RU2477353C1 - Guncrete aseismic pad - Google Patents

Abstract

FIELD: construction.

SUBSTANCE: guncrete aseismic pad comprises a pillar with hinged joints. The pillar is arranged in a guncrete version, and hinged joints making an integral whole with vibration dampers are made of steel sheets and rolled steel and are placed in the upper and lower part of the pillar, where dampers are simultaneously absorbers of energy and limiters of horizontal and vertical movements.

EFFECT: reduction of horizontal dynamic effects at a building in process of 7-, 8-, 9-point MSK-84 earthquakes to the level of 6-point ones, increased bearing capacity, reduced material intensity.

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Description

The invention relates to the field of construction, in particular to seismic insulating devices of buildings and structures.

Known kinematic supports - seismic isolation swaying foundations of Cherepinsky (Cherepinsky Yu.D. Monograph “Seismic isolation of residential buildings.” Publishing house of the Kazakh head architectural and construction academy, Alma-Ata; instructions for designing buildings using seismic isolation foundations KF. RDS RK 07, g .Alma-Ata, 1998; Cherepinsky Yu.D. Comparative analysis of seismic insulating foundations of the supporting type. Magazine "Earthquake-resistant construction, safety of structures", No. 5, Moscow, 2004; Cherepinsky Yu.D. Collection of articles. " FROM insulation insulation of buildings, construction on kinematic foundations ”, Moscow, 2009).

The disadvantages of these seismic insulating foundations are:

- high stresses at the contact point of the concrete base of the swinging foundation (CF) with the foundation plate.

- a large range of error in the calculations.

- the need to manufacture the product in the factory due to the spherical shape of the base of the swinging foundation.

The objective of the invention is the reduction of horizontal dynamic effects on the building during 7-, 8-, 9-point MSK-84 earthquakes to the level of 6-point.

The problem is solved by installing between the foundation (base) and the building itself (construction) of concrete seismic insulating supports having special joints in the upper and lower parts. These swivel joints allow the building (structure) to make significant displacements (up to 1000 mm) relative to the foundation foundation without deformation (destruction) of the structures.

The essence of the invention lies in the fact that when the base is shifted by a certain calculated value, the building rises slightly, receiving some additional kinetic energy. In this case, a returning moment arises, bringing the "base - building" system to its original state (position before the earthquake).

The invention is illustrated by drawings, where figure 1 shows a General view of a concrete seismic insulating support and the positions indicated:

1 - steel pipe with a diameter of 300 mm to 1500 mm and a height of 1500 mm to 10000 mm;

2 - monolithic concrete of class B-25 and more;

3 - upper steel end plate with a thickness of 10 mm to 40 mm, a diameter corresponding to the outer diameter of the pipe, welded to its upper part;

4 - lower steel end plate with a thickness of 10 mm to 40 mm, a diameter corresponding to the outer diameter of the pipe, welded to its lower part;

5 - upper steel plate of the second inclusion level welded to the upper end plate (3);

6 - lower steel plate of the second inclusion level welded to the lower end plate (4);

7 - the upper steel plate of the first inclusion level welded to the upper steel plate of the second inclusion level (5);

8 - lower steel plate of the first inclusion level welded to the lower steel plate of the second inclusion level (6);

9 - embedded part of the foundation (base);

10 - monolithic reinforced concrete foundation (base);

11 - embedded part of the seismically insulated part of the building (structure);

12 - seismically insulated part of the building (structure);

13 - lower vibration damper;

14 - upper vibration damper.

Figure 2 shows a cross section of a pipe-concrete seismic insulating support in the horizontal plane, and the positions indicated:

1 - steel pipe with a diameter of 300 mm to 1500 mm and a height of 1500 mm to 10000 mm;

2 - monolithic concrete of class B-25 and more;

15 - longitudinal reinforcement with a diameter of 12 mm to 32 mm. Quantity by calculation;

16 - reinforcement rings with a diameter of 8 mm to 12 mm in increments of 100-300 mm.

