MIHANOVIC ANTE (HR)
| FR1073044A | 1954-09-17 | |||
| FR901968A | 1945-08-14 | |||
| DE1920052A1 | 1970-10-29 | |||
| CA977179A | 1975-11-04 | |||
| US1990155A | 1935-02-05 | |||
| US2252980A | 1941-08-19 | |||
| FR2266670A1 | 1975-10-31 | |||
| DE3905973C1 | 1990-02-22 | |||
| FR2092600A7 | 1972-01-28 | |||
| GB1436572A | 1976-05-19 | |||
| FR2312626A1 | 1976-12-24 | |||
| BE508299A | ||||
| FR1289240A | 1962-03-30 | |||
| FR948528A | 1949-08-03 | |||
| DE2321643A1 | 1974-11-07 |
DATABASE WPI Section Ch, Week 8622 Derwent Publications Ltd., London, GB; Class A93, AN 86-143305 XP002045961 & SU 1 191 440 A (GOSSTROI FERROCONC) , 15 November 1985
DATABASE WPI Section Ch, Week 9209 Derwent Publications Ltd., London, GB; Class A93, AN 92-070471 XP002045962 & SU 1 636 386 A (GOSSTROI ASSOC) , 23 March 1991
DATABASE WPI Section Ch, Week 9139 Derwent Publications Ltd., London, GB; Class A93, AN 91-286929 XP002045963 & SU 1 622 330 A (DNEPR GOSSTROI) , 23 January 1991
| 1. | Completely reinforced lightweight concrete halls and housing construction system as presented in Drawing 21 , is characterized by the following elements: ceiling roof TT plate (1), main roof beam (2), girder beams (3A,3B,3C), roofceiling and facade panel (4), platewall panel (5), columns (6A.6B), beams roof valley (7), foundation (8) foundation beam (9) and foundation slab; all these elements, by their forms and dimensions, form a compatible system. |
| 2. | Ceilingroof TT plate (1 ) according to patent claim 1 , prefabricated or cast in situ, whose length, height and thickness of the ribs, thickness of the connecting slab, supporting system, quantity and kind of reinforcement are chosen according to the computations of the bearing capacity and stability, whose reinforcement is welded and if necessary, it is coated with anticorrosive agents and is characterized by the fact that the crosssection is a TT type, made of lightweight concrete with a density lower than 1500 kg/m3, compressive strength higher than 1.0 MPa, tensile strength higher than 0.2 MPa, shear strength higher than 0.05 MPa and initial modules of elasticity 10000 MPa > E > 300 MPa, whose consist of slab (1.1), two ribs (1.2), support (1.3), reinforcement of the upper rib zone (1.4) made of one or several bars, reinforcement of the lower zone (1.5) made of one or several bars, reinforcement of the truss filler (1.5) made of one or several bars in such way that in connection with lower and upper reinforcement form complete truss of V,X or N type by part, stabilizer of the lower zone (1.6), welded wire fabric reinforcement of the slabs (1.7), secondary reinforcement of the slab edge (1.8), which is not obligatory, steel plate for connecting (1.9), supporting steel plate (1.10), connecting welds between plates and bars (1.11) and reinforcement hooks for the final connecting (1.12) which is not obligatory. |
| 3. | Main roof beam (2) according to patent claim 1 , prefabricated or cast in situ, whose length, height and thickness of the ribs (2.1 and 2.3), slope of the upper band (2.2), supporting system, quantity and kind of reinforcement are chosen according to the computations of the bearing capacity and stability, whose reinforcement is welded and if necessary, it is coated with anticorrosive agents and is characterized by the fact that the crosssection is a I type with double slope of upper band, made of lightweight concrete with a density lower than 1500 kg/m3, compressive strength higher than 1.0 MPa, tensile strength higher than 0.2 MPa, shear strength higher than 0.05 MPa and initial modules of elasticity 10000 MPa > E > 300 MPa, whose reinforcement consist of at least two bars of the lower cord (2.4), at least two bars of the upper cord (2,5), at least one bar of a truss diagonal (2,6) made in a way that in connection with lower and upper reinforcement form complete truss of V,X or N type by part, secondary bars of the lower cord (2.7), stabilizer of the upper cord (2.8) made in a way that in connecting with bars of upper cord form a truss or local frame, stabilizer of the diagonals bar (2,9), steel plate for bars splices (2.10 and 2.11 ), connecting steel plate (2.12) which is not obligatory, supporting steel plate (2.13), connecting steel plates (2.14) and vertical connecting bar (2.15) which is not obligatory. |
