UNITED STATES OF AMERICA EMBASSY · 3.3 Atterberg Limits ... TP 1 0.00-0.30 Overburden layer of silty sand-clay 0.30-1.00 Yellowish-brown lateritic gravel 1.00-1.50 Slightly moist

ASSESSMENT OF GEOTECHNICAL PROPERTIES OF

FOUNDATION SOIL, LUSAKA RESIDENTIAL

PERIMETER WALLS, 55 KABULONGA ROAD,

LUSAKA

for

UNITED STATES OF AMERICA EMBASSY by

MILESTONE ENGINEERING CONSULTANTS

5758 KABOMPO ROAD, KALUNDU

LUSAKA

October 207

ii

Table of Contents Page No.

1 Introduction .................................................................................................................................................. 1

1.1 Background and Reconnaissance survey ............................................................................................ 1

1.2 Tests Conducted ................................................................................................................................... 2

1.3 Location of Trial Pits ........................................................................................................................... 3

2 Trial Pitting, Sampling and Field Testing .................................................................................................. 3

3 Geotechnical Test Results ............................................................................................................................ 3

3.1 Description of Soil Profiles from the excavated trial pits ................................................................... 3

3.2 Grading Analysis .................................................................................................................................. 6

3.3 Atterberg Limits .................................................................................................................................... 6

3.4 Confirmation of the Soil Classification by the Unified Classification System ................................... 7

3.5 Shrinkage Test ...................................................................................................................................... 7

3.6 Penetration Test Results ....................................................................................................................... 8 3.6.1 Standard Penetration Test (SPT) ....................................................................................................... 8 3.6.2 Dynamic Penetration Super Heavy (DPSH) Test ............................................................................. 9 3.6.3 Angle of Internal Friction ............................................................................................................... 13

4 Conclusion and Recommendations on Geotechnical Properties............................................................. 14

BIBLIOGRAPHY ............................................................................................................................................... 15

APPENDICES

Appendix 1 Sieve Analysis

Appendix 2 Atterberg Limits

Appendix 3 Unified Classification Chart

Appendix 4 Charts for estimating Bearing Capacity and Angle of Internal Friction

1

1 Introduction

1.1 Background and Reconnaissance survey

Through a communication of October 2017, the US Embassy requested

Geotechnical Investigations of foundation soils for the proposed Lusaka

Residential Perimeter Walls on property 55 Kabulonga Road, Lusaka, Zambia.

A reconnaissance survey was conducted on 2nd

October 2017 and the field

investigations were conducted starting the same day. Laboratory testing was

conducted after collection of soil samples.

The land on the property generally slopes in the North-East direction, thus the

existing Western boundary wall slopes northwards, the Northern slopes gently

eastwards, the Eastern slopes Northwards whilst the southern wall gently slopes

eastwards. The existing structures includes the main house in the central section of

the property, the cottage and the Servants quarters on the northern end of the

property.

Plates 1 and 4 show the general conditions of the site.

Plate 1 Western Boundary wall

Plate 2 Eastern Boundary Wall

2

Plate 3 Northern Boundary wall

Plate 4 Southern boundary wall

Tables 1 shows coordinates for the penetration (SPT and DPSH) testing points.

Note that Elevation are only indicative; a topographic survey would give accurate

elevations.

Table 1 Coordinates for Penetration Points

Location Eastings Northings Elevation (m)

TP 1 0643662 8294500 1284

TP 2 0643634 8294522 1282

TP 3 0643609 8294478 1284

TP 4 0643649 82944360 1284

1.2 Tests Conducted

The tests conducted included both field and laboratory tests, as follows:

Field Tests

a) Standard Penetration Test (SPT)

b) Dynamic Penetration Super Heavy (DPSH) Test

Laboratory Tests

a) Particle size distribution

b) Atterberg Limits and Plasticity Index

c) Shrinkage Test

This report covers the findings from both the Field and Laboratory Tests, and

makes recommendations on the bearing capacity and other properties of the

foundation soil.

3

1.3 Location of Trial Pits

Four trial pits were dug on the proposed site, using hand excavation. The trial pits

were sited as per coordinates presented in Table 1, to a maximum depth of 1.5m.

2 Trial Pitting, Sampling and Field Testing

The pits were identified as TP 1 to TP 4. The trial pits were located on the

western, northern, eastern and southern walls, respectively.

