CA2163464A1 - Multispan module system - Google Patents

Abstract

The contemporary society has a big variety of functional requirements. Subsequently, the construction is called to accomplish structural spans of several ranges. The beams provide the spans and represent the first technological and financial problem of the construction.
The bending moment of a beam is proportional to the second power of the span. It means, the magnification of the bending moment is exponential in relation to the increase of the span. In case of a span increase, the bending resistance of the beam must follow the magnification of the bending moment. The bending resistance must magnify exponentially too. That is why, now, the beams of different span ranges have different constitutions -full-web beams: rectangular beam, I-beam, box-girder etc.; open-web beams: Virendel-type, trussed beam, space frames etc.. The construction provides a high variety of beam types, it means - a high technological variety. In case of a serial production, the unit price decreases proportionally to the size of the series, it means - proportionally to the technological homogeneity. Otherwise, the unit price increases proportionally of the technological variety.
The general contemporary situation could be described as a high technological variety, about its maximum, of the execution of the beams, a substantial organizational difficulties in the building sites, an aesthetic noncompatibility among the beams and a high price per constructional volumetric unit.
The present invention offers a modular combinatorial resolution of the problem. The modulation allows to subdivide the beam to modules smaller than its entire size. The smaller module is more flexible. The flexibility allows to endow the module with combinatorial qualities. It is possible, combining the same module, to increase the span of the beam and to increase its deepness keeping up the concentration of the material in the beam's section extremities. The concentration in the section extremities means keeping up a strong moment of inertia in conformity with the span. The bending resistance of the beam is proportional to the moment of inertia. According to the process of combinatorial magnification the bending resistance of the beam magnifies exponentially in conformity with the magnification of the bending moment.
The embodiment of the invention contains one trapezium-shaped combinatorial module, which constitutes beams, one rectangular module of several lengths, which constitutes floors, and one module, which constitutes stairs. The combinatorial power of the trapezium-shaped module provides beams of several span ranges per one level of hierarchical combinatorial reproduction and one open succession of hierarchical combinatorial reproductions. The invention ensures the functional-structural variety by the help of one module-type only. The technological homogeneity is about its maximum, the unit price - about its minimum The general situation, based on a modular, combinatorial, multispan system, could be described as a high technological homogeneity of the execution of the beams, an organizational simplicity in the building sites, an aesthetic compatibility among the beams and a low relative, in relation to the relevant multitude of traditional technologies, price per constructional volumetric unit.

Description

2163~61 SPECIFICATION

This invention relates to a modular, combinatorial system, which ensures beams of a multitude of span ranges through the combinatorial power of one module-type only.

The building structure represents the first technological, aesthetic and economic problem of the construction.

The construction answers of the society's requirements. The contemporary society could be described as a high functional variety. This variety enforces the execution of structures of a multitude of span ranges. The beams are the components, which provide the span variety.

The beams work on flexure. The bending moment depends on the load, dead load plus service load, 10. and on the span. If the load has a constant value, according to the building code, the bending moment depends on the span only. The bending moment is proportional of the second power of the span's value. The increase of the span is linear, the magnification of the moment is exponential. If the span increases, the relevant moment magnifies much more. For example, if the span increases 3 times, the magnification of the bending moment is proportional of 9 times.

The bending resislance of the beam must be relevant to the bending moment's value. When the span increases the bending resi~lance of the beam must follow the magnification of the bending moment. The efficiency of the beam's section, in relation to the flexure, must magnify exponentially too. The bending efficiency of the section is proportional of the value of the section's moment of inertia.

20. Until now, the problem has been resolved through the following method. In relation to the short spans, it is in use to make the section of the beam technologically simple. This is the full-web beam, usually - rectangular beam. The moment of inertia of this section is weak, on surface unit basis. This is a bending noneffhcient section. At the same time, the value of the bending moment is weak too, the technological simplicity of the section compensates the structural nonefficiency of the section and the beam is utilizable. When the span increases, the rectangular section exhausts quickly its structural capacity. In this moment the section is out of use. These several spans constitute one range of spans, the range of shortest spans.

The transition to the following span range requires a transition of the beam section, whose structural efficiency has to follow the exponential magnihcation of the bending moment. In this way, it is common to use more sophislicated sections, for example - I-beam bearer. This is also a full-web 10. beam, but through a section more favourable to the resistance - the moment of inertia of this section is stronger than the such moment of the previous section, on surface unit basis. This section ensures several spans and exhausts its structural capacity too. This is the following range of spans. This section is more sophislicdled and the price rises. The price of the span unit of this range is more expensive than the price of the span unit of the previous range.

The next transition is analogous. The next beam section must be much more erricier,l. This necessity requires the creation of the open-web beam. For example - the trussed beam. The moment of inertia of this section is considerably stronger, than the moment of inertia of the previous section, on the same surface unit basis. The spans provided from this beam-type constitute the next span range.
The section of this type is subsequently more sophi~ led and the price goes higher. The span unit 20. from this range is much more expensive than the span unit from the previous range.

The increase of the span is made always in the same way. The l,ansition to the next span range is accomplished through a particular solution of the beam's section. Subsequently, there are one or more types of beams per each span range. Generally, the method is attached to a technologically '~ 2163g6~

specialized solution and to an exponentially higher price per each span range.

The industrial production is a serial one. If the production of one component type increases, the unit price decreases and vice-versa. A particular construction has a volume and a number of component types. In relation to the volume, a higher number of types means a weaker repetition per each type, a weaker production series. It means a higher technological variety, a higher unit price. The unit price decreases proportionally to the technological homogeneity of the production.

The general situation in construction could be described as a high technological variety, about its maximum, of the execution of the beams, a substantial organizational difficulties in the building sites, an aesthetic noncompatibility among the beams and a high price per constructional volumetric unit.

10. The contemporary situation is so complicated because of the technologically specialized method of resolution of every problematic span level. Subsequently, the situation could be improved by a technological universalization of the beam-types' multitude. I have discovered that a modular-combinatorial method could eliminate the disadvantage, the high technological variety, and could keep up the advantage, a good bending efficiency over a multitude of span ranges.

Now, every beam-type is specialized to its own span range. The beams of different span ranges are of different constitutions. That is why, it is not possible to obtain a bigger beam by the superposition and the juxtaposition of smaller ones. In the majority of cases, the beam is produced on the entire dimension of the span. The specificity, the technological variety is about its maximum.

