Appendix C Geotechnical Report Final.pdf

Prepared for

UNITED STATES OF AMERICA

ARMY CORPS OF ENGINEERS, EUROPE DISTRICT

WIESSBADEN, GERMANY

GEOTECHNICAL ENGINEERING REPORT FOR THE

PROPOSED UTILITY REPAIR PROJECT, DOMESTIC WATER,

FIRE PROTECTION & SANITARY SEWER SYSTEMS,

CHIEVRES, BELGIUM

(W912GB19F0419)

Prepared by:

412 Mt. Kemble Avenue

PO Box 1946

Morristown, New Jersey 07962-1946

March 2021

Geotechnical Engineering Report for the Proposed Utility Repair

Project, Domestic Water, Fire Protection & Sanitary Sewer Systems, Belgium

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TABLE OF CONTENTS

EXECUTIVE SUMMARY

1.0 INTRODUCTION

1.1 Project Description

1.1.1 Fire Protection Water Tank

1.1.2.Wet Well

2.0 SUBSURFACE EXPLORATION PROGRAM

2.1 Field Exploration Program

2.2 Subsurface Conditions

3.0 ENGINEERING EVALUATION

3.1. Foundations

3.1.1. Fire Protection Water Tanks

3.1.2. Underground Wet Well

3.2. Earthwork

3.3 Seismic Considerations

4.0 STATEMENT OF LIMITATIONS

5.0 REFERENCES

FIGURES

Figure 1 Site Location Plan

TABLES

Table 1 Geotechnical Design Parameters

APPENDICES

Appendix A: Group Van Vouren Soil Boring and Dynamic Cone Penetration Test Reports

Appendix B: Drilled Shaft Capacity in Axial Loading

Appendix C: Dilled Shaft Lateral and Group Load Capacity Design Report

Appendix D: Partial Structural Drawings of Fire Protection Water Tank and Wet Well.

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SEALS

PAGE

Name: Geotechnical Engineering Report for the Proposed Utility Repair Project, Domestic Water, Fire Protection & Sanitary Sewer Systems Location: Chèvres, Belgium Dated: March 2021 Prepared for: The U.S. Army Corps of Engineers (USACE), Europe District Prepared by: WSP, USA.

GEOTECHNICAL ENGINEER

Dincer Egin, PhD, PE

(NY PE# 082796-01)

WSP, USA.

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EXECUTIVE SUMMARY

As part of the utility repair, domestic water, fire protection and sanitary sewer repair, rehabilitation and reconstruction project, the United States Army Corps of Engineers (USACE)

Europe District requested geotechnical engineering services for a proposed repair, rehabilitation and reconstruction at their facility in Chèvres, Belgium (Figure 1). This report presents a factual account of the subsurface conditions based on investigations conducted by others, and foundation recommendations for the proposed above ground water storage tanks and below ground wet well structures. This report also provides geotechnical and engineering design parameters for the structural design of the above ground water storage tanks and below ground wet well structures.

The project consist of the design and construction of two 15.0m diameter above ground tanks each resting on a 18.0m by 18.0m mat and a wet well with a footprint area of 7.0m by 9.2m.

The proposed wet well is planned to have a mat foundation at about 8.0m below the exiting grade at approximate elevation El.45.94. The mat has a thickness of 600mm.

A subsurface investigation consisting of drilling of five (5) boreholes and ten (10) mechanical probes were conducted in January 2021 at and the surrounding areas by Group Van Vooren of

Belgium. Copies of both reports are presented in Appendix A. Based on the information collected from these reports, there are three (3) different strata with different geotechnical characteristics below the existing grade. These strata from top to bottom are:

• Stratum 1- Soft to medium Clay, high plasticity, about 2.5m in thickness

• Stratum 2- A discontinuous medium dense to dense fine Sand, about 2.5m in thickness

• Stratum 3- Stiff Clay, in excess of 5.0m in thickness.

A summary of the subsurface conditions, including a brief description of the soils is presented

Section 2.2 of this report. Groundwater is present approximately 6 m below the existing grade, and ranged between the elevations of El. 47.52 and El.49.32.

Based on the magnitude and the types of the loads of the above ground water tanks, it was determined that the design is controlled by the lateral loads: A shallow foundation would result in excessive settlement, excessive lateral deflections and possible foundation failure, therefore not recommended and selected. A deep foundation system consisting of 0.8m diameter drilled shaft was evaluated and selected. Each drilled shaft can take a service level load of 1500 kN in compression and 750 kN in uplift. The strength level pile resistances are 3300kN for compression and 1860kN in uplift. Pile settlement under 1500 kN service load is estimated to be less than 20mm. For each tank slab, a total of 36 piles, each 0.8m in diameter and minimum 8m below the existing grade can meet the factored load demand and recommended. A fewer pile combination gave excessive deflections at the pile head, thus could not be selected. Detailed foundation analysis is presented in Appendix B and Appendix C.

The wet well has a mat foundation, the bottom of which is at about El.45.9. The structural mat has a thickness of 600mm. A design allowable bearing capacity of 230 kPa is recommended, under which the settlement would be about less than 25mm when full. The mat design subgrade coefficient of 44 N/cm3 (160 pci) using a plate of 0.3m by 0.3m is recommended. During

5 | P a g e construction, the structure would be subject to hydrostatic uplift pressures that would need to be mitigated by dewatering until the full structure is completed, and the deadweight of the structure resists the uplift forces. Dewatering should be at least 0.3m below the bottom elevation of the slab.

Because the subgrade consists essentially of silt and clay, it should not be exposed to atmospheric conditions for more than 24 hours to mitigate against desiccation. In Section 3.1, subgrade preparation recommendations is given.

The excavated soils are essentially of silt and clay, and are unsuitable to be used as backfill and structural fill, except for using in landscaping areas. For structural fill, well-graded sand and gravel with the fines (passing the 0.074mm (US Sieve #200) sieve (silt and clay) no more than

12% should be used. Backfilling should be performed using a granular fill, in maximum 200mm thick lifts. Each lift should be compacted to 92 percent of the Maximum Modified Proctor

Density, based on ASTM D1557 for utility lines and trenches, 92 percent parking areas and 98 percent under the foundations and slab-on-grade.

Wet well excavation will require temporary sheeting and shoring. Geotechnical design parameters given in Table 1 can be used for sheeting and shoring design.

Based on the SHARE-Seismic Hazard Harmonization in Europe, for the site location in Chèvres, Belgium, the potential for damage due to seismic effect is low to moderate. The proposed structure(s) should be designed with seismic considerations according to USACE Design Manual and using Site Class “Type D, Stiff Soil Profile” should be used. At the proposed sites, the soils the saturated soils are stiff, therefore the site has a low susceptibility o liquefaction under seismic loading.

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1.0 INTRODUCTION

As part of the utility repair, domestic water, fire protection and sanitary sewer repair, rehabilitation and reconstruction project, the United States Army Corps of Engineers (USACE)

Europe District requested geotechnical engineering services for the proposed repair, rehabilitation and reconstruction project at their facility in Chèvres, Belgium (Figure 1). The following geotechnical engineering report presents a factual account of the subsurface conditions based on investigations conducted by others and foundation recommendations for the proposed above ground water storage tanks, and below ground wet well structures.

