EA034290B1 - Multi-storey building of combined structural system - Google Patents

Abstract

The invention relates to construction, in particular, to the design of residential and public buildings for mass use with enhanced consumer qualities. A multi-storey building of combined structural system includes a load-bearing structure formed by cross load-bearing walls 1 and floor slab disks 2 containing cast-in-situ reinforced concrete beams 3 and prefabricated multi-hollow slabs 4. The slabs 4 are supported on concrete keys of the beams 3 and are interconnected by inter-slab seams 6. The building contains enclosing structures, including exterior walls supported on floor slabs or curtain walls and floor-supported partitions, according to layout solutions. Whereas, all cast-in-situ reinforced concrete beams located both in the planes of walls 1 and on the edges of the floor slabs are rigidly interconnected into closed frame cells. The slabs 4 are placed in cells in tight groups, at the ends they are embedded in the load-bearing walls 1 for the thickness of their protective concrete layer, and within these limits are additionally supported on these walls 1 by the lower shelf. Inter-slab concreted joints 6 in the middle of the cells of the floor slabs are fitted with a through reinforcing bar, anchored with its ends at the ends of adjacent slabs 4. At the intersections 12 of the load-bearing walls 1, one wall is made as a through wall 16, and the other is adjoining normally to it on one or both sides by means of a vertical contact seam 15. In the cast-in-situ reinforced concrete beam 3 of the floor slabs, additional reinforcing short bars are set crosswise to the through wall. The load-bearing walls 1 can be made of cast-in-situ reinforced concrete and fitted with vertical reinforcement continuous throughout the height of building. The load-bearing walls 1 can be made of precast and cast-in-situ reinforced concrete and include prefabricated flat panels on each storey and cast-in-situ vertical strip inserts between them, continuous throughout the height of building and fitted with vertical through reinforcement. The invention solves the problem of improving the consumer qualities of a building and reducing the prime cost of its construction.

Description

The invention relates to the construction and, in particular, to the construction of residential and public buildings for public use with improved consumer qualities.

It is known the building of a combined structural system [1], including a hinged frame and vertical volumetric blocks of monolithic walls and ceilings, forming a multi-tiered closed cellular structure the height of the entire building.

The famous building has high rates of rigidity and stability.

The disadvantages of this building are its high material consumption due to developed and continuous sections, as well as the laboriousness of its construction due to the complex technology and the need for sophisticated technological equipment.

A multi-storey building [2] is known, formed by cross-planed monolithic load-bearing walls on which precast multi-hollow concrete slabs concrete are embedded in them. The plates are equipped with beveled ends and outlets of the reinforcement, by means of which they are combined in welding into continuous ones, as well as with the walls on which they are supported.

The famous building has a low material consumption, it is characterized by sufficient rigidity, strength and stability.

The disadvantages of the known building is the complexity of the structural solution, increased labor and energy costs for the installation of ceilings.

Closest to the proposed building is a multi-storey building [3], adopted as a prototype, and including through-height transverse load-bearing reinforced concrete walls and through-the-floor disks through the entire length and width of the building, containing monolithic beams over the walls and formed by hollow-core slabs supported at the ends by bearing walls by means of concrete dowels, made at the same time with monolithic beams.

The famous building has high rigidity and stability, the technology of its construction is quite simple.

The disadvantages of this building are the imperfections of the joints of hollow core slabs with load-bearing walls, as well as the joints of the walls between themselves, which causes an increase in labor costs for the construction of the building, reduces the pace of construction. In addition, the relatively small possible step of the bearing walls in the known solution reduces the planning capabilities and, accordingly, the consumer qualities of the building.

The proposed solution solves the problem of improving the consumer qualities of the building and reducing the cost of its construction by reducing material and labor costs, increasing the pace of construction.

