Attachment I Geotechnical Report.pdf

DEPARTMENT OF THE NAVY

NAVAL FACILITIES ENGINEERING COMMAND

ENGINEERING FIELD ACTIVITY, MEDITERRANEAN

NSA SOUDA BAY, CHANIA, CRETE, GREECE

ENGINEERING SERVICES IN SUPPORT OF P-131

COMMUNICATION CENTER

CONTRACT NUMBER: N33191-17-D-0800 N3319118F4241

FINAL

FACTUAL REPORT

OF GEOTECHNICAL

INVESTIGATION RESULTS

27 POLOGIORGI STREET CHANIA CRETE 73134 GREECE T +30 28210 51521/51522 F +30 28210 51523 e-mail: main@mmgroup.gr http:www.mmgroup.gr

FOR OFFICIAL USE ONLY 6 AUGUST 2018

PROJECT: P131 – ENGINEERING SERVICES IN SUPPORT OF P‐131 COMMUNICATION CENTER

U.S, NSA SOUDA BAY, CRETE

FACTUAL REPORT OF GEOTECHNICAL INVESTIGATION RESULTS

MM GROUP CONSULTING ENGINEERS

27 Pologiorgi Str. 73134 Chania, Crete Greece

Tel:28210 51521 Fax:28210 51523 Email: main@mmgroup.gr

‐i‐

TABLE OF CONTENTS

1. INTRODUCTION

1.1 DESIGN TEAM

1.2 SPECIFICATIONS ‐ REGULATIONS

2. GEOLOGICAL DATA

3. FIELD WORKS

3.1 GENERAL DATA

3.2 INVESTIGATIVE SAMPLING BOREHOLE DRILLING

3.3 FLUCTUATION OF GROUND WATER LEVEL IN THE BOREHOLES

4. FIELD TESTING

4.1 STANDARD PENETRATION TESTS

5. LABORATORY TESTING

5.1 GENERAL DATA

5.2 PRESENTATION OF LABORATORY TEST RESULTS

6. CONCLUSIONS

‐ii‐

LIST OF TABLES

TABLE 3‐1: DRILLING RIG

TABLE 3‐2: DRILLING EQUIPMENT

TABLE 3‐3: DATA OF BOREHOLES

TABLE 3‐5: DAILY PROGRESS OF WORKS – WATER LEVEL DEPTH INSIDE BOREHOLES

TABLE 4‐1: RESULTS OF STANDARD PENETRATION TEST

TABLE 4‐2: CHARACTERIZATION OF COHESIVE SOILS BASED ON SPT TESTS (TERZAGHI AND PECK, 1967) . 7 TABLE 4‐3: CHARACTERIZATION OF GRANULAR SOILS BASED ON SPT TESTS (BS: 5930 & TERZAGHI AND

PECK, 1967)

TABLE 5‐1: LABORATORY PROGRAM

TABLE 5‐2: LABORATORY RESULTS – SOIL PHYSICAL PROPERTIES

TABLE 5‐3: LABORATORY RESULTS – SOIL MECHANICAL PROPERTIES

TABLE 5‐4: LABORATORY RESULTS –ROCK MECHANICS

TABLE 5‐5: RESULTS OF SOIL CORROSIVITY TESTING

LIST OF FIGURES

FIGURE 1‐1: PROJECT AREA, COMMUNICATION CENTER BUILDING, NSA SOUDA BAY, CRETE

FIGURE 2‐1: GEOLOGICAL MAP OF GREECE, CHANIA SHEET (IGME, 1:50000)

APPENDICES

I. GENERAL LAYOUT – BOREHOLE LOCATIONS

II. SAMPLING BOREHOLES LOGS

III. SAMPLING BOREHOLES PHOTOS

IV. LABORATORY TESTS RESULTS

FACTUAL REPORT OF GEOTECHNICAL INVESTIGATION RESULTS

MM GROUP CONSULTING ENGINEERS

‐1‐

1. INTRODUCTION

The current Factual report covers the Presentation of the in‐situ (field) works and laboratory results of the proposed geotechnical investigation program, which was executed in order to satisfy the design aspects required for the construction of the new “Communication Centre Building (P‐131)”, at NSA Souda Bay in Crete.

The geotechnical investigations survey consisted of field works (drilling of boreholes and geophysical survey), in‐situ (SPT tests) and laboratory testing, taking into consideration the geological profile of the area and also the requirements of the project.

FIGURE 1‐1: PROJECT AREA, COMMUNICATION CENTER BUILDING, NSA SOUDA BAY, CRETE

PROJECT AREA

FACTUAL REPORT OF GEOTECHNICAL INVESTIGATION RESULTS

MM GROUP CONSULTING ENGINEERS

‐2‐

Specifically, the geotechnical investigations survey included the following:

Drilling of 3 sampling boreholes

Execution of NSPT Tests

The laboratory testing included the following:

Classification Tests (Sieve Analysis, Atteberg Limits)

Moisture Content Tests

Consolidation Tests

CBR Tests

Proctor Tests

Uniaxial Compressive Strength Tests (UCS) on rock samples

Soil Corrosivity Testing

1.1 DESIGN TEAM

The compilation of the Factual Report was carried out by K. Chatziantoniou, Civil Engineer NTUA, M.Sc.

1.2 SPECIFICATIONS ‐ REGULATIONS

The execution of works and Laboratory Testing are in accordance with the following National and International Specifications and Regulations:

ASTM D1557‐09: Laboratory Compaction Characteristics of Soil Using Modified Effort

ASTM D1586‐08a: Standard Test Method for Standard Penetration Test (SPT) and Split‐Barrel Sampling of Soils

ASTM D420‐98: Standard Guide to Site Characterization for Engineering Design and Construction Purposes

ASTM D1883‐07: Standard Test Method for CBR (California Bearing Ratio) of Laboratory‐Compacted Soils

ASTM D2487–06: Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D6951–03: Standard Test Method for Use of the Dynamic Cone Penetrometer in Shallow Pavement Applications

The Greek E102‐84 and E103‐84 (FEK/70/Β/ 8.2.85) «On site and laboratory rock mechanics tests specifications» respectively.

The Greek E105‐86 and E106‐86 (FEK/955/B/31.12.1986) «On site and laboratory soil mechanics tests Specifications» respectively.

FACTUAL REPORT OF GEOTECHNICAL INVESTIGATION RESULTS

MM GROUP CONSULTING ENGINEERS

‐3‐

2. GEOLOGICAL DATA

According to the Geological Map provided by the Greek Institute of Geology and Mineral Exploration (Chania Sheet, scale 1:50000) the geological formation encountered in the area of the project is mainly the limestones of Tripolis Zone (Triassic –Cretaceous Age).

The limestone is massive, of white‐grey to bluish color, microcrystalline, usually with rudist fragments and locally brecciated, dolomitized and strongly karstified in places.

Occasionally it includes lower parts of Jurassic to Triassic age, not proven though paleontologically. Deposits of terra rossa in karstic cavities are also encountered at the project area.

An extract of the aforementioned geological sheet, presenting approximately the design area, is given in the following figure 2.1.

FIGURE 2‐1: GEOLOGICAL MAP OF GREECE, CHANIA SHEET (IGME, 1:50000)

FACTUAL REPORT OF GEOTECHNICAL INVESTIGATION RESULTS

MM GROUP CONSULTING ENGINEERS

‐4‐

3. FIELD WORKS

3.1 GENERAL DATA

The in situ works, started on 19/06/2018 and ended on the 21/06/2018 and included the execution of 3 sampling boreholes up to a depth of max 8.00m. The total drilling length was 21.00m. The site equipment used for their completion is described in the following Tables.

The Project Manager of the site works was Mr. A. Basdekis, Geologist. Mr D.Zachariades, Drill rig Geologist had the responsibility for the organization and supervision of the site works. From the side of the supervisor present during the siteworks, were Mr. Manousos Troullakis Civ. Engineer, and Nikolaos Fragkalas, Rural and Surveying Engineer.

One drilling rig was occupied at worksite. The personnel consisted of one operator and one assistant. All works described above were fulfilled with a daily support of the workshop and the warehouse in EDAFOMICHANI S.A. facilities.

