MXPA97006321A - Panels and prefabricated construction modules for multiple floor buildings and method for your - Google Patents

Abstract

A reinforced, monolithic reinforced concrete frame for a multi-level, multi-unit building results from the use of prefabricated wall panels and factory finishes, floor / ceiling panels and central modules for general use, whose juxtaposition, without forms , defines volumetric beam gaps, beam gaps are on the outside of wall panels, floor / ceiling panels and core modules, wall panels include light gauge bolts, which are load bearing bolts, and frames of light gauge column, beam gaps and column frames for a building level are filled with concrete at one time, each level of the building is built and filled in one day, and the next level can be started the next morning , without the need for external scaffolding, beams and columns carry the weight of the building down into the foundations, open areas, such as lobbies, can be provided, Sando reinforced wall panels that support the weight of the building and that support the beams that are on the open area

Description

PREFABRICATED CONSTRUCTION PANELS AND MODULES PRRfl MULTIPLE FLOOR BUILDINGS AND METHOD FOR USE TECHNICAL FIELD: This invention relates to the construction of multi-story buildings employing prefabricated panels and modules, and more particularly to a construction method which, after building the panels and modules at the work site, concrete is poured to create a structural framework from vi < jas and columns.

ANTECEDENT TECHNIQUE Typically, construction of multi-floor fuel-free buildings is one of five structural types or combinations thereof: concrete or reinforced frame, reinforced wall support masonry, structural steel frame, precast concrete matte, or support wall made of light steel. Each of these construction methods is subject to cost disadvantages due to one or more of: time, labor, materials, weight and assembly complexity. The construction of the reinforced concrete frame requires labor and time on the job to build shapes for wet concrete, waiting for it to harden, and then time and labor to remove the used forms. Therefore, the building is completed and finished on site with labor and expensive materials. The reinforced wall support tile uses concrete block walls held together with mortar, then reinforced with steel bars and filled with concrete to produce the walls (this is reasonably economical in materials and time, but is It is limited to a few floors and then it must be completed with materials and labor at the construction site, at a cost of production.The construction of structural steel frame or precast concrete is commonly used in high-altitude work, but requires the frame structure of heavy or concrete support, the ceilings, walls and all the interiors that will be completed and finished an expensive construction with labor and materials in the construction The construction of the support wall of light gauge steel uses divisions of frame of light-gauge steel members assembled into panels, these members are load carriers and can be assembled into panels at the construction site, before construction, but can assemble more economically in a controlled factory environment. However, the rest of the building is then completed and finished with labor and expensive construction materials. To a certain degree, the methods just described of the multi-story building can economically benefit from prefabricated wall panels and modules, the modules often include bathrooms and kitchens. Said panels and modules are not load carriers and are placed after building the concrete and steel load support columns and beams and placing the floors. A patent for construction of reinforced concrete issued to Thomas Edison in 1917, Patent of E.U.A. 1,219,272. Fredepc 4,136,495; Koizumi et al., 4,211,045; Uilnau 4,409,764 and Luedtke 5,048,257, combine the advantages of the reinforced concrete frame and steel using portions of the steel frame as non-removable shapes for columns and vertical concrete beams. Oboler 4, 625, 84 uses light weight wall and floor panels that are not load bearing, along with I-beams, etc., to allow concrete to pour around the panels to form a concrete hull. Grutsch 4,516,372 uses foam plastic wall panels, placed apart so that the concrete is poured between the mimes to form reinforced concrete walls. ikes 3,698,147 assembles hollow metal columns in the work, each having different parts; then build the columns in the foundation. The external and internal wall panels are fixed to the columns; Finally, the columns are filled with concrete. The internal and external wall panels can be manufactured outside the construction site and then on the construction site to connect to the built-up columns, before pouring the concrete. Spillrnan 3,683,577 squeezes concrete columns and beams instead, using wall panels as physical forms of closure, but the wall panels have no real contact with the concrete. Piazzal? Nga 4,078,345 prefabpca complete living units, including kitchens and bathrooms; the walls, ceilings and floors are reinforced concrete. The whole housing unit is dropped in its place in a foundation that has vertical steel beams embedded, which are covered with concrete and define the perimeter of cad < . room. Habi ational units are then coupled to the vertical beams. Berger 3,751,864 teaches the prefabpcation of modular units, each covering one or more rooms, and includes pre-installation of electrical and plumbing needs. The walls that surround each unit and its roof are corrugated steel. During the construction of the building, the modules are placed next to each other, with spaces between them, and tables are inserted vertically in said spaces to complete, with adjacent corrugations, the vertical shapes for the columns to be filled. with poured concrete ,, Similarly, the boards in horizontal form are secured below the upper parts of the corrugated walls of two adjacently separated modules and define with them a horizontal shape, which is filled with concrete to make? roof beam. McUethy 4,525,975 prefabricated modules, such as hotel rooms, each with a reinforced concrete floor, walls without load bearing, plumbing and electrical lines. The modules of a level are placed adjacent to each other, with vertical space between their walls. These adjacent walls are then locked together to maintain vertical spacing. There, the concrete is poured into the vertical space to make an entire wall of concrete that surrounds these sides of the module. After the concrete hardens to become a load carrier, the next level of modules is placed in place, with the reinforced concrete floor becoming the floor of the lower-level module, werdlow 4,338,759 prefabpca wall panels , each having a plurality of load bearing steel bolts and a plurality of vertical tubes arranged in centers of approximately 40.64 centimeters. In the upper part of each wall module there is a U-shaped channel that is in fluid communication with the open upper parts of the vertical tubes. After placing panels for one or more rooms on a single floor level and interconnecting, a precast concrete ceiling is placed on top of the panels. The bolts on the panels support the compression load of the roof. Then, in an individual discharge, the channels and tubes are filled with concrete, and they become columns and load bearing beams, respectively, all within the wall panels. Mouglin 3,678,638 manufactures hard-working modules of the construction site and then takes them to the construction site by truck. Therefore, the housing modules are limited to the width of a tractor trailer from 25.40 to 30.48 centimeter. The wall and ceiling panels of a housing module include a complex arrangement of U and L steel channels, which are welded together to create a reinforcing frame for each panel and to define the open-shaped, T-shaped portions for the beams and rectangular for the columns. In the work, the housing modules for one level are placed one next to the other, but slightly separated, with the open channels that look at each other to complete most of the shape portions. The spaces between the modules are then bridged by additional form members; after which concrete is poured to fill the beam and column forms. After the concrete is hardened enough to withstand stress loading, the next level of the housing modules is set in place. The prior art presented above, which is a minute sample of the large amount of technique, clearly shows a recognition of the advantages of wall panels, housing units and prefabricated modules, preferably produced in the factory under a controlled environment. Unfortunately, the specific solutions of the prior art have been largely impractical and therefore are not used. For example, the teachings of the previous technique require one or more: units and modules that are too large and / or too heavy to be transported from the factory to the building site.; many different component parts needed to be in the factory inventory and selected by design in the factory and work for a specific part of a building, such design selection being by expert and expensive workmanship; the use of unique shapes within the panels and modules to receive concrete to make the same columns and beams; the need for a large amount of concrete to be poured into the work to form complete hulls around the prefabricated housing units, thus giving a great compression force to the walls and supports at the lower levels, as well as times long hardening and healing.

BRIEF DESCRIPTION OF THE INVENTION The present invention overcomes many of the problems that were left without recognition or solution by the prefabrication of the prior art of wall panels, ceiling and ceiling panels and core modules, especially including core modules of utility for use in multi-story buildings and methods to build such buildings. One of the features of the invention is the economical factory fabrication of the complex and useful utility core portions of a building, such as kitchens and bathrooms, in a fully finished and load bearing module; and transport and install this module as a finished unit.

