onkalo pose experiment - uniaxial compressive … pose experiment - uniaxial compressive strength...

ONKALO POSE Experiment -Uniaxial Compressive Strength Test Results:

120 mm Diameter Samples from the Experimental Holes

Wo

rk

ing

Re

po

rt 2

01

5-1

6 • O

NK

AL

O P

OS

E E

xp

erim

en

t - Un

iax

ial C

om

pre

ss

ive

Stre

ng

th T

es

t Re

su

lts: 1

20

mm

Dia

me

ter S

am

ple

s fro

m th

e E

xp

erim

en

tal H

ole

s

POSIVA OY

Olki luoto

FI-27160 EURAJOKI, F INLAND

Phone (02) 8372 31 (nat. ) , (+358-2-) 8372 31 ( int. )

Fax (02) 8372 3809 (nat. ) , (+358-2-) 8372 3809 ( int. )

May 2015

Working Report 2015-16

Pekka Eloranta

May 2015

Working Reports contain information on work in progress

or pending completion.

Pekka Eloranta

Aalto University

Working Report 2015-16

ONKALO POSE Experiment -Uniaxial Compressive Strength Test Results:

120 mm Diameter Samples from the Experimental Holes

ONKALO POSE EXPERIMENT - UNIAXIAL COMPRESSIVE STRENGTH TEST RESULTS: 120 MM DIAMETER SAMPLES FROM THE EXPERIMENTAL HOLES

ABSTRACT

The stress-strain behaviour of rock samples was studied for a total of five uniaxial compression tests. Posiva Oy selected the samples from boreholes in Olkiluoto ONKALO underground rock characterization facility. The samples were classified into veined gneisses and coarse-grained pegmatitic granites. The diameter of the samples was nominally 120 mm. The specimen preparation and tests were carried out at the Laboratory of Rock Engineering, Aalto University, Finland. Specimens were tested under water-saturated condition and were photographed before and after the tests. The values obtained for the uniaxial compressive strength were in the range 48.8-91.8 MPa. Keywords: rock mechanics, uniaxial compression test, Olkiluoto, POSE.

ONKALO POSE-KOE – YKSIAKSIAALISTEN PURISTUSMURTOKOKEIDEN TULOKSET: HALKAISIJALTAAN 120 MM NÄYTTEET KOEREI’ISTÄ

TIIVISTELMÄ

Kivinäytteiden muodonmuutoskäyttäytymistä tutkittiin tekemällä viisi yksiaksiaalista puristusmurtokoetta. Posiva Oy valitsi kokeisiin näytteet Olkiluodon maanalaisesta kallioperän tutkimustilan (ONKALO) kairausrei’istä. Näytteet olivat karkearakeista pegmatiittista graniittia ja suonigneissiä. Näytteiden nimellishalkaisija oli 120 mm. Koenäytteet valmisteltiin ja testattiin Aalto-yliopiston kalliorakentamisen laboratorios-sa. Koenäytteet testattiin vesikyllästettyinä, ja ne valokuvattiin ennen testausta ja testauksen jälkeen. Näytteiden yksiaksiaalinen puristusmurtolujuus vaihteli välillä 48,8-91,8 MPa. Avainsanat: kalliomekaniikka, yksiaksiaalinen puristusmurtokoe, Olkiluoto, POSE.

1

TABLE OF CONTENTS

ABSTRACT

TIIVISTELMÄ

1 INTRODUCTION .................................................................................................... 2

2 TEST SPECIMENS ................................................................................................ 4

2.1 Selection of samples ..................................................................................... 4

2.2 Specimen handling procedure ...................................................................... 4

2.2.1 Specimen identification and tracking................................................. 4

2.2.2 Specimen preparation ....................................................................... 4

2.2.3 Conformance on dimensional and shape tolerances ........................ 6

2.2.4 Water saturation ................................................................................ 7

2.2.5 Testing .............................................................................................. 8

2.2.6 Specimen photography ..................................................................... 8

2.2.7 Storage ............................................................................................. 8

3 TEST CONFIGURATION AND PROCEDURES ..................................................... 9

3.1 Equipment ..................................................................................................... 9

3.2 Uniaxial compression tests ........................................................................... 9

3.3 Photography ................................................................................................ 10

3.4 Quality control ............................................................................................. 11

4 ANALYSIS AND INTERPRETATION ................................................................... 13

4.1 Elastic parameters ...................................................................................... 13

4.2 Stress states ............................................................................................... 13

5 RESULTS ............................................................................................................. 15