TABLE 3‐1: DRILLING RIG

DRILL

NUMBER

BRAND

TYPE OF

DRILLING

YEAR OF

PURCHASE

(SERIAL

NUMBER)

ENGINE

NUMBER

TYPE OF

ENGINE

POWER/ ROUNDS

PER MIN

(HP/RPM)

NOTES

1 LONG YEAR 38 L‐BY 00528 1996 146 42190510

174874

DEUTZ

F4L912

51/2200 (function)

On vehicle

MERCEDES 1719

licensed YXP 9072

TABLE 3‐2: DRILLING EQUIPMENT

DRILLING

NUMBER

DRILLING WATER PUMP OTHER EQUIPMENT

TYPE BRAND

SUPPLY

(LT/MIN)

PRESSURE

(ATM)

REMARKS

CASING DIAMETER

(EXT/INT)

DRILLING RODS

1 LONG YEAR 38 COMET

YA220 220 50 Mechanically operated

Φ153/125 Φ140/125 Φ117/104

Φ54

3.2 INVESTIGATIVE SAMPLING BOREHOLE DRILLING

The proposed geotechnical investigation program included the execution of three (3) to a depth of max 8.00m, in accordance to ASTM D1586. The total drilling length was 21.00 m.

The proceeding method and the initial diameter of drilling were selected as to ensure the successful completion of the borehole in the anticipated depth without technical problems. It should be mentioned that according to the contractual scope of works, if rock was encountered before 10 meters, then a minimum of 2 meters was drilled into the rock before termination of the boring.

The equipment used and the drilling technique was adapted to the nature of the subsoil, so as to achieve the higher possible rate of sampling without washing or causing disturbance of the sample. The drilling liquid was clean water, provided by the established water distribution system and transported on site by a water‐tank vehicle.

All samples were placed in special wooden boxes presenting the following data of their content:

FACTUAL REPORT OF GEOTECHNICAL INVESTIGATION RESULTS

MM GROUP CONSULTING ENGINEERS

‐5‐

Title of work and Borehole Code Number

Area name and Serial number of box

Upper and lower depth of sampling.

Samples description was correlated to the surface and subsurface geological information, as well as with the existing appearances of the formations in the wider region of works. At all rock samples the RQD (indicator of quality of rock), discontinuities, degree of fracture, strength and weathering were recorded as to be used in an appropriate rock classification system.

The following table 3.3 presents the basic data of the executed boreholes (coordinates and depth). The location of the boreholes is presented in the General Layout Drawing (Appendix I) and the relevant borehole logs and photos are attached in Appendices II and III respectively.

TABLE 3‐3: DATA OF BOREHOLES

BOREHOLE

INVESTIGATION

DEPTH

(m)

COORDINATES GROUND ALTITUDE Ζ

(ABSOLUTE ‐M)

DATES

Χ Υ START END

B1 6.30 514333.074 3931878.116 +138.97 19/06/2018 19/06/2018

B2 6.70 514350.746 3931883.708 +139.19 20/06/2018 20/06/2018

B3 8.00 514364.877 3931909.582 +139.02 21/06/2018 21/06/2018

(*COORDINATES ACCORDING TO THE GREEK GEODETIC REFERENCE SYSTEM 1987)

All boring holes after the end of drilling were filled with grout.

Upon the end of site works, all samples placed in wooden containers were transported EDAFOMICHANIKI S.A. facilities. The samples were unwrapped, photographed and described in detail, and the lab samples were selected according to the Proposed Program of Laboratory Tests by the Design Engineer. The samples were introduced to the labs of EDAFOMICHANIKI S.A for testing purposes.

3.3 FLUCTUATION OF GROUND WATER LEVEL IN THE BOREHOLES

During site works, measurement and logging of ground water level inside each borehole at a daily basis, during morning (before the beginning of works) and evening (after the end of works) took place and it was reported in the daily works report sheet.

These measurements are influenced by the water used for the needs of drilling and they are not representative of the real level of ground water. Despite this fact and for reasons of better comprehension of the present study, in the following Table the daily progress of work, the depth of casing, the type of casing, the daily and evening levels of ground water in each borehole during drilling, as well as auxiliary information with regard to the losses of returning waters are given, with the intention of completing as much as possible the picture of the real situation of ground water level.

FACTUAL REPORT OF GEOTECHNICAL INVESTIGATION RESULTS

MM GROUP CONSULTING ENGINEERS

‐6‐

TABLE 3‐4: DAILY PROGRESS OF WORKS – WATER LEVEL DEPTH INSIDE BOREHOLES

B O R

EH

O

LE

D A

TE

R

IL

LI

N G D

EP

TH

m

CASING

DEPTH

CASING TYPE

WATER LEVEL DEPTH ‐

RELATIVE (m)

REMARKS

(m) MORNING EVENING

B1 19/06/18 6.30 0.00 2.00 Φ 140 --- Dry At depth of 2.00m, total (100%) loss of returning water.

B2 20/06/18 6.70 0.00 0.80 Φ 140 --- 2.65 From the depth of 1.00-6.70m 50% loss of returning water.

B3 21/06/18 8.00 0.00 2.50 Φ 140 --- 6.00 From the depth of 5.00m total (100%) loss of returning water.

‐‐‐ : Start of drilling

4. FIELD TESTING

4.1 STANDARD PENETRATION TESTS

Standard Penetration Tests were performed, according to the standard method of SPT (see Specification E106‐86, chap.8). The apparatus used and the procedure of the test are in accordance with the “International Standards for SPT test ‐ ASTM D1586‐08a".

During this test, the standard sampler (Terzaghi) was thrown from a specific height to penetrate the soil for 15cm and the number of blows needed for this penetration was counted three times consecutively. From these measurements the sum of the two last ones gives the number of blows N. In case a penetration is smaller than 15 cm after 50 blows, the test is terminated with denial in penetration.

The results of those tests have been plotted parallel to the cross section (log) of each borehole in order to show the correlation of the type of soil to the number of blows (see Appendix II ‐ Borehole logs). The following table shows the number of blows counted during SPT tests.

It should be noted that although the proposed geotechnical investigation program included the execution of 1 SPT tests per sampling borehole, this was not possible, considering the small thickness of the superficial soil mantle at the locations of the boreholes.

TABLE 4‐1: RESULTS OF STANDARD PENETRATION TEST

BOREHOLE DEPTH (M) BLOWS/ 15 CM

PENETRATION

ΝSPT CHARACTERIZATION FORMATION DESCRIPTION

B1 1.50‐1.84 7‐14‐36/4 REF. Very dense Clayey Gravel with sand

B2 0.80‐0.90 50/7‐50/3 REF. Very dense Clayey Gravel with sand

B3 0.60‐1.05 11‐14‐15 29 Medium Clayey Sand with Gravels

2.50‐2.95 14‐22‐27 49 Hard Fat Clay

REF.: Refusal to penetration

The characterization of both cohesive and granular soils is in accordance to Terzaghi and Peck (1967) and ΒS: 5930 classifications and the following tables:

FACTUAL REPORT OF GEOTECHNICAL INVESTIGATION RESULTS

MM GROUP CONSULTING ENGINEERS

‐7‐

TABLE 4‐2: CHARACTERIZATION OF COHESIVE SOILS BASED ON SPT TESTS (TERZAGHI AND PECK, 1967)

ΝSPT SOIL CHARACTERIZATION

<2 Very soft

2 – 4 Soft

4 – 8 Firm

8 – 15 Stiff

15 – 30 Very stiff

>30 Hard

TABLE 4‐3: CHARACTERIZATION OF GRANULAR SOILS BASED ON SPT TESTS (BS: 5930 & TERZAGHI AND

PECK, 1967)

ΝSPT SOIL CHARACTERIZATION

0‐4 Very loose

4 – 10 Loose

10 – 30 Medium

30 – 50 Dense

>50 Very dense

5. LABORATORY TESTING

5.1 GENERAL DATA

The laboratory testing included the following:

TABLE 5‐1: LABORATORY PROGRAM

LABORATORY TEST ASTM QUANTITY

Moisture Content (including Dry Density) D 2216 4

Atterberg Limits D 4318 4

Consolidation Test (if necessary by design) D 2435 1

Sieve Analysis of Fine & Course Aggregate C 136 4

Sieve Analysis (Material passing #200 only) D 1140 2

Moisture‐ Density Relations (Lab compaction Curve) D1557 2

California Bearing Ratio (CBR) Test D 1883 2

Expansion Index D 4829 1

Unconfined Compression Test D 2166 1

Rock Compressive Strength D7012 4

Soil Corrosivity Testing: ph, sulphates, chlorides, resistivity 1

5.2 PRESENTATION OF LABORATORY TEST RESULTS

The laboratory results are summarized over the following recapitulative tables. The laboratory outputs are attached in the relevant Appendix IV of the present report.

