physical and mechanical properties of serpentinized...

Physical and Mechanical Properties of Serpentinized Ultrabasic Rocks in NW Turkey

C. KURTULUS,1 A. BOZKURT,2 and H. ENDES1

Abstract—Serpentinized ultrabasic rocks crop out at various

places in the northwestern part of Turkey. They are the foundation

rocks of some architecture and the ground under road bases in many

areas. They are also frequently used for indoor work such as tables,

shafts, pilasters, jambs for chimney pieces and ornaments of dif-

ferent kinds. Owing to their economic importance, in situ

geophysical and geotechnical studies were conducted to determine

their dynamic engineering parameters such as: P- and S-wave

velocities, Poisson’s ratio, rigidity modulus, elasticity modulus, bulk

modulus, natural period, safe bearing capacity, and bearing coeffi-

cient. Geophysical and geotechnical laboratory tests were performed

on cylindrical specimens cored across and along the foliation planes:

ultrasonic measurements of compressional pulse velocity (UPV),

uniaxial compressive strength (UCS), point load index (Is(50)), and

static elasticity modulus (Es); effective porosity (n), dry unit weight

(DUW), and saturated unit weight (!s) sets of the rock specimens

were determined. Finally, statistical correlations were performed by

regression analysis to evaluate the relationships between UCS and

Is(50), UPV, Es; UPV and Is(50), DUW, !s, n, and Es.

Key words: Serpentine, UCS, Is(50), UPV, engineering

properties.

1. Introduction

The characterization of soil and rock conditions

using geophysical surveys and geotechnical tests for

determining near surface geology and dynamic prop-

erties is crucial for seismic design of architecture and

urban planning. The characterization of ground con-

ditions requires the knowledge of local geology,

dynamic soil properties and seismic velocities that are

used by many codes for ground type classification, and

the rock mechanical properties, which are the most

important constituents in designing geological pro-

jects. Uniaxial compression strength (UCS) is widely

used for the engineering classification of rocks deter-

mined in a laboratory test in accordance with the

American Society for Testing and Materials (ASTM,

2010), and the International Society for Rock

Mechanics (ISRM, 2007). The determination of UCS is

difficult and time consuming and needs regularly

shaped rock samples, as defined in standards. The point

load strength (Is(50)) is an attractive alternative to the

UCS because it can provide similar data at a lower cost.

Although a large number of studies have been

conducted to determine the engineering and

mechanical properties for the purpose of site char-

acterization and land use, only few of them have been

performed on serpentinites (RAO and ROMANA, 1974;

KOUMANTAKIS, 1982; PAVENTI et al., 1996; CHIRSTEN-

SEN, 2004; COURTIER et al., 2004; MARINOS et al.,

2006; DIAMANTIS et al., 2009).

This paper presents the results of the geophysical

surveys performed in the Ezine area (NW Turkey). In

addition to the geophysical analyses, uniaxial com-

pressive strength and point load strength index

determined across and along the foliation planes of

serpentinized ultrabasic rocks in the investigation

area and their index properties such as dry and sat-

urated unit weights, and effective porosity were

determined. The static elasticity modulus was calcu-

lated across foliation planes of the specimens. The

results were statistically analyzed using a simple

regression method. The relationships among these

properties were figured out by the best fit equations.

2. Site Description

The serpentinized rock specimens for this study

were collected from the northeastern part of Ezine

1 Department of Geophysical Engineering, Engineering

Faculty, Kocaeli University, Umuttepe Campus, 41380 Izmit/

Kocaeli, Turkey. E-mail: [email protected];

[email protected] ABM Engineering Co, Izmit/Kocaeli, Turkey. E-mail:

[email protected]

Pure Appl. Geophys.

� 2011 Springer Basel AG

DOI 10.1007/s00024-011-0394-z Pure and Applied Geophysics

town, a hilly terrain crossed by roads. A total of 20

rock blocks, which were large and homogeneous

enough to provide test specimens free from fractures,

joints or partings, were collected and tested for this

study (Fig. 1).