5.1 Description and presentation of the specimens .......................................... 15

5.2 Stress-strain behaviour ............................................................................... 15

REFERENCES ............................................................................................................. 16

APPENDICES ............................................................................................................... 17

Appendix 1. Test information form ........................................................................ 18

Appendix 2. Photographs of the specimens before and after testing ................... 20

Appendix 3. Stress-strain curves of uniaxial compression tests ........................... 25

2

1 INTRODUCTION

This document reports on the data collected from five uniaxial compression tests on rock samples from Olkiluoto ONKALO boreholes carried out at the Laboratory of Rock Engineering, Aalto University School of Engineering in Espoo, Finland. These tests were commissioned by Posiva Oy. Uniaxial compression tests are used to determine the complete stress-strain curve for cylindrical intact rock core specimens. The samples were obtained from Olkiluoto ONKALO boreholes from the third investigation niche and the access tunnel at -345 m depth, and from the exhaust air shaft at -155 m depth (Figure 1-1 and Table 1-1). Selected core samples were delivered to the laboratory on September 6, 2012. The test specimens were prepared during October and November 2013 and tested during November and December. The specimens were photographed before, during and after the tests. Processing and interpretation of the results was completed in January 2014.

Figure 1-1 The ONKALO underground facility.

Third investigation niche

Access tunnel Exhaust

air shaft

3

Rem

ark

Cha

ract

eris

atio

n ni

che

3

Cha

ract

eris

atio

n ni

che

3

Cha

ract

eris

atio

n ni

che

3

Acc

ess

tunn

el

Cha

ract

eris

atio

n ni

che

3

Exh

aust

air

shaf

t 1 w

all

D

ate

D

rille

d

10.1

2.20

09

8.12

.200

9

17.1

1.20

09

30.1

.201

0

18.8

.201

1

2.12

.201

0

Lo

cati

on

ON

K-T

KU

-362

0-P

L-48

ON

K-T

KU

-362

0-P

L-48

ON

K-T

KU

-362

0-P

L-46

ON

K-V

T1-

PL3

662

ON

K-T

KU

-362

0

ON

K-K

U2-

154

V

T1

C

hai

nag

e

3620

3620

3620

3662

3620

1940

D

ip 0 0 0 60

60 0

A

zim

uth

90

90

270

200

283 30

Max

L

eng

th

(m) 0.97

0.96

0.65

0.93

0.44

0.45

Tab

le 1

-1 B

oreh

oles

.

Ele

vati

on

-345

.10

-343

.19

-343

.40

-343

.16

-349

.00

-154

.78

Eas

tin

g

1525

465.

75

1525

468.

16

1525

463.

30

1525

428.

91

1525

903.

19

1525

901.

07

No

rth

ing

6792

326.

35

6792

328.

05

6792

326.

07

6792

300.

37

6792

013.

30

6792

015.

10

Ho

le ID

ON

K-S

H77

ON

K-S

H78

ON

K-S

H79

ON

K-S

H87

ON

K-S

H11

8

ON

K-S

H13

6

4

2 TEST SPECIMENS

2.1 Selection of samples

Posiva Oy selected core samples for this study (Figure 2-1 and Table 2-1). The core samples were from boreholes at the underground rock characterisation facility (ONKALO), Olkiluoto, Finland. The diameter of the samples was nominally 120 mm. The core samples were transferred to the Laboratory of Rock Engineering at the Aalto University School of Engineering for testing. In the laboratory, the core samples were stored in room conditions at an average 22 ºC temperature and 40 - 50% air humidity.

