Drilling and the Associated Drillhole Measurements of the Pilot Hole ONK-PH4

Working Report 2006-71 Drilling and the Associated Drillhole Measurements of the Pilot Hole ONK-PH4 Antti Öhberg Eero Heikkinen Hannele Hirvonen Kimmo Kemppainen Johan Majapuro Juha Niemonen Jari Pöllänen Tauno Rautio Pekka Rouhiainen September 2006 POSIVA OY FI-27160 OLKILUOTO, FINLAND Tel +358-2-8372 31 Fax +358-2-8372 3709

Working Report 2006-71 Drilling and the Associated Drillhole Measurements of the Pilot Hole ONK-PH4 Editor: Antti Öhberg Saanio & Riekkola Oy Eero Heikkinen JP-Fintact Oy Hannele Hirvonen Teollisuuden Voima Oy Kimmo Kemppainen Posiva Oy Johan Majapuro Suomen Malmi Oy Juha Niemonen Oy Kalajoen Timanttikairaus Ab Jari Pöllänen, Pekka Rouhiainen PRG-Tec Oy Tauno Rautio Suomen M almi Oy September 2006 Base maps: National Land Survey, permission 41/MYY/06 Working Reports contain information on work in progress or pending completion.

DRILLING AND THE ASSOCIATED DRILLHOLE MEASUREMENTS OF THE PILOT HOLE ONK-PH4 ABSTRACT The construction of the ONKALO access tunnel started in September 2004 at Olkiluoto. Most of the investigations related to the construction of the access tunnel aim to ensure successful excavations, reinforcement and sealing. Pilot holes are drillholes, which are core drilled along the tunnel profile. The length of the pilot holes typically varies from several tens of metres to a couple of hundred metres. The pilot holes are mostly aimed to confirm the quality of the rock mass for tunnel construction, and in particular to identify water conductive fractured zones and to provide information that could result in modifications of the existing construction plans. The pilot hole ONK-PH4 was drilled in October 2005. The length of the hole is 96.01 metres. During the drilling work core samples were oriented as much as possible. The deviation of the hole was measured during and after the drilling phase. Electric conductivity was measured from the collected returning water samples. Geological logging of the core samples included the following parameters: lithology, foliation, fracturing, fracture frequency, RQD, fractured zones, core loss and weathering. The rock mechanical logging was based on Q-classification. The tests to determine rock strength and deformation properties were made with a Rock Testerequipment. Difference Flow method was used for the determination of hydraulic conductivity in fractures and fractured zones in the hole. The overlapping i.e. the detailed flow logging mode was used. The flow logging was performed with 0.5 m section length and with 0.1 m depth increment. Water loss tests (Lugeon tests) were used to give background information for the grouting design. Geophysical logging and optical imaging of the pilot hole PH4 included the field work of all surveys, the integration of the data as well as interpretation of the acoustic and drillhole radar data. One of the objectives of the geochemical study was to get information of composition of ONKALO's groundwater before the construction will disturb the chemical conditions. The groundwater samples were collected from the sampling section 81 96.01 m. The vertical depth of the sampling section from 0-level is about 85 87 m. The collected groundwater samples were analysed in different laboratories. Keywords: pilot hole, ONKALO, core drilling, drillhole measurements, geophysical drillhole logging, geochemical sampling, flow logging

PILOTTIREIÄN ONK-PH4 KAIRAUS JA REIKÄTUTKIMUKSET TIIVISTELMÄ ONKALOn ajotunnelin rakentaminen aloitettiin Olkiluodossa syyskuussa 2004. Useimmat ajotunnelin rakentamisen aikaiset tutkimukset liittyvät louhinnan, lujituksen ja injektoinnin suunnitteluun. Pilottireiät kairataan tunnelin profiiliin ja niiden pituudet vaihtelevat tyypillisesti muutamien kymmenien metrien ja muutaman sadan metrin välillä. Pilottireikien avulla varmistutaan kalliomassan laadusta ennen sen louhimista. Pilottireikien avulla tunnistetaan vettäjohtavat rakenteet ja niistä saatavalla tiedolla voidaan muuttaa olemassa olevia louhintasuunnitelmia. Pilottireikä ONK-PH4 kairattiin lokakuussa 2005. Reiän pituus on 96,01 m. Kairauksen aikana suunnattiin mahdollisimman paljon näytteestä. Taipuma mitattiin kairauksen aikana ja sen jälkeen. Sähkönjohtavuus mitattiin reiästä palautuvasta reikävedestä otetuista vesinäytteistä. Kallionäytteen geologinen raportointi käsitti seuraavat parametrit: litologia, liuskeisuus, rakoilu, rakoluku, RQD, rikkonaisuusvyöhykkeet, näytehukka ja rapautuneisuus. Kalliomekaaninen raportointi perustui Q-luokitukseen. Kiven lujuus- ja muodonmuutosparametrit määritettiin Rock Tester -laitteistolla. Rakojen sekä rakovyöhykkeiden vedenjohtavuus mitattiin virtausmittarilla eromittausmenetelmällä käyttäen rakohakumoodia. Mittausvälin pituus oli 0,5 m ja pisteväli 0,1 m. Vesimenekkitestejä (Lugeon-testi) käytettiin kallion injektoinnin suunnitteluun. Reikägeofysiikan mittauksista ja reiän optisen kuvantamisesta saatuja tuloksia on integroitu ja akustisen menetelmän ja reikätutkan data on tulkittu. Geokemian näytteenoton tavoitteena oli saada lisätietoa ONKALOn pohjaveden koostumuksesta ennen pohjaveden tilaa häiritsevää louhintaa. Näytteet otettiin reikäsyvyysväliltä 81...96,01 m, mikä vastaa 85...87 m vertikaalisyvyyttä 0-tasosta. Kerätyt vesinäytteet analysoitiin eri laboratorioissa. Avainsanat: pilottireikä, ONKALO, kallionäytekairaus, reikämittaukset, geofysikaaliset reikämittaukset, geokemian näytteenotto, virtausmittaus

FOREWORD In this report the results of drilling pilot hole ONK-PH4 and the associated drillhole investigations are presented. Oy Kati Ab Kalajoki as the subcontractor of Kalliorakennus Oy drilled the pilot hole and answered for water loss tests. Posiva and GTK carried out the geological logging of the drill core. Posiva performed water samplings. Hydraulic flow measurements were assigned to PRG-Tec Oy. Suomen Malmi Oy was assigned the geophysical surveys and the rock mechanical tests on drill core samples. The following persons have contributed to the compilation of this report: section 1 Antti Öhberg/Saanio & Riekkola Oy, section 2 Juha Niemonen/Oy Kati Ab and Kimmo Kemppainen/Posiva Oy, section 3 Kimmo Kemppainen/Posiva Oy, section 4 (4.1, 4.2) Kimmo Kemppainen/Posiva Oy; (4.3) Tauno Rautio/Suomen Malmi Oy), section 5 (5.1) Antti Öhberg/Saanio & Riekkola Oy; (5.2) Jari Pöllänen and Pekka Rouhiainen/PRG-Tec Oy; (5.3) Juha Niemonen/Oy Kati Ab, section 6 Johan Majapuro/Suomen Malmi Oy and Eero Heikkinen/JP-Fintact Oy, section 7 Hannele Hirvonen/TVO Oy and section 8 Antti Öhberg/Saanio & Riekkola Oy. This report was prepared for publication by Helka Suomi from Posiva Oy.

1 TABLE OF CONTENTS ABSTRACT TIIVISTELMÄ FOREWORD 1 INTRODUCTION... 3 2 CORE DRILLING... 7 2.1 General... 7 2.2 Equipment... 7 2.3 Mobilization and preparing to work... 8 2.4 Drilling work... 8 2.5 Deviation surveys... 10 2.6 Electric Conductivity surveys... 10 2.7 Demobilization... 10 3 GEOLOGICAL LOGGING... 13 3.1 General... 13 3.2 Lithology... 13 3.3 Foliation... 14 3.4 Fracturing... 16 3.5 Fracture frequency and RQD... 23 3.6 Fractured zones and core loss... 23 3.7 Weathering... 24 4 ROCK MECHANICS... 25 4.1 General... 25 4.2 The Rock mass quality - Q... 25 4.3 Rock mechanical field tests on core samples... 27 4.3.1 Description of tests... 27 4.3.2 Strength and elastic properties... 29 5 HYDRAULIC MEASUREMENTS... 31 5.1 General... 31 5.2 Flow logging... 31 5.2.1 Principles of measurement and interpretation... 31 5.2.2 Equipment specifications... 38 5.2.3 Description of the data set... 39 5.3 Water loss tests (Lugeon tests)... 40 6 GEOPHYSICAL LOGGINGS... 41 6.1 General... 41 6.2 Equipment and methods... 41 6.2.1 WellMac equipment... 41 6.2.2 Rautaruukki equipment... 42 6.2.3 Geovista Normal resistivity sonde... 42 6.2.4 RAMAC equipment... 43 6.2.5 Sonic equipment... 43

2 6.2.6 Optical televiewer... 43 6.3 Fieldwork... 43 6.4 Processing and results... 46 6.4.1 Natural gamma radiation... 46 6.4.2 Gamma-gamma density... 46 6.4.3 Magnetic susceptibility... 47 6.4.4 Single point resistance... 47 6.4.5 Wenner resistivity... 47 6.4.6 Borehole radar... 47 6.4.7 Full Waveform Sonic... 48 6.4.8 Drillhole image... 49 7 GROUNDWATER SAMPLING AND ANALYSES... 51 7.1 General... 51 7.2 Equipment and method... 51 7.3 Groundwater sampling... 51 7.4 Laboratory analysis... 53 7.5 Analysis results... 53 7.5.1 Physico-chemical properties... 53 7.5.2 Results... 53 7.6 Representativeness of the samples... 55 7.6.1 Charge balance... 55 7.6.2 Uncertainties of the laboratory analyses... 55 8 SUMMARY... 57 REFERENCES... 59 APPENDICES... 63

3 1 INTRODUCTION The construction of the ONKALO access tunnel started in September 2004. The investigations during the construction of the access tunnel will provide complementary and detailed information about the host rock and will also include monitoring of disturbances caused by the construction activities. Most of these investigations related to construction aim to ensure successful excavations, reinforcement and sealing and are also used in ordinary tunnelling projects. Some of the investigations are specific for ONKALO -project, such as the pilot holes along the tunnel profile. The location of ON- KALO is presented in Figure 1-1. When the access tunnel progresses deeper, specific attention will be paid to the impact of high groundwater pressure on the construction and investigations activities. Investigations essential for the construction activities can be divided into probing, mapping and drilling of pilot holes. Again, most information acquired for construction purposes will be essential also for the site characterisation. Additional investigations for pure characterisation purposes will also be carried out. Pilot holes are drillholes to be drilled along the tunnel profile. The length of the pilot holes typically varies from several tens of metres to a couple of hundred metres. The pilot holes are mostly aimed to confirm the quality of the rock mass for tunnel construction, and in particular to identify water conductive fractured zones and to provide information that could result in modifications of the existing construction plans i.e. they are an integral part of coordinated investigation, design and construction activities. The pilot holes will also be used for the comparison of the drill core and the tunnel sidewall mapping, particularly on the characterisation levels. Pilot holes will play an important role on the main characterisation level in preventing the tunnels from unexpectedly intersecting fractured zones, which would result in large groundwater inflows, and in making it possible to consider such intersections in advance and in carrying out appropriate pre-grouting. According to the current plans all research tunnels need to be explored by means of pilot holes before construction. Pilot holes are also fundamental for acquiring reliable in situ data on the host rock. The drillholes must be designed, assessed and drilled so that the disturbances to the host rock (e.g. undesirable hydraulic connections, uncontrolled leakages, etc.) are minimised and the natural integrity of the host rock is not jeopardised. At the repository construction phase long pilot holes (200 250 m) will likely play an important role in the assessment of rock mass conditions before the disposal tunnels are excavated. For this reason, it is important to gain as much experience as possible of their use as early as possible. Decisions on the location of these pilot holes are based on the bedrock model and other relevant data, possibly assisted by statistical analyses. Pilot holes may, for example, be drilled into major fractured zones or other structures of interest. Pilot holes are planned to cover only those sections of the access tunnel, where it will intersect significant structures based on the bedrock model. According to the current bedrock model (Paulamäki et al. 2006) and the latest layout about 1932 m of pilot holes are needed above the main characterisation level (-420). The pilot holes in ONKALO

4 will be drilled inside the tunnel profile to avoid disturbances in the surrounding rock mass (Posiva Oy 2003). The first pilot hole OL-PH1 was core drilled from the surface prior to the excavation work of the ONKALO access tunnel. The pilot hole OL-PH1 reached its final depth, 160.08 m, in January 2004 (Niinimäki 2004). The second pilot hole ONK-PH2 reached its final depth, 122.31 m, in December 2004 (Öhberg et al. 2005). The third pilot hole ONK-PH3 reached its final depth, 145.04 m, in September 2005 (Öhberg et al. 2006). Pilot hole ONK-PH4, described in this report, was core drilled from chainage 874.1 to chainage 970 in October 2005. The investigations carried out in pilot hole ONK-PH4 with the realized timetable is presented in Table 1-1. In this report the term hole depth is defined as hole length from the tunnel face. Figure 1-1. The location of ONKALO at Olkiluoto.

5 Table 1-1. The realized timetable of drilling pilot hole ONK-PH4 and the measurements conducted in the hole after drilling. Activity Duration Start End Oct 2005 Nov (h) (ddmmyy) (ddmmyy) 27282930310102 Drilling, PH4 66 271005 301005 Flow logging 10 301005 311005 Water sampling 4 311005 311005 Press. build-up 2 311005 311005 Geophysics 22 311005 11105 Water loss 22 11105 21105

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7 2 CORE DRILLING 2.1 General The aim of the drilling work was to drill a 110 m long drillhole ONK-PH4 (later PH4) inside the ONKALO access tunnel profile. The tunnel profile at the starting point of the pilot hole was 8.5 m wide and 6.65 m high and after chainage 880, the tunnel profile was changed to a 5.5 m wide and 6.65 m high profile. The gradient of the tunnel was 1: -10 (-5.7 degrees). The planned starting point for the pilot hole was at the chainage 880 and the target point at the chainage 990, Figure 2-1. The actual starting point was chainage 874.1 and the target 96 m forward at chainage 970. The main purpose of the drilling was to acquire and adjust the geological, geophysical, hydrogeological and rock mechanical knowledge prior to the excavation of the tunnel into the area. Figure 2-1. The planned position of drillhole PH4 in chainage interval from 880 to 990. 2.2 Equipment The pilot hole PH4 was drilled with a fully hydraulic ONRAM-1000/4 rig powered by electric motor. The drill rig and working base was installed on Mercedes Benz truck, Figure 2-2. The list of equipment at the site is presented in Appendix 2.1.

8 Figure 2-2. The drill rig and working base are installed on a truck. Hagby-Asahi s wireline drill rods (wl-76) and a 3-metre triple tube core barrel were used in this work. The diameter of the hole is 76.3 mm and diameter of core sample is 51.0 mm. Triple tube coring enables undisturbed core sampling from broken rock and fracture fillings. The inner tube can be opened and the undisturbed sample can be taken out from the inner tube. 2.3 Mobilization and preparing to work The rig was mobilized to Olkiluoto on the 27 th of October in 2005. On the same day the rig was moved into the access tunnel of ONKALO and installed to the site. A surveying contractor (Prismarit Oy) checked the orientation of the rig and collaring of the hole was started on the 28 th of October by casing drilling. 2.4 Drilling work Core drilling started on the 28 th of October after preparations. Initial azimuth of the drillhole was 315 degrees and initial dip 5.2 degrees, Table 2-1. The drilling contractor, Oy Kati Ab, was prepared to steer the pilot hole according to the demands (the pilot hole must stay inside the tunnel profile) appointed by Posiva Oy. The change of the direction of the hole was to be accomplished by wedging. One wedge would have

9 bended the hole approximately 1.0 1.5 degrees. The drilling contractor was also prepared to use directional drilling equipment. The deviation of the drillhole was measured with two different devices. After drilling of every run, the dip of the drillhole was measured, and additionally, after every 25 metres the azimuth and the dip were measured with FLEXIT SmartTool, which is an electronic multi-shot and single-shot system that uses the same methodology as the Reflex EMS system. The pilot hole was to be drilled to the chainage 990. The hole was not drilled to the target depth because it intersected with a fault zone and technical risk to get drill rods stuck in the zone forced the hole to be abandoned. The pilot hole had reached the chainage 970 at the final hole depth of 96.01 m. At the end of drilling, the rate of water flow from the hole into the tunnel was 56 L/minute and next day it was 83 L/minute. The path of the hole was inside the tolerances and therefore wedging or steering was not needed. Drilling work was carried out in 2 shifts (á 12 h). The crew in a shift consisted of a driller and an assistant driller. Surveyor completed deviation surveys and drilling manager superintended the work. Drill core samples were wrapped into aluminium foil and placed in wooden core boxes. Before closing the aluminium wrap the boxes were photographed with a digital camera. After each run the hole depth was marked on a wooden block wrapped into aluminium foil as well. The hole was completed in 44 runs, Appendix 2.2. Average length of a run was 2.18 metres. The drilling report sheet is presented in Appendix 2.3. The flushing water was labelled. The label substance uranine (sodium fluorescein) was readily mixed by Posiva Oy into the water taken from the tunnel waterline. The sample from the water returning from the hole was taken during every drill run. Altogether 34 water samples were collected for electric conductivity measurements. Once a day one sample of labelled water was collected from the waterline for analysis in TVO s laboratory. That water sample was collected into a plastic bottle wrapped into aluminium foil to prevent degradation of label substance. During the drilling operation 47.35 m 3 of water was used and 66.84 m 3 of water returned from the hole. Table 2-1. The starting point coordinates and orientation of PH4. PH4 Northing Easting Elevation Direction ( o ) Dip ( o ) Chainage Planned 6791960.72 1525990.531-77.916 315-5.254 880 Measured 6791956.541 1525994.708-77.356 315-5.277 874.1

10 The casing was drilled to the depth of 1.50 m. The casing was cemented into the tunnel face with aluminate cement (Ciment Fondu La Farge) the volume of which was about 6 litres. The volume of 0.5 dl of accelerating agent (Ciment Fondu) was added to the mixture. Down to the hole depth of 82.93 metres the rock was normal and drilling progressed normally. At the hole depth of 82.93 metres the hole intersected with the fault zone and the hole was abandoned at the depth of 96.01 metres because of technical risk to get drilling rods stuck in the caving fault zone. The hole was washed and cleaned with a steel brush and water jet directed to the drillhole walls through the holes drilled in the brush frame made of stainless steel. The used water pressure was 40 bars. The rods were lowered slowly downwards and the rods were rotated simultaneously. During the cleaning and washing operation 3.94 m 3 of labelled water was used. 2.5 Deviation surveys The deviation survey was carried out during the drilling phase in 25 metres intervals with FLEXIT SmartTool in order to monitor the straightness of the hole and to ensure that the hole was inside the planned tunnel profile. Inclination measurement with EZ- DIP tool was done after every run. After drilling was finished the deviation survey was carried out with Maxibor tool to the hole depth of 72.00 metres. The survey tools were pumped to the bottom with wire-line water pump and the survey was completed by pulling the tool upwards in three metres intervals with wire-line winch. The results of the final survey with Flexit tool indicate that the hole was deviated 1.78 metres right and 1.06 metres up at the hole depth of 75.00 metres. Deviation survey with Maxibor tool showed deviation of 0.81 m right and 0.36 metres down at the hole depth of 72.00 metres. The big difference in the horizontal component of deviation is caused by magnetic anomalies in the rock. Flexit is based on the earth s magnetic field and magnetic anomalies will cause errors in results. The results of deviation survey by Flexit tool is given in Appendix 2.4. The deviation survey by Maxibor tool is presented in Appendix 2.5 and the inclination surveys with EZ-DIP tool in Appendix 2.6. 2.6 Electric Conductivity surveys The collected 34 water samples from returning water were measured with a Pioneer Ion Check 65 conductivity meter. The meter was calibrated according to the conductivity standard (Unidose Radiometer analytical 1000 µs/cm) and the electric conductivity (EC) values are temperature corrected to +20 C. The EC readings are presented in Appendix 2.7. 2.7 Demobilization Demobilization of the rig took place after water loss tests and plugging of the hole. The plug was placed to the depth of 80.50 metres after all investigations were completed in the pilot hole. The objective of plugging was to prevent water flow into the tunnel. The

11 plugging was the last field activity related to drilling in PH4 and it took place on Nov. 2., 2005. The pilot hole was cemented after the installation of the plug.

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13 3 GEOLOGICAL LOGGING 3.1 General The core logging follows essentially normal Posiva logging procedure, which was used in previous pilot hole drilling programmes at Olkiluoto. The logging consists among other things tables of lithology, foliation, fracturing and fractured zones, weathering, rock quality and kinematical intersections. The wooden core boxes were transported to Posiva s core archive, where geologists, from Posiva and GTK, carried out geological core logging as on-line mapping during and after drilling. After logging digital photos were taken from every core box and core samples were selected for rock mechanical field-testing. The core box numbers and the photographs of rock samples in the core boxes are provided in Appendices 3.9 and 3.10, respectively. The photographs are also provided in digital form on the attached CD in the back cover of this report (plastic pocket). 3.2 Lithology The lithological classification used in the mapping follows the classification developed by Kärki & Paulamäki (2006). In this classification, metamorphic gneisses are separated into veined- (VGN), stromatic- (SGN), diatexitic- (DGN), mica- (MGN), mafic- (MFGN), quartz- (QGN) and tonalitic-granodioritic-granitic (TGG) gneisses. The metamorphic rocks form a compositional series that can be separated by rock texture and the proportion of neosome. Igneous rock names used in the classification are coarse-grained pegmatitic granite (PGR) and diabase (DB). The PH4 drill core consists mainly of veined gneiss (46.4 %) but also pegmatitic granite (30.6 %), diatexitic gneiss (20.3 %) and mafic-, mica- and quartz gneiss inclusion (1 2 %) sections occur (Figure 3-1 and Appendix 3.1). In diatexitic gneiss neosome content varies between 50-80 %. The neosome is irregular or gneiss-like. Diatexitic gneisses are medium grained - the grain size varies between 1 and 5 mm. Kaolinite and pinite are common alteration products in the major rock types. Pegmatitic granite sections occur in diatexitic gneisses. The length varies from 0.5 to 7.5 m. Pegmatitic granites are normally coarse-grained and weathering degree is low. Pinite and kaolinite spots are common. Mica-, mafic- or quartz gneisses occur as inclusions and intersections vary from 0.5 to 2.0 m. The inclusions are normally fine grained and massive, some leucosome bands are also present.

14 Figure 3-1. The lithology of PH4 based on core logging. 3.3 Foliation Foliation measurements were carried out systematically in one metre interval by using WellCAD program. It is possible to place a sine curve along the foliation plane seen in the image. The program calculates the azimuth and dip values for the foliation. A total of 96 foliation observations were performed and 56 of these were possible to orient. The reason for lacking orientation data was the quality of hole image or the irregular foliation (diatexitic gneiss) or massive (pegmatitic granite) sections of the rock. The measured foliation orientations are shown as a stereogram in Figure 3-2 and presented in Appendix 3.2. From Figure 3-2 it is obvious that the main orientation of foliation is dipping moderately to southeast. Foliation type was estimated visually in one metre intervals and classified into five categories: - MAS = massive - GNE = gneissic - BAN = banded - SCH = schistose - IRR = irregular

15 Figure 3-2. Measured foliation orientations of PH4 on a lower hemisphere projection. The trend of the pilot hole is shown as a black line. The gneissic type (GNE) corresponds to a rock dominated by quartz and feldspars, micas and amphiboles occur only as minor constituents. Banded foliation type (BAN) consists of intercalated gneissic and schistose layers, which are either separated or discontinuous layers of micas or amphiboles. Schistose type (SCH) is dominated by micas or amphiboles, which have a strong preferred orientation. Massive (MAS) corresponds to massive rock with no visible orientations and irregular (IRR) to folded or chaotic rock (Milnes et al. 2006). The intensity of the foliation is also based on visual estimation and classified into the following four categories: - 0 = No foliation - 1 = Weakly foliated - 2 = Moderately foliated - 3 = Strongly foliated The foliation type in PH4 is mainly banded (53 % of whole drill core). The rock type is mainly veined gneiss with some sections of diatexitic gneiss. The intensity of foliation varies from weak to moderate. Irregular (intensity 0) foliated diatexitic gneisses and pegmatitic granites are also common, 34 % of whole drill core represents that type. The pegmatitic granites are classified in irregular or massive foliated sections, 11 % of samples are described as massive type. Only 1 % of samples are described as gneissic

16 weakly foliated type represented by the mafic gneiss inclusion at the hole depth interval 28 29 metres. The schistose or strongly foliated sections have not been recorded. 3.4 Fracturing Each fracture is described individually and attributes include orientation, type, colour, fracture filling, surface shape and roughness. Also information for Q-classification is collected from each fracture, which means ratings for roughness and alteration. By using a WellCAD image it was possible to measure aperture for every fracture. The abbreviations used to describe the type of fracture are in accordance with the classification used by Suomen Malmi Oy (Niinimäki, 2004) and are as follows: - op = open - ti = tight, no filling material - fi = filled - fisl = filled slickensided - grfi = grain filled - clfi = clay filled Filled fractures with intact surfaces were described also as closed or partly closed in the remarks column, corresponding to healed and partly healed fractures, respectively. The thickness of the filling was measured with an accuracy of 0.1 mm. The recognition of fracture fillings is qualitative and is based on visual estimation. Where the recognition of the specified mineral was not possible, the mineral was described with a common mineral group name, such as clay and sulphides, in the fracture-filling column. In case the sulphides were identified, the name of the mineral was added to the remarks column. The list of the mineral abbreviations is based on fracture mineral database developed by Kivitieto Oy, Table 3-1. The fracture surface shapes were described using three classes: - Planar - Stepped - Undulated The roughness of fracture surfaces were described using three classes: - Rough - Smooth - Slickensided In addition to this, the fracture morphology and fracture alteration were also classified according to the Q-system (Grimstad & Barton 1993). Fracture roughness was described with the joint roughness number, J r, and the fracture alteration with the joint alteration number, J a, Tables 3-2 and 3-3.

17 Table 3-1. The list of the fracture filling minerals + oxidation. Abbreviation Mineral Abbreviation Mineral AB AN = albite = analcime KS = kaolinite + other clay minerals BT = biotite LM = laumontite CC = calcite MH = molybdenite CU = chalcopyrite MK = pyrrhotite DO = dolomite MO = montmorillonite EP = epidote MP = black pigment FG = phlogopite MS = feldspar GR GS HB = graphite = gismondite = hydrobiotite MU NA PA = muscovite = nakrite = palygorsgite HE = hematite PB = galena IL = illite SK = pyrite IS = illite + other clay minerals SM SR = smectite = sericite KA = kaolinite SV = clay mineral KI = kaolinite + illlite VM = vermikulite KL = chlorite ZN = sphalerite KM = K-feldspar IM = grouting material KV = quartz Table 3-2. The concise description of joint roughness number J r (Grimstad & Barton 1993). J r Profile i) Rock wall contact ii) Rock wall contact before 10 cm shear. 4 SRO Discontinuous joint or rough and stepped 3 SSM Stepped smooth 2 SSL Stepped slickensided 3 URO Rough and undulating 2 USM Smooth and undulating 1,5 USL Slickensided and undulating 1,5 PRO Rough or irregular, planar 1 PSM Smooth, planar 0,5 PSL Slickensided, planar Note 1. Descriptions refer to small scale features and intermediate scale features, in that order. J r No rock-wall contact when sheared 1 Zone containing clay minerals thick enough to prevent rockwall contact 1 Sandy, gravely or crushed zone thick enough to prevent rock-wall contact Note 1. Add 1 if the mean spacing of the relevant joint set is greater than 3. 2. Jr = 0,5 can be used for planar slickensided joints having lineation, provided the lineations are oriented for minimum strength.

18 Table 3-3. The concise description of joint alteration number J a (Grimstad & Barton 1993). J a Rock wall contact (no mineral filling, only coatings). 0,75 Tightly healed, hard, non-softening impermeable filling, i.e. quartz, or epidote. 1 Unaltered joint walls, surface staining only. 2 Slightly altered joint walls. Non-softening mineral coatings, sandy particles, clay-free disintegrated rock, etc. 3 Silty or sandy clay coatings, small clay fraction (non-softening). 4 Softening or low-friction clay mineral coatings, i.e. kaolinite, mica, chlorite, talc, gypsum, and graphite, etc., and small quantities of swelling clays (discontinuous coatings, 1-2 mm or less in thickness. Rock wall contact before 10 cm shear (thin mineral fillings). 4 Sandy particles, clay-free disintegrated rock, etc. 6 Strongly over-consolidated, non-softening clay mineral fillings (continuous, <5 mm in thickness). 8 Medium or low over-consolidation, softening, clay mineral filling (continuous <5 mm in thickness). 8-12 Swelling-clay fillings, i.e. montmorillonite (continuous, <5 mm in thickness). Value of J a depends on percentage of swelling clay-sized particles, and access to water, etc. No rock-wall contact when sheared (thick mineral fillings). 6-12 Zones or bands of disintegrated or crushed rock and clay. 5 Zones or bands of silty- or sandy-clay, small clay fraction (nonsoftening). 10-20 Thick, continuous zones or bands of clay. Fracture surface colour was logged using the colour of the dominating fracture mineral or minerals (e.g. green, white). Existence of minor filling minerals usually causes some variation in the colour of the fracture surface. These shades were described as reddish or greenish, for example. During the fracture mapping a total of 329 fractures were mapped, Appendix 3.3. Of these fractures, 185 fractures i.e. 56 % are filled. 166 of these 185 fractures are filled (89.7 %), 11 are filled slickensides (5.9 %), seven are clay filled (3.8 %) and one grain filled (0.5 %) was found. 140 of 329 fractures (42.5 %) are classified as tight. 128 of 140 tight fractures have filling and are called as Posiva fractures. These fractures are usually old, healed and have a filling (mainly SK, KA, SV, CC and/or BT). Only 12 of these 140 tight fractures are really tight without any filling. The frequencies of fracture surface qualities and morphologies and both joint roughness and joint alteration numbers are shown as histograms in Figures 3-3 3-7. The fracture fillings are most commonly sulphides, clay minerals, kaolinite and carbonate. Minor occurrences of illite, chlorite, graphite, sericite, muscovite, hematite,

19 pyrrhotite were also recorded. Slickenside surfaces contain kaolinite, pyrite, chlorite, illite, clay and graphite. Fracture surfaces filled with pyrite are usually brown. Calcite, pyrite, kaolinite and clay give a gray colour. Greenish colour of the fracture surface is due to clay, chlorite or epidote. Fracture surfaces with kaolinite and/or carbonate filling are usually white. Aperture class (0-5) and magnitude (mm) from every fracture were estimated by using WellCAD image. The aperture is classified into the following six categories: 0 = tight fracture 1 = under determination limit 2 = < 1 mm 3 = 1...5 mm 4 = 5...10 mm 5 = >10 mm It was possible to evaluate the aperture only for 248 fractures, because there were gaps in a WellCAD image. 106 of 248 fractures are tight, i.e. 42.7 %. 30 fractures (12.1 %) are less than determination limit. 51 fractures (20.6 %) belong to the category 2 and 61 (24.6 %) to the category 3. PRG-Tec Oy carried out flow rate and single point resistance measurements after the drilling of PH4 (see Chapter 5.2). On the basis of these measurements, 17 water conductive fractures were located in the pilot hole. Usually these water conductive fractures contain clay, kaolinite, pyrite and/or calcite. These fractures belong mainly to the aperture category 3, sometimes to category 2. Fracture shape 300 250 261 200 150 100 68 50 0 0 stepped undulated planar Figure 3-3. Histogram of fracture shape.