The solution to this problem is achieved by the fact that in a multi-storey building, including a load-bearing structure, formed by transverse load-bearing walls and through the entire length and width of the building floor disks containing in the sections of load-bearing walls and on the edges of the ceilings monolithic reinforced concrete beams provided with a through-length for longitudinal reinforcement, and on the side faces with concrete dowels made integral with the beams, and prefabricated multi-hollow reinforced concrete slabs with open cavities at the ends, in which the dowels are placed molded beams on which they are supported by the upper shelf, and in the interplate monolithic seams at the ends of the plates across each monolithic beam there are flat reinforcing frames with upper working reinforcement, and also including enclosing structures formed by floor-mounted external walls and partitions, the building supporting structure is additionally equipped longitudinal bearing walls. At the same time, at the intersection of the transverse and longitudinal bearing walls within the height of each floor, one wall is made solid through, and the other is adjacent to it from one or both sides by means of smooth vertical contact seams. Monolithic reinforced concrete beams of each floor are rigidly connected with the bearing walls by vertical reinforcement, and monolithic beams intersecting over the joints of the bearing walls are joined together by means of longitudinal through reinforcement with rigid nodes, in each of which reinforcing bars are installed in addition to the longitudinal through reinforcement across the through wall above the contact seams shorties. Their cross-sectional area is determined by calculating the magnitude of the shear forces acting in the vertical contact seams of the joints of the bearing walls. In closed frame cells formed by intersecting monolithic reinforced concrete beams, dense groups have prefabricated multi-hollow slabs, buried by the ends into transverse load-bearing walls to the thickness of their concrete protective layer, and within these limits the plates are additionally supported by the lower shelf on the load-bearing walls. And in the middle interplate seams of monolithicity of each overlapping cell, one reinforcing bar is installed at the bottom, anchored by the ends at the ends of adjacent plates.

In this case, the bearing walls can be prefabricated-monolithic and include, within the height of each floor, flat prefabricated panels installed on the mortar layer, equipped with reinforcing loop outlets on top and vertical grooves on the sides. The walls also include vertical monolithic strip seals between the panels, provided with vertical reinforcement through the height of the building and combined with prefabricated panels by means of contact seams with concrete prismatic keys located in the side grooves of the prefabricated panels.

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In this case, the load-bearing walls can be made of reinforced concrete, and all the monolithic beams of the floor slabs are made of concrete in strength not less than 15% higher than the strength of the concrete walls. At the joints of the load-bearing walls across the through-wall along the height of each floor there are installed short reinforcing bars, anchored by the ends in the adjoining walls.

Comparative analysis with the prototype allows us to conclude that the claimed solution differs from the known new features:

(1) the supporting structure of the building is additionally provided with longitudinal bearing walls;

(2) at the intersection of the transverse and longitudinal load-bearing walls within the height of each floor, one wall is made solid through, and the other is adjacent to it from one or both sides by means of smooth vertical contact seams;

(3) monolithic reinforced concrete beams of each floor are rigidly connected to the supporting walls by vertical reinforcement;

(4) monolithic beams intersecting above the wall joints are interconnected by means of longitudinal through reinforcement with rigid nodes, in each of which reinforcing rod-ends are installed in addition to the longitudinal through reinforcement across the through wall above the contact seams, the cross-sectional area of which is determined by the calculation of the shear forces acting in vertical contact seams of the joints of the bearing walls;

(5) in hollow frame cells formed by intersecting monolithic beams, dense groups have multi-hollow slabs, buried with their ends in transverse load-bearing walls to the thickness of their concrete protective layer, and within these limits the plates are additionally supported by the lower shelf on the load-bearing walls; and (6) in the middle interplate seams of monolithicity of each overlap cell, one reinforcing bar is installed at the bottom, anchored by the ends at the ends of adjacent plates.