2.2 Specimen handling procedure

During the development and specification of laboratory tests for Posiva site investigation studies, a procedure for specimen handling was introduced (Hakala 1996). This procedure was further improved based on the experience in the testing of Olkiluoto mica gneiss, Romuvaara tonalite gneiss, Kivetty granite, Kivetty porphyritic grano-diorite, Hästholmen pyterlite and Forsmark granitic rocks (Hakala & Heikkilä 1997a, Heikkilä & Hakala 1998a, Heikkilä & Hakala 1998b, Eloranta & Hakala 1998, Eloranta & Hakala 1999 and Hakala et al. 2005, Eloranta 2006, Eloranta 2010).

2.2.1 Specimen identification and tracking

Posiva Oy marked each core sample according to their system. There were no down-ward arrows on the samples, but it was assumed that the downward direction was same as the text direction on the samples (from left to right in Figure 2-1). An identification number (1-5) was marked on each core sample at the laboratory. During specimen preparation the same identification number was marked on remaining core parts. The test specimen naming system consists of the borehole name ‘ONK-SH136’. A file form was opened for each specimen (Appendix 1).

2.2.2 Specimen preparation

The uniaxial compression test specimens were cut from core samples with a 350 mm diameter diamond saw blade (Figure 2-2). During sawing, the core is held by hand and the blade pressure is controlled manually. After cutting the specimen, its ends were flattened with a surface grinder. Two samples (1 and 3) had previously installed strain gauge rosettes (Figure 2-4). The rosettes and their connecting wires had been protected with hardening epoxy putty. It was not possible to remove this material and rosettes during specimen preparation and it as well as the rosettes are included in the weight of these samples.

5

The core sample 2 was returned to Posiva for biaxial testing on June 2013. It was returned for uniaxial testing on October 2013. There were two strain gauge rosettes installed on it, but only small amount of silicone and no epoxy putty for protection.

Figure 2-1 The core samples before cutting, dry and wet. (P. Eloranta/Aalto ENG)

Table 2-1 The core samples. (Average grain size and dip of foliation were estimated on actual test specimens.)

Number ID Rock type

Average grain size (mm)

Dip of foliation

1 ONK-SH118 - 5 ~90

2 ONK-SH77 - 1 - 5 80

3 ONK-SH87 - <1 - 5 45

4 ONK-SH79 - 10 - 15 -

5 ONK-SH136 - 5 - 10 -

6

Figure 2-2 The core samples after cutting. (P. Eloranta/Aalto ENG)

Table 2-2 Test specimens.

Number Specimen ID

Length (mm)

Diameter (mm)

Length/ Diameter

Ratio

Parallelism of ends (mm)

Straightness of sides

(mm) Density (kg/m3)

1 ONK-SH118 240.0 119.0 2.02 0.01 - 2810

2 ONK-SH77 238.8 119.2 2.00 0.02 - 2760

3 ONK-SH87 235.3 119.3 1.97 0.01 - 2680

4 ONK-SH79 240.5 188.8 2.02 0.02 - 2600

5 ONK-SH136 240.0 199.3 2.01 0.01 - 2600

2.2.3 Conformance on dimensional and shape tolerances

The length of a test specimen was determined by taking the average of three measurements. The diameter of the specimen was measured by averaging two diameters measured at right angles to each other close to the top, the mid-height and the bottom of the specimen. The length-to-diameter ratio was calculated. In addition, the straightness of the specimen, the parallelism, perpendicularity and flatness of the end surfaces were verified to be within the required tolerances according to ASTM D4543-08 standard and to the ISRM suggestions (Ulusay & Hudson 2007 p. 153, 225-226).

7

While measuring diameters on the specimens 1 and 3 it was tried to avoid epoxy putty. The weight of the putty, however, is included in the weight of these two specimens. The laboratory-air-dry mass of all specimens was recorded and the average grain size was estimated and if the specimen was foliated, the dip of foliation was measured according to Figure 2-3.

dip offoliation

Figure 2-3 Dip of foliation.

Test specimens with their dimensions and shape parameters after cutting and grinding are listed in Table 2-2. All length dimensions were measured to within 0.1 mm accuracy and the mass to within 1 gram accuracy.

2.2.4 Water saturation

The specimens were water-saturated using procedure described in SFS-EN 17355 standard in Chapter 7. The specimens were stored under water in a sample container with an average temperature of 22 °C for at least two weeks. The water-saturated surface-dry specimens were weighed before testing. The saturated density of the specimens is listed in Table 2-2.