| 4. | Girder beam (3A) according to patent claim 1 , prefabricated or cast in situ, whose length, height and bandwidth, supporting system, quantity and kind of reinforcement are chosen according to the computations of the bearing capacity and stability, whose reinforcement is welded and if necessary, it is coated with anticorrosive agents and is characterized by the fact that the crosssection is a A type, of a straight ax and parallel or non parallel edge by part, made of lightweight concrete with a density lower than 1500 kg/m3, compressive strength higher than 1.0 MPa, tensile strength higher than 0.2 MPa, shear strength higher than 0.05 MPa and initial modules of elasticity 10000 MPa > E > 300 MPa, consist of the rib (3.1) ahd band (3.2), whose reinforcement consist of at least two bars of the lower cord (3.3), at least two bars of the upper cord (3,4), at least one bar of a truss diagonal (3.5) made in a way that in connection with lower and upper reinforcement form complete truss of V,X or N type by part, stabilizer of the lower cord (3.6) made in a way that in connecting with other two trusses form a space truss of triangle type, secondary longitudinal bars (3.9) and secondary cross bars (3.10). |
| 5. | Girder beams (3B) and (3C) according to patent claim 1 , prefabricated or cast in situ, whose length, height and bandwidth, supporting system, quantity and kind of reinforcement are chosen according to the computations of the bearing capacity and stability, whose reinforcement is welded and if necessary, it is coated with anti corrosive agents and is characterized by the fact that the crosssection is of rectangular or T type, of a straight ax and parallel or non parallel edge by part, maids of lightweight concrete with a density lower than 1500 kg/m3, compressive strength higher than 1.0 MPa, tensile strength higher than 0.2 MPa, shear strength higher than 0.05 MPa and initial modules of elasticity 10000 MPa > E > 300 MPa, consist of the rib (3.1 ) and band (3.2), whose reinforcement consist of at least two bars of the lower cord (3.3), at least two bars of the upper cord (3,4), at least one bar of a truss diagonal (3.5) made in a way that in connection with lower and upper reinforcement form at least one vertical complete truss of V,X or N type by part, stabilizer of the cords (3.7) and (3.8) made in a way that in connecting with cord bars form a local truss of frame. |
| 6. | Roofceiling plate or panel (4) according to patent claim 1 , prefabricated or cast in situ, whose length, thickness and bandwidth, thickness of internal fill layer, quantity and kind of reinforcement are chosen according to the computations of the bearing capacity, stability and insulation conditions, whose reinforcement is welded and if necessary, it is coated with anticorrosive agents and is characterized by the fact that the crosssection is of rectangular type with edge tongue and slot which is not obligatory, made of lightweight concrete with a density lower than 1500 kg/m3, compressive strength higher than 1.0 MPa, tensile strength higher than 0.2 MPa, shear strength higher than 0.05 MPa and initial modules of elasticity 10000 MPa > E > 300 MPa, made of the one layer or more layers includes light insulation layer which is not obligatory, whose reinforcement is welded wire fabric consist of the upper layer (4.1 ), lower layer (4.2), connecting layer (4.3) placed in one or both directions, which can be made in Z or U form what is not obligatory. |
| 7. | Ceiling platepanel (5) according to patent claim 1 , prefabricated or cast in situ, whose length, thickness and bandwidth, thickness of internal fill layer, quantity and kind of reinforcement are chosen according to the computations of the bearing capacity, stability and insulation conditions, whose reinforcement is welded and if necessary, it is coated with anticorrosive agents and is characterized by the fact that the crosssection is of rectangular type with edge tongue and slot which is not obligatory, made of lightweight concrete with a density lower than 1500 kg/m3, compressive strength higher than 1.0 MPa, tensile strength higher than 0.2 MPa, shear strength higher than 0.05 MPa and initial modules of elasticity 10000 MPa > E > 300 MPa, made of the one layer or more layers includes light insulation layer which is not obligatory, whose reinforcement is consist as welded wire fabric of the upper layer (4.1 ), welded wire fabric of lower layer (4.2), connecting reinforcement (4.3) made as separate truss with diagonals in form of V,X or N by part which cords are made of at least one bar. |