The Standard Penetration Tests (SPTs) were conducted at a depth of 1.5m. The

Dynamic Penetration Super Heavy (DPSH) Test was conducted at all the four

locations, next to each trial pit.

The water table was found to be lower than the maximum depth of 1.5m from the

ground surface.

3 Geotechnical Test Results

3.1 Description of Soil Profiles from the excavated trial pits

The descriptions are presented for each of the trial pits, in Tables 3. Plates 5 to 16

show profiles for the four trial pits.

Plate 5 Profile of TP 1

Plate 6 Bottom of TP 1

4





5



Table 3.1 Profile of TP 1

Trial Pit No. Level (m) Description

TP 1 0.00-0.30 Overburden layer of silty sand-clay

0.30-1.00 Yellowish-brown lateritic gravel

1.00-1.50 Slightly moist reddish to yellowish

brown lateritic gravel weathered schist

mixture



TP 2 0.00-0.40 Overburden layer of silty sand-clay

0.40-1.50 Slightly moist light brown to reddish-

sandy-clay mixture



TP 1 0.00-0.30 Overburden layer of silty-sand

0.30-0.90 Lightly moist light brown sandy-clay

mixture

0.90-1.50 Slighly stiff reddish-brown sandy-clay

mixture



TP 4 0.00-0.30 Overburden layer of grayish sandy-

clay

0.30-1.20 Yellowish brown lateritic gravel

1.20-1.50 Slightly moist reddish-brown gravel

weathered schist mixture

6

3.2 Grading Analysis

The results for the grading analyses are presented in Figure 1 and Appendix 1, for

the two trial pits. The grading coefficients for the samples could be determined as

D10, the effective size, could not be determined without carrying out the grading

on the finer fraction. Hydrometer analysis is required to determine the grading for

the fine fraction of each sample. From Figure 1, it may be observed from the

grading curves that the percentages passing the No. 200 (0.075 mm) sieve were

more than 50%, indicating fine grained material for all samples. Table 4

summarizes the findings on the grading of the materials.

Figure 1 Particle size distribution curves for TP 1 to TP 6

Table 4 Grading Characteristics of Samples from Trial Pits

Trial Pit No. Sample

No.

% passing the No. 200

(0.075 mm) Sieve

Comments

TP 1-1.5m 1 More than 50% Fine Grained



TP 4-1.5m 1 Less than 50% Coarse Grained

3.3 Atterberg Limits

A summary of the test results for the four trial pits is presented in Table 5 while

details are in Appendix 2. The relevant properties are the Liquid Limits, Plastic

Limits and the Plasticity Indices. It will be noticed that the Liquid Limits were in

the range 19 to 25%, indicating Low Plasticity (Liquid Limit less than 35) for

three trial pits. The Plasticity Indices ranged from 8 to 10%.

0 5

10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95

100

0.0

1

0.1

0

1.0

0

10.0

0

100.0

0

% F

iner

Sieve Size (mm)

PARTICLE SIZE DISTRIBUTION, 55 KABULONGA, LUSAKA-TP 1 to 4

Pit 1-1.50m

Pit 2-1.50m

Pit 3-1.50m

Pit 4-1.50m

7

Table 5 Atterberg Limits

Trial Pit No. Liquid

Limit (%)

Plastic

Limit (%)

Plasticity

Index

TP 1-1.5m 35 25 10

TP 2-1.5m 28 20 8

TP 3-1.5m 27 19 8

TP 4-1.5m 38 - -

3.4 Confirmation of the Soil Classification by the Unified Classification

System

The Unified Classification chart is presented in Appendix 3. The classifications

were determined, based on the Liquid Limits and the Plasticity Indices. Table 6

summarizes the classifications, based on the Unified Classification system.

Table 6 Unified Classification

Trial Pit

No.

LL

(%)

PI

(%)

Position

relative

to A-line

Unified Classification

TP 1-1.5m 35 10 Below CL or ML- Inorganic Sandy-clays

or Silty-Clays of Low Plasticity.

TP 2-1.5m 28 8 Above CL - Inorganic Sandy-Clays of

Low plasticity.

TP 3-1.5m 27 8 Above CL - Inorganic Sandy-Clays of

Low plasticity.

TP 4-1.5m 38 - - -

The samples indicated Low Plasticity and based on the Unified Classification

Chart, the samples may be classified as CL or ML-Inorganic Sandy-Clays or Silty-

Clays of Low plasticity. The sample from TP 4 was too coarse to be classified.