FACTUAL REPORT OF GEOTECHNICAL INVESTIGATION RESULTS

MM GROUP CONSULTING ENGINEERS

‐8‐

TABLE 5‐2: LABORATORY RESULTS – SOIL PHYSICAL PROPERTIES

FACTUAL REPORT OF GEOTECHNICAL INVESTIGATION RESULTS

MM GROUP CONSULTING ENGINEERS

‐9‐

TABLE 5‐3: LABORATORY RESULTS – SOIL MECHANICAL PROPERTIES

FACTUAL REPORT OF GEOTECHNICAL INVESTIGATION RESULTS

MM GROUP CONSULTING ENGINEERS

‐10‐

TABLE 5‐4: LABORATORY RESULTS –ROCK MECHANICS

FACTUAL REPORT OF GEOTECHNICAL INVESTIGATION RESULTS

MM GROUP CONSULTING ENGINEERS

‐11‐

TABLE 5‐5: RESULTS OF SOIL CORROSIVITY TESTING

6. CONCLUSIONS

The current Factual report covers the Presentation of the in‐situ (field) works and laboratory results of the proposed geotechnical investigation program, which was executed in order to satisfy the design aspects required for the construction of the new “Communication Centre Building (P‐131)”, at NSA Souda Bay in Crete.

Specifically, the geotechnical investigations survey included the following:

Drilling of 3 sampling boreholes up to a depth of max 8,00m. The total drilling length was 21.00 m.

Execution of NSPT Tests

The laboratory testing included the following:

Classification Tests (Sieve Analysis, Atteberg Limits)

Moisture Content Tests

Consolidation Tests

CBR Tests

Proctor Tests

Uniaxial Compressive Strength Tests (UCS) on rock samples

Soil Corrosivity Testing

The evaluation of drilling and laboratory results as well as the foundation recommendations for the new building is included in a separate report.

Appendix I

GENERAL LAYOUT ‐ BOREHOLE LOCATIONS

P131 - COMMUNICATION CENTRE

NSA, SOUDA BAY, CRETE

GENERAL LAYOUT - BOREHOLE'S LOCATIONS

SCALE 1:750

Appendix II

SAMPLING BOREHOLES PHOTOS

FACTUAL REPORT OF GEOTECHNICAL INVESTIGATION RESULTS – APPENDIX II

Pologiorgi Str. 27, 73134, Chania, Crete, Greece

Τel: 28210 51521 Fax: 28210 51523, E‐mail: main@mmgroup.gr II‐1

PHOTOGRAPH 1: LOCATION OF BOREHOLE B1

PHOTOGRAPH 2: DRILLING RESULTS OF BOREHOLE B1, DEPTH: 0.00m‐3.45m

Τel: 28210 51521 Fax: 28210 51523, E‐mail: main@mmgroup.gr II‐2

PHOTOGRAPH 3: DRILLING RESULTS OF BOREHOLE B1, DEPTH: 3.45m‐6.30m

PHOTOGRAPH 4: FILLING OF B1 DRILLING HOLE

Τel: 28210 51521 Fax: 28210 51523, E‐mail: main@mmgroup.gr II‐3

PHOTOGRAPH 5: LOCATION OF BOREHOLE B2

PHOTOGRAPH 6: DRILLING RESULTS OF BOREHOLE B2, DEPTH: 0.00m‐3.20m

Τel: 28210 51521 Fax: 28210 51523, E‐mail: main@mmgroup.gr II‐4

PHOTOGRAPH 7: DRILLING RESULTS OF BOREHOLE B2, DEPTH: 3.20m‐6.70m

PHOTOGRAPH 8: FILLING OF B2 DRILLING HOLE

Τel: 28210 51521 Fax: 28210 51523, E‐mail: main@mmgroup.gr II‐5

PHOTOGRAPH 9: LOCATION OF BOREHOLE B3

PHOTOGRAPH 10: DRILLING RESULTS OF BOREHOLE B3, DEPTH: 0.00m‐3.80m

Τel: 28210 51521 Fax: 28210 51523, E‐mail: main@mmgroup.gr II‐6

PHOTOGRAPH 11: DRILLING RESULTS OF BOREHOLE B3, DEPTH: 3.80m‐7.20m

PHOTOGRAPH 12: FILLING OF B3 DRILLING HOLE

Appendix III

SAMPLING BOREHOLES LOGS

UU: Unconsolidated Undrained

CU: Consolidated Undrained

CD: Consolidated Drained

RD: Rock Discontinuity

UU: Unconsolidated Undrained

CD: Consolidated Drained

GRAIN SIZE

ANALYSIS

ATTERBERG

Deg Deg DegkPa kPa kPa

T y p e φp φ

Ir re g u la r (I

MPa φ'ccp c'

C u tt in g b it

MPaMPa MPa MPa

T y p e φres

S tr e n g th

S tr a in

E

P o is s o n r a ti o ν

A x ia l (A

SCALE

D ia m e tr ic D

C c Cv

Deg o

Permeability cleavage (cle)

Foliation (Fo)

(m²/y)

V o id R a ti o e

P o ro s it y

UNCONFINED

COMPRESSION

SHEAR

TESTS

D e n s it y

% gr/cm³kN/m³

S ilt

Triaxial Tests

TCR RQD

D e p th FORMATION DESCRIPTION m return

E v e n in g

W a te r le v e l

C a s in g σ=800σ=400

LIMITS

σ=200σ=100σ=50

S a m p le

Flash

Data per DiveWater levels

M o rn in g

S y m b o l

D e p th

D e p th m m

I II II

I

IV V V

I

D is c o n ti n u it ie s g ro u p

D ip

T y p e

N u m b e r o f

UNC: Unconfined Compression

WEATHERING DISCONTINUITIES

kN/m³

(m²/y) (m²/y) (m²/y) (m²/y) kPa kPa kPa kPa

IN-SITU TESTS

(MPa)

PERMEABILITY LEGEND

imp: Impermeable formation brok: Rock breakage

(MPa) (MPa) (MPa)

Shear Tests m/sec

C o n s ta n t h e a d

V a ri a b le h e a d

Standard Penetration tlos: Total water loss

Tests

% % % %d is c o n ti n u it ie s

SPT

Contractor:

Client:

Project:

C o n te n t

EDAFOMICHANIKI S.A.

SPECIALIZED GEOTECHNICAL & GEOLOGICAL CONSULTANTS

EMM. PAPADAKI 19, 141 21, Ν. IRAKLIO, ATHENS

S a m p le r

MM GROUP CONSULTING ENGINEERING LTD

Execution of the proposed geotechnical investigation program for Marathi logistics facility ( P-131 )

EDAFOMICHANIKI SA

B-1

19/06/2018

19/06/2018

514333.07 3931878.12 138.975

N=REF.

(7,14,36 for 40mm) 340mm

1.50m

2.00 m m

0.40

0.80

1.20

1.50

1.84

2.00

3.60

4.70

6.30

W /T -1

W /T -1

W /T -1

W /T -1

S P T

W /T -1

D /T S -1

D /T S -1

D /T S -1

1.50

2.00

4.00

6.30

2.00

I-II

4.00 4.00

II

6.30

2.00

3.60

3.60

4.70 joi joi joi joi joi

1.00

S1

1.50

2.30

S2

2.60

CL 8.6 36.3 55.1 26.6 14.7 11.9 7.9

24.50 0.86 6750.0

Reddish brown , sandy lean CLAY of low plasticity ( CL ) , with fine sand and some fine-medium subangular gravels of various origin .

Brown to reddish brown , dense - very dense , angular-subangular , clayey GRAVEL with sand , mainly of Limestone origin .

LIMESTONE whitish grey , strong , moderately fractured , slightly weathered , with traces of karstification , oxidated at the discontinuity surfaces , with presence of Calcite .

Karstic LIMESTONE grey to dark grey , moderately fractured , slightly weathered , with reddish brown filling material locally ( 4.00-4.20 m ) .