In this case, (7) the bearing walls are prefabricated and monolithic and include (8) within the height of each floor, flat prefabricated panels installed on the mortar layer, equipped with (9) reinforcing outlets on the top and vertical grooves on the sides, and (10) vertical monolithic strip terminations between panels, provided with vertical reinforcement through the height of the building and combined with prefabricated panels by means of contact seams with concrete prismatic dowels placed in the side grooves of the panels. At the same time (11) the load-bearing walls can be made of monolithic reinforced concrete, and all the monolithic beams of the floor disks are made of concrete in strength not less than 15% higher than the concrete strength of the load-bearing walls.

All of the listed features of the proposed technical solution work for a single goal - improving the consumer qualities of the building and reducing the cost of its construction by reducing material and labor costs, increasing the pace of construction.

In general, the listed features of the proposed technical solution in the given amount in the prototype [3] and analogues [1, 2] are absent, and the technical results achieved by the proposed solution are superior to the known ones, they allow us to solve the problem and create an ultimately total result due to mutual influence on each other.

The essence of the proposed solution is illustrated by drawings:

in FIG. 1 shows the supporting skeleton of the proposed building, a plan view;

in FIG. 2 is the same, section AA in FIG. 1;

in FIG. 3 is the same, section BB in FIG. 1, the support of hollow core slabs on monolithic load-bearing walls (or monolithic embedments);

in FIG. 4 is the same, section BB in FIG. 1, the support of hollow core slabs on prefabricated panels of precast walls;

in FIG. 5 is the same, section bb in FIG. 1 along the seam of monopolizing precast plates;

in FIG. 6 is the same, section G-G in FIG. 1 along the edge of the ceiling and the balcony;

in FIG. 7 is the same, node A in FIG. 1 junction of the intersection of the bearing walls in the level of overlap, plan;

in FIG. 8 is the same as in FIG. 7, a section D-D across the through load-bearing wall;

in FIG. 9 - a fragment of a precast-monolithic overlapping cell with multi-hollow slabs, recessed ends through one into the load-bearing walls;

in FIG. 10 - fragment of a precast-monolithic bearing wall at the construction stage, front view;

in FIG. 11 is the same as in FIG. 10, section EE;

in FIG. 12 is the same as in FIG. 10, a vertical section of the MF wall in a monolithic embedment;

in FIG. 13 is the same as in FIG. 10, a vertical section of a wall 3-3 along an assembly panel;

in FIG. 14 is a general view of a flat precast panel of a precast wall;

in FIG. 15 is a general view of the erection of load-bearing walls and the overlapping of the next floor;

in FIG. 16 is the same, node B in FIG. 15, a device for interfacing hollow core slabs with monolithic walls or wall closures;

in FIG. 17 is the same, the assembly B in FIG. 14, a device for interlocking floor slabs with a flat prefabricated wall panel before laying concrete of a monolithic reinforced concrete beam.

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The proposed multi-storey building of the combined structural system (Fig. 1-17) includes a supporting structure formed by cross-sectioned supporting walls 1, made to the entire height of the building, and disks of 2 floors through the entire length and width of the building. The floor disks 2 contain monolithic reinforced concrete beams 3 in the section of walls 1 and on their edges, as well as prefabricated multi-hollow slabs installed in tight groups 4. Plates 4 are supported on the ends of the upper shelf by concrete dowels 5, made on the side faces of the monolithic beams 3 along with them. On the sides of the plate 4 are interconnected by inter-plate seams 6 of monopolization. The bars 3 along the length in areas where the wall 1 is absent may have a width exceeding the thickness of the walls 1 and assigned by the calculation according to the magnitude of the forces acting in their sections.

External disks 7 and floor disks are supported on floor disks 2 and according to planning decisions of a partition (not shown). These enclosing structures can be made of masonry from low-strength stones, block or panel. They must be switched off from working together under load with the supporting structure (skeleton) of the building. To do this, under each overlap 2 on top of the walls 7 and partitions arrange a deformation seam 8 of well-deformed without breaking the continuity of low-strength materials (polystyrene foam, polyurethane foam, etc.).