Also, a characteristic of this invention is to form empty spaces in panels, such as living, dining and bedroom areas of apartment rooms and motel rooms; that can be manufactured, transported and built more economically. The par-ed panels, exterior and interior, are prefabricated under a controlled environment, factory conditions that use, for the most part, conventional construction materials and panel configurations. Panel wall boards are fixed to vertical, lightweight, vertical profiles that have sufficient compression load support to at least support a higher level of residential unit wall panels and modules and prefabricated panel units. of floor / ceiling, the last ones including thin layer concrete. The wall panels of this invention are manufactured in the factory with: insulation, appliances and electrical wires, external doors and windows installed, internal door openings, finishes, etc., and are so universally adaptable that only some variations are needed for an entire building, for example, a multi-story motel. Within most pre-fabricated par-ed panels there is one, or at best some, lightweight, hollow steel column frames, which in themselves are not load carriers. The combined floor / ceiling panels of this invention are also prefabricated in the factory, including a thin concrete deck floor portion. Except for carpentry and painting, these floor / ceiling panels are completely finished. They are designed to be placed on top of the boards of the wall panels, before pouring the concrete. The core modules are built and finished entirely in the factory, including: all module wall panels, plumbing, mechanical and electrical characteristics, aggregates, wiring and tubing, cabinets, tubs, wash basins, ceramic tile, vimlo tile, paint, etc. The height, width, depth and weight of the wall panels, floor / roof panels and core axis modules are designed to fit in a wide platform tractor trailer of approximately 2,438 meters and be built with a conventional crane. In this way, at least eighty-five percent of the multi-story building can use factory production and time and year of construction work at no cost. The foundation is poured into the work and may be an extended foundation of normal concrete with walls of concrete stem. The placement of floor panels in the stem walls and the level when building and placing the panels and wall modules with respect to the floor / ceiling panels define between the same horizontal cavities, which will be the beams, when they are filled with concrete. These holes / beams are not found inside any panel or vertical or horizontal module. These holes can be provided with reinforcing bars just before pouring concrete. The iw / ceiling panels are provided with braces that project into the holes. The upper and lower edges of the hollow steel column frames in the wall panels open in the gaps that form the beam. In this way, a single pour of concrete, for a specific level of the building, without the need for removable forms, will fill all the hollows of the beam and hollow steel column frames so that said level creates the column of load support and the structural framework of the beam and, more importantly, all the vertical panels are fastened together and horizontally as a monolithic structure. In addition, the pre-fabrication of the exterior wall panels includes all the exterior finish; In this way, the construction method of a multi-storey building without the use of retrofit forms allows such construction to avoid the need for external walkers or temporary arpost. To allow a lobby or other large open areas to be constructed without requiring columns, walls or other load bearing elements, but otherwise using these unique panels of the invention and its monolithic concrete beam-column system, unique and Efficient concrete pouring method, each wall panel at a level above and below the desired large open area is prefabricated to include a reinforcing member, thus causing said wall panels to become reinforced wall panels to support the building load on them. The concrete views, directly over the large open area and 1 l directly underneath Armored wall panels can not support themselves over large distances from the large open area. Beam support is provided using the vertical reinforcement bars, which normally pass through the concrete columns in the wall panels in the beams. Those reinforcing bars are configured and arranged to be hooked under the horizontal reinforcing bars in the beams. The aforementioned building components and the construction method and its benefits will be understood to improve light in the following description of the preferred embodiments of the invention.

BRIEF DESCRIPTION OF THE DIBU30S In the drawings forming part of the description of the present invention, Figure 1 is a top view, in section, of a portion of a wall panel; Figure 2 is an extruded view, in section, of a panel of p ed; Figure 3 is a perspective front view, mostly in section, of the steel frame for a support column; Figure 4 is a top view, in section, of two exterior wall panels-is connected to an interior wall panel; each wall panel including a column frame filled with concrete; Figure 5 is a top plan view of a floor / ceiling panel; Figure 6 is a longitudinal section of the floor / roof panel, taken along line 6-6 of Figure 5; Figure 7 is a side section of the floor / ceiling panel, taken along line 7-7 of Figure 5; Fig. 8 is an enlarged view of the right end of Fig. 6 of the floor / ceiling panel; The f-iura 9 is a vertical section through the two-level portions of wall panels and the floor / ceiling panels interposed to define the beam gap; Figure 10 is a vertical section, somewhat diagrammatically, on the multi-level side of a building, such as a motel; Figure 11 is a top section view of a typical motel room; Figure 12 is a vertical section, similar to Figure 9, through two levels of back-to-back utility core modules, turned along line 12-12 of Figure 11; Figure 13 is a vertical section of the beam recess, similar to Figure 9, to show a support compression fit; Figure 14 is a top section view of a typical department; Figure 15 is a vertical section of a cross-sectional view of the building shown in Figure 10; and Figure 16 is a vertical section, similar to Figure 9, showing in particular a portion of a reinforced wall panel and a support beam below, taken along line 16-16 of Figure 1. .

BEST WAY TO TAKE FLAW Lfl INVENTION: One of the basic building blocks, prefabricated in a controlled factory environment for use in this invention, is the load-bearing wall panel 2; a preferred embodiment of which is shown first in Figures 1, 2 and 4. "Loading support" as used herein With respect to the wall panel 2, means that this wall panel 2 is capable of temporarily supporting the weight Two-level compression of floor / ceiling panels (will be described later), plus the weight of one level of wall panels and the weight of two beam holes filled with wet concrete, without the need for any beam or column load-bearing concrete. "Blower-load", with respect to panel 2, means ornaments that panel 2 can support the compression weight of wet concrete poured along the top of panel 2, into formation beams of approximately 15.24 by 30.48 centimeters in cross section, until the concrete in the beam and column frames (shown in figure 3) harden and assume the responsibility of the entire weight of the building through the structural beam and the column frame down on the foundation. An alternative construction of the wall panel 2, can be load support completely, without needing concrete columns, for low-rise buildings.; and can be used with respectively few columns for taller buildings. The load-bearing capacity of the preferred embodiment of the wall panel 2 may be provided by light gauge, normal, 15.24 centimeter, gauge-sized metal bolts 4 of approximately twenty gauge, placed vertically in the panel at centers of approximately 40.64 a 60.96 centimeters. These bolts 4 and all of the component materials and all of the two component parts used in accordance with this invention are normal for the building construction industry. Accordingly, using this invention will comply with the building codes, are special permits. The interior wall portions of the wall panel 2 can comprise a layer 6 of love board equalization or isolation of noise on which the table of pressed fiber for walls 8 would be, for example a table of gypsum against fire type X of 1.59 centimeters. These pressed fiber boards for walls 6 and 8 are secured by bolts 4 by conventional means not shown. Desirably, fiberglass insulation of 54.4 to 15.24 centimeters thick fills most of the interior of the wall panel. If the wall panel 2 is an inner panel, as shown in Figure 1, then both sides would be covered with the pressed fiber boards for walls 6 and 8. If the wall panel 2 is an outer wall, as shown in Figure 4, prefabrication in the factory would also include an exterior cladding board 11, instead of the soundproof table 6, and the complete exterior surface finish materials 12. Surface materials, such As stucco, aluminum lining board, vimlo lining board, decorative features, sidewall 13, etc., all are part of the exterior of the wall panel 2 in the factory. The height of a wall panel would be the height of the room, for example, approximately 2.44 meters. The length of the wall panels would depend on the length and width of the room. The typical apartment and motel configurations use walls of approximately 4.28 to 8.53 meters in length; said length can be achieved in accordance with the present invention with a single wall panel 2. Although the support load wall 2 panels have dimensions exceeding 2.44 by 8.53 