RU2310042C2 - Foundation for building or building structure - Google Patents

Abstract

FIELD: construction, particularly to erect cast-in-place buildings having complex configuration in plan view.

SUBSTANCE: foundation comprises stiffening ribs, control-rods and supports. The supports are made as separate members united in common areal three-dimensional structure arranged at design depth relatively stiffening ribs so that stiffening rib control rods extend upwards and define bearing system over supports.

EFFECT: increased operational reliability and decreased material consumption.

8 dwg

Description

The wide distribution of monolithic housing construction provides the opportunity to erect buildings with a complicated configuration in plan and a variety of space-planning solutions. Such structural systems require the use of foundations of increased reliability and with higher technical and economic indicators (Fig. 1 a), b), c)). The proposed construction of the foundation of the building, structure corresponds to this. It consists of structural elements in the form of a specific set of stiffeners 6 (Fig. 2), rods 7, supports 9 and differs from the known foundations in that the supports 9, represented by individual elements, are made up of a common areal spatial structure placed relative to the stiffeners on the calculated depth so that the rods from the stiffeners rise up and form a carrier network on top of the supports (Figs. 4, 6). Graphically, the essence of the invention is shown in FIG. 2 in the interface circuit of the elements 7 and 9. A network (rods 7 laid in a predetermined cross-order) of high-strength material is supported on the ground through the support elements 9 located in the nodes. The supporting element resembles a kind of "sleepers" under the traction rail. Sleepers can be located close to each other or at some distance. The continuous inextricable contact of the supporting surface of the foundation with the soil as it is carried out in a technical solution (Patent RU 2223368 [1]) of the authors A. Myshkina and Pronosina Y.A. not required, and since technological joints are formed between the supporting elements 9, the requirements for crack resistance disappear.

In figures 4-8, one of the options for the local arrangement of rods with a step of the load cell of 6 meters × 6 meters is reflected, but a cell of 3 × 3 meters and 1.5 × 1.5 meters, as well as a more frequent step of arrangement of rods, are possible.

The purpose of the invention is to increase the operational reliability of the "base-foundation-building" system is achieved by a multiple margin of safety of the described structure due to the use of high-strength materials and their effective use, which (in combination with adjustable underlays for the foundation [2]) allows implementing the technical solution of the foundation while minimizing material consumption in comparison with traditional solutions.

The technology for the construction of the proposed foundation design is simple - in a high-strength "network" of rods 7 (Fig. 2), laid on locally located support elements 9 in the figured (Fig. 3) of the treated soil surface, columns 5 rest against stiffeners 6 and all it is concreted into one spatial structure (figure 2).

Areal-type foundations of buildings differ in many constructive solutions. The most common applications are monolithic flat slab foundations in the form of a large-sized structure for the entire building or in its local areas in the form of separate or cross tapes.

It is known that flat slabs in comparison with ribbed ones, although they have an increased consumption of concrete (up to 20%) and steel (up to 15-25%), make it possible to carry out construction work on the foundation with industrial methods, significantly reducing the construction time, reducing the volume of formwork ( practically do not require formwork), greatly simplify the reinforcing work.

The proposed technical solution is more prone to erection by industrial methods (than flat plates), without losing strength and deformation properties, but the method of work is described by the author in another application for registration of the invention.

The foundation design under consideration is in many ways similar to the construction of an air parachute, but in contrast to it, an “earthen parachute” generally does not have a domed thin shell, but rather has a “fishing net with floats” (“float”, “sleeper” - concrete, metal or metal-concrete lining under a node or several nodes of a bearing metal, metal-plastic network) (figure 2). The similarity with the second comparison is all the more obvious when it is necessary to note that the "lifting force of an earthen parachute" increases as it is pressed into the ground (which does not happen with a conventional "air" parachute), moreover, a continuous dome for an "earthen parachute" is not required . "Floats" located at some distance from each other, compressing the soil, create a compacted soil sphere, which also serves as the supporting shell. The minimum thickness of the stiffeners does not allow them to be considered as a strip foundation with intersecting ribbons. The lower edge of the foundation is pressed into the ground, reaching stress levels comparable to “plastic deformations” [3]. The maximum stresses in practice (in theory ∞, but in practice R _pr - see copyright certificate) are stabilized at a fixed value, propagated and distributed over the entire lower supporting contact surface of the stiffeners 6.

The possibility of progressive collapses in emergency situations for this type of foundation is minimized due to the multiple static indeterminacy of the system and the absence of local key elements of the system (such as subsidence of one pile that could lead to catastrophic consequences.) “Foundation-foundation-building” (such as drawdown of one pile, capable of catastrophic consequences). The entire foundation is considered as a single joint deformable with the assumption of a multiple margin of safety, the inclusion of the closest elements in case of accidental disconnection of any. The system under consideration is inertial and does not respond to sharp local changes, for example, soil conditions. The "grid" remains operational if it breaks, shuts down even not one, but several of the often located working "cells". Improving the reliability of the system is also carried out by adjusting the sediment of the foundation columns - regardless of the sediment columns remain at the same level [2].

The technology of work includes several stages:

1 - at the selected construction site, cross narrow trenches are prepared in the ground to a depth sufficient to organize the laying of the supporting grid in the design position (Fig. 3). In trenches reinforcement is installed - reinforcing cages;

2 - soil is laid with compaction in the cells between the prepared trenches to provide a spherical surface in the cell;

3 - laying of reinforced concrete or metal support elements, "sleepers" under the nodes of the load-bearing grid of rods superimposed on top;

4 - monolithic construction of the foundation in two stages:

the first stage along the trenches - stiffeners; the second stage - on top of the "sleepers".

It is possible to simply prepare the surface of the construction site, lay out the "sleepers", networks of high-strength material (metal, plastic, graphite and other high-strength materials) with subsequent installation of columns and concreting.

Information sources

1. Patent RU 2223368 C2. Foundation. Inventor: Myshkin A.P., Pronosin Y.A. Applicant and patent holder: Tyumen State Academy of Architecture and Civil Engineering.

2. Application for a patent for the alleged invention 2005104481/03 (005788) “Lining under the foundation”. Author Karmadonov S.V.

3. Copyright certificate No. 1362103 “The foundation of a building, structures on permafrost soils”, authors: Poleshchuk VL, Elgin BB, Pichuev VV, Karmadonov SV, 1987

Claims (1)

The foundation of a building, structure, including stiffeners, rods, supports, characterized in that the supports represented by individual elements are made up of a common areal spatial structure located relative to the stiffeners at the design depth so that the rods from the stiffeners rise up and form over the supports carrier network.

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