20 Fracture roughness 350 300 299 250 200 150 100 50 0 22 rough smooth slickensided 8 Figure 3-4. Histogram of fracture roughness. Joint roughness number 300 250 255 200 150 100 50 0 48 19 4 3 0 0.5 1 1.5 2 3 4 Figure 3-5. Histogram of joint roughness numbers. Joint alteration number 120 112 100 80 81 68 60 49 40 20 0 13 3 3 0.75 1 2 3 4 5 6 Figure 3-6. Histogram of joint alteration numbers.

21 Fracture filling minerals in ONK-PH4 100 % SV SR SK 80 % MU MS MK 60 % 40 % 20 % KV KM KL KA IL IM HE 0 % 0-20 m 20-40 m 40-60 m 60-80 m 80-96 m GR EP CC BT Figure 3-7. Diagram of fracture filling minerals. Fracture logging data has been divided to 20 m sections. The fractures were oriented during mapping using oriented core and digital hole images (WellCAD), Appendices 3.3 and 3.4. The aim during the drilling work was to orient core samples as much as possible. During drilling 19 orientation marks were done, three of those were rejected due to bad quality (Appendix 3.5). The total length of the oriented core is 53.53 m (56 %). From the oriented sections the fractures were oriented by measuring the alpha and beta angles of the core (Figure 3-8). Figure 3-8. The fracture orientation measurements from oriented core. The core alpha ( ) angle measured relatively to core axis. The core beta ( ) angle measured clockwise relatively to reference line looking downward core axis in direction of drilling. Figure modified from Rocscience Inc. Drillhole orientation data pairs, Dips (v. 5.102) Help.

22 In those hole sections that lack the reference line, only the alpha angle could be determined. Accordingly, hole image was used to orient the fractures. The method used for core orientation is mentioned in the method column of the fracture tables, Appendices 3.3 and 3.4. The most common fracture direction is towards southeast with moderate to steep dip. Fracture orientations are partly coincident with the most common foliation directions. The directions are declination corrected. Fracture orientations are shown on an equal area lower hemisphere projection in Figure 3-9. A B Figure 3-9. Fracture orientation data of all the oriented fractures on a lower hemisphere projection. The projection A is derived from measurements (sample) and B from OBI-40 image. The trend of the pilot hole is shown as a black line.

23 3.5 Fracture frequency and RQD Average fracture frequency along the pilot hole is 3.43 fractures/metre and the average RQD value is 94.97 %. Fracture frequency and RQD are shown graphically in Figure 3-10 and also presented in Appendix 3.6. 3.6 Fractured zones and core loss The fractured zones are classified according to RG-classification. Fractured or broken core are divided into four classes RiII, RiIII, RiIV and RiV and described in the Table 3-4. Five fractured zones were intersected by the pilot hole (Appendix 3.7). The first and the second fractured sections (RiIII) were met at the depth intervals 27.1 27.4 metres and 28.76 29.6 metres, respectively. The third and the fourth fractured sections, intersected at depth intervals of 84 85.53 metres and 85.68 88.05 metres, are both classified RiII. The last fractured section at the depth interval of 88.9 90.2 metres is classified RiIII. Core loss is indication of drilling problems or weak/fractured rock. In PH4 two core loss sections were observed at depth intervals of 85.53 85.68 m (0.15 m) and 94.64 95.55 m (0.15 m). The latter section is caused by a technical problem during drilling. In the first section water flow from the hole increased up to 65 L/minute. Fracture frequency and RQD RQD 100 80 60 40 20 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 30 25 20 15 10 5 0 Fracture/meter RQD % NAT_FRACTURES pieces/m Figure 3-10. Frequency of natural fractures and RQD along the pilot hole PH4. Table 3-4. Fractured zone classification (Gardemeister et al. 1976, Saanio (ed.), 1987). RiII Fractured section, where fracture spacing is 10 to 30 centimetres. RiIII Densely fractured section, where fracture spacing is less than 10 centimetres. RiIV Densely fractured section, where fracture spacing is less than 10 centimetres. Crust-structure with clay filled fractures. RiV Weak clay structure

24 3.7 Weathering The weathering degree of the drill core was classified according to the method developed by Korhonen et al. (1974) and Gardemeister et al. (1976) and the following abbreviations were used: - Rp0 = unweathered - Rp1 = slightly weathered - Rp2 = strongly weathered - Rp3 = completely weathered Most of the drill core is unweathered (75 %). The rest can be described as slightly weathered (25 %). Though, an unweathered rock contains some kaolinite and pinite spots. Chlorite, along with kaolinite and pinite, is typical for the slightly weathered sections. At the depth interval 81.00 91.58 m the rock is partially strongly altered containing a lot of kaolinite. The weathering degree along the tunnel is illustrated in Figure 3-11 and also presented in Appendix 3.8. Figure 3-11. The weathering along the tunnel profile.

25 4 ROCK MECHANICS 4.1 General Rock strength and deformation properties were tested with a Rock Tester-equipment. The device is meant for field-testing of rock cores to evaluate rock strength and deformation parameters. The rock cores tested can be unprepared and the test itself is easy to perform. The samples for testing the strength and deformation properties of the rock were chosen and taken by Posiva. The tests were assigned to Suomen Malmi Oy. Also dynamic rock mechanical parameters, Young s modulus E dyn, Shear modulus µ dyn, Poisson s ratio dyn and apparent Q value (Barton 2002) were computed from the acoustic and density data (see Chapter 6.4.7). 4.2 The Rock mass quality - Q The rock mechanical logging is based on Q-classification, Appendix 4.1. The core is visually divided into sections, the lengths of which can vary from less than a metre to several metres. In each section the rock quality is as homogenous as possible. Q- parameters are estimated visually for each section. The RQD is defined as the cumulative length of core pieces longer than 10 cm in a run divided by the total length of the core run. The total length of core must include all core loss sections. Any mechanical break caused by the drilling process or in extracting the core from the core barrel should be ignored. The joint set, roughness and alteration numbers are classified for each section. The sets are estimated visually and that value is adjusted with fracture orientations (an equal area lower hemisphere projection). The roughness and alteration numbers are estimated for each fracture surface. For each section roughness and alteration numbers are calculated (average, median, lower and higher quartile) and from those the median value is used in further calculations. The roughness and alteration are described in more details in the fracture table, Appendix 4.1. Parameters are illustrated in Figures 3-1, 3-2 and 4-1. Q-value is calculated by Equation 4-1 (Barton et al. 1974 and Grimstad & Barton, 1993) RQD J r J w Q * * (4-1) J J SRF n In calculations J w and SRF are 1. Results (Q ) are presented in Figure 4-2 and Appendix 4.1. Briefly, the rock quality in PH4 is good or better. In the depth interval 85.53 88.05 m the quality is fair, which includes 0.15 m core loss in the beginning of the section. The fracture surfaces are mainly undulated and rough. a

26 Figure 4-1. Description of RQD and joint set number J n (Grimstad & Barton 1993). Figure 4-2. The rock mass quality (Q) along the tunnel profile. Joint water and stress reduction factors are assumed 1.

27 4.3 Rock mechanical field tests on core samples 4.3.1 Description of tests Rock strength and deformation property tests were made with Rock Tester-equipment. The device is meant for field-testing of cores to evaluate rock strength and deformation parameters. The cores to be tested can be left unprepared and the test itself is easy to perform. Young s Modulus E, Poisson s ratio and Modulus of Rupture S max were measured with a Bend test in which the outer supports were placed 190 mm apart (L) and the inner supports 58 mm apart (U). The diameter of the core (D) is about 51 mm. The test arrangement is shown in Figure 4-3. Young s Modulus describes the stiffness of rock in the condition of isotropic elasticity. This can be calculated based on Hooke s reduced law (Equation 4-2) E a [Pa] (4-2) = stress [Pa] a = axial strain Poisson s ratio is defined as the ratio of radial strain and axial strain (Equation 4-3). (4-3) r a r = radial strain a = axial strain Values of the Modulus of Rupture are read directly from the Bend test measurement. The uniaxial compressive strength of the rock, c, was determined indirectly from the point load test results. The point load tests were made according the ISRM suggestions (ISRM 1981 and ISRM 1985). The point load index IS50, which is determined in the test, is multiplied by coefficient value of 20 to make resulting values to correspond with the uniaxial compressive strength (Pohjanperä et al. 2005).

28 U D L > 3,5D D U L/3 L Figure 4-3. Bend test with radial and axial strain gauges glued on the core sample. In the point load test, the load is increased until the core sample breaks (Figure 4-4). The point load index is calculated from the load required to break the sample. The test result is valid only if the broken surface goes through the load points. The point load index I S is calculated from Equation 4-4. I P D S 2 [Pa] (4-4) P = point load [N] D = diameter of the core sample [mm] The point load index is dependent on the diameter of the core sample and it is therefore corrected to the point load index I s50 (i.e. a 50 mm diameter core) using Equations 4-5 and 4-6. The index I S50 is then correlated with the uniaxial compressive strength of the rock by multiplying the index by a coefficient of 20. After these correlations the result is not dependent on the sample size. IS50 F IS (4-5) F D 50 045, (4-6) L D L > 0,5D Figure 4-4. Point load test.

29 4.3.2 Strength and elastic properties Samples for testing the strength and elastic properties of the rock were chosen and taken by Posiva. In total, four samples were tested. One bend test and two point load tests were made on each sample. The mean uniaxial compressive strength of the rock in pilot hole PH4 is 116 MPa. The mean elastic modulus (Young s Modulus) is 40 GPa and the mean Poisson s ratio 0.17. Differences in results are probably caused by the variability in the foliation intensity and the grain size. Before sample testing, a geologist marked test direction on the point load samples and logged the following parameters: foliation angles in the point load tests, rock type, foliation intensity and description of foliation. The description of foliation in the point-loaded samples together with the rock mechanics test results is presented in Table 4-1. The uniaxial compressive strength, Young s Modulus and Modulus of Rupture versus depth are shown in Figure 4-5. Young's Modulus [GPa] Uniaxial compressive strength [MPa] and Young's Modulus [GPa] 200.00 175.00 150.00 125.00 100.00 75.00 50.00 25.00 0.00 Uniaxial compressive strength [MPa] Modulus of Rupture [MPa] 0.0 50.0 100.0 150.0 Depth [m] 40.00 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 Modulus of Rupture [MPa] Figure 4-5. Uniaxial compressive strength, elastic modulus, and Modulus of Rupture versus depth in pilot hole PH4. Veined gneiss is shown as black symbols, pegmatitic granite as red symbols.

30 Table 4-1. Summary of rock mechanics field test results of pilot hole PH4. Start depth m End depth m Test point, m Degree of foliation intensity 1 Foliation angle ( ) Foliation angle ( ) Description of foliation 3 GPa MPa Smax MPa Rock type 4.09 4.56 38.8 0.15 14.5 VGN 4.21 2 40 20 79.3 4.40 2 50 30 98.1 20.18 20.62 40.4 0.14 14.4 PGR 20.29 0 122.3 20.50 0 90.0 57.62 58.16 39.6 0.13 18.9 VGN 57.79 1 40 10 weak 105.9 58.00 2 60 30 80.1 93.49 93.95 40.5 0.24 13.8 VGN 93.64 2 30 15 118.9 93.84 1 30 0 irregular, twisting 232.9 Means 39.8 0.17 115.9 15.4 Notes for Table 4-1. 1 Foliation intensity in the tested, point-loaded sample. 0=no foliation, 1=weak, 2=medium, 3=strong (based on the Finnish engineering geological rock classification) 2 Definition of and angles and measured in the tested, point-loaded sample 3 Additional description of foliation in the tested, point-loaded sample such as regular through the sample, irregular, two different foliations, etc. 4 Calculated from the point load index using the coefficient factor of 20

31 5 HYDRAULIC MEASUREMENTS 5.1 General Pilot hole PH4 was measured with Posiva Flow Log/Difference Flow method in October 2005. The field work, as well as the subsequent interpretation, were conducted by PRG-Tec Oy. Pilot hole PH4 is entirely below the groundwater level and water was flowing out from the open hole during the flow measurements. PH4 was measured only with 0.5 m section length. Water loss tests (Lugeon tests) were used to give background information for the grouting design. In the water loss tests pressurized water is pumped into a hole section, and the loss of water is measured. The results are used for evaluation of grouting needs. 5.2 Flow logging 5.2.1 Principles of measurement and interpretation 5.2.1.1 Measurements Unlike traditional types of drillhole flow meters, the Difference flow meter method measures the flow rate into or out of limited sections of the hole instead of measuring the total cumulative flow rate along the drillhole. The advantage of measuring the flow rate in isolated sections is a better detection of the incremental changes of flow along the drillhole, which are generally very small and can easily be missed using traditional types of flow meters. Rubber disks at both ends of the down-hole tool are used to isolate the flow in the test section from the rest of the hole, see Figure 5-1. The flow along the hole outside the isolated test section passes through the test section by means of a bypass pipe and is discharged at the upper end of the down-hole tool. The Difference flow meter can be used in two modes, a sequential mode and an overlapping mode (i.e. detailed flow logging method). In the sequential mode, the measurement increment is as long as the section length. It is used for determining the transmissivity and the hydraulic head of sections (Öhberg & Rouhiainen 2000). In the overlapping mode, which was used in PH4, the measurement increment is shorter than the section length. It is mostly used to determine the location of hydraulically conductive fractures and to classify them with regard to their flow rates. Fracturespecific transmissivities are calculated on the basis of overlapping mode. The Difference flow meter measures the flow rate into or out of the test section by means of thermistors, which track both the dilution (cooling) of a thermal pulse and transfer of thermal pulse with moving water. In the sequential mode, both methods are used, whereas in the overlapping mode, only the thermal dilution method is used because it is faster than the thermal pulse method. Besides incremental changes of flow, the down-hole tool of the Difference flow meter can be used to measure:

32 - The electric conductivity (EC) of the drillhole water and fracture-specific water. The electrode for the EC measurements is placed on the top of the flow sensor, Figure 5-1. - The single point resistance (SPR) of the hole wall (grounding resistance). The electrode of the SPR tool is located in between the uppermost rubber disks, see Figure 5-1. This method is used for high-resolution length determination of fractures and geological structures. - The prevailing water pressure profile in the hole. The pressure sensor is located inside the electronics tube and connected via another tube to the drillhole water, Figure 5-2. - Temperature of the drillhole water. The temperature sensor is placed in the flow sensor, Figure 5-1. Pump Winch Computer Measured flow EC electrode Flow sensor -Temperature sensor is located in the flow sensor Single point resistance electrode Rubber disks Flow along the borehole Figure 5-1. Schematic of the down-hole equipment used in the Difference flow meter.

33 CABLE PRESSURE SENSOR (INSIDE THE ELECTRONICSTUBE) FLOW SENSOR FLOW TO BE MEASURED RUBBER DISKS FLOW ALONG THE BOREHOLE Figure 5-2. The absolute pressure sensor is located inside the electronics tube and connected via another tube to the drillhole water. The principles of difference flow measurements are described in Figures 5-3 and 5-4. The flow sensor consists of three thermistors, see Figure 5-3 a. The central thermistor, A, is used both as a heating element for the thermal pulse method and for registration of temperature changes in the thermal dilution method, Figures 5-3 b and c. The side thermistors, B1 and B2, serve to detect the moving thermal pulse, Figure 5-3 d, caused by the constant power heating in A, Figure 5-3 b. Flow rate is measured during the constant power heating (Figure 5-3 b). If the flow rate exceeds 600 ml/h, the constant power heating is increased, Figure 5-4 b, and the thermal dilution method is applied. If the flow rate during the constant power heating (Figure 5-3 b) falls below 600 ml/h, the measurement continues with monitoring of transient thermal dilution (Figure 5-3 c) and thermal pulse response (Figure 5-3 d). When applying the thermal pulse method, also thermal dilution is always measured. The same heat pulse is used for both methods. Flow is measured when the tool is at rest. After transfer to a new position, there is a waiting time (the duration can be adjusted according to the prevailing circumstances) before the heat pulse (Figure 5-3 b) is launched. The waiting time after the constant power thermal pulse can also be adjusted, but is normally 10 s long for thermal dilution

34 and 300 s long for thermal pulse. The measuring range of each method is given in Table 5-1. The lower end limits of the thermal dilution and the thermal pulse methods in Table 5-1 correspond to the theoretical lowest measurable values. Depending on the drillhole conditions, these limits may not always prevail. Examples of disturbing conditions are floating drill cuttings in the drillhole water, gas bubbles in the water and high flow rates (above about 30 L/min) along the hole. If disturbing conditions are significant, a practical measurement limit is calculated for each set of data. 5.2.1.2 Interpretation The interpretation is based on Thiems or Dupuits formula that describes a steady state and two dimensional radial flow into the drillhole (Marsily 1986): where h f h = Q/(T a) (5-1) - h is hydraulic head in the vicinity of the drillhole and h = h f at the radius of influence (R), - Q is the flow rate into the drillhole, - T is the transmissivity of fracture, - a is a constant depending on the assumed flow geometry. For cylindrical flow, the constant a is: where - r 0 is the radius of the well and a = 2 /ln(r/r 0 ) (5-2) - R is the radius of influence, i.e. the zone inside which the effect of the pumping is detected. Table 5-1. Ranges of flow measurements. Method Range of measurement (ml/h) Thermal dilution P1 30 6 000 Thermal dilution P2 600 300 000 Thermal pulse 6 600

35 Flow sensor B1 A B2 a) 50 b) Power (mw) 40 30 20 10 P1 Constant power in A 0 0 10 20 30 40 50 c) dt (C) 15 10 5 0 Thermal dilution method Temperature change in A Flow rate (ml/h) 594 248 125 71.4 28.4 12.3 5.40 3.00 0 10 20 30 40 50 d) Temperature difference (mc) 100 50 0 Thermal pulse method Temparature difference between B1 and B2 0 10 20 30 40 50 60 70 80 Time (s) Figure 5-3. Flow measurement, flow rate <600 ml/h.

36 Flow sensor B1 A B2 a) 200 P2 b) Power (mw) 150 100 50 0 P1 Constant power in A -5 0 5 10 15 c) dt(c) 60 50 40 30 20 10 0 Thermal dilution method Temperature change in A Flow rate (ml/h) 321 000 132 000 54 900 24 800 13 100 6 120 3 070 1 110-5 0 5 10 15 Time (s) Figure 5-4. Flow measurement, flow rate > 600 ml/h.

37 If flow rate measurements are carried out using two levels of hydraulic heads in the drillhole, i.e. natural or pump-induced hydraulic heads, then the undisturbed (natural) hydraulic head and transmissivity of fractures can be calculated. Two equations can be written directly from Equation 5-1: where Q f1 = T f a (h f - h 1 ) (5-3) Q f2 = T f a (h f - h 2 ) (5-4) - h 1 and h 2 are the hydraulic heads in the drillhole at the test level, - Q f1 and Q f2 are the flow rates at a fracture and - h f and T f are the hydraulic head (far away from drillhole) and the transmissivity of a fracture, respectively. Since, in general, very little is known of the flow geometry, cylindrical flow without skin zones is assumed. Cylindrical flow geometry is also justified because the hole is at a constant head and there are no strong pressure gradients along the hole, except at its ends. The radial distance R to the undisturbed hydraulic head h f is not known and must be assumed. Here a value of 500 is selected for the quotient R/r 0. The hydraulic head and the transmissivity of fracture can be deduced from the two measurements: h f = (h 1 -b h 2 )/(1-b) (5-5) T f = (1/a) (Q f1 -Q f2 )/(h 2 -h 1 ) (5-6) Since the actual flow geometry and the skin effects are unknown, transmissivity values should be taken as indicating orders of magnitude. As the calculated hydraulic heads do not depend on geometrical properties but only on the ratio of the flows measured at different heads in the drillhole, they should be less sensitive to unknown fracture geometry. A discussion of potential uncertainties in the calculation of transmissivity and hydraulic head is provided in (Ludvigson et al. 2002). Hydraulic aperture of fractures can be calculated (Marsily 1986): T = e 3 g /(12 µ C) (5-7) e = (12 T µ C/(g )) 1/3 (5-8)

38 where - T = transmissivity of fracture (m 2 /s) - e = hydraulic aperture (m) - µ = viscosity of water, 0.00139 (kg/(ms)) - g = acceleration for gravity, 9.81 (m/s 2 ) - = density of water, 999 (kg/m 3 ) - C = experimental constant for roughness of fracture, here chosen to be 1. 5.2.2 Equipment specifications The Posiva Flow Log/Difference flow meter monitors the flow of groundwater into or out from a drillhole by means of a flow guide (rubber disks). The flow guide thereby defines the test section to be measured without altering the hydraulic head. Groundwater flowing into or out from the test section is guided to the flow sensor. Flow is measured using the thermal pulse and/or thermal dilution methods. Measured values are transferred in digital form to the PC computer. Type of instrument: Posiva Flow Log/Difference Flow meter Drillhole diameters: 56 mm, 66 mm and 76 mm (or larger) Length of test section: A variable length flow guide is used. Method of flow measurement: Thermal pulse and/or thermal dilution. Range and accuracy of measurement: See Table 5-1. Additional measurements: Temperature, Single point resistance, Electric conductivity of water, Caliper, Water pressure Winch: Length determination: Logging computer: Software Total power consumption: Mount Sopris Wna 10, 0.55 kw, 220V/50Hz. Steel wire cable 1500 m, four conductors, Gerhard -Owen cable head. Based on the marked cable and on the digital length counter PC, Windows XP Based on MS Visual Basic 1.5-2.5 kw depending on the pumps Range and accuracy of sensors are presented in Table 5-1.

39 Table 5-1. Range and accuracy of sensors. Sensor Range Accuracy Flow 6 300 000 ml/h +/- 10 % curr.value Temperature (middle thermistor) 0 50 C 0.1 C Temperature difference (between outer thermistors) -2 - + 2 C 0.0001 C Electric conductivity of water (EC) 0.02 11 S/m +/- 5 % curr.value Single point resistance 5 500 000 +/- 10 % curr.value Groundwater level sensor 0 0.1 MPa +/- 1 % fullscale Absolute pressure sensor 0-20 MPa +/- 0.01 % fullscale 5.2.3 Description of the data set The activity schedule is presented in Table 5-2. Due to the time constraints, a short but effective program was carried out in PH4. The detailed flow logging was performed with 0.5 m section length and with 0.1 m length increment, see Appendices 5.1 5.4. The method gives the location of fractures with a length resolution of 0.1 m. The test section length determines the width of a flow anomaly of a single fracture. If the distance between flowing fractures is less than the section length, the anomalies will be overlapped resulting in a stepwise flow anomaly. Transmissivity was calculated using Equation 5-6 assuming that h 1 = 6 m (masl, elevation of groundwater level), h 2 = -77.356 m (masl, elevation of the top of the drillhole), see Appendices 5.5 and 5.6. Drawdown in the drillhole is then h 1 - h 2 = 83.356 m and the corresponding flow is Q f2. Q f1 (assumed flow when head in the drillhole is 6 m) is assumed to be much smaller than Q f2 and therefore Q f1 is neglected (Q f1 = 0). Some fracture-specific results were rated to be uncertain results, Appendices 5.2 5.4, short line. The criterion of uncertain was in most cases a minor flow rate (< 30 ml/h). Hydraulic aperture is calculated assuming C = 1, i.e. fracture surface is assumed to be smooth. This results small hydraulic apertures. Table 5-2. Activity schedule. Started Finished Activity 30.10.2005 16:26 30.10.2005 22:44 Drillhole PH4. Flow logging without pumping (during natural outflow from the open drillhole) (L = 0.5 m, dl = 0.1 m). Length interval 0 78 m was measured.

40 Electric conductivity (EC) and temperature of drillhole water were measured during flow logging, see Appendices 5.7 and 5.8. Temperature was measured during the flow measurement. These results represent drillhole water only approximately because the flow guide carries water with it. The EC-values are temperature corrected to +25 C to make them more comparable with other EC measurements (Heikkonen et al. 2002). Flow out from the open hole during logging was between 65 and 83 L/min, see Appendix 5.9. The sum of measured flows was 13.4 L/min. There is strongly fractured zone at the bottom of the pilot hole (interval 80 96 m). This part of drillhole was not measured. It seems that major part of flow came from this unmeasured part. 5.3 Water loss tests (Lugeon tests) Water loss tests were performed by the drilling crew. The upper and the lower packers blocked 6.00 metres long interval by three 7 cm wide swelling rubber seals. The total length of both the upper and the lower seal element was 0.24 metres before pressing. By pressing the rods against the bottom of the hole the rubber seals swelled and isolated the test section from the rest of the pilot hole and fixed water pressure for measuring interval was pumped into the test section with the water pump of the drill rig. Between the packers one 3 metres long perforated drill rod and one shortened drill rod were used to convey water into the pressurized section. A shortened rod and an adapter were used between rod and packer to get the length of the pressurized section exactly 6 metres. Tests were completed with 10, 15, 20, 15 and 10 bar water pressure levels for each test section. The pressurization time was 10 minutes per each pressure level and per each section. For each pressure level the amount of water released into bedrock was measured with water flow gauge. The test equipment was moved upwards by adding two 3 metres long drill rods below the closed lower packer after every measuring session per depth interval. In the first test section only the upper packer and two 3 metres long perforated drill rods with 13.5 cm thread protection bushing were used. The bottom of the pilot hole acted as lower packer in the first test section that was 18.46 metres long (hole interval 77.55 96.01 m). The first test section was extended because of the fault zone that was intersected at the end of the hole. The rest of the hole was measured by 13 intervals from 3.52 metres to the depth 81.21 metres, Appendices 5.10 5.12. In the last test section in the upper part of the hole the section length was shortened to 5.80 metres. The hydrostatic pressure, applied in the interpretation calculations, was 7.9 bars for the entire hole. The interpretation of packer tests was completed by Gridpoint Oy. The interpreted results are presented in Appendices 5.13 5.15.

41 6 GEOPHYSICAL LOGGINGS 6.1 General Suomen Malmi Oy (Smoy) carried out geophysical drillhole surveys of the pilot hole PH4. Quality control of raw data, interpretation of drillhole radar and sonic data, as well as the data integration, was subcontracted to JP-Fintact Ltd. The assignment included imaging and geophysical surveys and interpretation. The drillhole geophysics contributes to fracture detection and orientation as well as further description of the crystalline bedrock at the Olkiluoto Site. This report describes the field operation of the drillhole surveys and the data processing and interpretation. The quality of the results is shortly analysed and the data presented in the Appendices 6.1 6.8. The data from the geophysical drillhole surveys are provided in the attached CD in the back cover of this report (plastic pocket). 6.2 Equipment and methods The geophysical survey carried out in PH4 included optical imaging, Wenner resistivity, single point resistance, natural gamma radiation, gamma-gamma density, magnetic susceptibility, acoustic and drillhole radar measurements. The drillhole surveys were carried out using Advanced Logic Technology s (ALT) OBI-40 optical televiewer and FWS40 Full Waveform Sonic Tool, Geovista s Elog Normal Resistivity Sonde, Malå Geoscience s WellMac probes and RAMAC GPR drillhole antenna as well as Rautaruukki s RROM-2 probe. Applied control units were ALT Abox, Malå Geoscience Ramac CU II and WellMac, and RROY KTP-84. Cable was operated by a motorised winch. The depth measurement is triggered by pulses of sensitive depth encoder, installed on a pulley wheel. Optical imaging, single point resistance, normal resistivities and full wave sonic applied a Mount Sopris manufactured 1000 m long, 3/16 steel reinforced 4-conductor cable, WellMac and RROY measurements a 1000 m long 3/16 polyurethane covered 5-conductor cable, and radar measurement a 150 m long optical cable. The cables were marked with 10 m intervals for controlling the depth measurement to adjust any cable slip and stretch. 6.2.1 WellMac equipment The WellMac system consists of a surface unit and a laptop interface as well as a cable winch, a depth measuring wheel and the probes. The probes applied in this survey were the natural gamma probe, the gamma-gamma density probe and the susceptibility probe. The diameter of all these probes is 42 mm. The field assembly and tool configurations of the WellMac system as well as technical information of the probes are presented in Appendix 6.9.

42 6.2.2 Rautaruukki equipment The Wenner-resistivity was measured using Rautaruukki Oy manufactured RROM-2 probe and recorded with KTP-84 data logging unit. The galvanic resistivity is measured from the hole wall using four electrode Wenner configuration (a = 31.8 cm). The probe diameter is 42 mm. The configuration of the probe is presented in Figure 6-1 and the technical information of the tool in Appendix 6.10. 6.2.3 Geovista Normal resistivity sonde The Geovista Normal resistivity sonde (ELOG) is compatible with ALT acquisition system. The sonde carries out simultaneously four different measurements. The measurements available are 16 normal resistivity, 64 normal resistivity, single point resistance (SPR) and spontaneous potential (SP). The measuring range of the system is modified from 0 10 000 Ohm-m to 0 40 0000 Ohm-m. Probe diameter is 42 mm. Probe does not contain electrically conductive parts, except the voltage return in the middle of 10 m insulator bridle, and the current return grounded on steel armored cable and the cable connector. Some of the technical information of the ELOG sonde is presented in Appendix 6.11. Figure 6-1. The configuration of the Rautaruukki RROM-2 Wenner-probe.

43 6.2.4 RAMAC equipment The drillhole radar survey was carried out using RAMAC GPR 250 MHz dipole antenna with 150 m optical cable. The system consists of computer, control unit CU II, depth encoder, optical cable and radar probe. Measurement was controlled with Malå Groundvision software. Tool zero time was calibrated before the measurement. The down-hole probe diameter is 50 mm. Transmitter and receiver were separated by a 0.5 m tube (Tx Rx dipole center point distance is 1.71 m). The technical information of the tool is presented in Appendix 6.12. 6.2.5 Sonic equipment The full waveform sonic was recorded with Advanced Logic Technology s (ALT) FWS40 probe that is compatible with Smoy s ALT acquisition system. The Full Waveform Sonic Tool has one piezoceramic transmitter (Tx) of 15 khz nominal frequency, and two receivers (Rx), with Tx-Rx spacing of 0.6 m (Rx1) and 1.0 m (Rx2). Tool diameter is 42 mm. Some technical details of the system are presented in Appendix 6.13. 6.2.6 Optical televiewer The hole imaging was carried out using OBI40 optical televiewer manufactured by Advanced Logic Technology (ALT). Tool diameter is 42 mm. Tool maximum azimuthal resolution is 720 pixels and vertical resolution 0.5 mm. Special centralisers prepared by Smoy for 76 mm drillholes were used. The tool configuration is shown in Figure 6-2 and optical assembly in Figure 6-3. The probe and logging control unit are also presented in Appendix 6.14. 6.3 Fieldwork The field work was carried out within 29 working hours 31.10.2005-1.11.2005. The assignment consisted of hole surveys of PH4 with estimated total survey amount of 78 m. The specifications of the pilot hole PH4 are listed in Table 6-1 and the duration of the field work in Table 6-2. Table 6-3 shows the survey parameters of each method.

44 Figure 6-2. The configuration of the OBI40-mk3, length 1.7 m (ALT, Optical Drillhole Televiewer Operator Manual). Figure 6-3. Optical assembly of the OBI40. The high sensitivity CCD digital camera with Pentax optics is located above a conical mirror. The light source is a ring of light bulbs located in the optical head (ALT, Optical Borehole Televiewer Operator Manual).