A modular method allows for a decomposition of the beam in units smaller than its entire size. The 20. smaller module is respectively more combinatorially flexible. This flexibility permits to endow the module with combinatorial qualities. Simultaneously, with the dimensions' increase, some ~_ 216346~

combinations among the modules could produce qualitative effects. It is possible, combining the same modules, to increase the span of the beam and to make it deeper, keeping up the concentration of the material in the beam section's exl,e",ities. The concentration in the section's extremities means keeping up a strong moment of inertia in conformity with the span. Otherwise, it means keeping up a corresponding bending resi~lance in the current of the increasing process. If the combinatorial power of the modules is sufficient it is possible to obtain a multitude of spans through a limited number of modules. This is a modular, combinatorial, multispan system.

The fact that the module is smaller than the entire beam allows to penetrate in the intimate constitution of the beam. The combinatorial operations represent an internal mechanism of 10. constitution. This method allows a double transformation in the current of the magnification. The process increases the dimensions, a quantitative change, simultaneously, it keeps up a bending efficient constitution of the beam, a qualitative change. This method surmounts the problem of the exponential magnification of the bending moment passing over a multitude of spans.

Thanks to the combinatorial power of the system, the process obtains beams of a multitude of spans combining the same modules. Passing over different span ranges it does not change the technological bases of the production. The execution of a bigger beam means simply to combine a bigger number of the same modules. That is why, in this case, the magnification of the price is quasi-linear proportional to the increase of the span.

The profitableness is proportional to the technological homogeneity of the construction. One modular, 20. combinatorial, multispan system ensures a functional-structural variety by the help of a limited number of modules, otherwise, keeping up the technological homogeneity about its maximum. In relation to the volume, the system ensures series of production per type about its maximum and respectively - a relative price per unit about its minimum.

2163~64 The general situation in construction, based on a modular, combinatorial, multispan system, could be described as a minimum number of module types and a strong combinatorial power of the modules.
These conditions ensure a high technological homogeneity of the execution of the beams, an organi,dlional simplicity in the building sites, an aesthetic compatibility among the beams and a low relative price per constructional volumetric unit.

The relative price means - in comparative with the multitude of traditional technologies, which ensure the same variety of structural production.

In drawings which illustrate embodiments of the invention, Figure 01 is a combinatorial module T in two-dimensional projections.
10. Figure 02 is a floor module F in two-dimensional projections.
Figure 03 is basic modules of Multispan Module System in axonometric view: T-HS, F1, F2.
Figure 04 is a staircase module ME, in three projections.
Figure 05 is a staircase module ME, in axonometric view.
Figure 06 is an embodiment of double staircase in three projections.
Figure 07 is an embodiment of double staircase in axonometric view.
Figure 08 is configurations of beams A, B, C; corresponding spans - PA, PB, PC.
Figure 09 is a configuration of a beam D, corresponding span - PD.
Figure 10 is: a circuit configuration - CF8, a three-hinged moment resisting frame based on A beam -PA3A, a two-hinged moment resisting frame based on A beam - PA2A.
20. Figure 11 is configurations of two particular moment resisting frames based on A beam, PAT - PAS.
Figure 12 is two configurations, a moment resisting frame based on B beam - PB2A and a moment resisting frame based on C beam - PC2A.

2163~64 Figure 13 is a two-hinged moment resisting frame (halfl, based on D beam - PD2A.
Figure 14 is an exemplary, functionally and structurally variable, configuration - multispan.
Figure 15 is an exemplary high-rise configuration - multispan.
Figure 16 is an exemplary configuration, based on a minimum application of the G beam - multispan.
Figure 17 is an axonometric view of an assembly example of Multispan Module System.
Figure 18 is an assembly detail - K.
Figure 19 is an assembly detail - L.
Figure 20 is an assembly detail - M.
Figure 21 is an assembly detail - N.
10. Figure 22 is an assembly detail - O.
Figure 23 is an assembly detail - P.
Figure 24 is an assembly detail - Q.
Figure 25 is an assembly detail - R.
Figure 26 is assembly details - S1, S2, S3.
Figure 27 is an assembly detail - U.
Figure 28 is a detail of a longitudinal wind bracing for nonseismic geographic zones - V.
Figure 29 is a detail of a longitudinal lateral stiffness for seismic geographic zones - VS.
Figure 30 is an wind bracing example of a three level assembly.
Figure 31 is a post-tensioned beam - W, a parallel possibility.
20. Figure 32 is a detail of bolt's head, which extremity equals the T module's thickness - Y.
Figure 33 is an assembly detail of two T modules, jointed through the big base and the small base -Z.
Figure 34 is a beam cr~ssi"g detail, DC.

The Multispan Module System is constituted basically of two types of modules - T, F, figures 01, 02;
one of which is particular - the T module. This is the combinatorial module constituting beams.

216~64 The T module is trapezium-shaped, figure 01. The static scheme represents a trapezium with moment resisting angles. The dimension of the trapezium's big base GB represents a multiple of the small base's PB dimension. The PB dimension represents a multiple of the width LF of the floor modules F1 and F2, figure 02. In this way, the same floor module is connectible with the big base and with the small base of the T module. The trapezium's bases have a vertical dimension ET. The ET
dimension may equal the floor F module's tickness EF. The trapezium has a central opening in the way to ensure the rigidity of the four angles and in particular the rigidity of the big base's two angles.
One exemplary opening represents an irregular hexagon, symmetric about a horizontal axis, HS. The DV1 dimension is bigger than the ET dimension. Another exemplary opening represents an irregular 10. hexagon, nonsymmetric about a horizontal axis, HNS. The DV2 dimension is similar to the ET
dimension. Another exemplary opening embodies right angles to the big base, ADB. The DV3 dimension is similar to the ET dimension. Another exemplary opening follows the trapezium and embodies round angles to the big base, OAA. The DV dimension may equal the ET dimension, but it can not be smaller. The T module's opening may have a multitude types of configurations. Every opening must be shaped in conformity with the static scheme, it means to ensure four moment res;aling angles, in particular - the big base's two angles. The T module is executable in different sizes. The height of the module HT is proportional to the deepness of the beam. The height HT may equal a fraction of the height of a storey. In this case, the T module's opening is relevant to the llansition of the mechanical distribution. The height HT may equal the height of a storey too. In this 20. case,the T module's opening is relevant to a door. Except for particular cases - the TAP version,the T
module is transversally p~-ss ~'e. The usual execution of the T module is the open web version, TAV.
Another variant of the T module's execution is the full web version,TAP.The TAP version is aFF' --~'e on the especially al,t:ssed spots, figures 08, 09, 10, 11, 12, 13, 14, 15. The combinatorial power of the system is illustrated by the application of the T module's HS-CF8 version, figures 01, 03, 10.

