EP1634999A1 - Reinforced concrete column in a ground excavation and method for building said column - Google Patents

Abstract

A reinforced-concrete column contains reinforcing cage and inserts made monolithic with concrete mix and comprises the upper bearing and lower foundation parts. The method of construction of the column includes operations of manufacture of the column reinforcing cage with inserts, placement of concrete in the non-removable casing in the project position in single- or multi-slit pit with the column making monolithic. The column reinforcing cage is loaded vertically into the pit, centered vertically, and the upper part is fixed from horizontal displacements, the lower foundation part of the column and the inner part of the non-removable casing with the closed-type casing in the upper bearing part of the column are made monolithic with concrete from down to top. After making monolithic, the soil base is widened and cemented via the process pipeline placed inside the reinforcing cage; the space between the non-removable casing and the pit walls in the upper bearing part is filled with granular material.

Description

1. Field of the invention

The invention relates to the construction industry, in particular to building in confined conditions, in particular to components and methods of monolithic construction of the components of buildings and structures, namely reinforced concrete support components.

2. State of the art

Known is a device for pressure transmission to deeper, dense basal layers, which are formed by the pouring of drilled boreholes with concrete (Short Polytechnic Dictionary M, State Publishing House for technical theory literature, 1956, p 830, ref. "Pile").

Known is a device for transmitting pressure to deeper, dense base layers, which are formed by the pouring of the cavities in the bottom and the slots or sections of trenches.

A device is known in the form of a vertical support for supporting the ceiling parts of a building (Brief Polytechnisches Wörterbuch M, State Publishing House for Technical Theorieliteratur, 1956, p 429, ref. "Pillar").

Known are columns with coupling components in ceiling height, which are formed with a ring shot, and columns with not only a circular cross-section, but also with a square cross-section (Cat. Of the Russian Federation No. 21975778, MPK (7) E04W, 1/18, 2000) ,

For pillars with a free cross-section, the equivalent diameter can serve as a distinguishing feature, namely the minimum distance from the geometric center of the column's cross-section to the second-order curve (circular line, ellipse, etc.) circumscribing the points of the cross-sectional edge of the column (Bronstein IN, Semendjaew KA Reference book for Mathematics M., Verlag für phys. Math. Literatur, 1962, p.167, 219, 428).

Known is a reinforced concrete beam containing a concrete mixed with mixed concrete, including a reinforcement and coupling units (Patent to the Russian Federation No. 2094575, MPK (6) E04S 5/01, E04W, 1/16, 1991).

The closest in the invention to the nature and the technical result to be achieved in terms of construction is a reinforced concrete support, which contains a mixed concrete reinforced concrete cage and inserts and composed of an upper and lower foundation part (Meteljuk NS et al, piles and pile foundations , Kiev, "Budiwelnik", 1977, pp. 49-51).

Well-known is a method of column construction, the installation of column reinforcement scaffolding, the installation of the reinforcing scaffolds, the installation of Cladding and concreting of scaffolding parts is included (RU application no. 99118847/03, E04W, 1/16/2001).

Also known is the method adopted by the applicant for the next analogue (a prototype in terms of the method) for erecting a reinforced concrete drilling rig with inserts, concreting in the non-extractable casing in the project site in the excavated ground (Jurkewitsch PB "derricks - a new reality "," Underground Space ", 2001, No. 4, pp. 21-21, ISSN 0869-799X, TIMR, Moscow).

The disadvantage of the known devices and the method for setting up these devices is the impossibility to combine the work under the surface with the work on the surface of the earth in the construction of building components or structures.

3. Advantage of the invention

The technical result is an increased, vertical accuracy in the installation of supporting foundation components and supporting elements for building or plant construction and the ability to build a building or structure simultaneously above and below the ground surface.

4. Short version of the fictures

Fig. 1

eine perspektivische Ansicht einer ersten Ausführung einer Stahlbetonstütze mit der Anordnung einer nicht herausziehbaren Verschalung mit einem geschlossenen Querschnittrand im oberen Stützteil der Säule für den Fall der Errichtung der Säule in einem Einschlitzaushub,

Fig. 2

einen Querschnitt längs der Linie I-I in Fig. 1 auf der Markenhöhe der mit senkrechten Rippen versehenen Einlegeteile,

Fig. 3

einen Querschnitt längs der Linie II-II in Fig. 1,

Fig. 4

eine perspektivische Ansicht einer zweiten Ausführung einer Stahlbetonstütze mit der Anordnung einer nicht herausziehbaren Verschalung mit einem geschlossenen Querschnittrand im oberen Stützteil der Säule für den Fall der Errichtung der Säule in einem Zweischlitzaushub mit einem T-Querschnitt,

Fig. 5

einen Querschnitt längs der Linie III-III in Fig. 4 auf der Markenhöhe der Einlegeteile mit senkrechten Rippen,

Fig. 6

einen Querschnitt längs der Linie IV-IV in Fig. 4 im unteren Fundamentteil der Säule,

Fig. 7

eine perspektivische Ansicht einer dritten Ausführung einer Stahlbetonstütze mit der Anordnung einer nicht herausziehbaren Verschalung mit einem geschlossenen Querschnittrand eines rechteckigen Querschnitts im oberen Stützteil der Säule für den Fall der Errichtung der Säule in einem Dreischlitzaushub nach Art eines Doppel-T-Trägers,

Fig. 8

einen Querschnitt längs der Linie V-V in Fig. 7 auf der Markenhöhe der Einlegeteile mit senkrechten Rippen,

Fig. 9

einen Querschnitt längs der Linie VI-VI in Fig. 7 im unteren Fundamentteil der Säule,

Fig. 10

eine perspektivische Ansicht einer vierten Ausführung einer Stahlbetonstütze mit der Anordnung einer nicht herausziehbaren Verschalung mit einem geschlossenen Querschnittrand eines runden Querschnitts im oberen Stützteil der Säule für den Fall der Errichtung der Säule in einem Zweischlitzaushub mit kreuzförmigem Querschnitt,

Fig. 11

einen Querschnitt längs der Linie VII-VII in Fig. 10 auf der Markenhöhe der Einlegeteile mit Radialrippen,

Fig. 12

einen Querschnitt längs der Linie VIII-VIII in Fig. 10 im unteren Fundamentteil der Säule,

Fig. 13

eine schematische Darstellung der Exzentrizität der Projektion des Mittelpunkts eines vollen Bewehrungskorbs der Säule hinsichtlich der Projektion von dessen Massenmittelpunkt auf die Fläche des oberen Bewehrungskorbs der Säule für den Fall der Errichtung der Säule in einem Dreischlitzaushub,

