Lossen Street. Existing Pavement & Road Investigation report.pdf

PDF 6 MB Posted Jul 10, 2025

Attached to: 19WA8025Q0046 - Road and pavement rehabilitation/reinstatement at old Embassy building.
Solicitation number: 19WA8025Q0046
Issued by: Department of State

About this file

Written by GovTribe AI · Jul 10, 2025

This document is a detailed pavement investigation and road reinstatement report for a section of Lossen Street in Windhoek, Namibia, prepared by Element Consulting Engineers for the U.S. Embassy. The investigation involved six test pits to analyze the existing road layers, materials, and structural condition, with laboratory testing of soil samples from different depths.

Key findings include: the road surface consists of a 50mm Cape Seal with crocodile cracks, underlain by a 150mm G6 base layer and 150mm G6 subbase layer, sitting on an in-situ G10 material roadbed. The recommended road rehabilitation involves removing the existing 150mm G5/G6 base layer and replacing it with a new 150mm G4 base layer, applying a 19mm Cape Seal surface treatment, repairing surface cracks and potholes, and reinstating the northern sidewalk. The project scope covers approximately 80-100 meters of road surface between Feld Street and Jan Jonker Avenue, with work focused on the area near the old American Embassy building. The investigation classifies the road as a Category C road with an expected traffic volume of 0.1-0.3 million standard axles.

View the file

Other files

File	Type	Posted
Lossen St. Reinstatement of Road pavement. Cover letter II.pdf	PDF	Jul 10, 2025
Lossen St. Reinstatement of road. 14 Lossen St. Solicitation II.pdf	PDF	Jul 10, 2025
Lossen St. Reinstatement of Road & pavement. SF-18. II.pdf	PDF	Jul 10, 2025
Lossen St. Reinstatement of Road & Pavement. Invitation to tender II.pdf	PDF	Jul 10, 2025

On GovTribe

Work with this file

Download the original file
Contacts named in this file
Similar government files
Ask GovTribe AI about this file

Try for free Login

Text version

The file's text, extracted by GovTribe without its formatting.

A FIFTH DIMENSION TO ENGINEERING

EXISTING PAVEMENT

INVESTIGATION:

REINSTATEMENT

OF ROAD

SURFACE OF A

SECTION OF

LOSSEN STREET

FINAL REPORT

For:

Embassy of the United States of America –

Namibia

Representative:

Loubser Kotze Architects

21 Nachitigal Street, Windhoek

+264 61 237 162

February 2025

1 14 Lossen Street –Pavement Investigation

Signature Date

Compiled by:

Nelson Nehason

2025-02-06

Approved by:

Dirk Kotze

2025-02-06

Amendment History

Issue Date Amendment Section / Chapter / Page Issued By: (Initial)

Rev 0 06/02/2025 FINAL REPORT N.N

Rev 01 11/03/2025 FINAL REPORT N.N

Distribution Page

Copy No Name Distribution Address

PDF COPIES TO

2 14 Lossen Street –Pavement Investigation

Table of Contents

1. Introduction

2. Methodology

2.1 Site Investigation

3. Findings

3.1 Road Layer Composition

3.2 Road Profile

4. Technical Analysis

4.1 Road Layer Composition & Condition

5. Conclusion

6. Recommendation

Table of Figures

Figure 1: Locality Plan Figure 2: Test Pit Points Figure 3: Road Profile Figure 4: Rubicon Toolbox Pavement Analysis - Existing Road Layer Works Figure 5: Work Area Figure 6:TRH4:1996 Road Catalogue Contents (Moderate or Dry Regions) Figure 7: Rubicon Toolbox Pavement Analysis - New Road Layer Works

List of Tables

Table 1: Road Layer Composition Table 2: Test Pit 01 & 03 Layer Composition Table 3: Test Pit 05 & 06 Layer Composition Table 4: Aggregated Existing Road Layers Table 5: New Road Layer Works

3 14 Lossen Street –Pavement Investigation

1. Introduction

This report presents the findings of the road centerline investigation, focusing on the road layer works and profiling. The investigation aims to determine the existing road condition for the reinstatement of road surface of a section of Lossen street between Feld Street and Jan Jonker Avenue which will determine the scope of work to be carried-out. The section to be restated is illustrated below in the locality plan.

Figure 1: Locality Plan

4 14 Lossen Street –Pavement Investigation

2. Methodology

Omamanya Laboratory Services (Pty) Ltd was appointed by Element Consulting Engineers to carry out a centerline road investigation to determine the existing road layer thickness, materials type, and road indicators.

2.1 Site Investigation

A site inspection was conducted to observe the existing road condition and identity the testing pits for sampling and profiling. Six test pits points where selected.

Figure 2: Test Pit Points

5 14 Lossen Street –Pavement Investigation

3. Findings

3.1 Road Layer Composition

A site inspection was conducted to observe the existing road condition and identity the testing pits for sampling and profiling. Collected samples were analyzed to determine the composition and thickness of each road layer.

Existing road layers:

Test

Pit No

Testing

Depth (m)

Layer

Thickness

(m)

Layer Description Materials Description

0 - 50 50 Cape Seal Cape Seal

50 - 300 250 Imported Material Reddish Brown Silty Sandy Quartz Gravel

800 500 In-Situ Material Silty Sandy Decomposed Biotite Schist

(Fault Line)

0 - 20 20 Sand Sand

20 - 400 380 Imported Material Reddish Brown Silty Sandy Quartz Gravel

800 400 In-Situ Material Silty Sandy Decomposed Biotite Schist

(Fault Line)

0 - 50 50 Cape Seal Cape Seal

50 - 350 300 Imported Material Reddish Brown Silty Sandy Quartz Gravel

800 450 In-Situ Material Silty Sandy Decomposed Biotite Schist

(Fault Line)

0 - 25 25 Sand Sand

25 - 400 375 Imported Material Reddish Brown Silty Sandy Quartz Gravel

800 400 In-Situ Material Silty Sandy Decomposed Biotite Schist

(Fault Line)

0 - 50 50 Cape Seal Cape Seal

50 - 350 300 Imported Material Reddish Brown Silty Sandy Quartz Gravel

800 450 In-Situ Material Silty Sandy Decomposed Biotite Schist

(Fault Line)

0 - 50 50 Cape Seal Cape Seal

50 - 550 500 Imported Material Reddish Brown Silty Sandy Quartz Gravel

800 250 In-Situ Material Silty Sandy Decomposed Biotite Schist

(Fault Line)

Table 1: Road Layer Composition

6 14 Lossen Street –Pavement Investigation

3.2 Road Profile

Summary of the road profile:

01 02 03 04 05 06 S 4 S 4 S S

S 4 S 4 S S

S 5 S 4 S S

S 5 S 6 S S

6 5 6 6 5 6

7 5 6 6 5 6

7 5 7 6 1 0 6

7 1 0 7 1 0 1 0 6

7 1 0 7 1 0 1 0 7

0.80 7 1 0 7 1 0 1 0 7 0.80

LAYERS

0.20

0.25

0.30

0.35

0.40

0.45

0.50

0.55

0.60

0.65

0.70

0.75

0.05

0.10

0.15

0.00

0.05

0.10

0.15

TEST PIT NO:

Test Pit Profiles

0.75

0.20

0.30

0.40

0.70

0.60

0.50

0.65

0.25

0.35

0.45

0.55

0.00

Legend: Seal G5 G7

SAND G6 G10 1 0

Figure 3: Road Profile

For laboratory analysis results refer to Annexure 01.