45 Table 6-1. Specifications of the pilot hole PH4. Hole Diameter Azimuth Dip Length(m) PH4 76 mm 315-5,277 91,6 Table 6-2. Timing of the field work. Date Actions Surveyors 31.10.05 13:00-31.10.05 23:30 Drillhole digital imaging AS, JM, NP 31.10.05 23:30-01.11.05 01:30 Full wave sonic survey JM, NP 01.11.05 01:30-01.11.05 03:00 Elog survey JM, NP 13.09.05 03:00-13.09.05 06:00 Drillhole radar survey JM, NP 01.11.05 06:00-01.11.05 07:30 Natural gamma survey AS, LMJ 01.11.05 07:30-01.11.05 09:00 Density survey AS, LMJ 01.11.05 09:00-01.11.05 10:30 Susceptibility survey AS, LMJ 01.11.05 10:30-13.09.05 13:00 Wenner survey AS, LMJ Table 6-3. Survey parameters of the applied methods. Method Depth Settings Survey speed sampling Drillhole imaging 0.0005m 720 pixels / turn 0.18 m/min Full wave sonic 0.02 m Time sampling 2 µs, time Interval 2048 µs, R1 gain 1, R2 gain 1 1.0 m/min Wenner resistivity 0.02 m Calibrated with control box 2.0 m/min Natural gamma 0.02 m Calibrated for rapakivi granite in 1999 2.0 m/min Density 0.02 m Calibrated for KR19-KR22 in 2001 2.0 m/min Susceptibility 0.02 m Calibration with brick 2.0 m/min Single point resistance, normal resistivities 0.02 m Calibration tested with resistors and earlier results Drillhole radar 0.02 m Zero time calibrated. Depth sampling 0.02 m, time sampling 0.18 ns, sampling frequency 5418 MHz 3.0 m/min 1.0 m/min

46 6.4 Processing and results The processing of the conventional geophysical results includes basic corrections and calibrations presented in Lahti et al. (2001). The sonic interpretations and depth adjustments as well as data integration were carried out by JP-Fintact Ltd as described in Heikkinen et al. 2005. The results of the single point resistance, natural gamma radiation, gamma-gamma density, magnetic susceptibility and Wenner resistivity are presented in Appendix 6.1. The drillhole radar results and interpretation are presented in Appendices 6.2 6.5. The full waveform sonic results are shown in Appendices 6.6 and 6.7. The optical televiewer example of the image log is shown in Appendix 6.8. The results, presented in the Appendices, were joined with available geological data received from Posiva. These include lithology and fracture frequency, and location of fractures. Initial depth match is based on cable mark control. Locations of rock type contacts and fractures in core were used in final depth matching. The image was first adjusted to core data and then the gamma-gamma density was set to image depth using the mafic gneiss variants. Susceptibility, natural gamma and sonic data were adjusted according to density. Electrical measurements were adjusted according to sonic and density minima, and high resistivity mafic units. Finally the radar results were adjusted to depth of electrical results, using direct radar wave velocity and amplitude profile. Depth accuracy to core depth of all methods is better than 5 cm. 6.4.1 Natural gamma radiation The measured values are converted into µr/h values using coefficient determined at Hästholmen drillholes HH-KR5 and HH-KR8 in Loviisa. The conversion is carried out so that 1 µr/h equals 3.267 p/s. The determination of the coefficient is presented in Laurila et al. (1999). The results are presented in Table 6-4. 6.4.2 Gamma-gamma density The calibration of the density values is carried out using the calibration conducted during surveys of drillhole KR19, KR20 and KR22 and the petrophysical samples taken from those drillholes (Lahti et al. 2003). Accuracy of the density data is 0.01 g/cm 3. The levels of both magnetic susceptibility and density would be more reliably calibrated with petrophysical sample data from the drillhole surveyed. The gamma-gamma results are presented in Table 6-5. Table 6-4. Results of processed parameters of natural gamma data. File name Depth interval (m) Range µr/h ONKPH4_Geoph_Data.xls -0,59 80.91 7.65 89.07 Table 6-5. Results of processed parameters of gamma-gamma density data. File name Depth interval(m) Range g/cm3 ONKPH4_Geoph_Data.xls -0.42 80.80 2.65 3.97

47 6.4.3 Magnetic susceptibility The susceptibility probe was calibrated using a calibration brick with known susceptibility of 740 10-5 SI. Temperature drift was not compensated. Reading accuracy is 1-2 10-5 SI, Table 6-6. 6.4.4 Single point resistance The normal resistivity and single point resistance data are collected simultaneously. Before the actual survey the system performance was checked using a test box provided by the manufacturer. The calibration for single point resistance and normal resistivities results was conducted using earlier results of OL-KR29. Reading accuracy is better than 1 Ohm or 1 Ohm-m, Table 6-7. Single point resistance and short normal can measure a full range of resistivity. 6.4.5 Wenner resistivity The Wenner-equipment includes a calibration unit that contains resistors from 1 Ohm to 100 000 Ohm with a 0.5 decade interval. The calibration measurement using the unit was carried out before the actual surveys. The output values (mv) are being calibrated into Ohm-m using the calibration scale. Results of processed parameters of Wenner resistivity data are presented in Table 6-8. 6.4.6 Borehole radar Radar measurements applied the Malå Geoscience manufactured Ramac, with 250 MHz drillhole antenna. Data quality and resolution is very high. Locally there occur some diffractions (which cannot be fitted to hyperbola due to too high apparent angles) probably from open fractures and pyrite layers in host rock. Raw, depth adjusted radargram is displayed in Appendix 6.2 with the first arrival amplitude and time computed using ReflexW (2003). Results of processed parameters of borehole radar data are presented in Tables 6-9 and 6-10. Table 6-6. Processing parameters of susceptibility data. File name Depth interval (m) Range 10-5 SI ONKPH4_Geoph_Data.xls 1.74 81.19 4 14612 Table 6-7. Processing parameters of single point resistance data. File name Depth interval (m) Range Ohm ONKPH4_Geoph_Data.xls 0.21 78.49 21.77 10502.97 Table 6-8. Results of processed parameters of Wenner resistivity data. File name Depth interval(m) Range Ohm-m ONKPH4_Geoph_Data.xls 7.09 80.65 0.85 1584.89

48 Table 6-9. Results of processed parameters of borehole radar data. File name Depth interval(m) First arrival time (ns) ONKPH4_Geoph_Data.xls 0.74 77.55 44.48 73.09 Table 6-10. Results of processed parameters of borehole radar data. File name Depth interval(m) First arrival amplitude (µv) ONKPH4_Geoph_Data.xls 0.35 77.72-166 28301 Interpretation applied the Malå GeoScience Radinter_2 utility (Radinter 1999). The previously (Lahti & Heikkinen 2004) defined velocity 117 m/µs was used. Reflectors were defined with setting a hyperbola on each reflection. Different filtering and amplitude settings were used to enhance both strong and weak reflections. The interpreted reflector angles are displayed in Appendix 6.3. Reflectors with their interpreted parameters are listed on Appendix 6.4. Mapped reflectors are shown on radar image in Appendix 6.5. Reflector length was measured according to Saksa et al. (2001) along the reflector plane, upwards and downwards in the drillhole. The radar maximum range out of drillhole was estimated for each reflector. 6.4.7 Full Waveform Sonic Processing has followed the outlines defined in Lahti & Heikkinen (2004, 2005) for the FWS40 tool. Processing consisted of visual inspection of the recording and defining P and S wave velocities and tube wave energies for both channels, and their attenuations. After first review of the velocities with semblance processing (Paillet and Cheng, 1991) in WellCAD (ALT 2001), the raw data was exported to ReflexW (2003). A phase follower was applied to pick the appropriate distinct P and S wave coherently. Semiautomatic process was continued where the automatic picking failed. Typically a half cycle (wave length time, 21-22 µs for this dataset) was subtracted from the most distinct cycle time (first maximum and minimum for S and P, respectively). Following processing sequence included a stand-off correction (Lahti & Heikkinen 2005) using parameters shown in Table 6-11, computation of P and S wave attenuations, computing reflected tubewave energies, and finally the attenuation of tubewaves. Also dynamic rock mechanical parameters, Young s modulus Edyn, Shear modulus µdyn, Poisson s ratio dyn and apparent Q value (Barton 2002) were computed from the acoustic and density data. All the acoustic data and derived parameters are displayed in Appendices 6.6 and 6.7.

49 6.4.8 Drillhole image The applied survey parameters of the drillhole imaging were determined according to earlier optical televiewer works in the Olkiluoto Site (Lahti 2004a, Lahti 2004b). The quality of the image was controlled during survey by taking samples of the image and applying histogram analysis. Also the vertical resolution was checked using captured images. The data processing carried out after the field work consists of depth adjustment and image orientation of the raw image. The depth adjustment and image orientation methods are presented in Lahti (2004a). The images were produced to depth matched and oriented to high side presentations including a 3-D image. Images can be reviewed with WellCAD Reader and WellCAD software. Table 6-11. Results of processed parameters of FWS data. File name ONKPH4_Geoph_Data.xls Processed data Depth interval (m) Range P1 velocity -1.26 78.05 4195.07 7381.69 m/s P2 velocity -1.26 78.05 4798.31 7283.09 m/s S1 velocity -1.13 77.84 2308.01 3360.49 m/s S2 velocity -1.26 78.05 2471.99 5150.77 m/s P attenuation -1.99 77.66-89.97 1118.46 db/m S attenuation -1.26 78.05-119.01 99.78 db/m R1 tubewave energy -1.24 78.05 1367.54 32289.30 R2 tubewave energy -1.24 78.05 926.70 89175.20 Tubewave attenuation -1.23 78.04-30.14 32.24 db/m Poisson s Ratio -1.12 77.84 0.08 0.42 Shear Modulus -0.40 77.84 15.00 44.62 GPa Young s Modulus -0.40 77.84 40.34 119.41 GPa Apparent Q 1.00 78.04 4.96 330.00

50

51 7 GROUNDWATER SAMPLING AND ANALYSES 7.1 General The aim of the groundwater samplings at pilot holes is to get information of groundwater that will flow to ONKALO during construction (Posiva Oy 2003). The main challenge of the sampling is to get representative groundwater samples after drilling and all other investigations in a limited time. Usually the time needed for the groundwater sampling is several weeks but in the case of pilot holes the time available is only hours or at maximum days. 7.2 Equipment and method The selection of the sampling section was based on flow measurements and on EC results from the drillhole water of the pilot hole PH4. The groundwater samples were collected from the sampling section 81 96.01 m (bottom part of the hole). The vertical depth of the sampling section from the 0-level is about 85 87 m. Pilot hole was equipped with one packer for the groundwater sampling. The decision of the packer location was based on the inflow point of the most saline groundwater, which was to be included in the sampling section. The packer was installed to the hole depth of 81 m and the samples were taken between the packer and the bottom of the hole. The installation of the equipment was taken care by Posiva Oy. The water flow from the sampling section was 3.6 L/min. The scavenging period of the groundwater sample lasted 3 h 10 min and 684 L water was removed from the sampling section. The sampling section was flushed 2.5 times with groundwater before sampling. The concentration of the sodium fluorescein was checked before sampling and it was 10 µg/l, which means that groundwater samples contained 4 % flushing water left from the drilling. 7.3 Groundwater sampling Posiva Oy collected the groundwater samples into a 5 L plastic canister and a 2 L Duran-bottle. Duran-bottle was pre-washed with nitric acid. In addition, groundwater samples for sulphide analysis were collected into three Winkler-bottles (100 ml), which contained preserving chemicals. Details of sample vessels are given in Table 7-1. The water samples were transported from the ONKALO to the TVO's laboratory as soon as possible. Water samples were filtered with a membrane filter (0.45 µm) and bottled in the laboratory. Some of the water samples for metal analyses needed preserving chemicals after filtration. The exact sample preparation is shown in the Posiva water sampling guide (Paaso et al. 2003). Analysis parameters, sample filtration, bottling and preserving chemicals used are shown in Table 7-1.

52 Table 7-1. Information of the pretreatment of the groundwater samples. Parameters Container (L) Filtering Preserving chemicals Comments Laboratory Conductivity, 1 x 0.5 PE density ph, ammonium - - TVO Alkalinity, 1 x 0.5 Duran bottle Sample is taken to Duran-bottle in x - Acidity field and filtered in laboratory TVO Ferrous iron, Fe 2+, 6 x 0.05 glassy Samples are transferred to measuring Addition of Total iron, Fe tot measuring bottle x bottles and ferrozine is added as Ferrozine reagent soon as possible TVO Sulphide, S 2-3 x 0.1 measuring 0.5 ml ZnAc - 2 + 1 sample for water color analysis bottle 0.5 ml 0.1 M NaOH TVO Cl, Br, SO 4, S tot 1 x 0.5 PE x - TVO F 1 x 0.25 PE x - DIC / DOC 1 x 0.25 brown glass bottle x - TVO Na, K, Mg, Ca, 1x 0.25 PE, 2.5 ml conc. HNO x 3 Fe, Mn acid washed / 250 ml TVO Phosphate, PO 4 1x 0.25 PE 2.5 ml 4 M H x 2 SO 4 / 250 ml TVO Sodium fluorescein 0.25 PE in aluminum foil x - TVO Sr 1 x 0.1 PE, - 1 ml conc. HNO 3 acid washed / 100 ml VTT B tot 1 x 0.25 PE, - - VTT acid washed SiO 2 1 x 0.1 PE - - TVO Nitrate, NO 3 Nitrite, NO 2 Total nitrogen, N tot Carbon, C-13/C-14 1 x 0.25 PE x - Rauman ymp.lab. 1 x brown glass bottle Sample volume is 1 L if alkalinity is x - < 0.8 mmol/l Uppsala Deuterium H-2, 1 x 0.125 Sample bottle is filled to the brim. - - Oxygen O-18 Nalgene bottle GTK Tritium H-3 1 x 0.25 glass bottle - - The Netherlands Strontium, Sr-87/Sr-86 Radon, Rn-222 Sulphur, S-34 (SO 4 ) Oxygen, O-18 (SO 4 ) Uranium, U tot 1 x 0.125 Nalgene bottle, acid washed 1 x 0.01 Ultimagold solution bottle 1 x HDPE bottle, acid washed with 10% HCl - 1 x 1 PE Uranium, 1 x 1 PE x U-234/U-238 PE = Polyethylene; HDPE = high density polyethylene - - GTK - - x 10 mg of Zn Ac 2 is added if sulphide concentration is < 1.5 mg/l 50 ml conc. HCl / 1 L 50 ml conc. HCl / 1 L Precise sampling time is recorded. Filtration membranes are saved for analysis. Filtration membranes are saved for analysis. STUK Waterloo HYRL HYRL Laboratories: TVO VTT Rauman ymp.lab. Uppsala GTK The Netherlands STUK Waterloo HYRL Teollisuuden Voima Oy VTT Technical Research Centre of Finland Rauman ympäristölaboratorio University of Uppsala The Geological Survey of Finland University of Groningen, Centre for Isotope Research Radiation and Nuclear Safety Authority in Finland University of Waterloo University of Helsinki, Laboratory of Radiochemistry

53 7.4 Laboratory analysis Majority of the water analyses were made at the TVO's laboratory at Olkiluoto. Some of the analyses were made according to the Posiva water sampling guide (Paaso et al. 2003). These analyses were alkalinity, acidity, bicarbonate, chloride, fluoride, ferrous iron and total iron. Other laboratory analyses were made according to TVO's or TVONS's instructions. All laboratory analyses were made by standard methods or by other generally acceptable methods (Appendix 7.1). Rauman ympäristölaboratorio (Environmental laboratory in Rauma) analysed nitrate, nitrite and total nitrogen. VTT analysed strontium and total boron. All analysis methods, detection limits and accuracies are shown in Appendix 7.1. 7.5 Analysis results 7.5.1 Physico-chemical properties The ph value of the groundwater sample was slightly alkaline (7.9). The electric conductivity (EC) of the groundwater sample was 1.9 ms/cm. Both of these parameters are in accordance with ph and conductivity measured manually during the scavenging period (ph 7.7-7.9, EC 1.8-1.9 ms/cm). Davis and De Wiest (1967) have made a classification system for the water types. The water type of the sample from pilot hole PH4 was Na-Cl. The salinity of the groundwater sample (Total Dissolved Solids, TDS) is 1210 mg/l. According to the TDS-classification (Davis 1964) the sample is brackish (1000 < TDS < 10000 mg/l). 7.5.2 Results The analysis results of water sample are shown in Table 7-2. Isotope analyses results are not available yet and they will be reported in a separate memo. The analysis methods and accuracies are shown in Appendix 7.1 and the analysis report is presented in Appendix 7.2.

54 Table 7-2. Analytical results of groundwater sample from PH4 Parameter Units PH4 ph 7.9 Conductivity ms/cm 1.86 Density g/ml 0.9985 Carbonate alkalinity, HCl uptake mmol/l <0.05 Total alkalinity, HCl uptake mmol/l 5.34 - Bicarbonate, HCO 3 mg/l 330 Total acidity, NaOH uptake mmol/l 0.11 Ferrous iron, Fe 2+ mg/l 0.22 Total iron, Fe tot mg/l 0.32 Total iron, Fe tot, GFAAS mg/l 0.30 Potassium, K mg/l 9.9 Calcium, Ca mg/l 53 Manganese, Mn mg/l 0.2 Magnesium, Mg mg/l 19 Sodium, Na mg/l 320 Silicate, SiO 2 mg/l 14 Fluoride, F mg/l 0.6 Chloride, Cl mg/l 390 Bromide, Br mg/l 1.6 2- Sulphate, SO 4 mg/l 70 Sulphur, S tot mg/l 23 Sulphide, S 2- mg/l <0.01 Nitrite, NO 2 mg/l <0.01 Nitrate, NO 3 mg/l <3.0 Nitrogen, N total mg/l 1.0 DIC mg/l 61 DOC mg/l 4.3 Strontium, Sr mg/l 0.46 Boron, B total mg/l 0.3 + Ammonium, NH 4 mg/l 0.88 Phosphate, PO 4 mg/l 0.14 Sodium fluorescein µg/l 10 GFAAS= graphite atom adsorption technique

55 7.6 Representativeness of the samples 7.6.1 Charge balance Representativity of the groundwater sample can be estimated by charge balance (CB) analysis, which is calculated as a percentage, using the following equation: CB (%) = (Cations - Anions)/ (Cations + Anions) x 100 (7-1) For this, the concentration mg/l, have to be converted into meq/l, with the following equation: meq/l = c charge (1/M) (7-2) Where c = concentration of the ion, mg/l, charge = meq/mmol and M = molecular weight of the ion, mg/mmol. The total concentrations (meq/l) of the anions and cations are summarized and calculated using Equations 7-1 and 7-2. The charge balance can be evaluated using Hounslow's (1995) criteria (results must be within 5 %). The charge balance for PH4 sample is acceptable +1.8 %. 7.6.2 Uncertainties of the laboratory analyses The quality of analyses is checked with the laboratory quality control (QC) samples and with reference water samples (OLSO). Due to the low salinity of the PH4 sample, the metal analyses were made from ALLARD reference water. Results from these reference water analyses are given in Appendices 7.3 (OLSO) and 7.4 (ALLARD). The sulphate, potassium, magnesium and silicate results exceeded the acceptable limits (5.4 mg/l for SO 4, 4.3 mg/l for K, 3.2 for Mg and 3.1 mg/l for SiO 2 ). Anyhow the results of the QC samples were acceptable. The relative standard deviation (RSD) values for the analysed chemical parameters were calculated from at least three parallel samples. All RSD values are presented in Appendix 7.2. For other analyses RSD values were 3 %, but for DOC, ferrous iron and total alkalinity analyses they were 26 %, 8 % and 7 %. For ferrous iron (result near the detection limit) and total alkalinity analyses RSD values are still moderate. Unambiguous explanation for high RSD value of DOC analysis was not found.

56

57 8 SUMMARY The pilot hole ONK-PH4 was drilled in October 2005. The final depth of the hole was 96.01 metres and it is located in chainage interval 874.1 970. The requirement for the hole was so stay inside the planned access tunnel profile of ONKALO. The deviation of the pilot hole was measured frequently during the drilling phase to control the need for steering the hole. Wedging or directional drilling was not needed to change the direction of the hole. According to the results of the survey with Maxibor tool the hole was deviated 0.81 metres right and 0.36 metres down at the hole depth of 72 metres. Deviation survey with Flexit tool showed deviation of 1.78 m right and 1.06 metres up at the hole depth of 75 metres. Triple tube wireline (NW/L) core barrel was used to get as undisturbed core samples as possible and to maximise core and fracture filling recovery. The aim during the drilling work was to orient core samples as much as possible. The total length of the oriented core was 53.53 m (56 %). Electric conductivity was measured from the collected returning water samples. Geological logging of the core samples was carried out immediately after drilling. The drill core consists mainly of veined gneiss (46.4 %), but also pegmatitic granite (30.6 %), diatexitic gneiss (20.3 %) and mafic-, mica- and quartz gneiss inclusion (1-2 %) sections occur. Average fracture frequency along the hole is 3.43 fractures/metre and the average RQD value is 94.97 %. The most common fracture direction is towards southeast with moderate to steep dip. Five fractured zones were intersected with the pilot hole. In the hole section 85.53 85.68 m, where 0.15 m of core loss occurred, water inflow from the hole increased up to 65 L/minute. The rock mechanical logging was based on Q-classification. Rock strength and deformation properties were tested with a Rock Tester-equipment. According to test results the mean uniaxial compressive strength is 116 MPa, the average Young s Modulus 40 GPa and the average Poisson s ratio 0.17. Difference Flow method in the detailed flow logging mode was used to determine the location of hydraulically conductive fractures in the pilot hole with their transmissivities. The flow logging was performed with 0.5 m section length and with 0.1 m depth increment. Due to the strongly fractured zone at the bottom of the hole below the depth of 80.50 metres no loggings were conducted. During flow logging flow out from the open hole was between 65 and 83 L/min. The sum of measured flows was 13.4 L/min. Consequently, the major part of the flow into the hole came from the unmeasured part, i.e. below 80.50 metres. Flow logging located 17 water conductive fractures in the hole. Water loss tests (Lugeon tests) were used to give background information for the grouting design. Geophysical logging and optical imaging of the pilot hole included the field work of all the surveys, the integration of the data as well as interpretation of the acoustic and drillhole radar data. The data from imaging and geophysics contributed to fracture detection and orientation as well as further description of the crystalline bedrock at the Olkiluoto site. The obtained data was immediately applied to rock engineering design (grouting).

58 One of the objectives of the geochemical study was to get information about the composition of ONKALO's groundwater. The groundwater samples from PH4 were collected from the sampling section 81 96.01 m. The water type of the sample from the pilot hole PH4 was Na-Cl. The salinity of the groundwater sample (Total Dissolved Solids, TDS) was 1210 mg/l.

59 REFERENCES ALT 2001. WellCAD user s guide for version 3.0. Advanced Logic Technologies, Luxembourg. 831 p. Barton, N. 2002. Some new Q-value correlations to assist in site characterization and tunnel design. International Journal of Rock Mechanics & Mining Sciences 39 (2002), 185-216. Barton, N., Lien, R. & Lunde, J. 1974. Engineering classification of rock masses for the desingn of tunnel supportu. Rock Mechanics. December 1974. Vol. 6 No. 4. Springger Verlag. Wien, New York. 189-236 pp. Davis, S.N. 1964. The Chemistry of saline waters. IN: Krieger, R.A. Discussion Groundwater, vol 2 (1), 51. Davis, S.N. & De Wiest, R.J.M. 1967. Hydrogeology, 2. ed., Wiley, New York. Gardemeister, R., Johansson, S., Korhonen, P., Patrikainen, P. & Vähäsarja, P. 1976. Rakennusgeologisen kalliotutkimuksne soveltaminen. (The application of Finnish engineering geological bedrock classification, in Finnish). Espoo: Technical Research Centre of Finland, Geotechnical laboratory. 38 p. Research note 25. Grimstad, E. & Barton, N. 1993. Updating of the Q-system for NMT. Proceedings of Sprayed Concrete, 18-21 December 1993. Fagernäs. Norway Heikkinen, E., Tammisto, E., Ahokas, H., Lahti, M. & Ahokas., T. 2005. Geophysics applied in tunnel pilot drillholes for pre-grouting design parameters. Extended abstract A045, 11th European meeting of Environmental and Engineering Geophysics, 4th - 7th September 2005, Palermo, Italy Heikkonen, J., Heikkinen, E. & Mäntynen, M. 2002. Mathematical modelling of temperature adjustment algorithm for groundwater electrical conductivity on basis of synthetic water sample analysis. Helsinki, Posiva Oy. Working report 2002-10 (in Finnish). Hounslow, A.W. 1995. Water quality data: analysis and interpretation, CRC Lewis Publishers. ISRM. 1981. Suggested Methods for Determining the Uniaxial Compressive Strength and Deformability of Rock Materials. In Rock Characterization Testing & Monitoring. Oxford, Pergamon Press. s. 113-116. ISRM. 1985. Suggested Method for Determining Point Load Strength. International Journal Rock Mech. Min. Sci. & Geomech. Vol. 22, no 2. S. 51-60. Korhonen, K-H., Gardemeister, R., Jääskeläinen, H., Niini, H. & Vähäsarja, P. 1974. Rakennusalan kallioluokitus (Engineering geological bedrock classification, in Finnish).

60 Espoo: Technical Research Centre of Finland, Geotechnical laboratory. 78 p. Research note 12. Kärki, A. & Paulamäki, S. 2006. Petrology of Olkiluoto. Eurajoki, Finland: Posiva Oy. Posiva Working report 2006-07. Lahti, M., Tammenmaa J. ja Hassinen P. 2001. Kairanreikien OL-KR13 ja OL-KR14 geofysikaaliset reikämittaukset Eurajoen Olkiluodossa vuonna 2001 (Geophysical drillhole logging of the drillholes OL-KR13 and OL-KR14 in Olkiluoto, Eurajoki, 2001). Työraportti 2001-30. Posiva Oy, 136 p. Lahti, M., Tammenmaa, J. & Hassinen, P. 2003. Geophysical logging of drillholes OL- KR19, OL-KR19b, OL-K20, OL-KR20b, OL-KR22, OL-KR22b and OL-KR8 continuation at Olkiluoto, Eurajoki 2002. Posiva Oy. 176 p. Working report 2003-05. Lahti, M. 2004a. Digital drillhole imaging of the drillholes KR6, KR8 continuation, KR19, KR19b, KR20, KR20b, KR21, KR22, KR22b, KR23, KR23b and KR24 at Olkiluoto during autumn 2003. Posiva Oy. Working report 2004-27. 39 p. Lahti, M 2004b. Digital drillhole imaging of the drillholes KR24 upper part and PH1 at Olkiluoto, March 2004. Posiva Oy. Working report 2004-28. 21 p. Lahti, M & Heikkinen, E. 2004. Geophysical drillhole logging of the drillhole PH1 in Olkiluoto, Eurajoki 2004. Posiva Oy. Working report 2004-43. 30 p. Lahti, M & Heikkinen, E. 2005. Geophysical drillhole logging and optical imaging of the pilot hole ONK-PH2. Posiva Oy. Working report 2005-04. 72 p Laurila, T. Tammenmaa J. ja Hassinen P. 1999. Kairareikien HH-KR7 ja HH-KR8 geofysikaaliset reikämittaukset Loviisan Hästholmenilla vuonna 1999 (Geophysical drillhole logging of the drillholes HH_KR7 and HH-KR8 at Hästholmen, Loviisa, 1999). Posiva Oy, Työraportti 99-22. Ludvigson, J-E., Hansson, K. & Rouhiainen, P. 2002. Methodology study of Posiva difference flow meter in drillhole KLX02 at Laxemar. Stockholm, Sweden: SKB AB. R-01-52. Marsily, G. 1986. Quantitative Hydrogeology, Groundwater Hydrology for Engineers. Academic Press, Inc. ISBN 0-12-208915-4. Milnes, A. G., Hudson, J. A., Wikström, L. & Aaltonen, I. 2006. Foliation and its rock mechanical significance - overview, and programme for systematic foliation investigations at Olkiluoto. Posiva Oy, Posiva Working report 2006-03. Niinimäki, R. 2004. Core drilling of Pilot Hole OL-PH1 at Olkiluoto in Eurajoki 2003-2004. Eurajoki, Finland: Posiva Oy. Posiva Working report 2004-05, 95 p. Öhberg, A. (ed.), Heikkinen, E., Hirvonen, H., Kemppainen, K., Majapuro, J., Niemonen, J., Pöllänen, J. & Rouhiainen, P. 2006. Drilling and the associated drillhole

61 measurements of the pilot hole ONK-PH3. Eurajoki, Finland: Posiva Oy. Posiva, Working report 2006-20, 175 p. Öhberg, A. (ed.), Aaltonen, I., Heikkinen, E., Kemppainen, K., Lahti, M., Mattila, J., Niemonen, J., Paaso, N., Pussinen, V & Rouhiainen, P. 2005. Drilling and the associated drillhole measurements of the pilot hole ONK-PH2. Eurajoki, Finland: Posiva Oy. Posiva, Working report 2005-63, 86 p. Öhberg, A. & Rouhiainen, P. 2000. Posiva groundwater flow measuring techniques. Helsinki, Posiva Oy. Report POSIVA 2001-12. Paaso, N. (toim.), Mäntynen, M., Vepsäläinen, A. ja Laakso, T. 2003. Posivan vesinäytteenoton kenttätyöohje, rev.3 (Field manual for the water sampling of Posiva - Updated version 2003, rev.3.). Työraportti 2003-02 (Abstract in English). Paillet, F. L., and Cheng, C. H., 1991, Acoustic Waves in Drillholes, C. H., CRC Press, Boca Raton, FL, 264 p. Pohjanperä, P., Wanne, T. & Johansson, E. 2005. Point load test results from Olkiluoto area Determination of strength of intact rock from drillholes KR1-KR28 and PH1. Working Report 2005 -. Posiva Oy. Posiva Working report 2005-59, 49 p. Posiva Oy, 2003. ONKALO underground characterization and research programme (UCRP). Työraportti 2003-03. RadInter. 1999. Software Manual. Version 1.2. Malå, Sweden. Malå Geoscience, 13 p. ReflexW. 2003. Version 3.0. Karlsruhe, Germany. K-J. Sandmeier. 341 p Saanio, V. (resp.ed.). 1987. Tunneli- ja kalliorakennus. (Tunnelling and construction in rock, in Finnish). Helsinki. RIL 154-1. Association of Finnish Civil Engineers RIL. 363 p. ISBN 951-758-116-5. Saksa, P., Hellä, P., Lehtimäki, T., Heikkinen, E. & Karanko, A. 2001. Reikätutkan toimivuusselvitys (On the performance of drillhole radar method). Posiva, Working Report 2001-35, 134 p. Vaittinen, T., Ahokas, H., Heikkinen, E., Hellä, P., Nummela, J., Saksa, P., Tammisto, E., Paulamäki, S., Paananen, M., Front, K. & Kärki, A. 2003. Bedrock model of the Olkiluoto site, version 2003/1. Posiva, Working Report 2003-43, 266 p.