216~64 -The F module represents a rectangular slab, figure 02. This embodiment is based on the hollow-core slab. The tickness of the slab EF may equal the ET dimension. The rectangle's extremities, corresponding to the LF dimension, represent semi-cylindrical cores, which are open at the low site.
These ex~,er".~;os allow to connect the F module on the small cylinders of the big base and on the small cylinders of the small base of the T module, figure 27. This is the floor module.

The figure 03 illustrates the basic modules of the Multispan Module System on three-dimensional view. The T module has the niches and the small cylinders, which are relevant to the corresponding connecting details. The F module is developed in two span versions. The F1 module represents a floor module of a larger span, GP. The F2 module is the floor module of a shorter span, PP - a 10. recor"mendable dimension for PP is 1/4- 1/3 from the GP span.

The staircase module ME is relevant to one storey and represents a monolithic piece, figure 04. This is a two flight staircase. The staircase is constituted from a load bearing wall, located in the stairwell.
The two flights and the half space landing are cantilevered on the load bearing wall. All parts of the staircase are carefully designed in relation with the modular environment, projections - Il, Il-TR. The projection Il-TR represents the modules as transparent solids. A multi-storey staircase is executab'e by the superposition of several ME modules. The sl..;.case is precisely modulated and self-supporting.

The figure 05 illustrates an axonometric view of ME module, located in the middle of the short span.

The staircase modulation allows an execution of a double staircase configuration, figure 06. The 20. double staircase is as precisely modulated as the single staircase is, projection ll.

The figure 07 illustrates an axonometric view of a double staircase, located in the middle of the short span PP.

216~6q -The figure 08 illustrates the first combinatorial position of the system - beam A. A ~ispo~iticn of the T
module, in alternation, the big base - up and down, up and down, ... constitutes a beam, figure 18 -detail K. The middle-height spots of the trapezium's sides are connected with each other, hgure 19, detail L. The K, L -type connections pa,lic;pale to the transrnission of the local bending moment. One wider side co",~'ements a more narrow one from both sides of the joint bctwecn two modules. In this way, the more rigid angle of the trapezium's big base compliments the less rigid angle of the small base. This complementarity constitutes an X type vertical parts. These parts ensure the shear stresses working on local flexure in collaboration with the horizontal parts, the trapezium's bases. The entire beam works on (general) flexure as a quasi-monolithic one. This is a Virendel-type beam. The 10. deepness of the beam equals the height HT of the T module. Depending on the execution's and arF'ic-fion's pardn,elers, this beam is able to ensure several spans. This is the first span range - PA.

The figure 08 illustrates the second comb.. ,alorial position - beam B. The big bases of the T module touch each other, in alternation - up and down, up and down, ... The big bases are directly connected, figure 20 - detail M. Both extremities of the small base are connected with the middle-height spots of the adjacent trapeziums' sides, figure 21 - detail N. The O-detail - figure 22, completes the extremities of the entire beam. Generally, the configuration is triangular. One stress trans",ission between the connection points of the big bases, points M, is quasi-axial. This quasi-axiallity decreases the local bending moment of the beam's parts. The value of this local bending moment, quasi-zero, is considerably smaller, than the value of the local bending moment of the PA-spans beam. This 20. particularity means, that the structural efficiency of the triangular configuration is considerably higher.
The worki"g mode of the B-type beam is similar to the working mode of a truss beam. The deepness of the B-type beam equals one and a half 1 .5HT of the T-module's height. The bending resistance of the B-type beam increases by the increase of the height and by the increase of the structural efficiency. This beam is able to ensure several spans. This is the second range of spans - PB.

2163~6 1 The figure 08, beam C, illustrates the third comt.. ,atorial position. The T modules are connected by the entire small bases and the exl,~",ities of the big bases. The parts of the beam of this composition work on local flexure. This is a Virendel-type beam. The deepness of the beam equals two heights 2HT of the T module. The bending resi:,lance of the beam increases by the strong increase of the height. The spans of this beam-type constitute the third range of spans - PC.

The constitution of the next range beams closes one com~indlorial cycle, figure 09 - beam D. Two parallel A-type configurations, figure 08, are connected through C-type couple units, figure 08. The parts of the T module work on flexure to ensure the r~si~lance of the T module's configuration. This is the micro-local level of flexure. The C-type couples ensure the l~ans"~ission of the shear stresses.
10. The C-couples' ~ispo~ition reflects the distribution of the shear sl,esses. The two A-configurations, high and low, work on flexure, in collabor~tion with C-couples, to transmit the same shear stresses.
This is the local-level of flexure. At the same time, the two A-configurations transmit two axial stresses. The A-high configuration works on axial compression. The A-low configuration works on axial traction. The axial work of the two A-configurations ensure the bending moment of the entire D-beam. This is the general flexure. This is a Virendel-type beam, which parts work on a thrcc Icvcl flexure. The three levels of flexure correspond to a double reduction of the D beam's dead load.

The kind of an open web beam means a reduction of the dead load of the beam without penalty to his bending ,esislance. The openings reduce the beam's dead load. Generally, the D beam is an open web beam. There are openings among the C-couples. At the same time, the parts of the beam, the C
20. couples and the A configurations, have openings too. The D beam is an open web beam on a macro-level and on a micro-level. The double reduction represents a loga-ilh",.c, counterversally exponential, reduction of the D-beam's dead load, in co",parison with the same deepness 4HT beam without openings.

2163~6il -One A configuration is bending resialanl, figure 08 - A. It means, this is an entire beam. On the other hand, the same A configuration partil~ip~tes in the constitution of a beam, figure 09 - D, as a component. This particularity means that the T module's combinatorial power provides beam-combinations of hierarchically different levels. The A beam is reproduced on the D level. This is a h.erar~h.~-' combinatorial reproduction of beams.

The hie,~rch.c-' reproduction provides an increase of the deepness and, simultaneously, a loga,ilh",.c decrease of the beam's dead load. The reproduction reproduces an open web beam to an open web beam. It means, the reproduction keeps up a material concenl,-dlion in the extremities of the beam's section. The material concer",dtion in the extremities of the section keeps up a 10. maximum value of the section's moment of inertia. The increase of the deepness, the logarithmic reduction of the dead load and the ~pkeep..,g of maximum moment of inertia compensate the exponential magnification of the bending mor"enl and ensure a hierarchical reproduction of the D-beam's bending resislance.

The deepness of the D-beam equals four times 4HT the T-module's height. The spans of the D-type beams constitute the fourth range of spans - PD.

The combinatorial character of the D-beam introduces a new structural aspect. In case of a multi-storey construction, the lesialance of the beams is locally treated, for example - per storey. At the same time, on the base of the D-configuration, it is possible to est-~' sh structural ,~ldtions on the scale of the entire construction. It is pc~s:~!e to achieve a very powerful all-construction-scale 20. resistance making use of the device, which is utilizable in the scale of the beam unit - the only T-module and all the rest - this is the T-module's combinatorial power.