3. Geology of the Investigation Area

Lower Miocene Ezine volcanites, Permian ophi-

olites, Triassic Kazdag massive, Pliocene–

Pleistocene Bayramic formation and Holocene allu-

vium are observed in the investigation area (Fig. 1).

Andesites, dacites, basalts, tuffs and agglomerates

form the lower Miocene Ezine volcanites. These

belong to the post-tectonic phase and are mainly of

Tertiary age. To the east of Ezine, altered hornblende-

andesites are found intermingled with tuffs and

agglomerates (KALAFATCIOGLU, 1963). Permian ophi-

olites consist of serpentinized ultrabasic rocks (called

Denizgoren ophiolite by OKAY et al., 1990, and EZINE

ophiolite by BILGIN, 1999), such as serpentinites,

harzburgites, dunites, lherzolites and pyroxenites. The

serpentinized ultrabasic rocks are exposed north of

Ezine, in a N–S belt, 10 km long and 2–4 km wide.

The unit is mainly composed of serpentinized peri-

dotites, green, dark green and light brown in color

(Fig. 2). The ophiolitic rocks occur on top of the other

units with tectonic contact at the east-northeast of the

study area. Olivine and pyroxene were transformed

into serpentine minerals and the metamorphic reaction

was accompanied by the disappearance of the textural

and minerological characteristics of the protoliths.

Serpentines are usually represented by sieve textured

cyrisotiles (Fig. 3) (ARIK and AYDIN, 2011). The ser-

pentinization percentage ranges from 25 to 39%

(KOPRUBASI, 2007). Fractures and fissures of the highly

fractured ophiolites were filled by secondary carbon-

ates. Orthopyroxenes and opaque minerals are

secondary components of these rocks.

The age of the protoliths of the Denizgoren

ophiolites were interpreted as Paleozoic (BINGOL

et al., 1973) and Permo-Triassic (OKAY et al., 1990).

The age of metamorphism, evaluated in amphibolites

at the base of the unit, was proposed to be 117 Ma

(OKAY et al., 1996) or 125 Ma (BECELETTO and JENNY

2004). Accordingly, the Denizgoren ophiolites

formed in Permian–Triassic times and were meta-

morphosed and emplaced in the upper Cretaceous

(ARIK and AYDIN, 2011).

Kazdag metamorphites are observed in the

northern part of the investigation area and comprise

schists, migmatites, metagabbros, amphibolites, fil-

lites, marbles and recrystallized limestones (TURGUT,

Figure 1Geological map of investigation area and location of the geophys-

ical applications and serpentinized ultrabasic rock specimen

collecting points (general directorate of Mineral Research and

Exploration, 2005)

C. Kurtulus et al. Pure Appl. Geophys.

2002). The Bayramic formation is exposed in north-

east of Ezine and consists of gravel-gravely sandstone

and siltstone. Finally, holocene alluvium is located to

the east and north of Ezine and is formed of block-

gravel-sand and clay.

4. Dynamic Engineering Properties

Adequate knowledge of ground conditions is very

important for analysis, design and construction of

foundations. A detailed site investigation is necessary

to characterize the serpentinized ultrabasic rocks for

design and construction of safe foundations. Several

laboratory and field techniques are available to

measure the dynamic properties. In this paper, the

dynamic properties of serpentinized ultrabasic rocks

were determined using geophysical techniques of

seismic refraction and resistivity.

The uniaxial compressive strength (UCS) is one

of the key properties for characterization of rock

materials in engineering practices. It is used to

Figure 2Serpentinized ultrabasic rocks exposed in the NW of Ezine town

Figure 3Sieve texture serpentines in denizgoren ophiolites a Parallel nikol, b cross nikol (Arik and Aydin, 2011)


determine compressive strength of rock specimens.

