REPORT ON LABORATORY TESTING OF KAOLIN SAMPLE

JULY 2015

NIGERIAN BUILDING AND ROAD RESEARCH INSTITUTE

(FEDERAL MINISTRY OF SCIENCE AND TECHNOLOGY)

1

DISCLAIMER

All data and technical information provided in this report are based on the results

of the investigation conducted in the Construction Materials testing laboratory of

the Nigerian Building & Road Research Institute (NBRRI), Abuja. The test results

are based on the investigation carried out on soil samples supplied by the client.

The responsibility of NBRRI is limited to the geotechnical findings contained in

this report. Any use of the findings of the report without consulting NBRRI by any

other agency or persons other than the client is solely at their own risk and

responsibility

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EXECUTIVE SUMMARY

The Nigerian Building and Road Research Institute (NBRRI) was requested by the

Director-General/Chief Executive Officer of the National Space Research

Development Agency, (NASRDA) to conduct a quality assessment on some soil

samples collected. This report is for the preliminary studies carried out on the soils

delivered to the institute’s laboratory. The results from the preliminary laboratory

investigation show that the soils are predominantly highly clayey soils. Based on

the USCS classification system, the soils fall into the CH group while according to

the AASHTO classification system, the soils fall into the A-7-6. Details of the

laboratory tests are presented in the report. Further tests will need to be conducted

which will include:-

Microscope examination (mineralogy) including Xray

diffraction

Processing characteristics/kaolinite paragenesis

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SUPERVISION TEAMProf. D.S Matawal : Director General/CEO

PROJECT TEAM

Jennifer Yashi : Research Officer II/Team leader

Abubakar Musa Yola : Research Officer II

Godwin Yisa : Research Officer II

Heiman L. Makwin : Research Officer II

Wisdom Tavaku : Technical Officer

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TABLE OF CONTENTS

1.0 INTRODUCTION

2.0 LABORATORY TESTING

3.0 ANALYSIS OF TEST RESULTS

4.0 CONCLUSIONS

APPENDICES

Appendix A Particle Size Distribution test results and Graphs

Appendix B Atterberg Limit test results and Graphs

1.0 INTRODUCTION

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1.1.Preamble

The Nigerian Building and Road Research Institute (NBRRI) was requested

by the National Space Research Development Agency, (NASRDA) to

conduct a laboratory evaluation on a soil sample collected for a proposed

project. The sample was delivered to the Construction Materials testing

Laboratory, Abuja for testing.

1.2.Objectives and Scope of Study

The primary objective of the investigation was to have a quality assessment

of the soil sample and determine some suitable uses. Based on the request

from the client, the scope for the testing of the soil comprised the following;

Determination of index properties of soils: Atterberg limits, Particle

Size Distribution with a view to classify the soils.

Determination of mineralogical composition of the soil: microscopic

examination

2.0 LABORATORY ASSESSMENT

An idealized laboratory assessment of Kaolinite-bearing rocks is given below. A

brief description of all the tests performed on the soil samples are also presented in

this section. The following tests were conducted on the samples:

Particle size distribution

Atterberg Limits

2.1 Particle Size Distribution:

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This test is performed to determine the percentage of different grain sizes

contained within a soil. The mechanical or sieve analysis is performed to determine

the distribution of the coarser, larger-sized particles, and the hydrometer method is

used to determine the distribution of the finer particles. This test is performed in

accordance with BS 1377: Part 2: 1990. Grain size analysis provides the grain size

distribution, and it is required in classifying the soil.

2.2 Atterberg Limit Tests:

The Atterberg limits are based on the moisture content of the soil. This test is

performed to determine the plastic and liquid limits of a fine grained soil. The

liquid limit (LL) is arbitrarily defined as the water content, in percent, at which the

soil changes from a plastic semi-solid to liquid state. The plastic limit is the

moisture content that defines where the soil changes from a semi-solid to a plastic

(flexible) state. The shrinkage limit is the moisture content at which a reduction in

water content will not cause a decrease in volume of the soil mass but an increase

in water will increase the volume. A wide variety of soil engineering properties

have been correlated to the liquid and plastic limits, and these Atterberg limits are

also used to classify a fine-grained soil according to the Unified Soil Classification

System (USCS) or AASHTO system. The cone penetrometer test as well as the

Casagrande apparatus was used even though the former is capable of giving more

reproducible results.

The test was performed in accordance with BS 1377: Part 2: 1990.