centimeters, they would not present problems of prefabrication in the factory or building in the work, especially since these panels are respectively light weight, transport From the factory to the obr-a could affect the size of the panel, the platform of the tractor trailers are of various normal sizes to comply with the license in the city, out of town, in the state and out of state. Also, in some cities or portions thereof, the streets may not be large enough to accommodate large or wide-bed or long-bed trucks. Once the work is known and the logistics of transport construction is known, the architect and the management of the prefabrication can decide on the best selection of the panel lengths, an important additional criterion that employs the least panel configurations, in order to increase the maximum efficiencies of prefabpcation in the factory. For large building projects, the "factory" can be a warehouse or simply a covered area adjacent to the work, to Limit and simplify transport logistics. As shown in Fig. 2, an end view of the wall panel 2, the top and bottom of each load bearing bolt 4 fit into the basic metal channels 14 and 16, respectively, which direct the length of the panel. Similarly, the entire panel is secured, if required for stress, at its top and at the bottom, by an optional pair of metal channels 18 and 20, respectively. These two series of channels 14 and 18, and 16 and 20 can be of 16 gauge and joined by spot welds or screws, not shown. The internal channels 14 and 16 are also secured to the pins 4 by spot welding or screws through the ends of the channels. The L-shaped guides 21 are secured to the bottom of the panel by spot welds or screws to the optional channel 20, or to the Leo 16 channel if the optional channel 20 is not needed for rigidity. These guides 21 may be 1,905 by 1,905 centimeters and are spaced along the length of the panel to assist in the placement of the panels by the crane, as will be described below. An important function of the optional outer upper and lower channels 18 and 20 is to protect the upper and lower face of the pressed fiber board for walls from damage., especially during the transport of finished panels on the construction site. The cost and weight of channels 18 and 20 can be eliminated if reasonable care is given to finished panel 2 during transportation and construction on site. Any small damage to the bottom of the pressed fiber board for walls 8 can be covered by members of the base board type, often plastic, which would be instantaneously installed immediately after painting-the pressed fiber board for walls edi icada in the work. The optional upper and lower channels 18 and 20, or the basic channels 14 and 16 if the channels 18 and / or 20 are removed, are also used to define the lower and upper limits of a volumetric gap that is required for the beams, or will be described later in detail. A plurality of L-shaped fasteners 22 (only one of which can be seen in Figure 2), are secured to the center of the upper part of the optional channel 18, or the basic channel 14 if the optional channel 18 is omitted. The fasteners 22 may be 16 gauge steel, 5.08 centimeters wide, 50.8 by 5.08 centimeter material, having a curved or grooved upper edge 23 and a large hole 25 through the erect extremity. These fasteners 22 would be approximately one meter apart, along the top pair of panel 2. The function of the fasteners will be described below. Figure 3 shows the frame 24 for u ci of the columns, which will become the vertical support for the main load support for the entire building, once the column frame 24 is filled with concrete and the concrete hardens. The frame 24 is manufactured and installed in the factory on the wall panel 2 in the factory. A convenient configuration for the main vertical frame body * 24 is rectangular or square; 12.7 centimeters on one side 26 and steel light weight, such as eleven caliber, or as small as 125 centimeters steel 0.48 cents. As seen in FIG. 1, the sides 26 of the column frame 24 can be surrounded with pressed fiber board for plaster walls 27, for example of the X type of 1.27 centimeters, to provide added protection against fire. The upper part and the lower part of the frame 24 include two pairs of flanges 28 and 29, seen in Figure 3, which will be welded to the sides 26 and fit between the pressed fiber boards for walls 6 and 8. flanges 28 are fitted just below and in sup- port contact with metal channel 14 and optional channel 18 (channel 18 not shown in Figure 3). The flanges 28 and 29 have the function of transferring to the column the load of the beam, (not shown in Figures 1 to 4), which are located along the top of the wall panol 2. The channels 14 and 18 have large openings 30 placed above and the same size as the upper open part of the base 24, so that the concrete can be poured from above channels 18 and 14 and flow into the frame column, downwards in contact with the beam previously poured from the lower level. The sides 26 and the lower flanges 29 of the column frame 24 can extend in contact with the inner lower channel 16. Preferably, the lower end of the column frame 24 includes a support box 31 which surrounds the frame and its flanges 29. The support box 31 has side walls 31, the upper edges of which are fixed to the lower flanges 29 by welding. The side walls 32 rest on the upper part of the lower channel 16. The lower flanges 29 can be perforated, as in 34, to allow air to escape from the support box 31 as it is filled with concrete. The support box 31 is open in its lower part, which is located on a large opening 36 in the channel 16. In this way, the lower concrete surface of the support box is in surface contact with a concrete beam, which is located directly below the wall panel 2. The support channel 31 can be 10.16 centimeters high and 16 gauge steel. The support box is fixed to the lower flanges 29 before inserting the column frame 24 into the pair-ed panel 2. The reinforcement bar 38 shown in figure 4 is installed on site, before pumping the concrete. An alternative embodiment for the support box 31 is to tightly adjust its flanges 29 at a level with the lower part of the lower channel 16 and within the large opening 36. A cavity (not shown), having a volume similar to that of the box of support, is made on the beam, just below the column frame 24 and flanges 29, to receive the concrete as it is poured to fill the column frame 24. The cavity can be made by removing part of the the beam previously poured, while its concr-eto hardened only partially. Instead of the support channel 31, the sides of the column frame can be extended with a compression absorber cushion (not shown), for example an elastomeric support pad, which would be placed between the bottom of the flanges 29 and the upper side of the internal channel 16. An alternative for the support box 31 is described with reference to figure 13 and involves the beam gap and the beam discussed with reference to figures 9 to 12. Figure 4 shows, in FIG. upper section, the T-shaped connection of two exterior load-bearing wall panels, 2A and 2B, with an interior load-bearing wall panel 2C. Such a union would be typical of a motel, with the interior wall panel? C being the common wall between two adjacent motel suites. In a floor plan of apartment building, the 2C wall panel can separate one apartment from the other, or be a load bearing wall that is between two rooms, such as a room and a main bedroom. Near the ends of each of these wall panels is a load-bearing steel bolt 4, through which safe 40, talus co or screws with interconnection head, of 3.81 by 0.635 centimeters, project; which secure a side wall 26 of the column frame 24 to a bolt 4. Since the column frames 24 in Figure 4 are positioned at the ends of their respective panels 2A, 2B and 2C, said frames are then identified as frames of outer column 24, in contrast to column frame 24, in figure 1, which is positioned away from the ends of panel 2 and therefore of the so-called interior column frames. Due to their end orientations, the end column frames 24 do not require / possess portions of the flanges 28 and 29 and the support box 31 that are external to the farther side 26 of the respective end column frame 24. The securing of the column frames to the bolts is part of the prefabrication in the factory. The installation of all column frames 26 in the 1 1 wall panels 2 as part of the prefabrication procedure precisely locates the columns, simplifies the building procedure and reduces time and additional labor costs. Also included in the prefabrication is the welded placement of conventional steel bolt supports 42, or slightly bent bolts or rollers, to project outwardly from at least one side 26 of the end column frame 24. The perforations or small grooves 44 in the side walls 26 are aligned with the bolt supports. During the construction and on-site alignment of the different wall panels, the bolt supports 42 of an end column frame will project through an aligned bore 44 on the side of a supporting end column frame, adjacent to the other. or wall panel, as shown in Figure 4, to ensure the proper placement of the wall panels 2A, 2B and 20 with respect to each other, without needing exterior doors, or temporary interior welding, etc. After pouring and hardening the condensate 46 in the end column frames 24, the bolt supports are embedded and supported in the concrete portion of the column, immobilizing said column with respect to the column frame adjacent to the one originally secured. the bolt support. For example, supports 42 projecting from wall panels 2A and 2B are inserted through slots 44 and embedded in concrete column 48 in wall panel 2C.