The procedure for measuring the UCS has been given

by both (ISRM, 2007) and (ASTM, 2008a, b). The

point load strength test (Is(50)), is used as an index test

for strength classification of rock materials. This

index can be used to estimate other rock strength

parameters such as uniaxial strength, tri-axial

strength, tensile strength, Schmidt hardness, elasticity

modulus, P-wave velocity, and peak strength (TEP-

NARONG, 2007; HOEK and BROWN, 1980; MARINOS

et al., 2006; MARINOS, and HOEK, 2001; GOKTAN and

HYDAN, 1993; KAHRAMAN, 2001; FEDDOCK et al.,

2003). Given that the UCS method is time consuming

and expensive, other non-destructive testing of rock

properties have always been attractive for being cost-

effective, time conserving and practical (DIAMANTIS

et al., 2009; WIJK, 1980; CHAU and WONG, 1996;

KAHRAMAN, 2001; KAHRAMAN et al.,2003; ZACOEB

et al., 2006; TEPNARONG, 2007; GHOSH and SRIVAST-

AVA,1991). Many researchers have correlated

ultrasonic pulse velocity (UPV) with porosity and

density (MORGAN,1969; YOUASH, 1970; GARDNER

et al.,1974; HAMILTON, 1978; CASTAGNA et al., 1985;

CHAU et al., 1996; SHON, 1998; YASAR and ERDOGAN,

2004; KAHRAMAN and YEKEN, 2008). D’ANDREA et al.

(1964), CHAU and WONG (1996), CHARY et al. (2006)

and KURTULUS et al. (2010a, b) conducted uniaxial

compression and point load tests on several rocks and

determined a good relation between UCS and Is(50).

In this study direct determination of UCS, Is(50)

and Es were conducted in order to determine the

physical and mechanical properties of serpentinized

ultrabasic rocks. The other properties such as porosity

and density of the serpentine specimens were

obtained in the laboratory.

5. Geophysical Survey

The seismic refraction and resistivity surveys

were conducted at five different locations (Fig. 1).

The seismic data were recorded using a 12 channel

Geometrics Seismic Enhancement (Smart Seis) seis-

mograph. The first arrival picks (first breaks) were

taken and tabulated. The time-distance graphs were

plotted and the plotted points were best fitted. The

seismic velocities were calculated from the slops of

the fitted lines on the time-distance curve using the

GeoSeis computer program (Fig. 4). The dynamic

elastic properties of the layers were derived from

these velocities using them in empirical equations

(KURTULUS 2000, 2002; TEZCAN et al., 2007). The

natural period of the ground was calculated using the

GBV-316 model microtremor device. The calculated

average P- and S-velocities and other dynamic

properties are illustrated in Table 1, where, Vp and Vs

are the P- and S-velocities, r is the Poisson’s ratio

r = 1 - 2(Vs/Vp)2/(2 - 2(Vs/Vp)2); G is the rigidity

Figure 4a P seismogram, b S seismograms recorded in the investigation area


modulus G = (DUW).Vs2/100; E is the elasticity

modulus E = 2(1 ? r)G; k is the bulk modulus

k = {2(1 ? r)/3(1 - 2r)}G; qS is the safety bearing

capacity qs = 0.024 (DUW).Vs; Ks is the bearing

coefficient Ks = 40 9 (Vp/Vs) 9 qS 9 19.99; DUW

is the dry unit weight DUW = {(0.002 9 Vp) ? 16}/

10, and T0 is the natural period.

6. Electrical Resistivity Survey

The electrical resistivity method was used to

delineate the resistivity of serpentinized ultrabasic

rocks. The Vertical Electrical Sounding (VES) tech-

nique with the Schlumberger array system were

adopted at five points within the site (Fig. 1). The

total current electrode spacing (AB) was opened as

much as 60 m. The VES field results are presented as

depth sounding curves. Interpretation of the curves

was achieved by the partial curves matching method

and computer iteration. The resistivity values were

determined between 290 and 315 Xm, which reflect

the porous or fractured nature of the serpentinized

ultrabasic rocks.

7. Geotechnical Studies

7.1. Experimental Procedure

Twenty big rock blocks were sampled in the

investigation area north of Ezine town (Fig. 1).