3.5 Shrinkage Test

The shrinkage values give an indication of the settlement characteristics of

foundation soils. The higher the plasticity of the soil, the higher the shrinkage

value. Table 7 summarizes the results of the shrinkage test at the indicated depths

for the four trial holes.

Table 7 Shrinkage Values

Sample

No.

Dept

h (m)

Total

mass

dry

sample

(g)

Mass of

material

passing

the 425um

Sieve

% Mass of

material

passing the

425um Sieve

Initial

Length of

specimen

(A), mm

Length of

Oven Dry

Specimen

(B), mm

Linear

Shrinkag

e (%)

100(1-

B/A)

TP 1-1.5m 1.5 150.00 50.00 140 132 5.71

TP 2-1.5m 1.5 150.00 50.00 140 131 6.43

TP 3-1.5m 1.5 150.00 50.00 140 132 5.71

TP 4-1.5m 1.5 150.00 50.00 140 136 2.86

8

It will be noted that the shrinkage value ranged from 3 to 6 percent, averaging 5%.

This value is acceptable in view of the clayey-sand foundation materials.

3.6 Penetration Test Results

The penetration test was conducted using a tripod, 63.5 kg hammer and

corresponding penetration heads. The Continuous Dynamic Penetration Test

(DPSH) apparatus was used and the number of blows was correlated to the safe

bearing capacity of the soil at various points. The test points were located close to

the trial pits. For these, the tests were conducted from the soil surface to the

required depth, or refusal, at depth increments of 0.3m. For the Standard

Penetration Test (SPT), the depth was conducted at the indicated maximum

excavated depth for each trial pit.

The recorded N values from the SPT were not corrected for effective overburden

pressure to arrive at the bearing capacity.

3.6.1 Standard Penetration Test (SPT)

This test was conducted at the indicated depth for each trial pit. Plates 13 to 16

show the SPT in progress whilst the test results and estimated safe bearing

strengths are presented in Table 7. The bearing capacity values are estimated from

the attached charts in Appendix 5, after Terzaghi and Peck.

Plate 13 SPT in progress


9


Plate 16 Material from the Split Spoon

sampler

Table 7 Bearing capacity estimated from Standard Penetration Test

(SPT)

Trial Pit

No.

Depth

(m)

N value Bearing

Capacity (kPa)

TP 1-1.5m 1.50 16 195

TP 2-1.5m 1.50 9 100

TP 3-1.5m 1.50 21 245

TP 4-1.5m 1.50 20 230

It will be observed that the bearing capacities at 1.5m ranged from 100 to 245 kPa.

The lowest value of 100 kPa may be due to the relatively moist conditions of the

soil at location of TP 2.

3.6.2 Dynamic Penetration Super Heavy (DPSH) Test

The DPSH was conducted next to each trail hole. Plates 17 to 20 show the DPSH

test in progress.

To obtain the equivalent N values in SPT, the test results for DPSH were

correlated to SPT values by a factor, based on Spagnoli (2008). The bearing

capacity values are summarized in Tables 8.

10

Plate 17 DPSH test in progress at Point 1




11

Table 8.1 Safe Bearing Capacity from DPSH1 Depth (m) DPSH Blows DPSH

mm/Blow

SPT, N

Value

Bearing

Capacity

(kPa)

0.30 21 14 18 215

0.60 22 14 19 225

0.90 19 16 17 210

1.20 10 30 9 100

1.50 14 21 12 130

1.80 11 27 10 110

2.10 17 18 15 180

2.40 13 23 11 120

2.70 14 21 12 130

3.00 18 17 16 195

3.30 20 15 17 210

3.60 23 13 20 230

3.90 16 19 14 165

4.20 20 15 17 210

4.50 22 14 19 225

4.80 23 13 20 230

5.10 31 10 27 350

12

Table 8.2 Safe Bearing Capacity from DPSH2

Depth (m) DPSH Blows DPSH

mm/Blow

SPT, N

Value

Bearing

Capacity

(kPa)

0.30 14 21 12 130

0.60 12 25 10 110

0.90 14 21 12 130

1.20 11 27 10 110

1.50 12 25 10 110

1.80 12 25 10 110

2.10 14 21 12 130

2.40 9 33 8 80

2.70 14 21 12 130

3.00 12 25 10 110

3.30 15 20 13 150

3.60 16 19 14 165

3.90 32 9 28 360

4.20 50 6 43 530

Table 8.3 Safe Bearing Capacity from DPSH3

Depth (m) DPSH Blows DPSH

mm/Blow

SPT, N

Value

Bearing

Capacity

(kPa)