7 14 Lossen Street –Pavement Investigation

3.3 Data Aggregation for Existing Road Layers

There is no as-built data available to state the existing road layers. Therefore, the test pits results will dictate the existing road layers. Base on the road layer composition and road profile data, the test pits results are collected using the laboratory analysis results to determine the existing road layer works. Test

Pit 2 & 4 test results are not used because there was paving work done and the layers may have been reworked or reconstructed.

LAYER

DISCRIPTION

TEST PIT 01 TEST PIT 03

THICKNESS

(mm)

MATERIALS

LAB CLASSIFICATION

THICKNESS

(mm)

MATERIALS

LAB CLASSIFICATION

Road Surface 50 Cape Seal 50 Cape Seal

Base 250 G6 300 G6

Subbase

Roadbed (In-situ) 500 G7 450 G7

Table 2: Test Pit 01 & 03 Layer Composition

TEST PIT 05 TEST PIT 06

THICKNESS

(mm)

MATERIALS

LAB CLASSIFICATION

THICKNESS

(mm)

MATERIALS

LAB CLASSIFICATION

Road Surface 50 Cape Seal 50 Cape Seal

Base 300 G5 500 G6

Subbase

Roadbed (In-situ) 450 G10 250 G7

Table 3: Test Pit 05 & 06 Layer Composition

AGGREGATED TEST PITS RESULTS AGGREGATED EXISTING ROAD

LAYERS

AVERAGE

THICKNESS

(mm)

MATERIALS

LAB CLASSIFICATION

THICKNESS

(mm)

MATERIALS

LAB CLASSIFICATION

Road Surface 50 Cape Seal 50 Cape Seal

Base 338 G6

150 G6

Subbase 150 G6

Roadbed (In-situ) 412 G10 450 G10

Table 4: Aggregated Existing Road Layers

The existing road layer works are interpolated as follow:

• Road Surface: 50mm Cape Seal

• Base: 150mm G6 Material

• Subbase: 150mm G6 Material

• Roadbed (In-situ): G10 Material

Note: Lossen Street is classified as a Road Category D according to the “Technical Recommendations for

Highways” (TRH4: 1996) with a daily traffic of less than 500 vehicles.

8 14 Lossen Street –Pavement Investigation

4. Technical Analysis

4.1 Road Layer Composition & Condition

• Cape Seal: The existing cape seal surface layer shows crocodile cracks.

o Possible cause:

▪ Lack of maintenance

▪ Lack of Traffic flow for a period of time

• Imported Materials (Base Layer & Subbase Layer): This layer consists of imported silty sandy quartz gravel with a minimum CBR value of 46 and a maximum CBR value of 81 at 98% compaction. The materials are classified as G5 and G6 in different test pits. No irregularities have been observed indicate that the material has not deteriorated and the structural integrity has not been compromised.

• In-situ Materials (Roadbed): This layer is composed of silty sandy decomposed biotite schist, with a minimum CBR value of 7 and a maximum CBR value of 17 at 93% compaction. The materials are classified as G7 and G10 in different test pits. No irregularities have been observed indicate that the material has not deteriorated and the structural integrity has not been compromised

4.2 Existing Road Layer Works Analysis

A mechanistic design analysis of the existing road layer works was conducted with Rubicon design suite.

The results indicate the structural capacity of 0.1 million standard axles as illustrated in figure 4 below.

Figure 4: Rubicon Toolbox Pavement Analysis - Existing Road Layer Works

9 14 Lossen Street –Pavement Investigation

5. Conclusion

The road centerline investigation along the section of Lossen Street, has identified several key aspects to help reinstate the road surface. The key aspects are existing road structure, surface condition, materials and CBR values in road layers. Visually, no structural defects of the existing surfaced road could be observed. Test Pit 1 (which is more likely to be affected by water seepage), 3 and 6 where visually compare to look for any colour distortions in the layers but there is no difference compare to test pit 6 which is the least acceptable to water seepage. Therefore, no evidence indicating that the road opening has cause any damages to the material of the layerworks.

6. Recommendation

Based on the findings of the road centerline investigation, the following recommendations are proposed for the reinstatement of road surface of a section of Lossen Street.

The Work Area:

Figure 5: Work Area

10 14 Lossen Street –Pavement Investigation

• Cyan Area: Surface Rehabilitation

The existing cape seal surface layer with crocodile cracks and potholes should be repaired at least

4 weeks prior to final slurry layer application. Slurry application on the existing surface required to ensure a uniform surface between the new road surface indicated in red in Figure 5 and the existing surface.

• Red Area: New Base Layer.

150mm G5/G6 materials layer of the existing base layer will be removed and replaced with a new

150mm G4 materials layer in the area where the reinstatement of road surface is to occur as indicated in Figure 5.

• Magenta Area: Sidewalk

The sidewalk will be refurbished to ensure a uniform 2% slope towards the road. All existing obstruction to be removed.

New road layers:

LAYER LAYER

THICKNESS (mm)

& MATERIAL

MINIMUM

COMPACTION OF MOD

AASHTO DENSITY (%)

MINIMUM CBR AT

MINIMUM

COMPACTION

Road Surface

Treatment

19mm Cape Seal

Base 150mm G4 98 80

Subbase (Existing) G6/G5 - -

NO REWORK OR RECONSTRUCTION

Roadbed EXISTING LAYER

Table 5: New Road Layer Works

Note: The new road layer works classify the road section of Lossen Street as a Road Category C road according to TRH4: 1996. Recommended standard axles for Category C road is ES0.3 (0.1 - 0.3 million).

Figure 6:TRH4:1996 Road Catalogue Contents (Moderate or Dry Regions)

11 14 Lossen Street –Pavement Investigation

6.1 New Road Layer Works Analysis

A mechanistic design analysis of the new road layer works indicates the structural capacity of 0.3 million standard axles which is greater than 0.1 million standard axles for the existing road layer work. The new road layer has a higher structural capacity therefore, the 150mm G4 material base layer is sufficient.

Figure 7: Rubicon Toolbox Pavement Analysis - New Road Layer Works

6.2 Scope of Work

The complete scope of work is illustrated on the drawings in Annexture 02.

The work include the following items:

• Removal of existing concrete edge beam

• Construction of 150mm G4 Base Layer

• Cape Seal Surfacing

• Existing surface rehabilitation which includes fixing of potholes and crack seal, work area as indicated in Figure 5.