The column frames can be provided with normal reinforcing bars 50. Fire sealing caulking 52 and / or molding 53 can be provided to close any cavities that may exist in the interior corners of the pre-stressed fiber boards. of support R. The vertical reinforcing bars 50, placed just prior to pouring the concrete at each level, extend only within their respective column frame 24, from floor to floor, through the entire height of the structure of the structure. building, from the foundation to the roof. These bars 50 are slightly longer than the length of a floor level height and divide and overlap a minimum of 30 diameters, to create a continuous structural member to withstand all vertical forces placed in the building, including lifting . Accordingly, the column frames 24, fitted in a continuous series of reinforcing bars 50 and filled with concrete 46, become a column 48 and have the ability to absorb and distribute the vertical loads of the building to the foundation . Since the columns absorb and distribute the vertical loads, the support wall panels 2, both interior 2C and exterior 2A and 2B, must resist and distribute the horizontal cutting or wind forces acting on the building. One way to design the torque-ed 2 panel to resist the shear forces is to install a series of internal "X" steel weld strips on both sides of the steel bolt / channel frame, before covering the wall panel with any table finish. Said steel welding ring (not shown in Figures 1 to 4 for clarity) would be designed and bolted or welded in place to the steel panel frame in accordance with structural design requirements; that is, different wall panels 2 for a ten-story tall building would require much more "X" welding to withstand the wind shear forces than a tall four-story building. An alternative construction of the par-ed 2 panel allows for a more economical building, especially for low-rise buildings, since it eliminates the need for concr-eto columns 48 and their associated column frames 24. Increasing the strength of the bolts Load bearing 4, which directly and permanently supports concrete beams and previous building loads, would not require concrete columns. Using pins 4 of 18 or 18 gauge and, if necessary, securing them from back to back (as shown with respect to the floor joists in Figure 7), the per- nos would possess sufficient strength to carry the building loads to the foundation for low-rise buildings. For taller buildings, few concrete columns are recommended, so that their divided, continuous, internal reinforcing bars 38 are present to resist any lifting force of the building. Those concrete beams with or without the columns would continue to have the main task of joining all the walls, ceilings and floors in a monolithic structural framework. Due to the resulting monolithic framework, some architects may recommend the presence of some of the concrete columns 48 even in low-rise buildings. In addition, since the upper floor levels of a high-rise building are, with respect to the load, like a low-rise building, they can benefit from the more economical wall panels, which do not have concrete columns, or which how much they have few columns. A typical floor / ceiling panel 54 is shown in Figures 5 to 8, including a preferred embodiment, which includes a layer of ada 56 concrete for the floor. Cl floor / ceiling panel 54 is completely built and finished in the factory, except for: carpeting, base molding, a roof cornice that would terminate the horizontal edge where the roof joins with a wall panel, ceiling molding where the roof panels are supported, and spray paint or acoustics for the roof. The structure and many of the components of the floor / ceiling panel 54 are similar to those of the wall panel 2. For example, steel joists 58 and 60 of 18 gauge, 20.56 centimeters deep, C-shaped. , of light gauge, direct the lengths of the floor, said length that becomes the width of a housing unit of the finished building. The joists 58 are interior and the joists 60 are on the sides of the panel 54. The length of a floor / ceiling panel can typically be approximately 4.88 meters, but can be as long as 6.10 or more meters if the apartment, motel or Building required a configuration. For convenience of transport from the factory to the work, the width of the floor / ceiling panel 54 can be 2.44 meters; however, if trucks with a wide or very wide platform can be used, these panels can be wider. The number of joists 58, their spacing, and if used from back to back, as shown in Figures 5 and 7, are routine design considerations. However, it should be understood that no part of these floor / ceiling panels 54 will have load bearing compression, not during or after the construction of the building. The opposite ends of the separate joists 58 and 60 are secured to steel channels 62 of 20.32 centimeters in depth, in the shape of C, which direct the width of the floor / ceiling panel 54, as shown in FIGS. and 8. The side joists 60 are secured to the channels 62 to make an internal rectangular frame for the panel 54. As seen in a divided portion of figure 5 in figures 6 to 8, on the upper edge 64 of the joists 58 and 60 a Steeltex 66 mesh is found to cover the entire upper surface of the frame defined by channels 60 and 62. On the Steeltex mesh is the layer of concrete n 56, approximately 5.08 centimeters thick , which is poured into the factory as part of the prefabpcation, a plurality of elastic metal channels 70, manufactured in the norm, are secured to the lower edges 68 of the joists 58 and 60. Being elastic, the channels 70 reduce the tran sound transmission through the floor / ceiling panel 54 from? n level of the building to another level. The ceiling board 74 is mounted to the channels 70 and separated from the lower edges 68 of the joists 58 and 60, for example a pressed fiber board for X-type walls of 1.59 centimeters. The approximate spacing of 3,175 centimeters between the ceiling board 72 and the joist improves the fire speed of the floor / ceiling panel and also reduces the transmission of sound between building levels. A pair of steel channels 74 of 30.48 centimeter depths direct the width of the floor / ceiling panel, parallel to the channels 62, and are secured by spot or bolt welds, (not shown). The similar channels 76 are secured to the joists 60 and form, with the channels 74, a rectangular frame around the outer edges of the floor / ceiling panel 54. This rectangular frame, when filled with the concrete layer 56, can terminate economically with a manual teacher, using the upper part of channels 76 as a guide. No energy finishing is required. Per-no supports 78 and steel L-shaped angle members 80 are secured to and project outward from outer channel 74. Angle members may have limbs of 5.08 centimeters, 0.32 centimeters thick, and extend the width of the floor / ceiling panel. The horizontal limb 82 of the angle member 80 has, along its length, separate perforated holes 83 shown in Figure 8, which will be explained further on. As mentioned before, the width of the floor / ceiling panel 54 is along the length dimension of a room and is limited by the width of the platform trailer, which transports it from the factory to the site. Even if a very wide loading platform was used, the panel width of approximately 3.66 meters would only cover a portion of the necessary floor / ceiling surfaces. In this way, in the work you need to place several of these panels 54 from side to side, with their channels 76 supporting, to complete the layout of a single department or motel unit. After properly placing several floor / ceiling panels 54 side by side for a specific individual level of the building, the channel 76 of a floor / ceiling panel can be welded at separate points to a supporting channel 76 of the next panel of the building. floor / roof 54A as shown in fragment in the lower right corner of figure 5. Channels 62, 74 and 76 may be 16 gauge. Although the concrete has been chosen to be the preferred embodiment, it and the Steeltex may be replaced by other materials capable of prefabricating the floor / ceiling panel in the factory; for example, plaster may be poured on top of a board placed down which is secured to the upper edge of the joists. Figure 9 is a vertical view through small portions of two aligned 2D and 2E two-level wall panels, for example, the second and third levels of the building and the adjacent ends of two floor / ceiling panels 54B and 54C, which separate these two levels. The portion of the building shown in Figure 9 is shown by the circle reference number 9 'in the vertical section of the building of Figure 10. For ease of viewing and understanding the creation of a volumetric void 84 for a beam, in accordance With an important feature of this invention, many of the panel components shown in Figures 1 to 8 are not illustrated in Figures 9 and LO. Also, the majority of the sectional insulation is omitted in Figures 9 and 10. Dur-before the construction of the building, for example, the second level, the vertical wall panels, one of which is the illustrated one, the panel of 2D interior load support, is placed on top of a previously placed floor level 86 (shown only in Figure 10) composed of a plurality of floor / ceiling panels 54D. Similarly, several other wall, exterior 2F and interior panels, and any core module required for a complete housing unit 88 are built by the crane and placed to form said room unit l of the second level. Said positioning will include the insertion of the bolt supports 42 of a panel into the open slots 44 of the side 26 of the end frame frame 24 of a support wall panel, as described above with reference to Figure 4. floor / ceiling panels 54, including 54C for such a room unit, are lowered into position by the crane to create JO the roof of the second level and the floor of the third level. As shown in Figure 9, the horizontal extremity 82 of the angle 80 aids the placement of the right lateral infert part of the floor / ceiling panel 54C in the optional upper channel 18, or the basic channel 14 if the optional channel is omitted, of the 2D wall panel. The fasteners 22, which are secured along the center line of the upper part of the optional channel 18, or the basic channel 14 if the optional channel 18 is omitted, act as a positioning alignment r-ettene for the end right of the floor / ceiling panels, such as the panel 5 C, stopping the right edge of the end 32 of moving inward, once the end 82 rests on the holder 22. The floor / ceiling panel 54C in this way placed can now be secured to the upper part of the 2D wall panel by bolts, which pass in the perforated holes 83, in the ends 82 of the angles 80, and screwed in the channels 14, 18"Since the tip 82 is 5.08 centimeters wide and centered fastener 22 is also 5.08 centimeters wide, the right edge of panel 54C, ie, its channel 74C is approximately 7.62 centimeters from the volumetric center of volumetric gap 84. At the same time that the side of The panel 54C is positioned in the upper part of the 2D wall panel, the left side of the panel 54C with its angle end 82 (not shown) is guided in its position in the upper part of a wall panel 2F in the left side of the housing unit 88, as shown in Figure 10. Since the load bearing bolts 4 can easily support the weight of the floor / ceiling panels 54, at this time no need to pour the concrete into The column frames 24, the sides 26 of a column frame being shown in the divided line, in the wall panel 2D in Figure 9. At this time, the outer channel 76 of a floor / ceiling panel may be Welding a support channel 76 in the adjacent panel; although said welding or pumping of concrete can wait until more of the panels and / or core modules of the housing units are placed on the same level. Then, the wall panels, for example, 2G, and any module for an adjacent residential unit 96, shown in Figure 10, are built and co-located, so as to be able to support the floor / ceiling panels for said residential unit. adjacent, one of those floor / ceiling panels being 54B, the left end of which is shown in Figure 9. In this joint, the left end of panel 54B, with its channel 74B, and the right end of panel 54C, with its channel 74C, are placed on top of channel 18, or 14 as previously discussed, of the 2D wall panel; and channels 74B and 74C are separated by approximately 15.24 centimeters. In this way, channel 18 or 14 defines the base of a rectangle and channels 74C and 74B define the vertical walls of said rectangle; said rectangle being the extreme view of the volumetric void 84. Still, nothing forms the upper part- of the rectangle. As shown clearly in Figure 9, the volumetric gap 84 is not located in any portion of the 2D wall panel, nor the floor / ceiling panels 54B and 54C. Also, the vertical channels 74B and 74C are solid (without openings) and are along the entire horizontal length of the recess 84. The channels 14 and / or 18 run along the top-of the 2D panel and they have commutative openings 30 that are on the open top of each column frame 24. The 2D wall panel can represent a plurality of adjacent / supporting pair-ed panels, joined together to form a single long wall of one. department or motel unit 08, for example 9.75 meters long, which has several column frames. Likewise, the channels 74B and 74C of the floor / ceiling panels 54B and 54C can represent the channels 74 of two whole grottos of those floor / ceiling panels, which form: the ceilings of the second level of two apartment rooms or motel units 88 and 90, of which the 2D wall panel is a common wall; and the floors of the rooms or units 92 and 94 in the third level, of which the wall panel 2E is a common wall. In this way, the length of the channels 74B and 74C can also be quite long, for example 9.75 meters long formed from end-to-end channels of the side-to-side relationship of the separated floor / ceiling panelee. Accordingly, the volumetric void 84 would be in the