WO2004051021A1

WO2004051021A1 - Building with wall panels

Info

Publication number: WO2004051021A1
Application number: PCT/HR2002/000059
Authority: WO
Inventors: Milovan Skendzic; Branko SMRÈEK
Original assignee: Mara-Institut D.O.O.
Priority date: 2002-11-21
Filing date: 2002-11-21
Publication date: 2004-06-17
Also published as: TW200420814A; AR041960A1; AU2002353236A1; CL2003002354A1

Abstract

The rigid and stable, assembling wall construction of the building, capable to support a weighty roof, is formed without using the ordinary building elements such as columns or beams. A building system utilizes prefabricated large panels (1), (2), (3) and (4) to form walls, stiff in their own planes around the perimeter of the building, that are intended to bear the roof construction and to close the interior of the building simultaneously. Ggenerally the construction comprises the prestressed vertical strut-panels (1) replacing ordinary columns, longitudinal top-panels (2) replacing ordinary beams bearing the roof and the longitudinal panels (3) and (4) that close the interior replacing thereby ordinary walls. The construction may also comprise an intermediate (7) floor fitted into the horizontal groove betwen two longitudinal panels, supported thereby by a lower one as a beam. The vertical strut-panel (1) offers a new bearing mechanism that avoids buckling, transforming it to the transversal bending.

Description

BUILDING WITH WALL PANELS

TECHNICAL FIELD The present invention relates to a building structure composed of prefabricated concrete panel-walls for industrial or other similar buildings of prestressed, reinforced concrete and in particular some steel parts become integral parts of the structure. The field of the invention is described in IPC Classification E 04 B 1/00 that generally relates to constructions or building elements. BACKGROUND ART

Generally, the challenge of this invention is to construct a rigid and self-stable, assembling wall construction of the building, capable to support a weighty roof, formed without using of ordinary building elements such as columns or beams. This invention relates to the assembled concrete large-span buildings, attempting to solve some disadvantages that are permanently present in constructing of industrial and likely buildings, as described separately in following:

The assembled large-span building concrete constructions are mostly formed of columns used to support the roof / floor constructions whereby different kinds of panels are mostly used for closing the interior of the building. The panels are, because of their slenderness, seldom used for a purpose of bearing or bracing utilizing all their capabilities. Hence, bearing of roof / floor loads, bracing the structure and ensuring of the global stability of buildings is provided through beams and strong columns, only with a slight participation of the covering panels. Consequently constructions comprise at the same time both the longitudinal girders supporting a large-weight roof/floor load and a plurality of wall panels, significantly stiff in vertical direction, which are not intended for carrying the vertical load. Such a longitudinal panels, being hanged on columns and connected to them by weak details so their contribution of the mutual resistance of the construction when exposed to lateral loads such as wind or earthquake is therefore minimal or negligible. Stability of the entire construction is therefore achieved by large cross-sectional dimensions of columns protruding visually from the assembled wall plane into the interior of the building. It is one object of the present invention to adapt longitudinal wall panels to be utilized for bearing vertical roof / floor loads and for bracing the construction against sideway. In the construction of the present invention the longitudinal panels are used to carry vertical load and to stabilize the global construction helping columns to resist horizontal forces. The other object of the present invention relates to the stability of the column- substitute, introduced by this application, itself. Although the column substitute may seem to be the separate matter itself it is not possible to isolate it out of the entire construction because such a substitute acts together with the other connected elements to achieve the desired purpose.