8

Figure 2-4 The core samples ONK-SH118 and ONK-SH87 with strain gauge rosettes. (P. Eloranta/Aalto ENG)

2.2.5 Testing

The test instrumentation was reported in the MTS testing system log book. The tests were conducted according to suggested test procedure introduced later in Chapter 3.2. Prior to loading, information on the test and names of the test control file and resulting data folder was recorded on the MTS testing system log book and on the test information form. The gap between the ends of the circumferential extensometer chain was recorded as an essential value for calculating the radial strain from the measured circumferential displacement. All the test results were stored in digital form, and only the maximum axial load was recorded in the specimen file form.

2.2.6 Specimen photography

The test specimens were photographed before tests, during tests and after tests. Chapter 3.3 gives more detailed description of procedures used.

2.2.7 Storage

The tested specimens are stored in the laboratory until they are returned to Posiva Oy.

9

3 TEST CONFIGURATION AND PROCEDURES

3.1 Equipment

For all tests, the MTS 815 Rock Mechanics Test System, a computer-controlled servo-controlled hydraulic compression machine, was used. The system consists of a load cell, extensometers for strain measurements, load frame, hydraulic power supply, test controller, test processor and PC micro-computer.

3.2 Uniaxial compression tests

In uniaxial compression tests, three averaging direct contact axial extensometers are used to measure axial strain. Deformation is measured via a 50 mm gauge length. Radial strain is measured with one circumferential extensometer connected to the roller chain assembly wrapped around the specimen at mid-height. All extensometers are held around the specimen by contact force produced by mounting springs (Figure 3-1). At the specimen ends, non-lubricated steel end caps are used. The axial load is applied to the top end through a spherical seat in order to assure uniform load distribution. No load cell is used. Load is derived from the hydraulic pressure on the loading piston.

Figure 3-1 Extensometers installed on a specimen. (P. Eloranta/Aalto ENG)

10

Table 3-1 Procedure for the uniaxial compression test.

1 Drive specimen manually near to contact

- No axial force is allowed

2 Reset readings

- Reset readings of axial and radial extensometer, actuator displacement and axial force

3 Start programmed test control

4 Drive specimen to force contact

- Move actuator up 0.2 mm/min until axial force is 5.0 kN

5 Axial load ramp to failure

- Increase axial load so that loading rate is 0.75 MPa/s until radial strain is -0.01% or axial stress is 50 MPa

- Change to radial strain rate control

- Increase radial strain corresponding to the initial elastic loading rate of 0.75 MPa/s until the end of the radial extensometer range is reached or the test is stopped manually

6 Unloading

- Remove remaining force by programmed control

The uniaxial compression tests were conducted under a radial strain rate control corresponding to an elastic axial loading rate of about 0.75 MPa/s (Table 3-1). First the specimen is driven to contact under programmed control. Axial load control is used first to overcome the radial extensometer hysteresis and, after that, the control is changed to radial strain rate to ensure a controlled test in the post-peak region. No settling ramp was used. All measured data were recorded at a frequency of 1 Hz.

3.3 Photography

Several photographs were taken on test specimens before, during and after testing. A compact digital camera Canon Power Shot S10 set up on a tripod was used. Its charge-coupled device (CCD) sensor creates full-colour and black and white high-resolution images up to 1,600 x 1,200 pixels (2.1 megapixel). It offers a 2x zoom lens and a range of shooting modes. It uses Compact Flash type I and II memory cards. All core samples were photographed in a core box before cutting and after cutting (Figures 2-1 and 2-2).

11

Figure 3-2 Camera views, looking from top A= 0°, B=90°, C=180° and D=270°. Each uniaxial compression test specimen was photographed before testing. The specimen was rotated clockwise (looking from top) 90 degrees between images A, B, C and D (Figure 3-2). Specimens were photographed dry and wet. On each photograph a QPcard 101 reference card with neutral white, gray and black patches and a scale was positioned alongside the specimen. No flash or photography lights were used. Fully equipped test specimen was photographed on table and in the load frame before test was started. The specimen was photographed in the load frame immediately after test only if there were visible failure. After testing, each specimen was photographed using the same procedure as before testing. If necessary, additional photographs were taken to show failure mode. All original image files were stored on two separate external hard drives in addition to a 2 GB CompactFlash memory card.

