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STFA Temel Aratrma ve Sondaj A..Reliability, Quality and Experience in Soil Investigations

SSTEM YAPI NAAT VE TCARET A..ISTANBUL TURCIA SUCURSALA BUCURESTI

DEVA WWTP GEOTECHNICAL INVESTIGATIONS

GEOTECHNICAL REPORT

Project No: 2008-04-038July 2008

Head Office: STFA Merkezi, Yeil Vadi Sok., No:1, Kat:8, 34744 Bostanc-STANBULPhone: +90 216 578 95 70 - Fax : +90 216 578 95 71

E mail : [email protected], web :www.stfa.com

Libya Branch: P.O.Box, 97271 Benghashir, Tripoli / LIBYAPhone & Fax: +218 22 630 016E mail: [email protected]


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STFA Temel Aratrma ve Sondaj A..

DEVA WWTP Report No : 2008-04-038Geotechnical Report Page 3 / 19

CONTENT

Page

1.0 INTRODUCTION 4

2.0 INVESTIGATIONS CARRIED OUT 4

2.1 Drilling 4

2.2 Sampling 5

2.3 In Situ Testing 6

2.3.1 Standard Penetration Test (SPT) 6

2.3.2. Permeability Test 6

2.4 Groundwater Observations 7

3.0 LABORATORY TESTS 7

4.0 SEISMOLOGY OF PROJECT SITE 9

5.0 SUMMARY AND CONCLUSIONS 11

REFERENCES 18

STANDARTS 19

LIST OF TABLES

TABLE 1: BOREHOLES DRILLED 5TABLE 2: PERMEABILITY TESTS PERFORMED 7TABLE 3: LABORATORY TESTS EXECUTED 8TABLE 4: PROPERTIES OF SOIL LAYERS ENCOUNTERED AT THE SITE 12

LIST OF PLATES

PLATE 1 : PROBABILISTIC ZONATION OF PEAK GROUND ACCELARATION DESIGN 10

PLATE 2 : CONTROL PERIOD OD DESIGN SPECTRA FOR ROMANIA 11

LIST OF APPENDICES

APPENDIX A: LEGEND USED IN THE BOREHOLE LOGS AND KEY SHEETAPPENDIX B: BOREHOLES LOCATION PLANAPPENDIX C: BOREHOLE LOGSAPPENDIX D: BOREHOLE LITHOLOGICAL SECTIONSAPPENDIX E: PERMEABILITY TEST RESULT

APPENDIX F: LABORATORY TEST RESULTSAPPENDIX G: CORE PHOTOGRAPHS


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1.0 INTRODUCTION

This work has been performed by STFA Temel Aratrma ve Sondaj A.. in an agreement signed

with Sistem Yap naat ve Ticaret A../Istanbul Turcia Sucursala Bucuresti on 01.03.2008 in

order to define the boundary of the different rock mass/soil units, stiffness and shear strength of

the units to be encountered at project site. The works of total including 14 nos boreholes started

on 29.05.2008andfinished dated on 19.06.2008.

The studies included drilling, laboratory testing, and permeability test results.

This report provides the factual account of fieldwork carried out and the data acquired, including

the results of field and laboratory tests, borehole logs, records core photographs and summary

and conclusions.

2.0 INVESTIGATIONS CARRIED OUT

2.1 Drilling

At the investigation area a total of 14 nos boreholes down to maximum of 30.0 m were executed

between 29.05.2008 and 19.06.2008.

The locations of boreholes have been denoted in borehole location maps given in Appendix B.

At the investigations rotary type of drilling methods were utilized, by using Acker Ace (2 nos.)

rotary rigs. In rock and/or soil rotary core drilling techniques were applied in accordance with BS

5930:1999 Site Investigations using water and/or mud flush circulation systems. Core barrels

were of non-rotating double tube T6 and T2 and size 101mm, 86mm with the use of diamond

and tungsten carbide bits. Casings having sizes of 5 (127mm o.d.), 4 (101.6mm o.d.) were also

used where soil conditions within the borehole necessitated their use.