upper part of all a wall, formed of one or several VIs. pair-ed panels 2; and the volumetric gap would also be between the end channels 74 of the adjacent dispositions of floor / ceiling panels 54. Said position of the volumetric gap R4 should be the position of a beam filled with 98 hopper concr-eto. The beam 98, its line of reference number, parts of the beam and its reference number lines, which must be entered afterwards, are shown in Figure 9 with short lines divided to emphasize that they are the result of the filling of the volumetric gap. with concr-eto. According to a characteristic of the invention, the sight of the concrete can be programmed so that in all the columns and in all the beams for a specific building level, the second level in figures 9 and 10, a single spilled during the same period. However, if the construction / building schedule does not allow a single pouring per level, several con- cession spills can be made at different times without denying the main advantages of the invention. As used herein, the term "pour" includes pumping. A preferred building / construction schedule would complete one building level per day and would provide for the construction of all vertical components - load-bearing wall panels, kitchen core and / or bathroom modules - and the placement of all floor / ceiling panels 54 on top of all those vertical components for a level that will be completed during the first part of a work day. Said construction and placement would include securing together the ends of the wall panels, such as by the bolt supports 42, and welding together the channels 76 of the adjacent sections of the floor / ceiling panels 54. As the floor panels / roofs are placed immediately above and, by themselves, welded to the wall panels connected at the corners, there is little if any need for temporary interior welding. Also, since the exterior faces of all exterior wall panels are completely finished in the factory, no outside walkers are needed. The result of said first part of a building and placement of the work day will be as shown in figures 4, 9 and the second level in figure LO, except for the concr-ete 46 shown in figure 4 and the wall panel 2E of the third level shown in figure 9. During the second part of the first day of construction, the reinforcement bars, such as 38 and 50 for the columns 48 and the bars 99, 100 and 102 necessary for beams 98 would be installed, and any concrete pouring preparation would be obtained. The lower horizontal bar 99 is located on the slotted edge 23 of the fasteners 22; and the vertical bars 100 are tied by wires to both the horizontal bars 99 and 101. The installation of the vertical reinforcing bars 38 and 50, which pass through the column frames and the beam holes (these bars they are not shown in Figure 9) they preferably use an arrangement 15 of "30 bars in diameter", from level to level, to tie the levels together and create a monolithic frame of full reinforced concrete. It should be remembered that the wall panels, such as the wall panel 2F of Figure 9, have not been built, any or part of the third level, other than the floor portion of the floor / ceiling panels 54. The condensate can now be seen / pumped into the volumetric voids 84 from a position near the top-of the same. The pumping of concrete into the volumetric void 84 that forms the beam also causes the concrete to flow into the top of the column frames 24, by edLO of the openings 30 in the channels 14 and / or 18. As the concrete fills the beam gap 84, also fills the large hole 25 in the fasteners 22 to provide additional support for the fasteners, the wall panels 2 and the reinforcing bars., 100 and 101. The concrete pumping can proceed simultaneously in several different beam gap locations at the same level, so that it is completed during the second part of the work day, and all the frames of frame 24 and Volumetric gaps are filled to make the concrete columns 48 and beams 98 for said level of the building. After completion of the pouring of concrete, which includes softening the upper surface 102 of the resulting beam 98, and the concrete has been partially established, a pair of vertical slots 104 is formed, which run hopzontally along the entire length of the beam. In the first part of the next day, the grooves 104 will have hardened to be able to receive the ends directed downwards from the guides 21 in the shape of L to assist in the placement of the wall panels of the third level, such as panel 2E. It will be appreciated that, during the morning of the second day of the preferred work schedule, the concrete pouring will have hardened during the second part of the day, but it is not yet structurally strong to allow beams 98 and columns 48 to be a structural load-bearing structure and assume the role of carrying the weight of the building to the foundation. This is not a problem, since the studs 4 on the wall panels 2 provide enough load support to support: those columns and beams poured before, the floor / ceiling panels laid / laid on those wall panels, all the vertical panels and modules of the next level (the third level in this example), and the floor / ceiling panels that will be placed on them. In addition, even if the columns and beams poured in the second part of the first day are not fully loaded when the second part of the schedule of the second day arrives, for the third-level discharge, the load-bearing capacity of said columns and beams of the first day, combined with the support capacity of the wall panel bolts 4 built the first part of the first day (for the second level) and the first part of the second day (for the third level) is more than enough to support the pouring of concrete from the columns and beams of the third-level in the second part of the schedule of the second day. Based on this preferred work schedule, you can build and pour a whole building level in one day, and the next level can be built and poured the next day. To reduce the time that concrete columns and beams get sufficient load bearing strength, the concrete may be of greater kg / cm2, such as 351.5 kg / cm2, instead of the more commonly used 246.05 kg / cm2. Since the building of a level includes its roof, and since they are included in the pre - assignment of the exterior wall panels, some internal tr - down can be advanced daily on a level, * - • * in when the construction of that level is completed, regardless of the weather conditions and even during the emptying of the concrete for that level. Such interior work may include the connection of the electrical conduits and plumbing pipes installed from the factory to the main lines, as well as the installation of all the par-edes that do not bear load, which were prefabricated in the plant, transported to the site and raised in place as a package of walls moored and placed over previously constructed floor panels of the appropriate housing unit, before closing the roof of that unit with the floor / ceiling panel on top. These internal walls or divisions that do not support load are manufactured in a similar way to the support walls, but without the inclusion of any column frames. They are light in weight, with 25-gauge bolts and can be tilted in their hand position, by means of a separate group of people, so as not to deviate from the accelerated schedule to complete-and waterproof-the structure of the main building. If the number of walls and modules at any level of the building is too long to complete its construction in the first part of a working day, the emptying of the columns and beams can start 'when the construction has been completed at the same level, the same day of work; while the construction is completed during the second part of the same day. After building the walls and modules of the third level and emptying / pumping the concrete for the beams and columns of the third level, the same procedure is repeated par-a the fourth level; and again it is repeated for each higher level. Several solutions are available to cover the upper part of the building with a roofing system. The structural integrity of the building must be completed by creating and emptying all the beam holes 98A to encapsulate the building and this structure-to join-the different components in a single continuous monolithic structural unit. Three basic solutions are available. One solution is to cover the building with a flat roof using a floor / ceiling panel 54 as a roof panel 54E, as shown in Figure 10 with an additional roof finish. A second solution is to add conventional and optional inclined roof members 108, over which conventional roof panels can be secured. The conventional inclined roof members will be in addition to the 54E beam gap forming panels. This second method would allow to economically obtain Mansard type 109 roof edges. A third solution, which may be the preferred solution, would be to modify the panel 54E as a sloping roof system. This roof / roof panel would be manufactured in a manner similar to the normal floor / ceiling panel 54 as described in the fi < ju \ 'a'-, 5-8, with one main exception. All floor joists 58 and 60 and channels 76 would be made in two middle portions that would be attached to each other with a hinge or rigid hinge l10 at one end and two identical slanted sides illA and 111B as shown in FIG. Figure 10. The resulting sloped roof / sloped panel 111 is fabricated in a manner similar to the roof / roof panel 54, so that the end channels 74 are held in their vertical position to help form the void beam 98A. A finished roof can be applied in the factory and the entire rigid or curved hinge panel 111 can be transported and constructed rigid or folded in one piece, without the need for external walkers. Once the entire roof is complete, the entire building will be weather / rproof and will be ready for the final interior finish that includes: resurfacing with notches and imperfections over the wall panels and roof panels previously finished; the sprinkling of any tirol for roof and the paint by spray of the walls; the placement of the shades; hanging pre-drawn interior doors and completing electrical wiring connections, air conditioning duct connections and plumbing connections. Figure 10 illustrates one of the different typical foundations that can be employed with the components and the method according to the present invention. The concrete foundation 112 can support a concrete rod wall 114, which would support the first level of floor panels 54F. The floor panels 54F would be prefabricated in the same manner as the floor / ceiling panels 54 in Figures 5-8, except that the elastic channels 70 and the pressed fiber board of the roof 72 are omitted. The lower edge of the volume beam gaps 84 for the first level is defined by the upper surface 116 of the rod wall 114, since there is no wall panel 2 with its channel 18 below the floor level 54F, as it is in the second levels and in the higher levels, as described and shown previously in figure 9. The outer faces 118 of the beam holes 84 require some form element while the concrete is being emptied and until that has hardened. For the first-level beam recesses a normal temporary forrn 120 can be used and then removed. Nevertheless, this is not acceptable for higher levels, since a goal of the present invention is the exclusion of external scaffolds. One solution for this problem is to install an external metal channel 122, also shown in FIG. 2, in the factory, hinged or fixed so that in its final position it completes the formation of the gap of v ga. An upper-court view of a typical motel room is shown in figure J1, such as the room unit of the third * level 92 in Figure LO, with a small portion of an adjacent room unit 94. Fl motel room 92 has two main portions, a sleeping portion 124 a central module 126 encompassing a bath / entry / closet portion "The sleeping / living portion 124 contains all the structural components illustrated and described so far in the pr-esente, except for the foundations, couple of rod and roof. Starting with the left wall, this is formed by one or a series of 2A connected outdoor load wall end panels, with light gauge bolts 4, sheets of pressed fiber of noise control and for wall 6 and 8, fiberglass insulation 10, exterior cladding boards 11, finishes 12, side span 13, at least the basic channels 14 and 16, the column frames 24 (interior and end) filled with concrete 46, screws with interconnection head 40 and bolt supports 42, etc., etc. Below the wall panels 2A is the beam gap 84 filled with concrete to form a beam 98 running along the entire length of the room 92. The concrete for the beam 98 is emptied at the same time as the concrete which filled the column bases 24 for the columns in the panels 2 of the lower level room units 88, 90 and 96. The long wall on the right side of the room unit 92 is an interior / common wall made to from one or several interior load wall panels and attached to each other 2C, of the type shown in figure 1, with sheets of pressed fiber type X and sound deadening 6 and 8 on both sides of the same and the construction components mentioned just above for the left wall. Dent r * o of the encircled reference 3 'is an inner column frame 24, shown in Figure 3. The outer side wall is of type 2A and was prefabricated with a finished window 128 and an opening 130 to receive * a unit of air conditioning 132. l corner, to the right of the unit of n / C 132, where the wall panels of ipo 2A, 2B and 2C are joined together, is similar to that illustrated in detail in the figure 4 and is identified by * the circle reference 4 'in Figure 11. The circle reference 5' indicates the floor portion of the floor / ceiling panel shown in Figures 5-8. The long discontinuous lines 76, one of which passes through the circle 5 A, designate the outer channels 76 of two of the floor / ceiling panels that are secured to each other to join two of the floor / ceiling panels 54.

