CONTENTS. Report No TA for EXTENSION of Muuga Port CF PROJECT 2002 / EE / 16 / P / PA / 009

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1 CONTENT 1. GENERAL Customer Location Purpose of investigation cope of work Field work Laboratory program Used materials and data evaluation tructure of the report INVETIGATION METHOD Field methods Drilling and soil sampling Dynamic penetration test (DPT) Laboratory methods MAIN GEOLOGICAL FEATURE Bedrock Glacial sediments Limnoglacial and marine clayey sediments Marine and filled sandy sediments GEOTECHNICAL CONDITION EATERN PART COVERED BY REPORT No Geotechnical layers and physical properties Evaluation of geotechnical parameters Undrained shear strength Effective shear strength parameters Compressibility GEOTECHNICAL CONDITION NEXT TO QUAY No16 COVERED BY REPORT No Geotechnical layers and physical properties Evaluation of geotechnical parameters Undrained shear strength Effective shear strength parameters Compressibility GEOTECHNICAL CONDITION AREA COVERED BY REPORT No and No Geotechnical layers and physical properties Evaluation of geotechnical parameters Undrained shear strength Effective shear strength parameters Compressibility Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 2

2 ATTACHMENT Tables Table 9 Table 10 Catalogue of investigation points ummary of data analyses field tests and lab tests (from report No ) Drawings Figure 1 Location map of investigation points, scale 1:4000 Figure Geological sections, scale 1:2000/1:200 Figure 3.1 Borehole Figure Dynamic Penetration Tests Figure 5 Location map of investigation points, scale 1:4000 Figure 6.1 Geological section, scale 1:2000/1:200 Figure 7.1 Borehole Figure Dynamic Penetration Tests Figure 9 Location map of investigation points, scale 1:4000 Figure Geological sections, scale 1:2000/1:200 Laboratory results Appendix 1 Test record 03-IP 06 / from TA for EXTENION of MUUGA PORT CF PROJECT 2002 / E / 16 / P / PA / 009 Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 3

3 1. GENERAL 1.1 Customer The report is prepared for the MUUGA PORT CONORTIUM ILAG / HPC / EP / Tallmac. 1.2 Location Investigations made during past periods where not covering the planned area evenly with geological and geotechnical data boreholes and penetration tests (see Figure 1). There where two areas where existing data was not sufficient for quay line design: - first between the Metal Terminal and the Coal Terminal (distance between the available investigation points was about 200 m in average); - second next to the existing old small breakwater and existing quay line No16 (no existing data at that location). The additionally investigated locations were chosen to cover with geological data the planned quay lines between the following coordinates: Line begins Line ends x-coordinate, m y-coordinate, m x-coordinate, m y-coordinate, m ection ection ection ection The locations of planned quay lines together with locations of executed boreholes and penetration tests are shown on Figures 1, 5 and Purpose of investigation The purpose of the additional investigation was to clarify geological structure and geotechnical conditions in the locations shown by customer. Based on the laboratory and field data the geological sections are prepared along the quay lines. Based on the laboratory data the characteristic values of different layers presented in the reports of previous periods were checked for design purpose (see p 1.5). Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 4

4 1.4 cope of work Field work Field work was carried out in May Totally 2 boreholes (BH) and 12 Dynamic Penetration Tests (DPT) were made. From the boreholes 133 water content samples and 50 disturbed samples were taken and sent to the geotechnical laboratory. Due to very soft and sensitive layers in geological section undisturbed sampling was not successful. It must be added that undisturbed samples from Muuga area are without exceptions obtained from on-shore drillings only despite of careful attempts during many field investigation campaigns. Maximal investigation depth was m from the average water level (0.00 m). The sea level in May 2006 was at elevation m. The investigation point depths are adjusted to the 0.0 sea level. Field work was performed by Merkolux OÜ under guidance of Peeter Talviste from IPT Projektijuhtimine OÜ from the drilling platform of Forte Ehitus A. The investigation methods are described in detail in the next chapter Laboratory program Geotechnical tests were performed in the Geotechnical laboratory of Estonian Environmental Research Centre. The testing extent is described below: Amount of tests Grain size distribution 23 Plasticity limits 20 Water content 133 Content of organic matter 1 Total number of tests made together with Report No is: Amount of tests Grain size distribution 51 Plasticity limits 49 Water content 232 Content of organic matter 1 Unit weight 15 Oedometer test 6 Triaxial test 9 Oneaxial test 6 Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 5

5 1.5 Used materials and data evaluation Results of geotechnical investigations made in the adjacent areas were used for adjusting the geological layers. 1. IPT Projektijuhtimine OÜ. Report No Metal Terminal in Muuga Harbour. ummary soil data. Tallinn, IPT Projektijuhtimine OÜ. Töö nr Muuga sadama metalliterminaal. Täiendavate pinnaseuuringute aruanne. Tallinn, IPT Projektijuhtimine OÜ. Report No ummary soil data at Muuga Coal Terminal. Geotechnical report. Tallinn, IPT Projektijuhtimine OÜ. Report No Eastern Territory of Muuga Harbour. Geotechnical Investigations. Tallinn, GIB A. Report No 992. Muuga Harbour. Quay No16. Geotechnical Investigations. Tallinn, UNICONE Ltd. Report of Geotechnical Investigations. Muuga Harbour, Quay walls No 14 and 15. Riga, The laboratory testing results and field tests results obtained within this investigation were taken into account to evaluate the characteristic values of soil properties. The following printed papers are used by data evaluation: 7. Excerpt from "wedish National Report", International ymposim of Cone pentration Testing, CPT'95 vol 1, Available from the website (pages 10-11). 8. Barnekow, U., Talviste, P. patial distribution of shear strenth parameters in Cambrian clay. XII Eesti Geotehnika konverents, Articles, Kirsimäe, K. (1999). Clay mineral diagenesis of the Lower Cambrian Blue Clay in the northern part of the Baltic Paleobasin. Dissertationes Geologicae Universitatis Tartuensis 9, Tartu University Press, Tartu, 113 pp. 10. Donald P. Coduto. Geotechnical Engineering. Principles and Practices. Prentice- Hall Inc., New Jersey 1999 (pages 72-75; 153). 11. P.Talviste (2002). Undrained shear strength of clayey soils and critical state soil mechanics. XII Eesti Geotehnika Konverents. Artiklid (p.23-27). Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 6