The four comt.ndtorial levels A, B, C, D, represent only one combinatorial, hierarchical cycle of the 2163~61 system. Beams of superior levels are also possible. The achievement of these superior levels passes through combinations similar to those of the transition from A-type level to D-type level. It is possible to reproduce the D beam on one hierarchically superior level making use of two D beams as hori~Gnlal components, high and low, of one new G beam and putting in groups of T modules betv.~ecn the two hori~Gnlal components according to the shear stresses - a second combinatorial, hierarchical reproduction on a deepness of 16HT, on a logarithmic reduction of the dead load and on a PG span of the hierarchically next range. Figure 16 illustrates a configuration based on a minimum G beam. The increase of the deepness, the loga,itl"nic reduction of the dead load and the upkeeping of a section's maximum moment of inertia reproduce the bending resistance of the G beam on a 10. hierd,~h.-,ally superior level. It is possible too to constitute beams of intermediate deepnesses and spans between D and G levels, like the first hiera,~;~"c-' reproduction. In cG,nparison with D beam, these conhgurations are more deep, have longer spans and relevant bending resistance reproduced.
The corn~..,dtorial, hierdr~;h.--' succession is not limited on principle. This is a ~landard"~:petitional operation of a combinatorial, hi~rdrch-c-' reproduction. The Multispan Module System is cGl"'-indlorially open.

Although an open hierarchic-' reproductivity, the technological and pra~tical conditions impose certain limits to the application of the combinatorial development. The beam units of four presented levels A, B, C, D, are directly ~FP'~ 'e to the construction. The A-type beams, through a relevant height HT of the T module, are applicable to average scale buildings. The B and C -type beams are 20. apF' --~'e to relatively large buildings. The D-type beams, through a relevant height HT of the T
module, are apF'.c-~'e to megastructures. The beams from levels superior to the level D, as beam units, exceed the average building scale. These beams are not directly ~p' --~'e to the contemporary buildings. The beams of level G and over keep theirworth in the sense of structural rel~tions on the scale of the entire building in the case of large and complex structures, like the D

216~6~
_ beam. In the case of such structures, it is possible to ach.~Ye bending r~s,slance and wind bracing in the powerful scale of the entire building making use of certain combinations of comb:nalorial levels superior than D. Such major qualities are accesc;'1le without the arp'ic-~ion of special and expensive devices. All qualities, average and special, of the system are ~ccescihle on the base of the only T
module, respectively - produced in a very high series. The figures 14, 15 and 16 give a look over this horizon of possibilities.

The figure 10 illustrates moment resi ,li"9 frame configurations. A particular accomplishment of the T
module allows the constitution of circuit-type configurations, figure 10 - CF8. The figure 10 - PA3A
represents three-hinged moment r~:sialing frame on the base of the A-type beam. The figure 10 -10. PA2A represents two-hinged moment resisting frame on the base of the same A-type beam.

The figure 11 illustrates more special types of ",o",ent resisting frames. The figure 11 - PAT
represents a macro-trapezium-shaped moment resisting frame on the base of an A-type beam. In the case of an uniform service load, the trapezium-shaped configuration is very close to the funicular of forces, the parabola. This particularity means, that the value of the bending moment is downkeeped to its minimum in relation to given span and service load. Subsequently, the trapezium-shaped configuration is particularly appropriate to large spans. The figure 11 - PAS illustrates a free-configuration moment resisting frame on the base of A beam. Such configuration is able to integrate many functions in the same time. The illustrated configuration i,lleg,dles the functions of a roof and a stand of a sport hall. If the height of the T module equals the height of a storey, the 20. ho,i~onlal part of a moment resisting frame, or any other configuration, tepresenls a habitable storey.

The figure 12 illustrates the following co",binalorial c~p~ities in the matter of moment res;~li"g frames. The figure 12 - PB2A represents a moment resisting frame, based on the B-type beam. The deepness of the frame equals one and a half 1 .5HT heights of the T module. The figure 12 - PC2A

216346~
-represents a moment resisting frame based on the C-type beam. The respective assembly detail is Z
- figure 33. The deepness equals two 2HT heights of the T module. There are two comb.. ,dlions to accomplish the direction's change, the moment resisting frame's angle. The illustrated one is the more rigid combination.

The hgure 13 illustrates a moment resisting frame configuration based on the D-type beam. The deepness of the "~o",enl resiali"g frame equals four 4HT heights of the T module. There are many co",t.nations to accol"p';sh the direction's change, the moment resisting frame's angle. The illustrated combination is the simplest one.

All moment resisting frame configurations are present as examples. The configurations based on 10. A-type beam do not exhaust all combinatorial polenlial in the matter of ",on~enl resisting frames. The system is cornb nalorially open. At the same time, all possible moment resisting frame configurations, circuit CF8 included, based on the A-type beam are producible on the base of all other beam-types -B,C,D,...etc. The Multispan Module System is gradually homogeneous.

The figure 14 illustrates a multifunctional applic~~ion of the system. The general configuration integrates a multitude of already analysed, beam-configuration units. In the case of a considerably high-rise configuration a new quality is achievable. The su,uer~,osition of many A-type configurations produces a structural quality in the vertical direction of the building. Two adjacent T modules constitute one X-type vertical part, figure 08 - A. The X parts are superposed and constitute pillars, PX1-PX2 and PX3-PX4 - figure 14. The same parts, with the lr~nsitions through the couples of 20. trapezium's small bases, constitute diagonals - DX1, DX2, DX3, DX4, DX5. The diagonals connect the pillars. The pillars and the diagonals constitute an entire-building-scale shear-truss. The high-rise part of the configuration acts as a shear-truss cantilevered out of the ground through the low-rise part.
In the vertical direction, relevant to the wind action, the configuration is bending r~sislanl of a mixed type - axial-virendel. The stress l,ansr"ission, in the vertical direction, is quasi-axial through the pillars, PX1-PX2 and PX3-PX4, and make no problems. In the direction of one diagonal, the stress I,ansmission through the small-base cour'es provokes a local bending moment. Small-base couples have a double dimension 2ET, which equals the horizontal dimension of the rigid angle DV1, and ensure easily, in co"-'~ordtion with the X parts, this local bending moment. Parentl,e~ically, this is a reason to make the DV dimension bigger than ET dimension. The deepness of the shear-truss equals the high-rise part's width - PX1 - PX3. Subsequently, the bending resistance or the lateral stiffness of the shear truss is very powerful and could ensure the wind bracing of a very high-rise configuration.