Cylindrical specimens with length between 110 and

115 mm and diameter of 54 mm (ASTM, 2001,

2010; ISRM, 2007) were prepared for testing from

each specimen by drill coring along two orthogonal

directions: across and along the foliation planes, that

is, 20 specimens along foliation and 20 specimens

across foliation were prepared for uniaxial compres-

sive strength, and 20 specimens along foliation and

20 specimens across foliation were prepared for point

load test. In addition, 20 specimens with the same

size across foliation were prepared for the static

elasticity modulus test (Fig. 5). The two ends of the

specimens were ground and lapped parallel to

accomplish an accuracy of ±0.2 mm and both end

surfaces were polished. The cylindrical sides were

made straight with an accuracy of ±0.3 mm over the

full length of each specimen. The physical properties

of the specimens such as dry unit weight, saturated

unit weight, water absorption and effective porosity

were determined in accordance with ISRM (2007).

The tests were performed at room temperature in dry

conditions. The effective porosity of rock specimens

was determined using saturation and buoyancy tech-

niques. All samples were saturated by water

immersion for a period of 48 h with periodic

agitation to remove trapped air. Later, the samples

were transferred underwater to a basket in an

immersion bath and their saturated-submerged

weights were measured with a scale having 0.01 g

accuracy. Then, the surface of the specimens was

dried with a moist cloth and their saturated-surface-

dry weights were measured outside water. Bulk

sample volumes were found from weight differences

between saturated-surface-dry weight and saturated-

submerged weight. The dry mass of specimens was

determined after oven drying at a temperature of

105�C for a period of at least 24 h. The effective pore

volumes were determined from weight difference

Table 1

Average dynamic P- and S-wave velocities and engineering properties of serpentines determined from seismic refraction survey in the

investigation area

Vp (m/sn) Vs (m/sn) UPW r G (GPa) E (GPa) k (kN/m3) T0 (sn) qS (kPa) Ks (kN/m3)

2,420 1,355 20.6 0.27 3.75 9.54 6.96E?08 665 71167.6

2,490 1,392 20.58 0.27 3.99 10.15 7.44E?08 687.5 73725.4

2,545 1,450 20.6 0.26 4.35 10.96 7.59E?08 0.39 719.8 75744.2

2,467 1,397 20.48 0.26 4.0 10.13 7.15E?08 688.4 72882.6

2,428 1,385 20.48 0.26 3.92 9.88 6.82E?08 679.6 71461.6

Average 2,470 1,395.8 20.55 0.264 4.002 10.132 7.20E?07 688.06 72996.28

Standard deviation 50.7 34.4 0.063 0.006 0.22 0.52 32166753 20 1857


between saturated-surface-dry weight and dry sample

weight. The uniaxial compressive str ength (UCS) of

the specimens was determined by subjecting each

specimen to incremental loading at a nearly constant

rate with the help of a hydraulic testing machine of

150 kN capacity in accordance with ASTM (2010).

The point load index (Is(50)) of each cylindrical

specimen was determined by mounting each speci-

men between two pointed platens of a point load

tester of 50 kN capacity in accordance with ASTM

(2008). The static elasticity modulus test was per-

formed by placing the each specimen in a loading

device of 150 kN capacity, and recording the defor-

mation of specimen under axial stress in accordance

with ASTM (2002). The test results indicated that the

static elasticity modulus values calculated from the

stress–strain curve from uniaxial testing are much

lower than dynamic elasticity modulus values (HEL-

VATJOGLU-ANTONIADES et al., 2006; STAVROGIN et al.,

1984).

Ultrasonic pulse velocity (UPV) measurements of

compressional waves (P-waves) were conducted

using Pundit Plus and DT Quist-120t ultrasonic pulse

generator instruments with the transducers having a

54 kHz frequency to compare the rates measured by

them. UPV was measured on all serpentinized

ultrabasic rock specimens prepared for Is(50), UCS

and Es test with a diameter of 54 mm and a length

110–115 mm. The ends of the core specimens were

polished and covered with stiffer grease to establish a

good coupling. The measurements on each rock

specimen with two instruments were conducted

several times to test the accuracy of the measured

velocities. The average value of ultrasonic pulse

velocity (UPV) measurement results obtained from

two instruments was considered. The test results

revealed that compressional velocities along the

foliation planes are always faster than those across

the foliation planes for all specimens. This result

shows that the foliation of the metamorphic rocks is

the primary parameter causing anisotropy between

Figure 5Preparation of cylindrical core specimens with respect to foliation planes

Table 2

Summary of results of dry and saturated unit weight, water

absorption and effective porosity

Sample no. Dry unit

weight.

