DE3005710C2 - Process for the determination of deformation parameters of substances, in particular of building materials and subsoil - Google Patents

Description

characterized in that

- The punch with a given diameter is exposed to an increasing force until the movement distance of the stamp reaches a value of 0.03 to 10 stamp diameter / nesscr.

- then gradually the load on the punch is reduced and

- the elastic movements of the punch are measured.

2. A method for determining the deformation parameters according to claim 1, characterized in that In building materials, the punch is subjected to a force until the distance of movement of the punch 0.03 b, h 0.3 punch diameter

3. Method for determining the deformation characteristics according to claim 1, characterized in that In a homogeneous layer of the ground, the stamp is loaded until its range of motion Is 0.05 to 1.0 punch diameter.

4. A method for determining the deformation parameters according to claim 1, characterized in that In an inhomogeneous layer of the ground, the stamp is so heavily loaded that its movement sirekke 0.2 to 1.0 diameter of the punch is,

- then the stamp at a speed of 0.001 to 0.1 m / s with uninterrupted registration of the resistance of the layer is moved on a 1 to 10 punch diameter long section.

- then the load on the punch is lifted and the elastic movements of the punch be measured.

5. A method for determining the deformation parameters according to claim 3 or 4, characterized in that that the diameter of the punch is determined according to the following formula:

whereby

d - the diameter of the punch.
k - a constant,
• »o d \ - is the mean diameter of the soil particles, where t / i <0.02 mist.

b. Method for determining the deformation parameters according to claim 1, characterized in that in sandy, well-draining soils the punch is moved at a speed of 0.01 to 5 m / s over a distance of 0.2 to 10 punch diameter.

7. A method for determining the deformation parameters according to claim I. characterized. d; eat - in test specimens and construction elements with small transverse dimensions, the stamp of a force

is exposed until its movement distance is 0.03 to 1.0 punch diameter.
- the expansion of the active deformation zone is limited by a value that corresponds to the following condition:

0.15 L <D <\ .0L

whereby

L - the smallest dimension of the specimen or thickness of the construction element, and

D - is the largest dimension of the active deformation zone.

The invention relates to a method for determining deformation parameters of substances, inslxsomlewi re of building materials and subsoil according to the preamble of claim I.

The present Krrimliing can be used at liiiugriiiultinlorsiicluingen for the liirichlimj! different li; iuproji: klc.

like apartment buildings, liulusirieanan. Bridges, tunnels. Subways, l'lugpläize and roads, at the I Inter securing the characteristics of stone and stone-like material, in controlling the properties of Fabrics in finished items. Constructions and test specimens and when checking the density of constructions

ti5 barriers and dams are used.

A method for determining the deformation characteristics by uniaxial loading of the is known Test specimen and measurement of the deformation of the body. The carefully manufactured test specimen is sent to loaded on its end faces. During the investigation, the deformation of the specimen is measured and

the corresponding load is determined. The deformation parameters are determined on the basis of the measurement results - the modulus of deformation and the modulus of elasticity.

The known method does not allow the deformation properties of the material in a construction or plant. In some cases, e.g. when examining concrete, this leads Procedure for deviations due to insufficient congruence of the properties of the concrete in test specimens and in real constructions. The conditions for placing, compacting and hardening the concrete in test specimens and in constructions are always different.

The compression method - a method of laboratory investigation of the deformation properties of Subsoil - is similar to the procedure described above. The one taken from the prospect or borehole Soil sample was placed in the compression device and subjected to a force. According to the original The level of the soil sample in the device and the change in the height of the sample are used to draw conclusions on the deformability of the subsoil to be examined.

The properties of the Change the soil sample, which reduces the practical value of the known method. Besides, not everyone can Building ground can be taken in the form of ground samples while preserving the natural characteristics, and some types of soil cannot be brought up, at all.

For these reasons, in practice, the subsoil investigation is a field-based method of investigation of the subsoil at the disposal site, the pressiometric method is used. In the borehole is a balloon that is easily deformable in the horizontal direction is lowered. Based on the known values the pressure in the balloon and the increase in volume of the balloon determine the deformable wedge of the Bottom in the horizontal direction. The method can be used in isotropic soils in which the f'ohrlochwändc do not need to be attached, in practice, however, the most common anisoirupine soils are found, whose properties are different in the vertical and horizontal directions. Provides in anisotropic soils the pressiometric method in some cases significant deviations.