Core runs were generally limited to 1.5m in order to improve the core recovery. Initial

descriptions and identification of core samples were made on site as soon as they were

recovered. Cores were then placed in wooden core boxes. The depths at the each core run were

recorded on the end markers.

The borehole logs are presented in Appendix C of this volume. Boreholes, field tests, and soil

descriptions were made in accordance with ASTM 2000, BS 5930: 1999 and rock descriptions


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were made in accordance with ISRM 1985. General locations of the boreholes are shown in

Appendix B. The borehole numbers, elevations, coordinates and depths are tabulated in Table 1.

TABLE 1

BOREHOLES DRILLED

CoordinatesNo

BoreholeNo

StartedDate

FinishedDate

FinalDepth

(m)

GroundLevel

(m) N E

1 S1 25.05.2008 26.05.2008 20.00 184.65 490 743.851 337 052.786

2 S2 30.05.2008 31.05.2008 15.00 183.45 490 800.479 336 958.139

3 S3 29.05.2008 30.05.2008 15.00 183.40 490 840.204 336 987.002

4 S4 03.06.2008 03.06.2008 15.00 184.37 490 642.733 337 064.775

5 S5 03.06.2008 03.06.2008 15.00 184.30 490 609.135 337 111.5546 S6 28.05.2008 28.05.2008 15.00 183.50 490 769.094 337 013.384

7 S7 27.05.2008 28.05.2008 15.00 184.65 490 757.650 337 029.099

8 S8 31.05.2008 02.06.2008 15.00 185.50 490 754.365 336 975.552

9 S9 25.05.2008 26.05.2008 15.10 183.20 490 757.650 337 010.280

10 S10 26.05.2008 27.05.2008 15.00 183.20 490 811.291 337 020. 451

11 S11 29.05.2008 30.05.2008 15.00 185.50 490 734.706 337 012.721

12 S12 31.05.2008 02.06.2008 15.30 184.00 490 752.434 336 926.293

13 S13 04.06.2008 04.06.2008 15.00 182.60 491 251.796 336 795.145

14 S14 19.06.2008 20.06.2008 30.00 184.05 490 740.181 337 069.345

2.2 Sampling

During drilling in soil, representative samples were taken at each SPT test in soil usually at about

1.5 m intervals. Samples recovered from the split spoon sampler were examined, placed in glass

jars, sealed and transported to STFA Temel Aratrma ve Sondaj A. laboratory and evre

Chemical laboratory for Chemical testing.

Disturbed samples were preserved in the labelled glass jars as representative samples. Thin

walled Shelby type samplers were used to recover undisturbed samples from cohesive soils. Both

ends of the Shelby tubes sealed with paraffin and transported to the laboratory for testing.

In the hard clay-silt and similar layers, where coring is possible and rock layers were both

collected via T2 type double tube core barrels. Cores were kept in labelled core boxes. Selected

soil cores were immediately wrapped with cling film and sealed by paraffin before transporting to

laboratory.

In soil and rock, the recovered core samples were stored in specially prepared core boxes. The

beginning and end of runs were marked on wooden partitions of the core boxes. Cores weredescribed in the field and TCR, RQD in accordance with the definitions given in ISRM 1985 and

BS 5930 (1999) and recorded on the borehole logs.


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2.3 In situ Tests

2.3.1 Standart Penetration Test (SPT)

Standard penetration tests were carried out which has an outer diameter of 50.8 mm, inner

diameter of 34.9mm, with a 63.5 kg hammer falling from 0.76 m height. Blow counts for each 15

cm penetration for a total 45 cm were recorded. Last two steps were summed to obtain SPT N

values, which are shown in borehole logs.

The results are recorded in borehole logs which are presented at appendix C.

2.3.2 Permeability Test

Variable head permeability test was performed in borehole S5 to measure in-situ permeability of

the soil layers.

Permeability test was carried out as rising head or falling head tests, on the basis of

BS:5930:(1999). The principle of this test is based upon the measurement of water levels in

different time intervals. The results are plotted on a graph of water level (H, meter) versus time

(t, minutes).