The assembled large-span building concrete constructions are mostly formed of long slender columns supporting a large vertical roof load being accompanied with well- known buckling problems. Such constructions usually close a large empty interior without presence of shearing walls to brace them against sideway and if no special bracing elements are used, columns are to ensure its global stability alone. The typical case is the laterally unbraced construction that comprises long vertical console- columns having the unfavorable effective buckling length (twice a length of the console). If not braced against sideway all columns buckle in the same manner along the entire row simultaneously. This application seeks a substitute for the ordinary column intended to solve the problem of buckling of the column in an original way. Said column substitute is intended to transform the buckling effect due to the applied vertical load into bending. The final result of such a substitution must be a stable structure based on the stability of the column-substitute itself. The length of the column and the vertical load cannot be changed as well as the buckling length of the console so in order to achieve such a column-substitute a vertical load rearrangement is made. The new rearrangement introduces the composite column-substitute intended to avoid the application of the vertical load at its top as it is case with the ordinary column. The vertical roof load is thereby supported by longitudinal panels and conducted through the channel inside of the column-substitute to the foundation pad in such a manner that buckling transforms into bending. It is important to emphasize that the said new arrangement cannot be considered isolated without regarding the other joined elements of the construction. The proposal of the present invention is a replacement of the ordinary column by a substitutive composite vertical panel (in following named the vertical strut-panel), having the new arrangement of the vertical loads applied on the new mechanism formed of several joined elements. One attempt of this invention is also to construct the building with no emphasized columns visible from both, inner or outer sides. The vertical-strut panel can be made much strong than an ordinary column in the longitudinal and at list as strong as an ordinary column in transversal direction of the building, with less or at list the same spend of material but without protrusion into the building interior. In the ordinary column case, if a less slender column is required because of a large amount of the vertical load applied or if moments due to lateral loads are large it is necessary to increase its cross-sectional dimensions whereby the protrusion of the column out of the wall plane will increase too. In the case of the introduced vertical strut-panel enlargement of the buckling resistance is done by increasing its flange dimensions parallel to the wall so the said protrusion will not increase. That may be advantageous in an aesthetic sense. The matter will be clearer in following after the drawings are considered. However, the general object of the present invention was to utilize panels as more as possible in order to achieve economic and rational constructing system that is easy to assemble and comprises no useless elements.

It is known to construct some similar constructions of a smaller range made up of precast units assembled in a similar way. People all over the world construct such fences, retaining walls or some self standing walls but no constructions I know is given based on a similar principle that is suitable to be used in more serious large-span buildings with several tones of vertical load applied per column. The prior solutions are mostly occupied with methods and practical manners focused to the different arrangements for constructing small objects but without considering problems that appear when such arrangements are applied to the large building. Those solutions neither consider instability problems, problem of vertical or lateral bearing capabilities of elements, problems of stresses concentrations and like nor consider any possibility to be applied to construct a larger building. Both the U.S. No.4865781 and the U.S. 5233810 patents disclose the method of constructing wall suitable for fences or retaining walls. The method deals with the wall of erected vertical precast concrete columns each comprising two concrete flanges interconnected by the steel tube between them so that the vertical grooves within the flanges are formed into which the wall panel are inserted and finally grouted. This is exactly the principle that is used in the present invention but with some modifications that are necessary to be adapted for carrying weighty loads and ensuring the self- stability as well as the stability of the entire construction when used on large-span buildings. The difference to all the abovementioned is obvious. The same thing holds about the FR2541314 patent intended to construct a wood cottage. Some details of that are similar to the present invention ones too but also without any possibilities for application to large buildings. The solution of the present invention is made up on the basis of the same principle but adopted by prestressing the flanges of the vertical strut-panel and some connecting details are introduced into conducting groves. However, the pure method of inserting the longitudinal wall panels into the H-shaped columns or vertical panels is not a goal of the present invention. That manner is probably much older than the abovementioned patents. The goal of the present invention, as prior explained is utilizing such a simple principle for constructing of large-span buildings. All the mater can be considered as a trial to abandon columns and especially beams which sometimes my be superfluous or at list unnecessary to construct a building. DISCLOSURE OF THE INVENTION

The general object of the present invention is to construct a rigid and self-stable, assembling wall construction of the building, capable to support weighty roof / floor loads, formed without using ordinary building elements such as columns or beams. The invention relates to the assembled concrete large-span buildings, more specifically to the industrial and similar buildings of large spans. The new arrangement, with a new concept of elements themselves, is introduced on contrary to most common concrete-assembled large-span constructions formed of beams and columns supporting the roof / floor whereby nonbearing panels are used for closing the interior. In the present invention ordinary beams and columns are replaced by adequate substitutes, the horizontal panels and the vertical strut-panel respectively, as shown in Fig. 3.