This report was aimed to develop geotechnical and engineering design parameters for the structural design of the above ground water store tanks and below ground Wet Well structures.

1.1 Project Description

1.1.1 Fire Protection Water Tank

The project consist of the design and construction of two 15.0m diameter above ground tanks each resting on a 18.0m by 18.0m slab and a wet well with a footprint area of 7.0m by 9.2m. A space of 7.0m was allocated between the two water tank slabs to accommodate a pump house.

Data provided by the project’s structural engineer showed each tank would be subject to the following unfactored loading conditions (See Drawing CW110 in Appendix D for details):

• Deadweight (Tank+ Water):15150 kN

• Seismic Base Shear: 3225 kN

• Seismic Moment at the top of the foundation: 12305 kN.m.

1.1.2.Wet Well

The proposed Wet Well is planned to have a mat foundation at about 8.0m below the exiting grade at approximate elevation El.45.94. The mat has a thickness of 600mm. The finished grade at the manhole is about El.54.54, and slopes down east (See Drawing CW111 for details in Appendix D).

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2.0 SUBSURFACE EXPLORATION PROGRAM

2.1 Field Exploration Program

A subsurface investigation consisting of drilling of five (5) boreholes with designated names

B1 through B5 to depths ranging 6.4m to 10.0m, and ten (10) mechanical probes, CTPs, S-1 through S10, (similar to the US exploration method of Dynamic Cone Penetrometer Tests) were conducted at and the surrounding areas by Group Van Vooren in January 2021. Copies of both reports are presented in Appendix A.

Group Van Vooren conducted the soil drilling according to international code, NBN EN ISO

22475: Geotechnical investigation and testing - Sampling methods and groundwater measurements-Part 1: Technical principles for execution. It appears that during boring soil samples were collected at 0.5 m intervals, and at each change of soil type.

The CPTs were carried out with a 200 kN CPT machine mounted on a tracked vehicle and in accordance with the international code NBN EN ISO 22476 “Geotechnical investigation and testing - Field testing - Part 12: Mechanical cone penetration test (CPTM)“, application class 5.

During the execution, the total penetration resistance (cone resistance + lateral friction resistance) and the cone resistance (using a jacket cone type M1: 10 cm² area and top angle

60°) were measured every 20 cm and recorded with a data acquisition system. The penetration speed of the cone was 2 cm/sec according to international regulations.

2.2 Subsurface Conditions

The following subsections provide a summary of the existing subsurface based on the review of Group Van Vooren report (Appendix A).

Based on the information collected from the reports in Appendix A, there are three (3) different strata with different geotechnical characteristics below the existing grade. These strata from top to bottom are summarized below:

• Stratum 1- Soft to medium Clay, high plasticity,

• Stratum 2- Discontinuous, medium dense to dense fine Sand

• Stratum 3- Stiff Clay

A summary of the subsurface conditions, including a brief description of the soils/materials and near surface geologic units is presented below. Boring logs that include soil descriptions, sampling details are presented in Appendix A.

Stratum 1 Soft to Medium Clay: This stratum is present in all boreholes which has an approximate thickness of 2.5, and is either underlain by fine sand, or by medium to stiff clay. No standard Penetration Test (SPT) data is available. Data obtained from the CPT tests indicated the total friction factor (qc) ranged from 0.8 MPa to

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4.40 MPa. Based on this data, the estimated angle of friction ranged between 18 degrees and 33 degrees. This layer has highly variable sand content, but the average sand content is about 15 percent.

Stratum 2 Silty and Clayey Fine Sand: Approximately 2.5m below the exiting grade a discontinuous layer of brown, moist fine sand with silt and clay was observed.

The fines (sand and clay) content is usually 20 percent or greater. Data obtained from the CPT tests indicated the total friction factor (qc) ranged from 1.16 MPa to

54.88 MPa, indicating highly variable sand contents as well as highly variable compactness.

Stratum 3 Stiff Clay: This stratum either directly underliers the soft clay, or the fine sand at an average depth of 5.0m. It consists mostly of brown, moist to wet, silt and clay and variable amounts of fine sand. This stratum is either underlain by fine sand, or the soft clay of Stratum 1. The boreholes and CPT were terminated within this layer at the maximum depth of 10.0m. Data obtained from the CPT tests indicated the average total friction factor (qc) is greater than 50 Mpa, indicating stiff compactness.

Based on the temporary observations wells reported in Appendix A reports, groundwater is present approximately 6 m. below the existing grade and ranged between the elevations of El.

47.52 and El.49.32. It should, however, be noted that depth/elevation of groundwater may change depending on the storm events, tidal influence, atmospheric or other conditions.

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3.0 ENGINEERING EVALUATION

This section evaluates the feasibility of the foundation support both for the water tanks and wet well.

3.1. Foundations

3.1.1. Fire Protection Water Tanks

As discussed in Section 2.2, above, the subsurface below the proposed water tank consists of soft clay, either underlain by medium to dense sand, or stiff clay. Based on the magnitude of the loads, a shallow foundation would result in excessive lateral deflections and settlement, and possible foundation failure, therefore not recommended and selected.

A deep foundation system using 0.8m diameter drilled shaft (a.k.a. bored pile) was evaluated and selected. Using ENSOFT Shaft software, a 8.0m. long 0.8m diameter (32 in.) drilled shaft can take a service level load of 1500 kN in compression and 750 kN in uplift. The strength level pile resistances are 3300kN for compression and 1860kN in uplift. Pile settlement under 1500 kN service load us estimated to be less than 20mm.

The axial shaft capacity estimates is presented in Appendix B.

It was determined that the design is controlled by the lateral load. A pile configuration of 6 pile by 6 pile below the 18 square-meters mat, met the load demand and provided acceptable negligible deflection. Therefore a total of 36 piles, each 0.8m in diameter and minimum 8m below the existing grade can meet the factored load demand and recommended. A fewer pile combination gave excessive deflections at the pile head, thus could not be selected.

Detailed foundation analysis is presented in Appendix C.

3.1.2. Underground Wet Well

The wet well has a mat foundation, the bottom of which is at about El.45.9. The structural mat has a thickness of 600mm. A design allowable bearing capacity of 230 kPa is recommended, under which the settlement would be about less than 25mm when full.

The mat design subgrade coefficient of 44 N/cm3 (160 pci) using a plate of 0.3m by 0.3m is recommended. During construction, the structure would be subject to hydrostic uplift pressures that would need to be mitigated by dewatering until the full structure is completed the deadweight of the structure resist the uplift forces. Dewatering should be at least 0.3m below the bottom elevation of the slab.

Because the subgrade is clayey, it should not be exposed to atmospheric conditions for more than

24 hours to disallow desiccation.

During placement of the mat foundation the following subgrade preparation is recommended:

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1. Excavate to design depth of the mat foundation bottom elevation.