6 Categories of loading and dredging works are given according to the document Vremennõi preiskurant na dnouglublitelnõje rabotõ, Minstroi 1973, Table 4.1. Categories are presented in the attachment of report in Table 2. Report was compiled by Helve Luht and Peeter Talviste. 1.6 tructure of the report The area covered by CF PROJECT 2002 / EE / 16 / PA / P / 009 is huge and the geological structure changes a lot inside the project borders. Also the geotechnical properties of soil stratums with same geological age and history change due to natural facial variations. That can be followed from the reports [1 6] above. As present investigations are only complementing already existing data we followed by construction of the geological sections layers presented in the corresponding soil investigation reports nearby. Therefore all 3 different areas have different layers, layer numbering and corresponding tables of characteristic values. That is reasonable in order to compare and use efficiently the previous reports. Areas are separately discussed in the present report as well. Areas are as follows: 1. Area next to Coal Terminal covered earlier by report No [4]. Main area of present investigations 2. Area next to quay 16, nearby report No 992 [5, 6]. econd area of present investigations. 3. Area between the two abovementioned areas covered earlier with detailed investigations, reports No and [1, 2]. Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 7

7 2. INVETIGATION METHOD 2.1 Field methods Drilling and soil sampling Drilling was performed with a vibratory drilling rig, which pushes a 127 mm diameter steel probe into the soil with a vibrator hammer (drill-rig AVB). Disturbed soil samples were collected from a slot on the side of the steel probe. An attempt of undisturbed sampling with special core sampler with a diameter 112 mm pushed into the soil without vibration was made with no success. Water content samples were taken into the special metal containers sealed with rubber ring. tiff soils were penetrated with core drilling, diameter 110 mm (drill-rig URB). 2 boreholes were made on off-shore. Drilling depth was 25.6 m and m from average sea level in Baltic ea Dynamic penetration test (DPT) uper-heavy dynamic probing equipment HfA was used. Dynamic probing has been performed according to requirements of wedish standard EVN ; The technical data of the equipment is following: hammer mass 63,5 kg; height of fall 50 cm; rod lenght 1 m; maximum mass of rod 6 kg / m; apex angle 90 º; base area of cone 16 cm 2 ; mantle lenght of cone 90 mm. The number of blows was recorded every 0,2 m (N 20 ). To eliminate the skin friction, the driving rods have been rotated. The actual energy transmitted to point was obtained and results were interpreted in way of determining the effective blow count for 0,20 m (N' 20 ) and in accordance to the effective blow count the dynamic point resistance P d [MPa]. The effective blow count N' 20 has consideration for hammer efficiency and length of driving rod, in other words, it takes into account the inertia of the driving rods and hammer after impact on the anvil. Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 8

8 The formula used to obtain the effective blow count was N' 20 = N 20 * a, where N' 20 - recorded blow count per 0,20 m; a - K d / K 0, where K 0 - energy loss at the depth 0 to 1,50 m; K d - energy loss at the recording depth. The energy loss was calculated using formulas of Russian standard GOT (1987) "Gruntõ. Method polevogo ispõtanija dinamitseskim zondirovanijem"(oils. Field dynamic penetration test). M h M r K 0, d = M h + e 2 *M r / M h + M r, where - hammer mass, kg; - total mass of anvil and driving rods, kg; e - coefficient taking into acount the elasticity of the driving rods and hammer after impact on rhe anvil, e is equal to 0,56. The value of dynamic resistance P d takes into account the driving work done in penetrating the ground: P d = K d * Π 0 * Φ * N 20 / h, where Φ in Π 0 - correction factor to take into account the friction on the driving rods. The factor is equal to 1,0, whereas the friction has been reduced significantly this manner, that driving rods had been rotated during the tests. - factor describing used equipment configurations and was calculated H - height of fall, cm; A - base area of cone, cm 2. Π 0 = M h * H / A, where To correspond the resistance N' 20 to the mechanical properties of the soil, the established relation between dynamic probing and standard penetration test (PT) has been used. The effective blow count of dynamic probing type HfA is equal to the blow count for 0,30 metre penetration (N 30 ) for PT performed in accordance to the European standard [Excerpt from "wedish National Report", International ymposim of Cone pentration Testing, CPT'95 vol 1. Available from the website (pages 10-11)]. 12 DPT tests were made in offshore from special raft. Depth of tests is m from average sea level in Baltic ea. Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 9

9 2.2 Laboratory methods Testing of soil physical-mechanical properties was carried out in the Geotechnical Laboratory of Estonian Environmental Research Center. Following methods are used for testing: Particle size distribution: ETC5-C4.97; Water content: ETC5-C1.97; GOT ; Atterberg limits: ETC5-97; Unit weight: ETC5-97; Oedometer test: ETC5-D1.97; Consolidation test: ETC5-D1.97; Triaxial test (CU): , 2 Oneaxial test ETC5-E2.97. oil is classified and identified by Estonian standard EV :2003 using the classification system based of particle size and plasticity characteristics. Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 10