62

63 APPENDICES Appendix 2.1 The list of equipment at the site Appendix 2.2 The list of core runs Appendix 2.3 The drilling report sheet Appendix 2.4 The deviation survey by Flexit tool Appendix 2.5 The deviation survey by Maxibor tool Appendix 2.6 The inclination surveys by EZ-DIP tool Appendix 2.7 The Electric Conductivity readings Appendix 3.1 Rock types Appendix 3.2 Ductile deformation Appendix 3.3 Fracture log core Appendix 3.4 Fracture log image Appendix 3.5 Core orientation Appendix 3.6 Fracture frequency and RQD Appendix 3.7 Fractured zones and core loss Appendix 3.8 Weathering Appendix 3.9 Core box numbers Appendix 3.10 Photographs of core samples in core boxes (the photographs are provided on the attached CD) Appendix 4.1 Rock quality Appendix 5.1 Flow rate and single point resistance, depth section 0-20 m Appendix 5.2 Flow rate and single point resistance, depth section 20-40 m Appendix 5.3 Flow rate and single point resistance, depth section 40-60 m Appendix 5.4 Flow rate and single point resistance, depth section 60-80 m Appendix 5.5 Plotted transmissivity and hydraulic aperture of detected fractures Appendix 5.6 Tabulated results of detected fractures Appendix 5.7 Electric conductivity of drillhole water Appendix 5.8 Temperature of drillhole water Appendix 5.9 Flow rate out from the drillhole during flow logging Appendix 5.10 Water loss measurements, depth section 3.52 27.40 m, logging sheet Appendix 5.11 Water loss measurements, depth section 27.48 51.56 m, logging sheet Appendix 5.12 Water loss measurements, depth section 57.59 96.01 m, logging sheet Appendix 5.13 Water loss measurements, depth section 3.52 27.40 m, interpretation Appendix 5.14 Water loss measurements, depth section 27.48 51.56 m, interpretation Appendix 5.15 Water loss measurements, depth section 57.59 96.01 m, interpretation Appendix 6.1 Results, Drillhole logging Appendix 6.2 Results, Radargram Appendix 6.3 Results, Radar orientations Appendix 6.4 Results, Interpreted reflectors, table Appendix 6.5 Results, Interpreted reflectors on radargram Appendix 6.6 Results, Acoustic logging

64 Appendix 6.7 Appendix 6.8 Appendix 6.9 Appendix 6.10 Appendix 6.11 Appendix 6.12 Appendix 6.13 Appendix 6.14 Appendix 7.1 Appendix 7.2 Appendix 7.3 Appendix 7.4 Results, Acoustic image Results, Example of Borehole image Technical information, WellMac/gamma and susceptibility probes Technical information, Rautaruukki RROM-2 Technical information, Geovista/Normal and Focused resistivity sondes Technical information, RAMAC/GPR drillhole radar Technical information, ALT Full Waveform Sonic Tool Technical information, ALT Acquisition systems and OBI40 Parameters, analysis methods, laboratories and accuracies Analysis results OLSO reference water results ALLARD reference water results

65 Appendix 2.1 LIST OF DRILLING EQUIPMENT, ONK-PH4 Drill Rig year Mercedes Bentz truck diesel 1988 Onram-1000/4 drill rig electric 2004 Electric transformer Trafotek type KTK-620 400/690V 100 KVA Electric switching exchange Un 690/400V, In 250 A Front device for electric cable Un 690/400V, In 250 A, fuse 200 A Electric cable Buflex TP-C 1000 V 130 meters In electric system internal pilot connector (=safety system) when 400 V voltage is used Other equipment Toyota Hilux van diesel 1999 Peugeot boxer van diesel 2002 Valtra traktor 8650 diesel 2003 Traktor trailer Tuhti Flexit deviation survey tool Maxibor deviation survey tool Inclinometer EZ-DIP Fiber class rods 20 pc for inclinometer Water gauge 2 pc Casing rods 84/77 mm WL-76 drill rods WL-76 triple core tube Drill bits Reamers Core orientation marking tool Core boxes Aluminium paper Tools etc. Wedging equipment for directional wedging Water containers plastic 1000 liters 2 pc Water precipitation pool plastic 500 liters2 pc Water pipeline plastic Water electric conductivity meter package Pioneer Ion Check 65 Personal mine lamps 6 pc personal mine rescue package 4 pc digital camera

66 Appendix 2.2 THE LENGTH OF THE CORE RUNS, ONK-PH4 N:o Depth, m Lenght, m 0 0,00 1 1,50 1,50 2 2,23 0,73 3 5,14 2,91 4 7,90 2,76 5 10,85 2,95 6 13,75 2,90 7 16,70 2,95 8 19,65 2,95 9 22,60 2,95 10 25,55 2,95 11 27,42 1,87 12 29,20 1,78 13 29,80 0,60 14 32,20 2,40 15 35,10 2,90 16 38,00 2,90 17 38,21 0,21 18 41,13 2,92 19 43,98 2,85 20 46,88 2,90 21 49,80 2,92 22 52,73 2,93 23 55,47 2,74 24 56,20 0,73 25 59,00 2,80 26 61,88 2,88 27 64,80 2,92 28 67,55 2,75 29 68,20 0,65 30 71,15 2,95 31 74,10 2,95 32 77,00 2,90 33 79,95 2,95 34 82,93 2,98 35 85,75 2,82 36 88,56 2,81 37 89,48 0,92 38 90,53 1,05 39 90,53 0,00 40 92,21 1,68 41 92,21 0,00 42 94,79 2,58 43 95,55 0,76 44 96,01 0,46 Average 2,18

Appendix 2.3 DRILLING REPORT SHEET, ONK-PH4 Day Time Depth Remarks Shift Core Start of Pulling Core Flushing Flushing Returning of change travel the run the run orien- water water water the hole tube tation pressure, gauge gauge mark bar reading reading 26.10. 23:00 Mobilization 27.10. 7:00 Break 27.10. 15:30 Transport to the tunnel 27.10. 18:00 Setting rig on the drilling site 27.10. 20:24 Drilling fastening bolt 27.10. 21:30 Orientation of the rig on line 27.10. 22:13 Break 27.10. 22:58 0,00 Casing drilling 28.10. 0:45 1,50 Cementing the casing 28.10. 2:40 1,50 Waiting cement to harden 28.10. 4:24 1,50 x 3 89845,8 90514,1 28.10. 4:34 2,23 x 90035,2 90639,6 28.10. 4:42 2,23 x 28.10. 4:51 2,23 x 28.10. 4:56 2,23 x 8 90064,2 90668,8 28.10. 5:16 5,14 x 90561,1 91158,5 28.10. 5:28 5,14 Core orientation mark failed x 28.10. 6:00 5,14 Shift change x 28.10. 6:03 5,14 x 90676,0 91158,4 28.10. 6:06 5,14 x 8 91074,2 91484,3 28.10. 6:25 7,90 x 28.10. 6:36 7,90 x 28.10. 6:47 7,90 x 91180,4 91601,4 28.10. 6:53 7,90 x 9 91557,9 92108,2 28.10. 7:10 10,85 x 28.10. 7:19 10,85 Core orientation mark failed x 28.10. 7:35 10,85 x 91696,6 92228,1 28.10. 7:39 10,85 x 10 92223,9 92460,7 28.10. 8:01 13,75 x 28.10. 8:09 13,75 x 67 Appendix 2.3

Appendix 2.3 28.10. 8:22 13,75 x 92379,2 92772,8 28.10. 8:25 13,75 x 3 92996,6 93190,2 28.10. 9:13 16,70 x 28.10. 9:21 16,70 x 28.10. 9:31 16,70 x 93192,9 93642,5 28.10. 9:34 16,70 x 5 93449,7 93949,5 28.10. 10:00 19,65 x 28.10. 10:06 19,65 Core orientation mark failed x 28.10. 10:19 19,65 x 93725,4 93978,8 28.10. 10:23 19,65 x 10 94286,8 94727,8 28.10. 11:06 22,60 Pulling and pushing the rods x 28.10. 11:36 22,60 Core orientation mark failed x 28.10. 11:47 22,60 x 94561,2 94728,9 28.10. 11:51 22,60 x 10 94876,6 95198,6 28.10. 12:13 25,55 x 28.10. 12:19 25,55 x 28.10. 12:33 25,55 Break 28.10. 13:11 25,55 Deviation survey by Flexit tool 28.10. 14:35 25,55 Pushing rods back to the hole 28.10. 14:43 25,55 x 9 95583,1 95907,1 28.10. 15:18 27,42 x 95945,4 96220,3 28.10. 15:29 27,42 x 28.10. 15:33 27,42 x 96174,2 96443,2 28.10. 15:56 29,20 x 96621,3 96888,4 28.10. 16:08 29,20 x 28.10. 16:20 29,20 x 28.10. 16:26 29,20 x 96960,1 97225,2 28.10. 16:45 29,80 x 97099,4 97346,0 28.10. 16:52 29,80 x 28.10. 16:57 29,80 x 97339,8 97575,5 28.10. 17:15 32,20 x 97647,2 97879,0 28.10. 17:38 32,20 x 28.10. 18:00 32,20 x 28.10. 18:13 32,20 x 28.10. 18:30 32,20 x 8 98032,7 98418,7 28.10. 18:50 35,10 x 98364,8 98797,2 68 Appendix 2.3

Appendix 2.3 28.10. 19:01 35,10 x 28.10. 19:26 35,10 x 28.10. 19:38 35,10 x 8 98786,8 99153,7 28.10. 19:54 38,00 x 99111,8 99495,9 28.10. 20:11 38,00 x 28.10. 20:25 38,00 x 99418,0 99836,7 28.10. 20:30 38,21 x 99548,8 99969,4 28.10. 20:40 38,21 x 28.10. 20:56 38,21 x 28.10. 21:05 38,21 x 9 27,8 457,6 28.10. 21:23 41,13 x 363,3 856,7 28.10. 21:38 41,13 x 28.10. 21:58 41,13 x 28.10. 22:06 41,13 x 12 869,4 1423,7 28.10. 22:26 43,98 x 1275,0 1813,6 28.10. 22:48 43,98 Change of water gauge (return) x 28.10. 23:06 43,98 x 28.10. 23:15 43,98 x 14 1834,1 65453,1 28.10. 23:35 46,88 Broken rock 46,20-46,88 m x 2241,8 65867,3 28.10. 23:49 46,88 Core orientation mark failed x 29.10. 0:12 46,88 Break 29.10. 0:50 46,88 x 29.10. 1:06 46,88 x 15 2870,4 66682,7 29.10. 1:26 49,80 x 3263,2 67124,2 29.10. 1:38 49,80 Deviation survey by Flexit tool 29.10. 2:41 49,80 x 29.10. 2:57 49,80 x 29.10. 3:07 49,80 x 16 4114,8 68222,0 29.10. 3:27 52,73 x 4547,1 68644,4 29.10. 3:41 52,73 x 29.10. 4:03 52,73 x 29.10. 4:13 52,73 x 20 5232,3 69437,9 29.10. 4:33 55,47 x 5725,9 69948,9 29.10. 4:45 55,47 x 29.10. 4:52 55,47 x 18 6194,9 70435,9 29.10. 4:59 56,20 x 6360,9 70637,3 69 Appendix 2.3

Appendix 2.3 29.10. 5:12 56,20 x 29.10. 5:27 56,20 x 29.10. 5:35 56,20 x 7070,1 71404,4 29.10. 5:38 56,20 Shift change 29.10. 5:54 56,20 x 15 29.10. 6:10 59,00 x 7406,9 71847,6 29.10. 6:27 59,00 x 29.10. 6:42 59,00 x 29.10. 6:50 59,00 x 15 8329,8 72949,5 29.10. 7:13 61,88 x 8681,5 73182,1 29.10. 7:25 61,88 x 29.10. 7:40 61,88 x 29.10. 7:50 61,88 x 15 9535,4 74138,5 29.10. 8:09 64,80 x 9875,3 74538,1 29.10. 8:22 64,80 Core orientation mark failed x 29.10. 9:02 64,80 x 29.10. 9:12 64,80 x 15 10865,1 75844,3 29.10. 9:35 67,55 x 11254,6 76306,3 29.10. 9:50 67,55 x 11857,6 76939,2 29.10. 9:57 67,55 x 15 11992,5 77125,4 29.10. 10:04 68,20 x 29.10. 10:16 68,20 Core orientation mark failed x 29.10. 10:32 68,20 x 29.10. 10:38 68,20 x 14 12879,2 78105,3 29.10. 11:00 71,15 x 13252,5 78605,1 29.10. 11:12 71,15 x 29.10. 11:30 71,15 x 29.10. 11:40 71,15 Break 29.10. 12:14 71,15 x 16 14224,3 79720,3 29.10. 12:37 74,10 x 14650,6 80525,7 29.10. 12:48 74,10 x 29.10. 13:05 74,10 x 29.10. 13:12 74,10 x 18 15588,1 81636,7 29.10. 13:31 77,00 x 15963,2 82054,3 29.10. 13:45 77,00 Deviation survey by Maxibor tool 29.10. 15:25 77,00 Deviation survey by Flexit tool 70 Appendix 2.3

Appendix 2.3 29.10. 16:20 77,00 Pushing rods back to the hole 29.10. 16:30 77,00 x 29.10. 16:46 77,00 x 29.10. 16:56 77,00 x 16 18220,6 85510,8 29.10. 17:15 79,95 x 18579,0 85947,7 29.10. 17:28 79,95 x 29.10. 17:47 79,95 Shift change x 29.10. 18:02 79,95 x 29.10. 18:11 79,95 x 14 19641,2 87326,9 29.10. 18:32 82,93 x 20081,4 87850,5 29.10. 18:55 82,93 Problems with core tube, pull 29.10. 19:23 82,93 Pushing rods back to the hole 29.10. 19:37 82,93 Fault at depth 82,93-92,21 m x 29.10. 19:59 82,93 Water flow from the fault x 20 29.10. 20:23 82,93 x 21856,1 90247,9 29.10. 20:41 85,75 x 22311,0 90757,2 29.10. 20:55 85,75 x 29.10. 21:18 85,75 x 18 29.10. 21:24 85,75 x 23496,7 91985,0 29.10. 21:44 88,56 x 24049,7 92485,2 29.10. 22:12 88,56 Water flow measurement 35 l/min 29.10. 22:41 88,56 x 29.10. 22:47 88,56 x 24847,3 93321,4 29.10. 23:09 89,48 x 25142,3 93805,8 29.10. 23:23 89,48 x 29.10. 23:31 89,48 x 25945,4 94851,0 29.10. 23:41 90,53 x 26169,1 95119,4 29.10. 23:42 90,53 Break 30.10. 0:32 90,53 x 30.10. 0:42 90,53 x 30.10. 0:55 90,53 Measuring sludge 400 liters x 27007,0 99127,2 30.10. 1:12 92,21 x 27405,8 99213,0 30.10. 1:28 92,21 Core orientation mark failed x 30.10. 1:54 92,21 x 30.10. 2:01 92,21 Problems with core tube x 28999,8 1598,8 30.10. 2:06 92,21 x 71 Appendix 2.3

Appendix 2.3 30.10. 2:30 92,21 x 30.10. 2:46 92,21 x 30331,5 3115,8 30.10. 3:23 94,79 x 31021,0 4256,9 30.10. 3:28 94,79 x 15 30.10. 3:46 94,79 x 31831,8 5125,8 30.10. 3:59 95,55 x 31978,9 5710,9 30.10. 4:13 95,55 x 15 30.10. 4:22 95,55 Sludge coming out with water 30.10. 4:37 95,55 x 32698,3 7176,5 30.10. 4:52 96,01 x 33257,6 15015,1 30.10. 5:03 96,01 Waiting for geologist to site 30.10. 5:55 96,01 Pulling the rods 30.10. 6:04 96,01 Break, Shift change 30.10. 6:12 96,01 Washing the hole 33271,2 15806,9 30.10. 7:30 96,01 Flushing the hole 37209,2 21786,1 30.10. 8:00 96,01 Breaking the drill string to rods 30.10. 8:25 96,01 Finishing jobs 30.10. 9:00 96,01 The rig handed over to Posiva Oy Amount of water in liters used in drilling operation 43412 60862 Amount of water in liters used in brushing and flushing operation 3938 5979 Water usage liters total 47350 66841 Packer test 1.11. 14:45 Preparation work for packer test 1.11. 15:45 Preparation work for first test 1.11. 15:54 Packer test commences 2.11. 12:46 Packer test completed 12:59 Preparation work for plugging 13:05 Plugging (wooden plug) 80,50 m 14:40 Plugging completed, rod pull 14:55 Packing, rig out of the tunnel 18:30 Demobilization 72 Appendix 2.3

Appendix 2.4 73 Appendix 2.4

74 Appendix 2.5 DEVIATION SURVEY WITH MAXIBOR TOOL, ONK-PH4 Hole ID Station Easting Northing Elevation Dip Azimuth PH4 0 1525994,708 6791956,541-77,356-5,277 315 PH4 3 1525992,597 6791958,653-77,632-5,247 315,029 PH4 6 1525990,486 6791960,766-77,906-5,284 315,065 PH4 9 1525988,376 6791962,881-78,183-5,284 315,142 PH4 12 1525986,269 6791964,998-78,459-5,278 315,212 PH4 15 1525984,165 6791967,118-78,735-5,299 315,281 PH4 18 1525982,063 6791969,241-79,012-5,367 315,314 PH4 21 1525979,962 6791971,365-79,292-5,391 315,359 PH4 24 1525977,864 6791973,490-79,574-5,43 315,442 PH4 27 1525975,768 6791975,618-79,858-5,462 315,495 PH4 30 1525973,675 6791977,748-80,144-5,499 315,571 PH4 33 1525971,584 6791979,880-80,431-5,535 315,662 PH4 36 1525969,497 6791982,016-80,721-5,568 315,736 PH4 39 1525967,413 6791984,154-81,012-5,586 315,799 PH4 42 1525965,332 6791986,295-81,304-5,61 315,845 PH4 45 1525963,252 6791988,437-81,597-5,62 315,9 PH4 48 1525961,174 6791990,581-81,891-5,632 315,939 PH4 51 1525959,098 6791992,726-82,185-5,64 315,991 PH4 54 1525957,024 6791994,873-82,480-5,642 316,022 PH4 57 1525954,951 6791997,022-82,775-5,63 316,049 PH4 60 1525952,879 6791999,171-83,069-5,623 316,086 PH4 63 1525950,808 6792001,322-83,363-5,603 316,105 PH4 66 1525948,738 6792003,473-83,656-5,602 316,162 PH4 72 1525944,607 6792007,784-84,248-5,689 316,249 Deviation 0.81 metres right and 0.36 metres downwards

75 Appendix 2.6 INCLINATION SURVEYS BY EZ-DIP TOOL, ONK-PH4 Borehole Reading, depth, m degrees 2,14-5,4 4,90-5,2 7,85-5,6 10,75-5,4 13,70-5,6 16,65-5,6 19,60-5,5 22,55-5,7 26,20-5,6 29,20-5,6 32,10-5,8 35,21-5,8 38,13-5,9 40,98-6,0 43,88-5,9 46,80-6,0 49,73-6,1 53,20-6,1 59,00-6,2 61,88-6,0 64,80-5,7 68,20-6,2 71,15-6,0 74,10-6,2 77,00-6,0 79,95-6,0 83,75-6,0

76 Appendix 2.7 ELECTRIC CONDUCTIVITY READINGS FROM RETURNED WATER, ONK-PH4 Readings corrected to temperature 20 degrees C Hole Sample Electric Date date Time depth, temperature, conductivity of of of m degrees C YS/cm measurement sampling sampling 2,00 21,2 760 30.10.2005 28.10.2005 4:29 2,50 21,9 249 30.10.2005 28.10.2005 5:01 5,70 22,0 261 30.10.2005 28.10.2005 6:13 8,40 22,7 264 30.10.2005 28.10.2005 6:58 12,00 21,6 244 30.10.2005 28.10.2005 7:49 14,20 21,6 242 30.10.2005 28.10.2005 8:34 17,10 22,3 295 30.10.2005 28.10.2005 9:45 20,90 22,2 245 30.10.2005 28.10.2005 10:35 23,50 21,9 288 30.10.2005 28.10.2005 11:59 26,70 21,8 275 30.10.2005 28.10.2005 15:08 28,00 22,0 249 30.10.2005 28.10.2005 15:43 30,50 22,6 326 30.10.2005 28.10.2005 17:04 32,50 22,2 353 30.10.2005 28.10.2005 18:35 35,30 22,8 425 30.10.2005 28.10.2005 19:43 38,60 22,3 509 30.10.2005 28.10.2005 21:08 41,70 22,6 530 30.10.2005 28.10.2005 22:12 44,30 22,7 464 30.10.2005 28.10.2005 23:21 47,10 23,1 521 30.10.2005 29.10.2005 1:11 50,20 21,4 645 30.10.2005 29.10.2005 3:13 53,00 18,5 988 31.10.2005 29.10.2005 4:20 56,90 18,7 3020 31.10.2005 29.10.2005 5:59 60,10 18,4 1747 31.10.2005 29.10.2005 6:58 62,80 18,4 1560 31.10.2005 29.10.2005 7:59 65,20 18,4 1716 31.10.2005 29.10.2005 9:19 70,40 18,3 1827 31.10.2005 29.10.2005 10:44 72,30 18,4 1944 31.10.2005 29.10.2005 12:21 75,20 18,4 1560 31.10.2005 29.10.2005 13:23 78,00 18,4 1626 31.10.2005 29.10.2005 17:02 80,30 18,4 1510 31.10.2005 29.10.2005 18:30 83,20 18,3 2320 31.10.2005 29.10.2005 20:29 86,10 18,3 1739 31.10.2005 29.10.2005 21:31 88,90 18,3 4680 31.10.2005 29.10.2005 22:20 92,40 18,0 4960 31.10.2005 30.10.2005 2:56 95,65 18,2 5200 31.10.2005 30.10.2005 4:49 calibration 1000 30.10.2005 before batch calibration 1000 31.10.2005 before batch

ROCK TYPES 77 APPENDIX 3.1 Hole ID: ONK-PH4 Contractor: KATI Northing: 6791956.541 Drilling started: 28.10.2005 Easting: 1525994.708 Drilling ended: 30.10.2005 Elevation: -77.356 Machine/fixture: ONRAM 1000/4 DGN 19.49 20.3 % Direction: 315 Target: Verifing geological properties in the ONKALO profile (current layout). PGR 29.36 30.6 % Dip: -5.277 Purpose: Verification of geology VGN 44.51 46.4 % Core diameter: 50.2 Extension: MGN 0 0.0 % Casing: 1.5 Logging date: 31.10.-8.11.2005 QGN 0.72 0.7 % Remarks: PL 874.1 Geologist: KJOK, TJUR, TJUU, JENG MFGN 1.93 2.0 % Max depth: 96.01 96.01 HOLE_ID M_FROM M_TO length ROCK_TYPE DESCRIPTION ONK-PH4 0 5.7 5.7 VGN ONK-PH4 5.7 6.42 0.72 QGN ONK-PH4 6.42 12.02 5.6 DGN ONK-PH4 12.02 26.62 14.6 PGR ONK-PH4 26.62 27.65 1.03 DGN ONK-PH4 27.65 29.58 1.93 MFGN ONK-PH4 29.58 31 1.42 DGN ONK-PH4 31 38.3 7.3 VGN ONK-PH4 38.3 44.27 5.97 VGN ONK-PH4 44.27 48.82 4.55 DGN ONK-PH4 48.82 59.5 10.68 VGN ONK-PH4 59.5 62.44 2.94 DGN ONK-PH4 62.44 64.7 2.26 PGR ONK-PH4 64.7 69.85 5.15 VGN ONK-PH4 69.85 73.8 3.95 DGN ONK-PH4 73.8 80.75 6.95 VGN ONK-PH4 80.75 82.38 1.63 PGR Veined gneiss, with some MGN inclusions. Leucosome 30-40% Fine grained quartz gneiss. Diatexitic gneiss, whith some pinite. Leucosome 50-60%. Massive red pegmatite granite. Some pinite (1 cm diam.). Sericite. Some fracrures, with KA filling Strongly altered diatexitic gneiss, leucosome 60-70 %, fractured and sheared rock ->patrly broken. Partly chloritized. F.fillings CC, KL, SK, MK. Some sulphide and calcite vein. Massive mafic gneiss, blenty of healed fractures. Small pegmatite veins. End of section is broken and altered -> illite, chlorite Strongly altered diatexitic gneiss, leucosome 60-70 %, fractured and sheared rock ->patrly broken. Partly chloritized. F.fillings CC, KL, SK, MK. Some sulphide and calcite vein. Veined gneiss, quite homogeneous. Low alteration. Leucosome 20-40 %. Some small MGN inclusions and sulphide (SK, MK) veins. Veins may cause susc. anomalies. Some pinite alteration. Veined gneiss, with pegmatitic sections (5-50 cm). Leucosome <50 %. Pinite alteration higher than in previous section. Like veined gneiss, with 50-70 % leucosome. 46.44-46.89 Fractured and broken sample. Low alteration. some healed fractures. Veined gneiss, quite homogeneous. Leucosome 20-40 %. Some small PGR veins and MGN inclusions.some pinite alteration. Diatexitic gneiss, whith pinite. Leucosome 50-80 %. Homogeneous permatite granite,with intergranuler sulphides (MK,SK) in depth 63.90-64.25 m. Massive suplhide in depth 64.50-64.70. Some caverns in sulphide sections. Veined gneiss, leucosome <50 %. Some 10-20 cm pegmatite bands. Diatexitic gneiss, with pegmatite sections (15-25 cm). Mica rich sections are sheared - mylonitic. Chloritisation. Leucosome 50-70 %. Graphite. Partly like DGN. Leucosome 30-50 %. Begining of section includes graphite in mica bands. End of section (after 79.75) more like DGN. Mainly red pegmatite granite, with mica bands (graphite). Fractures have thick clay fillign. ONK-PH4 82.38 93.25 10.87 PGR Grey pegmatite granite. Lots of sulphides (MK, SK...) in mica rich bands. Sulphides and graphite has been substituted micas. High susc. anomaly. 89.95-91.60 m 90 % of sample is sulphidic rock, with pinite - like chloritised massive sulphide rock. ONK-PH4 93.25 96.01 2.76 VGN Veined gneiss, relatively good sample - sand and drill cuttings beginning of each "round" (last 3 drilling sections) has falled down from 85.50 core loss section, during drilling.

DUCTILE DEFORMATION Hole ID: ONK-PH4 Contractor: KATI Northing: 6791956.5 lling started: 28.10.2005 Easting: 1525994.7 rilling ended: 30.10.2005 Elevation: -77.356 chine/fixture: ONRAM 1000/4 Direction: 315 Target: Verifing geological properties in the ONKALO profile (current layout). Dip: -5.277 Purpose: Verification of geology Core diameter: 50.2 Extension: 0 44 Casing: 1.5 ogging date: 31.10.-8.11.2005 0 26 Remarks: PL 874.1 Geologist: JENG 0 26 Max depth: 96.01 0 0 HOLE_ID M_FROM M_TO REFERENCE_LINE ELEMENT DEPTH_M DIP_DIR DIP ALPHA BETA TREND PLUNGE FOLIATION FOLIATION METHOD ROCK_TYPE REMARKS ( ) ( ) ( ) ( ) ( ) TYPE INTENSITY ONK-PH4 0 1 FOL IRR 0 WellCad DGN ONK-PH4 1 2 FOL IRR 0 WellCad DGN ONK-PH4 2 3 FOL IRR 0 WellCad DGN ONK-PH4 3 4 FOL BAN 1 WellCad VGN ONK-PH4 4 5 FOL 94 72 48 249 BAN 2 WellCad VGN ONK-PH4 5 6 FOL 120 45 49 196 BAN 1 WellCad VGN ONK-PH4 6 7 FOL 188 87 38 89 IRR 0 WellCad DGN ONK-PH4 7 8 FOL 109 45 44 206 BAN 1 WellCad DGN ONK-PH4 8 9 FOL 117 52 53 204 IRR 0 WellCad DGN ONK-PH4 9 10 FOL 160 47 47 153 BAN 1 WellCad DGN ONK-PH4 10 11 FOL 158 67 62 132 IRR 0 WellCad DGN ONK-PH4 11 12 FOL 174 47 39 143 BAN 1 WellCad DGN ONK-PH4 12 13 FOL 112 58 56 217 IRR 0 WellCad DGN ONK-PH4 13 14 FOL MAS 0 WellCad PGR ONK-PH4 14 15 FOL MAS 0 WellCad PGR ONK-PH4 15 16 FOL MAS 0 WellCad PGR ONK-PH4 16 17 FOL MAS 0 WellCad PGR ONK-PH4 17 18 FOL 103 46 42 211 IRR 0 WellCad PGR ONK-PH4 18 19 FOL MAS 0 WellCad PGR ONK-PH4 19 20 FOL IRR 0 WellCad PGR ONK-PH4 20 21 FOL MAS 0 WellCad PGR ONK-PH4 21 22 FOL MAS 0 WellCad PGR ONK-PH4 22 23 FOL MAS 0 WellCad PGR ONK-PH4 23 24 FOL MAS 0 WellCad PGR ONK-PH4 24 25 FOL MAS 0 WellCad PGR ONK-PH4 25 26 FOL 140 53 58 173 IRR 0 WellCad DGN ONK-PH4 26 27 FOL 156 55 55 150 IRR 0 WellCad DGN ONK-PH4 27 28 FOL 124 40 45 191 IRR 0 WellCad DGN ONK-PH4 28 29 FOL 177 89 48 85 GNE 1 WellCad MFGN ONK-PH4 29 30 FOL 166 50 46 147 IRR 0 WellCad DGN ONK-PH4 30 31 FOL 121 21 26 186 BAN 1 WellCad DGN ONK-PH4 31 32 FOL 131 19 24 182 BAN 1 WellCad VGN ONK-PH4 32 33 FOL 184 55 37 130 BAN 1 WellCad VGN ONK-PH4 33 34 FOL 170 37 35 156 BAN 2 WellCad VGN ONK-PH4 34 35 FOL 167 34 34 160 BAN 2 WellCad VGN ONK-PH4 35 36 FOL 174 37 33 154 BAN 2 WellCad VGN ONK-PH4 36 37 FOL 135 26 32 180 BAN 2 WellCad VGN ONK-PH4 37 38 FOL 129 29 34 184 BAN 2 WellCad VGN ONK-PH4 38 39 FOL 147 35 40 171 BAN 2 WellCad VGN ONK-PH4 39 40 FOL 166 24 26 167 BAN 2 WellCad VGN ONK-PH4 40 41 FOL 156 40 43 162 BAN 2 WellCad VGN ONK-PH4 41 42 FOL 138 25 30 179 BAN 2 WellCad VGN ONK-PH4 42 43 FOL 147 33 38 172 BAN 2 WellCad VGN ONK-PH4 43 44 FOL 148 34 39 172 BAN 2 WellCad VGN 78 APPENDIX 3.2