2. Compact the subgrade to 95% of the onsite soils maximum dry density as observed in

ASTM D 1557.

3. If pumping or soft spots are present, place 150mm thick, 20mm size (3/4 in.mm size., #57

Stone), push stone into subgrade until disappears using a trench compactor,

4. Repeat the process in #3 until no pumping is observed,

5. Construct the slab as designed.

3.2. Earthwork

The excavated soils are essentially of silt and clay, and are unsuitable to be used as backfill and structural fill, except for using in landscaping areas. For structural fill, well graded sand and gravel with the fines, passing the 0.074mm (US #200) sieve (silt and clay) no more than 12% should be used. Backfilling should be performed using a granular fill, in maximum 200mm thick lifts. Each lift should be compacted to 92 percent of the Maximum Modified Proctor Density, based on ASTM D1557 for utility lines and trenches, 92 percent parking areas and 98 percent under the foundations and slab-on-grade. It is essential that subgrade soils underlying all proposed footings, slab-on-grade, pavements, utility lines, etc. be maintained in an undisturbed and unfrozen state until the fill or concrete is placed. All backfilling and site grading should be performed under the observation of a geotechnical engineer.

Wet well excavation will require temporary sheeting and shoring. However, in any open cuts excavation, the slope should be no steeper than 1.5 (H): 1.0 (V).

The following geotechnical parameters were assigned for sheeting, shoring or other below ground engineering work.

Table 1: Geotechnical Design Parameters

Parameters/ Soil type Stratum 1

Soft Clay

Stratum 2

Clayey F.

Sand

Stratum 3

Stiff Clay

Angle of Internal Friction (φ0) - 34 -

Cohesion kPa 28 - 120

Lateral Bearing Capacity (kN/m) 12.5 24 19

Unit Weight, above ground water (kN/m3) 18.4 19.2 19.2

Coefficient of Passive Resistance, Kp 1.0 3.57 1.3

Coefficient of Active Pressure, Ka 1.0 0.28 0.7

Coefficient of At Rest Pressure, Ko 1.0 0.45 1.0

Coefficient of interface friction-ultimate 0.30 0.40 0.35

Modulus of Subgrade Reaction, N/cm3 (0.3m by 0.3m plate)

27 44 38

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3.3 Seismic Considerations

Based on the SHARE-Seismic Hazard Harmonization in Europe, for the site location in Chèvres, Belgium, the potential for damage due to seismic effect is low to moderate.

The proposed structure(s) should be designed with seismic considerations according to USACE

Design Manual and using Site Class “Type D, Stiff Soil Profile” should be used.

At the proposed sites, the soils the saturated soils are stiff, therefore the site has a low susceptibility o liquefaction under seismic loading.

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4.0 STATEMENT OF LIMITATIONS

The data presented and the opinions expressed in this memo are qualified as follows:

1. This report has been prepared by WSP USA (WSP) for the United States Army Corps of

Engineers (USACE) Europe Division to be used solely by the USACE in the evaluation and performance of the work related to the proposed Utility Repair

Project, Domestic Water, Fire Protection & Sanitary Sewer Systems at Chèvres, Belgium

The report has not been prepared for use by other parties, and may not necessarily contain sufficient information for the purposes of other parties or other uses. Any undisclosed and/or un-permitted alternate use shall be at that party’s own risk and without liability to

WSP.

2. The evaluations and recommendations provided in this report are based upon our understanding of the described project information and on our interpretation of the information, the visible conditions for accessible properties and the data that were available and/or collected during the performance of this study. Unless otherwise stated, the work performed by WSP should be understood to be exploratory and interpretational in character. Any results, findings or recommendations contained in this report may be the result, at least in part, of professional judgment and not necessarily based solely on pure science and engineering.

3. Our professional geotechnical engineering services for this project have been performed using a degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the professional advice in this report.

4. In preparing this report, WSP relied upon and presumed accurate certain information (or the absence thereof) about the site and adjacent properties provided by governmental officials and agencies, the Client, other consultants, and others identified herein. Except as otherwise stated, WSP has not attempted to verify the accuracy or completeness of any such information. WSP derived the data in this report primarily from the work of others, examination of records in the public domain, and a limited number of boreholes and dynamic cone penetration tests by others. The passage of time, manifestation of latent conditions or occurrence of future events may require further exploration at the site, analysis of the data, and reevaluation of the findings, observations and conclusions expressed in the report.

5. No warranty or guarantee, whether express or implied, is made with respect to the data reported or findings, observations and conclusions expressed in this report. Further, such data, findings, observations and conclusions are based solely upon site conditions in existence at the time of investigation.

6. The data reported and the findings, observations and conclusions expressed in the report are limited by the Scope of Services, including the extent of subsurface exploration and other tests. The Scope of Services was defined by the requests of the Client, the time and budgetary constraints imposed by the Client, and the availability of access to the site.

This report has been prepared on behalf of and for the exclusive use of the Client, and is subject to and issued in connection with the Agreement and the provisions thereof.

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5.0 REFERENCES

ASTM D 1557 2012 Standard Test Methods for Laboratory Compaction Characteristics of Soil

Using Modified Effort (56,000 ft-lbf/ft3(2,700 kN-m/m3)

Group Van Vooren: Test Report Soil Investigation, Report ID ORD VV2100073/1, Dynamic

Cone Penetration Tests January 21, 2021

Group Van Vooren: Test Report Soil Investigation, Report ID ORD VV2100073/2, Boreholes

January 21, 2021

CW110

CW110

OVERALL STRUCTURAL SITE PLAN

SCALE: 1:500

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FIGURE 1: GENERAL SITE LOCATION PLAN

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APPENDIX A

BORING AND DYNAMIC CONE PENETROMETER REPORTS

BY GROUP VAN VOUREN

Report Id : ORDVV2100073 / 2 Total number of pages. : 3 Page number: : 1 contact person Ir.: Géraldine Welvaert telephone 09/326 86 30 email geraldine.welvaert@groupvanvooren.com location Zelzate:

Date : January 27, 2021 your reference : -our reference : ORDVV2100073 / 2 / gw email : bhu@tpf.be naw@tpf.be attachments : - drilling states : - plans

TPF Engineering NV de Haveskerckelaan 46 1190 Brussels

Subject : Test report soil investigation

Dear sir or madam, Enclosed you will find the results of the soil investigations carried out in Chièvres.

Client : TPF Engineering nv

Construction site: Chièvres - Chaussée de Mons (Utility project)

Assignment carried out :

- 5 soil drillings up to 6.40 to 10.0 m below ground level, converted into a monitoring well (*)

- height measurement of the test locations (*) these tests are Belac accredited

Date of execution : 15 and 18/01/21

ir. Géraldine Welvaert Kristof Van Vooren Technical responsible Permanent representative LRJ Van Vooren NV

Managing director

Page number: : 2

1. General information

The soil drilling was carried out according to international regulations, NBN EN ISO 22475 : Geotechnical investigation and testing - Sampling methods and groundwater measurements - Part 1: Technical principles for execution.