Fig. 14

eine schematische Darstellung der höchsten Flächenabweichung der Aushubschlitze von der Senkrechten längs der Achse Y für den Fall der Errichtung der Säule in einem Dreischlitzaushub,

Fig. 15

eine schematische Darstellung der höchsten Flächenabweichung der Aushubschlitze von der Senkrechten längs der Achse Y für den Fall der Errichtung der Säule in einem Dreischlitzaushub,

Fig. 16

eine schematische Darstellung der Abweichung des geometrischen Mittelpunkts des Aushubquerschnitts in der Planebene auf der Fläche des Oberteils des Bewehrungskorbs für den Fall der Errichtung der Säule in einem Dreischlitzaushub,

Fig. 17

eine Darstellung der technologischen Reihenfolge der Errichtung der Stahlbetonstütze in einem Einschlitzaushub,

Fig. 18

eine perspektivische Ansicht einer fünften Ausführung einer Stahlbetonstütze mit der Anordnung einer nicht herausziehbaren Verschalung im oberen Stützteil der Säule für den Fall der Errichtung der Säule in einem Bohrloch,

Fig. 19

einen Querschnitt längs der Linie VIII-VIII in Fig. 18 auf der Markenhöhe der Einlegeteile mit Radialrippen,

Fig. 20

eine Ansicht in Richtung des Pfeils A in Fig. 18,

Fig. 21

einen Querschnitt längs der Linie IX-IX in Fig. 20,

Fig. 22

eine schematische Darstellung der Exzentrizität der Projektion des geometrischen Gesamtmittelpunkts eines vollen Bewehrungskorbs der Säule hinsichtlich der Projektion von dessen Massenmittelpunkt auf die Fläche des oberen Bewehrungskorbs der Säule für den Fall der Errichtung der Säule in einem Bohrloch,

Fig. 23

eine schematische Darstellung der Exzentrizität der Projektion des Mittelpunkts eines vollen Bewehrungskorbs der Säule hinsichtlich der Projektion von dessen Massenmittelpunkt auf die Fläche des oberen Bewehrungskorbs der Säule für den Fall der Errichtung der Säule in einem Bohrloch,

Fig. 24

eine schematische Darstellung der Abweichung des geometrischen Mittelpunkts des Querschnitts des Bohrlochs in der Planebene auf die Fläche des Oberteils der Säule für den Fall der Errichtung der Säule in einem Bohrloch,

Fig. 25

eine Darstellung der technologischen Reihenfolge der Errichtung der Stahlbetonstütze in einem Bohrloch.

The invention will now be explained in more detail with reference to exemplary embodiments. Show it:

Fig. 1

a perspective view of a first embodiment of a reinforced concrete support with the arrangement of a non-removable formwork with a closed cross-cutting edge in the top Supporting part of the column in the case of erection of the column in a slot excavation,

Fig. 2

a cross-section along the line II in Figure 1 at the brand height of the inserts provided with vertical ribs,

Fig. 3

a cross section along the line II-II in Fig. 1,

Fig. 4

a perspective view of a second embodiment of a reinforced concrete support with the arrangement of a non-withdrawable casing with a closed cross-cutting edge in the upper support part of the column in the case of the erection of the column in a two-slot excavation with a T-section,

Fig. 5

a cross section along the line III-III in Figure 4 on the brand height of the inserts with vertical ribs,

Fig. 6

a cross section along the line IV-IV in Figure 4 in the lower foundation part of the column,

Fig. 7

a perspective view of a third embodiment of a reinforced concrete support with the arrangement of a non-extractable casing with a closed cross-sectional edge of a rectangular cross-section in the upper support part of the column in the case of the erection of the column in a Dreischlitzaushub a double T-beam,

Fig. 8

a cross section along the line VV in Figure 7 on the brand height of the inserts with vertical ribs,

Fig. 9

a cross section along the line VI-VI in Figure 7 in the lower base part of the column,

Fig. 10

a perspective view of a fourth embodiment of a reinforced concrete support with the arrangement of a non-removable formwork with a closed cross-sectional edge of a round cross-section in the upper support member of the column in the case of the erection of the column in a two-slot excavation with cross-shaped cross section,

Fig. 11

a cross section along the line VII-VII in Figure 10 on the brand height of the inserts with radial ribs,

Fig. 12

a cross section along the line VIII-VIII in Figure 10 in the lower base part of the column,

Fig. 13

a schematic representation of the eccentricity of the projection of the center of a full reinforcement cage of the column with respect to the projection of its center of mass on the surface of the upper reinforcement cage of the column in the case of the erection of the column in a three-slot excavation,

Fig. 14

a schematic representation of the highest surface deviation of the excavation slots from the vertical along the axis Y in the case of the erection of the column in a three-slot excavation,

Fig. 15

a schematic representation of the highest surface deviation of the excavation slots from the vertical along the axis Y in the case of the erection of the column in a three-slot excavation,

Fig. 16

a schematic representation of the deviation of the geometric center of Aushubquerschnitts in the plane Plane on the surface of the upper part of the reinforcement cage in the event of the erection of the column in a three-slot excavation,

Fig. 17

a representation of the technological order of erection of the reinforced concrete column in a slot excavation,

Fig. 18

a perspective view of a fifth embodiment of a reinforced concrete support with the arrangement of a non-removable formwork in the upper support member of the column in the case of the erection of the column in a borehole,

Fig. 19

a cross section along the line VIII-VIII in Figure 18 on the brand height of the inserts with radial ribs,

Fig. 20

a view in the direction of arrow A in Fig. 18,

Fig. 21

a cross section along the line IX-IX in Fig. 20,

Fig. 22

a schematic representation of the eccentricity of the projection of the geometric center of gravity of a full reinforcement cage of the column with respect to the projection of its center of mass on the surface of the upper reinforcement cage of the column in the case of the erection of the column in a borehole,

Fig. 23

a schematic representation of the eccentricity of the projection of the center of a full reinforcement cage of the column with regard to the projection of its center of mass on the surface of the upper reinforcement cage of the column in the case of the erection of the column in a borehole,

Fig. 24

a schematic representation of the deviation of the geometric center of the cross section of the borehole in the plane Plane on the surface of the upper part of the column in the event of the erection of the column in a borehole,

Fig. 25

a representation of the technological order of erection of the reinforced concrete column in a borehole.