| 8. | Column of triangle sections form (6A) according to patent claim 1 , whose height, thickness and bandwidth, quantity and kind of reinforcement are chosen according to the computations of the bearing capacity, stability and insulation conditions, whose reinforcement is welded and if necessary, it is coated with anti corrosive agents and is characterized by the fact that is prefabricated or cast in situ, made of lightweight concrete with a density lower than 2000 kg/m3, compressive strength higher than 1.0 MPa, tensile strength higher than 0.2 MPa, shear strength higher than 0.05 MPa and initial modules of elasticity E > 300 MPa, contains console with adding reinforcement (6.9 and 6.10) what is not obligatory, whose segment fill the foundation footing, needed to caring out node forces, is reinforced by additional reinforcement (6.6 and 6.7) and made from normal density concrete what is not obligatory. |
| 9. | Column of rectangular sections form (6B) according to patent claim 1 , whose height, thickness and bandwidth, quantity and kind of reinforcement are chosen according to the computations of the bearing capacity, stability and insulation conditions, whose reinforcement is welded and if necessary, it is coated with anti corrosive agents and is characterized by the fact that is prefabricated or cast in situ, made of lightweight concrete with a density lower than 2000 kg/m3, compressive strength higher than 1.0 MPa, tensile strength higher than 0.2 MPa, shear strength higher than 0.05 MPa and initial modules of elasticity E > 300 MPa, contains console with adding reinforcement (6.9 and 6.10) what is not obligatory, whose segment fill the foundation footing, needed to caring out node forces, is reinforced by additional reinforcement (6.6 and 6.7) and made from normal density concrete what is not obligatory. |
| 10. | Roof valley (7) according to patent claim 1 , prefabricated or cast in situ, whose length, height and thickness of the ribs (7.1 ), slab thickness (7.2), quantity and kind of reinforcement are chosen according to the computations of the bearing capacity and stability and rain water quantity, whose reinforcement is welded and if necessary, it is coated with anticorrosive agents and is characterized by the fact that the crosssection is of U type, maids of lightweight concrete with a density lower than 1500 kg/m3, compressive strength higher than 1.0 MPa, tensile strength higher than 0.2 MPa, shear strength higher than 0.05 MPa and initial modules of elasticity 10000 MPa > E > 300 MPa, consist of the ribs (7.1 ) and slab (7.2), where parts exposed to rain water can be made of lightweight concrete higher mass density or normal concrete, supporters for roof beam (o), whose reinforcement consist of at least one bar of the lower rib cord (7.3), at least one bar of the upper rib cord (7,4), at least one bar of a truss diagonal (7.5) made in a way that in connection with lower and upper rib reinforcement form complete truss of V,X or N type by part, slab reinforcement made in a way that with lower cord reinforcement form the truss or local frame, secondary slab reinforcement (7.7) and ribs (7.8) which is not obligatory and reinforcement for splices (7.9) which is not obligatory. |
HALLS AND HOUSES CONSTRUCTION SYSTEM
Technical field The technical field is very well defined according to IPC subgroups E 04 B 1/00 and E 04 B 2/00 which contain general ststructures by using new methods of design and construction.
Technical problem This completely reinforced lightweight concrete halls and houses construction system solves the following problems: quick and rational building, cast in situ, partial or complete precasting and a high level of rough work finishing. The adaptability of the system to different forms of halls and buildings by using a few types of precast elements contributes to rationality and has wide applicability.
State of the art A general review of the development of reinforced lightweight concrete dates back to the end of the nineteenth century. At the beginning of the 20th century (1907) The British Museum was built using lightweight concrete technology based on clinker concrete. In the mid 1930s, aerated concrete was introduced into Europe, mainly in Sweden. After War World II the production and application of lightweight elements made of expanded clay, shale, foamed slag and pumice, expanded becoming lighter and automatically achieving better insulation properties especially the temperature insulation property with insignificant decrease in mechanical strength. Expanded polystyrene lightweight concrete, as a special type of lightweight concrete, was introduced into Germany in 1951.