0.30 14 21 12 130

0.60 13 23 11 120

0.90 12 25 10 110

1.20 14 21 12 130

1.50 14 21 12 130

1.80 24 13 21 245

2.10 51 6 44 540

13

Table 8.4 Safe Bearing Capacity from DPSH4 Depth (m) DPSH Blows DPSH

mm/Blow

SPT, N

Value

Bearing

Capacity

(kPa)

0.30 16 19 14 165

0.60 23 13 20 230

0.90 13 23 11 120

1.20 15 20 13 150

1.50 25 12 22 260

1.80 30 10 26 330

2.10 50 6 43 530

From the test results, it can be observed that the bearing strength obtained from the

DPSH test at depths of 1.5m ranged from 110 to 260 kPa and these values are in

agreement with the SPT values. Refusal was at depths of 2.1 to 5.1m from the

ground surface.

3.6.3 Angle of Internal Friction

The angle of internal friction may be approximated from the SPT N values or the

modified ones. Based on the unmodified values, the angles of internal friction

were approximated, as per chart attached from GN Smith in Appendix 5. The

estimated values are presented in Table 9.

Table 9 Estimated Angle of Internal friction from uncorrected SPT N

Values

Trial Pit

Identification No.

Depth

(m)

Number of

Blows, N

Estimated Angle of Internal

Friction, Ø (degrees)

TP 1-1.5m 1.50 16 37

TP 2-1.5m 1.50 9 35

TP 3-1.5m 1.50 21 38

TP 4-1.5m 1.50 20 38

The estimated angles of internal friction based on the unmodified SPT N values

obtained on the site ranged from 35 to 38 degrees at a depth of 1.5m.

14

4 Conclusion and Recommendations on Geotechnical Properties

The trial pits at the proposed site indicated that the water table was lower than the

1.5m depth from the ground surface.

From the grain size distribution characteristics of the samples, the trial pits

exhibited fine grained material, at 1.5m depth, for three trial pits. One trial pit

exhibited coarse grained texture.

The samples indicated Low Plasticity and based on the Unified Classification

Chart, the samples may be classified as CL or ML-Inorganic Sandy-Clays or Silty-

Clays of Low plasticity. The sample from TP 4 was too coarse to be classified.

The shrinkage values averaged 5%, which appear reasonable for the Silty-clay or

sandy-clay soil at 1.5m depth.

The SPT indicated bearing capacity values of the range 100 to 245 kPa, at a depth

of 1.5m. The DPSH test indicated bearing values of 100 to 210 kPa at a depth of

1.5m. Thus the SPT and the DPSH tests gave similar results. Refusal was at depths

2.1 to 4.2m from the ground surface. Thus a minimum bearing capacity of 100 kPa

may be assumed for the site.

The estimated angles of internal friction ranged from 35 to 38 Degrees, at a depth

of 1.5m.

15

BIBLIOGRAPHY

Bowles, J E (1982), Foundation Analysis and Design, McGraw Hill Book

Company, USA.

BSI 1377 (1990), Methods of test for soils for Civil Engineering purposes, British

Standards Institution, UK.

BSI 5930 (1981), Code of Practice for Site Investigations, British Standards

Institution, UK

Fleming, WGK et al (1985), Piling Engineering, Surrey University Press, UK.

Gulhati, SK, Engineering Properties of Soils, TATA McGrall-Hill Publishing

Company, 1978.

Smith, GN, Elements of Soil Mechanics for Civil and Mining Engineers, 5th

Edition, Granada publishing Limited, 1982.

Taylor, GD, Construction materials, 1st Edition, Longman Scientific and

Technical, 1991.

Tomlison MJ (1986), Foundation Design and Construction, 5th

Edition, Longman

Group Ltd, UK.

TRRL/ODA (1992), Overseas Road Note 9, A Design Manual for Small Bridges,

TRRL.