• Reinstatement of the northern sidewalk and kerb line: Pavement specifications refer to drawing number 24003_009 in Annexure 02.

• Drawing attached in Annexture 02 illustrates the extend of work to be carried out.

12 14 Lossen Street –Pavement Investigation

ANNEXURE 01

ROAD CENTERLINE LAB REPORT

ROAD CENTERLINE REPORT: 24003_009

LOSSEN STREET,

KHOMAS REGION: NAMIBIA

27 January 2025

PREPARED BY:

OMAMANYA GEOTECHNICAL CONSULTANTS

6 VAN DER BIJL STREET

NORTHERN INDUSTRIAL AREA, WINDHOEK

Tel: +264 61 24 5103/6 Fax: +264 61 24 5101 E-mail: admin@omamanya.go.na

PREPARED FOR:

Element Consulting Engineers PO Box 11598, Klein Windhoek Windhoek Mobile: +264 81 036 2121|Tel: +264 61 309 412 Email: peet@element.com.na mailto:peet@element.com.na

Ref: 2025\Element Consulting Engineers\160-8627 Loosen Street \Report 22-01-2025

Report review history:

Revisio n No

Date Prepared by: Reviewed by:

1 27/01/2025

W.J.Coetzee

BSc Hons Geology

D.McDonald Reg.Eng.Tech. (MD)

Authors & Reviewers Qualifications and Affiliations:

Dennis McDonald holds a national diploma in Civil Engineering and has been trained as a Civil Engineering Technician covering project management, civil and structural design, contracts management, survey, laboratory management, investigations and testing, geotechnical investigations and report writing. He has 48 years’ combined experience, with 22 years managing his own civil SANAS Accredited Engineering Laboratories and Geotechnical Consultancy in the Southern Cape and Eastern Cape of South Africa. Dennis McDonald is registered with the Engineering Council of South Africa (ECSA) as a Registered Engineering technician # 2000 400 58, the South African Institute of Civil Engineers (SAICE), the Institute of Municipal Engineers of South Africa (IMESA), SABITA and SAT.

Willem Coetzee holds a Hons B.Sc. Degree in Geology. He is currently undergoing in-service training as a Natural Scientist practicing Engineering Geology and Laboratory Management. He has 4 years of experience in Engineering Geology and 8 years working in a Civil Laboratory.

Declaration of Independence:

The authors of this report are independent professional consultants with no vested interest in the project, other than remuneration for work associated with the compilation of this report.

General limitations:

1. The investigation has been conducted in accordance with generally accepted engineering practice, and the opinions and conclusions expressed in the report are made in good faith based on the information at hand at the time of the investigation.

2. The contents of this report are valid as of the date of preparation. However, changes in the condition of the site can occur over time as a result or either natural processes or human activity. In addition, advancements in the practice of geotechnical engineering and changes in applicable practice codes may affect the validity of this report. Consequently, this report should not be relied upon after an eclipsed period of one year without a review by this firm for verification of validity. This warranty is in lieu of all other warranties, either expressed or implied.

3. Unless otherwise stated, the investigation did not include any specialist studies, including but not limited to the evaluation or assessment of any potential environmental hazards or groundwater contamination that may be present.

4. The investigation is conducted within the constraints of the budget and time and therefore limited information was available.

Although the confidence in the information is reasonably high, some variation in the geotechnical conditions should be expected during and after construction. The nature and extent of variations across the site may not become evident until construction. If variations then become apparent this could affect the proposed project, and it may be necessary to re-evaluate recommendations in this report. Therefore, it is recommended that Omamanya Laboratory Services and Geotechnical Consultants is retained to provide specialist geotechnical engineering services during construction in order to observe compliance with the design concepts, specifications and recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction. Any significant deviation from the expected geotechnical conditions should be brought to the author’s attention for further investigation.

5. The assessment and interpretation of the geotechnical information and the design of structures and services and the management of risk is the responsibility of the appointed engineer.

Table of Contents

1. Introduction

2. Centerline Investigation

2.1. Test Pit 01

2.2. Test Pit 02

2.3. Test Pit 03

2.4. Test Pit 04

2.5. Test Pit 05

2.6. Test Pit 6

3. Conclusions

4. References

Table 1: TP01 Sample Depth, CBR and Classification

Table 2: TP01 Grading & Atterberg Results

Table 3: TP02 Sample Depth, CBR and Classification

Table 4: TP02 Grading & Atterberg Results

Table 5: TP03 Sample Depth, CBR and Classification

Table 6: TP03 Grading & Atterberg Results

Table 7: TP04 Sample Depth, CBR and Classification

Table 8: TP04 Grading & Atterberg Results

Table 9: TP05 Sample Depth, CBR and Classification

Table 10: TP05 Grading & Atterberg Results

Table 11: TP06 Sample Depth, CBR and Classification

Table 12: TP06 Grading & Atterberg Results

Figure 1: Centerline Test Pit Positions

Appendix 1 Laboratory Results & Profiles

Appendix 2 Laboratory Results & Profiles

Appendix 3 Laboratory Results & Profiles

Appendix 4 Laboratory Results & Profiles

Appendix 5 Laboratory Results & Profiles Appendix 6 Laboratory Results & Profiles

Revision 1 27/01/2025 Tabel 11 & 12 first layer depth corrected from 190 to 50 mm

1. Introduction Omamanya Laboratory Services (Pty) Ltd was appointed by Element Consulting Engineers on the

5th of December 2024 to carry out a centreline road investigation on Lossen Street) in Windhoek

Municipal Area, Khomas Region. The site investigation was done on the 9th and 10th of December

2024 of 6 (Six) test holes to a maximum depth of 800mm. (Refer to Figure 1).

Sampling of each layer (Imported and In Situ) for every test pit was done and tested for the material quality classification. The depths of the layer works were determined and measured on distinct compaction interfaces, if possible distinction was visible, or material changes (most of the compaction interfaces was difficult to determine).

Figure 1: Centerline Test Pit Positions

2. Centerline Investigation Centerline Investigation on this report will indicate the layer thickness, material type and summary of results.

2.1. Test Pit 01

Results for Test Pit 1 is summarized in Table 1 & Table 2. Results can be found in Appendix 1

Table 1: TP01 Sample Depth, CBR and Classification

Table 2: TP01 Grading & Atterberg Results

2.2. Test Pit 02

Results for Test Pit 2 is summarized in Table 3 & Table 4. Results can be found in Appendix 2

Table 3: TP02 Sample Depth, CBR and Classification

O M

M D

S W

TP01 0 - 50 50 Seal Seal

12520 50 - 300 250 Imported Reddish Brown Silty Sandy Quartz Gravel

10.6 1886 0 78 56 34 24 14 G6

12521 300 - 800 500 In-Situ Silty Sandy Decomposed Biotite Schist (Fault Line)

5.1 2228 0.1 50 37 23 17 11 G7

CENTRE LINE MATERIAL TET RESULTS: 160-8627: Lossen Street

T P

E F

N D

L O

C A

S A

M P

La ye r Th ic kn es s

Material Description

Modified CBR

C la ss ifi ca tio n

La ye r Ty pe

D ep th (m m

75 63 53 37 .5

75 2.