It is

1

the upper support part of the column,

2

the non-extracting shuttering with a closed edge,

3

the lower foundation part of the column,

4

Embed,

5

the reinforcement cage (the upper part),

6

the reinforcement cage (the lower part),

7

the insert with vertical ribs,

8th

the insert with radial ribs,

9

Establishment of the basic excavation,

10

Sinking and centering the reinforcement cage,

11

Concreting the column,

12

the technological pipeline to the width and cementing of the ground,

13

a mining chamber,

14

locks,

fifteen

the area of the top of the column,

16

the axis of the center of mass of the reinforcing cage of the column,

17

the geometric axis of the column framework,

18

the vertical,

19

the first slot of the three-slot excavation,

20

the second slot of the three-slot excavation,

21

the third slot of the three-slot excavation,

22

the geometric axis of the three-slot excavation,

23

the vertical project axis of the three-slot excavation,

24

the borehole,

25

the geometric axis of the hole, 27 - is the geometric center of the cross section.

5. Description of the embodiments

angenommen, wobei

Y

die Achse, die über den geometrischen Mittelpunkt des Querschnitts des Unterteils des Gerüsts verläuft,

A_KI

die Hauptmaße der Nebenlinien des Unterteils des Gerüsts längs der Achse Y,

A_BI

die ihnen entsprechenden Hauptmaße der Aushubschlitze längs der Achse Y,

k

der Index der auf das Gerüst bezogenen Größe,

B

der Index der auf den Aushubschlitz bezogenen Größe,

i

der Index der Größe,

ε_y

ein Bestandteil der Exzentrizität längs der Achse Y des geometrischen Mittelpunkts des ganzen Bewehrungskorbs hinsichtlich der Projektion von dessen Massenmittelpunkt in der Planebene von dessen Oberteil,

α_y

die größte Abweichung des Aushubs von der Senkrechten längs der Achse Y und

β_y

die Abweichung des geometrischen Mittelpunkts des Aushubs in der Planebene längs der Achse Y in der Fläche des Oberteils der Säule ist.

The reinforced concrete column, which encloses a reinforcement cage and inserts cast in concrete with the concrete mass and consists of the upper support and lower foundation sections, is executed in a single and multi-slot excavation. In this case, the upper part of the reinforcement cage is placed in a non-removable formwork with a closed edge, the projection of the geometric center of the cross section is superimposed with the projection of the geometric center of the cross section of the lower part of the reinforcement cage, and the sizes of the side lines of the lower part of the reinforcing cage along the axis Y are at $${\mathrm{A}}_{\mathrm{KI}}<{\mathrm{A}}_{\mathrm{BI}}\mathrm{}\mathrm{to}\mathrm{}{\mathrm{\Omega }}_{\mathrm{y}}=2\left({\mathrm{\epsilon }}_{\mathrm{y}}+{\mathrm{\alpha }}_{\mathrm{y}}+{\mathrm{\beta }}_{\mathrm{y}}\right)$$

assumed, where

Y

the axis that passes over the geometric center of the cross section of the lower part of the framework,

A _KI

the main dimensions of the secondary lines of the lower part of the framework along the axis Y,

A _BI

the main dimensions of the excavation slots corresponding to them along the axis Y,

k

the index of the size related to the framework,

B

the index of the size related to the excavation slot,

i

the index of size,

ε _y

a component of the eccentricity along the axis Y of the geometric center of the whole reinforcement cage in terms the projection of its center of mass in the plane of its upper part,

α _y

the greatest deviation of the excavation from the vertical along the axis Y and

β _y

the deviation of the geometric center of the excavation in the plane plane along the axis Y in the surface of the upper part of the column is.

angenommen, wobei

X

die Achse ist, die über den geometrischen Mittelpunkt des Querschnitts des Unterteils des Gerüsts senkrecht zur Ache Y verläuft,

B_KI

die Hauptmaße der Nebenlinien des Unterteils des Gerüsts längs der Achse X,

B_BI

die Hauptmaße der Aushubschlitze längs der Achse X,

ε_x

ein Bestandteil der Exzentrizität längs der Achse X der Projektion des geometrischen Mittelpunkts des ganzen Bewehrungskorbs der Säule hinsichtlich der Projektion von dessen Massenmittelpunkt in der Planebene auf dessen Oberteil,

α_x

die größte Abweichung des Aushubs von der Senkrechten längs der Achse X und

β_x

die Abweichung des geometrischen Mittelpunkts des Aushubs in der Planebene längs der Achse X in der Fläche des Oberteils der Säule ist.

The sizes of the secondary lines of the lower part of the reinforcing cage along the X axis are given as follows: $${\mathrm{B}}_{\mathrm{KI}}<{\mathrm{B}}_{\mathrm{BI}}\mathrm{}\mathrm{to}\mathrm{}{\mathrm{\Omega }}_{\mathrm{y}}=2\left({\mathrm{\epsilon }}_{\mathrm{x}}+{\mathrm{\alpha }}_{\mathrm{x}}+{\mathrm{\beta }}_{\mathrm{x}}\right)$$

assumed, where

X

is the axis which is perpendicular to the axis Y over the geometric center of the cross section of the lower part of the framework,

B _KI

the main dimensions of the secondary lines of the lower part of the framework along the axis X,

B _BI

the main dimensions of the excavation slots along the axis X,

ε _x

a component of the eccentricity along the axis X of the projection of the geometric center of the whole reinforcing cage of the column with regard to the projection of its center of mass in the plane of the plane on its upper part,

α _x

the largest deviation of the excavation from the vertical along the axis X and

β _x

the deviation of the geometric center of the excavation in the plane plane along the axis X in the surface of the upper part of the column is.

D_c = A_B = B_B

der Durchmesser des Bohrlochs,

ε_r = (ε_x ² + ε_y ²)

die summarische Exzentrizität der geometrischen Achse hinsichtlich der Projektion der Achse des Massenmittelpunkts der Säule in der Planebene auf das Oberteil der Säule,

α_r = √(α_x ² + α_y ²)

die summarische Abweichung der Achse der Bohrung von der Senkrechten und

β_r = √(β_x ² + β_y ²)

die summarische Abweichung der Achse der Bohrung im Plan ist.

The inserts are housed in the upper support part of the column at the brand height of the bottom plate and the brands of ceiling tiles and are designed as closed edges with stiffening ribs. The column is in a non-removable casing in the borehole with an equivalent, maximum outside diameter D _K <D _{C of} the reinforcement cage in the size Ω _r = 2 (ε _r + α _r + β _r ),
in which

D _c = A _B = B _B

the diameter of the borehole,

ε _r = (ε _x ² + ε _y ² )

the geometric axis summary eccentricity with respect to the projection of the axis of the center of mass of the column in the plane of the plan onto the top of the column;

α _r = √ (α _x ² + α _y ² )

the total deviation of the axis of the bore from the vertical and

β _r = √ (β _x ² + β _y ² )

the total deviation of the axis of the hole is in plan.