The length of a quarter unit is not governed by the length of adjacent quarter units, below or above it. In the same way, the outer end of a quartet unit can be extended to include a balcony; these two characteristics are shown in the upper part of figure 11. The beam recesses and their resulting beams, such as 98B and 98C, are extended and flown from the longitudinal beams 98, which extend outwards from an outer wall and be covered by a prefabricated concrete slab 134 or a floor panel similar to the floor / ceiling panel 54, but with a weatherproof under surface that replaces the roof board 72 to form a balcony. Although beams 98B and 98C are cantilevered and require the use of removable forms, there is no need for exterior doors. The presence of the balcony would require the window 128 to be a sliding glass door, prefabricated and installed in its exterior wall panel. If the room unit 94 will be longer than unit 92, its longitudinal beams, one of which is 98C, can be extended in the same way as the balcony beams 981! and 98C. Of course, other building components, including sidewalls, floor and roof would also be longer and outer wall 2B would be moved outward to position 2BA. The lower surface of the balconies and the extended rooms would be suitably finished. The presence of different lengths of room units and balconies allows for variation in the design of the building's facade. A central module, with the bath 126 in FIG. 11 being an example, in accordance with the present invention, utilizes many of the prefabrication techniques and components described hereinbefore and obviates the complexity and cost of the prior art. The advantage of a central module, such as the bathroom 126, is that it is completely prefabricated. The tile floor, ceiling, walls, tub / shower cubicle, sink, toilet, mirrors, all plumbing pipes and electrical taps, ducts and systems are assembled separately to obtain a fully finished six-sided modular unit; ready to be placed in its final position by the local working crane. The main disadvantages of the modules of the prior art do not belong to their prefabrication and transportation, but were caused by their installation requirements. According to the prior art, the modules were carriers, but they did not bear load; they could not support the weight of the modules or rooms or concrete / steel frames encuna of them. Therefore, the six-sided modules of the prior art fear that they would be placed in a load-bearing frame or shell, which was already part of the building that was being constructed; or a load-bearing frame or armor had to be formed around the prefabricated module just after it was placed in the building, while it was being built. This effectively created a box inside a box; thus requiring considerably more work, materials and weight - hardly an advantage when the modules were used. 0, if the module was of the y concrete shell type and could support additional modules on top, then it was extremely y and large and difficult to transport. The central modules, according to the present invention, bear load, since their wall panels 2 contain the load-bearing bolts 4 and the column frames 24, which will be filled with concrete and will therefore be supported. It's cargo. Alternatively, as mentioned above, the bolts can have an increased strength, thus obviating the need for concrete columns or reducing the number of columns. The components of the modules define the volumetric beam gap 84, which is filled with concrete to form the beam 98. In fact, from an examination of the fi lter 11, the central module of the bath portion 126 does not appear to have * a structure different from that of the living / sleeping portion * 124, except for the side and narrow side walls 2H and 21, which are at the top of beam portion 981) which is contiguous with beam 98, which underlies the entire right side of room unit 92 and the left side of the room unit. 94. As is well known, to simplify the plumbing, the bathrooms of adjacent room units are positioned side by side with each other; similarly, they are aligned vertically floor with floor. The central modules shown in Figures LL and 13 cover the entire length of a room - from one supporting wall to another supporting wall. The central modules can be as short or longer and expand to tr-birds and interrupt a support wall if the layout of the plan so indicates. An example would be two bathrooms attached to one another serving as two housing units and manufactured in the plant in a single module to economize. In this case the supporting wall that separates the two housing units could be interrupted by the inter-sectional module. This presents no structural problems, as long as the beam gap continues within the perimeter of the module, complete the beam gap along both sides of the module and connect it to any adjacent support walls that connect to the module. This encapsulates the module and joins all the beam holes of a particular level of the building and converts them into a monolithic and contiguous estr-uctur-al unit. The vertical sectional view of Figure 12, which is turned along line 12-12 of Figure 11, provides further information about the construction characteristics of the 2H, 21, 23 and 2K wall panels. of the centr-al module, ceiling and floor members 546 and 54H and their small differences of the wall panel 2 shown in Figs. 1-4 and of the floor / ceiling panel 54 shown in Figs. 5-8. The essence of the differences in the main components is that the bath module 126 and all the other central modules 4 according to this invention they have six sides and, therefore, do not share a common wall, or a common roof or floor with an adjacent central module. In this way, the bathroom module 125 in the motel room 92 requires a 2H wall panel that is prefabricated as one of the six sides of its module; and that it be manufactured completely separate from the similar wall panel * 21 in the six-sided bathroom module 136 for the motel room 94 as shown in figures 11 and 12. The bathroom module 126 in figure 11 is in the corner of the motel and, therefore, only the wall panel 2H is adjacent to ot -or central module; therefore, the remaining load-bearing wall panels 2 of this module are either internal, as shown in Fig. 1, or exterior, as illustrated in Fig. 4. Therefore beam gap 84D and the resulting beam 98D running below the wall panels 2H and 21 have the same or width of 152 nm that all the hollow beams of beams and beams in the motel building, the wall panels 2H and 21 have approximately half of the width of the wall panels 2 described above. In this way, the load bearing bolts 4H and 41 are 63.5 mm wide and are placed in lower 16H steel channels and 161 of 63.5 mm wide. Likewise, the upper part of the bolts, as shown with 43 and 4K, on which the beam 98D is positioned, are placed in upper channels 143 and 14K. The wall panels 23 and 2K are part of two other central modules attached to one another 138 and 140, located at the ends of the motel rooms 88 and 90. As is well known, to simplify the plumbing, the bathrooms of units of adjacent rooms are attached to each other; In the same way, they are aligned literally floor with floor. There are no optional channels 18 and 20. The L-shaped guides 21 are secured to the lower channels 16H and 161 and their respective floor channels 74, to facilitate the manufacture in the plant of the totally enclosed modules. Since the central modules are completely finished as part of their prefabrication, the bath tubs 142 and the tiles 144 are part of the bath module 126, as well as sinks, toilets, mirrors, par-ed mosaics, floor installations light, floor and wall cabinets (not shown), etc. Since the central modules are not limited to a single room, such as a bathroom or a kitchen, a central module can include, for example, bathrooms attached to each other 126 and 136 in motel units 92 and 94. In such an arrangement, the narrow par-ed panels 2H and 21 can be replaced by a single common interior wall panel 2. Such a central module does not need to include the inlet and closet portions of the rooms. Each central module has its own floor panel 54G and s? roof panel 146 itself. As shown in Figure 12, floor panel 54G is almost identical to the floor portion of floor / ceiling panel 54 shown in Figure 8. Floor panel 54G is comprised of a joist steel 58 of 203 rnrn in width, placed in a pair of C-shaped inner channels 62 of 203 rnrn, which are secured to two pairs of outer channels 74 and 76 in C-shape framing the floor panel 54G. A Steel Tex "..6 mesh is secured to the upper edge of the joists 64. Approximately 50.8 nm of the final concrete layer 56 is cast on top of the Steeltex mesh and is the smooth base for the 144. tile. Likewise, bolt supports 78 are secured to the outer channel 74. The angles 80 in the form of L are secured as also shown in FIGS. 8 and 9, for splicing against the lateral edges of the fasteners 22. The panels of roof 146 of a central module comprises a light gauge steel beam 148, for example 152.4 nm deep placed within a C-shaped steel channel frame of 152.4 nm, of which the channels 150 are shown in Fig. 12. The upper part of the roof panel of a central module, for example the bath module 138 of the fourth unit 88 of the second level, is approximately 50.8 inm below the upper part of its par-ed panel 23 (as well as below the top of the adjacent pair-ed panel 2K of the module 140 of the room unit 90). In this way, the side channels 150 of the roof panels 146 of a central module can not form any part of the beam gap 84D. Only the side channels 74 of the floor panels 54G define the vertical sides of this beam gap. The lower surface of this beam gap 84D is defined by a closure plate 152, which may have a gauge of 16 and is secured to the upper faces 154 and L56 of the upper channels L4.3 and 14K. The closure plate is prefabricated with L-shaped fasteners 22 fixed in pairs, as previously described and shown in Figure 2, and is pre-perforated with openings 158, positioned on any column frames, such as 243 in Figure 12. The openings 158 have the same purpose as the openings 30 in the channels 14 and 18 mentioned in Figure 3 - to establish an opening inside the upper part - of the column frames for pumping concrete in the same. This makes it possible for all members of beam and column in the central modules to be contiguous through the vertical height of the building and also to be contiguous with all other beams and columns in them and in other levels of the building, thus forming a single frame of reinforced and unitary concrete. The pressed fiber board 160, for example type X of 15.87 inm, finished as required, is secured to the lower edge 162 of the joists, to form the roof. The walls of the modules may include a sound deadening sheet 6 and finished type X pressed fiber sheets 8, unless other wall finishes are specified by the manufacturer. Due to the narrowness of the 63.5 nm width of some of the module bolts such as 43 and 4K and the resulting narrow wall panels 23 and 2K, there is insufficient space to place a full size 24 column frame. 127 mm square or rectangular, or even a smaller column frame of 76.2 mrn inside one of these wall panels. Moreover, the column frame and its resulting load support column would be centered with respect to the vertical beam 9RB. To accommodate these needs, as shown in Figures 11 and 12, column frames such as 24H and 243 are secured within one of the module wall panels attached to each other such as 2H and 23 and are projected to re bolts 41 and 4K of adjacent pair-ed panel 2T or 2K, respectively. Since the entire floor of a particular room unit, such as 92 in Figure 10, will be fully installed prior to pumping any of the beam holes 84 in that floor level (the third level in Figure 10), then all the floor / ceiling panels 54 in the housing area 124 and the floor panel 54G of the central module 126 will be placed in place before pumping the beam holes associated with that floor. However, when the central modules of the bath 126 and 136 are in place, the beam gap 84D defined by the floor channels 74 and the closure plate 152 of the modules 126 and 136 is not accessible for pumping from that. floor level. Since the beam gaps that form the perimeter of a particular room unit must be filled with an uninterrupted continuous drain, the filling of the beam gap 84D can be achieved - better by pumping at the top of the 24H column frames, the which are shared by the two modules.: '. 