P as si ng

.0 re ta in ed

P as si ng

.2 re ta in ed

P as si ng

.1 re ta in ed

P I (

LS G

TP01 50

12520 250 100 100 96 94 91 88 82 69 54 36 9.9 33.6 47.9 18.5 30 2 1 2.01

12521 500 96 96 92 87 83 77 71 57 46 36 11 22.1 54 23.9 25 7 3 2.07

CENTRE LINE MATERIAL TET RESULTS: 160-8627: Lossen Street

T P

E F

N D

L O

C A

M P

La ye r Th ic kn es s Sieve Analysis (% Passing) mm Soil Mortar Atterberg

O M

M D

S W

TP02 0 - 20 20 Sand Sand

12522 20 - 400 380 Imported Reddish Brown Silty Sandy Quartz Gravel

4.8 2242 0 98 72 45 33 21 G5

12523 400 - 800 400 In-Situ Silty Sandy Decomposed Biotite Schist (Fault Line)

9.4 2004 0.1 30 20 11 7 4 G10

Material Description

Modified CBR

B C la ss ifi ca tio n

La ye r Th ic kn es s

La ye r Ty pe

CENTRE LINE MATERIAL TET RESULTS: 160-8627: Lossen Street

T P

E F

. A

M P

D ep th (m m

Table 4: TP02 Grading & Atterberg Results

2.3. Test Pit 03

Results for Test Pit 3 is summarized in Table 5 & Table 6. Results can be found in Appendix 3

Table 5: TP03 Sample Depth, CBR and Classification

Table 6: TP03 Grading & Atterberg Results

75 63 53 37 .5

P as si ng

.0 re ta in ed

P as si ng

.2 re ta in ed

P as si ng

.1 re ta in ed

P I (

LS G

TP02 20

12522 380 100 100 89 88 83 78 68 52 42 32 11.9 24.3 47.6 28.1 19 5 2.5 2.14

12523 400 100 100 100 98 96 91 83 61 44 29 11.3 34.2 39.9 25.9 29 5 2.5 2.16

CENTRE LINE MATERIAL TET RESULTS: 160-8627: Lossen Street

S T

R E

F . A

M P

La ye r Th ic kn es s

Sieve Analysis (% Passing) mm Soil Mortar Atterberg

O M

M D

S W

TP03 0 - 50 50 Seal Seal

12524 300 - 350 300 Imported Reddish Brown Silty Sandy Quartz Gravel

4.7 2239 0.1 64 46 28 21 13 G6

12525 350 - 800 450 In-Situ Silty Sandy Decomposed Biotite Schist (Fault Line)

8.4 1878 0 37 29 20 16 11 G7

Material Description

Modified CBR

C la ss ifi ca tio n

CENTRE LINE MATERIAL TET RESULTS: 160-8627: Lossen Street

T P

E F

. A

M P

D ep th (m m

La ye r Ty pe

La ye r Th ic kn es s

75 63 53 37 .5

P as si ng

.0 re ta in ed

P as si ng

.2 re ta in ed

P as si ng

.1 re ta in ed

P I (

LS G

TP03 50

12524 300 100 100 100 95 92 84 70 49 39 31 13.1 19.9 46.7 33.4 20 5 2.5 2.16

12525 450 100 100 100 100 99 96 89 70 55 39 15.7 29.6 42.1 28.3 30 6 3 1.9

Sieve Analysis (% Passing) mm Soil Mortar

T P

E F

. A

CENTRE LINE MATERIAL TET RESULTS: 160-8627: Lossen Street Atterberg

S A

M P

La ye r Th ic kn es s

2.4. Test Pit 04

Results for Test Pit 4 is summarized in Table 7 & Table 8. Results can be found in Appendix 4

Table 7: TP04 Sample Depth, CBR and Classification

Table 8: TP04 Grading & Atterberg Results

2.5. Test Pit 05

Results for Test Pit 5 is summarized in Table 9, & Table 10. Results can be found in Appendix 5

Table 9: TP05 Sample Depth, CBR and Classification

M D

S W

TP04 0 - 25 25 Sand Sand

12526 25 - 400 375 Imported Reddish Brown Silty Sandy Quartz Gravel

4.9 2230 0 93 67 41 30 18 G6

12527 400 - 800 400 In-Situ Silty Sandy Decomposed Biotite Schist (Fault Line)

8.5 1918 0 11 9 8 7 6 G10

T P

E F

. A

M P

D ep th (m m

La ye r Th ic kn es s

CENTRE LINE MATERIAL TET RESULTS: 160-8627: Lossen Street

La ye r Ty pe

Material Description

Modified CBR

C la ss ifi ca tio n

75 63 53 37 .5

P as si ng

.0 re ta in ed

P as si ng

.2 re ta in ed

P as si ng

.1 re ta in ed

P I (

LS G

TP04 25

12526 375 95 90 90 89 84 78 70 54 45 35 13.2 23 47.9 29.1 23 6 3 2.07

12527 400 100 100 100 97 97 96 92 78 58 34 12.1 40.6 38.5 21 31 6 3.5 1.96

T P

E F

. A

M P

La ye r Th ic kn es s

Sieve Analysis (% Passing) mm Soil Mortar Atterberg CENTRE LINE MATERIAL TET RESULTS: 160-8627: Lossen Street

O M

M D

S W

TP05 0 - 50 50 Seal Seal

12528 50 - 350 300 Imported Reddish Brown Silty Sandy Quartz Gravel

4.5 2271 0.1 112 81 50 37 23 G5

12529 350 - 800 450 In-Situ Silty Sandy Decomposed Biotite Schist (Fault Line)

7.9 1822 0.1 30 22 13 9 6 G10

CENTRE LINE MATERIAL TET RESULTS: 160-8627: Lossen Street

T P

E F

. A

M P

D ep th (m m

La ye r Th ic kn es s

La ye r Ty pe

Material Description

Modified CBR

B C la ss ifi ca tio n

Table 10: TP05 Grading & Atterberg Results

2.6. Test Pit 6

Results for Test Pit 6 is summarized in Table 14, Table 15 & Table 16. Results can be found in

Appendix 6

Table 11: TP06 Sample Depth, CBR and Classification

Table 12: TP06 Grading & Atterberg Results

75 63 53 37 .5

P as si ng

.0 re ta in ed

P as si ng

.2 re ta in ed

P as si ng

.1 re ta in ed

P I (

LS G

TP05 50

12528 300 100 97 91 88 82 72 64 44 34 27 11.3 22.2 44.9 32.9 21 6 3 2.28

12529 450 100 100 100 100 100 99 95 83 65 37 11 43.3 39.9 16.8 28 4 2 1.87

CENTRE LINE MATERIAL TET RESULTS: 160-8627: Lossen Street

S T

R E

F . A

M P

La ye r Th ic kn es s

Sieve Analysis (% Passing) mm Soil Mortar Atterberg

O M

M D

S W

TP06 0 - 50 50 Seal Seal

12530 50 - 550 500 Imported Reddish Brown Silty Sandy Quartz Gravel

4.5 2267 0.1 95 68 41 30 18 G6

12531 550 - 800 250 In-Situ Silty Sandy Decomposed Biotite Schist (Fault Line)