UPW

(kN/m3)

Saturated

unit weight

cs (kN/m3)

Water

absorption

Wn (%)

Effective

porosity

(%)

1 24.7 24.68 1.33 3.29

2 26.2 26.35 0.16 0.43

3 25.4 25.58 0.18 2.21

4 25.1 25.19 0.86 2.44

5 24.9 25.12 0.96 3.24

6 25.2 25.34 0.18 2.24

7 25.8 25.92 1.12 1.21

8 25.7 26.1 0.21 1.14

9 26.1 26.27 0.18 0.49

10 24.3 24.45 0.98 4.25

11 25.5 25.74 0.63 1.68

12 25.1 25.27 0.92 2.48

13 26.1 26.35 0.18 0.51

14 26 26.24 0.19 0.51

15 25.9 26.31 0.18 0.71

16 26.1 26.19 0.16 0.69

17 25.7 26.12 0.25 1.42

18 26.3 26.39 0.19 0.59

19 26.1 26.27 0.17 0.48

20 26.6 27.14 0.16 0.41

Average 25.64 25.78 0.48 1.52

Standard

deviation

0.57 0.6 0.4 1.15


two orthogonal directions (SONG et al., 2004;

VASCONCELOS et al., 2007).

The summary data of ultrasonic P-wave velocity

and other index properties are presented in Table 2,

whereas wave velocities, UCS, and (Is(50)) were

illustrated in Table 3.

7.2. Statistical Analysis

A regression analysis was performed to describe

the relationships between UCS and Is(50), UCS and

UPV, DUW and UPV, n and UPV, UCS and Es, and

Es and UPV. Hence, UCS data were plotted against

Is(50) data (Fig. 6) and UPV (Fig. 7). Is(50) data were

plotted against UPV data (Fig. 8), DUW data

were plotted against UPV data (Fig. 9), n data were

plotted against UPV data (Fig. 10), UCS data were

plotted versus Es data (Fig. 11a), and Es data

were plotted against UPV (Fig. 11b). These results

were analyzed using least squares regression. It was

determined that UCS increases with increase in

the Is(50) (KURTULUS, 2010; D’ANDREA et al.,1964a,

b; BROCH and FRANKLIN, 1972; BIENIAWSKI, 1975;

HASSANI et al.,1980; READ et al.,1980; FORSTER, 1983;

Table 3

Wave velocities uniaxial compressive strength (UCS) and point load ındex (Is(50)) with respect to orientation of foliation

Specimen

no.

Vp (across

foliation)

(m/s)

Vpa (along

foliation)

(m/s)

UCS (across

foliation)

(MPa)

Is(50) (across

foliation)

(MPa)

UCS (along

foliation)

(MPa)

Is(50) (along

foliation)

(MPa)

Static Elasticity

Modulus (across

foliation)

(GPa)