The existing lightweight concrete systems which solve, to a certain extent, the mentioned technical task are Ytong (Europe), Leca (Germany), Lytag (Britain) and systems based on expanded clays such as Aglite (Britain), Gravelite (U.S.A.), Solite (Canada) and Liapor (Sweden) and systems based on the use of lightweight concrete made with fly ash.
There are no similar solutions as those obtained by this patent in civil engineering since all previous systems were based on the significant contribution of lightweight concrete in taking over the internal forces, stresses.
According to the concept applied in this patent the reinforcement takes over the stresses while the lightweight concrete has a secondary role. The technical task of constructing large spans has been solved for lightweight concrete systems in different ways in the following cases:
(1 ) by using Aglite technology in a multistory building in London, Ref.: [1].
(2) by using Lytag technology as in the 60-storey Marina City Towers and Water Tower Plaza, the highest lightweight concrete building in the world, both in Chicago, Ref.: [1].
(3) by using Leca technology in the BMW Office Building in Munich, Ref.: [1].
(4) Generally in high buildings, see [2].
(5) Generally in the construction of bridges, see [3].
The general concept of this patent is similar to the idea in the patent application
PCT/SI97/00003 and PCT/SI97/00012.
The differences between this patent and PCT/SI97/00003 are following:
(1 ) The reinforced of lower ribs cord is stabilized by the special member of simple form instead of robust secondary welded wire fabric, and reinforcement of connecting slab is more rational instead of complex formed before.
(2) The main roof beam has cross section of I type instead of T type, with smaller volume of concrete content for the same span and load capacity.
(3) The roof valley reinforcement is assembled as clear truss system instead of mixed reinforcement structural form.
(4) The wall panel reinforcement is assembled as truss or frame form instead of the mixed reinforcement structural form.
The differences between this patent and PCT/SI97/00012 are following:
(1 ) The main roof beam has cross section of I type sloped on both sides instead of non sloped I beam.
(2) The beam girder of the cross section of T type has reinforcement of the upper zone assembled as clear truss, instead of local frame.
(3) The columns are made of mass density over than 1500 kg/m3 with separate assembled column bottom.
Lightweight concrete as structural and insulation material is incorporated in the technical codes o1 all developed countries. A special treatment of these structures is proposed by "Eurocode" 2 , see [4].
References:
[1] Short A., W. Kinniburgh, Lightweight Concrete, third edition, Applied Science
Publishers Ltd., 1978. [2] Bobrowski J., Outstanding Applications of Lightweight Concrete and an appreciation of likely future developments, in Lightweight Concrete (The
Concrete Society, The Construction Press Ltd, Lancaster, England, 1980) 239-
260. [3] Roberts J. E., Lightweight Concrete Bridges for California highway system, in
Structural Lightweight Aggregate Concrete Performance, Hole, T. A. Vaysburd,
A.M., Edt. (ACI, SP-136, Detroit, 1992) 255-271. [4] Eurocode 2: Design of concrete structures - Part 1-4; General rules - Lightweight aggregate concrete with closed structures, ENV 1992-1-4:1994.
Essential Features of the Patent The main feature of this patent is the application of the principle of complete reinforcement of lightweight concrete to the special element monolithic or prefabricated as parts of the construction system of the halls, houses and similar building.
The principle of complete reinforcement has been applied to lightweight concrete roof beam and slab, ceiling beam and slab, girder beam, facade panel and column. This principle enables an almost complete transfer of compressive, tensile and shear stresses into the reinforcement. Hence, the lightweight concrete body becomes a secondary structural media for local and global stabilization and takes on the role of an anti-corrosive as well as protection against heat, noise and humidity. Lightweight concrete elements have a low density implying a reduction in the dead load and, hence, less reinforcement and improvement of insulation properties. The system offers the possibility for the efficient completion of precast lightweight concrete elements or monolithic elements or combined. This construction system ensures quick, efficient and low cost assembly.
Description of Drawings The drawings present a new system of grill-plates bearing elements of completely reinforced lightweight concrete structures. Each drawing shows one possible way to apply the system and does not limit the rights contained in the patent claims.
