RU2547035C2 - Nodal coupling of pillar with monolithic slab - Google Patents

Abstract

FIELD: construction.

SUBSTANCE: invention relates to construction, in particular, to a nodal coupling of a pillar with a monolithic slab. The nodal coupling comprises meeting beams made with pre-stressed reinforcement, shelves of the slab and the pillar. Pre-stressed reinforcement bars are fixed in the pillar extension in the form of a hollow anchor device or in a contour of a metal shape taken out to the distance relative to walls of the anchor device installed perpendicularly to the reinforcement bars and attached to the anchor device by vertical sheet elements. Force reverse to tension is perceived by light trusses, besides, the truss at the bottom of the slab will provide for spacing between concreted pillars, and the truss on top is installed between anchor accessories. The anchor device by the lower end is rigidly concreted into the body of the pillar and is welded to the frame of the pillar; beams and the slab are simultaneously solidified at pours. Concreting is done from the bottom of the beams to the top of the slab. After concreting of the entire slab area the cavity of the anchor device that exits the pillar is concreted.

EFFECT: increased bearing capacity.

6 dwg

Description

The invention relates to construction and can be used in the construction of floors of civil and industrial buildings.

Known building frame [a.s. SU 1756493 A1 of the USSR, IPC ⁵ ЕВВ 5/02, declared 09/01/89; publ. 08/23/92, bull. No. 31], which includes columns, a slab seamlessly connected with them, a slab consisting of prestressed reinforcement dividing the slab into cells, and concrete. The reinforcement of one of the directions is made in the form of a rigid profile (channel) with a vertical wall installed with a gap relative to the columns, and the reinforcement of the other direction is passed through openings formed in the walls of the profiles parallel to the outer edges of the columns and is rigidly connected to the profiles at the points of passage, while concrete made self-tensioning. The disadvantages of this design are: large dead weight, since the overlap is made by a continuous plate; increased consumption of material, since a rigid profile has a significant length; prestressed reinforcement is installed in only one direction.

Known reinforced concrete column for high-rise buildings [and.with. 962489 USSR, M. Cl. ³ Е04В 1/18, Е04В 1/38, Е04С 3/30, declared 03/10/1981; publ. 09/30/1982, bull. No. 36], containing a hollow trunk. In the barrel, rods of the upper reinforcing outlets are fixed for connection to the support reinforcement of the crossbars symmetrically located on the diametrically opposite sides of the column, and the support consoles for the said crossbars. The column at the level of abutment of the crossbars is made with holes, and the rods of the opposite reinforcing outlets are rigidly interconnected and passed through these holes. In addition, the column is equipped with a concrete core installed inside the barrel at the abutment level of the crossbars, limited by transverse partitions, with the lower support consoles located at the level of the lower core partition. The disadvantages of this design are: large net weight; increased metal consumption due to reinforcing outlets and support consoles, core partitions; the overlap works in one direction, which increases the structural height of the overlap; the cross section of the column is increased due to the created cavity.

Known reinforced concrete frame of a multi-storey building [and.with. 672301 USSR, M. Cl. ² Е04В 1/18, ЕВВ 1/38, declared 09/30/1977; publ. 07/05/1979, bull. No. 25], including columns, reinforcing outlets of columns with anchor parts, support arms based on consoles of crossbars with outlets of reinforcing support connected to outlets of columns. The columns have a cavity. Anchor parts of the releases are made in the form of metal clips monochromatic in their cavity. The column on the sections of the reinforcing outlets and the fastening of the supporting tables is equipped with external metal clips. The disadvantages of this design are: large net weight; increased metal consumption due to reinforcing outlets and support consoles, metal clips; the overlap works in one direction, which increases the structural height of the overlap, the increased cross-section of the column due to the created cavity.