Furthermore, a method of the generic type is known in which the soil is at the natural deposition site is examined in a prospect or a borehole using punches (see J. G. Trofimenkow, L N. Vorobkow "Field-based methods of investigation of the structural properties of soils". Publishing house Stroiisdal, Moscow, 1974. p. 57. russian).

This procedure includes the preparation of the investigation site by creating a prospect or of a borehole, cleaning the contact surface, setting up a punch, loading it with a increasing load, measuring the movement of the punch and calculating the deformation modulus for the straight line section of the dependence of the sinking of the punch on the load.

The diameter of the measuring stamp used in the modern practice of soil investigation is between 300 mm (in boreholes) and 800 mm (in trenches).

The initial conditions of the investigation exert a considerable influence on the test results, namely the initial leaky contact between the bottom and the sole of the stamp and also the Destruction of the structure and loosening of the soil in a certain volume as a result of the propulsion of the Borehole.

The procedure is labor-intensive, requires a lot of time for an examination, and is therefore given priority Basic investigations used for very large structures.

The problem of obtaining information about the deformability of the material and the subsoil to the extent necessary is extremely up-to-date, since if the information just mentioned is available, e.g. B. the Construction costs can be reduced without reducing the reliability of the usage properties.

The consideration of the interaction of the building structures, the foundations and the Bodden foundation enables the creation of an optimal engineering solution. If enough information is available. the influence of uneven settlement of the ground foundation can be reduced to a minimum which reduces the requirements for the enclosing structures, the heat and sound insulation of the structure guaranteed and the level of stress in statically indeterminate load-bearing Constructions can be lowered.

Fine reliable information about the deformation properties of soil foundations of buildings enables the payload of the foundation to be increased in the vast majority of cases.

The object of the invention is therefore a method for determining deformation parameters of substances, in particular to propose building materials and subsoil, with which the productivity of the stamp investigation. and the accuracy and the scope of the information about "the deformation characteristics of the material, which are used in the practice of subsoil investigation can be increased.

The object is achieved in that in a method for determining deformation characteristics of Substances, in particular of building materials and building ground, with a stamp on the substance to be examined gesel / l is acted on with a force and that a movement of the punch as a result of the deformation of the substance under investigation caused the movement of the stamp and measured on the basis of the Measurement of the deformation modulus of the substance is calculated, according to the invention the stamp with a predetermined t> o Durchmgsscr is exposed to an increasing force until the distance of movement of the punch reaches a value of 0.OJ to 10. punch diameter, then gradually reduces the load on the punch and the elastic movements of the punch are measured.

When examining building materials with the help of a stamp, it is useful to apply a force to it suspend until the travel distance of the punch is 0.03 to OJ punch diameter.

When examining a homogeneous layer of soil, the stamp is so heavily loaded that its Hewegungsstrcckc 0.05 to 1.0 punch diameter.

When examining a layer of the ground that is inhomogeneous in the vertical direction, it is best to

test to load the punch so much that its range of motion 0.2 to 1.0 punch diameter bciriijii. then the stamp at a speed of 0.001 to 1.0 m / s with uninterrupted registration of the Resistance to move the layer on a 1 to 10 punch diameter section, then the Remove the load on the punch and measure the elastic movements of the punch.

When examining homogeneous and inhomogeneous layers of a soil with the help of a stamp the diameter of the punch must be selected according to the following formula:

d - diameter of the punch:
k - a constant:

d \ - is the mean diameter of the soil particles, where d \ <0.02 m.

When determining the dcformalion parameters of sandy, well-draining soils, the stamp moved at a speed of 0.01 to 5 m / s over a distance of 0.2 to 10 Stciupcldui chinesser.

When examining test specimens of a material and of structural elements with iicrin ^ ct! In transverse dimensions, the punch is moved over a distance of 0.03 to 1.0 pcs Κοπγλπ7Ι mi tr rl Λ tr f * "» li »* ^ r» * - | i »r Tif * rlir \ i-tt ι η if» * ntvrvri * 'hl ■

0.15 /. < D < 1.0 /.

L - the smallest dimension of the specimen, or thickness of the construction element and
D - is the largest dimension of the active deformation zone.