. Drawing 1 shows a longitudinal-section of the TT plate, where left half of the drawing shows plate supported in the partial of the thickness and right half of the drawing shows plate supported in the total of the thickness, . Drawing 2 shows a cross-section of the TT plate, where left half of the drawing shows geometrical form of the plate and right half of the drawing shows plates reinforcement, . Drawing 3 shows a detail of TT plates supported in the partial of the thickness, . Drawing 4 shows a longitudinal-section of the half of roof beam with fill reinforce in the V form,
. Drawing 5 shows a cross-section of the half of roof beam with fill reinforce in the V form,
. Drawing 6 shows a detail of the roof beam supported in the full height, . Drawing 7 shows a detail of the roof beam supported in the partial of the height, . Drawing 8 shows a longitudinal-section and layout of the half of roof beam with fill reinforce in the X form,
. Drawing 9 shows a cross-section of the half of roof beam with fill reinforce in the X form, . Drawing 10 shows a longitudinal-section of the girder beam, where left half of the drawing shows plate supported in the partial of the thickness and right half of the drawing shows plate supported in the total of the thickness, . Drawing 11 shows a cross-section of the girder beam made in the A form, . Drawing 12 shows a cross-section of the girder beam made in the rectangular form, . Drawing 13 shows a cross-section of the girder beam made in the T form, . Drawing 14 shows a longitudinal-section of the roof-ceiling plate or panel, . Drawing 15 shows a cross-section of the roof-ceiling plate or panel, . Drawing 16 shows a longitudinal-section of the ceiling plate- panel, . Drawing 17 shows a cross-section of the ceiling plate- panel, . Drawing 18 shows a cross-section of the column of triangle and rectangular section form,
. Drawing 19 shows a longitudinal-section of the column of triangle and rectangular section form,
. Drawing 20 shows a half of the longitudinal-section and cross-section of the roof U beam, . Drawing 21 shows a axonometric view of the lightweight hall as one of the structures which is part of the this innovation.
Detailed Description of the Patent
The new complete reinforced lightweight concrete construction system of halls, houses and similar structures as presented in Drawing 21 consist of the following elements: ceiling-roof TT plate (1), main roof beam (2), girder beams (3A,3B,3C), roof-ceiling and facade panel (4), plate-wall panel (5), columns (6A,6B), beams roof valley (7), foundation (8) foundation beam (9) and foundation slab; all these elements, by their <orms and dimensions, form a compatible system.
Ceiling-roof TT plate (1) is shown on Drawings 1 , 2 and 3. Cast as prefabricated or cast in situ, whose length, height and thickness of the ribs, thickness of the connecting slab, supporting system, quantity and kind of reinforcement are chosen according to the computations of the bearing capacity and stability, whose reinforcement is welded and if necessary, it is coated with anti-corrosive agents. Recommended lightweight properties are: concrete density lower than 1500 kg/m3, compressive strength higher than 1.0 MPa, tensile strength higher than 0.2 MPa, shear strength higher than 0.05 MPa and initial modules of elasticity 10000 MPa > E > 300 MPa. The TT plate consist: connecting slab (1.1 ), two ribs (1.2) and support (1.3). Its reinforcement is made of the upper rib zone (1.4) made of one or several bars, reinforcement of the lower zone (1.5) made of one or several bars, reinforcement of the truss filler (1.5) made of one or several bars in the way that in connection with lower and upper reinforcement form complete truss of V,X or N type by part, stabilizer of the lower zone (1.6), welded wire fabric reinforcement of the slabs (1.7), secondary reinforcement of the slab edge (1.8), which is not obligatory, steel plate for connecting (1.9), supporting steel plate (1.10), connecting welds between plates and bars (1.11) and reinforcement hooks for the final connecting (1.12) which is not obligatory.
The recommended dimensions of TT plates are: /< 15.0 m, h >H0, D< 2.50 m, d < 1.70 m, b > 7.5 cm and t >4.5 cm.
Main roof beam (2) is shown on Drawings 4,5,6,7,8 and 9. The cross section form if of the I type. Its length, height and thickness of the ribs (2.1 and 2.3), slope of the upper band (2.2), supporting system, quantity and kind of reinforcement are chosen according to the computations of the bearing capacity and stability and the roof
geometry. The reinforcement is welded and if necessary, it is coated with anti- corrosive agents.