10 3. MAIN GEOLOGICAL FEATURE 3.1 Bedrock Cambrian clay is a very old sedimentary rock formed according to mineralogical data in depth about m [8]. Deposits are traditionally correlated to Early Cambrian Tommotian and Atabanian age, dated at million years ago. Thickness of formation is about m in North Estonia. When exposed to the waterbed moisture content of Cambrian Clay will increase due to suction. Therefore the upper part of massive is usually softer compared to the whole massive. That layer is usually separated as Weathered Cambrian Clay. According to the stress history and stresses at present moment the Cambrian Clay is heavily over-consolidated. Due to release of stresses a brittle structure of micro-cracks is formed in massive. That makes the sampling of Cambrian Clay extremely difficult. Laboratory tests are given probably reduced strength values for the formation. Cambrian Clay serves as firm bearing stratum in the northern coast of Estonia, therefore the characteristic properties of formation are well investigated. It was found that the PTs N 30 value is well characterizing the undrained strength value of Cambrian Clay [7, 8, 10]. Pile loading test in Muuga Harbour are indicating that even bigger undrained strength values may be considered in pile bearing capacity calculations than the correlations are allowing. If the higher c U values are used piles are to be installed into the Cambrian clay at least m. Piling experience in Muuga Harbour area shows that in the Cambrian clay cemented silty interim layers occur. trength of these layers is about twice as the clay. Thickness of these layers is up the 2 3 m. These layers can not be penetrated with traditional hammering. If the vertical bearing capacity is considered piles can be left shorter of meeting these hard layers. If horizontal bearing capacity or other considerations are prevailing decisions must be made during the construction. If penetration of these layers is required pre-boring is necessary in order to install piles. 3.2 Glacial sediments Characteristic properties are evaluated using same approach as with Cambrian Clay. Layer is important because of possible boulders and rock content. If during the piling a rock or boulder is met a individual solution is to be worked out for that limited area or section. Frequency of boulders at Metal Terminal area is rather small because of big depth of layer. Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 11

11 3.3 Limnoglacial and marine clayey sediments oft clayey soils are Holocene (upper more soft part of the geological section) and Pleistocene sediments (lower slightly overconsolidated part of the geological section). Due to geological history an overloading of Holocene sediments can not be considered. Overconsolidation due to secondary consolidation can be only marginal because of low secondary compressibility. Odometer tests (Report [2]) are confirming fact that layers are normally consolidated or slightly overconsolidated. In design the layers are considered as normally consolidated to be on safe side with predictions. Overconsolidation of Baltic Ice Lake sediments is possible because of ice fluctuations in late Pleistocene and possible erosion of sediments or just temporary ice cover on sediments. Odometer test results (Report [2]) as well as CPT tests are allowing to consider lower part of soft sediments as slightly overconsolidated with OCR~1, Marine and filled sandy sediments Characteristic values of sandy layers are given based on the q c value. Local correlation tables of EPN-ENV 7.3 were used for evaluation. Properties of sandy layers are strongly determined by the genesis of layers. Marine sand is well compacted (medium or high relative density). Filled sand is purely compacted (low relative density). Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 12

12 4. GEOTECHNICAL CONDITION EATERN PART COVERED BY REPORT No Geological structure along the quay lines is described with 3 geological sections (Figures ) what are constructed based on the data obtained during the present soil investigations. Location of sections and investigation points is presented on the Figure 1. With additional lab tests and field tests the reliability of the soil properties proposed in the report No is verified. 4.1 Geotechnical layers and physical properties The following geotechnical layers are differentiated in the investigated area. The borders between layers are determined mainly by field penetration tests. Layer 1 Fill Fill consists of grey or yellowish brown silty of fine sand. Layer is loose to medium dense. Layer was encountered in the coastal and close to the coast area. Layer thickness is from 0 m up to 5.2 m. Layer 2 Clay and silt with mud Layer is dark coloured, consists of silt and clay with some mud content. Layer is discontinuous, the thickness is mainly m. In the borehole 2 the thickness was about 1.5 m. Layer 3 and Layer consists of medium dense marine sandy sediments. According to the particle size distribution soil is sandy silt or silty fine sand. Layer thickness is up to 2.4 m, along the quay lines less than 1.5 m. Effective blow count N 20 = 10.9 Layer 4 ilt, clayey silt Layer forms the upper part of marine soft sediments complex. Grain size of soils varies from silty or clayey fine sand to clayey silt with low or intermediate plasticity. Layer is unconsolidated (due to small overlaying thickness) and very soft. Layer is missing or the thickness is small (1.2 m) in the coast area. Thickness increases to the north and northwest direction up to 8.9 m. Thickness of layer 4 along the quay lines is m. Natural water content w n = 34.9 % w L = 33.4 % Plasticity limit w P = 25.3 % Plasticity index I P = 8.1 Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 13

13 Effective blow count N 20 = 0, DPT equipment penetrated into the layer under own weight. Layer 5 ilt, clayey silt Layer consists of soil with similar grain size and plasticity as overburden. Layer is slightly over-consolidated and has some higher strength than layer 4. Layer thickness is about m in the central part of investigated area. Thickness increases to the north and north-west direction and thins out in the coast. Thickness along the quay lines is m. Natural water content w n = 28.5 % w L = 29.4 % Plasticity limit w P = 22.7 % Plasticity index I P = 5.7 Effective blow count N 20 ~2 3 Layer 6 andy silt, fine sand Layer occurs below the soft marine sediments. It is easy detectable layer in soil profile with its higher strength. Thickness of layer varies from 1 to 3 m (mainly about m). Natural water content w n = 23.8 % w L = 24.6 % Plasticity limit w P = 17.9 % Plasticity index I P = 6.7 Effective blow count N 20 = 7 Layer 7 Clay and silty clay Layer has limnoglacial genesis and consists of greyish brown silty clay or clay. Thickness is up to 5 m. Natural water content w n = 41.4 % w L = 57.8 % Plasticity limit w P = 24.5 % Plasticity index I P = 33.3 Effective blow count N 20 = 4 Layer 8 ilty clayey till Till consists mainly of Cambrian clay material but includes sandstone pieces and granite gravel up to 5 10%. Also big granite boulders of average diameter about 0,4 0,6 m (bigger boulders are met occasionally see borehole log BH2) are met in the till in Muuga Harbour territory. Natural water content w n = 17.8 % w L = 29.3 % Plasticity limit w P = 17.0 % Plasticity index I P = 12.3 Effective blow count N 20 =18 Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 14