16

APPENDIX 1 SIEVE ANALYSES

17


PARTICLE SIZE DISTRIBUTION ANALYSIS

Soil Sample: Pit 1-1.5m

Test No: 1 Mass of Sample (g): 1000.00

Date of Test:18/02/05 26/05/2017

Location: CHIL Depth: 1.50 m Tested by: Raven

Sieve No

Sieve Opening

(mm)

Mass of Sieve

(g)

Mass of Sieve+Soil

(g)

Mass of soil

Retained (g)

% Retained

Cumulative % Retained

% Finer

No. 1 37.50 548.00 548.00 0.00 0.00 0.00 100.00

No. 2 26.50 573.80 573.80 0.00 0.00 0.00 100.00

No. 3 19.10 500.80 500.80 0.00 0.00 0.00 100.00

No. 4 12.30 525.80 525.80 0.00 0.00 0.00 100.00

No. 5 9.50 527.50 527.50 0.00 0.00 0.00 100.00

No. 6 4.75 522.80 522.80 0.00 0.50 0.50 99.50

No. 7 2.40 310.10 315.10 5.00 1.70 2.20 97.80

No. 8 1.18 275.70 292.70 17.00 7.00 9.20 90.80

No. 9 0.600 253.80 323.80 70.00 3.20 12.40 87.60

No. 10 0.425 462.30 494.30 32.00 7.50 19.90 80.10

No. 11 0.300 435.60 510.60 75.00 13.50 33.40 66.60

No. 12 0.150 223.90 358.90 135.00 2.00 35.40 64.60

No. 13 0.075 202.10 222.10 20.00 0.00 35.40 64.60

PAN 182.70 182.70 0.00 64.60 100.00

Total

354.00

Washed through sieve 646.00

18





Date of Test:18/02/05 26/05/2017


Sieve No

Sieve Opening

(mm)

Mass of Sieve

(g)

Mass of Sieve+Soil

(g)

Mass of soil

Retained (g)

% Retained


% Finer

No. 1 37.50 548.00 548.00 0.00 0.00 0.00 100.00

No. 2 26.50 573.80 573.80 0.00 0.00 0.00 100.00

No. 3 19.10 500.80 500.80 0.00 0.00 0.00 100.00

No. 4 12.30 525.80 525.80 0.00 0.20 0.20 99.80

No. 5 9.50 527.50 529.50 2.00 3.40 3.60 96.40

No. 6 4.75 522.80 556.80 34.00 4.60 8.20 91.80

No. 7 2.40 310.10 356.10 46.00 2.70 10.90 89.10

No. 8 1.18 275.70 302.70 27.00 1.70 12.60 87.40

No. 9 0.600 253.80 270.80 17.00 0.70 13.30 86.70

No. 10 0.425 462.30 469.30 7.00 3.00 16.30 83.70

No. 11 0.300 435.60 465.60 30.00 5.70 22.00 78.00

No. 12 0.150 223.90 280.90 57.00 1.40 23.40 76.60

No. 13 0.075 202.10 216.10 14.00 0.00 23.40 76.60

PAN 182.70 182.70 0.00 76.60 100.00

Total

234.00


19





Date of Test:18/02/05 26/05/2017


Sieve No

Sieve Opening

(mm)

Mass of Sieve

(g)

Mass of Sieve+Soil

(g)

Mass of soil

Retained (g)

% Retained


% Finer

No. 1 37.50 548.00 548.00 0.00 0.00 0.00 100.00

No. 2 26.50 573.80 573.80 0.00 0.00 0.00 100.00

No. 3 19.10 500.80 500.80 0.00 0.00 0.00 100.00

No. 4 12.30 525.80 525.80 0.00 0.00 0.00 100.00

No. 5 9.50 527.50 527.50 0.00 0.00 0.00 100.00

No. 6 4.75 522.80 522.80 0.00 0.40 0.40 99.60

No. 7 2.40 310.10 314.10 4.00 1.80 2.20 97.80

No. 8 1.18 275.70 293.70 18.00 6.90 9.10 90.90

No. 9 0.600 253.80 322.80 69.00 3.70 12.80 87.20

No. 10 0.425 462.30 499.30 37.00 7.90 20.70 79.30

No. 11 0.300 435.60 514.60 79.00 13.70 34.40 65.60

No. 12 0.150 223.90 360.90 137.00 3.10 37.50 62.50

No. 13 0.075 202.10 233.10 31.00 0.00 37.50 62.50

PAN 182.70 182.70 0.00 62.50 100.00

Total

375.00


20





Date of Test:18/02/05 26/05/2017


Sieve No

Sieve Opening

(mm)

Mass of Sieve

(g)

Mass of Sieve+Soil

(g)

Mass of soil

Retained (g)