2.3 Microscope Examination (Xray Diffraction)

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This is to confirm the presence of Kaolinite in the host rock. As with all clay

bearing rocks, an effective mineralogical analysis must be carried out by X-ray

diffraction (XRD).

2.4 Processing characteristics

This will be done based on the results of all the physical, chemical and

mineralogical tests carried out.

3.0 ANALYSIS OF TEST RESULTS

3.1 Particle Size distribution

The results from the particle size distribution (PSD) showed that 95.4% of the

sample passes through the sieve size No. 200 indicating that the soil is

predominantly fine grained.

3.2 Atterberg Limit tests

The results from the Atterberg limits tests show that the soil samples tested had

liquid limit of 73 %. Plastic limit was determined to be 22 %. Plasticity index was

calculated to be 51 %. Details of the test results are presented in Appendix B

3.3 Classification of Soils

According to the Unified Soils Classification System (USCS), the soils tested fall

into the CH category.

4.0 CONCLUSIONS

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The primary objective of the investigation was to have a quality assessment of the

soil sample and determine some suitable uses. A comprehensive conclusion cannot

be drawn from the physical tests carried out. This is because other mineralogical

and chemical tests will still need to be carried out to draw a comprehensible

conclusion. The results from the physical laboratory tests show that the soil is a Fat

Clay that is highly plastic with plastic limit reaching up to 22% and a liquid limit

of 73%. Based on the USCS classification system, the soil falls into the CH

category while according to the AASHTO classification system, the soil falls into

the A-7-6 group.

APPENDICES

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Appendix A : Particle Size Distribution Graphs

 NIGERIAN BUILDING AND ROAD RESEARCH

INSTITUTE   (FEDERAL MINISTRY OF SCIENCE AND TECHNOLOGY)    

Particle Size Distribution- Sieving

Location              LOKOJA, KOGI Job ref. NASRDA, ABUJA

Soil Description    Brown Kaolinitic Clay                                                          Depth (m)  

Test Method                                         BS 1377: Part 2: 1990: 9.5                       Date 16/4/2015Total mass of dry sample                           g 50.33    

BS test sieve size Mass retained g Percentage retained % Percentage passing % Remarks

75 mm

 

   

 63 mm        

             50 mm        

37.5 mm        28 mm        

             

           

 

10

20 mm 0.0 0.0 100.0  

Passing 20 mm       

  g % %  

14 mm 

0.0 100.0 

10 mm 

0.0 100.0 

6.3 mm 

0.0 100.0 

Passing 6.3 mm        

   

g % %  

4.75mm 0.00 0.00 100.0  3.35mm 0.16 0.32 99.7  2.8 mm 0.14 0.28 99.4  

2.36 mm 0.00 0.00 99.4  2.00 mm 0.12 0.24 99.2  

1.18 mm 0.44 0.87 98.3 

600 µm 0.42 0.83 97.5  425 µm 0.20 0.40 97.1  300 µm 0.17 0.34 96.7  212 µm 0.14 0.28 96.4  150 µm 0.11 0.22 96.2  75 µm 0.36 0.72 95.5  63 µm 0.07 0.14 95.4  

Passing 63 µm 0.00 0.00 95.4  Total 2.33 4.63    

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 NIGERIAN BUILDING AND ROAD RESEARCH

INSTITUTE  

(FEDERAL MINISTRY OF SCIENCE AND TECHNOLOGY)  

   

Particle Size Distribution- Hydrometer Sedimentation

Location              LOKOJA, KOGI Job ref. NASRDA KAOLIN

Soil Description    Brown Clayey Soil                                                          Depth (m)  

Test Method                                         BS 1377: Part 2: 1990: 9.5                         Date 16/4/2015Total mass of dry sample                           g 50.33    CALIBRATION AND SAMPLE DATA PRETREATMENT  Hydrometer no 13/380358 Pretreated with  Test temperature   ˚C   25 Initial dry mass of sample  

Meniscus correction  Cm  0.3Dry mass after pretreatment    

Reading in dispersant solution Ro'  0.9996 Pretreatment loss    

Calibration equation-slope -3.741  

Calibration equation-y intercept 192.4  Dry mass of soil   g 50.33  Specific Gravity (Assumed)   2.5  Viscosity of water    ˚C   0.90005  

   

Date/Time

Elapsed time t (min)

Hydrometer 

reading Rh'