Balconies 9 and bay windows 10 in the proposed building (see Figs. 1, 6) are arranged with 2 consoles 11 extending beyond the overlapping edge to extend reinforced concrete beams 3 or load-bearing walls 1 with multi-hollow plates 4 resting on them, as in the overlapping disk 2 .

Reinforced concrete bars 3, located in the planes of the bearing walls 1 at the nodes 12 of their intersection, are combined in the disks of 2 floors in closed frame cells.

Prefabricated multi-hollow slabs 4 are placed in groups in these frame cells and are buried at the ends into load-bearing walls 1 by a value of t (see Figs. 3, 4) not exceeding the thickness of their protective layer. The deepening of the ends of the plates 4 in the bearing walls 1 provides additional support of the plates 4 on these walls and increases the bearing capacity of their supporting nodes. The installation of plates 4 in a dense group in each frame cell with tight contacts to reinforced concrete beams 3 prevents the rotation of their end sections, as well as the extension of plates 4 under the influence of vertical load, which causes unloading reactive longitudinal and transverse spacers in the plane of overlap. As a result, the load-bearing capacity and rigidity of the plates 4, as well as the floor slabs 2, significantly increases. The aforementioned allows the deepening of the ends of the plates 4 into the supporting wall 1 also through the plate (see Fig. 9), ensuring tight contact of each non-buried end of the plate 4 to the vertical the wall surface with solid concrete beams 3. In this case, it is possible to use slabs 4 with a length equal to the distance between the bearing walls 1 in the light or even slightly less, which makes it easy to install floors. In general, the presented construction of interlocking multi-hollow plates 4 with walls 1 and with each other provides a significant, more than 2-fold increase in the load-bearing capacity of the plates and, accordingly, the entire overlap disk 2. As a result, with the traditional thickness of the plates 220 mm, the pitch of the bearing walls can be increased up to 7-8 m and improve the consumer qualities of the building, providing free space-planning construction in it.

Seams 6 monolithic plates 4 in the floor slabs 2 are equipped with a through reinforcing rod 13, anchored at the ends of adjacent plates 4. The rods 13 together with the through reinforcement 14 longitudinal along the plates 4 of the bars 3 are internal connections. These connections are intended to ensure the structural integrity of the floor disks 2 during any impact on the building, including seismic and emergency. To do this, they provide a stably dense clip of the ends of the plates 4 to the side faces of the transverse reinforced concrete bars 3.

At the nodes 12 of the intersection of the bearing walls 1 (see Fig. 1, 7) one wall is made through and solid, and orthogonal to it is adjacent to one or both sides by means of a vertical contact seam 15. In this case, in a reinforced concrete monolithic beam 3 of the ceiling across the through walls 1, 16 above the joints 15 are installed additional reinforcing bars-shorts 17. Shortys 17, together with the through reinforcement 14 and the concrete beam 3, crossing the contact joints 15, are designed to absorb the shear forces that occur during operation in these joints 15. Their sizes are values are determined by calculation. This design of the interface of the orthogonal load-bearing walls 1 allows us to simplify the technology of their construction, reduce labor costs and the volume of reinforcing work.

In the case of the load-bearing walls 1 made of monolithic reinforced concrete, their reinforcement is traditionally carried out by grids installed on both outer surfaces. The nets are equipped with vertical reinforcing bars 18, continuous throughout the height of the building. This ensures equal strength of the horizontal sections of the walls 1 both in the levels of floors 2 and between them, as well as structural integrity along the height of the entire supporting skeleton of the building. To ensure tight contact and its fixation in the seams 15 between the through supporting wall 1, 16 and the adjacent orthogonal monolithic supporting wall 1 along the height of each floor along the seams 15 across the through supporting wall 16, additional shorts 19 can be installed, fixed in the wall 1, 16 and anchored by the ends in the transverse bearing wall 1 adjacent to one or both sides. This allows a more uniform perception of the shear forces acting in the contact joints 15. An increase in the strength of concrete beams 3 is not less than 15% in relation to the strength of the concrete wall 1 is accompanied

- 3 034290 is given by increasing its rigidity during compression by the vertical force acting in the wall 1, which eliminates pinching of the ends of the plates 4 in the wall 1.