The following formulation was employed to calculate in-situ permeability k (m/s);

A H1

K =Loge

F (t2 t1) H2

where ;

K = permeability coefficient;

F = water intake factor;

H1 = variable head measured at time t1, after commencement of test;

H2= variable head measured at time t2, after commencement of test;

A = cross sectional area of borehole casing or stand pipe as appropriate.

For the constant head test, the following formulation is applied;


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qK =

F Hck = permeability coefficient;

q = rate of flow;

F = water intake factor;

Hc= constant head;

For the different type of arrangements, water intake factor is given in HVORLESV (1951). In

addition, the figures for most common arrangements are summarized in BS 5930: 1999.

Permeability test graphs are given in Appendix E, whereas test results (k, permeability coefficient)

for each borehole are summarized in Table 2.

TABLE 2

PERMEABILITY TEST PERFORMED

BOREHOLE

NO TEST NO

TEST DEPTH

INTERVALS(m)

TEST ZONE(m)

PERMEABILITY

k.(m/sec)

S5 1 4.50 -6.00 1.50 3.65E-05

2.4 Groundwater Observations

The groundwater levels are observed at the project site during investigations period and

groundwater levels were measured morning and evening time in the boreholes during the

investigations and final levels are presented in the borehole logs.

S5 borehole is drilled and inside this borehole 50 mm diamater PVC type plastic pipe is installed

in order to observe groundwater levels at project site.

3.0 LABORATORY TESTS

Laboratory tests were performed on selected and representative samples recovered during

drilling. The laboratory tests were performed in accordance with the ASTM Standards and the

British Standards. The test results are presented in Appendix F, and type and quantities of tests

performed on the samples recovered from boreholes are summarized in Table 3.


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Samples collected from the boreholes were classified and identified at the Soil Mechanics

Laboratory of STFA Temel Aratrma ve Sondaj A..

Physical tests, consisting of Water Content (wn), Atterberg Limits (wL, wP), Particle Size Analysis

(Sieve + Hydrometer Analysis), were performed on selected samples.

Mechanical Tests like; uniaxial and triaxial tests were performed on selected suitable samples.

Chemical tests are performed at evre Chemical laboratory.

Rock mechanics tests such as point load index tests are performed on selected core samples.

TABLE 3

LABORATORY TESTS EXECUTED

Description of Tests Standards Used

Total no. of

Tests

Completed

Determination of Moisture Content ASTM D 2216 98 24

Determination of Liquid Limit, Plastic Limit,

Plasticity Index

ASTM D 4318 98

20

Sieve Analysis ASTMD 422 63 49

Hydrometer Grading ASTMD 422 63 13

Specific Gravity ASTM D 854 3

Consolidation Test ASTM D 2435 3

Unit Weight ASTM D 4718 3

UCS on Soil ASTM D 2166 2

Triaxial Tests on Soil (UU) ASTM D 4767 2

Chemical Test on Soil/Rock Samples

(Total Sulphate, Chloride, pH and Organic

Content)

TS ISO 11048 (1996), TS EN

12457-4 SM 4500 CI-:C,TS

8332 ISO 10390 (1995),

ASTM-D2974-87

8

Chemical Tests on Groundwater Samples

(Total Sulphate, Chloride, pH and Organic

Content)

SM 4500 SO42-C/E, SM 4500

CI-:C/D, SM 4500 H+:B,TS

6288 EN ISO 8467 (1998)

1

Point Load Index

ASTM D 5731 95

ISRM 25

UCS on RockASTM D 2938 and ASTM D

314825


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4.0 SEISMOLOGY OF PROJECT SITE

Seismic Load is determined as presented in Plate 1. The following factors are considered for the

calculations;

Importance factor for the buildings

The coefficient depending on the seismic zone

Dynamic amplification factor

Importance factor for the buildings

The value of this factor ranges from 0.8 to 1.4 as explained below for each Class ;

Importance factor for the buildings equals 1.4 for Class 1




Class1 : Buildings of vital social importance whose functionaly during and immediately after

earthquake should be fully granted such as hospitals,fire stations and ambulance services.