True reading Rh

Effective 

depth HR 

Modified  reading Rd Particle 

diameter Percentage finer

                 0              0.5 29.80 30.1 79.8 28.8 0.054 95.372  1 29.60 29.9 80.5 28.6 0.038 94.710

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  2 29.50 29.8 80.9 28.5 0.027 94.378  4 29.30 29.6 81.7 28.3 0.019 93.716  8 29.20 29.5 82.0 28.2 0.014 93.385  15 28.60 28.9 84.3 27.6 0.010 91.398  30 28.20 28.5 85.8 27.2 0.007 90.074  60 27.30 27.6 89.1 26.3 0.007 87.093  120 26.50 26.8 92.1 25.5 0.005 84.444

  240 25.80 26.1 94.8 24.8 0.004 82.126

  480 21.60 21.9 110.5 20.6 0.003 68.218

  1440 20.70 21.0 113.8 19.7 0.003 65.237

0.001 0.01 0.1 160

65

70

75

80

85

90

95

100

Sieve Size (mm)

Perc

enta

ge P

assi

ng

Figure 1: Particle Size Distribution Graph

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   NIGERIAN BUILDING AND

ROAD RESEARCH INSTITUTE    

(FEDERAL MINISTRY OF SCIENCE AND TECHNOLOGY)  

Atterberg Limits - Cassagrande Test

Location              LOKOJA, KOGI Job ref. NASRDA, ABUJA

Soil Description    Brown Kaolinitic Clay                                                           Sample No 1Depth (m)  

Test Method                                                BS 1377: Part 2: 1990: 4.3                                   Date 16-Apr-15

PLASTIC LIMIT  Test Number 1 2      

Container No                                                       HC LL      

Mass of wet soil + container                          g 28.45 26.78      

Mass of dry soil + container                           g 26.87 25.56      

Mass of container                                            g 19.75 19.7      

Mass of moisture                                             g 1.58 1.22      

Mass of dry soil                                                 g 7.12 5.86      

Moisture content                                             % 22.19 20.82      

Average Moisture Content % 21.51      

LIQUID LIMITNumber of blows 34 26 16 10  

Container No                                                       N1 Z1 F1 WWW  

Mass of wet soil + container                          g 36.47 31.67 33.71 36.13  

Mass of dry soil + container                           g 29.51 25.56 26.17 28.68  

Mass of container                                            g 23.15 20.06 20.1 22.9  

Mass of moisture                                             g 6.96 6.11 7.54 7.45  

Mass of dry soil                                                 g 6.36 5.5 6.07 5.78  

Moisture content                                             % 22.19 111.09 124.22 126.90  

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5 10 15 20 25 30 3520

40

60

80

100

120

NUMBER OF BLOWS

MO

ISTU

RE C

ON

TEN

T (%

)

 

Figure 2: Liquid Limit Graph (Cassagrande Method)

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   NIGERIAN BUILDING AND

ROAD RESEARCH INSTITUTE    

(FEDERAL MINISTRY OF SCIENCE AND TECHNOLOGY)  

Atterberg Limits - Cone Test

Location              LOKOJA, KOGI Job ref. NASRDA, ABUJA

Soil Description    Brown Kaolinitic Clay                                                        Sample No 1Depth (m)  

Test Method                                                BS 1377: Part 2: 1990: 4.3                                   Date 16-Apr-15

LIQUID LIMITTest No 1 2 3 4 5

Initial dial gauge reading                         mm      0 0 0 0 0

Final dial gauge reading                           mm 13.8 16.4 18.9 21.2 24.9

Penetration                                                  mm 13.05 16.3 19.1 20.8 25.25

Container No                                                       A M F C1 Z

Mass of wet soil + container                          g 29.65 28.9 30.78 30.53 29.52

Mass of dry soil + container                           g 27.11 25.17 27.38 27.01 25.02

Mass of container                                            g 23.2 19.86 23.01 22.85 20.06

Mass of moisture                                             g 2.54 3.73 3.4 3.52 4.5

Mass of dry soil                                                 g 3.91 5.31 4.37 4.16 4.96

Moisture content                                             % 64.96 70.24 77.80 84.62 90.73

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20.00 40.00 60.00 80.00 100.0010

12

14

16

18

20

22

24

26

28

30

MOISTURE CONTENT %

PEN

ETRA

TIO

N O

F CO

NE

m

m

Figure 3: Liquid Limit Graph (Cone Penetrometer)

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