The drillings carried out in the context of this report concern dry drillings with discontinuous stirred sampling. Soil samples were taken every 0.5 m or when the soil type changed.

To avoid cables or pipes, pre-drilling was carried out manually (to a depth of approximately 2 m below the surface) with the removal of agitated soil samples every 0.5 m or when the soil layer changed.

On the basis of the samples taken, the enclosed drilling reports were visually drawn up, indicating:

- main component

- additional component

- colour

- consistency

- water content

- height level

- groundwater depth

2. Location and height measurement of soil drilling

The locations where the drillings were carried out are indicated on the enclosed plans.

The drill sites were surveyed topographically (using a Trimble R8 device using RTK), yielding the altrimetric elevation in Z coordinate (TAW (Tweede Algemene Waterpassing = Second general water elevation level measurement) and the X and Y coordinates referred to the Lambert-72 coordinate system.

drilling X Y Z

[TAW]

B1 + P1 111 035.96 141567.30 + 56.72

B2 + P2 112940.52 141565.18 53*74

B3 + P3 112930.17 141 558.27 + 54.23

B4 + P4 113 119.76 141707.62 + 53.12

B5 + P5 113 121.88 141 697.47 + 52.95

Page number: : 3

3. Monitoring wells

After the drilling had been carried out, monitoring wells with an outer diameter of 50 mm were placed in the boreholes. These monitoring wells were provided with a filter element at the bottom that was fixed in place with calibrated filter gravel.

depth below location location Location of clay stop monitoring well Ground level filter unit filtration gravel

(m-mv)

[m] (m-mv) (m-mv)

P1 10.1 8.10-10.10 7.60-10.10 6.90-7.60

P2 6.50 4.50-6.50 4.00-6.50 3.50 - 4.00

P3 7,70 5.70 - 7.70 5.20 - 7.70 4.40 - 5.20

P4 6.40 4.40 - 6.40 3.90 - 6.40 3.30-3.90

P5 8.00 6.00-8.00 5.50-8.00 4.70 - 5.50

At the top, the monitoring wells were fitted with a screw cap and a metal tube for protection.

4. Location and height measurement of monitoring wells

Since the monitoring wells were placed in the boreholes of the borings that were carried out, reference is made here to section 2 (Location and height measurement of soil drillings).

5. Measurement data and first groundwater measurement

Immediately after placement of the monitoring wells, the groundwater level was measured.

Steady state may not have been reached yet.

monitoring well level top monitoring well depth of drain

[TAW] [TAW]

P1 + 57.36 +49.12

P2 + 54.32 +48.72

P3 + 54.83 +49.53

P4 + 53.80 +47.32

P5 + 53.61 +47.35

Project: TPF Engineering NV Project No: ORDVV2100073 Ground level TAW height: +56.72 m drilling site Chiévres Bore no: B1 + P1 Date: 18-01-2021

U nm ov ed

M on st er

G ro un dw at er m v) it or in g w el l co ns tr uc ti ep th m v) ro fi le

Description of soil type

B or de r

(m -M

v) G eo lo gi ca l a nd or ga no le pt ic m it loam , plastic, brown, moist

0.50

1 1.00

1.50

2 2.00

2.50 very fine to fine sand , very loamy, brown, moist

3 3.00 very fine to fine sand , very loamy, brown, moist

3.50 very fine to fine sand , highly loamy, schist fragments, brown, moist

4 4.00 very fine to fine sand , highly loamy, schist fragments, brown, moist

4.50 very fine to fine sand , very loamy, few schist fragments, brown, wet

5 5.00 loam , crumbly, sandy (even to fine), few schist fragments, brown, 5.50 loam , plastic, slightly sandy (even to fine), few schist fragments, brown, 6 6.00

6.50

7 7.00

7.50

8 8.00

8.50

09:0

9.50

10.0

Drilling state ORDVV2100073 Lambert coordinates X: Y:

Sheet 1 of 1

GROUP VAN VOOREN

Blad Van1 1

Project: Project nr: Hoogte maaiveld T.A.W.:

Boorplaats: Boring nr: Datum:

Beschrijving grondsoort

Boorstaat Lambert coördinaten X: Y:

O ng er oe rd M on st er

G ro nd w at er m

-M v)

Pe il bu is co ns tr uc ti e

D ie pt e

(m -M v)

Pr of ie l

G re ns m -M v)

G eo lo gi sc he en /o f or ga no le pt is ch e w aa rn em in ge n

ORDVV2100073

+56.72 mTPF Engineering Chiévres

ORDVV2100073

B1+P1 18-01-2021

0.50 leem, plastisch, bruin, vochtig

1.00 leem, plastisch, bruin, vochtig

1.50 leem, plastisch, bruin, vochtig

2.00 leem, plastisch, bruin, vochtig

2.50 leem, plastisch, bruin, vochtig

3.00 zeer fijn tot fijn zand, sterk leemhoudend, bruin, vochtig

3.50 zeer fijn tot fijn zand, sterk leemhoudend, bruin, vochtig

4.00 zeer fijn tot fijn zand, sterk leemhoudend, schistfragmenten, bruin, vochtig

4.50 zeer fijn tot fijn zand, sterk leemhoudend, schistfragmenten, bruin, vochtig

5.00 zeer fijn tot fijn zand, sterk leemhoudend, weinig schistfragmenten, bruin, vochtig

5.50 leem, brokkelig, zandhoudend (zf tot fijn), weinig schistfragmenten, bruin, vochtig

6.00 leem, plastisch, licht zandhoudend (zf tot fijn), weinig schistfragmenten, bruin, vochtig

6.50 leem, plastisch, licht zandhoudend (zf tot fijn), weinig schistfragmenten, bruin, vochtig

7.00 leem, plastisch, licht zandhoudend (zf tot fijn), weinig schistfragmenten, bruin, vochtig

7.50 leem, plastisch, licht zandhoudend (zf tot fijn), weinig schistfragmenten, bruin, vochtig

8.00 leem, plastisch, licht zandhoudend (zf tot fijn), weinig schistfragmenten, bruin, vochtig

8.50 leem, plastisch, licht zandhoudend (zf tot fijn), weinig schistfragmenten, bruin, vochtig

9.00 leem, plastisch, licht zandhoudend (zf tot fijn), weinig schistfragmenten, bruin, vochtig

9.50 leem, plastisch, licht zandhoudend (zf tot fijn), weinig schistfragmenten, bruin, vochtig

10.00 leem, plastisch, licht zandhoudend (zf tot fijn), weinig schistfragmenten, bruin, vochtig

Project: Project nr: Hoogte maaiveld T.A.W.:

Boorplaats: Boring nr: Datum:

Beschrijving grondsoort

Boorstaat Lambert coördinaten X: Y:

O ng er oe rd M on st er

G ro nd w at er m

-M v)

Pe il bu is co ns tr uc ti e

D ie pt e

(m -M v)

Pr of ie l

G re ns m -M v)