The non-extractable casing is made of a tube of a round, rectangular or other free, with respect to the axes X, Y symmetrical cross section with a closed edge; the lower part of the column is equipped with a excavation chamber and locks.

A part of the reinforcement cage in the lower foundation part of the column overlaps with the part of the reinforcement cage which is accommodated in the upper support part with the closure of the components of the reinforcement cage.

In the slot excavations, the dimensions of the part of the reinforcement cage located in the upper support part of the column are equal to or smaller than the inner dimensions of the non-withdrawable shuttering with a closed edge. The main dimensions along the axes X, Y of the secondary lines of the lower part of the reinforcement cage, which is located in the lower foundation part of the column, are equal to or greater than the main external dimensions of the non-removable formwork.

In the bore excavations, the equivalent outer diameter of the part of the reinforcement cage that is housed in the upper support part of the column is equal to or smaller than the inner diameter of the non-withdrawable formwork. The equivalent inner diameter of the part of the reinforcement cage that is housed in the lower foundation part of the column is equal to or greater than the outer diameter of the non-removable formwork.

The method of erecting the reinforced concrete column during excavation includes operations of making the reinforcing cage of the column with inserts and concreting in the non-withdrawable casing in the project layer in the single or multi-slot excavation with the concreting.

Y

die Achse ist, die über dem geometrischen Mittelpunkt des Querschnitts des Unterteils des Gerüsts verläuft,

X

die Achse ist, die über dem geometrischen Mittelpunkt des Querschnitts des Unterteils des Gerüsts senkrecht zur Achse Y verläuft,

A_KI

die Hauptmaße der Nebenlinien des Unterteils des Gerüsts der Säule längs der Achse Y sind,

B_KI

die Hauptmaße der Nebenlinien des Unterteils des Gerüsts der Säule längs der Achse X sind,

A_BI

die denen entsprechenden Hauptmaße der Aushubschlitze längs der Achse Y sind,

B_BI

die Hauptmaße der Aushubschlitze längs der Achse X sind,

k

der Index der auf das Gerüst bezogenen Größe ist,

B

der Index der auf den Aushubschlitz bezogenen Größe ist,

i

der Index der Größe ist,

ε_y und ε_x

die Bestandteile der Exzentrizität längs der Achsen Y und X entsprechend der Projektion des geometrischen Mittelpunkts des ganzen Bewehrungskorbs der Säule hinsichtlich der Projektion von dessen Massenmittelpunkt in Draufsicht auf dessen Oberteil sind,

α_y und α_x

jeweils die größten Abweichungen des Aushubs von der Senkrechten längs der Achsen Y und X sind,

β_y und β_x

jeweils die Abweichungen des geometrischen Mittelpunkts des Aushubquerschnitts in der Planebene längs der Achsen Y und X in der Fläche des Oberteils der Säule sind.

When erecting the column in single or multi-slot excavation, the column is made up of an upper supporting and lower foundation part, the excavation being carried out with the dimensions along the Y axis, assuming: A _BI > A _KI + 2 (ε _y + α _y + β _y ) and along the axis X, assuming B _BI <B _KI + 2 (ε _x + α _x + β _x ),
in which

Y

is the axis that is above the geometric center of the cross section of the lower part of the framework,

X

is the axis that is above the geometric center of the cross section of the lower part of the framework perpendicular to the axis Y,

A _KI

the main dimensions of the secondary lines of the lower part of the framework of the column are along the Y axis,

B _KI

the main dimensions of the secondary lines of the lower part of the framework of the column are along the axis X,

A _BI

which are the respective main dimensions of the excavation slots along the axis Y,

B _BI

the main dimensions of the excavation slots are along the axis X,

k

the index is the size related to the framework,

B

the index is the size related to the excavation slot,

i

is the index of size,

ε _y and ε _x

the components of the eccentricity along the axes Y and X corresponding to the projection of the geometric center of the whole reinforcement cage of the column with respect to the projection of its center of mass in plan view of the upper part,

α _y and α _x

each are the largest deviations of the excavation from the vertical along the axes Y and X,

β _y and β _x

each are the deviations of the geometric center of Aushubquerschnitts in the plane Plane along the axes Y and X in the surface of the upper part of the column.

The reinforcement cage of the column is sunk vertically into the excavation with a gap of the bottom and centered vertically with the eccentricity balance, and the shell is held in place by horizontal displacements. The lower foundation part of the column is concreted from bottom to top and the inner part of the non-removable formwork with a closed edge in the upper support part of the column.

D_k

der maximale, äquivalente Außendurchmesser des Bewehrungskorbs der Säule ist,

ε_r =

(ε_x ² + ε_y ²) die summarische Exzentrizität der Projektion der geometrischen Achse hinsichtlich der Projektion der Achse des Massenmittelpunkts in der Planebene auf das Oberteil der Säule ist,

α_r =

(α_x ² + α_y ²) die summarische Abweichung der Achse der Bohrung von der Senkrechten ist und

β_r =

(β_x ² + β_y ²) die summarische Abweichung der Achse der Bohrung in der Planebene ist.

The concreting in the non-extractable casing in the project layer takes place in the borehole as concreting, whereby the borehole with the diameter D _c = A _B = B _B ≥ D _k = A _k = B _k + 2 (ε _r + α _r + β _r ) drilled through,
in which

D _k

the maximum equivalent outer diameter of the reinforcing cage of the column is

ε _r =

(ε _x ² + ε _y ² ) is the total eccentricity of the projection of the geometric axis with respect to the projection of the axis of the center of mass in the plane plane on the top of the column,

α _r =

(α _x ² + α _y ² ) is the cumulative deviation of the axis of the bore from the vertical and

β _r =

(β _x ² + β _y ² ) is the total deviation of the axis of the hole in the plane plane.

The reinforcing cage of the column is sunk vertically into the bore with a gap from the bottom of the hole with the value of P≥0.1D _c , centered vertically with the eccentricity balance, and the top is held in place by horizontal displacements perpendicular to the foundation of the bore with a fixture the lower part lowered by latches. The lower foundation part of the column from bottom to top and the inner part of the non-removable casing of the upper support part of the column are concreted out.

After concreting, the spreading and cementing of the foundation soil takes place via the technological pipeline that runs inside the reinforcing cage. The space between the non-removable casing and the excavation walls in the upper support part of the column is filled with a granular material.