126 and 136 and are separated inside the wall panels of module 2H and 2T. Once the beam 98D is emptied, the beam gaps r-shelves 84 that surround the perimeter of the housing portion 124 can be * pumped from the floor level di ectly, as previously described. As a consequence, for a specific level of the building, the installation of a central module precedes by a complete construction / lifting cycle of two parts the construction of the wall panels 2 and the floor / ceiling panels 54 placed on their parts higher for the portions that are not modules of that same level of the building. Therefore, when the concrete is emptied for the beams of a specific construction level, the columns, which are part of a module and are erected on top of these beams, are also partially emptied. For example, and with reference to Figures 10-12, when the rooms of the second level 88, 90, 96, etc. are being constructed with their wall panels 2F, 21), 2G, etc. and their floor / ceiling panels 54C, 54B, etc. during a first part of a construction cycle, the bath module 126 for the fourth of the third level 92 is also positioned, so that its 54G floor panels are aligned horizontally with the floor / ceiling panels 54B, 54C , etc. in the upper part of the second level. Later, during the second part of the second construction cycle, the concrete is emptied into the beam holes 84 to create the beams 98, 98B and 98C that rest along the top of rooms 88, 90, 96, etc., and also concrete cast in the upper part of the column frame 24H of the central module 126 to create the beam 98D, within the beam gap 84D, which was defined by the floor panels 54G and its closure plate 152 of the module. In some cases, especially in high-rise buildings, the allowable compressive strength of the concrete beam 98 can be exceeded where it passes hop-on-line between the vertically aligned column frames 24, filled with concrete, which define the load support columns 48. In such a case, the architect or structural engineer may employ a compression and support attachment 163, as shown in Figure 13. This figure 13 is a repetition of figure 9, without showing certain components of FIG. 9 to improve the illustration of compression fitting 163. Compression fitting 163 rests in beam gap 84 d directly in vertical alignment with the column frames below and on top of it, for example. column 94 D and 94E and their columns 46D and 46E in their respective wall panels 2D and 2E. The purpose of this compression fitting is to transfer the building loads directly from a top column, such as 46E, down through this compression fitting and into the underlying column, with 46D. Three components constitute the compression fitting, a pair of limbs 164 and an upper support plate 165. The limbs 164 can be cut from a normal steel channel of 182 nm; and the upper support plate .165 can be made of steel of 76, .2-203 mm. The upper parts of the limbs are welded to the lower side of the supporting plate. The total height of the compression fitting will have to be equal to the height of the beam gap 84 so that the upper surface of the support plate 165 is in surface contact with the bottom surface of the flanges 29E. The flanges 29E are the only components of the support layer 31 employed when the compression fitting 163. is used. Likewise, the flanges 29E will extend outwardly from the bottom of the column frame 24E, each time There are no sides 32, as shown in Figure 3. The support plate 165 has a centered opening 166, which would be aligned with the opening 36 in the channel 16 of the wall panel 2E and the opening 30 in the wall. channel 14 of the 2D wall panel so that the reinforcement bar 38 passes fully through the L63 attachment and can be spliced with other reinforcing bars vertically aligned on the 2D and 2E wall panels. The adi ent of assembled compression 163 is installed in the beam gap 84 before pumping concrete into it; the pumped concrete would be contiguous to that of columns 46D and 46E. Figure 14 illustrates a typical department 167, having two rooms 168 and 169, each sharing a single central bathroom module attached to each other 170 with its bars 171 and 172; a large living / dining area 174, a kitchen > . central module 176 and a balcony 178. An outdoor corridor 180 is also shown. This department 164 would consist of all the component, modules and prefabricated floor panels described hereinabove and illustrated in figures 1-13. The important thing: the method to define beam gaps; create lightweight steel column frames that become support components when filled with concrete; Using load-bearing posts on the wall panels and avoiding external scaffolding contributes to lower costs, faster construction and completion, and a high-quality building that is totally satisfactory. The total size of section 167 is approximately 9.15 in. In width and 13.40 in. Long, including two sections 182 and 184 of 4.27 and 4.87 meters respectively, with three beams 98E, 98F and 98G running along the lengths of these sections. Of course, a department can be composed of many pieces of two sections and, therefore, have a lot of 9.12 meters wide and also be as long as one wishes, through the use of wall panels attached one with another and many sections of the floor / ceiling panels. The outer corridor 180 is constructed similar to balcony 178, with cantilevered beams 98B locally extended, and reinforced concrete slabs, as mentioned with reference to balcony 134 in figure 11. Department 167, as well as the motel unit of the figure 10, contain some internal wall divisions of non-support, prefabricated and finished in the plant as described above. Examples of these divisions are the closet walls 186 in Figure 14. These wall partitions can also be used to enclose vertical depressions 188 for plumbing and other installations. A depression can be constructed within a center module, shown with 190 in the bathroom module 126 of Figure 11. Typically, most apartment, hotel and motel buildings have lobbies, receptions, boardrooms and other wide open areas that should not be divided by wall panels nor interrupted by load bearing columns. Conventional local construction could be used to build large open areas, but at a higher cost and a loss of time and efficiency of the present invention. However, with a small modification to certain wall panels 2 to make them reinforced panels and using beam support reinforcement bars that depend on associated wall panel columns, the method and construction components set forth hereinbefore referred to to Figures 1-14, they can be used to the maximum to define the monolithic load bearing frame system of the invention with large rooms of open areas, as well as fourth units and apartments of normal size. With reference to Figure 15, a vertical section through the building shown in Figure 10, but at a right angle to it, ie transverse view, can assume that an open lobby area will exist on the first level. below Rooms 88, 90 and 96 (shown in Figure 10). The left end of lobby 192 is at the end of the building. Since the vestibule will be an open area without support wall panels 2 or columns, the load of the building from above will be very large as to be supported only by the left exterior par-ed with its wall panels 2, its bolts 4 and its column frames filled with concrete 24, and also the load-bearing walls and columns aligned with the right side of room 96-from floor to ceiling, with their beams 98 associated respectively. With reference to Fig. 14 and assuming department 167 is also fourth 90 in Fig. 10, vestibule 192 would have no load-bearing wall panels 2 or even columns aligned below and therefore supporting the walls 194, 196 and 198 that run the full length of department 167. There would also be no support wall or support member under the walls corresponding to wall 196 in rooms 80 and 96 in the vestibule. The absence of a support The wall-column in vestibule 192 can be replaced with the modification of the wall-forming walls 194, 196 and 198 in the superjacent rooms 88, 90 and 96, by fabricating these wall panels as reinforced wall panels 200 designed as a beam reinforcement shown in Figures 15 and 16. Such reinforced wall panels 200 will be manufactured completely outside the construction site-in the factory-all other wall panels 2. A diagonal cord member 202, preferably made of steel, it is welded to similar lower cord and cord members 203 and 204, which are secured to channels 14 and 16; these channels having been described in advance with reference to figures 2 and 3. Although the cords 202, 203 and 204 can be cut from a steel angle of suitable dimensions and strength, the shape and material of the column frame 24 (shown in Figures 1 and 3) meets the structural needs and is easily manufactured to correct the length. The Reinforced Wall Panel 200 was designed according to basic engineering practice, which included the use of basic reinforcement principles to define the size, type and locator of reinforced cord members. As shown in Figure 15, the per os 4 are present, but are interrupted by the diagonal cord 202 and are secured to the upper and lower beads 203 and 204. They are no longer needed for load support. If additional support is needed, it can be provided by means of additional column frames 24 'adjacent to the end column frames 24, at one or both ends of the vestibule and on the wall panels 200 that are directly above, as shown in FIG. shown in figure 15. The reinforced wall panels 200 will support the building's car * gas on them, remembering that they will contain the bolts 4 and the concr-eto columns 46 in the steel frames 24. However, and in reference to Figure 9, the concrete beam 98 that lies between the floor / ceiling panels 54B, 54C just below the wall panel 2E, if it were a reinforced pair-edged panel 200, could not support itself without a 2D support wall panel or other support members or columns. To solve this new problem, the vertical reinforcing bars 38 (shown in Figures 1, 3 and 4) are formed with a dependent hook 205 and, as shown in Figure 16, they will be po cloned just under the bar of horizontal reinforcement 99 (shown first in Figure 9), to secure and support those beams that are just above the vestibule 192. The construction and drainage axis method described above in the present with reference to Figures 1-14, will also be carried performed when the reinforced wall panels 200 and the reinforcing bars having the hooks 205 are used. These reinforcing bars would be the lowest of the overlapping bars 38 of 30 bars in diameter and will be placed in the positions shown in Figures 15 and 16, in relation to the horizontal bars 99, during the first part of a "first" day, before emptying concrete, in the second part of that day. Such emptying, as described above, would be from above and inside the beam holes 84, just arpba of the lobby 192; and would flow down through the column frames 24 into the support wall panels 2 surrounding the vestibule 192, down to the base floor 206. However, at that time of emptying, the engaged reinforcing bars do not have the beam support ability, any time that its upper ends 208 are not enclosed in hardened concrete. This envelope will not be emptied until the next day and will not harden enough for at least another day. The necessary beam support, during the construction and emptying around and directly above the vestibule 192, as well as during the construction of the next day of reinforced wall panels 200 and the emptying of the beam that is above them, downwards in its column frames 24 for enclosing the upper ends 208 of the reinforcing bars 38, and for at least the next day, until the hooked bars can support the beams 98, is provided by temporary wall panels 210 which are constructed during the first part of the "first" day, when other wall panels 2 are being built around the periphery of the lobby and in all other locations on the first level, to define room walls. With reference to figure 9, if the floor / ceiling panels 5 B, 54C were to be above the vestibule 192, then the panel panel 2D would be a temporary wall panel 210. As shown in figure 15, one or a series of the panels of temporary walls 210 form temporary walls aligned below the reinforced walls formed by the reinforced wall panels 200. With reference to Figure 14, the reinforced wall panels are aligned one level below the longitudinally running walls 194, 196, 198 , etc. in the rooms 88, 90, 96 and the temporary walls defined by the temporary wall panels 210 are aligned below the reinforced wall panels 200. The temporary wall panels 210 can be manufactured in a similar way to the wall panels 2. , with load-bearing head bolts 4, but do not require do: column frames 24, exterior channels 18, 20, sound deadening boards 6, insulation 8, exterior finish 12, guides 21, fasteners 22 or sheets of pressed fiber 24. After the concrete beams 98 and columns 46 that are above and surrounding the vestibule and those columns and beams just above the reinforced wall panels 200 have hardened enough to support the beams. Just above the temporary wall panels 210, the temporary wall panels can be removed and the lobby can be * decoratively finished. In a way, the creation of the large area lobby did not significantly modify the scheduled work - two parts per day, construction and then emptying -; it certainly has not slowed down the work schedule; and it has not required the local construction of the components, nor the use of significantly different component parts. Considerable detail has been established above with respect to: the component prefabrication method, the components themselves, the load-bearing wall panels, the floor / ceiling panels, the method of building the rooms, the creation of beam beam holes, the manufacture and use of central load bearing modules and the resulting monolithic reinforced concrete frame. However, certain details may be modified by those skilled in the art as long as they remain within the scope and scope of the present invention. Moreover, the novel formation of the beam gap can advantageously be incorporated into the construction of buildings of various types and remain within the spirit and scope of the claimed invention.