Fig. 1 and Fig. 2 illustrate the separated vertical strut-panel in variants with one or two inbuilt tubes. The two distinctly wide prestressed-concrete plates of the vertical strut- panel are hereby used as wide flanges of a composite column substitute to enlarge its moment of inertia in both transversal and longitudinal direction of the construction retaining and conducting at the same time the longitudinal panels stacked into the vertical groove between them. The capability of laterally slender panels to bear or brace the construction, seldom used in prior art for that purpose, is in the present invention adapted and utilized to support a weighty load of roof and floors and to brace the construction against sideway. The global stability of a building is therewith provided, instead through the prior strong columns, with passively hanged panels, through the unrecognizable longitudinal frame formed of the vertical strut panels, and joined intermediate longitudinal panels. The longitudinal panels are connected to the vertical strut panels inside of their vertical grooves in such a way that they significantly participate in carrying horizontal load in longitudinal direction, as shown in Fig. 8. The present invention has an obvious advantage comparing to the most common building systems with panels attached to the longitudinal beams at tops of columns, arranged all around the perimeter of the building, used as passive nonbearing elements whereby the peripheral beams support the roof and longitudinal panels leaned against them. Longitudinal panels having large vertical moment of inertia are capable of bearing a roof themselves so if applied simultaneously with peripheral girders, one of those elements (beams or panels) become superfluous. The present invention, abandoning the longitudinal peripheral beams and replacing them by the longitudinal panels, introduces bearing panels, stacked into the grooves of the vertical strut-panels, acting there as simple supported beams, being connected by special details forming in that way a rigid longitudinal wall-frame. The referring vertical load bearing scheme is shown in Fig. 6. The beam to column-substitute connection is carried-out in two vertically distant points so that bending moments caused by horizontal forces can be transmitted from the vertical strut-panels to the horizontal panels through the couple of forces at joints. It is important to emphasize that the horizontal panels under the vertical load act as simple supported deep beams laying on intermediate bearing pads one on top of the other so that the small vertical distance between them allows the downwards deflection of higher panels without touching the lower panels top. The deflected panels are shown in Fig. 6 wherefrom it is obvious that vertical load alone causes no bending moments in vertical strut-panels. Otherwise, if the upper panel bottom would touch the top of the lower panels along their contact line the vertical load would cause lateral buckling of long and laterally slender longitudinal panels as shown in Fig. 7. Under horizontal load longitudinal panels work partly as fixed-end beams, as already described.

In the sense of static, the connection of two adjacent longitudinal panels to the vertical strut-panel can be considered quite rigid. All the assembled elements thereby act together resisting the horizontal forces in a longitudinal direction so, within a certain range of applied lateral loads, the rigid-frame effect along the wall of the building is achieved. In such a manner the longitudinal panels are utilized as bracing elements improving the global stability of the construction contributing the mutual resistance of the construction when exposed to lateral loads such as wind or earthquake, as shown in Fig. 8. The problem of longitudinal stability of the construction is therewith assured. Now that the construction is braced in the longitudinal direction a consideration of what happens in the transversal direction of the building in following is made. Here occurs one more benefit that restricts the visual protrusion of the vertical strut-panels from the panel plane, into the interior of the building as in the case with ordinary columns. The said protrusion is illustrated in Fig. 13. In the case of ordinary column, if for some reason the stronger column (less slender one) is needed the protrusion grows up deeper into the interior of the building. In the case of the vertical strut-panel an increment of the buckling-resisting quantities requires no increasing of the transversal dimensions as the conventional column usually do. The moment of inertia of the vertical strut-panel can be increased to a necessary amount by increasing the widths of its flanges, as shown in Fig. 14. The vertical strut panel comprises two distinctly thin and wide, centrically prestressed vertical concrete flange members being strongly interconnected to the intermediate steel tube along their entire height. The inner steel tube keeps the constant parallel distance between both plates so that the both-side vertical grooves along the height of the vertical strut-panel are formed. Such an H- shaped cross-section retains the stacked longitudinal panels. If required, the width of the both thin concrete flanges can be extended to arbitrary dimensions increasing in that way the moment of inertia in the transversal direction of the building. Thus, the vertical strut-panel moment of inertia can be increased to a necessary amount without increasing the thickness of the plates. Fig. 13 illustrates increasing of the ordinary column dimensions with a growing up protrusion inside of a building in order to lessen its slenderness. Fig. 14 illustrates the adequate increase of the moment of inertia of the vertical strut-panel by enlarging it flange. Consequently, no protrusion at both, inner or outer side will be increased. Large industrial and similar buildings are almost always unbraced in the transversal direction due to leak of shearing walls. If stability of such a structure requires stronger or less slender columns it can be achieved by increasing the widths of vertical panel flanges, whereby quite large enough amounts of moments of inertia of the vertical strut-panel are available. Let's now consider the bearing mechanism and the stability of the vertical strut-panel itself. There's a deal with a completely different bearing concept, not even similar to an ordinary column. The vertical grooves between two concrete flanges of the strut-panel confine the longitudinal panels restraining them to move laterally. The longitudinal panels are stacked one on top of the other leaned on the intermediate bearing pads at their ends being positioned inside of the vertical grooves, acting as separated simple supported beams, as shown in Fig. 6, so that the huge load from above can not induce the lateral buckling of panels, similar to that shown in Fig. 7. The retained ends of longitudinal panels being conducted by the concrete flanges transmit the roof load and load of all panels directly to the foundation, as shown in Fig. 4 and Fig. 6, so the vertical strut-panel rest unloaded avoiding the vertical load. Ends of longitudinal panels supported by intermediate bearing pads inside of vertical grooves can be considered as a chain formed of short sticks (as shown in transversal cross section in Fig. 11) and from now on will be in further called so. Hence, the inner chain of stacked longitudinal panels, when subjected to the vertical load, tends to buckle in the one-wave shape in transversal direction of the building but the amplitude of the buckling line is thereby restrained by flanges of the vertical strut-panel. The said inner chain consequently tends to bend the composite vertical strut-panel by pushing its flanges. Thus, the vertical strut panel acts as a vertical console pushed by a horizontal force (denoted with (H) in Fig. 11 and in Fig. 12) at about middle of its height. In that way the well known classic stability problem of the column as shown in Fig. 10, with the load applied mostly at the top transforms to a pure bending of the H-shaped upstanding console, as shown in Fig. 12. Under some dimension to load ratio circumstances the new column substitute becomes preferable in comparison to the ordinary column. However, even if the vertical strut-panel and the ordinary column are of equal bearing capacities and if they even cost the same the peripheral beams were removed from the construction and it is a benefit.