HOLE_ID M_FROM M_TO REFERENCE_LINE ELEMENT DEPTH_M DIP_DIR DIP ALPHA BETA TREND PLUNGE FOLIATION FOLIATION METHOD ROCK_TYPE REMARKS ( ) ( ) ( ) ( ) ( ) TYPE INTENSITY ONK-PH4 44 45 FOL 132 31 37 183 BAN 1 WellCad VGN ONK-PH4 45 46 FOL 118 29 33 190 BAN 2 WellCad VGN ONK-PH4 46 47 FOL 111 20 24 189 BAN 2 WellCad VGN ONK-PH4 47 48 FOL 79 35 23 212 BAN 1 WellCad VGN ONK-PH4 48 49 FOL 123 35 40 189 BAN 1 WellCad DGN ONK-PH4 49 50 FOL 109 20 24 190 BAN 2 WellCad VGN ONK-PH4 50 51 FOL BAN 2 WellCad VGN ONK-PH4 51 52 FOL 140 18 24 179 BAN 2 WellCad VGN ONK-PH4 52 53 FOL 130 21 26 182 BAN 2 WellCad VGN ONK-PH4 53 54 FOL 135 30 36 181 BAN 2 WellCad VGN ONK-PH4 54 55 FOL 108 51 48 213 BAN 1 WellCad VGN ONK-PH4 55 56 FOL 164 45 44 153 BAN 1 WellCad DGN ONK-PH4 56 57 FOL 86 40 29 214 BAN 1 WellCad DGN ONK-PH4 57 58 FOL 148 27 32 174 BAN 1 WellCad VGN ONK-PH4 58 59 FOL 137 44 49 178 BAN 2 WellCad VGN ONK-PH4 59 60 FOL 98 25 25 197 BAN 1 WellCad DGN ONK-PH4 60 61 FOL IRR 0 WellCad DGN ONK-PH4 61 62 FOL 155 53 54 154 IRR 0 WellCad DGN ONK-PH4 62 63 FOL 98 62 48 234 IRR 0 WellCad DGN ONK-PH4 63 64 FOL IRR 0 WellCad PGR ONK-PH4 64 65 FOL IRR 0 WellCad PGR ONK-PH4 65 66 FOL 185 50 34 136 BAN 1 WellCad VGN ONK-PH4 66 67 FOL 186 45 32 141 BAN 1 WellCad VGN ONK-PH4 67 68 FOL 137 30 36 180 BAN 1 WellCad VGN ONK-PH4 68 69 FOL 168 36 36 158 BAN 2 WellCad VGN ONK-PH4 69 70 FOL BAN 2 WellCad VGN ONK-PH4 70 71 FOL 125 33 38 188 IRR 0 WellCad DGN ONK-PH4 71 72 FOL 125 32 37 187 IRR 0 WellCad DGN ONK-PH4 72 73 FOL IRR 0 WellCad DGN ONK-PH4 73 74 FOL 138 23 29 179 IRR 0 WellCad DGN ONK-PH4 74 75 FOL 132 21 27 182 BAN 1 WellCad VGN ONK-PH4 75 76 FOL BAN 2 WellCad VGN ONK-PH4 76 77 FOL BAN 2 WellCad VGN ONK-PH4 77 78 FOL 94 25 24 198 BAN 2 WellCad VGN ONK-PH4 78 79 FOL BAN 1 WellCad VGN ONK-PH4 79 80 FOL 114 27 30 191 BAN 1 WellCad VGN ONK-PH4 80 81 FOL BAN 1 Sample VGN ONK-PH4 81 82 FOL IRR 0 Sample PGR ONK-PH4 82 83 FOL IRR 0 Sample DGN ONK-PH4 83 84 FOL IRR 0 Sample PGR ONK-PH4 84 85 FOL IRR 0 Sample PGR ONK-PH4 85 86 FOL IRR 0 Sample PGR ONK-PH4 86 87 FOL IRR 0 Sample PGR ONK-PH4 87 88 FOL MAS 0 Sample PGR ONK-PH4 88 89 FOL IRR 0 Sample PGR ONK-PH4 89 90 FOL IRR 0 Sample PGR ONK-PH4 90 91 FOL IRR 0 Sample PGR ONK-PH4 91 92 FOL IRR 0 Sample PGR ONK-PH4 92 93 FOL IRR 0 Sample PGR ONK-PH4 93 94 FOL BAN 2 Sample VGN ONK-PH4 94 95 FOL BAN 1 Sample VGN ONK-PH4 95 96 FOL BAN 1 Sample VGN ONK-PH4 FAX 68.63 196 12 Sample VGN ONK-PH4 AXP 68.63 138 17 Sample VGN 79 APPENDIX 3.2

FRACTURE LOG CORE Hole ID: ONK-PH4 Contractor: KATI Northing: 6791956.541 Drilling started: 28.10.2005 Easting: 1525994.708 Drilling ended: 30.10.2005 Elevation: -77.356 Machine/fixture: ONRAM 1000/4 Direction: 315 Target: Verifing geological properties in the ONKALO profile (current layout). Dip: -5.277 Purpose: Verification of geology Core diameter: 50.2 Extension: Casing: 1.5 Logging date: 31.10.-8.11.2005 Remarks: PL 874.1 Geologist: TJUR Max depth: 96.01 HOLE_ID FRACTURE M_FROM M_TO CORE_ALPHA CORE_BETA DIP_DIR DIP METHOD TYPE COLOUR_OF FRACTURE THICKNESS_OF FRACTURE FRACTURE Jr Ja CLASS_OF_THE REMARKS F_vector My fault Kinematics NUMBER 3.43 ( ) ( ) ( ) ( ) FRACTURE_SURFACE FILLING FILLING (mm) SHAPE ROUGHNESS 3 3 FRACTURED_ZONE FDip Fdir FDip Fdir UP E S Certainty Description Source ONK-PH4 1 0.08 50 Sample fi light gray KA, SK 0.2 undulated rough 3 3 ONK-PH4 2 0.26 45 Sample fi light gray KA, SK 0.3 undulated rough 3 4 ONK-PH4 3 0.65 40 Sample fi light gray CC, SK, 0.3 planar rough 1.5 1 ONK-PH4 4 0.75 35 Sample ti light gray CC 0.2 planar rough 1.5 1 ONK-PH4 5 0.87 70 Sample fi light gray CC, SK, 0.2 planar rough 1.5 1 ONK-PH4 6 0.92 40 Sample ti light gray CC, SK, 0.1 planar smooth 1 1 ONK-PH4 7 1.12 70 Sample fi light gray SK 0.1 planar smooth 1 1 ONK-PH4 8 1.25 30 Sample fi light gray CC, SK, 0.8 undulated rough 3 1 ONK-PH4 9 1.35 30 Sample fi light gray CC, SK, 0.8 undulated rough 3 1 ONK-PH4 10 3.49 60 120 Sample fi light gray KA, SK 0.5 undulated rough 3 4 ONK-PH4 11 3.65 40 120 Sample fi light gray KA, SK 0.3 undulated rough 3 3 ONK-PH4 12 4.16 35 120 Sample ti light gray KA, SK 0.3 undulated rough 3 3 ONK-PH4 13 4.25 45 120 Sample ti light gray undulated rough 3 0.75 ONK-PH4 14 4.94 10 Sample fi dark gray CC, SK, 0.3 undulated rough 3 1 ONK-PH4 15 5.58 40 200 Sample ti dark brown SK 0.8 planar rough 1.5 1 ONK-PH4 16 5.68 30 210 Sample ti light gray undulated rough 3 0.75 ONK-PH4 17 6.23 30 10 Sample fi gray KA 0.2 undulated smooth 2 2 ONK-PH4 18 6.27 70 270 Sample fi light gray KA 0.1 undulated rough 3 2 ONK-PH4 19 6.41 30 350 Sample fi light gray SK 0.2 planar smooth 1 1 ONK-PH4 20 7.08 30 150 Sample ti light gray undulated rough 3 0.75 ONK-PH4 21 7.27 20 Sample ti light gray KA 0.2 undulated rough 3 2 ONK-PH4 22 7.88 80 330 Sample op brown HE 0.1 undulated rough 3 1 rusty covering ONK-PH4 23 7.97 60 10 Sample ti white CC 5 planar rough 1.5 1 ONK-PH4 24 8.01 70 20 Sample op brown HE 0.1 undulated rough 3 1 ONK-PH4 25 8.08 75 30 Sample op brown HE 0.1 undulated rough 3 1 ONK-PH4 26 8.25 50 300 Sample fisl gray BT, SK, HE 0.2 undulated slickensided 3 2 37 80 37 80 R L R E UNDU, STRIA IMAGE ONK-PH4 27 8.67 80 220 Sample fi dark gray SK, GR 0.3 undulated rough 3 2 ONK-PH4 28 9.15 50 260 Sample ti dark gray 0.4 undulated rough 3 0.75 ONK-PH4 29 9.86 70 270 Sample fi gray SK, IL 0.4 undulated rough 3 3 ONK-PH4 30 10.04 55 280 Sample fi gray SK 0.1 undulated rough 3 1 ONK-PH4 31 10.07 50 230 Sample fi dark gray SK 0.1 planar rough 1.5 1 ONK-PH4 32 10.43 75 Sample fi dark gray SK, SV, BT 0.2 undulated rough 3 2 ONK-PH4 33 10.59 60 Sample fi light gray SK, KA, CU 0.2 undulated rough 3 2 ONK-PH4 34 10.66 10 Sample ti dark gray KA 0.2 undulated rough 3 3 ONK-PH4 35 10.91 30 Sample ti dark brown BT, SK 0.3 undulated rough 3 2 ONK-PH4 36 11.03 60 Sample fi dark green SK, SV, BT 0.3 planar rough 1.5 3 ONK-PH4 37 11.34 20 Sample ti white KA 0.2 undulated rough 3 3 ONK-PH4 38 11.51 70 Sample fi dark gray KA 0.2 undulated rough 3 2 ONK-PH4 39 11.82 70 Sample fi dark gray SK, KA, SV 0.3 undulated rough 3 3 ONK-PH4 40 11.92 50 Sample ti dark brown SK 1 undulated rough 3 1 ONK-PH4 41 12.11 50 Sample fi light gray SK, SV, CC 0.2 undulated rough 3 2 ONK-PH4 42 12.53 65 270 Sample fi light gray KA, SV 0.1 undulated rough 3 2 ONK-PH4 43 12.9 40 80 Sample ti white KA 0.2 undulated rough 3 3 ONK-PH4 44 12.99 30 170 Sample ti white KA, SK 0.4 undulated rough 3 3 ONK-PH4 45 13.04 35 180 Sample ti white KA, SK 0.5 undulated rough 3 3 ONK-PH4 46 13.08 35 210 Sample ti dark brown SK, KA 0.2 undulated rough 3 3 ONK-PH4 47 14.3 70 10 Sample fi light gray KA 0.3 planar rough 1.5 3 ONK-PH4 48 14.8 45 170 Sample ti dark gray BT, SK 0.5 undulated rough 3 2 ONK-PH4 49 15.66 55 310 Sample fi white MU, SE 0.8 planar rough 1.5 2 ONK-PH4 50 16.54 50 Sample fi light gray CC, SK, KA 0.3 planar rough 1.5 2 ONK-PH4 51 16.67 70 Sample fi dark gray SK, SV, KA 0.3 undulated rough 3 3 ONK-PH4 52 16.9 50 Sample ti dark brown BT 0.2 undulated rough 3 2 ONK-PH4 53 16.98 45 Sample fi dark gray KA, SV, SK 0.3 undulated rough 3 3 ONK-PH4 54 17.32 30 150 Sample ti light gray KA 0.3 undulated rough 3 3 ONK-PH4 55 20.33 30 Sample ti light gray KA 0.4 undulated rough 3 3 ONK-PH4 56 21.44 70 Sample fi light gray KA 0.1 undulated rough 3 2 ONK-PH4 57 21.56 50 Sample ti white KA 0.2 undulated rough 3 2 ONK-PH4 58 22.03 50 Sample fi light gray MU, SE 1 undulated rough 3 2 ONK-PH4 59 22.3 60 Sample ti light gray MU, SE 0.6 undulated rough 3 2 ONK-PH4 60 23.45 50 Sample fi light gray KA 0.2 undulated rough 3 2 ONK-PH4 61 24.7 55 Sample ti white KA, SK 0.2 undulated rough 3 2 ONK-PH4 62 24.75 45 Sample ti white KA, SK 0.2 undulated rough 3 2 ONK-PH4 63 25 30 Sample ti white SK, KA 0.2 undulated rough 3 2 ONK-PH4 64 25.27 45 Sample fi dark gray KA, SK 0.3 undulated rough 3 2 ONK-PH4 65 25.35 40 Sample ti light gray KA, BT 0.3 undulated rough 3 2 ONK-PH4 66 25.4 30 200 Sample ti dark gray KA, SK 0.2 planar rough 1.5 2 ONK-PH4 67 25.76 65 170 Sample fi dark gray KA, SV 0.2 undulated rough 3 2 ONK-PH4 68 26.07 40 180 Sample fi light gray KA, SK, SV 0.3 undulated rough 3 3 ONK-PH4 69 26.42 80 270 Sample fi red SK 0.2 planar smooth 1 1 ONK-PH4 70 26.53 65 150 Sample fi dark gray SV, SK 0.4 undulated rough 3 3 ONK-PH4 71 26.7 60 Sample fi dark gray SV, SK 0.4 undulated rough 3 3 ONK-PH4 72 26.79 20 Sample fi dark green SK, SV, KA 0.8 undulated rough 3 3 ONK-PH4 73 27.12 50 Sample ti dark brown SK 0.8 undulated rough 3 1 ONK-PH4 74 27.14 50 Sample ti dark brown SK 1 undulated rough 3 1 ONK-PH4 75 27.22 40 Sample ti dark brown SK 0.6 undulated rough 3 1 ONK-PH4 76 27.25 30 Sample fi dark gray SV, SK 1 undulated rough 3 4 ONK-PH4 77 27.29 80 Sample fisl black GR 0.3 planar slickensided 0.5 3 PLAN ONK-PH4 78 27.32 70 Sample fi dark gray SK 0.2 undulated rough 3 1 ONK-PH4 79 27.46 55 Sample op dark gray undulated rough 3 0.75 80 APPENDIX 3.3

HOLE_ID FRACTURE M_FROM M_TO CORE_ALPHA CORE_BETA DIP_DIR DIP METHOD TYPE COLOUR_OF FRACTURE THICKNESS_OF FRACTURE FRACTURE Jr Ja CLASS_OF_THE REMARKS F_vector My fault Kinematics NUMBER 3.43 ( ) ( ) ( ) ( ) FRACTURE_SURFACE FILLING FILLING (mm) SHAPE ROUGHNESS 3 3 FRACTURED_ZONE FDip Fdir FDip Fdir UP E S Certainty Description Source ONK-PH4 80 27.54 30 Sample ti dark gray SK 0.2 undulated rough 3 1 ONK-PH4 81 27.6 80 Sample fi dark gray SK, SV 0.1 undulated rough 3 2 ONK-PH4 82 27.66 65 Sample fi dark gray CC, KA, SK 0.3 undulated rough 3 2 ONK-PH4 83 27.68 55 Sample ti light brown SK 0.2 undulated rough 3 1 ONK-PH4 84 27.74 60 Sample ti white CC 0.2 undulated rough 3 1 ONK-PH4 85 27.75 40 Sample ti light gray CC 0.2 undulated rough 3 1 ONK-PH4 86 27.76 50 Sample fi dark gray CC 0.2 planar rough 1.5 1 ONK-PH4 87 27.86 30 Sample ti white CC 0.3 undulated rough 3 1 ONK-PH4 88 27.9 30 Sample ti dark brown SK 0.2 undulated rough 3 1 ONK-PH4 89 28.06 35 Sample fi dark gray CC, SK 0.4 planar smooth 1 1 ONK-PH4 90 28.09 70 Sample fi dark gray CC, SK 0.4 planar smooth 1 1 ONK-PH4 91 28.38 50 Sample fisl dark gray CC, SK 0.3 planar slickensided 0.5 1 20 260 PLAN IMAGE ONK-PH4 92 28.41 40 Sample ti white CC 0.2 planar smooth 1 1 ONK-PH4 93 28.74 40 Sample fi dark gray BT 0.2 planar smooth 1 2 ONK-PH4 94 28.76 60 Sample fi dark gray KA, SK 0.1 undulated rough 3 2 ONK-PH4 95 28.83 40 Sample fisl dark gray CC 0.2 planar rough 1.5 1 UNDU, STEP, STRIA ONK-PH4 96 29.07 30 210 Sample fisl light gray CC, IL 0.4 undulated rough 3 1 14 116-14 296 R L R V UNDU, STRIA, PSGR IMAGE ONK-PH4 97 29.24 50 100 Sample ti dark gray SK 0.1 undulated rough 3 1 ONK-PH4 98 29.31 50 150 Sample fi dark gray SK, KA, SV 0.2 undulated rough 3 2 ONK-PH4 99 29.35 20 60 Sample fisl dark gray SK, KA 0.2 undulated slickensided 1.5 2 UNDU, STRIA ONK-PH4 100 29.36 30 50 Sample fisl dark gray KA 0.2 undulated slickensided 1.5 2 UNDU ONK-PH4 101 29.41 50 50 Sample fi dark gray KL 0.2 planar smooth 1 3 ONK-PH4 102 29.5 50 Sample fi dark gray KA, IL, KL 0.1 undulated slickensided 1.5 2 ONK-PH4 103 30.01 30 Sample fi dark gray SK 0.3 undulated rough 3 1 ONK-PH4 104 30.09 35 Sample fi dark gray SV 0.1 undulated rough 3 2 ONK-PH4 105 30.16 30 Sample fi dark gray CC, SK 0.2 undulated rough 3 1 ONK-PH4 106 30.19 25 Sample fi dark gray CC, SK 0.5 undulated rough 3 1 ONK-PH4 107 30.27 60 Sample fi dark gray SK, KA, SV 0.2 undulated rough 3 2 ONK-PH4 108 30.44 20 Sample fi dark gray CC, SK 0.3 planar rough 1.5 1 ONK-PH4 109 30.69 30 Sample fi dark gray CC, SK 0.2 undulated rough 3 1 ONK-PH4 110 30.89 30 Sample ti dark brown SK, KA 1 undulated rough 3 2 ONK-PH4 111 31.01 40 Sample ti dark brown SK, KA 0.3 undulated rough 3 2 ONK-PH4 112 31.05 70 Sample fi dark brown SK, KA 0.1 undulated rough 3 2 ONK-PH4 113 31.18 70 Sample fisl dark gray KL 0.2 planar slickensided 0.5 2 UNDU, STRIA ONK-PH4 114 31.2 70 Sample fi dark gray SK 0.2 undulated rough 3 1 ONK-PH4 115 31.47 30 50 Sample ti dark brown SK 0.2 undulated rough 3 1 ONK-PH4 116 31.57 65 270 Sample fi dark gray SK, CC, SV 1 undulated rough 3 2 ONK-PH4 117 31.73 45 30 Sample fi dark gray SK, SV 1 undulated rough 3 2 ONK-PH4 118 31.74 35 40 Sample fi dark gray CC, SK, SV 1 planar rough 1.5 2 ONK-PH4 119 31.79 70 40 Sample ti dark brown SK 0.3 undulated rough 3 1 ONK-PH4 120 32.18 30 340 Sample grfi dark brown SV, BT 1 undulated rough 3 2 ONK-PH4 121 32.27 25 350 Sample ti dark brown SK 0.3 undulated rough 3 1 ONK-PH4 122 32.32 30 150 Sample ti dark brown SK 0.3 undulated rough 3 1 ONK-PH4 123 32.45 45 30 Sample fi dark brown SK 0.4 planar rough 1.5 1 ONK-PH4 124 32.58 60 40 Sample fi dark gray SK 0.2 undulated rough 3 1 ONK-PH4 125 32.92 65 150 Sample fisl dark gray SK, KA 0.3 planar rough 1.5 2 9 194-9 14 L L N E CONC, STRIA IMAGE ONK-PH4 126 33.11 40 30 Sample fi dark green SK, SV 0.5 undulated rough 3 2 ONK-PH4 127 33.26 65 50 Sample fi dark gray SK 0.3 undulated rough 3 1 ONK-PH4 128 33.7 45 0 Sample ti dark brown SK 0.3 undulated rough 3 1 ONK-PH4 129 33.76 50 350 Sample ti dark brown SK 0.3 undulated rough 3 1 ONK-PH4 130 33.77 50 350 Sample ti dark brown SK 0.3 undulated rough 3 1 ONK-PH4 131 33.93 50 150 Sample fi dark brown SK 0.2 planar rough 1.5 1 ONK-PH4 132 34.4 50 170 Sample fisl dark green SK, EP 1 planar rough 1.5 1 PLAN ONK-PH4 133 35.37 30 60 Sample ti dark brown SK 1 undulated rough 3 1 ONK-PH4 134 35.62 30 50 Sample ti dark brown SK 1 undulated rough 3 1 ONK-PH4 135 35.8 40 60 Sample ti dark brown SK 1 undulated rough 3 1 ONK-PH4 136 35.92 45 60 Sample ti dark brown SK 1 undulated rough 3 1 ONK-PH4 137 36.07 30 60 Sample fi dark green SK, SV 0.8 planar rough 1.5 3 ONK-PH4 138 37.48 55 70 Sample fi dark gray SK, KA 0.3 undulated rough 3 2 ONK-PH4 139 38.7 45 350 Sample fi dark red CC, SK 0.1 undulated rough 3 1 ONK-PH4 140 38.73 40 340 Sample ti dark gray SK 0.1 undulated rough 3 1 ONK-PH4 141 39.24 60 140 Sample fi dark gray CC, SK 0.3 planar rough 1.5 1 ONK-PH4 142 39.31 60 30 Sample fi dark green CC, SV 0.3 undulated rough 3 2 ONK-PH4 143 39.61 50 320 Sample fi light gray CC, SK 0.3 planar rough 1.5 1 ONK-PH4 144 40.01 60 160 Sample fi light gray CC 0.1 planar smooth 1 1 ONK-PH4 145 40.02 35 30 Sample fi dark gray CC, SK 0.4 undulated rough 3 1 ONK-PH4 146 40.03 45 170 Sample fi light gray CC 0.1 planar smooth 1 1 ONK-PH4 147 40.3 40 40 Sample fi dark green CC, SV 0.3 planar rough 1.5 2 ONK-PH4 148 40.93 50 40 Sample fi light green SK, KA, SV 0.2 undulated rough 3 2 ONK-PH4 149 41.29 50 160 Sample fisl dark green SK, SV, CU 0.5 planar slickensided 0.5 4 6 81 6 81 L L L E PLAN, STRIA SAMPLE ONK-PH4 150 41.36 40 30 Sample ti white CC, SK 0.3 undulated rough 3 1 ONK-PH4 151 41.38 45 20 Sample ti white CC, SK 0.3 undulated rough 3 1 ONK-PH4 152 42.13 30 60 Sample ti dark brown SK, KA 1 undulated rough 3 2 ONK-PH4 153 42.31 50 170 Sample fi dark gray SK, KA, SV 0.2 planar rough 1.5 2 ONK-PH4 154 42.52 30 170 Sample fi light gray KA 0.2 undulated rough 3 3 ONK-PH4 155 42.72 55 50 Sample fi light gray KA, SK 0.1 undulated rough 3 2 ONK-PH4 156 43.57 70 120 Sample fi light gray KA, SK 0.2 undulated rough 3 2 ONK-PH4 157 43.66 40 70 Sample ti light gray SK 0.4 undulated rough 3 1 ONK-PH4 158 43.73 30 90 Sample ti light brown KA, SK 0.3 undulated rough 3 2 ONK-PH4 159 43.79 45 100 Sample fi light gray KA, SK 0.3 undulated rough 3 3 ONK-PH4 160 44.06 40 90 Sample fi light gray KA, SK, SV 0.3 undulated rough 3 3 ONK-PH4 161 44.48 50 100 Sample ti dark gray SK 0.5 undulated rough 3 1 ONK-PH4 162 44.49 50 110 Sample fi dark gray SK, SV 0.2 undulated rough 3 2 ONK-PH4 163 45.41 45 60 Sample fi dark gray KA, SK 0.1 planar smooth 1 2 ONK-PH4 164 45.75 50 190 Sample fi green SV 0.3 planar smooth 1 3 ONK-PH4 165 46.08 40 20 Sample ti light gray planar rough 1.5 0.75 ONK-PH4 166 46.13 40 20 Sample ti dark gray SK 0.2 undulated rough 3 1 ONK-PH4 167 46.4 30 Sample ti light gray SK 0.4 undulated rough 3 1 ONK-PH4 168 46.45 35 Sample fi light gray KA, SK, SV 0.4 undulated rough 3 3 ONK-PH4 169 47.25 30 Sample ti light brown SK 0.2 undulated rough 3 1 ONK-PH4 170 47.55 35 Sample ti light gray undulated rough 3 0.75 ONK-PH4 171 47.6 40 Sample ti light gray undulated rough 3 0.75 ONK-PH4 172 47.84 40 Sample fi light brown SK 0.5 undulated smooth 2 1 ONK-PH4 173 48.1 50 Sample fi red SK, SV 0.5 undulated rough 3 3 ONK-PH4 174 48.11 50 Sample ti dark brown SK 1 undulated rough 3 1 ONK-PH4 175 48.86 40 Sample fi light gray KA 0.8 undulated rough 3 4 81 APPENDIX 3.3

HOLE_ID FRACTURE M_FROM M_TO CORE_ALPHA CORE_BETA DIP_DIR DIP METHOD TYPE COLOUR_OF FRACTURE THICKNESS_OF FRACTURE FRACTURE Jr Ja CLASS_OF_THE REMARKS F_vector My fault Kinematics NUMBER 3.43 ( ) ( ) ( ) ( ) FRACTURE_SURFACE FILLING FILLING (mm) SHAPE ROUGHNESS 3 3 FRACTURED_ZONE FDip Fdir FDip Fdir UP E S Certainty Description Source ONK-PH4 176 48.87 40 Sample ti white KA 0.5 undulated rough 3 4 ONK-PH4 177 50.06 45 180 Sample fi dark gray CC, SK 1.2 planar smooth 1 1 ONK-PH4 178 50.14 30 20 Sample fi dark gray CC, SV 0.8 undulated rough 3 2 ONK-PH4 179 50.73 80 350 Sample fi dark gray CC, SK 0.3 undulated rough 3 1 ONK-PH4 180 52.36 30 80 Sample ti dark gray SK 0.3 undulated rough 3 1 ONK-PH4 181 53.03 30 310 Sample ti white KA, SK 0.2 undulated rough 3 2 ONK-PH4 182 53.13 70 80 Sample fi dark green SA, SK 0.4 undulated rough 3 3 ONK-PH4 183 53.57 75 350 Sample fi dark gray SK 0.2 undulated rough 3 1 ONK-PH4 184 54.11 80 60 Sample fi dark gray BT, SK 0.2 undulated rough 3 1 ONK-PH4 185 54.43 30 20 Sample ti brown SK, KA 0.3 undulated rough 3 2 ONK-PH4 186 54.55 60 100 Sample fi dark gray BT, SK 0.4 undulated rough 3 2 ONK-PH4 187 54.63 60 70 Sample fi gray SK, SV 0.6 undulated rough 3 3 ONK-PH4 188 54.7 70 150 Sample fi light gray SK 0.4 undulated rough 3 1 ONK-PH4 189 54.93 30 320 Sample ti white undulated rough 3 0.75 ONK-PH4 190 55.04 70 300 Sample ti white undulated rough 3 0.75 ONK-PH4 191 55.19 50 340 Sample fi light green KA, SV 0.8 planar rough 1.5 4 ONK-PH4 192 55.38 40 200 Sample ti white MU 0.4 undulated rough 3 2 ONK-PH4 193 55.48 60 180 Sample fi light gray SK 0.3 planar rough 1.5 1 ONK-PH4 194 55.64 55 190 Sample fi light green CC, SK, SV 1.2 planar smooth 1 2 ONK-PH4 195 55.72 60 180 Sample ti brown SK 0.2 undulated rough 3 1 ONK-PH4 196 55.82 60 180 Sample fi gray SV, KA 0.3 undulated rough 3 3 ONK-PH4 197 56.03 30 310 Sample ti green SV, KA 0.3 undulated rough 3 3 ONK-PH4 198 56.34 40 310 Sample ti green SV, SK 0.6 undulated rough 3 3 ONK-PH4 199 56.56 45 310 Sample fi brown SK, SV 0.8 planar rough 1.5 2 ONK-PH4 200 56.56 50 170 Sample fi green SV, SK 0.3 undulated rough 3 3 ONK-PH4 201 57.06 30 310 Sample ti light gray SK, SV 0.4 undulated rough 3 2 ONK-PH4 202 57.32 50 180 Sample fi green CC, KA, SK 0.8 planar rough 1.5 3 ONK-PH4 203 57.36 30 290 Sample fi light green CC, SK, KA, SV 1 undulated rough 3 4 ONK-PH4 204 57.52 30 280 Sample fi light green CC, SK, KA, SV 0.8 undulated rough 3 4 ONK-PH4 205 58.18 60 30 Sample fi dark gray KA 0.4 planar rough 1.5 3 ONK-PH4 206 58.7 30 50 Sample ti brown SK 1 undulated rough 3 1 ONK-PH4 207 58.88 70 20 Sample fi dark brown SK 0.4 undulated rough 3 1 ONK-PH4 208 58.98 50 80 Sample fi light green KA, SK 0.3 planar rough 1.5 3 ONK-PH4 209 59.61 20 80 Sample ti brown SK 1 undulated rough 3 1 ONK-PH4 210 59.95 50 40 Sample fi dark gray SK 0.8 undulated rough 3 1 ONK-PH4 211 60.31 70 10 Sample fi dark gray SK, MU 0.8 undulated rough 3 2 ONK-PH4 212 60.37 30 10 Sample ti light gray MU, SK 1 undulated rough 3 2 ONK-PH4 213 60.56 25 60 Sample ti brown SK 1 undulated rough 3 1 ONK-PH4 214 60.67 80 220 Sample ti light brown SK 0.4 undulated rough 3 1 ONK-PH4 215 60.68 20 5 Sample ti brown SK 0.5 undulated rough 3 1 ONK-PH4 216 61.26 55 70 Sample fi dark gray SK, CC 0.8 undulated rough 3 1 ONK-PH4 217 62.42 70 Sample ti brown SK 0.5 undulated rough 3 1 ONK-PH4 218 62.48 30 Sample ti light brown SK 0.3 undulated rough 3 1 ONK-PH4 219 62.56 50 Sample ti light gray SK 0.2 undulated rough 3 1 ONK-PH4 220 62.67 40 Sample ti green SV, SK 0.3 undulated rough 3 4 ONK-PH4 221 62.77 50 Sample fi green SV, SK 0.5 undulated rough 3 4 ONK-PH4 222 63.14 40 Sample ti light brown SK 0.8 undulated rough 3 1 ONK-PH4 223 63.24 50 Sample fi dark brown SK, SV 0.3 planar rough 1.5 2 ONK-PH4 224 63.39 60 Sample ti brown SK 0.5 undulated rough 3 1 ONK-PH4 225 63.44 20 Sample ti light gray SK, KA 0.3 undulated rough 3 2 ONK-PH4 226 63.56 50 Sample fi green SV, SK 1 planar rough 1.5 4 ONK-PH4 227 63.57 55 Sample fi green SV, SK 0.8 undulated rough 3 4 ONK-PH4 228 63.62 65 Sample ti green SK, SV 0.5 undulated rough 3 3 ONK-PH4 229 63.78 30 Sample ti brown SK, SV 0.8 undulated rough 3 3 ONK-PH4 230 63.81 10 Sample ti brown SK, SV 0.5 undulated rough 3 3 ONK-PH4 231 64.46 25 Sample ti light gray SK, SV 0.8 undulated rough 3 2 ONK-PH4 232 64.98 40 Sample ti dark brown SK 0.4 undulated rough 3 1 ONK-PH4 233 64.99 35 Sample clfi dark green SV, SK 1.5 undulated rough 3 5 ONK-PH4 234 65.5 35 Sample fi white KA, SK 0.8 undulated rough 3 4 ONK-PH4 235 65.7 20 Sample ti brown SK, SV 0.8 undulated rough 3 3 ONK-PH4 236 65.72 50 Sample fi green SV, SK 1 planar rough 1.5 4 ONK-PH4 237 66.52 30 Sample fi white KA 0.6 undulated rough 3 4 ONK-PH4 238 67.8 30 Sample ti light gray KA 0.2 undulated rough 3 2 ONK-PH4 239 67.89 50 Sample ti white KA 0.4 undulated rough 3 3 ONK-PH4 240 67.9 45 Sample fi brown KA, SK 1 undulated rough 3 3 ONK-PH4 241 68.4 35 Sample fi light brown KA, SK, SV 0.5 undulated rough 3 3 ONK-PH4 242 68.9 45 Sample fi gray CC, KA, SK 0.2 planar smooth 1 2 ONK-PH4 243 69.74 50 Sample ti light gray SK 0.2 planar rough 1.5 1 ONK-PH4 244 70.55 45 Sample fi light gray KA, SV 0.5 undulated rough 3 3 ONK-PH4 245 70.95 50 Sample ti light gray SK 0.5 undulated rough 3 1 ONK-PH4 246 71.06 25 Sample fi dark gray SK, KA, SV 0.8 undulated rough 3 3 ONK-PH4 247 71.56 50 60 Sample ti white KA, SK 0.3 undulated rough 3 3 ONK-PH4 248 71.67 45 80 Sample fi dark gray CC, SK 0.5 undulated smooth 2 1 ONK-PH4 249 71.72 30 60 Sample ti light gray KA, SK 0.8 undulated rough 3 3 ONK-PH4 250 73.71 15 20 Sample ti light brown SK, KA 1 undulated rough 3 2 ONK-PH4 251 73.74 15 70 Sample ti light brown CC, KA, SK 1 undulated rough 3 3 ONK-PH4 252 74.85 30 60 Sample fi light brown KA, SK 0.6 undulated rough 3 3 ONK-PH4 253 75.09 65 310 Sample ti brown SK 0.5 planar rough 1.5 1 ONK-PH4 254 76.15 50 280 Sample ti white undulated rough 3 0.75 ONK-PH4 255 76.54 35 310 Sample fi light gray CC, SK 0.6 undulated rough 3 1 ONK-PH4 256 76.77 50 Sample fi dark gray CC, SK 0.6 planar smooth 1 1 ONK-PH4 257 78.14 20 Sample ti green SV, SK 1 undulated rough 3 4 ONK-PH4 258 78.32 20 Sample ti light gray KA, SV, SK 0.8 undulated rough 3 4 ONK-PH4 259 79.64 50 Sample fi dark gray SK 0.5 undulated rough 3 1 ONK-PH4 260 81.01 70 90 Sample fi green SV, SK 0.5 undulated rough 3 4 ONK-PH4 261 81.18 30 160 Sample clfi dark green SV, SK, CC 1 undulated rough 3 4 ONK-PH4 262 81.38 60 Sample ti brown SK 1 planar rough 1.5 1 ONK-PH4 263 81.51 35 Sample ti light gray SK 0.3 undulated rough 3 1 ONK-PH4 264 81.69 50 Sample ti brown SK 2 undulated rough 3 1 ONK-PH4 265 82.07 50 340 Sample ti red undulated rough 3 0.75 ONK-PH4 266 82.22 45 20 Sample ti red undulated rough 3 0.75 ONK-PH4 267 82.57 40 60 Sample ti brown SK 1 undulated rough 3 1 ONK-PH4 268 82.71 35 40 Sample fi brown SK, KA 1.5 undulated rough 3 2 ONK-PH4 269 83.93 30 80 Sample ti dark gray BT, SK 0.5 undulated rough 3 2 ONK-PH4 270 84.03 45 10 Sample fi brown SK 0.2 undulated rough 3 1 ONK-PH4 271 84.23 35 60 Sample ti brown SK 2 undulated rough 3 1 82 APPENDIX 3.3