Claims (9)

NOVELTY OF THE INVENTION CLAIMS

1. - In a method to build a multi-level, multi-unit building per level with a frame that includes concrete beams, the improvement that comprises; create said beams, on the first level, without the use of removable forms by means of the steps: building par-ed panels on a specific level of the building., each of said wall-axis panels have a part higher; placing * roof panels in the upper part of said par-ed panels, said roof panels having vertical ends; I have cloned said vertical ends of two of said roof panels for which they are separated on said upper part of one of said wall panels; said vertical ends defining thus the separated and vertical sides of a volumetric beam gap; said upper part of said wall panel defining the base of said volume beam beam shaft and the upper surface of said beam gap remaining exposed; and fill said beam gap with concrete to complete said beam.

2. In the method according to claim 1, the steps of: installing reinforcing bars inside said beam gap before said filling; whereby said completed beam is reinforced concrete; securing separate supports extending vertically to said upper part of said wall panel and mounting certain of said reinforcing bars on said supports; fixing spacing members to said vertical ends of said roof panel, said spacing members having a size and shape for flanging sides of said supports when said vertical ends of said roof panels are correctly separated to define said vertical sides of said recess of beam; and positioning said roof panels in such a way that said separation members extend said supports. 3.- In the axis method according to claim 1; Each panel of the wall has a lower part; securing to said lower part at least one guide member projecting downward from and along the length of said lower pair + and; and croaking a vertical groove along the exposed upper surface of said beam just after said beam gap is filled with concrete; the relative positions of said guide member projecting downward and of said vertical slot being such that they engage when a wall panel is suitably positioned on top of said beam; whereby, said wall-axis panel will rest on top of said beam and be vertically aligned with said wall panel defining said base of said beam gap. 4.- In the method according to the claim 1, roof panels and wall stud panels being constructed and arranged in r-ela ion with said beam forming gap and said resulting beam so that said beam is on the outside of said roof panels and said wall panels. 5.- In the method according to the claim 1: fabricating said wall panels with light gauge steel load bearing bolts, whereby said wall panels support load; the capacity of the load bearing resulting from the wall panel panels being at least 10 sufficient to support the weight of said roof panels and concrete beams positioned in said upper part of said wall panels. 6. In the case of compliance with any of claims 1-5, incorporate at least one frame L5 of column inside each mentioned wall panel; said column frame, then axis having been filled with concrete, being converted into a load bearing column. 7. In the method according to claim 5, it is possible to clone certain of said column frames in the 20 end of said wall panels; fixing brackets that project horizontally to some of those column frames to project into the column frames of certain other column frames; whereby said supports will be embedded in the concrete of said other frame of The column and, after the concrete has hardened, these and other column frames and their respective wall panels will be secured to each other. 8. In the method according to claim 6, constructing said column axle frame with an upper-open part; whereby, when pouring concrete into said beam gaps, it is possible for the concrete to flow within the frames-it is a column that is directly below. 9"- In the method of co-operation with any of claims 1-8, to achieve a first day of construction, for a specific level, said construction of said wall panels and said placement and said posi tioning of said roof panels; and to achieve a second part of the same day of construction, for said specific level, said filling with concrete of said beams. 10. In the method according to claim 1, prefabricate the wall panels and roof panels to convert them into an independent central module so that said base of said beam gap is defined by said upper part of two of said walls. wall panels, one of said wall panels being in a central module, and the other wall panel being attached back to back with said one wall panel and being part of another central module. 11. In the axis method according to any of claims 1-10, vertically mount a compression and support shaft attachment within said beam gap, said h 7 adLtarnento having an upper portion and a lower portion; said assembly being such that said lower portion is in supporting surface contact with said upper delivery * of said a wall panel, which defines said base of said beam gap and said upper portion * this in surface contact supporting shaft with the part bottom of another of said wall panels. 12.- In a method to build a multi-level, multi-unit building per level with a monolithic framework including concrete shaft beams emptied locally, the improvement includes: defining at least one quarter of an open area, the area open of said open area room will be free of load bearing walls, columns and the like; build on it, open area at least one reinforced and prefabricated wall panel that has the capacity of load support to support * the weight of all the levels of said building positioned directly above it; positioning said reinforced wall panel on a beam; and said beam attaching said reinforced wall panel to provide upward support to said beam. 13.- A prefabricated wall panel and load support for multi-level building and multiple units per level, said wall panel includes: a plurality of lightweight steel bolts and load bearing; metal channels, in which axis the upper and lower axes said pins are placed to form the upper and lower parts of said wall panel; wall materials secured to said bolts and defining two separate and parallel faces of said wall panel; said wall panel having a sufficient load bearing capacity as it will support the combined weight of: a fresh concrete beam that is along said upper part of said wall panel, another wall panel that is placed over the wall top of said beam and a second beam of fresh concrete that is along the top of said other panel wall axis. A wall panel according to claim 13, wherein at least one lightweight column frame is mounted vertically within said wall panel and is open to said top portion of said wall panel; said column frame is constructed and arranged to receive reinforcing bars and empty concrete from said upper frame of said wall panel; whereupon, after the concrete has hardened, there is a reinforced concrete column within said parodial panel. 15.- A central module of prefabricated load support for a multi-level axis building and multiple units per level, said central module comprises: a ceiling, a floor and walls enclosing said module; said par-edes contain a load-bearing structure to support the weight of at least one module thereon and the combined weight of fresh concrete columns in said one module and fresh concrete beams that are on top of said walls of said central module; said walls also contain baskets of solid column, receiving reinforcing bars and empty concrete, which results in columns of load bearing. 16.- A compression and support attachment for use in the construction of tall buildings that use substantially prefabricated roof and wall panels and columns and beams filled with concrete, pairs of said par-ed and roof panels being positioned to define between the mine a hollow beam axis; said compression fitting constructed to be mounted vertically in a beam gap and having a vertical end portion mounted to a top support portion; The height of said compression fitting being such that said portion of sipper support is in supportive surface contact with the lower part of said pair of axis wall panel ee, and the lower part of said end portion is in support contact with the upper part of the other side of said pair of wall panels. 17.- A reinforced, prefabricated and load-bearing fiared panel for a multi-level building, said wall panel includes: a legit channel channels defining the upper and lower part of said wall panel; metallic, lower upper and diagonal reinforcing bead members secured to one another, said upper and lower reinforcing members being secured to said channels; a plurality of interrupted vertical bolts secured to said cord-axle members; wall material secured to said bolts and defining two separate and parallel faces of said reinforced wall panel. 18 ,. - A reinforced peer-to-peer panel with claim 17, wherein at least one light-weight column frame is mounted to see clearly said wall panel and is open to said top part. and bottom of said wall axis panel; said column frame is constructed and arranged to receive reinforcing bars and concrete cast from said upper part of said wall panel; whereupon, after the concrete has hardened, a reinforced concrete column is achieved within said reinforced wall panel. 19. A reinforced wall panol according to claims 17 or 18 and, in combination therewith, a concrete beam that is below said wall panel; said beam has reinforcing shaft bar portions projecting upwards from a surface; said reinforced wall panel constructed and arranged to securely receive said reinforcing bar portions and thereby provide upward support to said beam. p RESUHEN OF THE INVENTION A reinforced, monolithic concrete shaft frame for a building < Multiple levels and multiple units, resulting from the use of prefabricated and finished factory wall panels, floor / ceiling panels and central modules of general use, whose juxtaposition, without forms, defines volumetric beam gaps; the beam gaps are on the exterior of the fiared paris, floor / ceiling panels and central modules; the wall panels include light gauge bolts, which are load bearing bolts, and light gauge column frames; beam holes and column frames for one level of the building are filled with concrete at one time; each level of the building is built and filled in one day; and the next level can start the next morning, without the need for external scaffolding; the beams and columns carry the peeo of the building down to the bottom or the foundations; Large open areas, such as hallways, can be provided by using reinforced wall panels that support the weight of the building and that support the beams that are over the open area. BS / 3N / fac * a? Rn * elt * l pin * 1 ss * mmrn P97-855F