10. The figure 15 illustrates another aFp'.--flcn of the system in the matter of high-rise buildings. One A-type beam can bear floor modules through its low extremity as well as through its high extremity. In case of such composition one multi-storey configuration needs one A beam on every other floor.
Consequently, every other floor is free from T modules all over the width and the length of the building. The width of the free space is limited only by the maximum span of the A beams. It is possible too to make the same configuration through the other beam-types, B, C, ... The functional advantages of such free spaces are considerable. The vertical l,ansl"ission of the load is accomplished through the same T modules disposed in the extremities of the configuration's width.
The T modules pillars, CT1, CT2 and CT3-CT4 constitute moment resi~ing macro-angles with the A
beams. In this way, there is one moment resisting frame-effect on every other storey. As a matter of 20. statics, the entire configuration represents a multi-storey moment resisting macro-frame, respectively - many times statically indeterminate. This moment resisting frame ensures the wind bracing of the configuration in its plan. The configuration shows possibilities of a double storey height - DHE1 and DHE2. The possibility of constitution of large simple-span beams is valid in the matter of hammer-beams too. The configuration shows two large span beams cantilevered out of the both 2163~64 sides of the configuration on the level of the double storey - DHE2.

The figure 16 illustrates a building configuration based on the G beam. The configuration provides a series of large spaces - among shear parts of the D beams, among shear parts of the G beam and under the G beam. The configuration is super~ osat'e on itself and may repeat the great space under the G beam. For exdmFle, it is possible to accommodate Sp~CiQUS television and movie studios at a high-rise disposHion. Such complex structures could make compatible many urban scale functional units: high ways, t,dnspo,l stations, shopping malls, theatres, sport arenas, etc., and provide a high town planning effficiency. The configuration illustrates a minimum development of the G beam. The maximum G development may achieve a span in the scale of 240 meters (800 feet). The apF' ~ on 10. of the G beam and the maximum span question are a very experir"ental matter. The maximum span is not limited on principle - the system is coml~ ,~'orially open with bending r~:sialance reproduction.
The limitation is due to technological and practical conditions, which may vary and evolve. The question of a maximum span remains crcatively and evolutionary open. The G based configuration is a megastructure. This is a ",ega:jl,ucture in short term and this is an average structure in long term.

The figure 17 illustrates a three-dimensional view of an assembly example of MuHispan Module System. The large span GP floor module is present as well as the short span PP floor module. There are, on the both extremities of the short span PP fillet, two superposed staircase modules ME and three superposed wind bracing details V.

The figure 18 illustrates the assembly detail K of two T modules from the A configuration, figure 08.
20. The slandar~l metal plate PM fills the joint between the pieces. The fixation is made through two bolts of medium length. The two boHs ensure the transmission of the local bending moment as usual.

The figure 19 illustrates the assembly detail L of A-type beam, figure 08. The metal plate is different 2163~6~

from the standard plate PM. The fixation is made through two longer bolts. This detail ensures, despite the existence of only one bolt per module, the l,dnsr"ission of the local bending moment.

The figure 20 illustrates the assembly detail M of two T modules of B, C and similar beams, figure 08.
The metal plate equals 2PM. The fixation is made through four bolts of medium length.

The figure 21 illustrates the particular asse,nbly detail N of B-type beam, figure 08. The metal plate is PM. The fixation is made through two bolts - shorter and longer.

The figure 22 illustrates the assembly detail O of the extremity of B-type beam, figure 08. The standard metal plate PM is present two times in this detail. The fixation is made through four bolts, two by two - shorter and medium. The detail is entirely metal.

10. The figure 23 illustrates the assembly detail P of three T modules. The metal plate equals 3PM. The fixation is made through six bolts of medium length.

The figure 24 illustrates the assembly detail Q of four T modules of a superposition of two A beams, figure 14. The metal plate equals 2PM. The fixation is made through four bolts of medium length.

The figure 25 illustrates the assembly detail R of four T modules. The metal plate equals 4PM. The fixation is made through eight bolts of medium length.

The figure 26 illustrates the three assembly details S1, S2, S3 of two T modules, which change the direction of CF8 and similar configurations, figure 10. The three metal plates are based on the standard plate PM. The fixation is made through four bolts of medium length, four shorter bolts and two longer bolts. The l,ans",ission of the local bending moment is normally accomplished. In the case 20. of this assembly, the entire joint is not hinged. We should consider the entire configuration as a continuous one - the general bending moment is also transmitted.

2163~ 64 The figure 27 illustrates the assembly detail U between T module and F1 or F2 module, figure 17.
The detail is the same on the high extremity and on the low extremity of the T module. The semi-cylindrical cores of the module's extremity repose on the T module's small cylinders. The extremities of the cores and the small cylinders have metal hoops. The fixation is made through an welding among the hoops. As a maner of statics, there is not a moment resisting joint be~cn the T module and the F module in the transversal direction of the T modules' ~Jisposition. This is a hinged joint.

The figure 28 illustrates the detail of the standard wind bracing, V. The lateral resistance problem has two directions. The first one is in the plan of the T module's disposition. The second direction is perpendicular of the first one. One T module configuration is a two-dimensional structure. The 10. configuration is rigid in its plan only. In case of one usual construction, the beams are disposed in the transversal direction of the building's length, figure 17 - ST. The length of the floor modules F is d,sposed in the longitudinal direction, figure 17 - SL. The transversal ~li,e~;tion is the direction of the basic wind bracing problem. The longitudinal direction is the one of the secondary wind bracing problem ber~use of the bigger building dimension. One T module conhguration is particularly rigid and ensures the wind bracing in the transversal direction through its proper qualities, figure 14. The V
detail provides the wind bracing in the longitudinal di,~ tion. The system remains two-dimensional and the wind bracing in the first p,oje~,tion is provided through the floor modules F. The floor module F has two spans - large F1 and short F2. The large span produces the important functional sp~ces The short span produces the service spaces: staircases, lifts, corridors, etc.. Functionally, it 20. is possible to d;spose the short span and the large span of the floor module in alternative order. The short span is appropriate for the application of the wind bracing detail V. The detail represents two tensile cross-bars. The cross-bars work in collabordlion with the two adjacent floor modules F2, high and low. The two adjacer,l floor modules F2, the two adjacer,l T modules and the two cross-bars V
constitute a rigid rectangle. In case of wind action the respective T and F2 modules ensure the 2163~64 compression and one of two cross-bars ensures the traction. This way of work ensures the maximum lightness of the cross-bars. The cross-bars are metal. The cross-bars' extremities are shaped through the slandar.J plate PM. The fixation on the T modules is a standard fixation, through bolts. The V
detail ensures the secondary wind bracing in terms of the entire building. The tensile cross-bars act as axial truss members and the V detail has a good performance in nonsei3n,.~ geographic zones.