Use of the present invention makes it possible. to exclude the influence of uneven settlement of ground foundations with considerable values on the state of stress of civil engineering and building structures. Lowering the level of stress and deformation caused by uneven settlement enables the use of lighter constructions. Obtaining sufficient information about the deformation properties of subsoil and construction materials opens up the possibility of more rational planning of foundations at lower costs while increasing the reliability of the use of the surrounding and structural structures. The duration and costs of the subsoil examinations are significantly lower in relation to the conventional physical determination method for determining the deformation modulus of the subsoil.
The process of determining the deformation characteristics of the material, both in specimens and in constructions, is simplified.

The invention is explained in more detail below with reference to examples and the drawing. It / cigt

Fig. 1 shows the dependence of the movement of a punch on the size of the load according to the Invention;

FIG. 2 shows the dependence of the movement of a stamp on the size of the load in the examination regime and the dependence of the change in the resistance of the medium on the depth according to the invention.

The implementation of the procedure begins with the preparation of the investigation site. During the examination of construction elements ^ test specimens of a material or a subsoil is the preparation the examination body in determining the examination site and in a careful cleaning of the Section of the area of contact with the stamp.

When examining a material, e.g. B. of concrete or subsoil, a borehole is created with subsequent preparation of the bottom of the borehole for the investigation.

The test process consists in loading the material to be examined in a medium, e.g. B. a floor section, of elements, constructions, test specimens, and in the representation of the dependence of the movement S (Fig. 1) of the stem on the size P of the load. When processing the measured values, section A uses the dependence of the movement S of the punch on the load P , which is limited by the coordinates S _mm and 5 _mJ , where S ",;" is the minimum magnitude of the movement of the punch which is used to determine the deformation characteristics, and Sma, the maximum amount of movement of the stem that is achieved during the test process.

Any point of this dependency can be used to determine the deformation characteristic, i. H. of Deformation modulus on branch 1 of the load on the punch and the modulus of elasticity on branch 2 of the Relief of the stamp, can be used.

The accuracy of the determination of the deformation parameters increases with the increase in the level of the State of tension of the medium, which is generated by the loaded punch.

The magnitude of the movement S of the ram, which is taken into account when processing the test results can, is determined by the quality of the preparation of the surface, the type of material or subsoil and its State predetermined and can fluctuate within wide limits, namely

0.03 d <S <0.3 d

- when examining building materials in the construction of a test specimen;

0.05 d <S < 1.0 t /

- when examining homogeneous layers of soil:

0.2 c / < S < 1.0 d

- when examining inhomogeneous layers of soil,

wherein

</ - the diameter of the measuring ram.

The values given above have been determined on the basis of experimental investigations.

Also on the basis of experiments is the diameter of the punch when testing homogeneous and inhomogeneous layers of earth, which is determined according to the following formula:

wherein

(/ - the diameter of the punch:

./. - drr miniem diameter of the earth particles:

k - is a constant.

To determine the regularity of the change in the deformation modulus of an inhomogeneous depth Layer of a soil concludes the study of the ceiling of the layer with a movement of the Stamp with a speed of 0.001 to 0.1 m / s with uninterrupted registration of the resistance the layer on the section 3 (Fig. 2) of the movement, the length of which is 1 to 10 temp. diameter.

The limitation of the movement S of the punch to a length of 1 to 10 punch diameters is explained by the fact that with these values the distance S of the punch sunk into the medium ensures that the shape of the walls of the hole formed by the moving punch is maintained will.

When examining sandy, well-filtering soils, the speed at which the tests can be increased significantly. The stamp is then moved at a speed of 0.5 to 5.0 m / s a line with a length of 0.2 to 10 punch diameters.

The limit values given above have been determined on the basis of experimental investigations.

When examining the material of a medium with limited dimensions (construction, test specimen), the punch is moved by 0.03 to 1.0 punch diameter, whereby the spread of the active deformations ^r > lions / one D is limited.

0.15 L <D < 1.0 L

whereby

D - the largest dimension of the active deformation zone:

/. - the thickness of the construction element or the smallest dimension of the test specimen:

0.15 /. - the lower limit of the expansion of the active deformation zone:

1.0 L - is the upper limit of the expansion of the active defonnation zone.

Compliance with the upper limit ensures the integrity (integrity) of the construction or the Specimen.

The active deformation zone is the zone beyond which the deformation spreads can be neglected.

In the following the invention is illustrated by specific implementation examples that enable the implementation of the Method according to the invention on the basis of the results of the investigation of building materials and subsoil confirm.