Main roof beam (2) is made of lightweight concrete with a density lower than 1500 kg/m3, compressive strength higher than 1.0 MPa, tensile strength higher than 0.2 MPa, shear strength higher than 0.05 MPa and initial modules of elasticity 10000 MPa > E > 300 MPa, whose reinforcement consist of at least two bars of the lower cord (2.4), at least two bars of the upper cord (2,5), at least one bar of a truss diagonal (2,6) made in a way that in connection with lower and upper reinforcement form complete truss of V,X or N type by part, secondary bars of the lower cord (2.7), stabilizer of the upper cord (2.8) made in a way that in connecting with bars of upper cord form a truss or local frame, stabilizer of the diagonals bar (2,9), steel plate for bars splices (2.10 and 2.11 ), connecting steel plate (2.12) which is not obligatory, supporting steel plate (2.13), connecting steel plates (2.14) and vertical connecting bar (2.15) which is not obligatory.
The recommended dimensions of main roof beam are: 10 m < I < 35 m, h m j n > 70 cm, h max > 2.80 cm, a > 40 cm, 15 cm < b < 30 cm, 7 cm < c < 15 cm, > 15 cm.
Girder beam (3A) is shown on Drawings 10 and 11. It is cast prefabricated or cast in situ. The beam length, height and bandwidth, supporting system, quantity and kind of reinforcement are chosen according to the computations of the bearing capacity and stability, whose reinforcement is welded and if necessary, it is coated with anti- corrosive agents. The form of cross-section is a A type. The beam is made of lightweight concrete same type as of TT plate.
The beam reinforcement consist of at least two bars of the lower cord (3.3), at least two bars of the upper cord (3,4), at least one bar of a truss diagonal (3.5) made in a way that in connection with lower and upper reinforcement form complete truss of V,X or N type by part, stabilizer of the lower cord (3.6) made in a way that in connecting with other two trusses form a space truss of triangle type, secondary longitudinal bars (3.9) and secondary cross bars (3.10).
The recommended dimensions of beam are: 5 m < /< 20 m, 5 cm < t < 20 cm, 30 cm < h < 150 cm, D=h/2, b > 8 cm.
Girder beams (3B) and (3C) are shown on Drawings 10,1 1 and 12. The way of casting and recommended lightweight concrete properties are same as for the girder beam (3A).
The beams reinforcement consist of at least two bars of the lower cord (3.3), at least two bars of the upper cord (3,4), at least one bar of a truss diagonal (3.5) made in a way that in connection with lower and upper reinforcement form at least one vertical complete truss of V,X or N type by part, stabilizer of the cords (3.7) and (3.8) made in a way that in connecting with cord bars form a local truss of frame. The recommended dimensions of beams are: 5 m < /< 20 m, 5 cm < t < 30 cm, 30 cm < h < 150 cm, d=h/3, b > 8 cm.
Roof-ceiling plate the same time facade panel (4) is shown on Drawings 14 and 15.
The plate is cast prefabricated or cast in situ. The plate length, thickness and bandwidth, thickness of internal fill layer, quantity and kind of reinforcement are chosen according to the computations of the bearing capacity, stability and insulation conditions.
The recommended dimensions of plate are: /< 10.0 m, D < 2.40 m, 10 cm < h < 30 cm, if plates are bearing element then dimensions are: 10 cm < a,b < 25 cm, 50 cm < c,d < 2.50 m , if plates are non bearing elements like the facade panel no limits to the length c and d. If necessary on the edge can be cast tongue and slot.
The plate reinforcement is welded and if necessary, it is coated with anti-corrosive agents, consist of the welded wire fabric of the upper layer (4.1), lower layer (4.2), connecting layer (4.3) placed in one or both directions, which can be made in Z or U form what is not obligatory.
The plate is made of lightweight concrete the same type as of TT plate, placed in the one layer or more layers includes light insulation layer (4.4) which is not obligatory. If necessary at one side can be cast facade finishing.
Ceiling plate-panel (5) is shown on Drawings 16 and 17. It is similar to the roof-ceiling plate (4) with main difference in a reinforcement of connecting layer (4.3) which is now assembled like separate truss.