Class 2 : Very important buildings requiring a limitation of damage, keeping in view its potential

consequences such as schools and churches.

Class 3 : Normal importance buildings (not falling into classes 1,2 or 4) such as residential

buildings and hotels.

Class 4 : Reduced importance buildings such as agrozootechnical structures of reduced

importance


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The coefficient depending on the seismic zone

This coefficient (ag) is 0.08 g for the Deva city according to Plate 1 showing probabilistic

zonation of peak ground acceleration for design.

Plate 1 : Probabilisitic Zonation of Peak Ground Acceleration Design for Romania

Dynamic amplification factor

This factor depends on the site spectral composition of the seismic motion and determined

according to the natural oscillation periods of the building and to the local seismic conditions,

characterized by the control periods. The value of control period for Deva city is 0.7 sec.

According to plate 2 showing Control Period of Design Spectra for Romania.


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Plate 2 : Control Period of Design Spectra for Romania.

5.0 SUMMARY and CONCLUSIONS

The soil profile at the site of Deva Wastewater Treatment Plant is overlain by soft and medium

dense layers. Sandstone, siltstone and claystone layers are encountered at rather shallow depths.

Ground water level is encountered at shallow depth at an average elevation of 182.24 m. It

would be necessary to make dewatering when excavating for foundations.

Properties of soil layers encountered at the site are summarized in Table 4.


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TABLE 4

Properties of soil layers encountered at the site

Borehole Soil Upperelevation

(m)

Thickness(m)

(N1)60 su(kPa) (0)

TCR(%)

RQD(%)

SCR(%)