In Fig.3 shows a pipe-concrete seismic insulating support in a static position, where the positions indicated:

1 - steel pipe with a diameter of 300 mm to 1500 mm and a height of 1500 mm to 10000 mm;

2 - monolithic concrete of class B-25 and more;

3 - upper steel end plate with a thickness of 10 mm to 40 mm, a diameter corresponding to the outer diameter of the pipe, welded to its upper part;

4 - lower steel end plate with a thickness of 10 mm to 40 mm, a diameter corresponding to the outer diameter of the pipe, welded to its lower part;

5 - upper steel plate of the second inclusion level welded to the upper end plate (3);

6 - lower steel plate of the second inclusion level welded to the lower end plate (4);

7 - the upper steel plate of the first inclusion level welded to the upper steel plate of the second inclusion level (5);

8 - lower steel plate of the first inclusion level welded to the lower steel plate of the second inclusion level (6);

9 - embedded part of the foundation (base);

10 - monolithic reinforced concrete foundation (base);

11 - embedded part of the seismically insulated part of the building (structure);

12 - seismically insulated part of the building (structure);

13 - lower vibration damper;

14 - upper vibration damper;

17 - distributed load on the upper steel plate of the first inclusion level (item 7) from the weight of the seismically insulated part of the building;

18 - distributed reaction force of the base on the lower steel plate of the first inclusion level (pos. 8).

Figure 4 shows a pipe-concrete seismic insulating support in the position of the dynamic displacement of the base with respect to the seismically insulated part of the building with amplitudes of up to 200 mm, indicating the forces acting on it. The positions indicated:

1 - steel pipe with a diameter of 300 mm to 1500 mm and a height of 1500 mm to 10000 mm;

2 - monolithic concrete of class B-25 and more;

3 - upper steel end plate with a thickness of 10 mm to 40 mm, a diameter corresponding to the outer diameter of the pipe, welded to its upper part;

4 - lower steel end plate with a thickness of 10 mm to 40 mm, a diameter corresponding to the outer diameter of the pipe, welded to its lower part;

5 - upper steel plate of the second inclusion level welded to the upper end plate (3);

6 - lower steel plate of the second inclusion level welded to the lower end plate (4);

7 - the upper steel plate of the first inclusion level welded to the upper steel plate of the second inclusion level (5);

8 - lower steel plate of the first inclusion level welded to the lower steel plate of the second inclusion level (6);

9 - embedded part of the foundation (base);

10 - monolithic reinforced concrete foundation (base);

11 - embedded part of the seismically insulated part of the building (structure);

12 - seismically insulated part of the building (structure);

13 - lower vibration damper;

14 - upper vibration damper;

19 - horizontal force acting on the upper steel plate of the first inclusion level (pos. 7), resulting from the inertia of the seismically insulated part of the building;

20 - horizontal force acting on the lower steel plate of the first inclusion level (pos. 8) as a result of seismic action;

21 - moment of forces in the upper hinge assembly, formed by the forces of friction, as well as by the forces of crushing and stretching of the absorbers (pos. 14);

22 - moment of forces in the lower hinge unit, formed by the forces of friction, as well as by the forces of crushing and stretching of the absorbers (pos. 13);

23 - vertical concentrated force on the weight of the seismically insulated part of the building (structure), acting on the edge of the upper steel plate of the first inclusion level (item 7);

24 - vertical concentrated force (reaction of the base) acting on the edge of the lower steel plate of the first inclusion level (pos. 8).