3.4 Quality control

To assure that all test phases are made to each specimen in the planned order, and to make it possible to re-analyze possible errors and deviations in results, all preparation and test phases of each specimen were reported on a test information form (Appendix 1). The completed test information forms are not included in this report. They are stored in the laboratory. The axial extensometer was calibrated on January 2012 and the circumferential extensometer on September 2013. Extensometer readings were checked with a 56 mm aluminium specimen before test series using the Young’s modulus and Poisson’s ratio as reference values (Figure 3-3). Both values were determined as a secant from the axial stress level corresponding 0.01% of radial strain to the axial stress level of 50 MPa.

Camera

B

D 31 cm

A

Specimen

C

12

Figure 3-3 Uniaxial compression test extensometers on the reference aluminium specimen. (P. Eloranta/Aalto ENG)

13

4 ANALYSIS AND INTERPRETATION

Uniaxial compression test data are recorded in ASCII files. The data are imported to a Microsoft Excel template file for analysis. Axial strain and radial strain are plotted against axial stress. In addition, volumetric strain (total volumetric strain and crack volumetric strain) is plotted against axial strain on a separate graph (see Figure 4-1 and Appendix 3).

4.1 Elastic parameters

Young’s modulus (E) and Poisson’s ratio () are calculated as tangent modulus at the half of the peak strength (p). The slopes of the stress-strain curves are determined between 40-60% of the peak strength using linear fit (Microsoft Excel SLOPE function). Young’s modulus is additionally calculated as secant modulus at the half of the peak strength.

4.2 Stress states

The stress states here refer to crack initiation stress (ci), crack damage stress (cd) and peak strength (p) (Figure 4-1). The crack initiation stress is defined as the stress level where the crack volumetric strain (v,cr ) deviates from zero (Figure 4-1). The crack volumetric strain (v,cr) is calculated by subtracting the elastic deformations (v,e) of the rock matrix from the total volumetric strain (v). The elastic volumetric strain (v,e ) is defined by Young’s modulus (E) and Poisson’s ratio () and the current major (1) and minor (3) principal stresses (Equation 4-1).

v e E, ( )

1 21 3

(4-1)

After subtracting the elastic volumetric strain (v,e ) from the total volumetric strain (v), the crack volumetric strain curve is shifted so that the maximum value is zero (Figure 4-1). The determination of the crack initiation stress (ci) state is not always obvious; there-fore, the first guess for ci is determined as the last point having a crack volumetric strain (v,cr) equal to 0.5% of total compaction. This value, checked visually, is to be at the intersection of the horizontal line and the extension of the increasing crack volume. The crack damage stress (cd) is defined as the reversal of the volumetric strain (v) curve (Figure 4-1). At this point, the total volume of the specimen changes from compaction to dilation. The total volumetric strain (v) is approximated from the axial (a) and radial strains (r) (Equation 4-2).

v a r 2 (4-2)

14

The peak strength (p) is defined as the highest observed axial stress (Figure 4-1).

Axial Stress( MPa )

20

40

60

80

100

120

-0.15 -0.10 -0.05 0.05 0.10 0.20 0.250.15

Radial Strain ( % ) Axial Strain ( % )

Elastic region II

Unstable crack IVgrowth

Stable crack IIIgrowth

Crack closure I

Onset of post-peak region V - temporary hardening

Crack Damage Stress

- true peak strength

cd

Crack Initiation Stress

- begining of damage

ci

-0.15

-0.10

-0.05

0

0.05

0.10

0.0 0.05 0.10 0.15 0.20

VolumetricStrain ( % )

0.25

Axial Strain ( % )

I

IIIII

IV

Crack Closure Calculated CrackVolumetric Strain

Measured totalvolumetric strain

New Crack Volume

Axial StressAxial Strain

RadialStrain

Natural Microcracks

Peak Strength p

Tensile Strength t

Figure 4-1 Determination of the failure stress states t , ci , cd and p . (Hakala & Heikkilä 1997b after Martin 1994)

15

5 RESULTS

5.1 Description and presentation of the specimens

The photographs of the specimens before and after testing are presented in Appendix 2. Specimen failure is not visible in most specimens without close inspection with a magnifying glass or stereo microscope. Therefore the major failure fracture (or fractures) is marked with a yellow line on the photographs.

