting on said foundation slab (6), - Incorporate anchor bolts (8) between the slab (s) of mezzanine (s) and roof and all the vertical locks of the set of external walls (1), as well as also, in the horizontal reinforcement bars (9) around the perimeter and the concrete filling (10) of the entire first row of blocks supported on the slabs (s).

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

3. - A system of foundations according to claim 1 or 2, wherein the width (a) of the perimeter foundation strip (3) ranges between approximately 0.3 m. and 0.5 m.

4. - A system of foundations according to any of the preceding claims, wherein the process of emptying concrete on metal formwork is carried out leaving without emptying in all the vertical locks approximately the last 10 cm of them.