The implementation of load-bearing walls made of precast-reinforced concrete increases the level of industrialization of construction, ensuring a reduction in labor and energy costs, improving the quality and pace of construction. Bearing walls 1 in this case include flat prefabricated panels 20 per floor and between them vertical monolithic reinforced concrete strip ceilings 21, through to the height of the building. Each panel 20 on top is equipped with looped outlets 22 to ensure rigid association with a monolithic beam 3 located above it. Vertical grooves 23 are made on the sides of each panel 20. A through vertical key 24 is formed in the grooves 23, which is formed when laying monolithic concrete strip seal 21. Due to the dowels 24 of the contact seams between the prefabricated panel 20 and the monolithic terminations 21 under load, the structural integrity of the precast-monolithic load-bearing wall is ensured. 1. The monolithic terminations 21 provide enes with the vertical reinforcement cage 25 through the valve and continuous over the entire height of the building and in the same manner as in the case of monolithic walls 1 with vertical through valve 18, provide for a rigid association joists 3 overlaps with two discs.

As in the prototype [3], the supporting structure (skeleton) of the building under load works as a single repeatedly statically indefinable structure. The multi-hollow slabs 4 directly perceive the vertical load on each floor 2 and redistribute it along the inter-tile seams 6 between themselves and by means of the bars 3 to the load-bearing walls 1. All horizontal loads applied to the building as horizontal stiffness diaphragms also perceive the floor disks 2 and redistribute them to rigidly connected with them and rigidly fixed in the foundation 26 vertical load-bearing walls 1, causing them to bend as a rigid composite console.

Compared with analogues and prototype [3] in the supporting structure (skeleton) of the building, increased rigidity, strength and reliability are provided. This is determined by the floor disks 2, through the length and width of the building, their high load-bearing capacity, the walls through the building through the height of the building 1, their rigid combination with tight contacts without the flexibility of nodes and joints, the design of a developed system of continuous internal connections as in floors 2, and in the bearing walls 1, providing the overall structural integrity of the entire skeleton. As a result, the concentration of stresses in concrete at the joints is excluded and a fairly uniform distribution of forces and stresses is provided in all the bearing structural elements of the building. For this reason, the construction of high-rise buildings of the proposed design does not require the use of expensive high- and especially strong concrete. The required strength of concrete for all its structural elements does not exceed the strength of concrete of class B30, without the development of the dimensions of their sections. So, for buildings with a height of 25 floors at a step of 6-7 m, the required thickness of the bearing walls 1 does not exceed 200 mm.

The proposed building is being erected in the same sequence as the prototype building [3]. First, a supporting skeleton is erected, including walls 1 and floor disks 2, then walling is arranged: floor-mounted or hinged outer walls 7 and floor-supported walls (not shown). When the supporting skeleton is installed (see Fig. 15-17), first, walls 1 are erected to the height of the next floor, then supporting devices 27 are installed along the walls and multi-hollow plates 4 are laid on them in each span between the walls in the design position 4. Between the ends of the plates 4 vertical rods 18 of the through-wall reinforcement or rods 25 of monolithic embossments 21 are raised upward from the load-bearing wall 1 upward. When placing the plates 4 above the prefabricated panels 20, the looped outlets 22 are between the ends of the plates 4. At the ends of the cavity of the plates 4 are provided with plugs 28 for ormovaniya therein bars 3 integral with concrete anchors 5 (see. Fig. 3, 4). Over the wall 1, in the plane of the slabs, longitudinal reinforcement 14, 17 of the beams 3 is laid. At the same time, through reinforcement 13 is placed in the inter-plate seams 6. Concreting of the beams 3, the keys 5 and the inter-plate seams 6 is carried out simultaneously over the entire overlapping disk 2. Then, after the cast-in-place concrete is installed, the required overlap Strength above it is arranged on the walls of the 1st floor, and the construction cycle of each subsequent floor repeats the described.