The figure 29 illustrates the detail of the seismic lateral stiffness, VS. The VS detail is designed for seismic geographic zones. The detail acts in collaboration with two a.ljacer,l T-modules. The exl,el".:ies of the T-modules are connected through two moment resisting bars. There are two tensile cross-bars between the " ,o" ,ent resisting bars. The extremities of the cross-bars do not coincide with 10. the moment resisting bars' extremities. The whole configuration is an eccer,l,ic braced rectangle. In case of lateral forces, one cross-bar provokes flexure in the moment resi:,li"g bars because of the eccent,icity. If the lateral forces do not exceed the design forces, the moment resisting bars deflect and transmit the stresses. In case of excessive earthquake lateral forces, the moment resisling bars deform up to the stage of noneccenl,icity of the respective diagonal direction, dissipdling the earthquake's energy. The configuration ~ ~;ssir ~os the energy through a cor,lr "e d deformation and without structural damages.

The figure 30 illustrates an wind bracing in the case of system's three level assembly example.

The wind bracing of a moment res,iti"g frame, in the transversal direction of the frame's plan, figures 10, 11, 12, 13, is provided in the way of the general wind bracing. The moment ,esijti"g frame has to 20. be built in two identical configurations in juxtaposition of the short span PP. The two moment resisting frames are connected through the F2 modules and V or VS details, figures 28, 29. This double frame configuration represents a moment resisling frame unit and has stiffness in the two perpendicular directions, similar to figure 30 - central part. This method is able to provide lateral stfflness to a heavy 2163~6~

moment resisting frame, for example - a frame based on the D-type beam, figure 13.

The figure 31 illustrates a post-tensioned beam, W. The two trapezium's bases, the big one and the small one, have three longitudinal cores each. These cores are co-ordinated with the fixation bolts' cores. In case of necessity, in relation to a beam or an~,lher building part, it is poss~ to pass the post-tensioning cables through the cores and to apply the respective tension. The figure 31 shows the anchors of the post-tensioning cables on the extremities of an A-type beam. This assembly techn.4ue is compatible with the usual one already analysed. In case of a complex construction, it is possible to apply the usual assembly technique in the majority of cases and to apply a post-tensioning to certain particular beams and locations. It is a parallel possibility.

10. The figure 32 illustrates a particularity of a medium length assembly bolt, Y. The bolt's extremities, disposed on the trapezium's big base, are located in niches. The niche's depth approxim~lely equals the tickness of the bolt's head and nut. In this way the bolts are not an obstacle for the assembly of the floor modules F1 and F2.

The figure 33 illustrates the assembly detail between two T modules, Z. The detail connects the big base of one module with the small base of another one. The small base may be located in the middle of the big base, figure 33, as well as on the extremity of the big base, figure 12.

The figure 34 illustrates a beam crossing detail DC. All T module configurations are two-dimensional.
A parallel disposition of such configurations needs V or VS details to ach ~.c lateral stiffness. The cross clisposition of T module configurations provides a mutual lateral ~tirr,less and basically such 20. disposition does not need the V or VS details. The system remains two-dimensional and the lateral stiffness in the first projection is provided through all floor modules F. The system is able to provide a criss-crossed wall beam configuration through several beam-types - staggered beams. The DC detail 216346~
-provides a crossing possibility. All beam types A, B, C, D, etc. and respective moment resi:jli, Ig frames are crossible. The Multispan Module System is crossing homogeneous.

The modules, which illustrate the Multispan Module System, have exemplary dimensions. The modules, the con,b..,atorial configurations and the details are acco""~'-shed in nominal dimensions.

The T, F and ME modules have not particular ~sl,i~lions in the matter of construction ",aterials. The concrete is lightly advisable to execute the modules. The three module types T, F and ME are also executable in construction metals.

Usually, the beams are located in the transversal direction of the building. The floor modules are located in the longitudinal direction, among the beams. In case of an usual disposition, the floor 10. modules F, of large span GP and short span PP, are located in alternative order. The short span modules F2 produce service and communicalion spaces. The large span modules F1 produce basic function spaces. If the height of the T module HT equals the height of the storey, the T module is transversally pass~le. It is possible to install a door as well as to leave an opening per each T
module. The T modules, it means the solid walls of the building, do not restrict the space organ;sdlion. If the beams of the storey are A-type beams, figures 08, 14, 15, 16, the structural elements, which le~ I;.Sh walls, are the T modules. In this case the span equals the length of the floor modules F1 and F2. The big span GP could be 12 meters (40 feet). In the transversal direction of the F modules' length, the juxtaposition of such modules is not limited. In case of a high-rise building, figure 15, the T modules are not needed on each storey. Every other storey is free of such 20. modules. The span equals the span of the A-type beam. This span could be 30 meters (100 feet).
Analogically, the B, C, D-type beams produce i"lerior:~ respectively more spacious, figure 14. The D-type beam could reach a span of 90 meters (300 feet) and more, figures 09, 14. A complex configuration, based on several types of beams - G type included, could reach a span of 240 meters 2163~6'1 (800 feet), figure 16 illustrates a minimum appljr~tion of G type. The l\A~I'tisp~n Module System produces a particularly rich and flexible space gamut.

The space gamut has a functional aspect. The building functions change following the society's development. The frequency of these changes is increasing. The classic-type buildings have structures closely related to the function, the function foreseen for the moment of the inauguration of the building. After the inauguration the full~lional requirements start to change and the classic buildings become more and more difficult to equip, to adapt to the new requirements. The period of the functional ~ic;ency is decreasing. On the other hand, the construction materials and the structures are dcv~l~ping in the opposite direction. The new structures become more and more 10. durable. The entire p~cess of creation dcvclops in double directions, the durability of the structural effciency increases - the durability of the fun-,1ional effciency decreases. The gap ketwecn the two durability's devaluates the general efficiency of the building. The improvement of the situation is possible through the increase of the durability of the fun-;tional efficiency in conformity with the durability of the structural one.

Multispan Module System holds out big spans and variety of storey heights. The rich space gamut has very little or has no reldliolls with any functional specificity. These spacious rooms are equipable and reequipable in different ways and make no obsl~rl~s for any future adapl-~iQn. The lack of functional specificity means a presence of functional universalism. The stage of Multispan Module System's universalism is much higher than the one of the exi~lenl construction systems. This is the 20. universalism, which may keep up the functional efficiency's durability on the level of the structural effciency's durability. This is the stage of the general efr,cier,~;y of the system, which maxi",i~es the worth of the building. This analysis shows the long term proftableness of Multispan Module System.