% Retained


% Finer

No. 1 37.50 548.00 548.00 0.00 0.00 0.00 100.00

No. 2 26.50 573.80 573.80 0.00 0.00 0.00 100.00

No. 3 19.10 500.80 500.80 0.00 0.00 0.00 100.00

No. 4 12.30 525.80 525.80 0.00 0.00 0.00 100.00

No. 5 9.50 527.50 527.50 0.00 6.60 6.60 93.40

No. 6 4.75 522.80 588.80 66.00 2.30 8.90 91.10

No. 7 2.40 310.10 333.10 23.00 4.40 13.30 86.70

No. 8 1.18 275.70 319.70 44.00 2.90 16.20 83.80

No. 9 0.600 253.80 282.80 29.00 0.80 17.00 83.00

No. 10 0.425 462.30 470.30 8.00 4.20 21.20 78.80

No. 11 0.300 435.60 477.60 42.00 6.70 27.90 72.10

No. 12 0.150 223.90 290.90 67.00 4.10 32.00 68.00

No. 13 0.075 202.10 243.10 41.00 0.00 32.00 68.00

PAN 182.70 182.70 0.00 68.00 100.00

Total

320.00


21




Test No: 1 Mass of Sample (g): 1000

Date of Test:18/02/05 26/05/2017


Sieve No

Sieve Opening

(mm)

Mass of Sieve

(g)

Mass of Sieve+Soil

(g)

Mass of soil

Retained (g)

% Retained


% Finer

No. 1 37.50 548.00 548.00 0.00 0.00 0.00 100.00

No. 2 26.50 573.80 573.80 0.00 0.00 0.00 100.00

No. 3 19.10 500.80 500.80 0.00 0.00 0.00 100.00

No. 4 12.30 525.80 525.80 0.00 0.00 0.00 100.00

No. 5 9.50 527.50 527.50 0.00 0.00 0.00 100.00

No. 6 4.75 522.80 522.80 0.00 0.00 0.00 100.00

No. 7 2.40 310.10 313.10 3.00 0.30 0.30 99.70

No. 8 1.18 275.70 292.70 17.00 1.70 2.00 98.00

No. 9 0.600 253.80 304.80 51.00 5.10 7.10 92.90

No. 10 0.425 462.30 482.30 20.00 2.00 9.10 90.90

No. 11 0.300 435.60 502.60 67.00 6.70 15.80 84.20

No. 12 0.150 223.90 356.90 133.00 13.30 29.10 70.90

No. 13 0.075 202.10 234.10 32.00 3.20 32.30 67.70

PAN 182.70 182.70 0.00 67.70 100.00

Total

323.00


22





Date of Test:18/02/05 26/05/2017


Sieve No

Sieve Opening

(mm)

Mass of Sieve

(g)

Mass of Sieve+Soil

(g)

Mass of soil

Retained (g)

% Retained


% Finer

No. 1 37.50 548.00 548.00 0.00 0.00 0.00 100.00

No. 2 26.50 573.80 573.80 0.00 0.00 0.00 100.00

No. 3 19.10 500.80 500.80 0.00 0.00 0.00 100.00

No. 4 12.30 525.80 525.80 0.00 0.00 0.00 100.00

No. 5 9.50 527.50 527.50 0.00 0.00 0.00 100.00

No. 6 4.75 522.80 523.80 1.00 0.10 0.10 99.90

No. 7 2.40 310.10 312.10 2.00 0.20 0.30 99.70

No. 8 1.18 275.70 283.70 8.00 0.80 1.10 98.90

No. 9 0.600 253.80 308.80 55.00 5.50 6.60 93.40

No. 10 0.425 462.30 519.30 57.00 5.70 12.30 87.70

No. 11 0.300 435.60 504.60 69.00 6.90 19.20 80.80

No. 12 0.150 223.90 400.90 177.00 17.70 36.90 63.10

No. 13 0.075 202.10 234.10 32.00 3.20 40.10 59.90

PAN 182.70 182.70 0.00 59.90 100.00

Total

401.00


23





Date of Test:18/02/05 26/05/2017


Sieve No

Sieve Opening

(mm)

Mass of Sieve

(g)

Mass of Sieve+Soil

(g)

Mass of soil

Retained (g)