Figure 5 shows a pipe-concrete seismic insulating support in the position of the dynamic displacement of the base relative to the seismically insulated part of the building with amplitudes of more than 200 mm, indicating the forces acting on it. The positions indicated:

1 - steel pipe with a diameter of 300 mm to 1500 mm and a height of 1500 mm to 10000 mm;

2 - monolithic concrete of class B-25 and more;

3 - upper steel end plate with a thickness of 10 mm to 40 mm, a diameter corresponding to the outer diameter of the pipe, welded to its upper part;

4 - lower steel end plate with a thickness of 10 mm to 40 mm, a diameter corresponding to the outer diameter of the pipe, welded to its lower part;

5 - upper steel plate of the second inclusion level welded to the upper end plate (3);

6 - lower steel plate of the second inclusion level welded to the lower end plate (4);

7 - the upper steel plate of the first inclusion level welded to the upper steel plate of the second inclusion level (5);

8 - lower steel plate of the first inclusion level welded to the lower steel plate of the second inclusion level (6);

9 - embedded part of the foundation (base);

10 - monolithic reinforced concrete foundation (base);

11 - embedded part of the seismically insulated part of the building (structure);

12 - seismically insulated part of the building (structure);

13 - lower vibration damper;

14 - upper vibration damper;

25 - horizontal force acting on the upper steel plate of the second inclusion level (item 5), resulting from the inertia of the seismically insulated part of the building;

26 - horizontal force acting on the lower steel plate of the second inclusion level (item 6) as a result of seismic effects;

27 - moment of forces in the upper hinge assembly, formed by friction forces and forces arising from crushing and stretching of the absorbers (pos. 14);

28 - moment of forces in the lower hinge unit formed by the forces of friction and forces arising from crushing and stretching of the absorbers (pos. 13);

29 - vertical concentrated force on the weight of the seismically insulated part of the building (structure), acting on the edge of the upper steel plate of the second inclusion level (item 5);

30 - vertical concentrated force (reaction of the base), acting on the edge of the lower steel plate of the second level of inclusion (pos.6).

The seismic insulating support pipe is a round column of steel pipe 1 (Fig. 1, 2) with a diameter of 300 mm to 1500 mm and a height of 1500 mm to 10000 mm, filled with reinforcing cage 17; 18 (figure 2) and heavy concrete 2 (figures 1, 2) of class B-25 and more. Steel plates 3 are welded to the ends of the column above and below; 4 (FIG. 1) with a thickness of 10 to 40 mm. To the plates 3; 4 (figure 1) welded steel plate 5; 6 (FIG. 1) of the second inclusion level with a thickness of 2 to 30 mm and working steel plates 7; 8 (Fig. 1) of the first inclusion level with a thickness calculated from 2 mm to 30 mm. In the lower part of the column rests on a steel plate 9 (Fig. 1) with a thickness of 10-40 mm, which is a embedded part in the foundation foundation 10 (Fig. 1) made of concrete of class B-25 and more. On the upper part of the column through a steel embedded part 11 (Fig. 1) with a thickness of 10-40 mm, a slab 12 (Fig. 1) of the seismically insulated part of the building (structure) is supported. Steel plates 3; 11 (Fig. 1) are interconnected by vibration dampers from rolled steel 14 (Fig. 1). Set of elements 3; 5; 7; eleven; 14 (FIG. 1) constitutes the upper hinge assembly as a unit. Steel plates 4; 9 (Fig. 1) are interconnected by vibration dampers 13 (Fig. 1). Set of elements 4; 6; 8; 9; 13 (FIG. 1) constitutes the lower hinge assembly as a unit. Suppressors 13; 14 (FIG. 1) are made of ductile steel. Suppressors 13; 14 (figure 1) play the role of absorbers of vibrational energy, while being limiters of horizontal and vertical displacements in the hinge nodes.

In the resting position, the load 17 (Fig. 3) from the seismically insulated part of the building (structure) 12 (Fig. 3) is evenly transmitted through the embedded part 11 (Fig. 3) to the upper working plate of the first inclusion level 7 (Fig. 3). Further, this load 14 (Fig. 3) is perceived by the base (foundation) 10 (Fig. 3) through the embedded part 9 (Fig. 3) and the working plate of the first inclusion level 8 (Fig. 3) in the lower part of the concrete seismic insulating support. In this case, the reaction force 18 (Fig. 3) of the base 10 (Fig. 3) through the embedded part 9 (Fig. 3) is evenly distributed over the entire area of the working steel plate 8 (Fig. 1) of the first inclusion level.