Something more is to be emphasized about the stability of some elements and the entire structure. Upper bearing horizontal-panels are laterally very slender and consequently weak in transversal direction of the building. In order to disenable their lateral bending due to horizontal movement of the large roof mass the longitudinal panels are connected to the rigid roof plate formed of the roof plates (which they support in the vertical direction).The rigid roof plane is formed by interconnecting the roof plates by custom details. The interconnected roof plane, when subjected to a horizontal force (H), act as a rigid horizontal plate transmitting the horizontal forces (H/n) directly to the "n" vertical strut panels as shown in Fig. 15. ("n" denotes number of applied vertical strut panels).

Thus, the horizontal roof plate is carried by the longitudinal top-panels and the same horizontally rigid plate supports the slender longitudinal panels laterally disenabling their lateral bending by transmitting horizontal forces to the tops of vertical strut panels. The lowest longitudinal panels over the span of two adjacent vertical strut- panels distances are in the same manner connected to the horizontal concrete base plate being in that way stabilized against lateral bending due to soil pressure. DESCRIPTION OF DRAWINGS

Fig. 1 is an isometric view of the vertical strut-panel construction (with one steel tube) showing its constitutive parts.

Fig. 2 is an isometric view of the larger vertical strut-panel construction (with two steel tubes) showing its constitutive parts. Fig. 3 is an isometric view of a characteristic part of the building of the assembled wall with its constitutive parts with applied roof and floor elements in accordance to the present invention.

Fig. 4 is a longitudinal cut-off view of the assembled wall showing the arrangement of all the connected elements. Fig. 5 is a detailed view of the joint of the longitudinal panel to a vertical strut-panel inside of its vertical grooves.

Fig. 6 is a schematic representation of the assembled wall acting as plurality of separated simple supported beams bearing the vertical load.

Fig. 7 is an isometric view showing the manner how the assembled wall of longitudinal panels would buckle if the bearing pads were omitted.

Fig. 8 is a schematic representation of the assembled wall acting as a frame when subjected to a horizontal load.

Fig. 9 is a detailed cross-section view of the vertically sliding joint of two adjacent longitudinal panels. Fig. 10 represents of the well-known buckling problem of the ordinary console-column

(given for the purpose to be compared to the stability solution of the vertical strut- panel).

Fig. 11 is a schematic representation of the buckle-avoiding mechanism of the vertical strut-panel transforming the buckling of the inner chain into the bending of the vertical strut-panel itself.