One classic structure represents a series of slandar~ internal co",ponents and particular peripheral 2163~64 components. The peripheral components close the entire structure and in this way the volume is firmly determined. One extension necessity is difficult to execute. The extension requires a partial destruction of the peripheral components in order to ensure connections with the new components.
A construction through Multispan Module System represents a series of ~landard modules. The peripheral modules of the construction are idenlical to the internal modules and keep always the possibility to ensure new connections in the direction of one extension. If the building envelope is not taken into consideration, the construction is naturally exlensil)le. Multispan Module System is a structurally open system.

Generally, there are two basic configurations in relation to the seismic behaviour of the structure. The 10. first one is the classic rectangular building frame. Basically, there is not lateral slirr"ess - the configuration is laterally flexible - maximum flexibility and minimum rigidity. The ach evement of the stiflness requires the arF'.c~fion of very special devices such as moment r~si~li"g joints, shear walls, shear trusses etc.. The second one is the trussed building frame (triangular). As a matter of :,lifrl,ess, this is a very rigid configuration. The members of the structure are prec;sely axially stressed and there is maximum rigidity and minimum flexibility. At the same time, this kind of structure is not able for ductile behaviour and for ~lis~ tion of the earthquake's energy. If the earthquake's lateral forces are larger than the design capacity of the structure, the building is crucially structurally damaged.

The two configurations, the rectangular frame and the trussed frame, are the two structural opposites.

The tMp~ l conhguration provides advantage properties from both structural opposi'es. With the 20. exception of the B-type beam, figure 08, a lldp. --~-' configuration, in its plan, is neither rectangular nor triangular (trussed). The inclined sides of the trapezium and the double height 2ET of superposed trapezium's bases allow a quasi-triangular stress transr"ission, figure 14 - DX1, DX2, DX3, DX4, DX5, which provides considerable stiffness. SimuHaneously, the basic combinatorial position, figure 08 -216346g -beam A, does not e '-'I'sh triangular connections and allows, through the local flexure, more flexible, ductile behaviour of the structure's components. In the case of earthquake forces, higher than the design capacity of the structure, the trapezium's bases with the hinges of the web X-parts deflect considerably and d;~c;l~le the earthquake's energy without structural damages.

The trapezium-shaped structure is a synthesis between both structural oppos~'cs - flexibility and rigidity.

The structural analyses, present in this specification, have no quantitative character. These analyses have a qualitative one. In this way, the analyses are valid over a large dimensional and combinatorial spectrum of concrete exan,F'es.

10. The principle destination of Multispan Module System is the construction. At the same time, the strong combinatorial power of the system is able to stimulate the space sense and the imagination of young people. The educational value of the system is considerable and the system is execut-''e as an educational device. The system is executable too as a model device for all users of the system and appl.--'le during the pr~cess of a construction projections. In this way, the execution of the system has no ~t~i~tions in the matter of scales and materials.

Multispan Module System is a combinatorial system. Many combinatorial examples treat the basic combinatorial power of the system, figures 08, 09, 10, 12, 13. Some e)~an,rles treat the combinatorial power of the system on a higher levels, figures 11, 14, 15, 16 These examples are chosen in order to present the character and the stage of the system's comb'. ,~lorial power. The system is 20. CGm~ dlorially open. The all possible combinations are neither countable nor presentable. The strong cor,lb.. ,dtorial power of the system represents a large creative field for all potenlial users.

Claims (24)