G eo lo gi sc he en /o f or ga no le pt is ch e w aa rn em in ge n

ORDVV2100073

+53.74 mTPF Engineering Chiévres

ORDVV2100073

B2+P2 15-01-2021

0.50 leem, brokkelig, bruin, vochtig

1.00 leem, brokkelig, bruin, vochtig

1.50 leem, brokkelig, bruin, vochtig

2.00 leem, brokkelig, bruin, vochtig

2.50 leem, plastisch, bruin, sterk vochtig

3.00 leem, plastisch, bruin, sterk vochtig

3.50 leem, plastisch, bruin, sterk vochtig

4.00 leem, plastisch, bruin, sterk vochtig

4.50 leem, plastisch, bruin, sterk vochtig

5.00 leem, plastisch, bruin, sterk vochtig

5.50 leem, plastisch, zandhoudend (zf tot fijn), bruin, sterk vochtig/verzadigd

6.00 leem, plastisch, zandhoudend (zf tot fijn), bruin, sterk vochtig/verzadigd

6.60 leem, plastisch, zandhoudend (zf tot fijn), schiste, bruin, sterk vochtig/verzadigd

Project: Project nr: Hoogte maaiveld T.A.W.:

Boorplaats: Boring nr: Datum:

Beschrijving grondsoort

Boorstaat Lambert coördinaten X: Y:

O ng er oe rd M on st er

G ro nd w at er m

-M v)

Pe il bu is co ns tr uc ti e

D ie pt e

(m -M v)

Pr of ie l

G re ns m -M v)

G eo lo gi sc he en /o f or ga no le pt is ch e w aa rn em in ge n

ORDVV2100073

+54.23 mTPF Engineering Chiévres

ORDVV2100073

B3+P3 15-01-2021

0.50 leem, brokkelig, bruin, vochtig

1.00 leem, brokkelig, bruin, vochtig

1.30 leem, brokkelig, bruin, vochtig

1.60 leem, brokkelig, bruin, vochtig

2.00 leem, plastisch, bruin, vochtig

2.50 leem, plastisch, bruin, vochtig

3.00 leem, plastisch, bruin, vochtig

3.50 leem, plastisch, bruin, vochtig

4.00 leem, plastisch, bruin, vochtig

4.50 leem, plastisch, bruin, vochtig

5.00 leem, plastisch, bruin, vochtig

5.50 leem, slap, zandhoudend (zf tot fijn), weinig schiste, bruin, verzadigd

6.00 zeer fijn tot fijn zand, sterk leemhoudend, bruin, verzadigd

6.50 zeer fijn tot fijn zand, leemlenzen, bruin, verzadigd

7.00 zeer fijn tot fijn zand, leemlenzen, bruin, verzadigd

7.50 zeer fijn tot fijn zand, leemlenzen, bruin, verzadigd

7.90 leem, slap, zandhoudend (zf tot fijn), schiste, bruin, verzadigd

Project: Project nr: Hoogte maaiveld T.A.W.:

Boorplaats: Boring nr: Datum:

Beschrijving grondsoort

Boorstaat Lambert coördinaten X: Y:

O ng er oe rd M on st er

G ro nd w at er m

-M v)

Pe il bu is co ns tr uc ti e

D ie pt e

(m -M v)

Pr of ie l

G re ns m -M v)

G eo lo gi sc he en /o f or ga no le pt is ch e w aa rn em in ge n

ORDVV2100073

+53.12 mTPF Engineering Chiévres

ORDVV2100073

B4+P4 15-01-2021

0.50 leem, brokkelig, bruin, vochtig

0.80 leem, brokkelig, bruin, vochtig

1.00 leem, brokkelig, bruin, vochtig

1.50 leem, brokkelig, donkerbruin, vochtig

2.00 leem, brokkelig, donkerbruin, vochtig

2.50 leem, brokkelig, weinig schiste, bruin, vochtig

3.00 leem, plastisch, lichtbruin, vochtig

3.50 leem, plastisch, lichtbruin, vochtig

4.00 leem, plastisch, lichtbruin, vochtig

4.50 leem, plastisch, lichtbruin, vochtig

5.00 leem, plastisch, schiste, lichtbruin, sterk vochtig

5.50 leem, plastisch, schiste, lichtbruin, sterk vochtig

6.00 leem, plastisch, schiste, lichtbruin, sterk vochtig

6.40 leem, plastisch, weinig schiste, lichtbruin, sterk vochtig

Project: Project nr: Hoogte maaiveld T.A.W.:

Boorplaats: Boring nr: Datum:

Beschrijving grondsoort

Boorstaat Lambert coördinaten X: Y:

O ng er oe rd M on st er

G ro nd w at er m

-M v)

Pe il bu is co ns tr uc ti e

D ie pt e

(m -M v)

Pr of ie l

G re ns m -M v)

G eo lo gi sc he en /o f or ga no le pt is ch e w aa rn em in ge n

ORDVV2100073

+52.95 mTPF Engineering Chiévres

ORDVV2100073

B5+P5 15-01-2021

0.50 leem, brokkelig, bruin, vochtig

0.70leem, brokkelig, bruin, vochtig

1.00 leem, plastisch, weinig schiste, bruin, sterk vochtig

1.50 leem, plastisch, weinig schiste, bruin, sterk vochtig

2.00 leem, plastisch, bruin tot grijs, sterk vochtig

2.50 leem, plastisch, lichtbruin, sterk vochtig

3.00 leem, plastisch, lichtbruin, sterk vochtig

3.50 leem, plastisch, lichtbruin, sterk vochtig

4.00 leem, plastisch, lichtbruin, sterk vochtig

4.50 leem, plastisch, weinig schiste, lichtbruin, sterk vochtig

5.00 leem, plastisch, weinig schiste, lichtbruin, sterk vochtig

5.50 leem, plastisch, weinig schiste, lichtbruin, sterk vochtig

6.00 leem, slap, schiste, lichtbruin, sterk vochtig/verzadigd

6.50 leem, slap, schiste, lichtbruin, sterk vochtig/verzadigd

7.00 leem, slap, schiste, lichtbruin, sterk vochtig/verzadigd

7.50 leem, slap, schiste, lichtbruin, sterk vochtig/verzadigd

8.00 leem, slap, schiste, lichtbruin, sterk vochtig/verzadigd

105B

112A 170B

95A

94D

+56,72 B1+P1

GRONDBORINGEN EN PEILBUIZEN

Chièvres - Chaussée de Mons - project Utility

ORDVV2100073/2

Bronvermelding: bevat overheidsinformatie verkregen onder de Gratis Open Data Licentie Vlaanderen v. 1.02

28A

33B

28A

28A

55A 43E

+53,74 B2+P2

+54,23 B3+P3

Bronvermelding: bevat overheidsinformatie verkregen onder de Gratis Open Data Licentie Vlaanderen v. 1.02