M/G 184.65 2.30 - - - - - -

CL 187.35 1.20 3 20 - - - -

ML 181.15 1.50 5 - 25 - - -

SP 179.65 1.00 26 - 38 - - -

SW-SM 178.65 3.20 38 - 43 - - -

ML 175.45 2.25 38 - 43 - - -

SANDSTONE 173.20 5.95 - - - 87 51 52

S1

SANDSTONE 167.25 2.60 - - - 100 66 68

M/G 183.45 0.30 - - - - - -CL 183.15 2.20 5 35 - - - -

CL 180.95 1.30 2 15 - - - -

GW 179.65 1.70 >50 - >45 - - -

GP 177.95 2.00 20 - 35 - - -

SM 175.95 1.00 >50 - >45 - - -

S2

SANDSTONE 174.95 6.50 - - - 100 49 49

M/G 183.40 1.25 - - - - - -

CL 182.15 1.25 5 35 - - - -

CH 180.90 1.60 2 15 - - - -

GW 179.30 1.40 10 - 29 - - -

GP 177.90 1.90 41 - 44 - - -

SILTSTONE 176.00 5.20 - - - 73 27 35

S3

BRECCIA 170.80 2.40 - - - 77 52 55M/G 184.37 1.50 - - - - - -

CL 182.87 1.95 5 30 - - - -

SP-SM 180.92 0.35 - - - - - -

GP 180.57 3.70 29 - 39 - - -

SW-SM 176.87 1.00 45 - 45 - - -

SM 175.87 1.00 >50 - >45 - - -

SANDSTONE 174.87 1.05 - - - 80 27 40

S4

SANDSTONE 173.82 4.45 - - - 67 31 36

M/G 184.30 1.50 - - - - - -

CH 182.80 1.50 5 35 - - - -

CL 181.30 1.70 2 15 - - - -

GW 179.60 3.55 21 - 35 - - -

SM 176.05 1.25 50 - >45 - - -

SILTSTONE 174.80 2.25 - - - 67 19 24

S5

CLAYSTONE 172.55 3.25 - - - 84 42 48

M/G 183.50 1.00 - - - - - -

CL-ML 182.50 0.85 4 25 - - - -

SP-SM 181.65 1.15 - - - - - -

GW-GM 180.50 3.00 20 - 35 - - -

GW-GM 177.50 1.55 41 - 44 - - -

SM 175.95 1.70 >50 - >50 - - -

SILTSTONE 174.25 0.45 - - - 100 56 74

S6

SANDSTONE 173.80 5.30 - - - 88 48 55

M/G 184.65 2.00 - - - - - -

CL-ML 182.65 1.30 3 20 - - - -

SM 181.35 2.20 8 - 28 - - -

SP-SM 179.15 1.00 17 - 33 - - -

GW-GM 178.15 2.85 58 - >45 - - -

SM 175.30 0.95 >50 - >45 - - -

S7

SANDSTONE 174.35 4.70 - - - 78 42 56

S8 CL 185.50 1.50 5 33 - - - -


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GC-GM 184.00 1.50 18 - 34 - - -

SW-SM 182.50 6.00 37 - 42 - - -

GP 176.50 0.80 >50 - >45 - - -

SANDSTONE 175.70 2.40 >50 - >45 - - -

SANDSTONE 173.30 2.80 - - - 72 25 35

CL-ML 183.20 1.00 8 55 - - - -

CL-ML 182.20 1.50 4 25 - - - -

CL 180.70 1.50 3 20 - - - -

SM 179.20 1.50 5 - 25 - - -

GP 177.70 3.00 55 - >45 - - -

SM 174.70 1.50 >50 - >45 - - -

CH 173.20 0.95 53 >200 - - - -

S9

CLAYSTONE 172.25 4.15 - - - 81 50 52

CL-ML 183.20 1.00 8 50 - - - -

CL-ML 182.20 1.50 4 25 - - - -

SC 180.70 1.50 5 - 25 - - -

SM 179.20 1.00 14 - 32 - - -

SW-SM 178.20 2.30 >50 - >45 - - -

ML 175.90 0.45 >50 - >45 - - -

SANDSTONE 175.45 5.65 - - - 100 59 66

S10

SANDSTONE 169.80 1.60 - - - 100 40 47

M/G 185.50 2.50 - - - - - -

CH 183.00 1.30 6 40 - - - -

CL 181.70 2.50 12 80 - - - -

SP-SM 179.20 3.70 42 - 44 - - -

CLAYSTONE 175.50 1.50 >50 - >45

S11

SANDSTONE 174.00 3.50 - - - 63 46 49

CL 184.00 2.00 8 50 - - - -

CH 182.00 3.00 6 40 - - - -

GM 179.00 5.70 32 - 40 - - -

CLAYSTONE 173.30 2.80 - - - 100 17 43

S12

SANDSTONE 170.50 1.80 - - - 100 62 62

CL 182.60 1.50 7 47 - - - -

SC 181.10 0.80 2 13 - - - -

GC 180.30 1.15 5 - 25 - - -

GP 179.15 2.55 >50 - >45 - - -

GM 176.60 3.00 21 - 35 - - -

ML 173.60 3.00 >50 - >45 - - -

S13

SANDSTONE 170.60 3.00 - - - 74 42 44

M/G 184.05 1.10 - - - - - -

CH 182.95 1.90 7 45 - - - -

SM 181.05 1.50 4 - 24 - - -

GP 179.55 1.50 9 - 28 - - -

SW 178.05 1.20 25 - 37 - - -

GP 176.85 1.00 48 - >45 - - -

SM 175.85 1.30 >50 - >45 - - -

SILTSTONE 174.55 0.75 - - - - - -

SANDSTONE 173.85 4.35 - - - 80 39 38

SANDSTONE 169.50 1.95 - - - 100 63 77

SILTSTONE 167.55 0.35 - - - - - -

CLAYSTONE 167.20 4.50 - - - 98 57 65

S14

SANDSTONE 162.70 13.15 - - - 91 42 50


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A number of structures will be erected at the site. In the following paragraphs those structures,

their foundation elevations, boreholes determining the soil profile at that location are analysed

and recommendations are made.