1. The embodiments of the invention in which an exclusive property or privilege is claimed are defined as follows:
   
   01. A modular and combinatorial system, comprising one trapezium-shaped module constituting beams, one rectangular module of several lengths constituting floors and one staircase module.
2. 02. A modular and combinatorial system, as defined in claim 01, whose trapezium-shaped module is in conformity with a static scheme representing a moment-resisting-angles trapezium and the so called module is executable as open-web module and as full-web module and the module contains a niche on the mid-height of each trapezium's side and contains a niche longitudinally on both extremities of one trapezium's base and a bulge longitudinally on both extremities of the other trapezium's base in order to ensure the assembly between the same modules and the so called module contains bulges cantilevered transversally out of the both sides of the trapezium's both bases in order to ensure an high-low universal assembly support for the rectangular floor modules.
3. 03. A modular and combinatorial system, as defined in claim 01 or claim 02, whose floor module represents a rectangular slab, whose two extremities have down side open cores in order to allow the assembly of the floor module on the small cantilevers of the big base and on the small cantilevers of the small base of the trapezium-shaped module.
4. 04. A modular and combinatorial system, as defined in claim 01, 02 or claim 03, whose staircase module corresponds to one storey and the same module is modulated in conformity with the modulation of the trapezium-shaped module, and the same module constitutes single two-flight staircases and double four-flight staircases through a superposition of the module.
5. 05. A modular and combinatorial system, as defined in claim 01, 02, 03 or claim 04, whose trapezium-shaped module constitutes beams, and the deepness of the beams equals the height of the trapezium-shaped module, and the constitution is made through a disposition of trapeziums, in alternation, the big base - up and down, up and down, ... and through these type of beams the system provides the first range of spans.
6. 06. A modular and combinatorial system, as defined in claim 01, 02, 03, 04 or claim 05, whose trapezium-shaped module constitutes beams, and the deepness of the beams equals one and a half heights of the trapezium-shaped module, and the constitution is made through a such disposition of trapeziums that the big bases of two series of trapeziums are directly jointed and the two series penetrate each other in order to connect one series' small bases' extremities with the mid-height spots of the trapezium sides of the other series and vice-versa, constituting a quasi-triangular configuration and through this type of beams the system provides the second range of spans.
7. 07. A modular and combinatorial system, as defined in claim 01, 02, 03, 04, 05 or claim 06, whose trapezium-shaped module constitutes beams, and the deepness of the beams equals two heights of the trapezium-shaped module, and the constitution is made through a such disposition of trapeziums that the big bases of two series of trapeziums are directly jointed and the same two series of trapeziums are connected by a superposition of the small bases and through this type of beams the system provides the third range of spans.
8. 08. A modular and combinatorial system, as defined in claim 01, 02, 03, 04, 05, 06 or claim 07, whose trapezium-shaped module constitutes beams, and the deepness of the beams equals four heights of the trapezium-shaped module, and the constitution is made through a such disposition of trapeziums that two parallel beams from the first span range, used as components, are superposed and connected by couples of trapezium-shaped modules, couples connected by the small trapezium's bases, and through this type of beams the system provides the fourth range of spans and closes one combinatorial cycle.
9. 09. A modular and combinatorial system, as defined in claim 01, 02, 03, 04, 05, 06, 07 or claim 08, whose trapezium-shaped module constitutes beams from the first span range and these beams participate, as components, in the constitution of the beams from the fourth span range and the beams from the fourth span range participate too, as components, in the constitution of the beams from the respective next span range etc., which means the system provides a combinatorial, hierarchical reproduction.
10. 10. A modular and combinatorial system, as defined in claim 01, 02, 03, 04, 05, 06, 07, 08 or claim 09, whose each combinatorial, hierarchical operation provides a deeper beam, an open web beam and a concentration of the material in the extremities of the beam's section and provides, simultaneously on the local level, open web beam-components and a concentration of the material in the extremities of the components' section, which means an achievement of a logarithmic decrease of the dead load of the entire beam in relation to a full web beam of the same scale, an upkeeping of the beam section's moment of inertia on its maximum and, in this way, the operation compensates the exponential increase of the bending moment and provides a hierarchical reproduction of the bending resistance of the beam.
11. 11. A modular and combinatorial system, as defined in claim 01, 02, 03, 04, 05, 06, 07, 08, 09 or claim 10, whose combinatorial, hierarchical operation remains applicable after each level of hierarchical reproduction and, in this way, the operation makes the system combinatorially open.
12. 12. A modular and combinatorial system, as defined in claim 01, 02, 03, 04, 05, 06, 07, 08, 09, 10 or claim 11, whose trapezium-shaped module constitutes obtuse angles through the connection: big base - big base and small base - small base and in this way the so called module provides the constitution of moment resisting frames: rectangular, trapezium-shaped and free-shaped - fixed-end and one, two or three-hinged, and all moment resisting frame variety is accomplishable through each beam type from the combinatorial gradation and in this way the trapezium-shaped module makes the system gradually homogeneous.
13. 13. A modular and combinatorial system, as defined in claim 01, 02, 03, 04, 05, 06, 07, 08, 09, 10, 11 or claim 12, whose all-type beam-units are compatible and consequently able to constitute high variety mixed configurations in whose womb are possible new structural qualities in the scale of each entire configuration, qualities of a crucial importance in the matter of bending resistance and lateral stiffness of complex large-span, high-rise or large-span high-rise building configurations.
14. 14. A modular and combinatorial system, as defined in claim 01, 02, 03, 04, 05, 06, 07, 08, 09, 10, 11, 12 or claim 13, whose combinatorial operations ensure a multitude of span ranges, several storey heights, a strong variety of mixed configurations and consequently provide a functional universalism.
15. 15. A modular and combinatorial system, as defined in claim 01, 02, 03, 04, 05, 06, 07, 08, 09, 10, 11, 12, 13 or claim 14, whose functional universalism keeps up the durability of the functional efficiency in conformity with the durability of the structural efficiency, maximizing the general worth of the building.
16. 16. A modular and combinatorial system, as defined in claim 01, 02, 03, 04, 05, 06, 07, 08, 09, 10, 11, 12, 13, 14 or claim 15, whose peripheral modules of every given configuration, being identical with the internal ones, allow always an addition of new modules and in this way make the system constructionally open.
17. 17. A modular and combinatorial system, as defined in claim 01, 02, 03, 04, 05, 06, 07, 08, 09, 10, 1 1, 12, 13, 14, 15 or claim 16, whose basic assembly between trapezium-shaped modules is accomplished through the correspondence among niches and bulges and through bolts and plats.
18. 18. A modular and combinatorial system, as defined in claim 01, 02, 03, 04, 05, 06, 07, 08, 09, 10, 1 1, 12, 13, 14, 15, 16 or claim 17, whose trapezium-shaped module's bases have three longitudinal cores each, co-ordinated with the bolts' transversal cores, which, the longitudinal cores, allow the disposition of post-tensioning cables and the application of a tension and in this way the system becomes post-tensioned.
19. 19. A modular and combinatorial system, as defined in claim 01, 02, 03, 04, 05, 06, 07, 08, 09, 10, 1 1, 12, 13, 14, 15, 16, 17 or claim 18, whose wind bracing, in the transversal direction of the beams' disposition and in a non seismic building zone, is accomplished through the constitution of rigid rectangles between two trapezium-shaped modules and two floor modules and the disposition of two tensile cross-bars, which bars are connectible on the niches and on the bulges of the two trapezium-shaped modules, and in a collaboration with all floor modules and in the case of lateral forces the respective cross-bar is axially stressed.
20. 20. A modular and combinatorial system, as defined in claim 01, 02, 03, 04, 05, 06, 07, 08, 09, 10, 1 1, 12, 13, 14, 15, 16, 17, 18 or claim 19, whose trapezium-shaped configurations are neither rectangular nor triangular and in a case of earthquake lateral forces, through the trapezium's inclined sides and the double height of superposed bases the so called configurations allow a quasi-triangular stress-transmission which provides considerable lateral stiffness of high-rise configurations and, simultaneously, through the local flexure they allow a flexible, ductile behaviour of the trapezium's bases and the web X-parts of beams and the same bases and X-parts deflect considerably and dissipate the earthquake's energy without structural damages and in this way the system accomplishes an anti-seismic synthesis between both structural opposites - flexibility and rigidity.
21. 21. A modular and combinatorial system, as defined in claim 01, 02, 03, 04, 05, 06, 07, 08, 09, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19 or claim 20, whose lateral stiffness, in the transversal direction of the beams' disposition and in a seismic building zone, is accomplished through the constitution of eccentric braced rectangles between two trapezium-shaped modules and two moment resisting bars and the eccentric disposition of two tensile cross-bars and in collaboration with all floor modules and in a case of excessive earthquake lateral forces the moment resisting bars deform up to the stage of a noneccentricity of the respective diagonal, dissipating the earthquake's energy through a controlled deformation and without structural damages.
22. 22. A modular and combinatorial system, as defined in claim 01, 02, 03, 04, 05, 06, 07, 08, 09, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20 or claim 21, whose all beam types and respective moment resisting frames are crossible on superposed first combinatorial level configurations and in this way they provide mutual lateral stiffness and the system is crossing homogeneous.
23. 23. A modular and combinatorial system, as defined in claim 01, 02, 03, 04, 05, 06, 07, 08, 09, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21 or claim 22, whose superposable large span structures make compatible many urban scale functional units - high ways, transport stations, shopping malls, theatres, sport arenas etc., and provide a high town planning and town functioning efficiency.
24. 24. A modular and combinatorial system, as defined in claim 01, 02, 03, 04, 05, 06, 07, 08, 09, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22 or claim 23, whose principle destination is the construction, could stimulate, through its combinatorial power, the young people's space sense and imagination and allows an execution as an educational device and allows too an execution as a model tool for firms and individuals, which utilize Multispan Module System.