Known nodal conjugation of a column with a column column plate of reinforced concrete precast-monolithic bezel-less capless [a.s. 304338 USSR IPC E04b 5/02, declared 08/29/1967; publ. 05/25/1971, bull. No. 17], including connecting elements. They are made in the form of mutually perpendicular pairs of metal plates placed in vertical planes within the dimensions of the column section, of which the lower pair of plates is welded to the reinforcement of the column, and the upper pair of plates is welded to the reinforcement of the column plate. The disadvantages of this design are: a large dead weight, an increased cross-section of the column and increased metal consumption, since bezel-less, capless overlap usually has a large dead weight.

The closest in technical essence is a precast prestressed reinforced concrete frame of a building or structure [US Pat. RU 2043465 C1 Russian Federation, IPC ⁶ ЕВВ 1/18, declared 04/30/92; publ. 09/10/95, bull. No. 25], including columns forming cells in the plan of a building or structure and made with holes in the level of the ceilings for the passage of prestressed reinforcement, which is placed in the plane of the crossbars installed in two mutually perpendicular directions and perpendicular to the faces of the columns and having a trough-shaped section, and floor slabs supported on the contour. The columns are mounted with a rotation angle of 45 ° relative to the cell axes. The crossbars are located on the diagonals of the cells and are interconnected. Moreover, the building or structure is equipped with beams placed around the perimeter of each cell and connected to the crossbars to form a lattice with triangular cells. In this case, floor slabs are made of light concrete and have a triangular shape, and the side faces of the latter, beams and crossbars are made with vertical bevels to support the floor slabs on the crossbars and beams. The disadvantages of this design are: large dead weight, increased metal consumption, since the overlap is prefabricated. Prestressed reinforcement is only assumed in diagonal directions.

The purpose of the invention is to increase the bearing capacity and reliability of the nodal conjugation of the column with a monolithic overlap.

This goal is achieved in that the nodal conjugation consists of converging beams and columns, with the number of beams possibly more than four. With the number of beams more than four, a monolithic overlap is characterized by increased strength and rigidity, since the beams in addition to the orthogonal directions go in one more direction. For example, a monolithic overlap with diagonal and axial beams has eight converging beams on the column, which are directed at an angle of 45 ° relative to each other, while two diagonal beams of one cell, intersecting in the center of it, ensure the transfer of forces from a uniformly distributed load on the overlap redistributing it equally. The proposed site is based on a prestressing device for beams of a monolithic floor, which does not immediately prevent concrete laying from the grips for the floor cells.

When tensioning, fix the voltage transmission points. This perception is provided by a combination of struts, jacks and tensioning devices. Spread create light farms. Moreover, the spacer farm at the bottom of the ceiling will provide a spacer between the concreted columns and transmit pressure using gaskets or directly to the concrete itself. We install lightweight, removable formwork under the bottom of the beams on this farm. We provide the necessary spacing on top of the structure with a light truss, which will be installed between the anchor devices for tensioning the reinforcement. To ensure the stability of the spacer trusses at the top and simultaneous tensioning with control of values, a device for fixing pre-tensioned reinforcement in the form of a hollow column will serve. A special case may be a simple metal pipe with holes for the passage of reinforcement. The shape of the pipe may vary. The pipe with its lower end is rigidly concreted into the body of the column and welded to the frame of the column.

If it is necessary to involve a greater number of prestressed rods and reduce the structural height of the cross-section, the contour of anchor points for prestressed reinforcement can be brought out to the required distance relative to the walls of the column pipe. This can be done by arranging the contour of anchor points for prestressed reinforcement in one direction in the form of a metal profile (channel, tee, corner) of the necessary stiffness, having openings for the passage of reinforcement and installed perpendicular to the direction of the beam under consideration. This element is attached to the main pipe of the column by means of a vertical sheet element. The efforts from the prestressing reinforcement will be transmitted to the column through the octagonal distribution contour in the plan (for eight beams converging in a node), attached to the pipe by a minimum of eight sheet elements.