14 Layer 9 Weathered Cambrian clay Layer 10 Cambrian clay Bedrock (Cambrian clay) was encountered along the quay lines at elevation m. The lying depth of the Cambrian clay increases to the north and north-west direction. In the Cambrian clay there may occur hardly cemented silty interim layers. trength of these layers is about twice as the clay. Thickness of these layers can be up to the 2 3 m. Layer 9 Layer 10 Natural water content w n 17.0 % 24.6 % w L 37.4 % 65.8 % Plasticity limit w P 18.1 % 28.4 % Plasticity index I P Effective blow count N Detailed descriptions of investigation points are given in Figures 3.1 and Investigation point locations are shown in Figure 1. Comparison of soil physical-mechanical index properties determined for soil stratum in different reports is presented in the table below: Table 1. Comparison of field and laboratory test data from different reports. Layer 1 Fill, sandy Layer 2 Clay and silt with mud Layer 3 and Layer 4 ilt, clayey silt Off-shore Off-shore On-shore and off-shore w n, % 25,7 w L, % w P, % q c, MPa N w n, % 38.4 w L, % 35.7 w P, % 26.1 q c, MPa 10 N w n, % 21.8 w L, % w P, % q c, MPa 7.5 N w n, % w L, % w P, % q c, MPa < N Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 15

15 Layer 5 ilt, clayey silt Layer 6 andy silt, fine sand Layer 7 Clay and silty clay Layer 8 ilty clayey till Layer 9 Cambrian clay Layer 10 Cambrian clay Off-shore Off-shore On-shore and off-shore w n, % w L, % w P, % q c, MPa N w n, % w L, % w P, % q c, MPa N w n, % w L, % w P, % q c, MPa N w n, % w L, % w P, % q c, MPa N w n, % w L, % w P, % q c, MPa N w n, % w L, % * w P, % N * w L according to Vassiljev cone (Russian standard) 4.3 Evaluation of geotechnical parameters Undrained shear strength Undrained shear strength parameters for layers 4, 5 and 7 were determined directly in situ with vane test (Figure No6 in the report No ). For layers 8, 9 and 10 undrained shear strength was determined by oneaxial tests in laboratory. Undrained strength of normally or slightly overconsolidated soils is a function of depth. Therefore the range of undrained shear strength is given in Table 2. Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 16

16 4.3.2 Effective shear strength parameters Consolidated undrained triaxial tests were performed in laboratory from undisturbed samples obtained from layers 4, 5 and 6 (Appendixes No 6 and 7 in the report No ). Effective strength parameters obtained from triaxial tests showed extraordinary high values for φ and c. Laboratory results are not consistent with the triaxial test results made earlier in the adjacent areas. Comparing the water content of samples taken from massif and specimens before test it is clear, that samples have been consolidated during sampling and transportation. It happened due to small amount of clay and very low consolidation degree in-situ soil is highly sensitive to the vibrations (that is also a reason why undisturbed samples from off-shore is almost impossible to take). Finally the effective parameters were evaluated taking into consideration the natural water content and Atterberg limits, cone resistance (q c ) by penetration tests and revised laboratory results. Also lab tests from earlier investigation reports were considered. Effective parameters for layers 1, 2, 3 and 6 are given according to the cone resistance (q c ) measured in 2004 and reported in the report No Table B.1 EPN-7.3 Teatmelisa B.1. was used for parameter estimation. Characteristic values of soil strength are given in Table Compressibility Compressibility parameters: compression index (C c ), coefficient of consolidation (C v ) for layers 3 6 are obtained from oedometer tests. As the samples had been consolidated during sampling and transportation the parameters obtained from laboratory tests were adjusted using correlations. Water content and liquid limit were used as input parameters. Compressibilty parameters for layers 1, 2, 3, 7, 8, 9 and10 were determined based on q c using Table B.1 EPN-7.3 Teatmelisa B.1.and data of report [1]. Characteristic values of geotechnical parameters are given in Table 2. Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 17

17 Table 2. Characteristic values, area next to Coal Terminal Layer No Layer name Classification properties Fill:sand and silt Clay and silt with mud Water content W n wt% 38,4 33,2 28,4 27,3 41,4 22,2 22,3 15,0 W L R and, silty sand ilt Clayey silt andy silt Clay ilty clayey till Weathered Cambrian clay wt% 35,7 32,1 27,4 26,6 57,8 38,0 44,6 61,8 Plastic limit W P wt% 26,1 24,4 21,1 18,8 24,5 18,9 22,2 27,8 Plasticity index I P wt% 9,6 7,6 6,3 7,8 23,3 19,1 22,4 34,0 Void ratio e n 0,79 0,66 0,72 1,13 Unit weight γ n kn/m ,0 20,5 19,6 20,3 19,8 17,8 20,7 20,7 22,2 In situ testing parameters Effective blow count N' 20 blows/ ~ Cone tip resistance q c MPa 4,4 7,5 0,5 0,9 4,5 0,7 2,1 11,6 In situ stress state Overconsolidation ratio OCR ,5 1,5 2,0 4,0 5,0 5,0 trength parameters Effective friction angle φ ' deg Effective cohesion intercept c' kpa Undrained shear strenght c uf kpa Compressibility Modulus of compressibility E 0 MPa Compression index C C 0,28 0,17 0,143 0,35 Unload-reload index C ur 0,023 0,014 0,013 0,028 Coefficient of secondary compression Cα 0,011 0,009 0,009 0,014 Coefficient of consolidation c V m 2 /year ,5 Categories of dredging* III II III III II II Categories of loading* Cambrian clay Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 18