Structure of the column

The reinforced concrete support (Figures 1, 4, 7, 10) is designed with the possibility of installation in the excavation, contains a concrete mass with the concrete concrete whole reinforced cage (5, 6) and inserts (7 or 8) of the column, which has a closed edge Has stiffening ribs. The column is divided into an upper part 1 (the ceiling supporting part) and a lower part 3 (the foundation supporting part) having the main dimensions A _KI and B _{KI of} the sublines of the lower part of the reinforcing cage along the axes Y and X, respectively. The reinforcement cage is inserted in the upper support part in the non-removable formwork 2 with the closed edge. The upper and lower parts of the reinforcing cage are overlapped in time or at the height of the manhole during assembly and connected to the closure 4 for securing the clamping of the upper part of the column in the lower foundation part after the concreting.

The column is made with the main dimensions of the secondary lines of the lower part of the reinforcement cage along the axis Y under the condition A _KI <A _BI by the value Ω _y = 2 (ε _y + α _y + β _y ) and along the axis X under the condition B _KI <B _BI to the value Ω _x = 2 (ε _x + α _x + β _x ) for eccentricity compensation of the installation of the entire reinforcement cage of the column and to compensate for the Ausbaggerungsfehler the excavation slots in the ground when they are constructed, thereby increasing the accuracy of the column assembly guaranteed in the project situation.

The upper part of the reinforcing cage of the column 5 is composed of working longitudinal and distribution pins and practically does not differ from the reinforcing cage of the conventional column.

To secure the connection of the column, which is built in single or Mehrschlitzaushüben, with the ceiling slabs of the underground floors and the bottom plate in the reinforcement cage of the upper part 5 are inserts 7 or 8 as rectangular or round tubes with vertically or radially welded stiffening ribs or tubes as a other free form mounted with stiffening ribs.

The main dimensions of the inlay pipes are smaller than the main dimensions of the non-extractable shuttering with a closed edge 2 around the doubled width of the supporting edge cutting arm, which enables the ceiling and the floor slab to be supported on the slotted column according to the principle of "concrete on concrete", regardless of the insert the non-removable formwork 2, which ensures the necessary for underground structures fire resistance of the supporting structures. The length of inserts 7 or 8 is assumed to be not less than the sum of the thickness of the ceiling (floor slab) adjacent in the coupling units with the reinforced concrete support and the triple mounting tolerance according to the height of the column rafter (3 x 50 mm).

The stiffening ribs, welded perpendicularly or radially to the laying pipe, compensate for the weakening of the carrying capacity of the pillar during the chopping of the concrete during the execution of the carrying arms of the coupling units with the blankets and the bottom plate. The stiffening ribs are also used for coaxial coupling of the working longitudinal pins of the upper part of the reinforcing cage of the column 5 with each other in the electric welding.

The upper part of the reinforcement cage of the column 5 at the level of the closure bottom 4 in the lower part of the reinforcing cage of the column 6 is firmly welded to the non-removable formwork with a closed edge 2 against the inner stop.

The lower part of the reinforcement cage of the column 6 is composed of working longitudinal and distribution pins and connected with overlapped welds with the non-removable formwork with a closed edge 2 in the region of the closure 4 prior to installation in the excavation of the whole reinforcement cage.

Inside the upper and lower parts 5, 6 of the reinforcement cage of the column, a continuous, technological pipe 12 is laid, the upper part led out above the head of the column to be built and the lower part of the lower surface of the lower part of the reinforcing cage 6 and at the same time with a wood - or gypsum plug is clogged. The technological piping 12 is for testing by an inclinometer of the vertical position of the whole reinforcing cage during assembly, post concreting of the column following individual, more accurate, geological exploration, flushing of the bottom of the reinforced concrete support of mud and formation of a widened sole and cementing the soil foundation.

In individual cases, the reinforced concrete support (Fig. 18) is carried out in a borehole, contains a reinforced with the concrete mass reinforcing cage 5, 6 and Inserts 8 having a closed edge with radial stiffening ribs. The column is divided into the upper part 1 (a ceiling support part) and the lower part '3 (the foundation support part) with an equivalent diameter D _C = A _B = B _B. The reinforcing cage is placed in the non-removable formwork in the individual case only in the upper support part of the column. In this case, the upper and lower parts of the reinforcing cage are overlapped and connected to the shutter 4 for securing a rigid coupling and the uniformity of the upper and lower parts. The base is carried out in the substructure with a disassembly chamber 13 for securing the carrying capacity of the column in the ground with locks (14) for holding the substructure of the column in front of horizontal displacements.

The column is made with a maximum outer diameter D _k = A _K = B _K <D _c = A _B = B _B by the value Ω _r = 2 (ε _r + α _r + β _r ) to compensate for eccentricity of the column and to compensate for the hole error carried out at the column construction, whereby an increased accuracy of the column installation is ensured in the project situation.

The upper part of the reinforcing cage of the column 5, which is erected in the well, is composed of working longitudinal and Verteilerring- or spiral pins and practically does not differ from the reinforcement cage of the conventional drilled Ortpfahls.

To secure the connection of the column, which is built in the well, with the ceiling slabs of the underground floors and the bottom plate in the reinforcement cage of the upper part 5 inserts 8 are mounted as tubes with a smaller diameter with the radially welded stiffening ribs. The diameter of the insertion tube is smaller than that of the non-withdrawable pipe casing (2) by twice the width of the Tragrandeinschnittarms, supporting the ceiling and the bottom plate on the reinforced concrete support on the principle of "concrete on concrete" without regard to the use of non-withdrawable pipe casing. 2 which allows for underground Structures required fire resistance of the supporting structures is guaranteed. The length of the inserts 8 is assumed to be not less than the sum of the thickness of the ceiling (floor panel) adjacent in the coupling units with the reinforced concrete support and the triple mounting tolerance according to the height of the column tread (3x100 mm). The stiffening ribs welded radially to the inlay pipe equalize the weakening of the column's carrying capacity during the chipping of the concrete in the execution of the support arm of the coupling units with the blankets and the bottom plate. The stiffening ribs are also used for coaxial coupling of the working longitudinal pins of the upper part of the reinforcing cage of the column 5 with each other in the electric welding.

The upper part of the reinforcing cage of the column 5, which is erected in the borehole, is welded at the level of the closure bottom 4 in the lower part of the reinforcing cage of the column 6 to the non-withdrawable tubular casing 2 to the inner stop. The lower part of the reinforcement cage of the column 6 is composed of working longitudinal and Verteilrund- or spiral pins and connected with overlapped welds with the non-withdrawable pipe casing 2 in the region of the closure 4. The lower part of the reinforcement cage of the column 6 is provided with a disassembly chamber 13 with locks 14 for fixing the lower part of the column 6 of horizontal displacements both in the assembly completion stage of the whole reinforcing basket in the borehole, as well as during the concreting of the column.