Beams and slabs must be monolithic simultaneously along the grips. With the installation of all reinforcement with tension and formwork control for one cell, it is possible to concrete the cell or its part. Moreover, concreting is carried out over the entire height of the floor from the bottom of the beams to the top of the slab, ensuring the solidity of the floor as a whole. When the area of the entire ceiling is filled with concrete, it is necessary to concrete the voids of the pipes leaving the columns.

The invention is illustrated by drawings. Figure 1 shows a plan and a sectional diagram of a monolithic overlapping device with prestressing. On the column 1, having reinforcing outlets 10 and continued in the form of a pipe 5 with holes, spreader trusses 3 supported by struts are installed 4. On top of truss 3 is the lower part of the formwork under the floor beams 7. Spacer trusses 2 and prestressed reinforcement 6 are installed between the extensions of the columns 5 (pipe anchors). Farms with the help of jacks 8 and gaskets provide the necessary spacing (fixation from displacements) of the columns.

Figure 2 shows the fixation of the continuation of the columns 5 (anchor fixtures in the form of pipes) in the body of the column. In addition to monolithic concrete and transverse reinforcement welded to the anchor fixture, reliability for rigid fastening of the pipe 9 is ensured by vertical plates welded to the body of the anchor fixture and to the longitudinal rods of the column.

Figure 3 shows a plan of the location of fixation of prestressed reinforcement 6 in the body of the anchor device 5 in the node pair of the column 1 and a monolithic overlap at the rate of eight beams per column. Fixation is provided by washers 11.

Figure 4 shows the washer 11 for fixing prestressed reinforcement 6.

Figure 5 shows a section of the interface node of the column 1 and a monolithic overlap. Pre-stressed reinforcement 6 can be installed either above or below, as well as in both positions at once.

Figure 6 shows a plan of the location of the fixation of prestressed reinforcement 6 in the body of the anchor device 5 in the interface node of the column 1 and monolithic overlap from the need to install a larger number of reinforcing bars. In this case, the anchor fixture, by means of vertical plates 13 and a rigid profile 12, carries out the fastening points of prestressed reinforcement to the required distance to ensure that the required number of reinforcing bars of one direction is anchored and to reduce the structural height of the ceiling.

Nodal conjugation of the column with a monolithic overlap makes it possible to reduce the structural height of the overlap as a whole due to the work of the beams in four or more directions. Therefore, it is possible to have a beamless ceiling with hidden beams. The node under load works as follows. The reinforcement reinforced in the extensions of the columns is subjected to tension with a control of values, is fixed with washers and provides the necessary tension force in the area between the columns. The compressive forces from pre-tensioned reinforcement are absorbed by light trusses. An anchor device experiences bending and shear. The proposed method of overlapping allows you to incorporate the necessary pairing of the required number of beams and provide for the possibility of prestressing with monolithic concreting. Thus, the use of prestressed monolithic floors in construction practice will increase the bearing capacity and reliability of the floor, as well as significantly improve the indicators of material consumption, cost and labor intensity of construction.

Claims (1)

Nodal conjugation of the column with a monolithic overlap, consisting of converging beams, a shelf of a slab and a column, while the beams are made with prestressed reinforcement, characterized in that the number of beams converging on the column is possible more than four; prestressed reinforcement is fixed in the continuation of the column in the form of a hollow anchor device or in a contour of a metal profile spaced apart relative to the walls of the anchor device installed perpendicular to the reinforcement and fastened to the anchor device by vertical sheet elements; reverse tension is perceived by light trusses, and the truss along the bottom of the ceiling will provide a spacer between the concreted columns, and the truss on the top is installed between the anchor devices; for tensioning the reinforcement, the lower end anchor device is rigidly concreted into the column body and welded to the column frame; the beams and the slab are monolithic at the same time along the grips, and concreting is carried out along the entire overlapping height from the bottom of the beams to the top of the slab; after concreting the entire floor area, the void of the anchor device exiting the column is concreted.

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