Building materials include natural and man-made materials that are used in enclosing (non-structural) and supporting structures of various structures are used, namely concrete. Ceramics. Brick, Lime. Marble plaster

example 1

Concrete in a construction was examined. Table 1 shows the test results with a stamp from 8 mm diameter.

Table 1

Load of the 16 32 48 64 80 96 112 80 48 16 0

Stamp in MN / m ²

Distance of the 0.052 0.080 0.138 0.204 0.286 0388 053 052 0.49 0.46 0.41

Stamp in mm

The evaluation of the test results enables the deformation modulus of concrete according to branch 1 (Fig. 1), the load on the punch (16-112 MN / m ² ) (Tat!) And the modulus of elasticity of concrete according to branch 2 (Fig. 1) to be determined ) the relief of the punch (112-0 MN / m ² ).

During the test process, the spread of the deformaiions / one for the guaranteed performance was calculated the integrity (integrity) of the construction is controlled.

Example 2

Bricks with a 3.6 mm diameter punch were examined. Table 2 contains the trial results.

Table 2

Load on the punch 120 240 360 480 360 240 120 0

in MN / m ²

Distance of the punch 0.08 0.15 0.41 0.73 0.72 0.69 0.66 O.bl

The utilization of the test results enables the deformation modulus to be determined according to branch 1 (Fig. I) of the load on the punch (0-480 MN / m ² ) and the modulus of elasticity according to branch 2 (Fig. 1) to the relief of the punch (480- 0 MN / m ² ).

Example 3

Plaster of paris with a 3.6 mm diameter punch was examined. Table 3 contains the test results.

Table 3

Load on the punch 80 160 240 160 80 0

in MN / m ²

Distance of the punch 0.07 0.32 0.86 0.84 0.80 0.74

The utilization of the test results enables the deformation modulus to be determined according to branch I (Fig. 1) the BciuSiurig of the stamp (0 - 240 MN / m-) and the modulus of elasticity of plaster of paris after Am 2 (Fig. 1) of the relief of the stamp ( 240-0 MN / m ^; ).

Example 4

Porous sandstone with a punch 3.6 mm in diameter was examined. Table 4 contains the Test results c.

Table 4

Load on the punch 90 180 270 360 270 180 90 0

in MN / m ²

Distance of the punch 0.21 0.38 0.55 0.68 0.66 0.63 0.59 034

The utilization of the test results enables the deformation modulus to be determined according to branch 1 (Fig. 1) of the load on the punch (0-360 MN / m ² ) and the modulus of elasticity according to branch 2 (Fig. 1) of the relief of the punch (360- 0 MN / m ² ).

Example 5

M) Marble with a 3.6 mm diameter punch was examined. Table 5 contains the test resultsc.

150 30 05 710 bOO 450 300 150 0 Table 5 Load on the punch
in MN / in- 300 450

Distance of the stamp
in mm

Utilizing the test results enables the deformation modulus to be determined according to branch 1 (Fig. 1) of the load on the stamp (10-600 MN / m ² ) and the modulus of elasticity according to branch 2 (Fig. 1) of the io relief of the stamp (600 -0 MN / m ² ).

Example 6

Limestone with a punch of 3.6 mi.i diameter was examined. Table b shows the test results nits.

Table b

Touching the stamp IW) 400 bOO 800 b00 400 200 0 20

in MN / m ²

Distance of the punch 0.08 0.13 0.18 0.29 0.29 0.27 0.26 0.24

The utilization of the test results enables the deformation modulus to be determined according to branch I (Fig. I) of the load on the punch (0-800 MN / m ³ ) and the modulus of elasticity according to branch 2 (Fig. 1) of the relief of the punch ( 800-0 MN / m ² ).

B e i s ρ i e 1 7 jo

Plexiglass with a 3.6 mm diameter punch was examined. Table 7 contains the test results.

Table 7 JS

Load on the punch 100 200 300 200 100 0

Distance of the punch 0.11 0.25 0.58 0.56 0.51 0.43 40

The utilization of the test results enables the deformation modulus to be determined according to branch 1 (Fig. 1) the load on the punch (0-300 MN / m ² ) and the modulus of elasticity according to branch 2 (Fig. 1) cVr relief of the punch (300- 0 MN / m ² ). 45

Example

Glass fiber reinforced plastic with a punch of 5 mm diameter was examined. Table 8 contains the Test results. w

Table 8

Load on the punch 30 50 70 90 100 90 70 50 30 10 0

in MN / m ² 55

Distance of the punch 0.05 0.158 0.388 1.105 2.15 2.15 2.14 2.12 2.08 2.02 1.93 in mm

The utilization of the test results enables the deformation modulus to be determined according to branch 1 60 (Fig. 1) of the load on the punch (0-110 MN / m ² ) and the modulus of elasticity according to branch 2 (Fig. 1) of the relief of the punch (110 -0 MN / m ³ ).