5.8 1957 0 31 26 19 16 12 G7

La ye r Th ic kn es s

La ye r Ty pe

Material Description

Modified CENTRE LINE MATERIAL TET RESULTS: 160-8627: Lossen Street

T P

E F

. A

M P

D ep th (m m

CBR

C la ss ifi ca tio n

75 63 53 37 .5

P as si ng

.0 re ta in ed

P as si ng

.2 re ta

P as si ng

.1 re ta

P I (

LS G

TP06 50

12530 500 100 100 97 94 86 82 73 53 43 35 15.4 17.9 46.4 35.7 21 7 3 2.06

12531 250 100 95 91 87 83 79 72 60 45 24 13.1 45.5 25.2 29.2 29 6 3 2.18

CENTRE LINE MATERIAL TET RESULTS: 160-8627: Lossen Street

T P

E F

. A

M P

La ye r Th ic kn es s

Sieve Analysis (% Passing) mm Soil Mortar Atterberg

3. Conclusions Compaction tests and representative samples from the test pits were collected for

Mod/CBR/Road Indicator tests for the individual layer works (SANS3001: Methods GR1, GR10, GR11, GR20, GR30, GR40 & TMH5:ST5) in order to determine the characteristics and quality of the base course, subbase and selected subgrade materials as classified according to the COLTO classification system.

4. References RA Materials Manual 1st Edition October 2014

Investigation Code of Practice, s.l.: South African Institution of Civil Engineering - Geotechnical

Division.

Paige-Green, P. & Du Plessis, L., 2009. The Use and Interpretation of the Dynamic Cone

Penetrometer (DCP) Test. CSIR Built Environment Pretoria.

Appendix 1

Test Pit 01

Laboratory Results, Field

Results & Profiles

Ref. DATE:

Client

Attention:

TMH5:MC1

ENVIRONMENTAL CONDITION

0 - 50

50 - 300 12520

300 - 800 12521

09-Dec-24 1/1 End Rev-01 OMA-PRO-001

DESCRIPTION SAMPLE No.

Profile done on the observation on site

Slightly Moist, Black, Medium Dense, Intact, Cape Seal. (Crocodile Cracks)

Slightly Moist, Reddish Brown, Medium Dense, Intact, Silty Sandy Quartz Gravel. Imported

Slightly Moist, Off White to Light Brown, Dense, Intact, Silty Sandy Decomposed Biotite Schist.

In-Situ. (Calsification of Schist, Fault line)

Note: Possible layering in Top Base sample but not definate.

Test Pit Photo

DEPTH

(mm)

Element Consulting Engineers

Klein Windhoek

Namibia

Nelson Nehason

Project:

Site / Road:

Stake Value:

Test Hole No:

Side Walls

24003_009 Lossen Street: Klein

Windhoek

Lossen Street

TP01

Stable

OMAMANYA GEOTECHNICAL CONSULTANTS

160-8627 E-mail: admin@omamanya.go.na

Fax: +264 61 24 5101

Tel: +264 61 24 5103

NORTHERN INDUSTRIA, WINDHOEK

6 VAN DER BIJL STREET

09 December 2024

Hot,Clear,No Rain, Calm

6 Otto - Nitzche Street

SOIL PROFILE

Sampling Method:

PROFILE

Hand Dug

None

Test Position Supplied

Excavation Method

Refusal

Water table

GPS Co - ordinates

Erosion Found

R-CBR-1-9 18 Sept 23

1.20 -

Specimens sampled by Omamanya Lab according to sampling Plan TMH 5 Methods MB1 & MC1

∙ Specimens sampled by : Arno Styn

∙ The weather conditions are such that there is no detrimental effect on the sample taken.

A-1-b / A-2-4AASTHO System

Insitu Moisture Content (%)

C B

@ 93%

@ 95%

12520

M ou ld

While every care is taken to ensure the correctness of all tests and reports, neither Omamanya Laboratory Services (Pty) Ltd nor its employees shall be liable in any way whatever for any error made in the execution or reporting of tests or any erroneous conclusions drawn therefrom or for any consequence thereof.

The Opinion column is an interpretation of the direct comparison between the quoted specification and the single test sample results obtained. The complaint (✓) non-complaint (×) and uncertain (🞵) opinion indicators are based on an estimation of approximate 95% level of confidence with reference to SAMM GUIDANCE 1, Issue 2 : 20 June 2017 with reference to ISO 17025:2005 (E) Items 5.4.6.2 & 5.10.3.1 (c) 4.

For Omamanya Laboratory Services (Pty) Ltd

Technical Signatory W.J. Coetzee

Unified System SP-SM

G6 Subbase Soil Classification Achieved By The Material

@ 90%

Omamanya Laboratory Services (Pty) Ltd Geotechnical Consultants & Laboratory Services

Reg No.: 2007/0158

6 Van Der Bijl Street Windhoek Namibia | Tel: +264 61 245 103/6 | Fax: +264 61 245 101 | E-mail: admin@omamanya.go.na

Max Dry Density (kg/m3)

Opt Moisture Content (%)

1.0

10.6

Linear Shrinkage (%)

Mould Moisture Con. (%) 10.8

Swell (%)

MDD Mould A

@ 98%

@ 100%

Mould B

0.02

Mould C

Swell (%)

94.3

0.04

Customer:

28/11/2024

Element Consulting Engineers (Pty) Ltd

Attention: Nelson Nehason No. of Pages:

Lossen Street, Luxury Hill - Windhoek 6 Otto Nitche Street Date Received:

Project:

21/01/2025Klein Windhoek Date Reported:

Namibia Req. Number: 160-8627

1/1

TEST REPORT

Measuring Equipment, traceable to National Standards is used where applicable. Results reported in this Test Report relate only to the items tested and are an indication only of the sample provided and / or taken.

This report (with attachments) is the correct record of all measurements made, and may not be reproduced other than with full written approval from the Members of Omamanya Laboratory Services (Pty) Ltd.

Grading Modulus*

18.5 47.9

Coarse Sand* <2.0 >0.425

9.9 0.425mm

2.01 33.6

TRH 14

14.0mm

37.5mm

G6 Subbase

TP01

12520

CALIFORNIA BEARING RATIO - (SANS 3001 Method GR1,GR10,GR11,GR20,GR30,GR40,PR5*)

Sample Position (SV) Depth (mm)

M at er ia ls cr ip tio n

50-300 12520Sample No.:

Source Colour

InsituClassification

Material Indicators

Silty Sandy Quartz Gravel

TRH 14

Insitu

O pi ni on

Reddish Brown

28.0mm

Fine Sand* <0.425 >0.075

Plasticity Index (%)

P er ce nt ag e

P as si ng

Liquid Limit (%)

50.0mm

75.0mm

0.075mm

20.0mm

Max. Stone size in hole (mm)

Methods indicated with * do not form part of Omamanya Laboratory Services (Pty) Ltd.'s accreditation schedule of SADCAS.