Fig. 12 is a schematic representation of the final effect of the inner chain of transformed buckling mechanism (through the horizontal force H) on the composite vertical strut-panel. Fig. 13 represents the protrusion of the ordinary column into the interior of the building and an increase of the same protrusion (denoted by the dashed line) when a stronger column is needed. Fig. 14 represents enlargement of the moment of inertia of the vertical strut-panel by increasing its flange-member widths (from initial width b to increased one B). Fig. 15 is an isometric view of the rigid roof plane (formed of assembled roof elements) illustrating the principle of distributing the horizontal force H on vertical strut-panels what disenables the top longitudinal panels to be bent laterally. DESCRIPTION OF THE PREFFERED EMBODIMENT

Fig. 1 (and Fig. 2) show the vertical strut-panel (1) with one or two intermediate tubes (1.3) respectively. The two distinctly wide and thin concrete flange members (1.1) are interconnected by intermediate steel tube (1.2), strongly anchored by usual steel anchors to the plates (1.1). Both concrete flange members (1.1) are centrically pre- stressed by steel strands (1.4). The intermediate steel tube (1.2) is fulfilled with the expanding foam (1.3) for insulation purpose. The parallel flange-members (1.1) form the two vertical grooves at each side of the vertical strut-panel (1), along its entire height, used to conduct the stacked longitudinal panels (2), (3) and (4), ends and to restrain them against lateral movement, as obvious from Fig. 3. The vertical strut- panels (1) are erected, fixed and poured to the sockets of the foundation (5) in a usual way, as common for ordinary columns. Referring now to both Fig. 3 and Fig. 4, a plurality of longitudinal panels (2), (3) and (4), are stacked into the vertical grooves of adjacent vertical strut-panels (1). All longitudinal panels (2), (3) and (4) are stacked one on top of the other leaned on the intermediate bearing pads (8) as simple supported deep beams inside of the vertical grooves, (see Fig. 4). The bottom panels (2), placed partly under the terrain level, are additionally utilized to retain the surrounding soil. Such lowest panels (2) are supplied by lateral anchors (2.1) used to connect them to the ground plate (15) to prevent their lateral bending. In exactly the same manner the higher longitudinal panels (3) are leaned on top of the panels (2) so as the upper panels (4) on the top of the intermediate (3) ones. The top-panels (4) support the roof construction (6) in the same manner as any of lower panels (3) or (2) may support the floor construction (7). Every supporting panel is supplied by a simple continuous supporting detail. Such details are well known, easy to apply and do not represent nothing new so their description is here omitted. It is important to emphasize that the horizontal panels (2), (3) and (4) act as simple supported deep beams laying on intermediate bearing pads (8) one on top of the other, as shown in Fig. 4 and Fig. 6. The vertical distance (9) between two adjacent longitudinal panels is formed as a continuous detail along the entire length of panels shown by the cross-section view in the Fig. 9. The protrusion (10) of the upper panel bottom ( made of concrete or U- channel profile) is laterally confined by a concrete channel (11) formed along the top of the lower panel, assuring the compatible lateral movement of both upper and lower panel due to wind load. The longitudinal channel (11) is deeper than the longitudinal protrusion (10) in order to ensure the upper panel to deflect free without any contact to the lower panel top, disenabling in such a way transmitting of the vertical load from the upper to the lower panel. The soft thermo insulation (12) placed along the bottom of the longitudinal concrete channel (11) doesn't disturb the free deflection of the upper panel. The interconnecting detail of the longitudinal panels (2), (3) and (4) to the vertical strut-panel is shown in cut-of section in Fig. 5. The bearing pad (8) comprises the two inner layers of a rubber-like material (8.1) and the steel plate (8.2) incorporated through the middle of the body, extended at one end. The hole (8.5) passes through the entire height of the bearing pad (8). Referring now to the Fig. 4 and Fig. 5, it is seen that each panel is supplied by the rigid upstanding bolt (8.3) anchored on the upper side of the panel and the short peace of inbuilt steel pipe (8.4) at the bottom side. The bearing pad (8) is slipped upon the bolt (8.3) of a lower panel through the hole (8.5). Before the next upper panel is mounted there's enough of available space at the top side of the panel (between the two sides of the vertical groove of the vertical strut-panel (1)) to weld the protruded end of the steel plate (8.1) to the steel tube (1.2) by the weld (8.6). A next upper panel is positioned upon a lower one with the bolt (8.3) of the lower panel plugged up into the steel pipe socket (8.4) of the upper one. The connection by the rigid bolt (8.3) anchored on the upper side of the lower panel and the short peace of inbuilt steel pipe (8.4) at the bottom side of the upper panel provides each longitudinal panel to be joined at two vertically distant points (one on the top and the other on the bottom of the panel) so that bending moments in vertical strut-panels due to horizontal loads can be transmitted to horizontal panels through a couple of forces at each connecting point, as shown in Fig. 8. In that way the longitudinal panels (2), (3) and (4) are forced to participate in resisting horizontal forces. Thus, the entire arrangement acts as a longitudinal frame. Referring now to the Fig. 14, it is obvious that the width of the concrete flanges (1.1) can be freely extended to an arbitrary dimension (in the longitudinal direction of the building) what significantly increases the moment of inertia of the vertical strut-panel in the transversal direction of the building. Thus, the moment of inertia of the vertical strut-panel (1) can be increased to a necessary amount without increasing the thickness of the plates (1.1) with no protrusion out of the wall plane. One more benefit is that the closed channel between the two tubes (1.2), fulfilled with thermo insulation , inside of the vertical strut-panel, is suitable to guide all kind of vertical installations (1.6) such as drainage pipes, electricity wires and likely, as shown in Fig. 2. The mechanism of the vertical strut-panel (1) is represented in Fig. 11. The longitudinal panels (2) (3) or (4) can freely bend being leaned on bearing pads (8) at their ends as shown in Fig. 6. On contrary, if the stiff vertical strut-panels (1) are bent longitudinally due to acting of horizontal forces the distant interconnecting joints transmit the longitudinal bending moments from the vertical strut-panels into a panels (2) (3) and (4), forcing them to bend as shown in Fig. 8. The prestressed flanges (1.1) of the vertical strut-panel rest practically unloaded when the longitudinal panel bears a vertical load. In transversal direction the vertical strut-panel (1) is stiff. The longitudinal panels (2) (3) and (4), leaned each against the top of the other through the bearing pads (8) at their ends form inner chain (13) in transversal direction, inside of vertical grooves of the vertical strut-panel, as shown in Fig. 11. The huge vertical load causes the inner chain (13) to buckle in transversal direction but the amplitude (14) of the buckling curve is restrained by both flanges (1.1). The vertical strut-panel (1) which was unloaded before the buckling (subjected to the initial prestress only) is now pushed by the concentrated force (H) at the middle of its height (or by some continuous horizontal load) over the part or even the entire height. Hence, the vertical strut-panel (having a large moment of inertia) is now subjected to a pure bending as shown in Fig. 12. The external bending moment is resisted by an internal couple of forces in both prestressed flanges (1.1). The initial prestress reduces tension in tensioned flange and increases the compression in the compressive flange. The compressive flange having a large concrete area avoiding direct vertical load, comprise a large compressive reserve so the entire cross-section is of a huge bending strength.