End of Borehole at 6.30 m

0 50 100 0 50 100 0 50 100

1 2 3 4 5 6 7 8 910

1:50

TEL: 210 27 09 600, FAX: 210 27 09 625, email: edafo@edafomichaniki.gr

BOREHOLE:

Start date:

End date:

PAGE:

(D ri lli n g D e p th

(D ri lli n g D e p th

G ra v e l

S a n d

S ilt C la y

C la y

O rg a n ic

L iq u id W L

P la s ti c W P

P la s ti c it y

C L A S S

IF

IC

A T

IO

N

S A M P L E

In d e x

IP

kPa

M o is tu re

LABORATORY TESTS

CU: Consolidated Undrained with Pore Water Pressure measurement (CUPP)

S p e c if ic g ra v it y

B u lk u n it w e ig h t

DISCONTINUITY LEGEND

TYPE

joint (joi) fault (fau) bedding (bed) ind (ind) incipient (inc)

D ry u n it w e ig h t

Es

B R A Z

IL

IA

N t e s t

MPa (MPa)

Cv Cv Cv

RS: Ring

Cv

Es Es Es Es

COORDINATES:

Z:

Y:

X:

A U S C S

LOAD

POINT COMRESSIBILITY

D ia m e te r

TEST

PHYSICAL CHARACTERISTICS TRIAXIAL TESTS

CD: Consolidated Drained

RD: Rock Discontinuity

UU: Unconsolidated Undrained

CD: Consolidated Drained

GRAIN SIZE

ANALYSIS

ATTERBERG

Deg Deg DegkPa kPa kPa

T y p e φp φ

Ir re g u la r (I

MPa φ'ccp c'

C u tt in g b it

MPaMPa MPa MPa

T y p e φres

S tr e n g th

S tr a in

E

P o is s o n r a ti o ν

A x ia l (A

SCALE

D ia m e tr ic D

C c Cv

Deg o

Permeability cleavage (cle)

Foliation (Fo)

(m²/y)

V o id R a ti o e

P o ro s it y

UNCONFINED

COMPRESSION

SHEAR

TESTS

D e n s it y

% gr/cm³kN/m³

S ilt

Triaxial Tests

TCR RQD

D e p th FORMATION DESCRIPTION m return

E v e n in g

W a te r le v e l

C a s in g σ=800σ=400

LIMITS

σ=200σ=100σ=50

S a m p le

Flash

Data per DiveWater levels

M o rn in g

S y m b o l

D e p th

D e p th m m

I II II

I

IV V V

I

D is c o n ti n u it ie s g ro u p

D ip

T y p e

N u m b e r o f

UNC: Unconfined Compression

WEATHERING DISCONTINUITIES

kN/m³

(m²/y) (m²/y) (m²/y) (m²/y) kPa kPa kPa kPa

IN-SITU TESTS

(MPa)

PERMEABILITY LEGEND

imp: Impermeable formation brok: Rock breakage

(MPa) (MPa) (MPa)

Shear Tests m/sec

C o n s ta n t h e a d

V a ri a b le h e a d

Standard Penetration tlos: Total water loss

Tests

% % % %d is c o n ti n u it ie s

SPT

Contractor:

Client:

Project:

C o n te n t

EDAFOMICHANIKI S.A.

SPECIALIZED GEOTECHNICAL & GEOLOGICAL CONSULTANTS

EMM. PAPADAKI 19, 141 21, Ν. IRAKLIO, ATHENS

S a m p le r

MM GROUP CONSULTING ENGINEERING LTD

Execution of the proposed geotechnical investigation program for Marathi logistics facility ( P-131 )

EDAFOMICHANIKI SA

B-2

20/06/2018

20/06/2018

514350.75 3931883.71 139.192

N=REF.

(50 for 70mm,50 for 30mm) 100mm

0.80m

2.65

/0

/2

0.80 m m

0.40

0.80

0.90

1.90

3.50

5.10

6.70

W /T -1

W /T -1

S P T

D /T S -1

D /T S -1

D /T S -1

D /T S -1

0.40

0.90

6.70

0.90

I-II

6.70

0.90

1.90

1.90

3.50

3.50

5.10

5.10

6.70 joi joi joi joi joi joi joi joi joi joi joi

0.40

S1

0.90

2.50

S2

2.80

4.00

S3

4.30

GC 42.9 30.1 27.0 22.6 12.8 9.8 4.8

9.51

9.76

0.59

0.93

3376.6

3378.4

Light brown to brown , clayey SAND with some subangular gravels of various origin and traces of plant roots .

Reddish brown , very dense , angular -subangular , fine to coarse , clayey GRAVEL with Sand of low plasticity ( GC ) , with Limestone fragments .

LIMESTONE whitish grey to grey , strong , moderately fractured to locally fractured , locally Karstic Limestone , with some reddish brown filling material locally , oxidated at the discontinuity surfaces.

End of Borehole at 6.70 m

0 50 100 0 50 100 0 50 100

1 2 3 4 5 6 7 8 910

1:50

TEL: 210 27 09 600, FAX: 210 27 09 625, email: edafo@edafomichaniki.gr

BOREHOLE:

Start date:

End date:

PAGE:

(D ri lli n g D e p th

(D ri lli n g D e p th

G ra v e l

S a n d

S ilt C la y

C la y

O rg a n ic

L iq u id W L

P la s ti c W P

P la s ti c it y

C L A S S

IF

IC

A T

IO

N

S A M P L E

In d e x

IP

kPa

M o is tu re

LABORATORY TESTS

CU: Consolidated Undrained with Pore Water Pressure measurement (CUPP)

S p e c if ic g ra v it y

B u lk u n it w e ig h t

DISCONTINUITY LEGEND

TYPE

joint (joi) fault (fau) bedding (bed) ind (ind) incipient (inc)

D ry u n it w e ig h t

Es

B R A Z

IL

IA

N t e s t

MPa (MPa)

Cv Cv Cv

RS: Ring

Cv

Es Es Es Es

COORDINATES:

Z:

Y:

X:

A U S C S

LOAD

POINT COMRESSIBILITY

D ia m e te r

CD: Consolidated Drained

RD: Rock Discontinuity

UU: Unconsolidated Undrained

CD: Consolidated Drained

GRAIN SIZE

ANALYSIS

ATTERBERG

Deg Deg DegkPa kPa kPa

T y p e φp φ

Ir re g u la r (I

MPa φ'ccp c'

C u tt in g b it

MPaMPa MPa MPa

T y p e φres

S tr e n g th

S tr a in

E

P o is s o n r a ti o ν

A x ia l (A

SCALE

D ia m e tr ic D

C c Cv

Deg o

Permeability cleavage (cle)

Foliation (Fo)

(m²/y)

V o id R a ti o e

P o ro s it y

UNCONFINED

COMPRESSION

SHEAR

TESTS

D e n s it y

% gr/cm³kN/m³

S ilt

Triaxial Tests

TCR RQD

D e p th FORMATION DESCRIPTION m return

E v e n in g

W a te r le v e l

C a s in g σ=800σ=400

LIMITS

σ=200σ=100σ=50

S a m p le

Flash

Data per DiveWater levels

M o rn in g

S y m b o l

D e p th

D e p th m m

I II II

I

IV V V

I

D is c o n ti n u it ie s g ro u p

D ip

T y p e

N u m b e r o f

UNC: Unconfined Compression

WEATHERING DISCONTINUITIES

kN/m³

(m²/y) (m²/y) (m²/y) (m²/y) kPa kPa kPa kPa

IN-SITU TESTS

(MPa)

PERMEABILITY LEGEND

imp: Impermeable formation brok: Rock breakage

(MPa) (MPa) (MPa)

Shear Tests m/sec

C o n s ta n t h e a d

V a ri a b le h e a d

Standard Penetration tlos: Total water loss

Tests

% % % %d is c o n ti n u it ie s

SPT

Contractor:

Client:

Project:

C o n te n t

EDAFOMICHANIKI S.A.

SPECIALIZED GEOTECHNICAL & GEOLOGICAL CONSULTANTS

EMM. PAPADAKI 19, 141 21, Ν. IRAKLIO, ATHENS

S a m p le r

MM GROUP CONSULTING ENGINEERING LTD

Execution of the proposed geotechnical investigation program for Marathi logistics facility ( P-131 )

EDAFOMICHANIKI SA

B-3

21/06/2018

21/06/2018

514364.88 3931909.58 139.025

N=29 (11,14,15) 450mm

N=49 (14,22,27) 450mm

0.60m

2.50m

6.00

/0

/2

2.50 m m

0.60

1.05

1.90

2.50

2.95

3.50

3.80

4.90

6.50

8.00

W /T -1

S P T

W /T -1

W /T -1

S P T

W /T -1

D /T S -1

D /T S -1

D /T S -1

D /T S -1

1.00

3.90

8.00

3.90

II

5.00 5.00

I-II

6.50 6.50

II

8.00

3.80

4.90

4.90

6.50

6.50

8.00 joi joi joi joi joi joi

1.50

S1

2.00

3.20

S2 3.50 3.50 S3

3.80

5.90

S4

6.20

CH

CH

0.0

0.0

6.2

7.4

43.1

45.5

50.7

47.1

93.8

92.6

51.4

52.7

26.2

26.4

25.2

26.3

36.1

32.6

UNC 0.01

10.59

2.09

0.46 571.4

0.16 9.40

3.18

20.29

3.22

20.93

5.32

8.12

15.06

Reddish brown to yellowish brown , medium dense , clayey SAND with some fine angular gravels of various origin .