18 5. GEOTECHNICAL CONDITION NEXT TO QUAY No16 COVERED BY REPORT No 992 Geological structure along the quay line is described with 1 geological section (Figure 6.1) what is constructed based on the data obtained during the present soil investigations. Location of sections and investigation points is presented on the Figure 5. Additional lab tests and field tests are made in order to determine the soil layers in geological section based on the soil structure proposed in the report No 992 of GIB [5]. 5.1 Geotechnical layers and physical properties The following geotechnical layers are differentiated in the investigated area. The borders between layers are determined mainly by field penetration tests. Layer 1 Fill Fill is separated as old breakwater mainly consists of limestone lumps with sand fill inside voids. Old backfill not penetrated with borehole nor penetration tests. Layer 2 Mud Layer is dark coloured, consists of silt and clay with some mud content. Layer is discontinuous, the thickness is mainly m. In the borehole 2 the thickness was about 1.5 m. Layer 4 and Layer consists of medium dense marine sandy sediments. According to the particle size distribution soil is fine sand or silty (smw. silty or smw. clayey) fine sand. Layer thickness is up to 7.6 m, along the quay line m. Layer thickness varies much because of earlier dredging at location of DP2 and present accumulation of sand at location of BH1. Effective blow count N 20 = 4.6 Layer 5 ilt, sandy or clayey silt Layer forms the upper part of marine soft sediments complex. Grain size of soils varies from silty or clayey fine sand to clayey silt with low or intermediate plasticity. Layer is normally consolidated or slightly overconsolidated (dredging area) and very soft. Thickness of the layer is m. Natural water content w n = 33.9 % w L = 35.1 % Plasticity limit w P = 27.3 % Plasticity index I P = 7.8 Effective blow count N 20 = 1.1. Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 19

19 Layer 6 Clay, sandy or silty clay silt Layer has dark brown or dark grey colour and layered structure with more clayey and sandy layers reminding varves. Plasticity chart shows mainly intermediate plasticity. Layer is slightly overconsolidated (OCR < 1.1) due to geological history and/or dredging at some areas. Layer thickness is about m. Thickness increases to the north and northern direction. Natural water content w n = 39.2 % w L = 38.3 % Plasticity limit w P = 19.1 % Plasticity index I P = 19.2 Effective blow count N 20 ~2 3 Layer 7 andy silt, fine sand Layer occurs below the soft marine sediments. Thickness of layer varies from 1.4 to 3.7 m. Layer is observed as a layer with slightly higher dynamic resistance and clearly lower water content. Natural water content w n = 29.4 % Effective blow count N 20 = 6 Layer 8 Clay and silty clay Layer has limnoglacial genesis and consists of greyish brown silty clay or clay. Thickness is up to m. Natural water content w n = 38.7 % w L = 51.9 % Plasticity limit w P = 17.2 % Plasticity index I P = 34.7 Effective blow count N 20 = 6 Layer 9 ilty clay (moraine) Moraine consists mainly of silty clay including sandstone pieces and granite gravel up to 5%. Layer differs form the moraine met elsewhere at Muuga bay (presented as layer 11 in the section 4-4 ) as consisting more clay and less gravel and having more soft consistency. Thickness of the layer varies from 1.2 m up to 4.4 m. Natural water content w n = 25.8 % w L = 27.8 % Plasticity limit w P = 16.2 % Plasticity index I P = 11.7 Effective blow count N 20 =18 Layer 10 and Layer is separated based on the drill-log. and is silty including some gravel and interim layers of coarse sand. and is medium dense to dense. Report No 992 [5] declares that layer is found also in 1997 during the investigations made by MINARON (Report No 3G ) and considered as an interim sand lens inside the moraine. Mentioned Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 20

20 report was not available now. Thickness of the layer is up to 2.1 m. Effective blow count N 20 =58 Layer 11 ilty sand (moraine) Moraine consists mainly of Cambrian clay material but includes sandstone pieces and granite gravel up to 5 10%. Layer was (according to drilling log) very hard and was not penetrated by drilling (BH1) and penetration test (DP2) due to technical issues. It is possible that big granite boulders of average diameter about 0,4 0,6 m (bigger boulders are met occasionally see borehole log BH2) are met in the till in Muuga Harbour territory. Thickness of the layer is up to 4.6 m. Natural water content w n = 13.3 % w L = 18.8 % Plasticity limit w P = 13.9 % Plasticity index I P = 4.9 Effective blow count N 20 =34 Layer 12 Weathered Cambrian clay Bedrock (Cambrian clay) was encountered at DP1 location only at elevation m. At location of BH1 elevation of Cambrian clay surface is lower than m and at location of DP2 lower than m. In the Cambrian clay there may occur hardly cemented silty interim layers. trength of these layers is about twice as the clay. Effective blow count N 20 =70 Detailed descriptions of investigation points are given in Figures 7.1and Investigation point locations are shown in Figure 9. Comparison of soil physical-mechanical index properties determined for soil stratum in different reports is presented in the table below: Table 3. Comparison of field and laboratory test data from different reports. Layer 1 Fill, limestone lumps with w n, % w L, % w P, % q c, MPa section sections 1-1, 2-2 and 3-3 sand N 20 Layer 2 w n, % Not sampled 38.4 Mud w L, % 35.7 w P, % 26.1 Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac Off-shore Off-shore On-shore Not drilled Does not exists Does not exists or exists nearby Not sampled