Final Sedimentation Tank (11). Boreholes Nos.S2, S3. Foundation elevation is 175.95 m. In

borehole No.S2 foundations will be laid on very dense silty sand layer encountered at the level of

175.95 m. In borehole No.S3 foundations will be laid on siltstone layer. Allowable bearing

pressures for a maximum settlement of 25 mm are calculated for both borehole locations. At

borehole S2 location allowable bearing pressure is,

2

2

1 60

0.305 40 0.3058( ) ( ) 8*50 * 1.06

40a d

Bq N k

B

+ + = =

qa= 430 kPa

where kd

7.501 ( ) *0.33 1 ( ) *0.33 1.06

40.00d

Dk

B= + = + =

At borehole S3 location allowable bearing pressure is,

2

40 0.3058* 41* *1.06 35340

aq kPa+ = =

Activated Sludge Tank (8). Borehole No.12. Foundation elevation is given as 179.20 m.

Ground elevation is 183.20 m. Very weak layers of clay and sand are encountered at shallow

depths in that borehole. A reliable soil layer could be obtained at the elevation of 178.20m (5

meters below the foundation level). Hence it is recommended to remove the soil above the

ground water level and replace it with granular material and compact it layer by layer in

accordance with laboratory compaction test data, in order to reach the envisaged foundation

level.

For foundations laid at the elevation of 179.20 m allowable bearing pressure could be given as,

239.00 0.305

8*32 * *1.04 27039.00

aq kPa

+ = =

Liquefaction risk for a ground acceleration of 0.08g is also examined for that location. And the factor of

safety is found as F.S. = 3.76.


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Stabilized Sludge Gravity Thickeners (20). Borehole No.S9. Foundation elevation is 181.00 m.

Foundations will be placed on silty clay and sandy lean clay layers. In that case allowable bearing pressure

becomes,

qa= 5 su/ 2.5 = (5*25)/2.5 = 50 kPa.

If foundations are placed at the elevation of 179.20 m, allowable bearing pressure for a maximum

settlement of 25 mm becomes,

28.00 0.305

8*5* *1.17 508.00

aq kPa+

= =

If foundations are placed at the elevation of 177.70 m, allowable bearing pressure then becomes,

28.00 0.3058*55* ( ) *1.22 5788.00

aq kPa+

= =

There exists a loose layer of silty sand between the elevations of 179.20 m and 177.70 m at that location.

The risk of liquefaction is analysed for that layer and factor safety is found as F.S.=1.65.

Primary Sludge Gravity Thickeners (16). Borehole No.S6. Foundation elevation is 180.95 m.

Foundations will be placed on gravel layers. Gravel layers are in dense state and will carry foundation

pressures of 77 kPa. Allowable bearing pressure can be given as,

B0.7 = 200.7= 8.14 m.

Average SPT-N over that depth is N = 37 and the allowable bearing pressure for a maximum settlement of

25 mm becomes,

1.4 1.4

0.7 0.7

25* 25*37283

*1.7 20 *1.7a

Nq kPa

B= = =

Liquefaction risk for that location is also analysed for a ground acceleration of 0.08g and the

factor of safety is found as F.S. = 2.51.

Biogas Holders (27). Borehole No.S7. Foundation elevation is 184.50 m. Ground elevation atborehole No.S7 location is 184.65 m and soil profile is overlain by a made ground layer. It should

be necessary to remove the made ground layer before laying foundations. Excavated ground

should be replaced by a granular controlled fill. For a foundation base prepared by the described

method, allowable bearing pressure for a maximum settlement of 25 mm could be given as,

1.425*1389

6.00*1.7a

q kPa= =

Anaerobic Digester (14). Borehole No.S1. Foundation elevation is 178.35 m. Foundations will

be laid on dense sand layers. Allowable bearing pressure is calculated over an effective depth of

B0.7=7.500.7=4.10 m, and average SPT-N value of 38 as,


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1.425*38584

4.10*1.7a

q kPa= =

Grit and Grease Removal Chamber (3). Borehole No.S4. Foundation elevation is 182.35m.