Reddish , stiff to very stiff , fat CLAY of high plasticity ( CH )

Karstic LIMESTONE to LIMESTONE whitish grey to grey , moderately fractured to fractured , slightly weathered , oxidated , with reddish clayey filling material locally

End of Borehole at 8.00 m

0 50 100 0 50 100 0 50 100

1 2 3 4 5 6 7 8 910

1:50

TEL: 210 27 09 600, FAX: 210 27 09 625, email: edafo@edafomichaniki.gr

BOREHOLE:

Start date:

End date:

PAGE:

(D ri lli n g D e p th

(D ri lli n g D e p th

G ra v e l

S a n d

S ilt C la y

C la y

O rg a n ic

L iq u id W L

P la s ti c W P

P la s ti c it y

C L A S S

IF

IC

A T

IO

N

S A M P L E

In d e x

IP

kPa

M o is tu re

LABORATORY TESTS

CU: Consolidated Undrained with Pore Water Pressure measurement (CUPP)

S p e c if ic g ra v it y

B u lk u n it w e ig h t

DISCONTINUITY LEGEND

TYPE

joint (joi) fault (fau) bedding (bed) ind (ind) incipient (inc)

D ry u n it w e ig h t

Es

B R A Z

IL

IA

N t e s t

MPa (MPa)

Cv Cv Cv

RS: Ring

Cv

Es Es Es Es

COORDINATES:

Z:

Y:

X:

A U S C S

LOAD

POINT COMRESSIBILITY

D ia m e te r

Appendix IV

LABORATORY TESTS RESULTS

TSAKALIDIS Inc.

12,Tsamadou street, 185 31 Piraeus, Greece Τ. +30 210 41 75 865 - F. +30 210 41 72 895 info@tsakalidislabs.gr www.tsakalidislabs.gr.

The analysis results refer only to the items tested This certificate shall not be reproduced unless in full without the written approval of A. TSAKALIDIS Inc.

(*)Method out of the scope of accreditation

Page 1 to 2

Certificate of Analysis No. : 1818540

Customer

EDAFOMICHANIKI S.A.

EMM. PAPADAKI 19 & ZALOKOSTA

14121 N. HRAKLEIO

Attn.: Mr TSIAVOS Date of issue: 19/7/2018

Sample information

Sample kind : Soil

Sample identification : B3CH1, Depth:1,50-2,00

Received on : 4/7/2018 4:30:00 p.m.

Packaging : 1 plastic package 650 g

Seals : None

Temperature : Ambient

Condition on receipt : Normal

Sampling information

Sampling responsible : Customer

Date : ---

Location : ---

Point : ---

Method : ---

TSAKALIDIS Inc.

12,Tsamadou street, 185 31 Piraeus, Greece Τ. +30 210 41 75 865 - F. +30 210 41 72 895 info@tsakalidislabs.gr www.tsakalidislabs.gr.

The analysis results refer only to the items tested This certificate shall not be reproduced unless in full without the written approval of A. TSAKALIDIS Inc.

(*)Method out of the scope of accreditation

Page 2 to 2

Certificate of Analysis No. : 1818540

Analysis results

Date of analysis : 10/7/2018 – 17/7/2018

PARAMETER METHOD UNITS RESULT LIMITS

pH (in 0.01 M CaCl2 solution) * AOAC 994.16 pH units 7.5 -

Conductivity * Saturated paste mS/cm 0.34 -

Acid value (acc. to

BAUMANN-GULLY)

* ΣΚ-391

ml 0.1N NaOH / Kg air-dried

3.4 -

Water-soluble sulfates * BS 1377-3 mg / Kg dry 24 -

Acid-soluble Sulfates * BS 1377-3 mg / Kg dry 1700 -

Water-soluble chlorides * BS 1377-3 mg / Kg dry <40 -

Acid-soluble chlorides * BS 1377-3 mg / Kg dry <500 -

For A. TSAKALIDIS Inc.

GAGOMOIROS APOSTOLOS

Technical Director

Appendix O Final Geotechnical Evaluation Report

DEPARTMENT OF THE NAVY

NAVAL FACILITIES ENGINEERING COMMAND

ENGINEERING FIELD ACTIVITY, MEDITERRANEAN

NSA SOUDA BAY, CHANIA, CRETE, GREECE

ENGINEERING SERVICES IN SUPPORT OF P-131

COMMUNICATION CENTER

CONTRACT NUMBER: N33191-17-D-0800 N3319118F4241

FINAL

GEOTECHNICAL EVALUATION

REPORT

27 POLOGIORGI STREET CHANIA CRETE 73134 GREECE T +30 28210 51521/51522 F +30 28210 51523 e-mail: main@mmgroup.gr http:www.mmgroup.gr

FOR OFFICIAL USE ONLY 6 AUGUST 2018

GEOTECHNICAL EVALUATION REPORT

MM GROUP CONSULTING ENGINEERS

27 Pologiorgi Str. 73134 Chania, Crete Greece

Tel:28210 51521 Fax:28210 51523 Email: main@mmgroup.gr ‐2‐

TABLE OF CONTENTS

1. INTRODUCTION

1.1 DESIGN TEAM

1.2 EXISTING STUDIES

2. GEOLOGICAL DATA

3. FIELD WORKS AND LABORATORY TEST RESULTS

3.1 FIELD WORKS

3.3 FIELD TESTING ‐ STANDARD PENETRATION TESTS

3.4 LABORATORY TESTING

4. GEOTECHNICAL EVALUATION

4.1 METHODOLOGY

4.2 DESCRIPTION OF GEOTECHNICAL UNITS

4.3 STATISTICAL ANALYSIS AND ELABORATION OF RESULTS

4.3.1 GEOTECHNICAL UNIT GU‐IA

4.3.2 GEOTECHNICAL UNIT GU‐IB

4.3.3 GEOTECHNICAL UNIT GU‐II

4.4 SUMMARY OF PROPOSED GEOTECHNICAL DESIGN PARAMETERS

4.5 SEISMIC SITE CLASSIFICATION

4.6 LIQUEFACTION POTENTIAL

4.7 KARST HAZARD EVALUATION

4.8 EXPANSIVE SOIL HAZARD EVALUATION

4.9 AGGRESSSIVENESS OF SOIL

5. FOUNDATION DESIGN AND ANALYSIS

5.1 DESCRIPTION OF THE STRUCTURE AND FOUNDATION SYSTEM

5.1.1 SIMPLIFIED GEOTECHNICAL CROSS SECTION

5.2 SHALLOW FOUNDATION CALCULATIONS METHODOLOGY

5.2.1 BEARING CAPACITY CALCULATIONS

GEOTECHNICAL EVALUATION REPORT

‐3‐

5.2.2 SETTLEMENT CALCULATIONS

5.2.3 COEFFICIENT OF SUBGRADE REACTION

5.3 CALCULATION RESULTS

5.3.1 BEARING CAPACITY ANALYSIS RESULTS

5.3.2 SETTLEMENTS ESTIMATION RESULTS

5.3.3 COEFFICIENT OF SUBGRADE REACTION (Ks)

6. CONCRETE AND ASPHALT PAVEMENT SECTION RECOMMENDATIONS

7. FOUNDATION AND EARTHWORK CONSTRUCTION RECOMMENDATIONS

8. CONCUSIONS

LIST OF TABLES

TABLE 3‐1: DATA OF BOREHOLES

TABLE 3‐2: DAILY PROGRESS OF WORKS – WATER LEVEL DEPTH INSIDE BOREHOLES

TABLE 3‐3: RESULTS OF STANDARD PENETRATION TEST

TABLE 3‐4: LABORATORY RESULTS – SOIL PHYSICAL PROPERTIES

TABLE 3‐5: LABORATORY RESULTS – SOIL MECHANICAL PROPERTIES

TABLE 3‐6: LABORATORY RESULTS –ROCK MECHANICS

TABLE 4‐1: USCS CLASSIFICATION CHART

TABLE 4‐2: BOREHOLES CLASSIFICATION TABLE

TABLE 4‐3: STATISTICAL ANALYSIS OF LAB RESULTS_GU‐IA

TABLE 4‐4: SPT BLOWS FOR GU‐IA

TABLE 4‐5: CORRELATION OF N1,60 TO DRAINED FRICTION ANGLE OF GRANULAR SOILS (MODIFIED AFTER BOWLES, 1977)

TABLE 4‐6: PROPOSED GEOTECHNICAL DESIGN PARAMETERS FOR GU‐IA

TABLE 4‐7: STATISTICAL ANALYSIS OF LAB RESULTS_GU‐IB

TABLE 4‐8: PROPOSED GEOTECHNICAL DESIGN PARAMETERS FOR GU‐IB

TABLE 4‐9: AVERAGE UCS AND POINT LOAD TEST RESULTS – GU‐II

TABLE 4‐10: PROPOSED GEOTECHNICAL DESIGN PARAMETERS (Roclab) – GU‐II

TABLE 4‐11: ROCLAB RESULTS – GU‐II

TABLE 4‐12: PROPOSED GEOTECHNICAL DESIGN PARAMETERS FOR GU‐II

TABLE 4‐13: SUMMARY OF PROPOSED GEOTECHNICAL DESIGN PARAMETERS

TABLE 4‐14: SITE CLASSIFICATION CLASS – ASCE 7‐10 (TABLE 20.3‐1)