21 Layer 4 and, silty or clayey Layer 5 ilt, sandy or clayey silt Layer 6 Clay, sandy or silty clay Layer 7 andy silt, fine sand Layer 8 Clay and silty clay Layer 9 ilty clay (moraine) Layer 10 and Layer 11 ilty sand (moraine) Layer 12 Cambrian clay section sections 1-1, 2-2 and 3-3 Off-shore Off-shore On-shore Layer 3 on the sections w n, % w L, % w P, % q c, MPa 7.5 N w n, % Layer w L, % on the 31.0* w P, % sections 24.9 q c, MPa < N Cu, kpa w n, % Layer w L, % on the 31.7* w P, % sections 24.0 q c, MPa N Cu, kpa w n, % w L, % 24.6 w P, % 17.9 q c, MPa 4.5 N w n, % w L, % w P, % q c, MPa 0.7 Layer 6 on the sections Layer 7 on the sections w n =34.5 w L =27.9 w P =19.3 q c =1.5 N 20 =8 Cu= Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac Layer 3 on the sections Layer 4 on the sections Layer 5 on the sections Layers 7 and 8 are not separated in the report and presented as one layer 6 N w n, % Layer Layer 8 w L, % on the 37.4* on the w P, % sections 22.3 sections q c, MPa N N Does not exists Does not exists, mentioned that exists close by w n, % 13.3 w L, % 18.8 w P, % 13.9 q c, MPa Does not exists N w n, % Layers w L, % and 46.7* w P, % on 27.9 N the sections Does not exists Layers 9 and 10 on the sections

22 5.3 Evaluation of geotechnical parameters Undrained shear strength Undrained shear strength parameters for layers 5, 6, 7 and 8 were determined directly in situ with vane test (Figures No , report No992). For layers 9, 11 and 12 undrained shear strength was determined by oneaxial tests in laboratory [6]. Undrained strength of normally or slightly overconsolidated soils is a function of depth. Therefore the range of undrained shear strength is given in Table Effective shear strength parameters Consolidated undrained triaxial tests were performed in laboratory from undisturbed samples obtained from layers 5 9 and 12 [6]. Effective strength parameters obtained from triaxial tests showed extraordinary high values for φ and c. Laboratory results are not consistent with the triaxial test results made earlier in the adjacent areas. Comparing the water content of samples taken from massif and specimens before test it is clear, that samples have been consolidated during sampling and transportation. It happened due to small amount of clay and very low consolidation degree in-situ soil is highly sensitive to the vibrations (that is also a reason why undisturbed samples from off-shore is almost impossible to take). Finally the effective parameters were evaluated taking into consideration the natural water content and Atterberg limits, cone resistance (q c ) by penetration tests and revised laboratory results. Also lab tests from earlier investigation reports were considered. Effective parameters for layers 2 and 4 are given according to the cone resistance (q c ) measured in 2004 and reported in the report No Table B.1 EPN- 7.3 Teatmelisa B.1. was used for parameter estimation. Characteristic values of soil strength are given in Table Compressibility Compressibility parameters: compression index (C c ), coefficient of consolidation (C v ) for layers 5 8 are obtained from oedometer tests [6]. As the samples had been consolidated during sampling and transportation the parameters obtained from laboratory tests were adjusted using correlations. Water content and liquid limit were used as input parameters. Compressibilty parameters for layers 2, 4, 9, 10, 11 and12 were determined based on q c using Table B.1 EPN-7.3 Teatmelisa B.1.and data of reports [5, 6]. Characteristic values of geotechnical parameters are given in Table 4. Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 23

23 Table 4. Characteristic values, area next to Quay No16 Layer No Layer name Classification properties Fill:limestone lumps, sand Mud and, silty or clayey sand Water content W n wt% 33,9 39,2 29,4 38,7 25,8 13,3 19,0 W L R ilt, sandy or clayey silt Clay, sandy or silty clay andy silt, fine sand Clay and silty clay ilty clayey, moraine and ilty sand (moraine) wt% 35,1 38,3 51,9 27,9 18,8 59,2 Plastic limit W P wt% 27,3 19,1 17,2 16,2 13,9 27,9 Plasticity index I P wt% ,2 11,7 4,9 21,3 Void ratio e n 0,91 1,06 0,79 1,05 0,69 0,45 0,36 0,52 Unit weight γ n kn/m ,0 20,5 18,5 17,9 19,1 18,0 19,6 21,0 21,9 21,0 In situ testing parameters Effective blow count N' 20 blows/ Cone tip resistance q c MPa 3 0,5 0,8 1,5 2,5 In situ stress state Overconsolidation ratio OCR 1 1 1,1 1,3 1,3 1,5 2,0 5,0 5,0 trength parameters Effective friction angle φ ' deg Effective cohesion intercept c' kpa Undrained shear strenght c uf kpa Compressibility Modulus of compressibility E 0 MPa Compression index C C 0,29 0,33 0,16 0,35 Unload-reload index C ur 0,024 0,032 0,014 0,028 Coefficient of secondary compression Cα 0,011 0,014 0,009 0,014 Coefficient of consolidation c V m 2 /year ,5 Categories of dredging* III II III III II II Categories of loading* Cambrian clay Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 24