1 4110.3 4419.21 34.56 2.41 11.4 0.74 3.48

2 5072.4 5471.83 98.25 6.58 32.6 2.2 5.0

3 4927.8 5376.93 82.25 6.23 27.13 1.9 4.77

4 4589.3 5047.79 58.38 4.45 22.35 1.42 3.59

5 4310.31 4612.63 41.58 3.24 19.31 1.34 3.42

6 4712.94 5085.26 71.8 4.53 22.85 1.63 4.19

7 4752.6 5027.61 78.21 4.32 21.62 1.33 4.42

8 4886.4 5287.96 91.67 5.28 23.87 1.73 4.39

9 5111.3 5427.32 98.34 6.48 32.45 2.1 4.63

10 4152.6 4463.69 32.68 2.67 14.21 0.92 4.06

11 4889.5 5290.58 75.36 5.84 25.36 1.9 4.52

12 4586.9 4931.24 78.23 5.27 22.88 1.62 3.69

13 5240.2 5632.75 103.24 6.88 36.18 2.35 5.32

14 5113.7 5502.37 92.56 6.32 35.12 2.16 4.79

15 4957.2 5304.67 92.56 6.73 33.78 2.41 5.12

16 5203.3 5576.32 114.32 7.85 39.75 2.64 5.36

17 4800.2 5198.26 81.33 5.67 24.13 1.72 4.74

18 4998.9 5364.77 82.68 5.14 23.57 1.68 4.35

19 5112.6 5496.35 111.55 6.86 33.48 2.45 4.59

20 5288.7 5376.93 111.24 7.21 34.67 2.35 5.32

Average 4840.9 5195 81.5 5.5 26.8 1.8 4.49

Standard deviation 336 345 23.6 1.48 7.4 0.5 0.6

UCS = 15,248Is(50) - 2,2964

R2 = 0,91

020406080

100120140

2 3 4 5 6 7 8 9Point load index Is(50) (MPa)

UC

S (M

Pa)

UCS = 14,458Is(50) + 0,3852

R2 = 0,9565

05

1015202530354045

0.5 1 1.5 2 2.5 3

Point load index Is (50) (MPa)

UC

S (M

Pa)

Figure 6Scatter plot of UCS against Is(50) for cylindrical specimens with respect to a across foliation, b along foliation


UCS = 0,0675(UPV) - 245,13

R2 = 0,9253

0

20

40

60

80

100

120

140

4000 4200 4400 4600 4800 5000 5200 5400

Ultrasonic pulse velocity (UPV) (m/s)

UC

S (M

Pa)

UCS = 0,0188(UPV) - 71,054

R2 = 0,8316

05

1015202530354045

4400 4600 4800 5000 5200 5400 5600 5800


UC

S (M

Pa)

Figure 7Scatter plot of UCS against UPV for cylindrical specimens with respect to a across foliation, b along foliation

Is(50) = 0,0042(UPV) - 14,602

R2 = 0,895

0123456789

4000 4200 4400 4600 4800 5000 5200 5400


Is

(50)

(M

Pa)

Is(50) = 0,0013(UPV) - 4,819

R2 = 0,8383

0

0.5

1

1.5

2

2.5

3

4400 4600 4800 5000 5200 5400 5600 5800


Is

(50)

(M

Pa)

Figure 8Scatter plot of Is(50) against UPV for cylindrical specimens with respect to a across foliation, b along foliation

DUW = 0,0002(UPV) + 1,7752R2 = 0,8786

2.4

2.45

2.5

2.55

2.6

2.65

2.7

4000 4200 4400 4600 4800 5000 5200 5400

Ultrasonic pulse velocity (UPV) (m/s)Dry

uni

t w

eigh

t (D

UW

) (k

N/m

3 )

DUW= 0,0001(UPV) + 1,7937R2 = 0,8323

2.4

2.45

2.5

2.55

2.6

2.65

2.7

4400 4600 4800 5000 5200 5400 5600 5800

Ultrasonic pulse velocity (UPV) (m/s)Dry

uni

t w

eigh

t (D

UW

) (k

N/m

3 )

Figure 9Scatter plot of dry unit weight (UPW) against UPV for cylindrical specimens with respect to a across foliation, b along foliation

n= -0,0031(UPV) + 16,736R2 = 0,8789

00.5

11.5

22.5

33.5

44.5

4000 4200 4400 4600 4800 5000 5200 5400


Eff

ecti

ve p

oros

ity

(n)

%

n = -0,0029(UPV) + 16,373R2 = 0,8318

00.5

11.5

22.5

33.5

44.5

4400 4600 4800 5000 5200 5400 5600 5800


Eff

ecti

ve p

oros

ity

(n)

%

Figure 10Scatter plot of effective porosity against UPV for cylindrical specimens with respect to a across foliation, b along foliation


GUNSALLUS and KULHWAY,1984; CARGILL and SHAKO-

OR, 1990; CHAU and WONG, 1996). UPV increases

with dry unit weight, while it decreases with porosity.