TABLE 4‐15: GROUND TYPES ACCORDING TO EC8 (TABLE 3.1)

‐4‐

TABLE 4‐16: RESULTS OF LIQUEFACTION POTENTIAL – GU‐IB ‐ 1ST CRITERION:

TABLE 4‐17: ACTIVITY OF CLAYS

TABLE 4‐18: ACTIVITY RESULTS – GU IB

TABLE 4‐19: CLASSIFICATION OF SOIL AGGRESSIVENESS

TABLE 4‐20: RESULTS OF SOIL AGGRESSIVENESS – GU‐IB

TABLE 5‐1: SAFETY FACTORS FOR BEARING CAPACITY ANALYSIS

TABLE 5‐2: ALLOWED DIFFERENTIAL INCLINATIONS ACCORDING TO BJERRUM (EUROPEAN SOIL‐MECHANICS

CONGRESS 1963)

TABLE 5‐3: ALLOWED DIFFERENTIAL SETTLEMENTS AND INCLINATIONS ACCORDING TO EUROCODE 7

TABLE 5‐4: BEARING CAPACITY ANALYSIS RESULTS

TABLE 5‐5: SETTLEMENT ANALYSIS RESULTS

TABLE 5‐6: ESTIMATION OF COEFFICIENT OF SUBGRADE REACTION

LIST OF FIGURES

FIGURE 1‐1: PROJECT AREA, COMMUNICATION CENTER BUILDING, NSA SOUDA BAY, CRETE

FIGURE 2‐1: GEOLOGICAL MAP OF GREECE, CHANIA SHEET (IGME, 1:50000)

FIGURE 4‐1: GSI CLASSIFICATION CHART_GU‐II

FIGURE 4‐2: CORRELATION CHART BETWEEN sinφ’ AND PLASTICITY INDEX (IP) ‐ (MITCHELL, 1993)

FIGURE 4‐3: CORRECTION COEFFICIENT f1

FIGURE 4‐4: CORRELATION CHART BETWEEN NSPT AND cu (KPa)

FIGURE 4‐5: CORRECTION COEFFICIENT f2

FIGURE 4‐6: CORRELATION CHART BETWEEN IP AND Cc (Mitchell 1993)

FIGURE 4‐7: CORRELATION CHART BETWEEN LL AND Cv (cm2/sec)

FIGURE 4‐8: SOIL EXPANSION CLASSIFICATION CHART – WILLIAMS AND DONALDSON (1980)

FIGURE 4‐9: SWELLING POTENTIAL – SEED ET AL (1962)

FIGURE 5‐1: DEPTH OF INFLUENCE ZONE GIVEN BY CONSTRAINING THE MAGNITUDE OF PRIMARY STRESS

FIGURE 6‐1: PROPOSED CONCRETE PAVEMENT SECTION

FIGURE 7‐1: AASHTO CLASSIFICATION SYSTEM

APPENDICES

I. GENERAL LAYOUT – BOREHOLE LOCATIONS

II. CROSS SECTION

III. ROCLAB OUTPUTS

IV. BEARING CAPACITY CALCULATIONS

V. SETTLEMENT ESTIMATIONS

‐5‐

1. INTRODUCTION

The current Geotechnical Evaluation Report covers the Εvaluation of the in‐situ (field) works and laboratory results as well as the Foundation Recommendations required for the construction of the new

“Communication Centre Building (P‐131)”at NSA Souda Bay in Crete. The project area is presented in the below figures (in the second figure, the red‐hatched area corresponds to the plan view of the building in question).

FIGURE 1‐1: PROJECT AREA, COMMUNICATION CENTER BUILDING, NSA SOUDA BAY, CRETE

PROJECT AREA

‐6‐

Specifically, the subjects addressed in the present Report are:

Description of the geological stratigraphy based on the available data from the conducted geotechnical investigations.

Description of the adopted methodology for the geotechnical evaluation.

Presentation of the laboratory results in tables and plots.

Statistical Evaluation of data collected by all sampling boreholes, in situ and laboratory tests, in order to determine the geotechnical conditions and geotechnical design parameters along the alignment.

Determination of the design mechanical properties.

Evaluation of expansive soil hazard, liquefaction potential and corrosivity of soils

Description of the foundation design of the building, presenting the results of the required geotechnical calculations.

1.1 DESIGN TEAM

The compilation of the Geotechnical Evaluation Report was carried out by K. Chatziantoniou, Civil

Engineer NTUA, M.Sc.

1.2 EXISTING STUDIES

The present study is based on data from the following:

Factual Report of Geotechnical Investigation Results

‐7‐

2. GEOLOGICAL DATA

According to the Geological Map provided by the Greek Institute of Geology and Mineral Exploration

(Chania Sheet, scale 1:50000) the geological formation encountered in the area of the project is mainly the limestones of Tripolis Zone (Triassic –Cretaceous Age). The limestone is massive, of white‐grey to bluish color, microcrystalline, usually with rudist fragments and locally brecciated, dolomitized and strongly karstified in places. Occasionally it includes lower parts of Jurassic to Triassic age, not proven though paleontologically. Deposits of terra rossa in karstic cavities are also encountered at the project area. An extract of the aforementioned geological sheet, presenting approximately the design area, is given in the following figure 2.1.

FIGURE 2‐1: GEOLOGICAL MAP OF GREECE, CHANIA SHEET (IGME, 1:50000)

‐8‐

3. FIELD WORKS AND LABORATORY TEST RESULTS

3.1 FIELD WORKS

The proposed geotechnical investigation program included the execution of three (3) sampling boreholes to a depth of max 8.00m, in accordance to ASTM D1586. The total drilling length was 21.00 m.

The following table presents the basic data of the executed boreholes (coordinates and depth). The location of the boreholes is presented in the General Layout Drawing (Appendix I) of the present report.

The relevant borehole photos and logs are attached in the Factual Report of the Investigation Results, in

Appendices II and III respectively.

TABLE 3‐1: DATA OF BOREHOLES

BOREHOLE

INVESTIGATION

DEPTH

(m)

COORDINATES

GROUND ALTITUDE Ζ

(ABSOLUTE ‐M)

DATES

Χ Υ START END

B1 6.30 514333.074 3931878.11 +138.97 19/06/2018 19/06/2018

B2 6.70 514350.746 3931883.70 +139.19 20/06/2018 20/06/2018

B3 8.00 514364.877 3931909.58 +139.02 21/06/2018 21/06/2018

(*COORDINATES ACCORDING TO THE GREEK GEODETIC REFERENCE SYSTEM 1987)

TABLE 3‐2: DAILY PROGRESS OF WORKS – WATER LEVEL DEPTH INSIDE BOREHOLES

B O R

EH

O

LE

A

TE

R

IL

LI

N G D

EP

TH

m

) CASING

DEPTH

CASING TYPE

WATER LEVEL DEPTH ‐

RELATIVE (m)

REMARKS

(m) MORNING EVENING

B1 19/06/18 6.30 0.00 2.00 Φ 140 --- Dry At depth of 2.00m, total (100%) loss of returning water.

B2 20/06/18 6.70 0.00 0.80 Φ 140 --- 2.65 From the depth of 1.00-6.70m 50% loss of returning water.

B3 21/06/18 8.00 0.00 2.50 Φ 140 --- 6.00 From the depth of 5.00m total (100%) loss of returning water.

‐‐‐ : Start of drilling

The ground water level which is presented in the above table refers to the ground water level during the drilling of the boreholes and therefore is highly influenced by the water used during the drilling procedure. In general, considering the results of the present investigation as well as of previous geotechnical surveys in the region, neither a steady ground water level or a perched aquifer is anticipated at the area of the project.

‐9‐

3.3 FIELD TESTING ‐ STANDARD PENETRATION TESTS

Standard Penetration Tests were performed, according to the standard method of SPT (see Specification

E106‐86, chap.8). The apparatus used and the procedure of the test are in accordance with the

“International Standards for SPT test ‐ ASTM D1586‐08a".

The following table shows the number of blows counted during SPT tests.

TABLE 3‐3: RESULTS OF STANDARD PENETRATION TEST

BOREHOLE DEPTH (M)

BLOWS/ 15 CM

PENETRATION

ΝSPT CHARACTERIZATION FORMATION DESCRIPTION

B1 1.50‐1.84 7‐14‐36/4 REF. Very dense Clayey Gravel with sand

B2 0.80‐0.90 50/7‐50/3 REF. Very dense Clayey Gravel with sand

B3 0.60‐1.05 11‐14‐15 29 Medium Clayey Sand with Gravels

2.50‐2.95 14‐22‐27 49 Hard Fat Clay

REF.: Refusal to penetration

3.4 LABORATORY TESTING

The laboratory outputs are attached in the relevant Appendix IV of the Factual Report report.