Foundations will be placed at a level which is in the made ground layer. Allowable bearing

pressure of foundations on the clean clay layer below the made ground layers is,

qall= (5*su) / 2.5 = 60 kPa.

That value is smaller than the required allowable foundation pressure which is 100 kPa. Ground

water level is at the elevation of 182.97 m. And in order to increase the allowable bearing

pressure it would be necessary either to lower the foundation level to the elevation of 180.92 m

or to excavate at least 1.00 m of the lean clay layer and to replace it with controlled fill.

Coarse Screen and Inlet Pump Station (1), Screen Plant (2), Sanitary Pit (23). Borehole

No.S5. Foundations will be laid at the elevation of 176.00 m. on very dense silty sand layer.

Allowable bearing pressure is calculated as,

211.00 0.305

8*50 * *1.27 537 .11.00

aq kPa+

= =

Transformer Building (30). Borehole No.S11. Foundation level is 183.30 m. Foundations willbe placed on fat clay layer below the elevation of 183.00 m. Allowable bearing pressure of

foundations are calculated as,

qall= (5*su) / 2.5 = (85*40) / 2.5 = 80 kPa.

Consolidation settlement of the foundation soil will be,

s = 0.025 * 64 * 3.80 = 61 mm.

Sludge Dewatering Building (19). Borehole No.S10. Foundations are planned to be placed at

the elevation of 183.30 m. Ground elevation at the borehole location is 183.20 m and soil profile

is overlain by soft clay layers.

It is recommended to place the foundations at the elevation of 179.20 m. Allowable bearing

pressure at that level is,

210.00 0.305

8*14 * *11.8 14010.00

aq kPa

+ = =

Blower Building (9). Borehole No.S8. Foundations will be laid at the elevation of 179.20 m

on well graded dense sand layer. Allowable bearing pressure for a maximum of 25 mm

settlement is given as,


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212.00 0.305

8*37 * *1.14 355 .

12.00

aq kPa

+ = =

Respectfully submitted.


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REFERENCES

ASTM (2000) : Volume 04.08 Soil and Rock (I) D 420 D 4914.

BS 1377 (1990): British Standard Methods of Test For Soil for Civil Engineering Purposes, British

Standards Institution.

ISRM (1985) : International Journal of Rock Mechanics and Mining Sciences &

Geomechanics Abstracts.

Joseph E.Bowles (4th Edition) : Foundation Analysis and design

M.J.Tomlinson (Fourth edition) : Pile Design and Construction Practice

Ray E.Hant (1986) : Geotechnical Engineering Analysis Evaluation

O.E (2008) : Structural Desing Report for Craiova WasteWater Treatment Plant


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STANDARDS

ANNUAL BOOK OF ASTM STANDARDS 2000

BS 5930 (1999) :Code of Practice for Site Investigation,British Standards Institution.

BS 7430 (1991) :Code of Practise For Earthing

ASTM D 422-92 :Particle Size Analysis of Soil (Sieve AndHydrometer Analysis)

ASTM D 2216-92 :Laboratory Determination of Water (Moisture)Content of Soil and Rock.

ASTM D 2487-92 :Classification of Soils for Engineering Purposes

(Unified Soil Classification System).

ASTM D 2488-90 :Description and Identification of Soils(Visual -Manual Procedure)

ASTM D 4220-89 :Preserving and Transporting Soil Samples.

ASTM D 4318-84 :Liquid limit, Plastic limit and Plasticity Index of Soils

ASTM D 4767 :Triaxial Test (UU)

ASTM D 5731-95 :Point Load Index Test

ASTM D 2166 :Unconfined Compressive Strength of Cohesive Soil

BS 1377 (1990) :British Standard Methods of Test for Soil forCivil Engineering Purposes, British Standards Institution.


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DEVA WWTP Report No : 2008-04038Geotechnical Report Page 1 / 10

Son yazdrma 7/30/2008 5:57 PM


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Studiu Geo Deva