24 6. GEOTECHNICAL CONDITION AREA COVERED BY REPORT No and No Geological structure along the quay lines is described with 3 geological section (Figures ) what are constructed based on the data obtained during the soil investigations in 1994, 2002 and 2003 summarized in the report [1]. Location of sections and investigation points is presented on the Figure 9. Total number of soil investigation points and laboratory tests made at the area is summarized in report [1] and presented on the Tables 5, 6 and 7 below. Number of tests / sampling points per soil investigation report 242(GIB) 1163(GIB) (IPT) Total WT CPT(U) DP FVT VP 4 4 ampling point Table 5. Type and number of investigation points. Categories of sampling methods Number of the obtained samples per soil investigation report 242(GIB) 1163(GIB) (IPT) Total A B Table 6. oil sampling methods and number of obtained samples. Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 25

25 oil investigations 242(GIB) 1163 (GIB) (IPT) Total Number of testsper soil investigation report Classification tests Particle size distribution Water content Atterberg limits Bulk density Compressibility testing Oedometer test with preloading cycle Consolidation test trength testing Unconsolidaded-undrained compression Consolidated triaxial compression test Table 7. Number of lab tests 6.1 Geotechnical layers and physical properties The following geotechnical layers are differentiated in the investigated area. The borders between layers are determined mainly by field penetration tests. Layer 1 Mud Layer is dark coloured, consists of silt and clay with some mud content. Layer is discontinuous with thickness less then 0.3 m. Layer 2 Fill: fine sand Layer is encountered on-shore and at the most south-western part of the quay line. Age of the fill is about 5 years at on-shore and about years off-shore. Fill is medium dense. Thickness of the layer is less then 2 m. Cone resistance q c = 3.3 MPa Effective blow count N 20 = 6 Layer 3 ilty sand Layer consists of medium dense marine sandy sediments. According to the particle size distribution soil is fine sand or silty sand. Layer thickness is m. Layer thickness varies much because of sediments accumulation at the south-western part of the Muuga bay next to the old breakwater. Cone resistance q c = 10 MPa Effective blow count N 20 = 13 Layer 4 ilt Layer is encountered at the most south-eastern part of sections 6-6 and 7-7 between the sand and marine clayey sediments. Layers has greenish-grey colour and consist of Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 26

26 organic matter. Probably the layer formed and the properties are related with the old river embouchure (Kroodi oja). mell of methane was observed in course if drilling in Thickness of the layer is m. Natural water content w n = 33.3 % Cone resistance q c = 1.35 MPa Effective blow count N 20 = 4. Layer 5 andy clayey silt Layer has dark grey colour and layered structure with more clayey and sandy layers reminding varves. ome interim layers are consisting organic matter. mell of methane was observed in course if drilling in Plasticity chart shows mainly low plasticity. Layer is normally consolidated (OCR = 1) due to geological history. Layer thickness is about m. Natural water content w n = 34.0 % w L = 33.8 % Plasticity limit w P = 25.4 % Plasticity index I P = 8.4 Cone resistance q c = 0.6 MPa Effective blow count N 20 ~4 Layer 6 ilty clay Layer is encountered in the south-western part of the section 5-5. Thickness of layer is up to 11 m. ilty clay has dark grey colour and varved structure. Layer is normally consolidated (OCR = 1) due to geological history. Most probably the layer is just a more clayey lower part of overlying layer 5 formed in the coomb of ancient river valley (see Figure 10.1). Natural water content w n = 36.9 % w L = 38.1 % Plasticity limit w P = 24.0 % Plasticity index I P = 14.1 Cone resistance q c = 0.7 MPa Layer 7 andy silty clay Layer has dark brown or dark grey colour and layered structure with more clayey and sandy layers reminding varves. Plasticity chart shows low plasticity. Layer is slightly overconsolidated (OCR < 1.1) due to geological history. Layer thickness is about m. Natural water content w n = 30.2 % w L = 30.1 % Plasticity limit w P = 21.7 % Plasticity index I P = 8.4 Cone resistance q c = 0.84 MPa Effective blow count N 20 = 6 Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 27

27 Layer 8 andy clayey silt Layer has grey colour and layered structure with more clayey and sandy layers reminding varves. Plasticity chart shows low plasticity. Layer is slightly overconsolidated (OCR < 1.5) due to geological history. Layer thickness is less then 1 m in the south-western part of the area and about m in the north-eastern part. Natural water content w n = 25.0 % w L = 25.9 % Plasticity limit w P = 19.5 % Plasticity index I P = 6.4 Cone resistance q c = 3.1 MPa Effective blow count N 20 = 8 Layer 9 ilty clay Layer has varved texture where brownish clayey interim layers and grey silty interim layers are presented. Plasticity chart shows low plasticity. Layer is slightly overconsolidated (OCR < 1.5) due to geological history. Layer thickness is up to 6 m (mainly about 2 m) and is presented only in the south-western part of the area. Natural water content w n = 26.3 % w L = 27.8 % Plasticity limit w P = 17.7 % Plasticity index I P = 10.1 Cone resistance q c = 1.1 MPa Effective blow count N 20 = 7 Layer 10 Clay and silty clay Layer has limnoglacial genesis and consists of greyish brown silty clay or clay. Thickness is m. Plasticity chart shows high plasticity Natural water content w n = 41.0 % w L = 53.3 % Plasticity limit w P = 24.1 % Plasticity index I P = 29.2 Cone resistance q c = 0.9 MPa Effective blow count N 20 = 10 Layer 11 ilty clay (moraine) Moraine is bluish grey and consists mainly of silty clay including sandstone pieces and granite gravel up to 5 10%. Thickness of the layer varies from 1 m up to 4 m, thickness is larger at slope areas of the ancient valley eroded into the Cambrian clay. Natural water content w n = 20.5 % w L = 34.4 % Plasticity limit w P = 18.4 % Plasticity index I P = 16 Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 28