The excavation chamber 13 makes it possible to exclude the mixing of the concrete mass in the course of the concreting of the column in the process of a vertically moving inside the reinforcing cage 5, 6 migrating pipe with the deposited on the ground drilling mud and the spreading and cementing to ensure the high load capacity of the column after Ground floor to perform. The excavation chamber 13 is for the total pressure of the pile of concrete mix, for the weight of the whole reinforcement cage 5, 6 and for the weight of the filling with a granular material (gravel or gravel) of the gap between the bore walls and the pipe casing 2 designed.

Inside the upper and lower parts 5, 6 of the reinforcing cage of the pillar, which is built in the borehole, a continuous, technological pipe 12 is laid, the upper part is led out above the head of the column to be built and the lower part in the excavation chamber 13. The technological pipe 12 is for testing by an inclinometer of the vertical position of the whole reinforcement cage during assembly, the concreting of the column following, individual, more accurate, geological exploration, the flushing of the excavation chamber (13) of drilling mud and the formation of a widened longsole and Cementation of the soil foundation.

The individual, more accurate, geological survey carried out on the technological pipeline 12 in the ground of the reinforced concrete column erected in slot or multi-slot excavation or in the borehole allows the actual geological structure and bearing capacity of the floors to be evaluated immediately and if necessary To take measures to increase the load-bearing capacity and to exclude the risk of using the reinforced concrete columns during construction of the building simultaneously upwards and downwards below the zero mark.

Type of reinforced concrete column

The design of a reinforced concrete column combines the operations of making and placing the column in the project position, allowing the centering of its entire reinforcement cage with the eccentricity compensation of the projection of the geometric axis with respect to the projection of the axis of the center of mass to do.

The method of erecting the reinforced concrete column in a slot and multi-slot excavation provides for the excavation of the excavation 9 with the main dimensions along the axis Y under the condition A _BI > A _KI by the value Ω _y = 2 (ε _y + α _y + β _y ) and along the axis X under the condition B _BI > B _KI by the value Ω _x = 2 (ε _x + α _x + β _x ) taking into account a possible deviation of the slots of the excavation in the plane plane and of the vertical usually under the protection of a clay mortar.

The construction of the coupling units of the reinforced concrete support erected in a slot and multiple slot excavation, with the ceilings of the underground floors and the base plate determines the tolerance for the height position of the head of the column after the construction in the size of ± 50mm.

When using the clay mortar in the course of setting up the excavation, after completion of the dredging, the processed clay mortar is replaced with a freshly prepared one.

The sinking 10 of the whole reinforcement cage 2, 5, 6 or individually in parts (first 6, then 2, 5 with the coupling by welding during assembly at the level of the manhole) in the excavation by means of a truck crane with the to these For the purpose of the necessary characteristics, with the suspension suspended in the surface of the upper part (the front height) and with a gap between the lower part of the reinforcing cage and the excavated floor of at least 40 cm.

Subsequently, an inventory guide worktable is set above the head of the upper part of the reinforcement cage 2, 5 of the column, which is equipped with a system of horizontal and vertical Hydrohebewinden. The chair frame of the Zentrieraufspanntischs is temporarily fixed rigidly on the feed chute.

The centering 11 of the suspended, whole reinforcing cage 2, 5, 6 is carried out by horizontal Hydrohebewinden the worktable in the plane plane and by vertical Hydrohebewinden after the height. The whole scaffolding assumes a vertical position under the influence of its own weight (state of a "Lots"), while it remains free in the excavation with larger main dimensions, and the vertical Hydrohebewinden are used exclusively to eliminate the misalignment of the unmounting. The compensation of the eccentricity of the projection of the geometric axis with respect to the projection of the axis of the center of mass is achieved by the construction of the reinforcing cage 5, 6.

The final operation of the centering is the examination of the vertical position of the whole reinforcing cage 2, 5, 6 or its upper part 2, 5 by an inclinometer, which is placed in the technological pipeline 12.

The concreting 11 of the column is carried out continuously by moving the cast concrete tube vertically displaced inside the reinforcing cage 5, 6 with parallel cementing (filling) with a granular material (40-70 mm gravel or crushed stone) of the gap between the non-removable formwork a closed edge 2 and the bore walls. The cementing commences after completion of the concreting of the lower part of the reinforcing cage 6 and in parallel with the concreting of the upper part of the reinforcing cage 5. In advance, the upper part of the reinforcing cage 2, 5 is rigidly fixed to the pre-chute and the inventory guide worktable is removed.

After the erection of the column in a single-slot and multi-slot excavation on the technological pipeline, the ends of which are sealed with wood or gypsum plaster for the time of concreting the column, a more detailed, geological exploration is carried out in the foundation of the column.

Such additional geological exploration, in addition to the technical result referred to above, makes it possible to exclude the risk of inadmissible setting of the pillar due to the non-conformity of the current geological conditions with those specified in the project and a correct decision under the construction conditions according to the necessity and the size of the building Increase in width and cementation of the base of the column to ensure the load-bearing capacity in the construction of buildings and structures at the same time to meet up and down below the zero mark.

As an individual case, the method provides for drilling the borehole 9, 24 with the diameter of D _C = A _B = B _B > D _K = A _K = B _K by the value Ω _r = 2 (ε _r + α _r + β _r ) taking into account a possible deviation of the bore axis in the plane of the plane and from the vertical usually under the protection of clay mortar before.

The construction of the coupling units of the reinforced concrete support erected in a borehole, with the ceilings of the underground floors and the floor slab determines the tolerance for the height position of the head of the column after the construction in the size of ± 100 mm.

The respective tolerance is also required for the depth of the borehole. Since the mentioned tolerance in the course of the drilling is difficult to ensure, the construction method provides a compensatory feed with a granular material (gravel or gravel fraction 40-70 mm) on the ground before, if the desired depth of the hole after clearing the hole foundation of deposited, drilled ground or rock is greater than 100 mm. When using clay mortar when drilling after completion of the wellbore, the processed clay mortar is replaced with a freshly prepared one.

The amount of granular material used for the bedding is calculated by measuring the depth of the drilled hole.

The ramming of the zuzuschüttenden, granular material is carried out using standard piping. Thereafter, the repeated measurement of the borehole depth and, if necessary, a further addition of the granular material to the foundation and its rams.