Opinions and interpretations does not form part of of Omamanya Laboratory Services (Pty) Ltd's accreditation schedule of SADCAS

No deviation

Soil Type

63.0mm

90.8

0.08

CBR / Density Relationship

5.00mm

Soil Mortar & Constants

2.00mm

100.0

1.0

Silt and Clay* <0.075

0.0 0.1 1.0 10.0 100.0

P er ce nt ag e

P as si ng

Sieve Size

Sieve Analysis

90 92 94 96 98 100 102

C B

Compaction (%)

CBR Chart

0.0 0.1 1.0 10.0 100.0

P er ce nt ag e

P as si ng

Sieve Size

Sieve Analysis

0 2

C B

Compaction (%)

CBR Chart

0 4 8 12 16 20 24 28 32 36 40 44 48

Sh ri nk ag e P ro du ct (S p)

Grading Coefficient (Gc)

Wearing Course Graph (TRH 20)

Slippery

Erodible

Materials

Good

(May be Dusty)

Good

Ravels

Ravels and Corrugates

Managing Director: D C F McDonald END OF REPORT

0.75 -

∙ The weather conditions are such that there is no detrimental effect on the sample taken.

Methods indicated with * do not form part of Omamanya Laboratory Services (Pty) Ltd.'s accreditation schedule of SADCAS.

Opinions and interpretations does not form part of of Omamanya Laboratory Services (Pty) Ltd's accreditation schedule of SADCAS

No deviation

Soil Type

63.0mm

93.6

0.14

CBR / Density Relationship

5.00mm

Soil Mortar & Constants

2.00mm

100.0

3.0

Silt and Clay* <0.075

Max. Stone size in hole (mm)

28.0mm

Fine Sand* <0.425 >0.075

Plasticity Index (%)

P er ce nt ag e

P as si ng

Liquid Limit (%)

50.0mm

75.0mm

0.075mm

20.0mm

Insitu

O pi ni on

Off-white To Light Brown

12521 CALIFORNIA BEARING RATIO - (SANS 3001 Method GR1,GR10,GR11,GR20,GR30,GR40,PR5*)

Sample Position (SV) Depth (mm)

M at er cr ip tio n

300-800 12521Sample No.:

Source Colour

InsituClassification

Material Indicators

Silty Sandy Decom. Biotite Schist

TRH 14

TEST REPORT

23.9 54.0

Coarse Sand* <2.0 >0.425

11.0 0.425mm

2.07 22.1

TRH 14

14.0mm

37.5mm

G7 SSG

TP01

Customer:

28/11/2024

Element Consulting Engineers (Pty) Ltd

Attention: Nelson Nehason No. of Pages:

Lossen Street, Luxury Hill - Windhoek 6 Otto Nitche Street Date Received:

Project:

21/01/2025Klein Windhoek Date Reported:

Namibia Req. Number: 160-8627

1/1

Swell (%)

@ 100%

Mould B

0.06

Mould C

Swell (%)

97.3

0.08

Omamanya Laboratory Services (Pty) Ltd Geotechnical Consultants & Laboratory Services

Reg No.: 2007/0158

6 Van Der Bijl Street Windhoek Namibia | Tel: +264 61 245 103/6 | Fax: +264 61 245 101 | E-mail: admin@omamanya.go.na

Max Dry Density (kg/m3)

Opt Moisture Content (%)

1.5

5.1

Mould Moisture Con. (%) 5.2

12521

For Omamanya Laboratory Services (Pty) Ltd

Technical Signatory

Unified System SP-SC

G7 SSG

@ 90%

A-2-4AASTHO System

Insitu Moisture Content (%)

C B

@ 93%

@ 95%

0.0 0.1 1.0 10.0 100.0

P er ce nt ag e

P as si ng

Sieve Size

Sieve Analysis

92 94 96 98 100 102

C B

Compaction (%)

CBR Chart

0.0 0.1 1.0 10.0 100.0

P er ce nt ag e

P as si ng

Sieve Size

Sieve Analysis

0 2

C B

Compaction (%)

CBR Chart

0 4 8 12 16 20 24 28 32 36 40 44 48

Sh ri nk ag e P ro du ct (S p)

Grading Coefficient (Gc)

Wearing Course Graph (TRH 20)

Slippery

Erodible

Materials

Good

(May be Dusty)

Good

Ravels

R-DCP-1-8 05 Mar 24

1 of 1 of

∙ Bearing Capacity (kPa) is calculated according 3426.8xDN-1.0101

THE USE AND INTERPRETATION OF THE DYNAMIC CONE PENETROMETER (DCP) TEST P Paige-Green and L Du Plessis (2009)

Project:

Technical Signatory For Omamanya Laboratory Services (Pty) Ltd

DYNAMIC CONE PENETROMETER (DCP) - (TMH 6 Method ST6) TP 01Position: Datum Level: Top of Surface

Attention: Nelson Nehason No. of Test:

W.J.CoetzeeStandard TPA - DCP/CBR/Bearing Pressure relationship graph used. The engineer is responsible for acceptance of this graph relationship.

No. of Pages:

Omamanya Laboratory Services (Pty) Ltd Geotechnical Consultants & Laboratory Services

Reg No.: 2007/0158

6 Van Der Bijl Street Windhoek Namibia | Tel: +264 61 245 103/6 | Fax: +264 61 245 101 | E-mail: admin@omamanya.go.na

Customer:

09-12-24 Element Consulting Engineers

Namibia Req. Number: 160-8627 11-12-24Klein Windhoek Date Reported:

Lossen Street 6 Otto - Nitzche Street Date Received:

-400

-350

-300

-250

-200

-150

-100

-50

0 40 80 120 160 200 240 280 320 360 400 440 480 520 560

D ep th (m m

Bearing Pressure (kPa)

-400

-350

-300

-250

-200

-150

-100

-50

D ep th (m m

CBR (%)

-400

-350

-300

-250

-200

-150

-100

-50

0 10

D ep th (m m mm/Blow

1 of 2 of

6 No. of Pages:

DYNAMIC CONE PENETROMETER (DCP) - (TMH 6 Method ST6) Position: TP 01 Datum Level: Top of Surface

160-8627 Attention: Nelson Nehason No. of Test:

Omamanya Laboratory Services (Pty) Ltd Geotechnical Consultants & Laboratory Services

Reg No.: 2007/0158

6 Van Der Bijl Street Windhoek Namibia | Tel: +264 61 245 103/6 | Fax: +264 61 245 101 | E-mail: admin@omamanya.go.na

Customer:

Element Consulting Engineers Project: Lossen Street 6 Otto - Nitzche Street Date Received: 09-12-24 Klein Windhoek Date Reported: 11-12-24 Namibia Req. Number:

Technical Signatory For Omamanya Laboratory Services (Pty) Ltd

50 0 0 0

DCP

Number

(DN)

(mm/blow)

In Situ

CBR

(TMH 6)

Bearing Pressure

(kPa)

Depth (mm)

Number of Blows

75 5 55 ›500

Bearing Pressure

(kPa)

Number of Blows

85 2 110 ›500 100 3 110 ›500

120 1 110

Depth (mm)

DCP

Number

(DN)

(mm/blow)

In Situ

CBR

(TMH 6)

110 2 110 ›500 115 1 110 ›500

235 2 110 ›500

205 3 110 ›500 215 2

155 3 110 ›500 170 3 110 ›500

135 1 110 ›500 140 1 110 ›500

260 1 110 ›500 270 2 110 ›500

250 1 110 ›500

›500 130 2 110 ›500

225 2 110 ›500 110 ›500

185 3 110 ›500 190 1 110 ›500

1 110 ›500

240 1 110 ›500 245 1 110 ›500

340 5 55 ›500 355 3 110 ›500

305 3 110 ›500 315 2 110 ›500

280 2 110 ›500 290 2 110 ›500

390 2 110 ›500 390 0 110 Refusal

360 1 110 ›500 380 4 75 ›500

355175

Standard TPA - DCP/CBR/Bearing Pressure relationship graph used. The engineer is responsible for acceptance of this graph relationship.

W.J.Coetzee

Appendix 2

Test Pit 02

Attention:

TMH5:MC1

ENVIRONMENTAL CONDITION

0 - 20

20 - 400 12522

400 - 800 12523

09-Dec-24 1/1 End Rev-01 OMA-PRO-001

Slightly moist, Light Brown, Loose, Sandy Silty. (Bedding Material)

Slightly moist, Light Reddish Brown, Medium dense, Intact, Silty Sandy With Quartz.

Slightly Moist, Off White to Light Brown, Dense, Intact, Silty Sandy Decomposed Biotite Schist.

In-Situ. (Calsification of Schist, Fault line)

Notes: Possible layering occuring In Top Base material but not definate.

Test Pit Photo

DEPTH

(mm)

Element Consulting Engineers

Klein Windhoek

Namibia

Nelson Nehason

Project:

Site / Road:

Stake Value:

Test Hole No:

Side Walls

24003_009 Lossen Street Klein

Windhoek

Lossen Street Windhoek

TP02

Stable

OMAMANYA GEOTECHNICAL CONSULTANTS

160-8627 E-mail: admin@omamanya.go.na

Fax: +264 61 24 5101

Tel: +264 61 24 5103

NORTHERN INDUSTRIA, WINDHOEK

6 VAN DER BIJL STREET

09 December 2024

Hot,Clear,No Rain,Calm

6 Otto - Nitzche Street

SOIL PROFILE

Sampling Method:

PROFILE

Hand Dug

None

Test position supplied

Excavation Method

Refusal

Water table

Erosion Area

1.50 -

∙ The weather conditions are such that there is no detrimental effect on the sample taken.

Insitu Moisture Content (%)

C B

@ 93%

12522

For Omamanya Laboratory Services (Pty) Ltd

Technical Signatory

Unified System

G5 Subbase

@ 90%

Omamanya Laboratory Services (Pty) Ltd Geotechnical Consultants & Laboratory Services

Reg No.: 2007/0158

6 Van Der Bijl Street Windhoek Namibia | Tel: +264 61 245 103/6 | Fax: +264 61 245 101 | E-mail: admin@omamanya.go.na

Max Dry Density (kg/m3)

Opt Moisture Content (%)

0.5

4.8

Linear Shrinkage (%)

Mould Moisture Con. (%) 4.8

Swell (%)

@ 100%

Mould B

0.00

Mould C

Swell (%)

96.6

0.00

Customer:

28/11/2024

Element Consulting Engineers (Pty) Ltd

Attention: Nelson Nehason No. of Pages:

Lossen Street, Luxury Hill - Windhoek 6 Otto Nitche Street Date Received:

Project:

21/01/2025Klein Windhoek Date Reported:

Namibia Req. Number: 160-8627

1/1

TEST REPORT

Grading Modulus*

28.1 47.6

Coarse Sand* <2.0 >0.425

11.9 0.425mm

2.14 24.3

TRH 14

14.0mm

37.5mm

G5 Subbase

TP02

12522

CALIFORNIA BEARING RATIO - (SANS 3001 Method GR1,GR10,GR11,GR20,GR30,GR40,PR5*)

Sample Position (SV) Depth (mm)

M at er cr ip tio n

20-400 12522Sample No.:

Source Colour

InsituClassification

Material Indicators

Silty Sandy Quartz Gravel

TRH 14

Insitu

O pi ni on

Reddish Brown

28.0mm

Fine Sand* <0.425 >0.075

Plasticity Index (%)

P er ce nt ag e

P as si ng

Liquid Limit (%)

50.0mm

75.0mm

0.075mm

20.0mm

Max. Stone size in hole (mm)

Methods indicated with * do not form part of Omamanya Laboratory Services (Pty) Ltd.'s accreditation schedule of SADCAS.

Opinions and interpretations does not form part of of Omamanya Laboratory Services (Pty) Ltd's accreditation schedule of SADCAS

No deviation

Soil Type

63.0mm

92.6

0.00

CBR / Density Relationship

5.00mm

Soil Mortar & Constants

2.00mm

100.0

2.5

Silt and Clay* <0.075

0.0 0.1 1.0 10.0 100.0

P er ce nt ag e

P as si ng

Sieve Size

Sieve Analysis

92 94 96 98 100 102

C B

Compaction (%)

CBR Chart

0.0 0.1 1.0 10.0 100.0

P er ce nt ag e

P as si ng

Sieve Size

Sieve Analysis

0 2

C B

Compaction (%)

CBR Chart

0 4 8 12 16 20 24 28 32 36 40 44 48

Sh ri nk ag e P ro du ct (S p)

Grading Coefficient (Gc)

Wearing Course Graph (TRH 20)

Slippery

Erodible

Materials

Good

(May be Dusty)

Good

Ravels

∙ The weather conditions are such that there is no detrimental effect on the sample taken.

Methods indicated with * do not form part of Omamanya Laboratory Services (Pty) Ltd.'s accreditation schedule of SADCAS.