Unlike analogues and prototype [3], due to the simplification of structural elements and units of their association in the supporting skeleton of the proposed building, the volume of use of prefabricated products was significantly increased and the level of their factory readiness was increased. As a result, compared with the known ones, labor costs were reduced by 22-28%, the construction rate was increased 1.3-1.5 times, and the high quality of construction work was ensured.

The proposed technical solution of a multi-storey building of a combined structural system is intended for industrial housing construction of mass purpose. It provides increased efficiency, reliability and the achievement of modern consumer qualities of residential and public buildings.

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Sources of information

1. Eurasian patent No. 011140. The building of a combined structural system (options). IPC E04H 1/04. Date of publication and grant of the patent 2008.12.30.

2. Maklakova T.G. Tall buildings. Urban planning and architectural design problems. M .: Publishing house ASV, 2006 - 160p.

3. Patent of the Russian Federation No. 2215103. High-rise building. IPC ⁷ E04H 1/02. Date of publication 2003.10.27 (prototype).

Claims (3)

CLAIM 1. A multi-storey building of a combined structural system, including a supporting structure formed by transverse load-bearing walls and through-the-floor disks through the entire length and width of the building, containing monolithic reinforced concrete beams in the sections of the bearing walls and on the edges of the floors, provided with longitudinal reinforcement through the entire length, and on the side faces with concrete dowels made integral with the beams, and prefabricated multi-hollow reinforced concrete slabs with open cavities at the ends, in which the keys of monolithic b are placed Rus, on which they are supported by the upper shelf, and in the inter-plate seams of monolithing at the ends of the plates across each monolithic timber, flat reinforcing frames with upper working reinforcement are placed, and also including enclosing structures formed by floor-mounted supported partitions and external walls, characterized in that the supporting structure the building is additionally equipped with longitudinal bearing walls, at the intersection of the transverse and longitudinal bearing walls within the height of each floor, one wall is made integral through, and the other adjoins it from one or both sides by means of smooth vertical contact seams, monolithic reinforced concrete beams of each floor are rigidly connected to the bearing walls by vertical reinforcement, the monolithic beams intersecting over the joints of the bearing walls are joined together by longitudinal through reinforcement with rigid nodes, in each of which across a through wall above the contact seams, in addition to the longitudinal through reinforcement, shorty reinforcing rods are installed, the area of which is determined by calculating on the magnitude of the shear forces acting in the vertical contact seams of the joints of the bearing walls, in closed frame cells formed by intersecting monolithic reinforced concrete beams, dense groups have prefabricated multi-hollow slabs buried by the ends in the transverse load-bearing walls to the thickness of their concrete protective layer and, within these limits, the slabs they are supported by the lower shelf on the supporting walls, and in the middle interplate seams of monolithicity of each overlap cell, one reinforcing bar, an anchor, is installed at the bottom Nome ends over the ends of adjacent panels. 2. The multi-story building of the combined structural system according to claim 1, characterized in that the bearing walls are prefabricated and monolithic and include, within the height of each floor, flat precast panels installed on the mortar layer, provided with reinforcing loop outlets on top, and vertical grooves on the sides , and vertical monolithic strip terminations between panels, provided with vertical reinforcement through the height of the building and combined with prefabricated panels by means of contact seams with concrete prismatic they dowels placed in the lateral grooves of the panels. 3. The multi-storey building of the combined structural system according to claim 1, characterized in that the bearing walls are made of reinforced concrete, all the monolithic beams of the floor slabs are made of concrete with a strength not less than 15% higher than the strength of the concrete walls, and at the joints of the bearing walls reinforcing rod-ends, anchored by the ends in the adjacent walls, are installed across the through wall along the height of each floor.