The sinking 10 of the entire reinforcement cage 2, 5, 6 in the borehole is done with a truck crane with the required parameters.

The recessed reinforcing cage 2, 5, 6 by the excavation chamber 13 is based on the foundation of the bore, which is piled up with the rammed, granular material, and latches 14 on this.

Subsequently, above the head of the upper part of the reinforcement cage 2, 5 of the column, an inventory guide setting table is set up, which is equipped with the system of horizontal and vertical Hydrohebewinden. The chair frame of the Zentrieraufspanntischs is temporarily fixed rigidly on the feed chute.

The centering 10 of the entire reinforcing cage 2, 5, 6 is preceded by the extension of the framework by means of vertical hydrohebewinden the worktable by the value P0,1Dc with respect to the top of ausbnenden landfill in the foundation of the well. As it does so, the excavation chamber 13 "releases" from the bottom of the well by the same amount and the framework remains free to hang in the well while maintaining a vertical position under the action of its own weight ("lot" condition). The eccentricity compensation of the projection of the geometric axis with respect to the projection of the center of mass of the mass is achieved by the construction of the reinforcing cage 5, 6.

The centering 10 of the reinforcement cage in the plane Plane by means of horizontal Hydrohebewinden. The final operation of the centering is the examination of the vertical position of the whole reinforcement cage 2, 5, 6 by an inclinometer, which is placed in the technological pipeline 12.

Thereafter, aligned in the plane plan and the position of the "Lots" occupied scaffolding of the column by means of vertical Hydrohebewinden the worktable on the foundation of the bore concurrently sunk. The locks 14 of the excavation chamber 13 engage the landfill with the granular material on the foundation of the bore while retaining the lower part of the reinforcing cage 6 against displacement in the course of the concreting.

The concreting 11 of the column is carried out continuously by moving the cast concrete pipe vertically displaced inside the reinforcing cage 5, 6 with a parallel cementing (gravel) with a granular material (40-70 mm gravel or gravel) of the gap between the non-withdrawable pipe casing and the bore walls. The cementing commences after completion of the concreting of the lower part of the reinforcing cage 6 and in parallel with the concreting of the upper part of the reinforcing cage 5. In advance, the upper part of the reinforcing cage 2, 5 is rigidly fixed to the pre-chute and the inventory guide worktable is removed.

After the erection of the column in the borehole, a more precise, geological exploration in the column base takes place via the technological pipeline, whose end faces are closed with wood or gypsum plaster for the time of concreting out the column.

Such additional geological exploration, in addition to the technical result indicated, allows to exclude the risk of inadmissible settlement of the pillar due to the mismatch of real, geological conditions with those specified in the project and a correct decision under the construction conditions according to the necessity and the Size of width increase and cementation of the base of the column to ensure the load-bearing capacity in the construction of buildings and structures at the same time to meet up and down below the zero mark.

The technological pipe 12, which is led out below the excavation chamber 13, allows the drilling mud, deposited on the bottom of the borehole and left after the pillar in the chamber to be concreted out, to undergo at least one cementing press of the foot if no spreading or no more extensive cementing work is needed.

The build-up method allows accurate erection of the reinforced concrete support in the borehole with the deviation of its axis from the vertical of not more than 1: 500 and ± 5 mm in the plane of the plan.

5. Possibility of implementing the invention

The combination of the functions of a foundation part and a vertical supporting element of a building or structure in a construction and the method of erecting the column increase the accuracy of assembly, ensure versatility and allow simultaneously (in parallel) or sequentially (in any order), to carry out the work above and below the earth mark.

The reinforced concrete support and its construction process require no special equipment and no special training of the installer for the erection of the column.

Claims (8)

Reinforced concrete support which encloses a reinforcing cage and inserts embedded in the concrete mass and consists of an upper supporting part and lower foundation part,
characterized,
that the column is executed in a non-removable formwork in a single and multi-slot excavation, that the upper part of the reinforcement cage is erected in a non-withdrawable shuttering with a closed edge whose projection of the geometric center of the cross section with the projection of the geometric center of the cross section of the lower part of the reinforcing cage, wherein the sizes of the side lines of the lower part of the reinforcing cage along the Y axis are assumed under the following condition $${\mathrm{A}}_{\mathrm{KI}}<{\mathrm{A}}_{\mathrm{BI}}\mathrm{}\mathrm{to}\mathrm{}{\mathrm{\Omega }}_{\mathrm{y}}=2\left({\mathrm{\epsilon }}_{\mathrm{y}}+{\mathrm{\alpha }}_{\mathrm{y}}+{\mathrm{\beta }}_{\mathrm{y}}\right).$$

in which Y is the axis that passes over the geometric center of the cross section of the lower part of the framework, A _{KI are} the principal measures of the secondary lines of the lower part of the framework along the axis Y, A _{BI are} the main dimensions of the excavation slots along the axis Y corresponding to them, k is the index of the size related to the framework, B is the index of the excavation slot size i is the index of size, ε _{y is} a component of the eccentricity along the axis Y of the geometric center of the whole reinforcement cage with regard to the projection of its center of mass in the plane of the plan of the upper part, α _{y is} the greatest deviation of the excavation from the vertical along the axis Y, β _{y is} the deviation of the geometric center of the excavation in the plane of the plane along the axis Y in the area of the upper part of the column, and, furthermore, the sizes of the secondary lines of the lower part of the reinforcing cage along the X axis are to be assumed under the following conditions:
at $${\mathrm{B}}_{\mathrm{KI}}<{\mathrm{B}}_{\mathrm{BI}}{\mathrm{to\; \Omega }}_{\mathrm{y}}=2({\mathrm{\epsilon }}_{\mathrm{x}}+{\mathrm{\alpha }}_{\mathrm{x}}+{\mathrm{\beta }}_{\mathrm{x}}).$$

in which X is the axis that passes over the geometric center of the cross section of the lower part of the framework perpendicular to the axis Y, B _{KI are} the principal dimensions of the side lines of the lower part of the framework along the axis X, B _{BI are} the main dimensions of the excavation slots along the axis X, ε _{x is} a component of the eccentricity along the axis X of the projection of the geometric center of the whole reinforcement cage of the column with regard to the projection of its center of mass in the plane of the top of the latter, α _{x is} the largest deviation of the excavation from the vertical along the axis X and β _{x is} the deviation of the geometric center of the excavation in the plane plane along the axis X in the area of the top of the column,
and that the inserts in the upper support part of the column are accommodated at the brand height of the floor slab and the slabs of the slabs and are designed as closed edges with stiffening ribs. Reinforced concrete support according to claim 1,
characterized,
that the column is designed in a non-removable casing in the borehole with the equivalent, maximum outer diameter D _K <D _{C of} the reinforcement cage in the size Ω _r = 2 (ε _r + α _r + β _r ),
in which $${\mathrm{D}}_{\mathrm{C}}={\mathrm{A}}_{\mathrm{B}}={\mathrm{B}}_{\mathrm{B}}\mathrm{}\mathrm{of\; the}\mathrm{}\mathrm{diameter}\mathrm{}\mathrm{of}\mathrm{}\mathrm{well}.$$