The following are the results of the study of sandy soils, loamy fine sand, loamy soil and sound shown.

Sandy and loamy soils of any density and consistency can be examined. 65

Example 9

A homogeneous sand layer at a depth of 2 m was examined. A punch 0.057 m in diameter was used for the investigation. The constant K is 0.7 m. Table 9 contains the test results.
5

Table 9 ]

Load on punch 02 0.4 0.6 0.8 1.0 \ 2 1.4 1.0 0.6 0; j

in MN / m ²
to

Distance of the stamp 33 5.1 62 855 143 263 45.0 45.0 44.0 42.6

The utilization of the test results enables the deformation modulus to be determined according to branch I (Fig. 1) of the load on the stamp (0-1.4 MN / m ² ) and the modulus of elasticity with branch 2 (Fig. 1) of the relief of the stamp (1, 4-0 MN / m ² ).

Example 10

A loam soil that was inhomogeneous in the vertical direction and had a punch of 0.057 m was examined Diameter. The tables 10. !! and Fig. 12 show the results of the investigations.

Table 10

Load on the punch 02 0.4 0.6 0.8 1.0 \ 2 OS 0.4 0

in MN / m ²

Distance of the stamp 9.5 15.0 18.1 2 U. 263 40.6 40.7 402 373

The next stage of the experiment consisted of moving the punch at a speed of 0.02 m / s with the registration of the resistance of the clay soil during the movement process. Table 11 reveals the results of the second stagec.

Table 11

Length of the route 120 210 310 420 530 610

of the stamp in mm

Resistance of the clay soil, 137 1.5 1.62 1.48 1.25 1.22

The third stage consisted of relieving the pressure on the stamp and measuring the elastic movements. Table 12 shows the results.

Table 12

Load on the punch 1.22 1.0 0.8 0.6 0.4 0.2 0

in MPa

Distance of the stamp 610 612 612 611.8 6113 610.7 610

The utilization of the test results enables the determination of the deformation modulus after branch I (Fig. 1) of the load (0-1.2 MN / m ² ) (Table 10), according to the information in Table 11 - the determination of the regularity of the change in the deformation modulus within the limits of the examined depth of the considered soil layer and according to branch 2 (Fig. 1) of the relief (1.2-0 MN / m ² ) of table 10 and (1.22-0 MN / m ² ) of table 12 the determination of the modulus of elasticity.

B e i s ρ i e I 11

With the help of a punch with a diameter of 20 mm, slate in the form of a clay was extracted from a depth of 900 m The test results are given in Table IJ.

Table 13

Load on the punch 40 80 120 160 120 80 40 0

in MN / m ²

Distance of the stamp 0.4 03 ZO 3.6 3.6 3.55 3.48 335

The utilization of the test results enables the deformation modulus to be determined according to branch t (Fig. 1) of the load on the punch (0-160 MN / m ² ) and the modulus of elasticity according to branch 2 (Fig. I) of the relief (160-0 MN / m ³ ).

Example 12

A sandfish at a depth of 5 m with a punch of 80 mm in diameter was examined quickly scr subjected to impact stress. Table 14 shows the dependence of the movement of the punch on the applied load.

Table 4

Load on the punch 2 4 5 5.8 0

in MN / m ²

Distance of the punch 2 3.2 6 57 53

in mm

With known values of the impact energy, the mass of the impacting parts, the mass of the punch and the Linkage and the residual value of the movement of the punch can be the size of the deformation modulus of sand to be determined.

The different sizes of the lower limit of the movement of the punch, namely 0.03 punch diameter for building materials * 0.05 diameter for homogeneous soil and 0.2 diameter for inhomogeneous Boden, can be explained as follows.

Baumaiciiajicn is responsible for the preparation of a qualitative high-quality contact surface for the application of the stamp lighter than with floors. In addition, the technology of manufacturing a cavity in the Soil the test results when examining soils z. B. in boreholes. j5

For inhomogeneous layers, the lower limit value for the movement of the punch is 0.2 Slcmpcldurchmcsscr average characteristic values due to the spread of an extensive deformation zone.