% Retained


% Finer

No. 1 37.50 548.00 548.00 0.00 0.00 0.00 100.00

No. 2 26.50 573.80 573.80 0.00 0.00 0.00 100.00

No. 3 19.10 500.80 500.80 0.00 0.00 0.00 100.00

No. 4 12.30 525.80 525.80 0.00 0.00 0.00 100.00

No. 5 9.50 527.50 527.50 0.00 0.00 0.00 100.00

No. 6 4.75 522.80 522.80 0.00 0.00 0.00 100.00

No. 7 2.40 310.10 311.10 1.00 0.10 0.10 99.90

No. 8 1.18 275.70 290.70 15.00 1.50 1.60 98.40

No. 9 0.600 253.80 311.80 58.00 5.80 7.40 92.60

No. 10 0.425 462.30 486.30 24.00 2.40 9.80 90.20

No. 11 0.300 435.60 504.60 69.00 6.90 16.70 83.30

No. 12 0.150 223.90 358.90 135.00 13.50 30.20 69.80

No. 13 0.075 202.10 234.10 32.00 3.20 33.40 66.60

PAN 182.70 182.70 0.00 66.60 100.00

Total

334.00


24





Date of Test:18/02/05 26/05/2017


Sieve No

Sieve Opening

(mm)

Mass of Sieve

(g)

Mass of Sieve+Soil

(g)

Mass of soil

Retained (g)

% Retained


% Finer

No. 1 37.50 548.00 548.00 0.00 0.00 0.00 100.00

No. 2 26.50 573.80 573.80 0.00 0.00 0.00 100.00

No. 3 19.10 500.80 500.80 0.00 0.00 0.00 100.00

No. 4 12.30 525.80 525.80 0.00 0.00 0.00 100.00

No. 5 9.50 527.50 527.50 0.00 0.00 0.00 100.00

No. 6 4.75 522.80 523.80 1.00 0.10 0.10 99.90

No. 7 2.40 310.10 311.10 1.00 0.10 0.20 99.80

No. 8 1.18 275.70 284.70 9.00 0.90 1.10 98.90

No. 9 0.600 253.80 316.80 63.00 6.30 7.40 92.60

No. 10 0.425 462.30 492.30 30.00 3.00 10.40 89.60

No. 11 0.300 435.60 494.60 59.00 5.90 16.30 83.70

No. 12 0.150 223.90 368.90 145.00 14.50 30.80 69.20

No. 13 0.075 202.10 238.10 36.00 3.60 34.40 65.60

PAN 182.70 182.70 0.00 65.60 100.00

Total

344.00


25

APPENDIX 2 ATTERBERG LIMITS

26

University of Zambia Department of Civil and Environmental Engineering

Project : 55 KAB

Date: 11/10/2017

BH No.: TP1-1.5m

Depth: 1.50 m

Test No. Initial gauge rdg (mm)

Final gauge rdg (mm)

Penetration (mm)

Mean Penetration

1 4.63 17.70 13.07 13.03 4.60 17.58 12.98 2 4.72 21.76 17.04 17.03 4.69 21.71 17.02 3 4.78 25.84 21.06 21.06 4.86 25.92 21.06 4 4.94 28.02 23.08 23.09 4.98 28.08 23.10

Liquid Limit

Test No. Plate No.

Mass of Plate (g)

mass of plate + wet soil (g)

mass of plate + dry soil (g)

mass of water (g)

mass of solids (g)

moisture Content (%)

Mean Penetration

1 28A 2.80 21.40 17.00 4.40 14.20 31 13

2 19 2.90 21.30 16.80 4.50 13.90 32 17

3 37 3.10 21.30 16.50 4.80 13.40 36 21

4 22 2.70 21.20 16.30 4.90 13.60 36 23

Plastic Limit

Test No. Plate No.

Mass of Plate (g)



mass of water (g)

mass of solids (g)


Mean moisture Content (%)

1 32 3.20 12.70 10.80 1.90 7.60 25.00 25

2 30 2.70 12.90 10.90 2.00 8.20 24.39

Liquid Limit 35

Plastic Limit 25

Plasticity Index 10

0

5

10

15

20

25

30 31 32 33 34 35 36 37

Me

an

Pe

ne

tra

tio

n (

mm

)

Moisture Content (%)

TP 1-1.5m

27


Project : 55 KAB

Date: 11/10/2017

BH No.: TP2-1.5m

Depth: 1.50 m



Penetration (mm)

Mean Penetration

1 4.23 17.25 13.02 13.03 4.17 17.20 13.03 2 4.26 21.31 17.05 17.05 4.30 21.34 17.04 3 4.37 25.42 21.05 21.04 4.35 25.38 21.03 4 4.48 27.54 23.06 23.07 4.52 27.59 23.07

Liquid Limit

Test No. Plate No.