Nevertheless, the laboratory results are summarized over the following recapitulative tables for completeness purposes.

‐10‐

TABLE 3‐4: LABORATORY RESULTS – SOIL PHYSICAL PROPERTIES

‐11‐

TABLE 3‐5: LABORATORY RESULTS – SOIL MECHANICAL PROPERTIES

‐12‐

TABLE 3‐6: LABORATORY RESULTS –ROCK MECHANICS

‐13‐

4. GEOTECHNICAL EVALUATION

4.1 METHODOLOGY

The adopted evaluation methodology in order to determine the geotechnical conditions is based on data collected from all sampling boreholes and the in‐situ and laboratory tests. It involves the following steps:

Initial identification of the stratigraphy (geotechnical units G.U.) and its variation, considering the borehole’s drilling methodology, the sampling type, the drilling results and the general geology of the area.

Division of the stratigraphy in geotechnical units (G.U.)

Determination of the geotechnical profile, according to the aforementioned step.

Statistical analysis and interpretation of the in‐situ and laboratory test results per geotechnical unit G.U.

Definition of the physical‐mechanical characteristics and the geotechnical design parameters for each geotechnical unit separately, considering the aforementioned and in combination with the appropriate empirical formulas & correlations accepted in International practice.

FOR SOIL FORMATIONS

The shear strength and deformation parameters of the soil formations will be determined taking into account the results of the field and laboratory testing and their statistical analysis which includes the minimum, the maximum, the average value and the standard deviation for each design parameter individually. The geotechnical design parameters (i.e. shear strength angle, cohesion, compressibility

Modulus etc) will be determined in combination with proposed semi‐empirical correlations from the

International Literature.

Direct shear box tests have also been performed, in order to obtain a “good” estimation of the effective shear strength angle based on laboratory tests, in cases of samples of (the required) adequate ‘quality’ justifying the execution of such tests.

Soil formations are classified according to USCS classification system, according to the following chart:

‐14‐

TABLE 4‐1: USCS CLASSIFICATION CHART

FOR ROCK FORMATIONS

The rock formations for the evaluation purposes, and in order to be able to assign values to the shear strength and deformability characteristics of the rockmass on the basis of the Hoek – Brown (2002) generalized shear failure criterion by means of the RocLab software (Rockscience Inc.), will be classified using the GSI classification system for jointed rocks (Hoek & Marinos, 2000. It is reminded that, generally, GSI = RMR89 – 5.

‐15‐

4.2 DESCRIPTION OF GEOTECHNICAL UNITS

Soil Formations

The first geotechnical unit (GU‐I) includes the superficial layer which overlies the limestone bedrock. It has been identified in all executed boreholes and according to the drilling results its thickness is of the order of max 4m. It consists of the sub‐units IA and IB; however, their spatial development cannot be defined.

GU‐IA: Light Brown to Reddish brown, clayey sand to fine‐coarse CLAYEY GRAVEL with sand of low plasticity and fragments of limestone origin (GC).

PHOTOGRAPH 4‐1: CHARACTERISTIC PHOTO OF GU‐IA UNIT

GU‐IB: Reddish brown sandy lean clay of low plasticity (CL) with fine sand and gravels to Reddish stiff to very stiff fat CLAY of high plasticity (CH).

PHOTOGRAPH 4‐2: CHARACTERISTIC PHOTO OF GU‐IB UNIT

‐16‐

Rocky Formations

The second geotechnical unit (GU‐II) consists of the limestone bedrock which underlies the superficial mantle (Geotechnical unit GU‐I), as described above. It is described as Grey LIMESTONE, moderately fractured to fractured, slightly weathered, oxidated at the discontinuity surfaces, karstified at places and with red clayey filling material at the karstic areas.

PHOTOGRAPH 4‐3: CHARACTERISTIC PHOTO OF GU‐II UNIT (1/2)

PHOTOGRAPH 4‐4: CHARACTERISTIC PHOTO OF GU‐II UNIT (2/2)

The GSI range varies between 30÷50 for GU‐II.

‐17‐

FIGURE 4‐1: GSI CLASSIFICATION CHART_GU‐II

‐18‐

The following table presents the classification of boreholes with respect to the aforementioned geotechnical units.

TABLE 4‐2: BOREHOLES CLASSIFICATION TABLE

BOREHOLE DEPTH FROM (m) DEPTH TO (m) GEOTECHNICAL UNIT

B1

0.00 1.50 GU‐IB

1.50 2.00 GU‐IA

2.00 6.30 GU‐II

B2

0.00 0.90 GU‐IA

0.90 6.70 GU‐II

B3

0.00 1.10 GU‐IA

1.10 3.90 GU‐IB

3.90 8.00 GU‐II

‐19‐

4.3 STATISTICAL ANALYSIS AND ELABORATION OF RESULTS

The in‐situ and laboratory test results which resulted from the executed geotechnical investigation campaign were categorized per geotechnical unit, statistically analyzed and interpreted. The preliminary assessment of the physical and mechanical characteristics and the geotechnical design parameters for each geotechnical unit was based on the results of the above interpretation and conducted by means of the appropriate empirical formulas & correlations accepted in International practice and the contents of the available International Literature.

4.3.1 GEOTECHNICAL UNIT GU‐IA

Light Brown to Reddish brown, clayey sand to fine‐coarse CLAYEY GRAVEL with sand of low plasticity and fragments of limestone origin (GC).

The statistical analysis of laboratory results for GU‐IA is given in the following pages.

GRAIN SIZE ANALYSIS AND PHYSICAL PROPERTIES

Percentage of gravels: 43%, sand: 30% , silt and clay: 27%

Liquid Limit LL: 23%

Plasticity Limit PL: 13%

Plasticity Index PI: 10%

GRAPH 4‐1: GRAIN SIZE ANALYSIS – GU‐IA

‐20‐

TABLE 4‐3: STATISTICAL ANALYSIS OF LAB RESULTS_GU‐IA

NSPT BLOWS

The three SPT blow counts included two refusals in penetration (NSPT =50) and one Nspt=29. The average value which will be used for the evaluation is equal to NSPT = 40.

TABLE 4‐4: SPT BLOWS FOR GU‐IA

BOREHOLE DEPTH (M)

BLOWS/ 15 CM

PENETRATION

ΝSPT

B1 1.50‐1.84 7‐14‐36/4 REF.

B2 0.80‐0.90 50/7‐50/3 REF.

B3 0.60‐1.05 11‐14‐15 29

FRICTION ANGLE φ’(º)

According to AASΗΤΟ LRFD Bridge Design Specifications:

TABLE 4‐5: CORRELATION OF N1,60 TO DRAINED FRICTION ANGLE OF GRANULAR SOILS (MODIFIED AFTER

BOWLES, 1977)

NSPT φ’ (°)

<4 25‐30

4‐10 27‐32

10‐30 30‐35

30‐50 35‐40

>50 38‐43

For NSPT=40, according to the above table φ’=35°÷40° (conservatively)

According to Sowers (1961): φ’=20+NSPT/4=30°

According to literature (Soil Mechanics, table 2, Valalas) φ’=34±4 for GC material

According to Ohsaki (1962): φ’= N20 +15=43°

COHESION C’ (KPa)

GRAIN SIZE ATTERBERG

ANALYSIS LIMITS

B O

R E

H O

LE

S A

M P

LE

DEPTH

DESCRIPTION

"As DESCRIPTION the Name of the Group according to ASTM f rom the grain size classif ication of the sample using the ASTM/USCS sy stem is used and not the description (according to the borehole logs) of the lay er where the specimen was taken f rom"

G R

A V

E L

S A

N D

S

IL

T +C

LA

Y

S

IL

T

C

LA

Y

LI

Q

U

ID

L

IM

IT

W

L

P

LA

S T

IC

L

IM

IT

W P

IN

D

E X

O F

P

LA

S T

IC

I

P

M O

IS

T

U R

E C

O N

T E

N T m % % % % % % % % %

B-2 S1 0.40-0.90 clayey GRAVEL with Sand GC 42.9 30.1 27.0 22.6 12.8 9.8 4.8

COUNT 1 1 1 1 1 1 1

MIN 42.9 30.10 27.00 22.60 12.80 9.80 4.80

MAX 42.9 30.10 27.00 22.60 12.80 9.80 4.80

AVERAGE 42.9 30.10 27.00 22.60 12.80 9.80 4.80

ST.DEV

A S

T M

/U S

C S

C

LA

S S

IF

IC

A T

IO

N

‐21‐

According to literature (Soil Mechanics, table 2, Valalas) c’=0KPa for GC

COMPRESSIBILITY MODULUS Es (KPa)