ε _r = √ (ε _x ² + ε _y ² ) the total eccentricity of the geometric axis with respect to the projection of the axis of the center of mass of the column in the plane of the top of the column, α _r = √ (α _x ² + α _y ² ) the total deviation of the axis of the bore from the vertical, β _r = √ (β _x ² + β _y ² ) is the total deviation of the axis of the hole in the plane of the plane, and that the non-extractable casing is formed from a tube of round, rectangular or other free cross-section symmetrical with respect to the axes X, Y, with a closed edge, and the lower part of the column is provided with a disassembling chamber and with latches. Reinforced concrete support according to claim 1,
characterized,
that a part of the reinforcement cage in the lower foundation part of the column overlaps with the part of the reinforcement cage which is accommodated in the upper support part with a closure of the components of the reinforcement cage. Reinforced concrete support according to claim 1,
characterized,
that is equal to or smaller than the inner dimensions of the non extractable formwork are connected to a closed edge in the Schlitzaushüben the dimensions of the part of the reinforcing cage, which lies in the upper support part of the column, and that the main dimensions along the axes X, Y of the secondary lines of the lower part of the Reinforcing cage, which is located in the lower foundation part of the column, equal to or greater than the main external dimensions of the non-removable formwork. Reinforced concrete support according to claim 1,
characterized,
that in the boreholes the equivalent outer diameter of the part of the reinforcement cage accommodated in the upper support part of the column is equal to or smaller than the inner diameter of the non-withdrawable formwork and the equivalent inner diameter of the part of the reinforcement cage located in the lower foundation part of the pillar is equal to or greater than the outer diameter of the non-removable formwork. A method of constructing a reinforced concrete foundation in excavation, which includes operations of making the reinforcing cage of the column with inserts and concreting in a non-extractable formwork in the project site in single or multi-slot excavation with the concreting out of a reinforced concrete support according to any one of the preceding claims;
characterized,
that the column is made up of an upper supporting and lower foundation part, the basic excavation being carried out with the dimensions along the Y axis, provided that: $${\mathrm{A}}_{\mathrm{BI}}>{\mathrm{A}}_{\mathrm{KI}}+2\left({\mathrm{\epsilon }}_{\mathrm{y}}+{\mathrm{\alpha }}_{\mathrm{y}}+{\mathrm{\beta }}_{\mathrm{y}}\right).$$

and taken along axis X, subject to the following condition: $${\mathrm{B}}_{\mathrm{BI}}<{\mathrm{B}}_{\mathrm{KI}}+2\left({\mathrm{\epsilon }}_{\mathrm{x}}+{\mathrm{\alpha }}_{\mathrm{x}}+{\mathrm{\beta }}_{\mathrm{x}}\right).$$

in which Y is the axis that passes over the geometric center of the cross section of the lower part of the framework, X is the axis that passes over the geometric center of the cross section of the lower part of the framework, perpendicular to the axis Y, A _{KI are} the principal dimensions of the secondary lines of the lower part of the framework of the column along the axis Y, B _{KI are} the principal dimensions of the secondary lines of the lower part of the framework of the column along the axis X, A _BI which are the respective major dimensions of the excavation slots along the axis Y, B _{BI are} the main dimensions of the excavation slots along the axis X, k is the index of the size related to the framework, B is the index of the excavation slot size i is the index of size, ε _y and ε _{x are} components of the eccentricity along the axes Y and X corresponding to the projection of the geometric center of the whole reinforcing cage of the column with respect to the projection of its center of mass in the plane of the top of the latter, α _y and α _{x are} respectively the largest deviations of the excavation from the vertical along the axes Y and X, and β _y and β _{x are} respectively the deviations of the geometric center of the excavation cross section in the plane plane along the axes Y and X in the area of the top part of the column,
and that the reinforcement cage of the column is sunk vertically into the excavation with a gap of the column bottom, centered vertically with the eccentricity balance, the top held by horizontal displacements, and the bottom foundation portion of the column from bottom to top and the interior portion of the non-withdrawable formwork closed Edge is concreted in the upper support part of the column. Method according to claim 6.
characterized,
that concreting takes place in the non-extractable casing in the project location in the borehole as concreting, the borehole having the diameter D _c = A _B = B _B ≥ D _k = A _k = B _k + 2 (ε _r + α _r + β _r ) is drilled,
in which D _{k is} the maximum equivalent outer diameter of the reinforcing cage of the column, ${\mathrm{\epsilon }}_{\mathrm{r}}=\sqrt{\left({{\mathrm{\epsilon }}_{\mathrm{x}}}^2+{{\mathrm{\epsilon }}_{\mathrm{y}}}^2\right)}$

is the total eccentricity of the projection of the geometric axis with respect to the projection of the axis - the center of mass in the plane of the top of the column, ${\mathrm{\alpha }}_{\mathrm{r}}=\sqrt{\left({{\mathrm{\alpha }}_{\mathrm{x}}}^2+{{\mathrm{\alpha }}_{\mathrm{y}}}^2\right)}$

the cumulative deviation of the axis of the bore from the vertical is and ${\mathrm{\beta }}_{\mathrm{r}}=\sqrt{\left({{\mathrm{\beta }}_{\mathrm{x}}}^2+{{\mathrm{\beta }}_{\mathrm{y}}}^2\right)}$

the total deviation of the axis of the hole in the plane plane is,
and that the reinforcement cage of the column is sunk vertically into the bore with a gap of the bore foot of value P≥0,1D _c , centered vertically with an eccentricity balance, the top held by horizontal displacements, perpendicular to the foundation of the bore with a fixing of the lowered lower part by interlocks and the lower foundation part of the column from bottom to top and the inner part of the non-removable formwork of the upper support member of the column is concreted. Method according to claim 6,
characterized,
that after the concreting, the spreading and cementing of the ground is carried out via a technological pipeline running inside the reinforcing cage, and that the space between the non-removable formwork and the excavation walls in the upper supporting part of the column is filled with a granular material.

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