5.2 Stress-strain behaviour

A summary of the test results is presented in Table 5-1. Detailed stress-strain curves are presented in Appendix 3. Table 5-1 Summary of the results.

Peak

strength

Tangent Young's Modulus

Poisson's

ratio

Crack Initiation

stress

Crack Damage stress

Secant Young's Modulus

Specimen ID (MPa) (GPa) (MPa) (MPa) (GPa) ONK-SH118 48.8 58 0.10 28 48 63 ONK-SH77 80.0 65 0.20 42 74 62 ONK-SH87 91.8 57 0.17 51 85 50 ONK-SH79 78.1 54 0.09 42 69 35 ONK-SH136 84.2 55 0.15 44 76 41

16

REFERENCES

ASTM D4543-08 2008. Standard practices for preparing rock core as cylindrical test specimens and verifying conformance to dimensional and shape tolerances. West Conshohocken, Pennsylvania, USA: ASTM International. 9 p. Eloranta, P. 2006. Laboratory testing of gneissic rocks in Olkiluoto borehole OL-KR24. Posiva Working Report 2006-80. Olkiluoto: Posiva Oy. 93 p. Eloranta, P. 2010. Laboratory testing of granitic rocks in Forsmark borehole KFM01B. Test Report TKK-Kal 1/2010 . Espoo: Aalto University. 67 p. Eloranta, P. & Hakala, M. 1998. Laboratory testing of Kivetty porphyritic granodiorite in borehole KI-KR10. Posiva Working Report 98-49. Helsinki: Posiva Oy. 115 p. Eloranta, P. & Hakala, M. 1999. Laboratory testing of Hästholmen pyterlite in borehole HH-KR6. Posiva Working Report 99-26. Helsinki: Posiva Oy. 180 p. Hakala, M. 1996. Stress-strain behaviour of crystalline rock – Literature study and development of test program. Work report TEKA-96-08e. Helsinki: Posiva Oy. 122 p. Hakala, M. & Heikkilä, E. 1997a. Laboratory testing of Olkiluoto mica gneiss in borehole OL-KR10. Posiva Working Report 97-07e. Helsinki: Posiva Oy. 79 p. Hakala, M. & Heikkilä, E. 1997b. Summary report – Development of laboratory testas and the stress-strain behaviour of Olkiluoto mica gneiss. Posiva report POSIVA-97-04. Helsinki: Posiva Oy. 150 p. ISBN 951-652-029-4 ISSN 1239-3096 Hakala, M., Kuula, H. & Hudson, J.A. 2005. Strength and strain anisotropy of Olkiluoto mica gneiss. Posiva Working Report 2005-61. Olkiluoto: Posiva Oy. 117 p. Heikkilä, E. & Hakala, M. 1998a. Laboratory testing of Romuvaara tonalite in borehole RO-KR10. Posiva Working Report 98-06e. Helsinki: Posiva Oy. 165 p. Heikkilä, E. & Hakala, M. 1998b. Laboratory testing of Kivetty granite in borehole KI-KR10. Posiva Working Report 98-21e. Helsinki: Posiva Oy. 163 p. Martin, C.D. 1994. TVO/SKB/AECL Workshop on rock strength – Proceedings. Work Report TEKA-94-07. Helsinki: Teollisuuden Voima Oy. 186 p. SFS-EN 13755 2002. Natural stone test methods. Determination of water absorption at atmospheric pressure. Helsinki: Finnish Standards Association SFS. 8 p Siren, T. 2011. Fracture mechanics prediction for Posiva’s Olkiluoto Spalling Experiment (POSE). Working Report 2011-23. Olkiluoto: Posiva Oy. 30 p. Ulusay, R. & Hudson, J.A. (Eds.) 2007. The complete ISRM suggested methods for rock characterization, testing and monitoring: 1974-2006. Ankara, Turkey: ISRM Turkish National Group. 628 p. ISBN 978-975-93675-4-1