Opinions and interpretations does not form part of of Omamanya Laboratory Services (Pty) Ltd's accreditation schedule of SADCAS

No deviation

Soil Type

63.0mm

90.3

0.12

CBR / Density Relationship

5.00mm

Soil Mortar & Constants

2.00mm

100.0

2.5

Silt and Clay* <0.075

Max. Stone size in hole (mm)

28.0mm

Fine Sand* <0.425 >0.075

Plasticity Index (%)

P er ce nt ag e

P as si ng

Liquid Limit (%)

50.0mm

75.0mm

0.075mm

20.0mm

Insitu

O pi ni on

Reddish Brown & Off-white Light Brown

12523 CALIFORNIA BEARING RATIO - (SANS 3001 Method GR1,GR10,GR11,GR20,GR30,GR40,PR5*)

Sample Position (SV) Depth (mm)

M at er cr ip tio n

400-800 12523Sample No.:

Source Colour

InsituClassification

Material Indicators

Silty Sandy Decom. Biotic Schist

TRH 14

TEST REPORT

25.9 39.9

Coarse Sand* <2.0 >0.425

11.3 0.425mm

2.16 34.2

TRH 14

14.0mm

37.5mm

G10 Subgrade

TP02

Customer:

28/11/2024

Element Consulting Engineers (Pty) Ltd

Attention: Nelson Nehason No. of Pages:

Lossen Street, Luxury Hill - Windhoek 6 Otto Nitche Street Date Received:

Project:

21/01/2025Klein Windhoek Date Reported:

Namibia Req. Number: 160-8627

1/1

Swell (%)

@ 100%

Mould B

0.06

Mould C

Swell (%)

94.4

0.09

Omamanya Laboratory Services (Pty) Ltd Geotechnical Consultants & Laboratory Services

Reg No.: 2007/0158

6 Van Der Bijl Street Windhoek Namibia | Tel: +264 61 245 103/6 | Fax: +264 61 245 101 | E-mail: admin@omamanya.go.na

Max Dry Density (kg/m3)

Opt Moisture Content (%)

9.4

Mould Moisture Con. (%) 9.3

12523

For Omamanya Laboratory Services (Pty) Ltd

Technical Signatory W.J. Coetzee

G10 Subgrade

Insitu Moisture Content (%)

C B

@ 93%

0.0 0.1 1.0 10.0 100.0

P er ce nt ag e

P as si ng

Sieve Size

Sieve Analysis

88 90 92 94 96 98 100 102

C B

Compaction (%)

CBR Chart

0.0 0.1 1.0 10.0 100.0

P er ce nt ag e

P as si ng

Sieve Size

Sieve Analysis

0 2

C B

Compaction (%)

CBR Chart

0 4 8 12 16 20 24 28 32 36 40 44 48

Sh ri nk ag e P ro du ct (S p)

Grading Coefficient (Gc)

Wearing Course Graph (TRH 20)

Slippery

Erodible

Materials

Good

(May be Dusty)

Good

Ravels

2 of 1 of

∙ Bearing Capacity (kPa) is calculated according 3426.8xDN-1.0101

THE USE AND INTERPRETATION OF THE DYNAMIC CONE PENETROMETER (DCP) TEST P Paige-Green and L Du Plessis (2009)

Project:

Technical Signatory For Omamanya Laboratory Services (Pty) Ltd

DYNAMIC CONE PENETROMETER (DCP) - (TMH 6 Method ST6) TP 02Position: Datum Level: Top of Surface

Attention: Nelson Nehason No. of Test:

W.J.CoetzeeStandard TPA - DCP/CBR/Bearing Pressure relationship graph used. The engineer is responsible for acceptance of this graph relationship.

No. of Pages:

Omamanya Laboratory Services (Pty) Ltd Geotechnical Consultants & Laboratory Services

Reg No.: 2007/0158

6 Van Der Bijl Street Windhoek Namibia | Tel: +264 61 245 103/6 | Fax: +264 61 245 101 | E-mail: admin@omamanya.go.na

Customer:

09-12-24 Element Consulting Engineers

Namibia Req. Number: 160-8627 11-12-24Klein Windhoek Date Reported:

Lossen Street 6 Otto - Nitzche Street Date Received:

-70

-60

-50

-40

-30

-20

-10

0 40 80 120 160 200 240 280 320 360 400 440 480 520 560

D ep th (m m

Bearing Pressure (kPa)

-70

-60

-50

-40

-30

-20

-10

D ep th (m m

CBR (%)

-70

-60

-50

-40

-30

-20

-10

0 10

D ep th (m m

2 of 2 of

6 No. of Pages:

DYNAMIC CONE PENETROMETER (DCP) - (TMH 6 Method ST6) Position: TP 02 Datum Level: Top of Surface

160-8627 Attention: Nelson Nehason No. of Test:

Omamanya Laboratory Services (Pty) Ltd Geotechnical Consultants & Laboratory Services

Reg No.: 2007/0158

6 Van Der Bijl Street Windhoek Namibia | Tel: +264 61 245 103/6 | Fax: +264 61 245 101 | E-mail: admin@omamanya.go.na

Customer:

Element Consulting Engineers Project: Lossen Street 6 Otto - Nitzche Street Date Received: 09-12-24 Klein Windhoek Date Reported: 11-12-24 Namibia Req. Number:

Technical Signatory For Omamanya Laboratory Services (Pty) Ltd

0 0 0

DCP

Number

(DN)

(mm/blow)

In Situ

CBR

(TMH 6)

Bearing Pressure

(kPa)

Depth (mm)

Number of Blows

30 6 45 ›500

Bearing Pressure

(kPa)

Number of Blows

40 2 110 ›500 50 2 110 ›500

70 0 110

Depth (mm)

DCP

Number

(DN)

(mm/blow)

In Situ

CBR

(TMH 6)

60 2 110 ›500 70 2 110 ›500

Refusal

355175

Standard TPA - DCP/CBR/Bearing Pressure relationship graph used. The engineer is responsible for acceptance of this graph relationship.

W.J.Coetzee

Appendix 3

Test Pit 03

Attention:

TMH5:MC1

ENVIRONMENTAL CONDITION

0 - 50

50 - 350 12524

350 - 800 12525

10-Dec-24 1/1 End Rev-01 OMA-PRO-001

Hot,Clear,No Rain, Calm

6 Otto - Nitzche Street

SOIL PROFILE

Sampling Method:

PROFILE

Hand Dug

None

Test Position Supplied

Excavation Method

Refusal

Water table

GPS Co - ordinates

OMAMANYA GEOTECHNICAL CONSULTANTS

160-8627 E-mail: admin@omamanya.go.na

Fax: +264 61 24 5101

Tel: +264 61 24 5103

NORTHERN INDUSTRIA, WINDHOEK

6 VAN DER BIJL STREET

10 December 2024

24003_009 Lossen Street Klein

Windhoek

Lossen Street

TP03

Stable

Element Consulting Engineers

Klein Windhoek

Namibia

Nelson Nehason

Project:

Site / Road:

Stake Value:

Test Hole No:

Side Walls

Slightly Moist, Reddish Brown, Medium Dense, Intact, Silty Sandy With Quartz. Imported

Slightly Moist, Off White to Light Brown, Dense, Intact, Silty Sandy Decomposed Biotite Schist.

In-Situ. (Calsification of Schist, Fault line)

Note: Possible layering In Top…

This is the start of the file's text. The full file is on GovTribe.

File details come from the government source that posted it. Updated Jul 10, 2025.