Claims

1. The assembled, concrete, longitudinally rigid frame construction for large-span buildings, characterized in that comprises the bottom longitudinal panels (2), intermediate panels (3) and top panels (4), all acting as simple supported beams, stacked one on top of the other on intermediate bearing pads (8), inside of the vertical grooves (1.5), between the two parallel flanges (1.1), of the composite vertical strut- panels (1) being connected to them.

2. The vertical strut-panels (1) to longitudinal panels (2), (3) and (4) connection according to claim 1 , characterized in that comprises the intermediate bearing pad (8) used to keep the vertical distance between longitudinal panels transmitting the vertical load from each upper to adjacent lower panel whereby the steel plate (8.2) incorporated through the middle of the bearing pads body (8.1) being extended at one end is fixed to the tube (1.2) by the weld (8.6) (or a bolt) whereby the movement of the bottom of the upper panel is restrained by the bolt (8.3) inbuilt on the top of the lower panel, plugged up into the steel pipe socket (8.4).

3. The composite vertical strut-panel (1) according to claim 1 , characterized in that comprises the two parallel, distinctly wide and thin, centrically prestressed-concrete flange members (1.1), directed longitudinally to the building, forming the two vertical grooves (1.5) at each side, being interconnected by intermediate (one or more) steel tube (1.2), anchored to both flanges (1.1) and fulfilled with the expanding foam (1.3) for insulation purpose.

4. The column-substitute bearing mechanism of the vertical strut-panel according to claim 1 and claim 2, characterized in that the two flange members (1.1) of the vertical strut-panel (1), confining the vertical inner chain (13), formed of simple supported longitudinal panels (2), (3) and (4) ends, inside of the grooves (1.5) of the vertical strut- panel (1) restraining in that way the amplitude (14) buckling curve of the chain (13) due to vertical load applied to the panels and transforming the buckling it into a pure bending of the composite vertical strut panel (1).