HOLE_ID FRACTURE M_FROM M_TO CORE_ALPHA CORE_BETA DIP_DIR DIP METHOD TYPE COLOUR_OF FRACTURE THICKNESS_OF FRACTURE FRACTURE Jr Ja CLASS_OF_THE REMARKS F_vector My fault Kinematics NUMBER 3.43 ( ) ( ) ( ) ( ) FRACTURE_SURFACE FILLING FILLING (mm) SHAPE ROUGHNESS 3 3 FRACTURED_ZONE FDip Fdir FDip Fdir UP E S Certainty Description Source ONK-PH4 272 84.29 30 300 Sample ti dark gray SK 0.5 undulated rough 3 1 ONK-PH4 273 84.51 35 330 Sample ti brown SK, MK 0.5 undulated rough 3 1 ONK-PH4 274 84.56 45 350 Sample ti brown SK, MK 2 undulated rough 3 1 ONK-PH4 275 84.61 20 300 Sample fi green SV, GR, SK, MK 0.8 undulated rough 3 4 ONK-PH4 276 84.74 25 Sample fi green SV, GR, SK 1 undulated rough 3 4 ONK-PH4 277 85 20 Sample fi brown SK, SV, GR 1 undulated rough 3 4 ONK-PH4 278 85.25 5 Sample fi dark gray SV, GR, SK, MK 1 undulated rough 3 4 ONK-PH4 279 85.95 30 Sample fi dark gray SV, GR, SK, MK 2 undulated rough 3 4 ONK-PH4 280 86.15 25 Sample fi green SV, SK 1.2 undulated rough 3 4 ONK-PH4 281 86.3 20 Sample ti brown SK, SV 3 undulated rough 3 3 ONK-PH4 282 86.44 25 Sample fi green SV, SK 1 undulated rough 3 4 ONK-PH4 283 86.57 30 Sample fi green SK, SV 0.8 undulated rough 3 3 ONK-PH4 284 86.6 40 Sample ti green SV, SK 0.6 undulated rough 3 3 ONK-PH4 285 86.72 15 Sample ti brown SK, SV 1 undulated rough 3 2 ONK-PH4 286 86.76 10 Sample ti brown SK, SV 1.2 undulated rough 3 2 ONK-PH4 287 86.83 30 Sample fi brown SK, SV, MK, GR 3 undulated rough 3 4 ONK-PH4 288 87.1 40 Sample ti green SV, SK 1 undulated rough 3 4 ONK-PH4 289 87.11 50 Sample ti green SK, SV 0.3 undulated rough 3 3 ONK-PH4 290 87.16 20 Sample ti brown SK, SV 1 undulated rough 3 3 ONK-PH4 291 87.25 40 Sample ti green SV 0.2 undulated rough 3 3 ONK-PH4 292 87.36 50 Sample fi red SV 0.1 undulated rough 3 2 ONK-PH4 293 87.45 35 Sample clfi green SV, SK 2 planar rough 1.5 5 ONK-PH4 294 87.54 40 Sample clfi green SV, SK 0.8 undulated rough 3 4 ONK-PH4 295 87.57 45 Sample fi green SV, KL, SK 0.5 undulated rough 3 4 ONK-PH4 296 87.7 45 Sample fi green SV 0.5 undulated rough 3 4 ONK-PH4 297 87.72 40 Sample fi green SV, KL 0.8 undulated rough 3 4 ONK-PH4 298 87.73 55 Sample ti green SV 0.2 undulated rough 3 3 ONK-PH4 299 87.86 40 Sample fi green SV, KL, SK 0.8 undulated rough 3 4 ONK-PH4 300 87.94 25 Sample fi green SV, KL, SK 0.8 undulated rough 3 4 ONK-PH4 301 88 15 Sample fi green SV, SK, KL, GR 1 undulated rough 3 5 ONK-PH4 302 88.28 20 Sample ti brown SK, MK, KA 1 undulated rough 3 2 ONK-PH4 303 88.55 30 Sample clfi green SV, SK, KL, MK 4 undulated rough 3 6 ONK-PH4 304 88.73 25 Sample fi green SV, KL, SK, MK, GR 4 undulated rough 3 6 ONK-PH4 305 88.95 80 Sample fi green SV, SK, GR, MK 1.5 undulated rough 3 4 ONK-PH4 306 89.01 65 Sample fi green SV, CC, KA, SK 0.8 planar rough 1.5 4 ONK-PH4 307 89.03 85 Sample fi green SV, CC, SK 0.5 planar rough 1.5 3 ONK-PH4 308 89.07 60 Sample ti brown SK, SV 0.8 undulated rough 3 3 ONK-PH4 309 89.22 70 Sample fi green SV, SK, KL, CC 0.8 undulated rough 3 4 ONK-PH4 310 89.26 55 Sample ti green SV, SK, MK 0.6 undulated rough 3 4 ONK-PH4 311 89.27 50 Sample ti green SK, CC, SV 1.5 undulated rough 3 3 ONK-PH4 312 89.32 50 Sample fi light gray CC, SK, SV 0.2 undulated rough 3 2 ONK-PH4 313 89.49 50 Sample fi green CC, SV, KA 0.4 planar rough 1.5 3 ONK-PH4 314 89.56 70 Sample fi green SV, SK, CC 1 planar rough 1.5 3 ONK-PH4 315 89.62 40 Sample fi dark green SV, SK, CC 0.6 planar smooth 1 4 ONK-PH4 316 89.73 50 Sample fi gray SV, CC, SK 0.5 planar smooth 1 4 ONK-PH4 317 89.74 65 Sample ti brown SK, SV 0.2 undulated rough 3 3 ONK-PH4 318 89.84 50 Sample ti brown SK, SV, MK, GR 0.2 undulated rough 3 4 ONK-PH4 319 89.86 70 Sample fi dark green SK, KL, SV 0.4 planar rough 1.5 3 ONK-PH4 320 89.91 35 Sample fi brown MK, SK, SV, GR 2 undulated rough 3 3 ONK-PH4 321 90.1 20 Sample ti brown SK, MK,SV 1 undulated rough 3 4 ONK-PH4 322 90.34 35 Sample ti brown SK, MK,SV 0.4 planar rough 1.5 3 ONK-PH4 323 90.44 15 Sample fi green SV, SK, MK, KL 1 undulated rough 3 4 ONK-PH4 324 90.52 35 Sample ti green SV, SK, MK 0.5 undulated rough 3 4 ONK-PH4 325 90.8 30 Sample ti green SV, SK, MK 0.5 undulated rough 3 4 ONK-PH4 326 91.27 35 Sample fi green SV, SK, KL, GR, MK 0.7 planar rough 1.5 4 ONK-PH4 327 91.3 35 Sample ti green SV, SK, KL, GR, MK 0.4 undulated rough 3 4 ONK-PH4 328 91.46 60 Sample clfi green SV, GR 1.5 undulated rough 3 4 ONK-PH4 329 94.64 65 Sample clfi dark gray SV 2 undulated rough 3 6 83 APPENDIX 3.3

FRACTURE LOG IMAGE 84 APPENDIX 3.4 Hole ID: ONK-PH4 Contractor: KATI Northing: 6791956.541 Drilling started: 28.10.2005 Easting: 1525994.708 Drilling ended: 30.10.2005 Elevation: -77.356 Machine/fixture: ONRAM 1000/4 Direction: 315 Target: Verifing geological properties in the ONKALO profile (current layout). Dip: -5.277 Purpose: Verification of geology Core diameter: 50.2 Extension: Casing: 1.5 Logging date: 31.10.-8.11.2005 Remarks: PL 874.1 Geologist: TJUR Max depth: 96.01 HOLE_ID FRACTURE M_FROM M_TO DIP_DIR DIP ALPHA BETA METHOD APERTURE APERTURE H_COND NUMBER 3.43 ( ) ( ) CLASS (mm) ONK-PH4 1 0.08 ONK-PH4 2 0.26 ONK-PH4 3 0.65 ONK-PH4 4 0.75 ONK-PH4 5 0.87 ONK-PH4 6 0.92 ONK-PH4 7 1.12 ONK-PH4 8 1.25 ONK-PH4 9 1.35 ONK-PH4 10 3.49 155 45 47 160 image 2 ONK-PH4 11 3.65 169 47 42 147 image 2 ONK-PH4 12 4.16 168 18 20 170 image 0 ONK-PH4 13 4.25 190 32 22 152 image 0 ONK-PH4 14 4.94 216 67 10 113 image 2 ONK-PH4 15 5.58 88 41 31 214 image 0 ONK-PH4 16 5.68 0 ONK-PH4 17 6.23 344 24 16 12 image 3 1 ONK-PH4 18 6.27 1 ONK-PH4 19 6.41 281 90 55 278 image 1 ONK-PH4 20 7.08 0 ONK-PH4 21 7.27 0 ONK-PH4 22 7.88 1 ONK-PH4 23 7.97 101 77 56 255 image 0 ONK-PH4 24 8.01 101 78 55 256 image 1 ONK-PH4 25 8.08 1 ONK-PH4 26 8.25 115 46 48 201 image 1 ONK-PH4 27 8.67 8 49 23 41 image 3 1 ONK-PH4 28 9.15 161 48 47 152 image 0 ONK-PH4 29 9.86 159 66 61 131 image 2 ONK-PH4 30 10.04 1 ONK-PH4 31 10.07 161 58 54 141 image 1 ONK-PH4 32 10.43 146 78 78 125 image 1 ONK-PH4 33 10.59 9 87 35 82 image 2 ONK-PH4 34 10.66 102 69 55 241 image 0 ONK-PH4 35 10.91 162 62 56 135 image 0 ONK-PH4 36 11.03 156 56 55 149 image 1 ONK-PH4 37 11.34 0 ONK-PH4 38 11.51 141 71 75 157 image 1 ONK-PH4 39 11.82 1 ONK-PH4 40 11.92 143 38 42 173 image 1 ONK-PH4 41 12.11 192 50 29 133 image 2 ONK-PH4 42 12.53 1 ONK-PH4 43 12.9 0 ONK-PH4 44 12.99 0 ONK-PH4 45 13.04 168 31 31 161 image 0 ONK-PH4 46 13.08 143 35 40 174 image 0 ONK-PH4 47 14.3 1 ONK-PH4 48 14.8 171 32 30 159 image 0 ONK-PH4 49 15.66 266 74 37 295 image 3 3 ONK-PH4 50 16.54 2 72 39 61 image 2 ONK-PH4 51 16.67 358 76 43 64 image 2 ONK-PH4 52 16.9 163 52 48 146 image 0 ONK-PH4 53 16.98 121 36 40 191 image 1 ONK-PH4 54 17.32 69 62 23 242 image 0 ONK-PH4 55 20.33 0 ONK-PH4 56 21.44 324 58 52 12 image 2 ONK-PH4 57 21.56 0 ONK-PH4 58 22.03 265 84 39 282 image 3 2 ONK-PH4 59 22.3 0 ONK-PH4 60 23.45 133 90 84 340 image 1 ONK-PH4 61 24.7 189 53 32 131 image 0 ONK-PH4 62 24.75 0 ONK-PH4 63 25 0 ONK-PH4 64 25.27 115 38 40 197 image 1 ONK-PH4 65 25.35 97 31 29 202 image 0 ONK-PH4 66 25.4 96 33 30 203 image 0 ONK-PH4 67 25.76 131 48 53 185 image 2 ONK-PH4 68 26.07 167 43 41 152 image 2 ONK-PH4 69 26.42 1 ONK-PH4 70 26.53 159 61 58 140 image 2 ONK-PH4 71 26.7 235 80 8 281 image 3 2 1 ONK-PH4 72 26.79 218 56 9 124 image 3 1 1 ONK-PH4 73 27.12 132 52 58 185 image 0 ONK-PH4 74 27.14 136 50 56 180 image 0 ONK-PH4 75 27.22 12 82 32 77 image 0 ONK-PH4 76 27.25 152 30 34 170 image 3 2 ONK-PH4 77 27.29 122 68 70 217 image 3 2 ONK-PH4 78 27.32 108 64 57 230 image 3 5 ONK-PH4 79 27.46 113 80 68 258 image 3 3 ONK-PH4 80 27.54 124 57 60 200 image 0 ONK-PH4 81 27.6 122 77 75 240 image 3 2 ONK-PH4 82 27.66 154 44 47 162 image 2 ONK-PH4 83 27.68 134 51 57 182 image 0 ONK-PH4 84 27.74 182 74 43 106 image 0

85 APPENDIX 3.4 HOLE_ID FRACTURE M_FROM M_TO DIP_DIR DIP ALPHA BETA METHOD APERTURE APERTURE H_COND NUMBER 3.43 ( ) ( ) CLASS (mm) ONK-PH4 85 27.75 279 80 51 294 image 0 ONK-PH4 86 27.76 186 76 39 103 image 2 ONK-PH4 87 27.86 200 68 26 112 image 0 ONK-PH4 88 27.9 251 76 24 287 image 0 ONK-PH4 89 28.06 180 76 45 104 image 3 1 ONK-PH4 90 28.09 115 72 66 236 image 3 2 ONK-PH4 91 28.38 179 79 47 100 image 3 1 ONK-PH4 92 28.41 185 78 40 101 image 0 ONK-PH4 93 28.74 170 38 36 154 image 3 4 ONK-PH4 94 28.76 167 54 48 141 image 3 3 ONK-PH4 95 28.83 190 77 35 102 image 2 ONK-PH4 96 29.07 92 45 35 216 image 3 1 ONK-PH4 97 29.24 182 47 34 140 image 0 ONK-PH4 98 29.31 176 42 35 148 image 3 1 ONK-PH4 99 29.35 124 24 29 185 image 3 1 ONK-PH4 100 29.36 18 89 27 87 image 3 1 ONK-PH4 101 29.41 122 49 53 197 image 3 5 ONK-PH4 102 29.5 98 88 53 274 image 3 2 ONK-PH4 103 30.01 85 62 37 239 image 1 ONK-PH4 104 30.09 133 51 56 183 image 1 ONK-PH4 105 30.16 144 45 50 170 image 2 ONK-PH4 106 30.19 63 88 18 270 image 3 2 ONK-PH4 107 30.27 164 36 36 160 image 3 1 ONK-PH4 108 30.44 131 19 25 182 image 3 1 ONK-PH4 109 30.69 101 25 26 196 image 2 ONK-PH4 110 30.89 176 28 27 160 image 0 ONK-PH4 111 31.01 150 41 45 167 image 0 ONK-PH4 112 31.05 100 76 54 254 image 2 ONK-PH4 113 31.18 110 85 64 270 image 3 2 ONK-PH4 114 31.2 288 69 52 316 image 2 ONK-PH4 115 31.47 123 19 24 185 image 0 ONK-PH4 116 31.57 343 78 58 56 image 2 ONK-PH4 117 31.73 159 36 38 163 image 3 1 ONK-PH4 118 31.74 152 28 32 171 image 3 1 ONK-PH4 119 31.79 145 30 35 175 image 0 ONK-PH4 120 32.18 16 83 29 79 image 3 2 1 ONK-PH4 121 32.27 206 61 20 119 image 0 ONK-PH4 122 32.32 67 88 21 270 image 0 ONK-PH4 123 32.45 177 45 37 145 image 2 ONK-PH4 124 32.58 118 43 46 197 image 2 ONK-PH4 125 32.92 98 77 52 256 image 3 2 ONK-PH4 126 33.11 168 44 41 150 image 2 ONK-PH4 127 33.26 163 47 46 151 image 2 ONK-PH4 128 33.7 168 60 51 132 image 0 ONK-PH4 129 33.76 173 63 49 125 image 0 ONK-PH4 130 33.77 174 63 48 125 image 0 ONK-PH4 131 33.93 91 86 45 270 image 2 ONK-PH4 132 34.4 270 88 43 278 image 3 3 1 ONK-PH4 133 35.37 108 21 24 191 image 0 ONK-PH4 134 35.62 131 16 21 181 image 0 ONK-PH4 135 35.8 132 16 21 181 image 0 ONK-PH4 136 35.92 163 16 20 172 image 0 ONK-PH4 137 36.07 156 27 30 169 image 2 ONK-PH4 138 37.48 119 33 37 191 image 2 ONK-PH4 139 38.7 195 87 31 91 image 3 1 1 ONK-PH4 140 38.73 194 89 32 88 image 0 ONK-PH4 141 39.24 93 72 47 250 image 3 1 ONK-PH4 142 39.31 170 53 46 140 image 2 1 ONK-PH4 143 39.61 178 86 48 90 image 2 ONK-PH4 144 40.01 95 87 49 271 image 3 1 ONK-PH4 145 40.02 269 86 43 280 image 3 1 1 ONK-PH4 146 40.03 133 32 37 182 image 3 1 ONK-PH4 147 40.3 162 34 36 162 image 3 1 ONK-PH4 148 40.93 155 34 37 167 image 2 ONK-PH4 149 41.29 273 87 46 281 image 2 ONK-PH4 150 41.36 134 20 25 181 image 0 ONK-PH4 151 41.38 158 18 22 173 image 0 ONK-PH4 152 42.13 135 21 27 180 image 0 ONK-PH4 153 42.31 272 78 42 292 image 1 ONK-PH4 154 42.52 265 83 38 284 image 2 ONK-PH4 155 42.72 147 40 45 170 image 2 ONK-PH4 156 43.57 117 57 58 211 image 1 ONK-PH4 157 43.66 118 23 28 188 image 0 ONK-PH4 158 43.73 107 28 30 195 image 0 ONK-PH4 159 43.79 143 22 28 177 image 2 ONK-PH4 160 44.06 138 26 32 179 image 3 1 ONK-PH4 161 44.48 129 32 37 185 image 0 ONK-PH4 162 44.49 131 38 43 184 image 2 ONK-PH4 163 45.41 168 41 39 153 image 3 1 ONK-PH4 164 45.75 87 88 41 273 image 3 4 1 ONK-PH4 165 46.08 102 32 31 200 image 0 ONK-PH4 166 46.13 124 29 34 187 image 0 ONK-PH4 167 46.4 10 79 34 73 image 0 ONK-PH4 168 46.45 7 64 31 54 image 1 ONK-PH4 169 47.25 0 ONK-PH4 170 47.55 211 61 16 119 image 0 ONK-PH4 171 47.6 204 68 22 111 image 0 ONK-PH4 172 47.84 184 64 40 120 image 2 ONK-PH4 173 48.1 184 64 40 120 image 2 ONK-PH4 174 48.11 177 62 45 125 image 0 ONK-PH4 175 48.86 150 28 33 172 image 2 ONK-PH4 176 48.87 154 29 33 170 image 0 ONK-PH4 177 50.06 92 86 46 271 image 3 2 ONK-PH4 178 50.14 201 60 25 121 image 1 1 ONK-PH4 179 50.73 ONK-PH4 180 52.36 75 72 29 253 image 0 ONK-PH4 181 53.03 287 45 33 336 image 0 ONK-PH4 182 53.13 134 33 39 182 image 3 1 ONK-PH4 183 53.57 155 67 65 135 image 1

86 APPENDIX 3.4 HOLE_ID FRACTURE M_FROM M_TO DIP_DIR DIP ALPHA BETA METHOD APERTURE APERTURE H_COND NUMBER 3.43 ( ) ( ) CLASS (mm) ONK-PH4 184 54.11 ONK-PH4 185 54.43 192 63 33 119 image 0 ONK-PH4 186 54.55 106 49 45 213 image 2 ONK-PH4 187 54.63 126 44 49 191 image 1 ONK-PH4 188 54.7 172 52 44 140 image 1 ONK-PH4 189 54.93 6 71 35 63 image 0 ONK-PH4 190 55.04 327 87 76 54 image 0 ONK-PH4 191 55.19 10 89 36 85 image 3 1 ONK-PH4 192 55.38 282 60 42 319 image 0 ONK-PH4 193 55.48 286 76 55 303 image 3 1 ONK-PH4 194 55.64 291 69 53 318 image 3 1 ONK-PH4 195 55.72 355 68 43 52 image 0 ONK-PH4 196 55.82 274 61 37 313 image 2 ONK-PH4 197 56.03 13 68 28 62 image 0 ONK-PH4 198 56.34 5 87 41 81 image 0 ONK-PH4 199 56.56 4 84 40 77 image 2 ONK-PH4 200 56.56 92 88 46 274 image 2 ONK-PH4 201 57.06 7 64 31 55 image 0 ONK-PH4 202 57.32 289 73 55 311 image 3 2 ONK-PH4 203 57.36 18 60 21 54 image 3 1 1 ONK-PH4 204 57.52 13 47 20 41 image 3 1 1 ONK-PH4 205 58.18 153 56 57 154 image 2 ONK-PH4 206 58.7 178 34 30 155 image 0 ONK-PH4 207 58.88 152 43 46 164 image 1 ONK-PH4 208 58.98 131 39 45 185 image 3 2 ONK-PH4 209 59.61 119 24 29 188 image 0 ONK-PH4 210 59.95 157 37 40 164 image 3 2 1 ONK-PH4 211 60.31 147 62 65 156 image 2 ONK-PH4 212 60.37 0 ONK-PH4 213 60.56 82 20 17 197 image 0 ONK-PH4 214 60.67 321 80 74 17 image 0 ONK-PH4 215 60.68 64 47 17 227 image 0 ONK-PH4 216 61.26 121 52 55 201 image 3 2 ONK-PH4 217 62.42 99 64 49 235 image 0 ONK-PH4 218 62.48 0 ONK-PH4 219 62.56 77 82 31 264 image 0 ONK-PH4 220 62.67 17 86 29 82 image 0 ONK-PH4 221 62.77 130 30 35 184 image 0 ONK-PH4 222 63.14 86 76 40 257 image 0 ONK-PH4 223 63.24 103 79 57 259 image 3 1 ONK-PH4 224 63.39 260 69 29 298 image 0 ONK-PH4 225 63.44 162 70 62 122 image 0 ONK-PH4 226 63.56 274 74 43 298 image 3 3 1 ONK-PH4 227 63.57 169 81 57 98 image 3 2 1 ONK-PH4 228 63.62 144 44 49 172 image 0 ONK-PH4 229 63.78 85 76 39 256 image 2 ONK-PH4 230 63.81 88 39 30 213 image 0 ONK-PH4 231 64.46 15 73 28 68 image 0 ONK-PH4 232 64.98 174 39 35 152 image 0 ONK-PH4 233 64.99 186 69 39 113 image 3 4 1 ONK-PH4 234 65.5 183 49 35 138 image 3 1 1 ONK-PH4 235 65.7 180 31 27 157 image 0 ONK-PH4 236 65.72 88 87 42 270 image 3 2 ONK-PH4 237 66.52 192 52 30 131 image 2 ONK-PH4 238 67.8 175 37 33 154 image 0 ONK-PH4 239 67.89 172 40 36 153 image 0 ONK-PH4 240 67.9 173 39 36 153 image 3 1 1 ONK-PH4 241 68.4 173 39 36 152 image 1 ONK-PH4 242 68.9 271 86 44 281 image 2 ONK-PH4 243 69.74 175 77 51 104 image 0 ONK-PH4 244 70.55 131 23 29 182 image 2 ONK-PH4 245 70.95 178 44 36 145 image 0 ONK-PH4 246 71.06 107 23 25 192 image 2 ONK-PH4 247 71.56 133 34 39 182 image 0 ONK-PH4 248 71.67 111 38 40 200 image 3 2 ONK-PH4 249 71.72 142 27 33 177 image 0 ONK-PH4 250 73.71 0 ONK-PH4 251 73.74 0 ONK-PH4 252 74.85 150 25 30 174 image 2 ONK-PH4 253 75.09 0 ONK-PH4 254 76.15 0 ONK-PH4 255 76.54 ONK-PH4 256 76.77 277 84 49 287 image 2 ONK-PH4 257 78.14 92 19 19 194 image 0 ONK-PH4 258 78.32 0 ONK-PH4 259 79.64 ONK-PH4 260 81.01 188 12 13 171 image 3 4 ONK-PH4 261 81.18 192 21 17 162 image 3 2

CORE ORIENTATION 87 APPENDIX 3.5 Hole ID: ONK-PH4 Contractor: KATI Northing: 6791956.5 Drilling started: 28.10.2005 Easting: 1525994.7 Drilling ended: 30.10.2005 Elevation: -77.356 Machine/fixture: ONRAM 1000/4 Direction: 315 Target: Verifing geological properties in the ONKALO profile Dip: -5.277 Purpose: Verification of geology Core diameter: 50.2 Extension: Casing: 1.5 Logging date: 31.10.-8.11.2005 Remarks: PL 874.1 Geologist: TJUR Max depth: 96.01 HOLE_ID MARK_NR MARK_DEPTH M_FROM M_TO LENGTH REMARKS 53.53 56 % ONK-PH4 1 2.17 1.97 7.9 5.93 ONK-PH4 2 7.88 7.88 10.3 2.42 ONK-PH4 3 13.75 12.2 15.65 3.45 ONK-PH4 4 16.67 16.67 19.59 2.92 ONK-PH4 5 25.55 25.41 26.61 1.20 ONK-PH4 6 29.2 29 29.4 0.40 ONK-PH4 7 32.2 31.2 38.21 7.01 ONK-PH4 8 38.21 38.21 39.66 1.45 ONK-PH4 9 40.95 39.66 43.85 4.19 ONK-PH4 10 43.87 43.87 46.12 2.25 ONK-PH4 11 49.76 48.92 52.44 3.52 ONK-PH4 12 52.44 Not good ONK-PH4 13 58.88 52.44 61.86 9.42 ONK-PH4 14 61.86 Not good ONK-PH4 15 71.15 71.15 74.07 2.92 ONK-PH4 16 74.07 74.07 76.63 2.56 ONK-PH4 17 76.94 Not good ONK-PH4 18 79.93 79.93 81 1.07 ONK-PH4 19 82.7 81.8 84.62 2.82