GRONDBORINGEN EN PEILBUIZEN

Chièvres - Chaussée de Mons - project Utility

68G

52H

Chaussée de Mons

52K

52F

47L

47K

45B

196A 199K

859M

200P 200L

201S

201R

201T 203A3

203F

203W2

203X2 203B3

+53,12 B4+P4

+52,95 B5+P5

Bronvermelding: bevat overheidsinformatie verkregen onder de Gratis Open Data Licentie Vlaanderen v. 1.02

GRONDBORINGEN EN PEILBUIZEN

Rue de Mons

Chaussée de Mons

B1+P1 B2+P2 B3+P3

B4+P4

B5+P5

Bronvermelding: bevat overheidsinformatie verkregen onder de Gratis Open Data Licentie Vlaanderen v. 1.02

GRONDBORINGEN EN PEILBUIZEN

Report Id : ORDVV2100073/1 pages. : 5 Page number: : 1 contact person : ir. Géraldine Welvaert telephone : 09/326 86 30 email : geraldine.welvaert@groupvanvooren.com location : Zelzate Date : January 27, 2021 your reference : -our reference : ORDVV2100073/1/gw email : bhu@tpf.be naw@tpf.be appendix : - tables and graphs CPT results

- plan

Subject : Test report soil investigation

Dear sir or madam, TPF Engineering NV

Enclosed you will find the results of soil investigation carried out in Chièvres.

Client : TPF Engineering nv

Construction site: Chièvres - Chaussée de Mons (Utility project)

Assignment carried out :

- 10 mechanical deep probes (*)

- interpretation of the probing results (*) these tests are Belac accredited

Date of execution : 15 and 18/01/21

ir. Géraldine Welvaert Kristof Van Vooren Technical responsible Permanent representative LRJ Van Vooren NV

Managing director

Page number: : 2

1. General information

The CPTs were carried out with a 200 kN CPT machine mounted on a tracked vehicle and in accordance with the international regulations NBN EN ISO 22476 “Geotechnical investigation and testing - Field testing - Part 12: Mechanical cone penetration test (CPTM)“, application class 5.

During the execution, the total penetration resistance (cone resistance + lateral friction resistance) and the cone resistance (using a jacket cone type M1: 10 cm² area and top angle 60°) were measured every 20 cm and recorded with a data acquisition system. The penetration speed of the cone was 2 cm/sec according to international regulations.

At the request of the client, an friction sleeve was used for the implementation of CPTs S2, S4, S8 and S9 (see information in tables and graphs).

The quantities measured during the execution are:

cone resistance qc [N/mm²] (with a measuring range of 100 N/mm²) total penetration resistance Qt [kN] measuring step: every 20 cm registration of qc and Qt probing speed: 2 ± 0.5 cm/s

The stop criteria of the CPTs performed can be found in the table below.

demanded Maximum Maximum Maximum force other test boring force point resistance inclination reached reason reached reached reached

(100 kN)

S1 x

S2 x

S3 x x

S4 x

S5 x x

S6 x

S7 x

S8 x

S9 x

S10 x

Page number: : 3

2. Place indication and height measurement

The locations where the CPTs were carried out are indicated on the enclosed plan.

The probe sites were measured topographically, yielding the altrimetric elevation in Z coordinate (TAW) (Tweede Algemene Waterpassing = Second general water elevation level measurement) and the X and Y coordinates referred to the Lambert-72 coordinate system.

probe X Y Z

[TAW]

S1 110932.78 141621,34 + 56,21

S2 110944.45 141616.37 + 56.41

S3 111012.40 141563.71 + 56.54

S4 111025.47 141 564.62 + 56.55

S5 111045.32 141567.68 + 56.79

S6 112940.07 141 565.53 + 53.74

S7 112935.84 141 562.05 + 53.90

S8 112938.35 141556.20 + 53.94

S9 113 122.92 141 719.60 + 52.95

S10 113 128.42 141 716.34 + 52.88

3. Results of the CPTs

The CPT results are displayed in a profile in function of the CPT length, for:

cone resistance [MPa] - z [m] total lateral frictional resistance Qst [kN] - z [m] total penetration resistance Qt [kN]

For further information, please refer to the book Grondmechanica - Deel 2b - Prof. dr. ir. W. Van Impe.

4. Ground water level

Immediately after conducting the CPTs, and more particularly after the CPT tubes had been pulled out, the water level below ground level was measured in the CPT holes. If the probe hole has closed before free water is detected, only this level can be recorded. The data concerning these water levels are stated in the header of the graphs and tables with the results of the CPTs. These values are purely indicative.

Page number: : 4

Interpretation of the CPT results

1. Characteristics of the soil derived from the results of the CPTs

For the calculation of these quantities, we refer to “Grondmechanica Deel 2b” by Prof. Dr. ir. W. Van Impe.

Safe values for the friction angles can be obtained from the measured cone resistances for the identified soil layers and ' are derived. These values can be found in the tables in the appendix.

In addition, a safe value can also be derived for the compression constant C of the identified soil layers. This is done using the formula:

qc c

2 pb containing: qc = measured cone resistance [N / mm²] pb = original grain pressure at the depth of the measured cone resistance [kN / m²]

The thus obtained values of the friction angles and ' and of the compression constant C can also be found in the tables in the appendix.

2. Useful load capacity

The choice and dimensioning of foundations require a check of the equilibrium load bearing capacity and the shape change load bearing capacity taking into account the correct loads.

It may be necessary to provide prior drainage for the excavation and application of the foundations. A check of the groundwater depth (which varies according to the seasons) at the time of the excavation is recommended.

1. The equilibrium load capacity

For the check of the equilibrium load-bearing capacity, the useful load-bearing capacity dn was calculated for information purposes for a continuous sole of 1.00 m width. This calculation was performed using the Prandtl- Buisman formula (neglecting the cohesion term and assuming the most adverse apparent friction angle to a depth of 1 x the width of the sole under the foundation) using a safety coefficient of s = 2.

The results of this calculation are shown in the tables in the appendix. These values are only valid for the sole considered and provided that the existing ground level is maintained. These values must be recalculated for large excavations or ground movements. They are not valid for stirred layers.

2. The shape change load capacity

In addition, a settlement check is also required to determine the allowable stress with which both equilibria are satisfied.

As an example, in the following tables, settlement calculations were carried out with the possible use of square and continuous soles for different application depths and a water depth of 1 m below ground level.

Page number: : 5

3. Any recommendations and / or advice regarding possible foundation methods

The purpose of this memorandum is to provide some recommendations and / or advice regarding possible foundation methods.

However, the final designs, the stability studies to be carried out and the concepts and dimensions of the foundations to be used must, however, be elaborated on the basis of the complete design data of the various construction parts. To this end, some considerations are made below which may contribute to making those designs.

The assignment asked to provide settlement calculations for a general foundation slab measuring 10 m by 10 m with a 20 to 120 kN / m² load.

Here the case is calculated for a reinforced general foundation slab at ground level (after replacement of all agitated layers and provided it is provided with a reinforced frost beach), which is sufficiently rigid to realize a redistribution of the soil pressure under the slab and the settlement differences to permissible values flatten (maximum about 5.0 cm).