The upper limit of the punch movement of 03 punch diameter for building materials explained by the fact that the danger of the transition of the interaction of the stamp and that to be examined Materials from the scheme of deformation hardening to the scheme of plastic destruction under formation common sliding surfaces

The upper limit value for homogeneous soils - 1.0 punch diameter - is chosen because the Obtaining further information has practically no value.

The upper limit value for inhomogeneous soils is chosen because if there is a further movement, the analytical interpretation of the test results is in question.

The range of the speed change of the punch in sandy soils from 0.01 to 5 m / s does not affect the survey results of the subsoil.

The range of the speed change of the punch in plastic soils from 0.001 to 0.1 m / s explained through the possibility of realizing the process with existing technical means.

The investigation of the subsoil at the site of its natural deposit by means of an exploratory survey is /. / .. the most reliable method of determining the deformation modulus of the subsoil.

The stamps with 300 or 800 mm recommended for the subsoil investigation in modern building practice Diameters which provide a measure of formability inhibit the use of the field method due to low productivity, high costs and inconvenience of the examination. Hence the Trial samples only used for the substructure of particularly important systems. In the remaining cases it gets the missing information for the calculations from the results of compression, stabilometric, pressometric, penetrometric. Probe and other soil surveys. Of course it is! thereby the The accuracy of the characteristic value sought is significantly lower, which ultimately leads to an increase in costs of the structure leads.

The test results show that the role of the deformation properties of the subsoil for eo the prognosis of the interaction between the structure and the substructure is greater. than them in practice of Project planning is approved. So hai z. B. found that in sandy and some other soils a Forecast of the dependence of the movement of different types of foundation on one in a wide range fluctuating load is possible if the dependence of the change in the deformation modulus of the Soil medium is known from the depth.

The substance investigation method according to the invention enables the investigation under the appropriate conditions of sandy, loamy fine sand and loamy soils of any lightness and consistency with stamps small diameter and the aim of determining the deformability of the soil medium.

The significant reduction in the diameter of the measuring ram compared to the diameter of the in The punch used in the practice of subsoil investigation enables the transition to small-diameter boreholes, which are created with a set of lightweight casing pipes and low-power drilling rigs can be.

The method according to the invention enables an increase in the accuracy of the determination of the deformation module as a result of the reduction in the influence of the destruction of the soil structure during the advance of the Borehole and the initial conditions of the survey. The conventional method is limited to the use of sinking the punches, which is a few millimeters. management of the module. The influence of the factors mentioned is in the method according to the invention through the use of the non-linear section of the curve of the dependence of the movement 5 (Fig. 1) of a punch with a small diameter on the size P of the load and through the reliability of the settlement, which is a few tens of millimeters can be reduced to a minimum. The section of the curve showing the deformation of the soil is used to evaluate the test results demonstrated

Reducing the diameter of the test ram and using the results more special Examinations allow an increase in productivity from 2 to 5 examinations per moment up to 50 to 100. In the latter case, the information obtained offers the possibility of an optimal variant of the Transferring the load of the structure to the substructure.

The reduction in the diameter of the test ram leads to a significant simplification of the Trial implementation as a result of a reduction in the load, a reduction in the implementation time of the Attempts and an enlargement of the stamp. The procedure can be widely used not just under Conditions of a mass development, but also in hard-to-reach places, in little developed Areas and find no road.

The use of the method according to the invention enables a reduction in the costs of stamp investigations and the erection of foundations and building structures by using Information on the peculiarities of the structure and the properties of the subsoil.

The application of the procedure for the determination of deformation parameters of stone and stone-like Materials allows a reduction in the performance of the press equipment by 10 and more times, one Simplification of the test process and the implementation of the investigation in the state of finished constructions and structures.

A careful examination of the properties of the substructure of a building and the building structure creates the possibility of selecting an optimal engineering solution with warranty the necessary level of security when using the facility.

In addition 1 Blair drawings

Claims (1)

Patent claims: 1. Procedure for the determination of deformation parameters of substances, in particular of building materials and building ground, through - Placing a stamp on the substance to be examined, which is acted on with a force that causes a movement of the stamp as a result of the deformation of the substance to be examined, - Measure the movement of the punch and calculate the deformation modulus of the fabric on the Basis of the measurement results,