FRACTURE FREQUENCY AND RQD 88 APPENDIX 3.6 Hole ID: ONK-PH4 Contractor: KATI Northing: 6791956.541 Drilling started: 28.10.2005 Easting: 1525994.708 Drilling ended: 30.10.2005 Elevation: -77.356 Machine/fixture: ONRAM 1000/4 Direction: 315 Target: Verifing geological properties in the ONKALO profile (cur Dip: -5.277 Purpose: Verification of geology Core diameter: 50.2 Extension: Casing: 1.5 Logging date: 31.10.-8.11.2005 Remarks: PL 874.1 Geologist: TJUR Max depth: 96.01 94.97 HOLE_ID M_FROM M_TO ALL_FRACTURES NAT_FRACTURES RQD Remarks pieces/m pieces/m % ONK-PH4 0 1 9 6 81 2 of 6 natural fractures are closed (old, healed fractures) ONK-PH4 1 2 6 3 91 ONK-PH4 2 3 3 0 100 ONK-PH4 3 4 5 2 100 ONK-PH4 4 5 7 3 91 2 of 3 natural fractures are closed ONK-PH4 5 6 4 2 91 both natural fractures are closed ONK-PH4 6 7 4 3 96 1 of 3 natural fractures are closed ONK-PH4 7 8 6 3 100 all natural fractures are closed ONK-PH4 8 9 6 4 93 ONK-PH4 9 10 5 2 100 1 of 2 natural fractures are closed ONK-PH4 10 11 8 6 90 2 of 6 natural fractures are closed ONK-PH4 11 12 5 5 100 2 of 5 natural fractures are closed ONK-PH4 12 13 7 4 91 2 of 4 natural fractures are closed ONK-PH4 13 14 5 2 96 both natural fractures are closed ONK-PH4 14 15 5 2 100 1 of 2 natural fractures are closed ONK-PH4 15 16 5 1 100 partly crushed rock ONK-PH4 16 17 5 4 92 1 of 4 natural fractures are closed ONK-PH4 17 18 3 1 100 the natural fracture is closed ONK-PH4 18 19 3 0 100 ONK-PH4 19 20 5 0 100 ONK-PH4 20 21 5 1 100 the natural fracture is closed ONK-PH4 21 22 5 2 100 1 of 2 natural fractures are closed ONK-PH4 22 23 5 2 100 1 of 2 natural fractures are closed ONK-PH4 23 24 2 0 100 ONK-PH4 24 25 4 2 95 both natural fractures are closed ONK-PH4 25 26 10 5 94 3 of 5 natural fractures are closed, partly crushed rock ONK-PH4 26 27 9 5 100 ONK-PH4 27 28 19 16 62 9 of 16 natural fractures are closed ONK-PH4 28 29 11 7 83 1 of 7 natural fracturs are closed, partly crushed rock ONK-PH4 29 30 14 7 83 2 of 7 natural fractures are closed ONK-PH4 30 31 11 8 74 1 of 8 natural fractures are closed ONK-PH4 31 32 9 9 87 4 of 9 natural fractures are closed, partly crushed rock ONK-PH4 32 33 8 6 95 1 of 6 natural fractures are closed ONK-PH4 33 34 6 6 93 3 of 6 natural fractures are closed ONK-PH4 34 35 4 1 100 ONK-PH4 35 36 8 4 100 all natural fractures are closed ONK-PH4 36 37 4 1 100 ONK-PH4 37 38 4 1 100 ONK-PH4 38 39 7 2 97 1 of 2 natural fractures are closed ONK-PH4 39 40 4 3 93 ONK-PH4 40 41 8 5 98 ONK-PH4 41 42 7 3 91 2 of 3 natural fractures are closed ONK-PH4 42 43 7 4 100 1 of 4 natural fractures are closed ONK-PH4 43 44 7 4 78 2 of 4 natural fractures are closed ONK-PH4 44 45 4 3 99 1 of 3 natural fractures are closed ONK-PH4 45 46 4 2 100 ONK-PH4 46 47 10 4 89 1 of 4 natural fractures are closed, partly crushed rock ONK-PH4 47 48 6 4 95 1 of 4 natural fractures are closed ONK-PH4 48 49 9 4 98 2 of 4 natural fractures are closed ONK-PH4 49 50 4 0 100 ONK-PH4 50 51 6 3 93 ONK-PH4 51 52 4 0 100 ONK-PH4 52 53 7 1 100 the natural fracture is closed ONK-PH4 53 54 7 3 100 ONK-PH4 54 55 7 6 85 2 of 6 natural fractures are closed ONK-PH4 55 56 10 7 100 3 of 7 natural fractures are closed ONK-PH4 56 57 8 4 99 2 of 4 natural fractures are closed ONK-PH4 57 58 6 4 100 1 of 4 natural fractures are closed ONK-PH4 58 59 5 4 100 2 of 4 natural fractures are closed ONK-PH4 59 60 3 2 100 1 of 2 natural fractures are closed ONK-PH4 60 61 7 5 93 4 of 5 natural fractures are closed ONK-PH4 61 62 4 1 100 ONK-PH4 62 63 9 5 86 4 of 5 natural fractures are closed, partly crushed rock ONK-PH4 63 64 12 9 86 6 of 9 natural fractures are closed ONK-PH4 64 65 7 3 99 1 of 3 natural fractures are closed ONK-PH4 65 66 5 3 98 1 of 3 natural fractures are closed ONK-PH4 66 67 2 1 100 ONK-PH4 67 68 5 3 90 2 of 3 natural fractures are closed ONK-PH4 68 69 5 2 100 ONK-PH4 69 70 4 1 100 ONK-PH4 70 71 6 2 100 1 of 2 natural fractures are closed ONK-PH4 71 72 7 4 95 2 of 4 natural fractures are closed ONK-PH4 72 73 3 0 100 ONK-PH4 73 74 5 2 97 1 of 2 natural fractures are closed ONK-PH4 74 75 4 1 100 ONK-PH4 75 76 4 1 100 the natural fracture is closed ONK-PH4 76 77 6 3 100 1 of 3 natural fractures are closed ONK-PH4 77 78 3 0 100 ONK-PH4 78 79 6 2 100 both natural fractures are closed ONK-PH4 79 80 4 1 100

89 APPENDIX 3.6 HOLE_ID M_FROM M_TO ALL_FRACTURES NAT_FRACTURES RQD Remarks pieces/m pieces/m % ONK-PH4 80 81 4 0 100 ONK-PH4 81 82 9 5 100 3 of 5 natural fractures are closed, partly crushed rock ONK-PH4 82 83 6 4 100 3 of 4 natural fractures are closed ONK-PH4 83 84 3 1 100 the natural fracture is closed ONK-PH4 84 85 11 7 90 4 of 7 natural fractures are closed ONK-PH4 85 86 9 3 100 1 of 3 natural fractures are closed, partly crushed rock ONK-PH4 86 87 10 8 86 6 of 8 natural fractures are closed ONK-PH4 87 88 13 13 54 4 of 13 natural fractures are closed ONK-PH4 88 89 6 5 100 2 of 5 natural fractures are closed ONK-PH4 89 90 17 15 53 5 of 15 natural fractures are closed, partly crushed rock ONK-PH4 90 91 9 5 100 3 of 5 natural fractures are closed ONK-PH4 91 92 4 3 97 1 of 3 natural fractures are closed ONK-PH4 92 93 2 0 100 ONK-PH4 93 94 2 0 100 ONK-PH4 94 95 2 1 100 ONK-PH4 95 96 4 0 100

90 FRACTURE ZONES AND CORE LOSS Hole ID: ONK-PH4 Northing: 6791956.541 Easting: 1525994.708 Elevation: -77.356 Direction: 315 Dip: -5.277 Core diameter: 50.2 Casing: 1.5 Remarks: PL 874.1 APPENDIX 3.7 Contractor: Drilling started: Drilling ended: Machine/fixture: Target: Purpose: Extension: Logging date: Geologist: Max depth: HOLE_ID M_FROM M_TO CLASS_OF_THE CORE LOSS Remarks FRACTURED_ZONE m ONK-PH4 27.1 27.4 RiIII ONK-PH4 28.76 29.6 RiIII Water leakage 10 l/min. ONK-PH4 84 85.53 RiII ONK-PH4 85.53 85.68 0.15 Water leakage 65 l/min ONK-PH4 85.68 88.05 RiII ONK-PH4 88.9 90.2 RiIII ONK-PH4 94.64 95.55 0.15

91 APPENDIX 3.8 WEATHERING Hole ID: ONK-PH4 Northing: 6791956.541 Easting: 1525994.708 Elevation: -77.356 Direction: 315 Dip: -5.277 Core diameter: 50.2 Casing: 1.5 Remarks: PL 874.1 HOLE_ID M_FROM M_TO WEATHERING Remarks DEGREE ONK-PH4 0 26.53 Rp0 Some kaolinite and pinite spots. Partly Rp0-1. ONK-PH4 26.53 31.2 Rp1 Some kaolinite and pinite spots and also chloritization. ONK-PH4 31.2 63.45 Rp0 Some kaolinite and pinite spots. Partly Rp0(-1). ONK-PH4 63.45 72.5 Rp0 Some kaolinite and pinite spots. Partly Rp0-1. ONK-PH4 72.5 81 Rp1 Pinite spots. Rp0(-1). ONK-PH4 81 91.58 Rp1 Partly strongly weathered (Rp2) fracture zone. Zone is kaolinite rich. ONK-PH4 91.58 96.01 Rp0 Pinite spots. Rp0(-1).

92 LIST OF CORE BOXES APPENDIX 3.9 Hole ID: ONK-PH4 Northing: 6791956.541 Easting: 1525994.708 Elevation: -77.356 Direction: 315 Dip: -5.277 Core diameter: 50.2 Casing: 1.5 Remarks: PL 874.1 HOLE_ID M_FROM M_TO BOX_NUMBER REMARKS ONK-PH4 0 2.17 1 0-1.50 casing ONK-PH4 2.17 6.42 2 ONK-PH4 6.42 10.3 3 ONK-PH4 10.3 14.13 4 ONK-PH4 14.13 18.3 5 ONK-PH4 18.3 22.57 6 ONK-PH4 22.57 26.7 7 ONK-PH4 26.7 30.8 8 ONK-PH4 30.8 35.02 9 ONK-PH4 35.02 39.33 10 ONK-PH4 39.33 43.56 11 ONK-PH4 43.56 47.84 12 ONK-PH4 47.84 52.22 13 ONK-PH4 52.22 56.45 14 ONK-PH4 56.45 60.49 15 ONK-PH4 60.49 64.63 16 ONK-PH4 64.63 68.70 17 ONK-PH4 68.7 72.92 18 ONK-PH4 72.92 76.94 19 ONK-PH4 76.94 81.34 20 ONK-PH4 81.34 85.92 21 ONK-PH4 85.92 90.18 22 ONK-PH4 90.18 93.95 23 ONK-PH4 93.95 95.55 24 ONK-PH4 95.55 96.01 25

93 Appendix 3.10

94

95

96

97

98

99

100

ROCK QUALITY Hole ID: ONK-PH4 Contractor: KATI Northing: 6791956.54 Drilling started: 28.10.2005 Easting: 1525994.71 Drilling ended: 30.10.2005 Elevation: -77.356 Machine/fixture: ONRAM 1000/4 Direction: 315 Target: Verifing geological properties in the ONKALO profile (current layout). Dip: -5.277 Purpose: Verification of geology Core diameter: 50.2 Extension: Casing: 1.5 Logging date: 31.10.-8.11.2005 Remarks: PL 874.1 Geologist: TJUU Max depth: 96.01 HOLE_ID M_FROM M_TO LENGTH_M > 10 cm RQD RQD Jn Jr Jr Ja ROCK_QUALITY_CLASS CLASS_OF_THE Core loss REMARKS GSI cm % >10 median Profile median Q' FRACTURED_ZONE (m) Q' Q' ONK-PH4 0 3.35 3.35 330 99 98.5 3 1.5 PRO 1 Very Good 49.3 79.1 ONK-PH4 3.35 9.8 6.45 620 96 96.1 3 3 URO 1 Very Good 96.1 85.1 ONK-PH4 9.8 13.2 3.4 311 91 91.5 3 3 URO 2.5 Good 36.6 76.4 ONK-PH4 13.2 17.32 4.12 406 99 98.5 3 3 URO 2.5 Good 39.4 77.1 ONK-PH4 17.32 20.3 2.98 298 100 100.0 0.5 4 SRO 0.75 Exceptionally Good No fractures 1066.7 106.8 ONK-PH4 20.3 26.4 6.1 592 97 97.0 1 3 URO 2 Extremely Good 145.6 88.8 ONK-PH4 26.4 27.1 0.7 70 100 100.0 3 3 URO 3 Good 33.3 75.6 ONK-PH4 27.1 27.4 0.3 10 33 33.3 3 3 URO 1 Good RiIII 33.3 75.6 ONK-PH4 27.4 28.76 1.36 102 75 75.0 3 3 URO 1 Very Good 75.0 82.9 ONK-PH4 28.76 29.6 0.84 48 57 57.1 4 1.5 PRO 2 Good RiIII 10 l/min 10.7 65.3 ONK-PH4 29.6 31.8 2.2 182 83 82.7 3 3 URO 1 Very Good 82.7 83.7 ONK-PH4 31.8 34 2.2 208 95 94.5 3 3 URO 1 Very Good 94.5 84.9 ONK-PH4 34 41.2 7.2 707 98 98.2 9 3 URO 1 Good 32.7 75.4 ONK-PH4 41.2 48.9 7.7 714 93 92.7 6 3 URO 2 Good 23.2 72.3 ONK-PH4 48.9 54.4 5.5 532 97 96.7 1 3 URO 1 Extremely Good 290.2 95.0 ONK-PH4 54.4 56.6 2.2 200 91 90.9 4 3 URO 2 Good 34.1 75.8 ONK-PH4 56.6 60.3 3.7 364 98 98.4 4 3 URO 2.5 Good 29.5 74.5 ONK-PH4 60.3 65.8 5.5 512 93 93.1 3 3 URO 2 Very Good 46.5 78.6 ONK-PH4 65.8 80.7 14.9 1470 99 98.7 4 3 URO 3 Good 24.7 72.8 ONK-PH4 80.7 84 3.3 330 100 100.0 3 3 URO 1 Extremely Good 100.0 85.4 ONK-PH4 84 85.53 1.53 137 90 89.5 6 3 URO 4 Good RiII 11.2 65.7 ONK-PH4 85.53 85.68 0.15 65 l/min ONK-PH4 85.68 88.05 2.37 178 75 75.1 6 3 URO 4 Fair RiII 9.4 64.2 ONK-PH4 88.05 88.9 0.85 85 100 100.0 2 3 URO 6 Good Graphite and sulphid 25.0 73.0 ONK-PH4 88.9 90.2 1.3 88 68 67.7 4 3 URO 3 Good RiIII 16.9 69.5 ONK-PH4 90.2 91.55 1.35 132 98 97.8 3 3 URO 4 Good Graphite and sulphid 24.4 72.8 ONK-PH4 91.55 96.01 4.46 446 100 100.0 1 3 URO 2 Extremely Good 0.15 In the beginning of th 150.0 89.1 GSI=9lnQ'+44 101 APPENDIX 4.1

102

103 Appendix 5.1 Olkiluoto, ONKALO, Borehole PH4 Flow rate and single point resistance Flow from the measured section (L = 0.5 m, dl = 0.1 m), 2005-10-30 0 1 2 3 4 5 6 7 8 Fracture specific flow (into the hole) Fracture specific flow (into the bedrock) Length (m) 9 10 11 12 13 14 15 16 17 18 19 20 1 10 100 Flow rate (ml/h) 1000 10000 100000 1000000 10 100 1000 10000 Single point resistance (ohm)

104 Appendix 5.2 Olkiluoto, ONKALO, Borehole PH4 Flow rate and single point resistance Flow from the measured section (L = 0.5 m, dl = 0.1 m), 2005-10-30 20 21 22 23 24 25 26 27 28 Fracture specific flow (into the hole) Fracture specific flow (into the bedrock) 24.9 26.5 27.2 Length (m) 29 30 31 32 30.1 31.1 32.1 33 34 35 33.7 34.4 36 37 38 39 40 1 10 100 Flow rate (ml/h) 1000 10000 100000 1000000 38.9 39.2 10 100 1000 10000 Single point resistance (ohm)

105 Appendix 5.3 Olkiluoto, ONKALO, Borehole PH4 Flow rate and single point resistance Flow from the measured section (L = 0.5 m, dl = 0.1 m), 2005-10-30 40 41 42 43 44 45 46 47 48 Fracture specific flow (into the hole) Fracture specific flow (into the bedrock) 40.1 45.7 47.4 47.6 Length (m) 49 50 51 52 53 54 55 56 57 58 59 50.2 55.6 57.5 60 1 10 100 Flow rate (ml/h) 1000 10000 100000 1000000 10 100 1000 10000 Single point resistance (ohm)

106 Appendix 5.4 Olkiluoto, ONKALO, Borehole PH4 Flow rate and single point resistance Flow from the measured section (L = 0.5 m, dl = 0.1 m), 2005-10-30 60 61 62 63 64 65 66 67 68 Fracture specific flow (into the hole) Fracture specific flow (into the bedrock) 60.1 62.8 63.6 64.6 65.1 65.7 67.9 Length (m) 69 70 71 72 73 74 75 76 77 78 78.0 79 80 1 10 100 Flow rate (ml/h) 1000 10000 100000 1000000 10 100 1000 10000 Single point resistance (ohm)

107 Appendix 5.5 Olkiluoto, ONKALO, Borehole PH4 Plotted transmissivity and hydraulic aperture of detected fractures 0 Hydraulic aperture of fracture (mm) Transmissivity of fracture 10 20 30 Length (m) 40 50 60 70 80 0 0.02 0.04 0.06 0.08 0.1 0.12 Hydraulic aperture of fracture (mm) 1E-010 1E-009 1E-008 1E-007 1E-006 Transmissivity (m 2 /s) 1E-005 1E-004

108 Appendix 5.6 Hole: PH4 Elevation of the top of the hole (masl): -77.356 Inclination: -5.277 Length from the top of the hole to the fracture (m) Flow (ml/h) Fracture elevation (masl) Drawdown (m) T (m2/s) Hydraulic aperture of fracture (mm) Comments 24.9 2230-79.6 83.356 7.35E-09 0.023 * 26.5 4560-79.8 83.356 1.50E-08 0.029 * 27.2 6850-79.9 83.356 2.26E-08 0.034 30.1 40000-80.1 83.356 1.32E-07 0.061 * 31.1 2110-80.2 83.356 6.95E-09 0.023 32.1 150000-80.3 83.356 4.94E-07 0.094 * 33.7 1800-80.5 83.356 5.93E-09 0.022 34.4 4130-80.5 83.356 1.36E-08 0.029 38.9 7820-80.9 83.356 2.58E-08 0.035 39.2 7110-81 83.356 2.34E-08 0.034 40.1 29800-81 83.356 9.82E-08 0.055 45.7 243000-81.6 83.356 8.01E-07 0.111 47.4 12800-81.7 83.356 4.22E-08 0.042 47.6 20400-81.7 83.356 6.72E-08 0.049 50.2 10200-82 83.356 3.36E-08 0.039 55.6 35500-82.5 83.356 1.17E-07 0.058 57.5 1820-82.6 83.356 6.00E-09 0.022 * 60.1 19900-82.9 83.356 6.56E-08 0.048 62.8 2980-83.1 83.356 9.82E-09 0.026 * 63.6 13600-83.2 83.356 4.48E-08 0.042 64.6 43000-83.3 83.356 1.42E-07 0.062 65.1 108000-83.3 83.356 3.56E-07 0.085 65.7 1570-83.4 83.356 5.17E-09 0.021 67.9 3240-83.6 83.356 1.07E-08 0.026 78.0 28800-84.5 83.356 9.49E-08 0.054 * * = Uncertain i.e. the flow rate is less than 30 ml/h or the flow anomalies are overlapping or they are unclear because of noise.

109 Appendix 5.7 Olkiluoto, ONKALO, Borehole PH4 Electric conductivity of borehole water During flow logging, upwards (L = 0.5 m, dl = 0.1 m), 2005-10-30 0 10 20 30 Length (m) 40 50 60 70 80 0.01 0.1 1 10 Electric conductivity (S/m, 25 o C)

110 Appendix 5.8 Olkiluoto, ONKALO, Borehole PH4 Temperature of borehole water During flow logging, upwards (L = 0.5 m, dl = 0.1 m), 2005-10-30 0 10 20 30 Length (m) 40 50 60 70 80 6 6.2 6.4 6.6 Temperature ( o C)

111 Appendix 5.9 Olkiluoto, ONKALO, Borehole PH4 Flow rate out from the borehole during flow logging 90 80 70 Flow rate out from the borehole (L/min) 60 50 40 30 20 10 0 2005-10-30 / 9:00 2005-10-30 / 12:00 2005-10-30 / 15:00 2005-10-30 / 18:00 Year-Month-Day / Hour:Minute 2005-10-30 / 21:00 2005-10-31 / 0:00

Appendix 5.10 14.11.2005 Pauli Syrjänen Object: ONKALO Access Tunnel Chainage: 895 Notes: TunnustEsi-injekJälki-injeKontroMuu poraus Drilling Type: Pilot Hole PH4 Dry Minor NormalPlentifull Hole Depth [m] Measuring Mid Depth water Ground- Water Penetration Length Pressure Measuring Time 10 min [m] [m] [bar] 10 15 20 15 10 [bar] Mean Value Standard dev. [Lug] Interpretated Value Notes 3.52 9.32 5,80 6,4 7,91 0 0,9 1,1 1,2 0,8 [l] 0,00 0,02 0,02 0,03 0,07 [Lug] 0,027 0,025 0,02 9.52 15.52 6,00 12,5 7,97 0 0 0,8 0,4 0 [l] 0,00 0,00 0,01 0,01 0,00 [Lug] 0,004 0,006 0,00 15.52 21.52 6,00 21.52 27.4 5,88 18,5 24,5 8,03 8,09 0 0 0,3 0,3 0 [l] 0,00 0,00 0,00 0,01 0,00 [Lug] 8,9 14,2 19,6 11,5 16,9 [l] 0,79 0,35 0,28 0,28 1,50 [Lug] 0,002 0,003 0,00 0,642 0,527 0,30 112 APPENDIX 5.10 PH4_Appendices_5-10, 5-13.xls

Appendix 5.11 14.11.2005 Pauli Syrjänen TunnustEsi-injekJälki-injeKontroMuu poraus Dry Minor NormalPlentifull Object: ONKALO Access Tunnel Drilling Type: Pilot Hole PH4 Chainage: 895 Notes: Hole Depth [m] Measuring Mid Depth water Ground- Water Penetration Length Pressure Measuring Time 10 min [m] [m] [bar] 10 15 20 15 10 [bar] Mean Value Standard dev. [Lug] Interpretated Value Notes 27.48 33.48 6,00 30,5 8,15 5 24,8 55,4 44,2 23,1 [l] 0,45 0,60 0,78 1,08 2,08 [Lug] 0,998 0,648 2,00 33.56 39.56 6,00 36,6 8,21 0,5 9,3 12 3,3 1,8 [l] 0,05 0,23 0,17 0,08 0,17 [Lug] 0,139 0,074 0,10 39.56 45.56 6,00 45.56 51.56 6,00 42,6 48,6 8,27 8,33 15,7 18,1 25,4 14,3 7 [l] 1,51 0,45 0,36 0,35 0,67 [Lug] 6,7 15,3 29,6 20,6 13,7 [l] 0,67 0,38 0,42 0,51 1,37 [Lug] 0,670 0,489 0,40 0,671 0,405 0,40 113 APPENDIX 5.11 PH4_Appendices_5-11, 5-14.xls

Appendix 5.12 14.11.2005 Pauli Syrjänen TunnustEsi-injekJälki-injeKontroMuu poraus Dry Minor NormalPlentifull Object: ONKALO Access Tunnel Drilling Type: Pilot Hole PH4 Chainage: 895 Notes: Hole Depth [m] Measuring Mid Depth water Ground- Water Penetration Length Pressure Measuring Time 10 min [m] [m] [bar] 10 15 20 15 10 [bar] Mean Value Standard dev. [Lug] Interpretated Value Notes 57.59 63.59 6,00 60,6 8,45 6,2 18,2 34,7 14,7 7 [l] 0,67 0,46 0,50 0,37 0,75 [Lug] 0,552 0,155 0,50 63.52 69.52 6,00 66,5 8,51 150,9 302,8 426,5 286 110,6 [l] 16,88 7,78 6,19 7,34 12,37 [Lug] 10,11 4,457 6,00 69.49 75.49 6,00 72,5 8,57 185,2 296,4 318,7 195,1 51,7 [l] 21,58 7,68 4,65 5,06 6,03 [Lug] 75.21 81.21 6,00 78,2 8,63 210,4 399,5 423,4 220,9 86,9 [l] 25,54 10,45 6,20 5,78 10,55 [Lug] 8,999 7,131 5,00 11,70 8,059 6,00 77.55 96.01 18,46 86,8 8,71 182,1 388 527,7 394,5 192,7 [l] 5,010 2,653 2,50 7,66 3,34 2,53 3,40 8,11 [Lug] 114 APPENDIX 5.12 PH4_Appendices_5-12, 5-15.xls

Interpretation Appendix 5.13 Kuvia käytetään veden virtauksen tulkinnassa. Tulkitut arvot vain tummansinisiin soluihin. A. C. Houlsby: Construction and Design of Cement Grouting. A1990. Wiley-Interscience publication. Similar Lugeon values for each run indicates laminar flow => Use mean Lugeon value Low Lugeon values at higher pressures indicates turbulent flow => Use lowest Lugeon value High Lugeon values at higher pressures indicates dilation => Use lowest Lugeon value or medium value, if lowest values indicates turbulent flow Lugeon values increasing even when pressure drops, indicates washout => Use Lugeon value of the final run Decreasing Lugeon values throughout the test indicate void filling => Use lowest Lugeon value Groundwater Pressure Water Penetration Test Measuring Time 10 min Interpretation [bar] Pressure 10 15 20 15 10 [bar] [Lug] 0,000 0,020 0,040 0,060 0,080 3.52 9.52 15.52 7,91 7,97 8,03 21.52 8,09 Pres. Diff. 2,09 7,09 12,09 7,09 2,09 [bar] Flow 0 0,9 1,1 1,2 0,8 [l] Penetration 0,000 0,022 0,016 0,029 0,066 [Lug] 0,02 Pres. Diff. 2,03 7,03 12,03 7,03 2,03 [bar] Flow 0 0 0,8 0,4 0 [l] Penetration 0,000 0,000 0,011 0,009 0,000 [Lug] 0 Pres. Diff. 1,97 6,97 11,97 6,97 1,97 [bar] Flow 0 0 0,3 0,3 0 [l] Penetration 0,000 0,000 0,004 0,007 0,000 [Lug] 0 Pres. Diff. 1,91 6,91 11,91 6,91 1,91 [bar] Flow 8,9 14,2 19,6 11,5 16,9 [l] Penetration 0,792 0,349 0,280 0,283 1,504 [Lug] 0,3 0,000 0,002 0,004 0,006 0,008 0,010 0,012 0,000 0,002 0,004 0,006 0,008 0,000 0,500 1,000 1,500 2,000 115 APPENDIX 5.13

Interpretation Appendix 5.14 Kuvia käytetään veden virtauksen tulkinnassa. Tulkitut arvot vain tummansinisiin soluihin. A. C. Houlsby: Construction and Design of Cement Grouting. A1990. Wiley-Interscience publication. Similar Lugeon values for each run indicates laminar flow => Use mean Lugeon value Low Lugeon values at higher pressures indicates turbulent flow => Use lowest Lugeon value High Lugeon values at higher pressures indicates dilation => Use lowest Lugeon value or medium value, if lowest values indicates turbulent flow Lugeon values increasing even when pressure drops, indicates washout => Use Lugeon value of the final run Decreasing Lugeon values throughout the test indicate void filling => Use lowest Lugeon value Groundwater Pressure Water Penetration Test Measuring Time 10 min Interpretation [bar] Pressure 10 15 20 15 10 [bar] [Lug] 0,000 0,500 1,000 1,500 2,000 2,500 27.48 33.56 39.56 8,15 8,21 8,27 45.56 8,33 Pres. Diff. 1,85 6,85 11,85 6,85 1,85 [bar] Flow 5 24,8 55,4 44,2 23,1 [l] Penetration 0,450 0,603 0,779 1,075 2,081 [Lug] 2 Pres. Diff. 1,79 6,79 11,79 6,79 1,79 [bar] Flow 0,5 9,3 12 3,3 1,8 [l] Penetration 0,047 0,228 0,170 0,081 0,168 [Lug] 0,1 Pres. Diff. 1,73 6,73 11,73 6,73 1,73 [bar] Flow 15,7 18,1 25,4 14,3 7 [l] Penetration 1,513 0,448 0,361 0,354 0,675 [Lug] 0,4 Pres. Diff. 1,67 6,67 11,67 6,67 1,67 [bar] Flow 6,7 15,3 29,6 20,6 13,7 [l] Penetration 0,669 0,382 0,423 0,515 1,368 [Lug] 0,4 0,000 0,050 0,100 0,150 0,200 0,250 0,000 0,500 1,000 1,500 2,000 0,000 0,500 1,000 1,500 116 APPENDIX 5.14

Interpretation Appendix 5.15 Kuvia käytetään veden virtauksen tulkinnassa. Tulkitut arvot vain tummansinisiin soluihin. A. C. Houlsby: Construction and Design of Cement Grouting. A1990. Wiley-Interscience publication. Similar Lugeon values for each run indicates laminar flow => Use mean Lugeon value Low Lugeon values at higher pressures indicates turbulent flow => Use lowest Lugeon value High Lugeon values at higher pressures indicates dilation => Use lowest Lugeon value or medium value, if lowest values indicates turbulent flow Lugeon values increasing even when pressure drops, indicates washout => Use Lugeon value of the final run Decreasing Lugeon values throughout the test indicate void filling => Use lowest Lugeon value Groundwater Pressure Water Penetration Test Measuring Time 10 min Interpretation [bar] Pressure 10 15 20 15 10 [bar] [Lug] 0,000 0,200 0,400 0,600 0,800 57.59 63.52 69.49 8,45 8,51 8,57 75.21 8,63 Pres. Diff. 1,55 6,55 11,55 6,55 1,55 [bar] Flow 6,2 18,2 34,7 14,7 7 [l] Penetration 0,667 0,463 0,501 0,374 0,753 [Lug] 0,5 Pres. Diff. 1,49 6,49 11,49 6,49 1,49 [bar] Flow 150,9 302,8 426,5 286 110,6 [l] Penetration 16,881 7,776 6,187 7,345 12,373 [Lug] 6 Pres. Diff. 1,43 6,43 11,43 6,43 1,43 [bar] Flow 185,2 296,4 318,7 195,1 51,7 [l] Penetration 21,584 7,683 4,647 5,057 6,025 [Lug] 5 Pres. Diff. 1,37 6,37 11,37 6,37 1,37 [bar] Flow 210,4 399,5 423,4 220,9 86,9 [l] Penetration 25,542 10,448 6,205 5,777 10,549 [Lug] 6 0,000 5,000 10,000 15,000 20,000 0,000 5,000 10,000 15,000 20,000 25,000 0,000 5,000 10,000 15,000 20,000 25,000 30,000 117 APPENDIX 5.15

Interpretation Appendix 5.15 0,000 2,000 4,000 6,000 8,000 10,000 77.55 8,71 Pres. Diff. 1,29 6,29 11,29 6,29 1,29 [bar] Flow 182,1 388 527,7 394,5 192,7 [l] Penetration 7,664 3,343 2,533 3,399 8,110 [Lug] 2,5 118 APPENDIX 5.15

119 Appendix 6.1 Borehole Logging Suomen Malmi Oy P.O. Box 10 FI-00210 ESPOO +358 9 8524 010 www.smoy.fi Client: Posiva Oy Hole no: ONK-PH04 Ø: 76 Surveyed by:as, LJ, JM Site: Olkiluoto X: 6791 956.541 Length: 91.6 Survey date: 01.11.2005 Project no: Y: 1525 994.708 Azimuth: 315 Reported by: JM Z: -77.356 Dip: -5.277 Report date: Nov 2005 Lith. Fr. freq. 0 1/m 15 Depth Tunnel Chainage (m) Gamma-Gamma Density 2.6 g/cm3 3.2 Wenner Resistivity 0.2 Ohm.m 2000 Velocity P 0.6 m 4000 m/s 7000 Core loss Ri 1m:500m Susceptibility 0 1E-5 SI 1000 Natural Gamma Single Point Resistance 2 Ohm 20000 Short Normal 16" Resistivity Velocity S 0.6m 2000 m/s 4000 0 µr/h 200 1 Ohm.m 10000 Long Normal 64" Resistivity 1 Ohm.m 10000 Radar First Wave Time 60 ns 45 Radar First Wave Ampl Veined gneiss 0.0 3 µv 30000 Quartz gneiss 880.0 Diatexitic gneiss 10.0 Pegmatite/ Pegmatitic granite 890.0 20.0 Diatexitic gneiss 900.0 Mafic gneiss Diatexitic gneiss 30.0 Veined gneiss 910.0 Veined gneiss 40.0 Diatexitic gneiss 920.0 Veined gneiss 50.0 930.0 Diatexitic gneiss 60.0 Pegmatite/ Pegmatitic granite Veined gneiss 940 0

120 Appendix 6.1 Veined gneiss Diatexitic gneiss 70.0 Veined gneiss 950.0 Pegmatite/ Pegmatitic granite 80.0 Pegmatite/ Pegmatitic granite 960.0 90.0 Veined gneiss 970 0

121 Appendix 6.2 Borehole Radar Suomen Malmi Oy P.O. Box 10 FI-00210 ESPOO +358 9 8524 010 www.smoy.fi Client: Posiva Oy Hole no: ONK-PH04 Ø: 76 Surveyed by:jm, AS; LJ Site: Olkiluoto X: 6791 956.541 Length: 91.6 Survey date: 01.11.2005 Project no: Y: 1525 994.708 Azimuth: 315 Reported by: JM Z: -77.356 Dip: -5.277 Report date: Nov 2005 Lith. Fr. freq. Depth Tunnel Single Point Resistance Radar Raw Image, 250 MHz 0 1/m 15 Core 1m:500m Chainage 1 Ohm 10000 Radar First Wave Time 30 Nanosecond 200 loss Ri 60 ns 45 Radar First Wave Ampl Veined gneiss 0.0 3 µv 30000 Quartz gneiss 880.0 Diatexitic gneiss 10.0 Pegmatite/ Pegmatitic granite 890.0 20.0 Diatexitic gneiss 900.0 Mafic gneiss Diatexitic gneiss 30.0 Veined gneiss 910.0 Veined gneiss 40.0 Diatexitic gneiss 920.0 Veined gneiss 50.0 930.0 Diatexitic gneiss 60.0 Pegmatite/ Pegmatitic granite Veined gneiss 940.0 Diatexitic gneiss 70.0 Veined gneiss 950.0 80.0