28 Cone resistance q c = 2.1 MPa Effective blow count N 20 =20 Layer 12 Weathered Cambrian clay Weathered bedrock (Cambrian clay) was encountered along the quay lines at elevation m. Natural (not weathered) Cambrian clay was not encountered at the quay line due to technical limitations of used investigation methods.in the Cambrian clay there may occur hardly cemented silty interim layers. trength of these layers is about twice as the clay. Thickness of these layers can be up to the 2 3 m. Natural water content w n 20.5 % w L 45.0 % Plasticity limit w P 22.0 % Plasticity index I P 23.0 Cone resistance q c = 8.0 MPa Effective blow count N Effective blow count of not weathered Cambrian clay is about N 20 = Detailed descriptions of investigation points are given in Report Investigation point locations are shown in Figure Evaluation of geotechnical parameters Undrained shear strength Undrained shear strength parameters for layers 4 10 were determined directly in situ with vane test (amount of tests made is give in the Table5). For layers 11, 12 and 13 undrained shear strength was determined by oneaxial tests in laboratory (amount of tests made is give in the Table7) Effective shear strength parameters Consolidated undrained triaxial tests were performed in laboratory from undisturbed samples obtained from layers 4 10 [2]. Effective strength parameters obtained from triaxial tests showed extraordinary high values for φ and c. Laboratory results are not consistent with the triaxial test results made earlier in the adjacent areas. Comparing the water content of samples taken from massif and specimens before test it is clear, that samples have been consolidated during sampling and transportation. It happened due to small amount of clay and very low consolidation degree in-situ soil is highly sensitive to the vibrations (that is also a reason why undisturbed samples from off-shore is almost impossible to take). Finally the effective parameters were evaluated taking into consideration the natural water content and Atterberg limits, cone resistance (q c ) by penetration tests Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 29

29 and revised laboratory results. Also lab tests from earlier investigation reports were considered. Effective parameters for layers 2 4 are given according to the cone resistance (q c ) measured in 2004 and reported in the report No Table B.1 EPN-7.3 Teatmelisa B.1. was used for parameter estimation. Characteristic values of soil strength are given in Table Compressibility Compressibility parameters: compression index (C c ), coefficient of consolidation (C v ) for layers 4 10 are obtained from oedometer tests [2]. As the samples had been consolidated during sampling and transportation the parameters obtained from laboratory tests were adjusted using correlations. Water content and liquid limit were used as input parameters. Compressibilty parameters for layers 2, 3, 4, 11, 12 and 13 were determined based on q c using Table B.1 EPN-7.3 Teatmelisa B.1.and data of reports [1, 2]. Characteristic values of geotechnical parameters are given in Table 8. Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 30

30 Table 8. Characteristic values, area covered by reports No and No Mode and age of formations mq IV tq IV mq IV lgq III gq III ecm Cm Layer No oil type af sia i sacli sicl sasicl sacli sicl (sa)sicl siclt FR:siCl R:siCl oil name in drwings Mud Fill: fine sand ilty sand ilt andy clayey silt ilty clay andy silty clay andy clayey silt ilty clay omewhat sandy silty clay ilty clayey till Weathered blue clay Fresh blue clay Classification properties Water content W n wt% 25,7 21,8 33,3 34,0 36,9 30,2 25,0 26,3 41,0 20,5 15,3 R W L wt% 33,8 38,1 30,1 25,9 27,8 53,3 34,4 45,0 Plastic limit W P wt% 25,4 24,0 21,7 19,5 17,7 24,1 18,4 22,0 Plasticity index I P wt% 8,4 14,1 8,4 6,4 10,1 29,2 16,0 23,0 Liquidity index I L 1,02 0,91 1,01 0,85 0,85 0,58 0,13-0,29 Void ratio e n 0,68 0,58 0,89 0,91 1,00 0,81 0,66 0,71 1,11 0,55 0,42 pecific unit weight γ s kn/m 3 26,0 26,5 26,6 26,7 26,8 27,0 26,9 26,6 27,0 27,2 26,9 27,2 Dry unit weight γ d kn/m 3 15,8 16,8 14,1 14,0 13,5 14,8 16,0 15,8 12,9 17,3 19,2 Unit weight γ n kn/m 3 19,8 20,5 18,8 18,8 18,5 19,3 20,0 19,9 18,1 20,9 22,1 22,5 In situ testing parameters Effective blow count N' 20 blows/ Dynamic point resistence P d MPa 1,87 3,70 8,40 3,58 2,17 2,94 5,13 6,25 5,33 17,1 23,2 42,1 WT resistance N ht ht/ Cone tip resistance q c MPa 3,32 10,0 1,35 0,59 0,70 0,84 3,13 1,07 0,92 2,14 8,03 In situ stress state Overconsolidation ratio OCR ,5 1, Coefficient of horizontal soil stress at-rest K 0 0,5 0,4 0,5 0,5 0,5 0,5 0,6 0,6 0,7 1,0 1,1 2,0 trength parameters Effective friction angle φ ' deg Effective cohesion intercept c' kpa Undrained shear strenght c u kpa (200) 175(300) 500(750) Compressibility Modulus of compressibility E 0 MPa 3, Compression index C C 0,100 0,190 0,110 0,035 0,130 0,400 Unload-reload index C ur 0,007 0,040 0,010 0,004 0,030 0,080 Coefficient of secondary compression Cα 0,003 0,004 0,003 0,002 0,003 0,004 Coefficient of consolidation c V m 2 /year 35 6, Permeability K m/sec 5x10-4 1x10-5 5x10-6 5x10-8 5x10-8 5x10-8 1x10-7 5x10-8 1x10-9 1x10-7 1x10-9 1x10-10 C u in parantheses values for pile bearing calculation Muuga PORT CONORTIUM ILAG / HPC / EP / Tallmac 31