For NSPT,ave=40, according to:

Menzenbach (1959) for SP‐GP material: Es=4300+1180NSPT =51500KPa

Begemann (1974) Es=4000+1200*(NSPT+6)=59200KPa

Schultze and Menzenbach (1961) Bowles for sand with gravels: Εs=3800+1050*NSPT=45800KPa

The proposed design geotechnical parameters for GU‐IA are summarized in the following table:

TABLE 4‐6: PROPOSED GEOTECHNICAL DESIGN PARAMETERS FOR GU‐IA

MATERIAL

FRICTION ANGLE AND

COHESION

UNIT WEIGHT

NSPT_aver

COMPR. MODULUS

φ’ (ο) c’ (KPa) γ' (KN/m3) Εs (MPa)

Clayey sand to fine-coarse clayey gravel with sand 34‐36 0‐3 21

(29‐REF)

35‐45

4.3.2 GEOTECHNICAL UNIT GU‐IB

Reddish brown sandy lean clay of low plasticity (CL) with fine sand and gravels to Reddish stiff to very stiff fat CLAY of high plasticity (CH).

The statistical analysis of laboratory results for GU‐IB is given in the following pages.

GRAIN SIZE ANALYSIS AND PHYSICAL PROPERTIES

Percentage of gravels: 3% , sand: 17% , silt and clay: 80%

Liquid Limit LL: 43%, Plasticity Limit PL: 22% , Plasticity Index PI: 21%

GRAPH 4‐2: GRAIN SIZE ANALYSIS – GU‐IB

NSPT BLOWS

The one SPT blow count equals to NSPT = 49 (B3/2.50‐2.95) and this value will be used in the further evaluation of results

‐22‐

TABLE 4‐7: STATISTICAL ANALYSIS OF LAB RESULTS_GU‐IB

GRAIN SIZE ATTERBERG UNCONFINED COMPRESSIBILITY TEST

ANALYSIS LIMITS COMPR. TEST COMPR. MODULUS Es Cc eo Cv

B O

R E

H O

LE

S A

M P

L E

S P

E C

IM

E

N

DEPTH

DESCRIPTION

"As DESCRIPTION the Name of the Group according to ASTM f rom the grain size classif ication of the sample using the ASTM/USCS sy stem is used and not the description (according to the borehole logs) of the lay er where the specimen was taken f rom"

G R

A V

E L

S A

N D

S

IL

T +C

L A

Y

S

IL

T

C

LA

Y

LI

Q

U

ID

L

IM

IT

W

L

P L

A S

T

IC

L

IM

IT

W

P

IN

D

E X

O F

P

LA

S T

IC

I

P

M O

IS

T

U R

E C

O N

T E

N T

S T

R E

S S

S T

R A

IN

σ

K N

/m

K

N /m

K

N /m

K

N /m

K

N /m

C O

M P

R

IN

D

E X

IN

IT

IA

L

V O

ID

R

A T

IO

C O

E F

F

C O

N S

O L

ID

A

T

IO

S W

E L

LI

N

G S

T R

E S

S

S W

E L

LI

N

G P

E R

C E

N T

A G

E m % % % % % % % % % KN/m² % KN/m2 KN/m2 KN/m2 KN/m2 KN/m2 m2/year KN/m2 %

B-1 S1 1 1.00-1.50 sandy lean CLAY CL 8.6 36.3 55.1 26.6 14.7 11.9 7.9 B-3 S1 1 1.50-2.00 fat CLAY CH 0.0 6.2 93.8 43.1 50.7 51.4 26.2 25.2 36.1 B-3 S2 1 3.20-3.50 fat CLAY CH 0.0 7.4 92.6 45.5 47.1 52.7 26.4 26.3 32.6 SWEL. 3178 3219 5315 15060 0.162 0.837 9.4 90 2.300 B-3 S3 1 3.50-3.80 fat CLAY 6.09 2.09

COUNT 3.00 3.00 3.00 2.00 2.00 3.00 3.00 3.00 3.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

MIN 0.00 6.20 55.10 43.10 47.10 26.60 14.70 11.90 7.90 6.09 2.09 3178.00 3219.00 5315.00 15060.00 0.16 0.84 9.40 90.00 2.30

MAX 8.60 36.30 93.80 45.50 50.70 52.70 26.40 26.30 36.10 6.09 2.09 3178.00 3219.00 5315.00 15060.00 0.16 0.84 9.40 90.00 2.30

AVERAGE 2.87 16.63 80.50 44.30 48.90 43.57 22.43 21.13 25.53 6.09 2.09 3178.00 3219.00 5315.00 15060.00 0.16 0.84 9.40 90.00 2.30

ST.DEV 4.97 17.04 22.01 1.70 2.55 14.71 6.70 8.02 15.37

SWELLING

A S

T M

/U S

C S

C L

A S

S

IF

IC

A

T

IO

27 Pologiorgi Str. 73134 Chania, Crete Greece

Tel:28210 51521 Fax:28210 51523 Email: main@mmgroup.gr

‐23‐

FRICTION ANGLE φ’(º)

According to Scheiding for cohesive materials: φ’ = arctan (0,58‐0,0045*PI)=26° (PI=21%)

According to literature (Soil Mechanics, Table 2, D. Valalas) : φ’=27±4 for CL material and φ’=22±4 for CH material

According to Sowers for cohesive materials: φ’ = 20 + NSPT/4, For Nspt=49 φ’ = 33°

According to the diagram proposed by Mitchell (Mitchell 1993, Excavations and Foundations in soft soils, Hans‐Georg Kempfert, page 51) for PI=21% the friction angle φ’=30º (sinφ’=0,50)

FIGURE 4‐2: CORRELATION CHART BETWEEN sinφ’ AND PLASTICITY INDEX (IP) ‐ (MITCHELL, 1993)

COHESION c’ (KPa)

According to literature (Soil Mechanics, Table 2, D. Valalas): c’=20±10KPa for CL material and c’=25±10KPa for CH material

UNCONFINED COMPRESSION TEST qu (KPa)

According to Terzaghi: qu=12.50xNSPT, For Nspt=49 qu = 612.50KPa

According to UCS Test: qu=6KPa

UNDRAINED SHEAR STRENGTH cu (KPa)

According to literature cu=qu/2 cu =6/2=3KPa (from UCS tests)

According to Stroud (1975) cu=f1. N30, f1 according to the following diagram

27 Pologiorgi Str. 73134 Chania, Crete Greece

Tel:28210 51521 Fax:28210 51523 Email: main@mmgroup.gr

‐24‐

FIGURE 4‐3: CORRECTION COEFFICIENT f1

For Nspt=49 cu = 5.50*49=269.50KPa

According to Terzaghi‐Peck and the following Figure:

FIGURE 4‐4: CORRELATION CHART BETWEEN NSPT AND cu (KPa)

For Nspt=19 cu= ~250Pa

COMPRESSIBILITY MODULUS (MPa)

According to Stroud (1975): Εs=f2. N30 , f2 according to the following diagram

FIGURE 4‐5: CORRECTION COEFFICIENT f2

27 Pologiorgi Str. 73134 Chania, Crete Greece

Tel:28210 51521 Fax:28210 51523 Email: main@mmgroup.gr

‐25‐

For Nspt=49 Εs = 0.55*49=26.95 MPa

According to Bowles for clayey sand: Εs=320(NSPT+15)

For Nspt=49 Εs =20.48 MPa

According to Menzenbach for silts and silty sands: Εs=1200+580xNSPT

For Nspt=49 Εs = 29.62 MPa

COMPRESSIBILITY DATA

INITIAL VOID RATIO e0

According to Oedometer Tests, e0=0.84

COMPRESSION INDEX Cc

According to Oedometer Tests, Cc =0.16

According to Terzaghi‐Peck (1967) for normally consolidated clays: Cc=0.009(LL‐10)=0.30

According to Bowles (1984) for clays: Cc=0.007(LL‐7)=0.26

According to Mitchell (1993) and the following Figure: Cc=0,25

FIGURE 4‐6: CORRELATION CHART BETWEEN IP AND Cc (Mitchell 1993)

CONSOLIDATION COEFFICIENT Cv

According to Oedometer Tests, Cv =9.4 m2/year

According to the following Figure for LL=44% Cv=2.0*10‐3 cm2/sec

27 Pologiorgi Str. 73134 Chania, Crete Greece

Tel:28210 51521 Fax:28210 51523 Email: main@mmgroup.gr

‐…