122 Appendix 6.2 Pegmatite/ Pegmatitic granite Pegmatite/ Pegmatitic granite 960.0 90.0 Veined gneiss 970 0

Borehole Radar Suomen Malmi Oy P.O. Box 10 FI-00210 ESPOO +358 9 8524 010 www.smoy.fi Client: Posiva Oy Hole no: ONK-PH04 Ø: 75.7 Surveyed by:jm, AS, LJ Site: Olkiluoto X: 6791 956.541 Length: 91.6 Survey date: 01.11.2005 Project no: Y: 1525 994.708 Azimuth: 315 Reported by:jm Z: -77.356 Dip: -5.227 Report date: Sept. 2005 Lith. Fr. freq. 0 1/m Core loss Ri 15 Depth 1m:200m Tunnel Chainage Fract.Angles degrees 0 90 Radar Intersect Angle 0 90 Orient. Reflect. degrees 0 90 Oriented fract. degrees 0 90 Radar Orientations Schmidt Plot - Lower Hemisphere Refl. ext. bckwd 15 m 0 Refl. ext. fwd 0 m 15 Range out 0 m 15 Veined gneiss Quartz gneiss Diatexitic gneiss Pegmatite/ Pegmatitic granite 0.0 4.0 8.0 12.0 880.0 Schmidt Plot - Lower Hemisphere Depth: -1.30 [m] to 14.96 [m] Mean Counts 10 0 180 Dip[deg] 41.88 Azi[deg] 155.76 2 49.00 113.00 8 40.04 165.76 123 Appendix 6.3

16.0 890.0 20.0 Schmidt Plot - Lower Hemisphere Depth: 14.96 [m] to 33.64 [m] 0 24.0 900.0 Diatexitic gneiss Mafic gneiss 28.0 Mean Counts 17 180 Dip[deg] 53.26 Azi[deg] 149.94 Diatexitic gneiss 1 37.00 170.00 16 54.32 147.99 Veined gneiss Veined gneiss Diatexitic gneiss 32.0 36.0 40.0 44.0 910.0 920.0 Schmidt Plot - Lower Hemisphere Depth: 33.64 [m] to 48.72 [m] Mean Counts 19 0 180 Dip[deg] 33.81 Azi[deg] 138.79 9 28.67 136.06 10 38.75 141.76 124 Appendix 6.3

48.0 Veined gneiss 52.0 Schmidt Plot - Lower Hemisphere Depth: 48.72 [m] to 64.00 [m] 0 56.0 930.0 Diatexitic gneiss 60.0 Mean Counts 19 180 Dip[deg] 50.79 Azi[deg] 107.99 Pegmatite/ Pegmatitic granite Veined gneiss Diatexitic gneiss Veined gneiss 64.0 68.0 72.0 76.0 940.0 950.0 8 36.52 115.72 11 61.10 92.15 Schmidt Plot - Lower Hemisphere Depth: 64.04 [m] to 80.06 [m] Mean Counts 10 0 180 Dip[deg] 40.22 Azi[deg] 145.25 4 24.75 103.84 6 51.15 181.52 125 Appendix 6.3

80.0 Pegmatite/ Pegmatitic granite Pegmatite/ Pegmatitic granite 84.0 Schmidt Plot - Lower Hemisphere Depth: 80.06 [m] to 97.00 [m] 0 960.0 88.0 Veined gneiss 92.0 Mean Counts 1 180 Dip[deg] 21.00 Azi[deg] 192.00 1 21.00 192.00 96.0 100.0 970.0 126 Appendix 6.3

Ext. backward Ext. forward Range out CLASS Comment FILTER TYPE Nr. Depth Angle Azimuth Dip L-45-nftunnfront PLANE -0.4 68.38 not oriented 0 0.675989 5.5 tunnel front? No Filter PLANE L-46-nf 1.56 52.65 not oriented 0 1.753186 2.7 not known No Filter PLANE L-41-nf 2.76 16.83 not oriented 0 10.11613 3.5 not known No Filter PLANE L-50-nf 4.05 31.43 168 18 0 4.209966 2.6 Fract 4.15 No filter PLANE L-47-nf 4.17 49.92 190 32 0 2.258752 2.5 Fract 4.25 No Filter PLANE L-43-nf 6.55 45.9 109 45 2.298431 1.938807 2.5 Delay. Conductive. FOL; one possibility of No Filter PLANE L-90-HFIR 7.55 48.81 117 53 2.154731 0 2.2 FOL HFIR PLANE L-48-nf 7.83 35.64 not oriented 3.721244 4.872387 3.5 not known NoFilter PLANE L-40-nf 9.88 29.7 not oriented 4.988547 8.483284 5 not known NoFilter PLANE L-49-nf 9.9 65.18 159 66 1.985977 2.113609 4.5 Fract 9.85 NoFilter PLANE L-44-nf-attdel-stro 10.2 43.29 161 50 3.812423 4.327245 3.6 Strong, Conductive. Attenuation and delay Fract 10.06, gentler dip No Filter PLANE L-39-nfstrong 11.53 32.23 141 61 6.732352 7.667084 4 Strong. Attenuation and delay. fract 11.51, gentler NoFilter PLANE L-91-HFIR 11.59 55.19 not oriented 2.874362 2.410792 3.5 not known HFIR L-38-nfstrong fract in 12.9-13.0, not PLANE 12.47 29.13 168 35 6.512873 10.45814 6 Strong accurate No Filter PLANE L-51-nf 12.6 40.46 168 27 6.131903 5.558089 4.7 fract in 12.9-13.0, not accurate No Filter PLANE L-34-nf 14.27 34.5 171 32 5.978796 7.800517 5.5 may fit at 14.8 fract No Filter PLANE L-92-FIR 16.06 57.52 266 74 1.8839 2.486148 4 may fit at 15.65 fract FIR PLANE L-42-nf 16.76 27.27 163 52 5.642768 3.209345 3 fractures 16.9 NoFilter PLANE L-93-HFIR- Strong 17.27 46.55 69 55 3.553307 4.663845 5 strong fractures 17.31, gentler HFIR PLANE L-37-nf 17.34 55.7 not oriented 2.968638 4.042853 6 not known No Filter PLANE L-33-nf 18.78 41.06 not oriented 4.604306 4.406477 3.9 not known No Filter PLANE L-35-nf 18.84 54.91 not oriented 3.005093 3.713159 5.3 not known No Filter PLANE L-32-nf 19.23 27.75 not oriented 7.443518 7.239002 3.9 not known No Filter 127 Appendix 6.4

PLANE L-53-nf 20.27 51.98 not oriented 3.705185 3.555979 4.5 not known No Filter fracture at No Filter PLANE L-54-nf 22.57 44.08 265 84 5.428354 3.864268 5.3 22.03 fracture at No Filter PLANE L-36-nf 24.43 47.64 189 53 5.08469 3.48131 5.1 24.71 fracture 25.38, No Filter PLANE L-52-nf 25.3 8.9 97 31 21.00844 24.47835 3.7 steeper? PLANE L-57-nf 26.06 46.85 167 43 5.429272 3.976035 5.7 fracure 26.06 No Filter PLANE L-94-FHIRstrong 26.87 48.25 132 52 6.03533 4.354752 6.5 strong. conductive, attenuation, delay. fractures 27.12, concord. fol HFIR PLANE L-95-HFIR 28.31 63.52 115 72 2.960937 2.394008 5.9 Edge of cond. fract 28.12 HFIR fract 28.38, PLANE L-59-nf 28.36 45.4 179 79 5.863394 4.308823 5.9 slicknsd No Filter PLANE L-89-FIR 28.6 34.34 170 38 7.832032 7.724294 5.3 fract 28.73 FIR PLANE L-31-nf 29.15 24.55 92 45 11.05423 7.129476 5 fract 29.07 No Filter PLANE L-28-nf 29.48 34.92 98 88 6.96241 5.064787 4.8 fract 29.5 No Filter PLANE L-56-nf 29.5 27.63 124 24 9.869959 6.427388 5 fract 29.35 No Filter PLANE L-29-nf 31.74 25.52 not oriented 11.5369 9.4381 5.5 not known No Filter PLANE L-55-nf 31.76 37.31 159 36 6.481953 4.969076 4.6 Delay. fract at 31.74 No Filter fract orient at No Filter PLANE L-27-nf 32.62 39.27 177 45 6.363671 5.476153 5 32.44 PLANE L-30-nf 32.65 26.61 170 37 10.81181 9.314808 5.5 fol 33-34 orient No Filter PLANE L-58-nf 34.12 30.64 167 34 8.644475 7.90191 5 foliation 34-35 No Filter PLANE L-88-FIR 34.76 33.4 174 37 5.081011 4.676472 3 foliation 35-36 FIR PLANE L-87-FIR 35.64 34.48 131 16 4.83396 5.008645 3.4 Attenuation Conductive. fracture 35.61 FIR Attenuation. No Filter PLANE L-26-nf 36.26 28.44 156 27 5.502412 8.164034 3 Conductive. fracture 36.06 fract 37.48, No Filter PLANE L-60-nf 37.37 26.83 129 29 4.962508 6.626356 2.5 orient from fol PLANE L-25 39.1 24.68 166 24 7.679087 9.439343 3.5 fol 39-40 No Filter PLANE L-22-nf 39.72 47.54 178 86 3.829229 3.86332 4 fract 39.61 No Filter Strong. Attenuation. PLANE L-86_FIR 41.37 18.82 138 25 7.9612 8.759639 2.6 Conductive. Delay. fract 41.36, orient from fol FIR PLANE L-85-FIR 41.77 39.71 147 33 5.6661 6.269414 4.6 fol 42-43 FIR 128 Appendix 6.4

PLANE L-18-nf 41.85 30.95 135 21 7.187455 9.4596 5.5 fol or fract. No Filter PLANE L-96_HFiR 41.92 78.83 not oriented 0.802324 0.800351 4 not known HFIR PLANE L-15-nf 44.23 15.96 not oriented 13.19687 16.45115 3.5 not known No Filter PLANE L-61-nf 44.43 69.17 129 32 1.555984 1.501723 4 fract 44.48, gentler? No Filter PLANE L-62-nf 44.93 36.43 118 29 5.658875 5.837015 4 fol 45-46 No Filter PLANE L-20-nf 45.54 14.91 not oriented 21.59288 20.38412 5.5 not known No Filter foliation and PLANE L-84-FIR 46.02 30.08 111 20 7.069482 8.303384 4 PLANE L-21-nf 46.07 25.66 111 25 8.712658 8.178854 4 PLANE L-81-IR 46.61 39.69 7 64 4.9937 5.876717 4 PLANE L-63-nf 47.07 43.35 79 25 4.638338 5.15835 4.4 fracture 46.1 foliation and fracture 46.1 FIR NoFilter Strong. Attenuation. Delay. conductive. fracture 46.45 FIR Strong. Attenuation. Delay. conductive. Strong. Attenuation. Delay. conductive. foliation, gentler dip No Filter fracture at PLANE L-19 47.56 30.43 211 61 6.905687 8.386337 4 47.55 No Filter foliation at 48- PLANE L-24-nf 48.01 37.93 123 35 4.800528 6.483605 3.6 49 No Filter PLANE L-83-FIR 48.72 34.95 150 28 6.160725 6.177213 4.1 fract at 48.88 FIR PLANE L-82-FIR 49.2 64.54 not oriented 2.598973 1.648876 5.3 not known FIR PLANE L-23-nf 49.41 36.67 109 20 5.205109 6.198097 3.7 foliation 49-50 No Filter PLANE L-76-FIR 51.59 23.92 140 18 7.026991 5.839954 3 foliation 51-52 FIR PLANE L-80-FIR 52.14 26.07 130 21 6.769614 8.646426 3.2 foliation 52-53 FIR PLANE L-97-hfir 52.56 51.6 75 65 2.471277 2.894611 3 PLANE L-11 52.83 31.99 135 30 6.784173 7.389182 4.1 possible fracture 52.35 fol or fract at 53, orient from fol HFIR No Filter PLANE L-17 53.26 39.07 135 30 3.357718 3.436652 2.6 Strong. fol or fract at 53.12, orient from fol No Filter PLANE L-16-NF- 54.27 35.9 192 63 5.313858 5.933668 3.9 strong fract at 54.43 No Filter 129 Appendix 6.4

strong PLANE L-79-FIR- Strong 55.04 32.85 6 71 4.833137 5.587171 3.1 strong fract at 54.92 FIR PLANE L-73-FIR 55.68 39.38 291 69 4.922565 4.641937 4 fract at 55.64 FIR PLANE L-14 56.21 37.35 5 87 5.374977 4.332443 4 fract at 56.34 No Filter PLANE L-13-nf 57.11 23.8 7 64 7.879429 10.20219 3.5 fract at 57.05 No Filter PLANE L-12-nfstrong 57.92 32.88 137 44 6.422028 7.662342 4 strong fol 58-59 No Filter PLANE L-72 58.86 45.4 131 39 3.542572 1.956192 3.6 fract at 58.98 No Filter L-9-NF-attdel-60m attenuation and time PLANE 59.19 31.33 98 25 4.931467 7.433279 3 delay fol 59-60 No filter PLANE L-10-nf-attdel-stro 59.55 39.98 119 24 4.354246 6.029157 3.6 PLANE L-74-FIR 62.04 33.84 98 62 5.983942 6.460143 4 PLANE L-6-NF 62.55 22.6 77 75 8.951465 7.087644 3.7 PLANE L-8-nfcondhangwall 63.38 40.51 86 76 2.464116 4.972184 2 PLANE L-71-FIR 63.89 58.38 169 81 1.898368 3.042719 3 attenuation, time delay, strong fract 59.61 No Filter strong att., cond fol 62-63 FIR fractures 62.50, strong att., closest not cond. oriented No Filter conductive zone, hanging wall fractures 63.2 NoFilter almost total attenuation. fracture 63.57 FIR almost total att. fractures 65.0 No Filter PLANE L-7-nf 65.14 56.64 186 69 2.344665 2.791103 3.6 PLANE L-69-FIR 66.56 39.97 192 52 1.136696 2.782823 2 fracture 66.52 FIR PLANE L-5-NF 67.07 38.23 137 30 1.559678 2.48117 1.8 fol 67-68 No filter PLANE L-75-FIR 68.35 11.01 173 39 15.74419 9.133339 3 strong fracture 68.4 FIR PLANE L-77-FIR 68.46 9.22 173 39 18.03586 9.075394 3 fracture 68.4 FIR PLANE L-4-NF- CoHangWall- Str 69.23 39.72 271 86 3.036677 0 2.4 PLANE L-70-FIR 71.53 17.37 107 23 6.039593 5.837486 1.7 Strong. Conductive zone hanging wall. fracture 68.90 No filter almost total attenuation, very conductive. fracture 71.05, or conductive zone. FIR 130 Appendix 6.4

PLANE PLANE PLANE conductive, almost toatal PLANE L-3-NF- Cond-Att-Del 72.16 36.77 not oriented 5.53722 4.389983 4 attenuation, time delay not known No Filter PLANE L-68-FIR 72.92 90 not oriented 0 0 5.5 not known FIR PLANE L-66-FIR 75.14 87.56 not oriented 0 0.103936 2 edge of attenuated zone not known FIR PLANE L-2 76.96 22.3 94 25 10.83591 0.300663 4.2 foliation 77-78 No Filter PLANE L-64-nf 77.45 27.43 94 25 10.48409 0 5.5 foliation 77-78 No filter PLANE L-67-FIR 78.42 33.5 92 19 8.269455 0 5 fracture 78.15 FIR L-98-HFIR- Stro 78.68 63.94 not oriented 1.631163 0 3 strong not known HFIR L-1-NF- bottom of Bottom 80.53 24.96 not oriented 12.54389 0 5.8 open section not known No Filter fract 81.5, L-65-nfstrong orientation from 81.66 25.58 192 21 11.99203 0 5.5 strong 81.16 No filter PLANE L-78-FIR 102.43 3.2 not oriented 0 0 4.3 does not intersect, apparent location FIR 131 Appendix 6.4

132 Appendix 6.5 132

133 Appendix 6.5

134 Appendix 6.6 Acoustic Logging Suomen Malmi Oy P.O. Box 10 FI-00210 ESPOO +358 9 8524 010 www.smoy.fi Client: Posiva Oy Hole no: ONK-PH04 Ø: 76 Surveyed by:jm, AS, LJ Site: Olkiluoto X: 6791 956.541 Length: 91.6 Survey date: 01.11.2005 Project no: Y: 1525 994.708 Azimuth: 315 Reported by: JM Z: -77.356 Dip: -5.277 Report date: Nov 2005 Lith. Fr. freq. Depth Tunnel Velocity P 0.6 m Apparent Q Poisson's Ratio P Attenuation Tubewave En. R1 0 1/m 15 Core 1m:500m Chainage 4000 m/s 7000 Velocity P 1m 1 1000 G-G Density 0 0.5 Shear Modulus -100 db/m 100 S Attenuation 1000 100000 Tubewave En. R2 loss Ri 4000 m/s 7000 Velocity S 0.6m 2.6 g/cm3 3.2 10 GPa 50 Young's Modulus -100 db/m 100 1000 100000 Tubewave Attenuation 2000 m/s 4000 40 GPa 130-30 db/m 30 Velocity S 1m Bulk Modulus 2000 m/s 4000 0 GPa 200 Bulk Compr 0 1/GPa 0.1 Veined gneiss 0.0 Quartz gneiss 880.0 Diatexitic gneiss 10.0 Pegmatite/ Pegmatitic granite 890.0 20.0 Diatexitic gneiss 900.0 Mafic gneiss Diatexitic gneiss 30.0 Veined gneiss 910.0 Veined gneiss 40.0 Diatexitic gneiss 920.0 Veined gneiss 50.0 930.0 Diatexitic gneiss 60.0 Pegmatite/ Pegmatitic granite Veined gneiss 940.0

135 Appendix 6.6 Diatexitic gneiss 70.0 Veined gneiss 950.0 Pegmatite/ Pegmatitic granite 80.0 Pegmatite/ Pegmatitic granite 960.0 90.0 Veined gneiss 970.0

136 Appendix 6.7 Acoustic Logging Suomen Malmi Oy P.O. Box 10 FI-00210 ESPOO +358 9 8524 010 www.smoy.fi Client: Posiva Oy Hole no: ONK-PH04 Ø: 76 Surveyed by:jm, AS, LJ Site: Olkiluoto X: 6791 956.541 Length: 91.6 Survey date: 01.11.2005 Project no: Y: 1525 994.708 Azimuth: 315 Reported by:jm Z: -77.356 Dip: -5.277 Report date: Nov 2005 Lith. Fr. freq. Depth Tunnel Velocity P 0.6 m Full Wave Sonic, 0.6 m Full Wave Sonic, 1 m 0 1/m 15 Core 1m:500m Chainage 4000 m/s 7000 Velocity S 0.6m 0 µs 2048 0 µs 2048 loss Ri 2000 m/s 4000 Veined gneiss 0.00 Quartz gneiss 880.0 Diatexitic gneiss 10.00 Pegmatite/ Pegmatitic granite 890.0 20.00 Diatexitic gneiss 900.0 Mafic gneiss Diatexitic gneiss 30.00 Veined gneiss 910.0 Veined gneiss 40.00 Diatexitic gneiss 920.0 Veined gneiss 50.00 930.0 Diatexitic gneiss 60.00 Pegmatite/ Pegmatitic granite Veined gneiss 940.0 Diatexitic gneiss 70.00 Veined gneiss 950.0 80 00

137 Appendix 6.7 Pegmatite/ Pegmatitic granite 80.00 Pegmatite/ Pegmatitic granite 960.0 90.00 Veined gneiss 970 0

Borehole Imaging 138 Appendix 6.8 Suomen Malmi Oy P.O. Box 10 FI-00210 ESPOO +358 9 8524 010 www.smoy.fi Client: Posiva Oy Hole no: ONK-PH04 Ø: 76 Surveyed by: JM, AS Site: Olkiluoto X: 6791 956.541 Length: 91.6 Survey date: 31.10.2005 Project no: Y: 1525 994.708 Azimuth: 315.0 Reported by: JM Z: -77.356 Dip: -5.277 Report date: Nov 2005 Depth 1m:2m 1.50 ONK-PH04 3-D Image 0 ONK-PH04 Image Section 0-41 m Oriented to North (0º), Depth Adjusted 0 90 180 270 0 1.60 1.70 1.80 1.90

139 2.00 2.10 2.20 2.30 2.40

140 Appendix 6.9

141 Appendix 6.9

142 Appendix 6.10 Rautaruukki RROM-2 Specifications Antenna dimensions -diameter 42 mm -length 1570 mm -electrode separation a=318 mm -diameter of the electrodes 40 mm Measuring cable minimum 4-conductor, length up to 1000 m, loop resistance for output voltage conductors max 40 Ohm Measuring current 10 ma/20 Hz Range 1-400 000 Ohm-m Output voltage +5 V -6 V Power feed 18 V, 3 Ah Power consumption 2.4 W Operation temperature -20 +50 C

Logging Sondes 143 Appendix 6.11 Normal Resistivity Sonde The Geovista digital Normal Resistivity Sonde can be used on its own or in combination with other Geovista sondes for efficient logging and correlation purposes. The SP can be recorded with the sonde either powered on or off, using the 16 electrode and a surface fish. Specifications: Weight Length Diameter 64 N & 16 N Resistivity Range SPR SP Range Current return Measure return Max. Pressure 8kg 2.27m 42mm 1 to 10,000 Ohmm 1 to 10,000 Ohm -2.5V to +2.5V Cable armour Bridle electrode 20MPa Max. Temperature 80ºC Focused Resistivity Sonde Provides resistivity logs with finer vertical resolution and a deeper depth of investigation. Performance is best in higher conductivity mud and higher resistivity formations. The probe can be used on its own or in combination with other Geovista sondes. Specifications: Weight 7.0 kg Length 2.37m Diameter Range Max. Pressure 38mm 1 to 10,000 Ohmm 20MPa Max. Temperature 80ºC Geovista reserve the right to change the products list and specifications without prior notice UNIT 6,CAE FFWT BUSINESS PARK,GLAN CONWY, LL28 5SP,UK WEB SITE: http://www.geovista.co.uk PHONE: +44 (0)1492 57 33 99 FAX: +44 (0)1492 58 11 77 E-MAIL: geovista@geovista.co.uk

144 Appendix 6.12 Introduction to RAMAC/GPR borehole radar MALÅ GeoScience 2000-03-3147

INTRODUCTION 145 Appendix 6.12 Borehole radar is based on the same principles as ground penetrating radar systems for surface use, which means that it consists of a radar transmitter and receiver built into separate probes. The probes are connected via an optical cable to a control unit used for time signal generation and data acquisition. The data storage and display unit is normally a Lap Top computer, which is either a stand-alone component or is built into the circuitry of the control unit. Borehole radar instruments can be used in different modes: reflection, crosshole, surface-to-borehole and directional mode. Today s available systems use centre frequencies from 20 to 250 MHz. Radar waves are affected by soil and rock conductivity. If the conductivity of the surrounding media is more than a certain figure reflection radar surveys are impossible. In high conductivity media the radar equation is not satisfied and no reflections will appear. In crosshole- and surface-to-borehole radar mode measurements can be carried out in much higher conductivity areas because no reflections are needed. Important information concerning the local geologic conditions are evaluated from the amplitude of the first arrival and the arrival time of the transmitted wave only, not a reflected component. Common borehole radar applications include: Geological investigations Engineering investigations Environmental investigations Hydropower dams investigations Fracture detection Cavity detection Karstified area investigation Salt layers investigations DIPOLE REFLECTION SURVEYS In reflection mode the radar transmitter and receiver probes are lowered in the same borehole with a fixed distance between them. See figure 1. In this mode an optical cable for triggering of the probes and data acquisition is necessary to avoid parasitic antenna effects of the cable. The most commonly

146 Appendix 6.12 used antennas are dipole antennas, which radiate and receive reflected signals from a 360-degree space (omnidiretionally). Borehole radar interpretation is similar to that of surface GPR data with the exception of the space interpretation. In surface GPR surveys all the reflections orginate from one half space while the borehole data receive reflections from a 360- degree radius. It is impossible to determine the azimuth to the reflector using data from only one borehole if dipole Figure 1 antennas are used. What can be determined is the distance to the reflector and in the case where the reflector is a plane, the angle between the plane and the borehole. As an example, let s imagine a fracture plane crossing a borehole and a point reflector next to the same borehole (figure 1, left). When the probes are above the fracture reflections from the upper part of the plane are imaged, in this case from the left side of the borehole. When the probes are below the plane, reflections from the bottom of the plane are imaged, in this case the right side of the borehole. The two sides of the plane are represented in the synthetic radargram in figure 1. They are seen as two legs corresponding to each side of the plane. When interpreting borehole radar data, it is important to remember that the radar image is a 360-degree representation in one plane. A point reflector shows up as a hyperbola, in the same way as a point reflector appears in surface GPR data.interpreting dipole radar data from a single borehole, the interpreter can not give the direction to the point reflector only the distance to source can be interpreted. In order to estimate the direction to the reflection, data from more than one borehole need to be interpreted. Figure 2: Dipole reflection measurement in granite. The antenna centre frequency used was 100 MHz. In granite, normally several tens of meters of range are achieved using this antenna frequency.

147 Appendix 6.13 Full Waveform Sonic Tool The ALT full waveform sonic tool has been specially designed for the water, mining and geotechnical industries. Its superior specification makes it ideal for a cement bond logs, for the measurement of permeability index, and as a specialist tool to carry out deep fracture identification. TECHNICAL SPECIFICATIONS OD: 50 or 68mm Length: variable depending on configuration Max pressure: 200 bars Max temperature: 70 C Variable spacing: all traces synchronously and simultaneously recorded Frequency of sonic wave: 15KHz Sonic wave sampling rate: configurable, 2 usec -> 50 µsec Sonic wave length: configurable, up to 1024 samples per receiver Dynamic range: 12 bits plus configurable 4 bits gain incl. AGC Data communication: compatible with ALT acquisition system Required wireline: single or multi- conductors Modular tool allowing a configuration of up to 2 transmitters and 8 receivers Advantages of the tool include : High energy of transmission to give a greater depth of penetration or longer spacings. Lower frequency of operation for greater penetration, especially for the CBL. Ability to record a long wave train for Tube wave train reflection wich allows for the measurement of fracture aperture and permeability index. The absolute value of the amplitude of the received wave form is measurable thus allowing for the calibration of the amplitude. Truly modular construction allowing variation of receiver/transmitter combinations. Higher logging speeds when used in conjunction with the ALT Logger acquisition system due to the superior rate of data communication possible.

148 Acquisition systems Appendix 6.14 ALTlogger 19 rack mountable ALTlogger minirack ABOX W L H W 48.3 cm (19 ) 50 cm (19,7 ) 13.2 cm (3U) 16-20kgs without packaging 37.6 cm (14.5 ) 35 cm (13.8 ) 13.2 cm (3U) 12-16kgs without packaging 26 cm 16 cm 9 cm 3kgs ALT s family of acquisition system is based on modern electronic design in which software control techniques have been used to the best advantage. The hardware incorporates the latest electronic components with embedded systems controlled via the specially developed ALTlogger Windows interface program. Main features high speed USB interface Self selecting AC power source from AC 100V to AC 240V Ruggedised system, heavy duty, fault tolerant Interfaces downhole probes from many manufacturer (not available on Abox system) Wireline and winch flexibility (runs on coax, mono, 4 or 7 conductor wireline) Compatible with most shaft encoder (runs on any 12V or 5V quadrature shaft encoder with any combination of wheel circumference/shaft pulse per revolution) Totally software controlled Very easy to use, with graphical user interface (dashboard), self diagnostic features, configurable through files and minimal technical knowledge needed from the user Runs on any notebook PC compatible Windows 2000 & windows XP. Real time data display and printing Supports Windows supported printers and Printrex thermal printers optional network enabled distributed architecture ALTlogger 19 rack and minirack The rack system has been designed to accommodate multivendor tool types. The modular and flexible design architecture of the system will allow virtually any logging tool to run on any winch supposed the required Tool Adapter and Depth Encoder Adapter is inserted into the ALTlogger Unit. Any new combination of logging tool and winch unit will just require selection of the proper ALTlog.ini File and the proper Tol-File. The Tool Adapter is the software and hardware suitable to interface a specific family of tools. It provides the interface between a tool specific power, data protocol and wireline conductor format and the system core. When a logging tool is selected for use, the system automatically addresses the type of adapter associated with the tool. The latest Digital Signal Processing (DSP) adapter adds even more flexibility to the system with expansion slots for future developments and upgrades, by implementing a 100% firmware based modem system. The specifications are not contractual and are subject to modification without notice.

149 Appendix 6.14 The acquisition system ALTLoggersoftware runs on Windows OS and exploits the true pre-emptive multitasking ability of the Windows NT Kernel Dashboard The heart of the graphical user interface is called the Dashboard and consists of multiple threads running concurrently and handling specific system tasks. The dashboard is also the operator s control panel. It is used to select and control all systems functions and to monitor data acquisistion. The dashboard contains seven sub windows: Depth (depth system) Tool (tool configuration & power) Communication (data flows and communication control) Acquisition (data sampling and replay controls) Browser and processors (data browser and processors controls) Status (self diagnostic system status indicators) tension (tension gauge system TOL file Information specific to a particular tool is contained in a unique tool configuration file which has the extension *.TOL. Information contained in the *.TOL file is used by different components of the system for initialising Dashboard components (tool power, data protocol, etc ), as well as setting parameters for client processes (browser & processors) handling data calibration, data processing, data display or printing. A copy of the TOL file is included in each data file acquired Browser and processors (real time data monitoring) A Browser is a Client Process. The Browser offer the operator of the logging system a number of different on-line display facilities to present log data on the screen in a user-friendly, easy controllable, attractive layout. Depending on the tool category, different Browser are used to display log data such as conventional curves, full waveform sonics, borehole images... Typical user screen with scrolling log display and data monitoring Bâtiment A, Route de Niederpallen, L-8506 Redange-sur-Attert. Grand-Duché de Luxembourg T:(352) 23 649 289 F:(352) 23 649 364 e-mail: sales@alt.lu www.alt.lu

150 Appendix 6.14 OBI 40 slimhole optical televiewer The tool generates a continuous oriented 360 image of the borehole wall using an optical imaging system. (downhole CCD camera which views a image of the borehole wall in a prism). The tool includes a orientation device consisting of a precision 3 axis magnetometer and 3 accelerometers thus allowing accurate borehole deviation data to be obtained during the same logging run (accurate and precise orientation of the image). Optical and acoustic televiewer data are complimentary tools especially when the purpose of the survey is structural analysis. A common data display option is the projection on a virtual core that can be rotated and viewed from any orientation. Actually, an optical televiewer image will complement and even replace coring survey and its associated problem of core recovery and orientation. The optical televiewer is fully downhole digital and can be run on any standard wireline (mono, four-conductor, sevenconductor). Resolution is user definable (up to 0.5mm vertical resolution and 720 pixels azimuthal resolution) Bâtiment A, Route de Niederpallen, L-8506 Redange-sur-Attert. Grand-Duché de Luxembourg T:(352) 23 649 289 F:(352) 23 649 364 e-mail: sales@alt.lu www.alt.lu