Mass of Plate (g)



mass of water (g)

mass of solids (g)


Mean Penetration

1 24 2.90 23.20 19.10 4.10 16.20 25 13

2 50 3.00 23.20 18.90 4.30 15.90 27 17

3 26 2.70 23.10 18.60 4.50 15.90 28 21

4 35 2.90 23.10 18.40 4.70 15.50 30 23

Plastic Limit

Test No. Plate No.

Mass of Plate (g)



mass of water (g)

mass of solids (g)



1 15 3.10 13.10 11.40 1.70 8.30 20.48 20

2 37 3.10 12.90 11.30 1.60 8.20 19.51

Liquid Limit 28

Plastic Limit 20

Plasticity Index 8

0

5

10

15

20

25

30

24 25 26 27 28 29 30 31

Me

an

Pe

ne

tra

tio

n (

mm

)


TP 2-1.5m

28


Project : 55 KAB

Date: 11/10/2017

BH No.: TP3-1.5m

Depth: 1.50 m



Penetration (mm)

Mean Penetration

1 4.18 17.24 13.06 13.06 4.22 17.27 13.05 2 4.29 21.35 17.06 17.06 4.34 21.39 17.05 3 4.40 25.46 21.06 21.06 4.38 25.43 21.05 4 4.49 27.55 23.06 23.07 4.53 27.60 23.07

Liquid Limit

Test No. Plate No.

Mass of Plate (g)



mass of water (g)

mass of solids (g)


Mean Penetration

1 15 3.10 24.00 19.80 4.20 16.70 25 13

2 35 2.90 23.90 19.50 4.40 16.60 27 17

3 50 3.00 23.80 19.30 4.50 16.30 28 21

4 26 2.70 23.80 19.10 4.70 16.40 29 23

Plastic Limit

Test No. Plate No.

Mass of Plate (g)



mass of water (g)

mass of solids (g)



1 37 3.10 13.10 11.50 1.60 8.40 19.05 19

2 24 2.90 12.60 11.10 1.50 8.20 18.29

Liquid Limit 27

Plastic Limit 19

Plasticity Index 8

0

5

10

15

20

25

24 25 26 27 28 29 30

Mean

Pen

etr

ati

on

(m

m)


TP 3-1.5m

29


Project : 55 KAB

Date: 11/10/2017

BH No.: TP4-1.5m

Depth: 1.50 m



Penetration (mm)

Mean Penetration

1 4.83 17.89 13.06 13.05 4.82 17.86 13.04 2 4.90 21.95 17.05 17.07 4.96 22.04 17.08 3 5.05 26.13 21.08 21.08 5.11 26.18 21.07 4 5.17 28.23 23.06 23.07 5.22 28.29 23.07

Liquid Limit

Test No. Plate No.

Mass of Plate (g)



mass of water (g)

mass of solids (g)


Mean Penetration

1 32 3.20 21.50 16.90 4.60 13.70 34 13

2 22 2.70 21.50 16.60 4.90 13.90 35 17

3 19 2.90 21.40 16.40 5.00 13.50 37 21

4 30 3.10 21.40 16.10 5.30 13.00 41 23

Plastic Limit

Test No. Plate No.

Mass of Plate (g)



mass of water (g)

mass of solids (g)



1 30 2.70

2 28A 2.80

Liquid Limit 38

Plastic Limit

Plasticity Index

0

5

10

15

20

25

30

39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55

Mean

Pen

etr

ati

on

(m

m)


TP 2-1.4m

0

5

10

15

20

25

30

33 34 35 36 37 38 39 40 41 42

Mean

Pen

etr

ati

on

(m

m)


TP 4-1.5m

30

APPENDIX 3 UNIFIED

CLASSIFICATION CHART

1

2

APPENDIX 4 CHARTS FOR ESTIMATING BEARING CAPACITY AND

ANGLE OF INTERNAL FRICTION

3

4

Documents

UNITED STATES OF AMERICA EMBASSY · 3.3 Atterberg Limits ... TP 1 0.00-0.30 Overburden layer of silty sand-clay 0.30-1.00 Yellowish-brown lateritic gravel 1.00-1.50 Slightly moist