17

APPENDICES

1 Test information form 2 Photographs of test specimens before and after testing 3 Stress-strain curves of uniaxial compression tests

18

Appendix 1. Test information form

Title: Test information sheet for Page 1 (2)uniaxial compression test of intact rock

Date: 28.2.2013 Order:

Author: Pekka ElorantaReference: - Specimen ID:

1. Reception and arrival at the laboratory Date:By:

Remarks:

2. Geological description of the specimen Date:By:

Remarks:

3. Preparation of the specimen

Cutting: Equipment: Date:Remarks: By:

Grinding: Equipment: Date:Remarks: By:

4. Physical properties of the specimen Date: (tolerance limits are from ASTM D-4543-08 standard) By:

Height (mm): Average height (mm):1 2 3

Diameter (mm): Average diameter (mm):1 2 3

Height/Diameter ratio:4 5 6

Mass (g): (laboratory air-dry) Straightness (mm):

Perpendicularity (mm): Parallellism (mm):

Remarks: none Flatness (mm):

5. Photographing the specimen before testing Date:By:

Equipment:

Filenames:

Remarks:

6. Water-saturation of the specimen Date:By:

Start (t 0 ): End: date time date time

Equipment: [ ] Mettler PM4000, serial number N95274 Saturated-submerged mass (g): [ ] Mettler PJ3600, serial number M88692

[ ] ____________________________________ Saturated-surface-dry mass (g):

Remarks:

19

Title: Test information sheet for Page 2 (2)

uniaxial compression test of intact rockDate: 28.2.2013 Order:

Author: Pekka ElorantaReference: - Specimen ID:

7. Testing the specimen Date:By:

Moisture condition of the specimen at time of test: [ ] as received [ ] saturated [ ] laboratory air-dry [ ] oven dry

Equipment: MTS 815 Rock Mechanics Test SystemTest setup

[ ] Uniaxial Low Force [ ] Uniaxial High Force

Force transducer (serial number and range)

[ ] none [ ] 103295 (100 kN) [ ] 0123896 (250 kN) [ ] 0121628 (500 kN)

Circumferential strain extensometer (serial number)

[ ] none [ ] 790 [ ] 792 [ ] ___________

Axial strain extensometer (serial number)

[ ] none [ ] 1899 A,B,C [ ] 788 [ ] ___________

L i (mm): (Initial chord length between the center of the two end rollers of the circumferential extensometer.)

Run:

Raw data:Failure:

Start: time

Stop: Peak load (kN): time

Remarks:

8. Photographing the specimen after testing Date:By:

Equipment:

Filenames:

Remarks:

9. Handling, processing and storage of the measured data Date:By:

Remarks:

10. Storing the specimen after testing Date:By:

Place:

Remarks:

20

Appendix 2. Photographs of the specimens before and after testing

Specimen ONK-SH118 before and after testing

(a) Before testing (2013-10-25) View 000°

(b) After testing (2013-12-05) View 000°

(failure fractures marked with a yellow line)

21




(failure fractures marked with a yellow line)

22



(b) After testing (2013-12-05) View ~200°

(failure fracture marked with a yellow line)

23





24





25

Appendix 3. Stress-strain curves of uniaxial compression tests

Uniaxial compression test of the specimen ONK-SH118

STRESS - STRAIN CURVES

Axi

al S

tres

s (M

Pa)

Radial Strain Axial StrainFailure Pattern

Test DataClient: Posiva Oy Load Control: Radial strain rateOrder Number: 9514-12 Equivalent Loading Rate: 0.75 MPa/sTest: Uniaxial Test Date: 2013-11-26Equipment: MTS 815 Test Duration: 0:15 (h:min)Specimen Data ONK-SH118Site: Olkiluoto Length: 240.0 mmHole: ONK-SH118 Diameter: 119.0 mm