With a general foundation plate (of 10 m by 10 m), the following calculated settlements are obtained at ground level, at:

Location 1: water treatment building (S1-S2) a foundation pressure 40 kPa: 3.8 / 1.0 cm a foundation pressure 50 kPa: 4.4 / 1.2 cm a foundation pressure 60 kPa: 4.9 / 1.3 cm

Location 2: pump house with 2 above-ground water reservoirs (S3-S4-S5) a foundation pressure 40 kPa: 3.2 / 3.5 / 3.3 cm a foundation pressure 50 kPa: 3.7 / 4.1 / 3.8 cm a foundation pressure 60 kPa: 4.2 / 4.5 / 4.3 cm a foundation pressure 70 kPa: 4.6 / 5.0 / 4.7 cm a foundation pressure 80 kPa: 4.9 / 5.4 / 5.1 cm a foundation pressure 90 kPa: 5.3 / 5.8 / 5.4 cm a foundation pressure 100 kPa: 5.6 / 6.1 / 5.7 cm a foundation pressure 110 kPa: 5.9 / 6.4 / 6.0 cm a foundation pressure 120 kPa: 6.1 / 6.7 / 6.3 cm

Location 3: underground waste water reservoir “WET WELL” (S6-S7-S8) a foundation pressure 20 kPa: 2.3 / 3.0 / 4.7 cm a foundation pressure 30 kPa: 3.2 / 4.2 / 6.6 cm a foundation pressure 40 kPa: 4.0 / 5.3 / 8.4 cm

Location 4: water treatment building (S9-S10) a foundation pressure 40 kPa: 7.3 / 5.6 cm a foundation pressure 50 kPa: 8.8 / 6.6 cm a foundation pressure 60 kPa: 10.2 / 7.5 cm cm² cm² cm²

Datum :

Conusnr. :

Projectnr. :

Sondeernr.:

Test volgens NBN EN ISO 22476-1

Project :

Locatie :

TPF Engineering

Chièvres

18/01/2021

A10CT.M14396

2100073 S1 1/2

Conusweerstand (qc) in MPa

Totale wrijvingsweerstand (Qst) in kN

D ie p te i n m t e n o p z ic h te v a n r e fe re n ti e n iv e a u

T A

W

+57

+56

+55

+54

+53

+52

+51

+50

+49

+48

+47

+46

+45

+44

+43

+42

+41

+40

+39

+38

+37

+36

+35

+34

+33

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

10 20 30 40 50 60 70

.4

M.V. : 56,21 m TAW

Ingestort op 4.70 m diepte

Datum :

Conusnr. :

Projectnr. :

Sondeernr.:

Test volgens NBN EN ISO 22476-1

Project :

Locatie :

TPF Engineering

Chièvres

18/01/2021

A10CT.M14396

2100073 S1 2/2

Total force mech (Qt) in kN D ie p te i n m t e n o p z ic h te v a n r e fe re n ti e n iv e a u

T A

W

+57

+56

+55

+54

+53

+52

+51

+50

+49

+48

+47

+46

+45

+44

+43

+42

+41

+40

+39

+38

+37

+36

+35

+34

+33

5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

.4

M.V. : 56,21 m TAW

Ingestort op 4.70 m diepte cm² cm²

Datum :

Conusnr. :

Projectnr. :

Sondeernr.:

Test volgens NBN EN ISO 22476-1

Project :

Locatie :

TPF Engineering

Chièvres

18/01/2021

A10CT.M14396

2100073 S2 1/2

Conusweerstand (qc) in MPa

Totale wrijvingsweerstand (Qst) in kN

D ie p te i n m t e n o p z ic h te v a n r e fe re n ti e n iv e a u

T A

W

+57

+56

+55

+54

+53

+52

+51

+50

+49

+48

+47

+46

+45

+44

+43

+42

+41

+40

+39

+38

+37

+36

+35

+34

+33

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

10 20 30 40 50 60 70

.4

M.V. : 56,41 m TAW

Met kleefvanger

Ingestort op 1.30 m diepte

Datum :

Conusnr. :

Projectnr. :

Sondeernr.:

Test volgens NBN EN ISO 22476-1

Project :

Locatie :

TPF Engineering

Chièvres

18/01/2021

A10CT.M14396

2100073 S2 2/2

Total force mech (Qt) in kN D ie p te i n m t e n o p z ic h te v a n r e fe re n ti e n iv e a u

T A

W

+57

+56

+55

+54

+53

+52

+51

+50

+49

+48

+47

+46

+45

+44

+43

+42

+41

+40

+39

+38

+37

+36

+35

+34

+33

5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

.4

M.V. : 56,41 m TAW

Ingestort op 1.30 m diepte cm² cm²

Datum :

Conusnr. :

Projectnr. :

Sondeernr.:

Test volgens NBN EN ISO 22476-1

Project :

Locatie :

TPF Engineering

Chièvres

18/01/2021

A10CT.M14396

2100073 S3 1/2

Conusweerstand (qc) in MPa

Totale wrijvingsweerstand (Qst) in kN

D ie p te i n m t e n o p z ic h te v a n r e fe re n ti e n iv e a u

T A

W

+57

+56

+55

+54

+53

+52

+51

+50

+49

+48

+47

+46

+45

+44

+43

+42

+41

+40

+39

+38

+37

+36

+35

+34

+33

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

10 20 30 40 50 60 70

.4

M.V. : 56,54 m TAW

Ingestort op 4.30 m diepte

Datum :

Conusnr. :

Projectnr. :

Sondeernr.:

Test volgens NBN EN ISO 22476-1

Project :

Locatie :

TPF Engineering

Chièvres

18/01/2021

A10CT.M14396

2100073 S3 2/2

Total force mech (Qt) in kN D ie p te i n m t e n o p z ic h te v a n r e fe re n ti e n iv e a u

T A

W

+57

+56

+55

+54

+53

+52

+51

+50

+49

+48

+47

+46

+45

+44

+43

+42

+41

+40

+39

+38

+37

+36

+35

+34

+33

5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

.4

M.V. : 56,54 m TAW

Ingestort op 4.30 m diepte cm² cm²

Datum :

Conusnr. :

Projectnr. :

Sondeernr.:

Test volgens NBN EN ISO 22476-1

Project :

Locatie :

TPF Engineering

Chièvres

18/01/2021

A10CT.M14396

2100073 S4 1/2

Conusweerstand (qc) in MPa

Totale wrijvingsweerstand (Qst) in kN

D ie p te i n m t e n o p z ic h te v a n r e fe re n ti e n iv e a u

T A

W

+57

+56

+55

+54

+53

+52

+51

+50

+49

+48

+47

+46

+45

+44

+43

+42

+41

+40

+39

+38

+37

+36

+35

+34

+33

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

10 20 30 40 50 60 70

.4

M.V. : 56,55 m TAW

Ingestort op 3.90 m diepte

Datum :

Conusnr. :

Projectnr. :

Sondeernr.:

Test volgens NBN EN ISO 22476-1

Project :

Locatie :