With a seismic impact with an amplitude of up to 200 mm, the monolithic reinforced concrete foundation (base) 10 (Fig. 4) and the lower part of the concrete reinforced seismic insulating support are shifted by a certain amount (from 0 mm to 200 mm) relative to the upper seismically insulated part of the building (structure). Distributed load 17 (figure 3) focuses 23 (figure 4) on the left side of the upper steel plate of the first inclusion level 7 (figure 4) in the upper hinge assembly. The distributed reaction of the base 18 (FIG. 3) focuses 24 (FIG. 4) on the right side of the lower steel plate of the first inclusion level 8 (FIG. 4) in the lower hinge assembly. The seismically insulated part of the building (structure) rises. The concentrated load 23 (Fig. 4) and the concentrated reaction 24 (Fig. 4) form a returning moment of forces. In addition, in the upper and lower hinge due to internal friction, as well as crushing-stretching of the damper 13; 14 (FIG. 4), moments of forces 21, 22 of variable magnitude and sign are formed. Formed moments of forces constantly strive to bring the seismically insulated part of the building to its original position with respect to the base. After the completion of seismic actions and stopping the movements of the monolithic reinforced concrete foundation (base) 10 (Fig. 4), the concrete reinforced seismic support under the action of forces 23 and 24 (Fig. 4) takes a vertical position, as in Fig. 1, and the seismically insulated part of the building 12 (Fig. .1) - the initial (before the earthquake) state with respect to the base.

When a seismic impact with an amplitude of more than 200 mm, the monolithic reinforced concrete foundation (base) 10 (Fig. 5) and the lower part of the concrete reinforced seismic insulating support are shifted by 200 mm to 800 mm relative to the upper seismically insulated part of the building (structure). Distributed load 17 (figure 3) focuses 29 (figure 5) on the left side of the upper steel plate of the second inclusion level 5 (figure 5) in the upper hinge assembly. The reaction of the base 18 (FIG. 3) focuses 30 (FIG. 5) on the right side of the lower steel plate of the second inclusion level 6 (FIG. 5) in the lower hinge assembly. As a result of this, the concentrated load 29 (Fig. 5) and the concentrated reaction 30 (Fig. 5) form a return moment of forces. In addition, in the upper and lower hinge due to internal friction, as well as crushing-stretching of the damper 13; 14 (Fig. 5), moments of forces 27 are formed; 28 variable size and sign. The formed moments of forces constantly strive to bring the seismically insulated part of the building to its original position with respect to the base. After the completion of seismic effects and stopping the movements of the monolithic reinforced concrete foundation (base) 10 (Fig. 4), the seismic insulating support pipe under the action of forces 23 and 24 (Fig. 4) takes the position as in Fig. 4, then the vertical position, as in Fig. .1, and the seismically insulated part of the building 12 (Fig. 5) is the initial (before the earthquake) state 12 (Fig. 1) with respect to the base 10 (Fig. 1).

This principle of operation is the same for any direction of seismic impact in the horizontal plane.

The pipe-reinforced seismic-insulating support allows you to perceive the calculated horizontal amplitudes (up to 1000 mm), as well as limited vertical movements of the seismically insulated part of the structure 12 (Fig. 1) relative to the base 10 (Fig. 1).

Claims (1)

A seismic insulating pipe-concrete support, consisting of a column with hinged nodes, characterized in that the column is made in a pipe-concrete version, and the hinge nodes, which are integral with vibration dampers, are made of steel sheets and rolled steel and are located in the upper and lower parts of the column, where the dampers at the same time they are energy absorbers and limiters of horizontal and vertical movements.

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