Column of triangle sections form (6A) is shown on Drawings 18 and 19. Column is cast prefabricated or cast in situ. Column height, thickness and bandwidth, quantity and kind of reinforcement are chosen according to the computations of the bearing capacity, stability and insulation conditions. The recommended dimensions of column are: H < 15.0 m, 20 cm < h,D < 100 cm. Its reinforcement is welded and if necessary,
it is coated with anti-corrosive agents. The reinforcement form spaces truss consist of the three plane trusses. Column ax is straight or curvilinear by part. Column is made of lightweight concrete with a density lower than 2000 kg/m3, compressive strength higher than 1.0 MPa, tensile strength higher than 0.2 MPa, shear strength higher than 0.05 MPa and initial modules of elasticity E > 300 MPa, contains console with adding reinforcement (6.9 and 6.10) what is not obligatory, whose segment fill the foundation footing, needed to caring out node forces, is reinforced by additional reinforcement (6.6 and 6.7) and made from normal density concrete what is not obligatory.
Column of rectangular sections form (6B) is shown on Drawings 18 and 19. Column is of the same characteristics as triangle column (6A), with difference in: (a) cross section form and consequently in the form of the reinforcement spaces truss which now is consist of the four plane structures, (b) bandwidth d instead of D.
Roof valley (7) is shown on Drawing 20. It is cast prefabricated or in situ. Valley length, height and thickness of the ribs (7.1), slab thickness (7.2), quantity and kind of reinforcement are chosen according to the computations of the bearing capacity and stability and rain water quantity. Valley consist of the ribs (7.1 ) and slab (7.2) and supporters for roof beam (o).
The recommended dimensions are: span 5-15 m, height H 0.5 - 2.0 m, slab thickness t> 8 cm, protecting layer s > 5 cm, rib thickness d > 7.5 cm. The reinforcement is welded and if necessary it is coated with anti-corrosive agents. It consist of at least one bar of the lower rib cord (7.3), at least one bar of the upper rib cord (7,4), at least one bar of a truss diagonal (7.5) made in a way that in connection with lower and upper rib reinforcement form complete truss of V,X or N type by part, slab reinforcement made in a way that with lower cord reinforcement form the truss or local frame, secondary slab reinforcement (7.7) and ribs (7.8) which is not obligatory and reinforcement for splices (7.9) which is not obligatory. The valley is made of lightweight concrete with a density lower than 1500 kg/m3, compressive strength higher than 1.0 MPa, tensile strength higher than 0.2 MPa, shear strength higher than 0.05 MPa and initial modules of elasticity 10000 MPa > E > 300 MPa, where parts exposed to rain water can be made of lightweight concrete higher mass density or normal concrete.
The precast foundations (8) are sections of the foundations on which columns are placed, as presented in Drawing 21. They are conventional reinforced concrete elements which complete the structure.
The foundation beams (9) are bearing structures for the wall panels presented in Drawings 14, 15, 16, 17 and 21. They are conventional reinforced concrete or lightweight concrete or similar elements which complete the structure.
One of the possible techniques for the hall construction includes the following phases. First, the foundations, either precast or monolithic, are placed in the previously determined places. Subsequently, these foundations are fastened by foundation beams (9), which are either precast or monolithic. Then, the columns (6A) or (6B), either precast or monolithic, are placed into the foundations. After this, the roof valleys (7) are placed along the hall or a building. If this hall or building has two or more storeys then perpendicular (transversal) girder beams (3A, 3B or 3C) are placed and then the roof-ceiling TT slabs (1) or roof-ceiling plate (4) are placed over them. Subsequently, main roof beams (2) are placed. Finally, the roof TT slabs (1 ) or roof-ceiling plate (4) are placed followed by the facade panels (5) which are fixed to the foundation beams (9) and roof valley (7).
One of the possible methods for the production of a lightweight body is lightweight concrete based on the aggregate made as expanded polystyrene. If the lightweight concrete is made of the light expanded polystyrene aggregate, then the density should be higher than 800 kg/m3 if elements are structural or exposed to any kind of fire load.
Industrial application
The application of this patent in industry is evident. The proposed lightweight concrete elements are applicable in practice as a new method for constructing various structures based on system of the monolithic or precast grill-plate lightweight concrete elements from this patent.