Geotechnical services

AIC Limited is pleased to introduce its Geotechnical engineering consultancy services to your esteemed company. AIC is a wholly owned Nigerian company with extensive experience in construction, material testing, foundations and Geotechical engineering for all civil structures in all terrains.

Our goal always is to professionally deploy our expertise towards the  efficient realization of project objective(s) WITHIN A SHORT TIMEFRAME, MINIMAL BUDGET AND GLOBALLY ACCEPTABLE STANDARDS/BEST PRACTICES.
(BS-CODES, ASTM, API,etc.).

 

Laboratory Testing
BH samples shall be sent to an on-shore geotechnical laboratory to perform analysis and tests to properly characterize the soils.
Tests to be executed and testing performances shallbe in accordance with the prescriptions herein described. In addition laboratory testing shall be in accordance with prescriptions of general specification SPC.CV.GEN.2087 rev.1 –Laboratory testing of soil samples. In case of discrepancies the present specification will prevail. Depending on soils encountered
during investigations different and/or additional laboratory tests might be required.


Upon completion of the site investigation we shall issue a preliminary laboratory testing schedule forclient
comments and approval. The following laboratory tests shall be carried outon samples collected from the boreholes:

           
Classification tests
Soil sample description, soil description shall be made in accordance with ASTM-D-2488 –Standard practice for description andidentificationof soils (visual-manual procedure).


Water content
The natural water (moisture) content shall be derived in accordance with ASTMD-2216 – Standard test
method for laboratory determination of water (moisture) content of soil and rock, or with BS 1377.


Liquid and plastic limits
The liquid and plastic limits (Atterberg limits) shall be determined in accordance with ASTM-D-4318 –
Standard test methods for liquid limit, plastic limit, and plasticity index of soils.

Bulk density of soil or soil unit weight
The bulk density of soil shall be determined according to BS 1377.
Specific gravity of soil
Specific gravity of soil shall be determined according to ASTM-D-854 – Standard test method for specific gravity of soil solids by water pycnometer.
Maximum and minimum density
Maximum and minimum porosities of a material are the densest and loosest states respectively (without crushing the soil grains) that can be produced in the laboratory. The maximum and minimum density for granular soils shall be determined in accordance with ASTM-D-4253 – Standard test methods for maximum index density and unit weight of soils using a vibratory table and ASTM-D- 4254 –Standard test methods for minimum index density and unit weight of soils and calculation of relative density.


Grain size distribution
The grain (particle) size distribution of soils shall be derived according to procedures described in  ASTM-
D-422 – Standard test method for particle-size analysis of soils.


Index shear strength tests
Unconfined compression test (UCT)
The UCT can be used to measure the undrained shear strength of cohesive soil.
The test shall be performed in accordance with ASTM-D-2166 – Standard test method for unconfined compressive strength of cohesive soil or with BS 1377.

Unconsolidated-undrained (UU) triaxial test
The UU triaxial test shall be performed in accordance with ASTM-D-2850 – Standard test method for
unconsolidated-undrained triaxial compression test on cohesive soils.


Consolidation and permeability tests
Incremental load test
Incremental loading one-dimensional consolidation test shall be performed in accordance with ASTM-D- 2435 – Standard test methods for one-dimensional consolidation properties of soils using incrementalloading or with BS 1377-Part One dimensional consolidation test shall be performed on the undisturbed cylindrical samples measuring 20mm high and 75mm in diameter.

The specimen shall  be placed in a standard double drainage fixed ring Oedometer that confines the specimen to zero lateral deformation during the test. Porous stones shall be placed at the upper and lower parts of the test specimen in order to permit the dissipation of water contained in the sample, thus allowing volume change. In the tests, increments of vertical stresses shall be applied and vertical displacements recorded for each of these increments. The relationship between changes in void ratio and imposed load with the corresponding consolidation characteristics are presented
graphically.

The parameters obtained from the result of the test are used to determine the settlement rate of
the soil. The parameters obtained include compression index (C
c), coefficient of compressibility (Mv) and
coefficient of consolidation (C
v). However, the void ratio data for design is also presented.

 

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