TPF Engineering

Chièvres

18/01/2021

A10CT.M14396

2100073 S4 2/2

Total force mech (Qt) in kN D ie p te i n m t e n o p z ic h te v a n r e fe re n ti e n iv e a u

T A

W

+57

+56

+55

+54

+53

+52

+51

+50

+49

+48

+47

+46

+45

+44

+43

+42

+41

+40

+39

+38

+37

+36

+35

+34

+33

5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

.4

M.V. : 56,55 m TAW cm² cm²

Datum :

Conusnr. :

Projectnr. :

Sondeernr.:

Test volgens NBN EN ISO 22476-1

Project :

Locatie :

TPF Engineering

Chièvres

18/01/2021

A10CT.M14396

2100073 S5 1/2

Conusweerstand (qc) in MPa

Totale wrijvingsweerstand (Qst) in kN

D ie p te i n m t e n o p z ic h te v a n r e fe re n ti e n iv e a u

T A

W

+57

+56

+55

+54

+53

+52

+51

+50

+49

+48

+47

+46

+45

+44

+43

+42

+41

+40

+39

+38

+37

+36

+35

+34

+33

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

10 20 30 40 50 60 70

.4

M.V. : 56,79 m TAW

Datum :

Conusnr. :

Projectnr. :

Sondeernr.:

Test volgens NBN EN ISO 22476-1

Project :

Locatie :

TPF Engineering

Chièvres

18/01/2021

A10CT.M14396

2100073 S5 2/2

Total force mech (Qt) in kN D ie p te i n m t e n o p z ic h te v a n r e fe re n ti e n iv e a u

T A

W

+57

+56

+55

+54

+53

+52

+51

+50

+49

+48

+47

+46

+45

+44

+43

+42

+41

+40

+39

+38

+37

+36

+35

+34

+33

5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

.4

M.V. : 56,79 m TAW cm² cm²

Datum :

Conusnr. :

Projectnr. :

Sondeernr.:

Test volgens NBN EN ISO 22476-1

Project :

Locatie :

TPF Engineering

Chièvres

15/01/2021

A10CT.M14396

2100073 S6 1/2

Conusweerstand (qc) in MPa

Totale wrijvingsweerstand (Qst) in kN

D ie p te i n m t e n o p z ic h te v a n r e fe re n ti e n iv e a u

T A

W

+54

+53

+52

+51

+50

+49

+48

+47

+46

+45

+44

+43

+42

+41

+40

+39

+38

+37

+36

+35

+34

+33

+32

+31

+30

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

10 20 30 40 50 60 70

.4

M.V. : 53,74 m TAW

Datum :

Conusnr. :

Projectnr. :

Sondeernr.:

Test volgens NBN EN ISO 22476-1

Project :

Locatie :

TPF Engineering

Chièvres

15/01/2021

A10CT.M14396

2100073 S6 2/2

Total force mech (Qt) in kN D ie p te i n m t e n o p z ic h te v a n r e fe re n ti e n iv e a u

T A

W

+54

+53

+52

+51

+50

+49

+48

+47

+46

+45

+44

+43

+42

+41

+40

+39

+38

+37

+36

+35

+34

+33

+32

+31

+30

5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

.4

M.V. : 53,74 m TAW cm² cm²

Datum :

Conusnr. :

Projectnr. :

Sondeernr.:

Test volgens NBN EN ISO 22476-1

Project :

Locatie :

TPF Engineering

Chièvres

15/01/2021

A10CT.M14396

2100073 S7 1/2

Conusweerstand (qc) in MPa

Totale wrijvingsweerstand (Qst) in kN

D ie p te i n m t e n o p z ic h te v a n r e fe re n ti e n iv e a u

T A

W

+54

+53

+52

+51

+50

+49

+48

+47

+46

+45

+44

+43

+42

+41

+40

+39

+38

+37

+36

+35

+34

+33

+32

+31

+30

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

10 20 30 40 50 60 70

.4

M.V. : 53,90 m TAW

Datum :

Conusnr. :

Projectnr. :

Sondeernr.:

Test volgens NBN EN ISO 22476-1

Project :

Locatie :

TPF Engineering

Chièvres

15/01/2021

A10CT.M14396

2100073 S7 2/2

Total force mech (Qt) in kN D ie p te i n m t e n o p z ic h te v a n r e fe re n ti e n iv e a u

T A

W

+54

+53

+52

+51

+50

+49

+48

+47

+46

+45

+44

+43

+42

+41

+40

+39

+38

+37

+36

+35

+34

+33

+32

+31

+30

5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

.4

M.V. : 53,90 m TAW cm² cm²

Datum :

Conusnr. :

Projectnr. :

Sondeernr.:

Test volgens NBN EN ISO 22476-1

Project :

Locatie :

TPF Engineering

Chièvres

15/01/2021

A10CT.M14396

2100073 S8 1/2

Conusweerstand (qc) in MPa

Totale wrijvingsweerstand (Qst) in kN

D ie p te i n m t e n o p z ic h te v a n r e fe re n ti e n iv e a u

T A

W

+54

+53

+52

+51

+50

+49

+48

+47

+46

+45

+44

+43

+42

+41

+40

+39

+38

+37

+36

+35

+34

+33

+32

+31

+30

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

10 20 30 40 50 60 70

.4

M.V. : 53,94 m TAW

Datum :

Conusnr. :

Projectnr. :

Sondeernr.:

Test volgens NBN EN ISO 22476-1

Project :

Locatie :

TPF Engineering

Chièvres

15/01/2021

A10CT.M14396

2100073 S8 2/2

Total force mech (Qt) in kN D ie p te i n m t e n o p z ic h te v a n r e fe re n ti e n iv e a u

T A

W

+54

+53

+52

+51

+50

+49

+48

+47

+46

+45

+44

+43

+42

+41

+40

+39

+38

+37

+36

+35

+34

+33

+32

+31

+30

5 10 15 20 25 30 35 40 45 50 55 60 65 70 75

.4

M.V. : 53,94 m TAW cm² cm²

Datum :

Conusnr. :

Projectnr. :

Sondeernr.:

Test volgens NBN EN ISO 22476-1

Project :

Locatie :

TPF Engineering

Chièvres

15/01/2021

A10CT.M14396

2100073 S9 1/4

Conusweerstand (qc) in MPa

Totale wrijvingsweerstand (Qst) in kN

D ie p te i n m t e n o p z ic h te v a n r e fe re n ti e n iv e a u

T A

W

+53

+52

+51

+50

+49

+48

+47

+46

+45

+44

+43

+42

+41

+40

+39

+38

+37

+36

+35

+34

+33

+32

+31

+30

+29

2 4 6 8 10 12 14 16 18 20 22 24 26 28 30

10 20 30 40 50 60 70

.4

M.V. : 52,95 m TAW

Datum :

Conusnr. :

Projectnr. :

Sondeernr.:

Test volgens NBN EN ISO 22476-1

Project :

Locatie :

TPF Engineering

Chièvres

15/01/2021

A10CT.M14396

2100073…