The empirical relationships between the UCS and

Is(50), UCS and UPV, dry unit weight (DUW) and

effective porosity (n) and P-wave velocity, and static

elasticity modulus and UCS and UPV are given in

Table 4. According to Table 2, uniaxial compressive

strength (UCS) and point load strength Is(50) and

ultrasonic pulse velocity (UPV) showed strong linear

correlations with the highest correlation coefficients

(R2 = 91–95). Point load index Is(50) and UPV, dry

unit weight (DUW) and UPV, and effective porosity

(n) and UPV exhibited linear correlations with R2

equal to 89, 83, 87 and 83, respectively. Also, a

nonlinear relation between UCS values and static

elasticity modulus values (Es) was found. A good

linear relation was determined between Es and UPV

with R2 = 0.75.

8. Discussion and Conclusions

The objective of the study was to determine the

dynamic engineering values as well as the geotech-

nical and mechanical properties of serpentinized

ultrabasic rocks. For this purpose, seismic and elec-

trical surveys were conducted at five different

locations and rock specimens were collected from 20

different points of the investigation area and sub-

jected to tests. Average seismic P- and S-velocities

were determined to be equal to 2,470 and 1,395.8 m/s,

respectively. A comparison of data shows a reason-

able consistency among Vp, UCS, Is(50), and static

elasticity modulus (Table 3). The discrepancy

increases notably when comparing Vp in situ values

with laboratory results. The large reductions in Vp in

situ values are clearly the functions of fractures and

natural joints. Fracture frequencies are usually high

for 5–10 m rock depth and Vp were strongly affected

as a result. The Poisson’s ratio, the safety bearing

capacity and other engineering parameters point out

that serpentinized ultrabasic rocks are strong enough

for being a foundation rock. The resistivity survey,

that employed the vertical electrical sounding, shows

in the study area moderate resistivity value

([180 Xm).

The mechanical properties (UPV, UCS and Is(50))

of serpentinized ultrabasic rocks have been deter-

mined with laboratory tests. Static elasticity modulus

(Es) was calculated for across foliated specimens.

Certain physical parameters such as effective porosity

(n), dry unit weight (DUW) and saturated unit weight

(cs) were also determined. The collected data con-

tribute to the geomechanical characterization of a

wide extent of geological units subject to civil works

UCS = 36.029Es - 81.132R2 = 0.7457

0

20

40

60

80

100

120

140

3 3.5 4 4.5 5 5.5

Es (GPa)

UC

S (

MP

a)

Es = 0.0015(UPV) - 2.516R2 = 0.7462

0

1

2

3

4

5

6

4000 4200 4400 4600 4800 5000 5200 5400

Ultrasonic Pulse Velocity (UPV) Sta

tic

Ela

stic

ity

mo

du

lus

(Es)

MP

a

Figure 11Scatter plot of uniaxial compressive strength (UCS) against static elasticity modulus (Es) (a), and Es against to ultrasonic pulse velocity (UPV)

Table 4

Empirical relationship between UCS and Is(50) engineering prop-

erties and UPV, and Es and UCS, and UPV

Empirical relationships R2

UCS = 15248Is(50) - 2.2964 Across foliation 0.91

UCS = 14.458Is(50) ? 0.3852 Along foliation 0.95

UCS = 0.0675(UPV) - 245.13 Across foliation 0.92

UCS = 0.0188(UPV) - 71.04 Along foliation 0.83

Is(50) = 0.0042(UPV) - 14.602 Across foliation 0.89

Is(50) = 0.0013(UPV) - 4.819 Along foliation 0.83

DUW = 0.0002(UPV) ? 1.7752 Across foliation 0.87

DUW = 0.0001(UPV) ? 1.7937 Along foliation 0.83

n = -0.0031(UPV) ? 16.736 Across foliation 0.88

n = -0.0029(UPV) ? 16.733 Along foliation 0.83

UCS = 36.029Es - 81.132 Across foliation 0.75

Es = 0.0015(UPV) - 2.516 Across foliation 0.75


and use as ornamental stone. Finally, statistical cor-

relations were conducted by regression analysis to

evaluate the relationships between compressive

strength and Is(50), UCS, DUW, n and UPV, and

empirical relations were determined between these

parameters and UPV with the high correlation coef-

ficients. In addition, Es was correlated with (UPV)

and (UCS).

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(Received December 8, 2010, revised July 12, 2011, accepted July 13, 2011)


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