wiercenia rdzeniowe


Ménard pressuremeter consists of the BX Ø 58 mm probe and the box supplying – monitoring unit of GC type. Both parts are connected by a concentric cable. Currently “Geoprojekt Szczecin” possesses two pressuremeters: one GC type (Fig 1a) and the new one with electronic recording device GEOSPAD (Fig. 1b).




 Geoprojekt Szczecin

Fig. 1. a) the GC type pressuremeter connected to the probe (from Ménard instruction ‘1975),
b) the new device with the probe and GEOSPAD recorder



The cylindrical probe consists of three expandable cells. The probe exerts equal pressure on borehole walls through water supplying to measurement cell and gas to two protection cells.


Characteristic diameters of BX probe are given below in Table № 1.


Table № 1 Characteristic diameters of BX pressuremeter probe 

outer diameter of the probe [mm] length [mm] volume of measurement chamber [mm3] borehole diameter
total of measurement chamber of protection chamber measurement part altogether min. [mm] max. [mm]
58±2 550 210±5 120±15 450 535 60 66



The probe is placed in substratum at a required depth in pre-drilled borehole of the diameter greater of not more than 15% of the diameter of the probe, i.e. 60 – 66 mm for BX probe. Dry drilling is executed above groundwater table, and slurry drilling with the use of bentonite mud below. Its density is adjusted to the drilled soil.

The use of drilling mud protects borehole wall against cavern formation and keeps its  constant diameter. In gravels or rubble fill cased drilling is necessary sometimes to prevent bore-hole from filling up. „Geoprojekt Szczecin” drills boreholes with the use of H25S and BIRDIE mechanical drilling rigs.


The test is preceded by resetting manometers, filling in the system and measuring its stiffness i.e. determining corrections related to reaction of the device to given pressure to  correct test results.

Some elements reveal elasticity e.g. cable connecting the probe with monitoring unit. These deformations are measured during calibration for volume losses, which is executed in calibration pipe by increasing pressure by 0,1 MPa till a tight contact with pipe is obtained, and then pressure increments grow to 0,25 or 0,5 MPa. Value of correction a = ΔV/Δp  is obtained from the ratio of volume increment (V) measured with volume of liquid pumped into the probe to the increase of pressure ( Δp; Fig. 2).



Geoprojekt Szczecin


Fig. 2.  Calibration for volume losses  

(from AFNOR NF P 94-110-1-N)




Shields of the probe have their own stiffness which is determined by calibration for pressure losses. This calibration is executed by putting the probe at surface level and adjusting the pressure by 0,01, 0,02 or 0,025 MPa steps kept for 60 s, noting the volume of chamber after that time. Pressure is increased to boundary value of stiffness which is conventionally adopt as  pel = 700 cm3 (Fig. 3).


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Fig. 3.  Calibration for pressure losses  

(from AFNOR NF P 94-110-1-N)





After calibrations, the results of which are considered during interpretation, the probe is placed into the borehole at a required depth and media are supplied through pressure cable connecting supplying – monitoring unit with the probe. Pressure steps of 0,2; 0,5; 1,0 or 2,0 at are most commonly used depending on the type of the soil tested. The number of increments varies from 7 to 16. Changes in volume of the probe are measured then. Numerical data are read from manometers and view-finder tube and written down manually or, on request, with an equipment allowing their automatic recording (SPAD).

These data allow to create so-called pressuremeter curve. It shows three stages of the test:


  1. phase of the adjustment of the probe to borehole wall; it is characterized by a quick volume growth and it is not interpreted;
  2. quasi-elastic phase: the segment similar to a straight line;
  3. creep and plastic deformation  phase, again characterized by a quick volume growth.


Shape and range of particular sections of the curve depends on the kind of soil. Corrected (by calibrations) results are interpreted following the French Standard NF P 94-110-1-N with the use of PRESJOMETR 2.0. software (Fig. 4a, 4b). The interpreted parameters are: pressuremeter modulus  EM  , pressuremeter limit pressure  pl  and creep pressure  pf .


Geoprojekt Szczecin

Fig. 4. a) Card of pressuremeter borehole 


Geoprojekt SzczecinFig. 4. b) result of a single pressuremeter test (PRESJOMETR 2.0 software)




Pressuremeter is used for obtaining both basic soil parameters and parameters used directly for building design. Results of pressuremeter test gives the information about two most important soil parameters for designing purposes: soil strength (bearing capacity) and compressibility. Test allows to evaluate limit and permissible bearing capacity and also settlement.



Referred standard:

AFNOR 1999-10-07 NF P 94-110-1-N  Norme française. Sols: reconnaissance et essais.

Essai pressiométrique Ménard. Essai sans cycle

(French standard. Soil: reconnaissance and testing. Ménard pressuremeter tests.

Tests without cyccles.)