Depth: - Saturated Density: 2810 kg/m3

Rock Type: - Degree of Saturation: SaturatedTest ResultsCompressive Strength: 48.8 MPa Crack Initiation: 28.1 MPaYoung's Modulus: 58.3 GPa Crack Damage: 48.8 MPaPoisson's Ratio: 0.10 Failure Mode: shear failureRemarks: weight includes two strain gauge rosettes and their protective epoxy putty

0

20

40

60

80

100

-0.4% -0.3% -0.2% -0.1% 0.0% 0.1% 0.2% 0.3% 0.4%

-0.2%

-0.1%

0.0%

0.1%

0.2%

0.0% 0.1% 0.2% 0.3% 0.4%

Axial Strain

Vo

lum

etri

c S

trai

n

Total Volumetric Strain

Crack Volumetric Strain

26



Axi

al S

tres

s (M

Pa)


Test DataClient: Posiva Oy Load Control: Radial strain rateOrder Number: 9514-12 Equivalent Loading Rate: 0.75 MPa/sTest: Uniaxial Test Date: 2013-12-05Equipment: MTS 815 Test Duration: 0:28 (h:min)

Specimen Data ONK-SH77Site: Olkiluoto Length: 238.8 mmHole: ONK-SH77 Diameter: 119.2 mm


Rock Type: - Degree of Saturation: SaturatedTest ResultsCompressive Strength: 80.0 MPa Crack Initiation: 42.1 MPaYoung's Modulus: 64.6 GPa Crack Damage: 74.0 MPaPoisson's Ratio: 0.20 Failure Mode: shear failureRemarks: weight includes two strain gauge rosettes and their cables

0

20

40

60

80

100

-0.4% -0.3% -0.2% -0.1% 0.0% 0.1% 0.2% 0.3% 0.4%

-0.2%

-0.1%

0.0%

0.1%

0.2%

0.0% 0.1% 0.2% 0.3% 0.4%

Axial Strain

Vo

lum

etri

c S

trai

n



27



Axi

al S

tres

s (M

Pa)





Rock Type: - Degree of Saturation: SaturatedTest ResultsCompressive Strength: 91.8 MPa Crack Initiation: 50.7 MPaYoung's Modulus: 56.6 GPa Crack Damage: 85.1 MPaPoisson's Ratio: 0.17 Failure Mode: shear failure/axial splittingRemarks: weight includes two strain gauge rosettes and their protective epoxy putty

0

20

40

60

80

100

-0.4% -0.3% -0.2% -0.1% 0.0% 0.1% 0.2% 0.3% 0.4%

-0.2%

-0.1%

0.0%

0.1%

0.2%

0.0% 0.1% 0.2% 0.3% 0.4%

Axial Strain

Vo

lum

etri

c S

trai

n



28



Axi

al S

tres

s (M

Pa)





Rock Type: - Degree of Saturation: SaturatedTest ResultsCompressive Strength: 78.1 MPa Crack Initiation: 41.6 MPaYoung's Modulus: 54.3 GPa Crack Damage: 68.7 MPaPoisson's Ratio: 0.09 Failure Mode: shear failureRemarks: none

0

20

40

60

80

100

-0.4% -0.3% -0.2% -0.1% 0.0% 0.1% 0.2% 0.3% 0.4%

-0.2%

-0.1%

0.0%

0.1%

0.2%

0.0% 0.1% 0.2% 0.3% 0.4%

Axial Strain

Vo

lum

etri

c S

trai

n



29



Axi

al S

tres

s (M

Pa)





Rock Type: - Degree of Saturation: SaturatedTest ResultsCompressive Strength: 84.2 MPa Crack Initiation: 44.4 MPaYoung's Modulus: 54.7 GPa Crack Damage: 75.9 MPaPoisson's Ratio: 0.15 Failure Mode: spalling / axial splittingRemarks: none

0

20

40

60

80

100

-0.4% -0.3% -0.2% -0.1% 0.0% 0.1% 0.2% 0.3% 0.4%

-0.2%

-0.1%

0.0%

0.1%

0.2%

0.0% 0.1% 0.2% 0.3% 0.4%

Axial Strain

Vo

lum

etri

c S

trai

n



onkalo pose experiment - uniaxial compressive … pose experiment - uniaxial compressive strength...

Documents