02-512 Warsaw, Pulawska Str. 26/19 ph.: +4822 465-12-33, fax: +4822 468-86-79 www.hgs.org.pl, biuro@hgs.org.pl HydroGeoStudio HGS GROUP No. 1 GEOTECHNICAL DOCUMENTATION for the new Propane Dehydrogenation Plant (PDH) located on Site I, III and IV in the western part of Grupa Azoty Zaklady Chemiczne Police S.A. OWNER: PDH POLSKA S.A. KUŹNICKA STR. 1 72-010 POLICE Prepared by : M.Sc. Rafał Kuszyk upr. V-1553, VII-1362 M.Sc. Łukasz Pająk upr. IV-0445, VII-1721 M.Sc. Anna Chada M.Sc. Agnieszka Godlewska-Słaby Police October 2016
TABLE OF CONTENTS 1. SCOPE AND OBJECTIVES... 3 2. REFERENCE STANDARDS... 3 3. FIELS TESTS... 7 3.1 Drilling... 7 3.2 Static cone test CPTU/SCPTU... 7 3.3 Standard penetration test... 7 3.4 Exploratory pits and plate load test... 8 3.5 Geophysical test... 8 4. LABORATORY TESTS... 8 4.1 Scope of the laboratory test... 8 5. CHARACTERIZATION OF GEOTECHNICAL CONDITIONS FOR THE FOUNDATION... 9 5.1 Soil-water conditions... 9 5.2 Geotechnical layers characteristic... 10 5.3 Soil properties according to foundation use... 12 6. SUMMARY AND REMARKS... 12 ANNEXES App. 1.0 Topographic map, scale 1:50 000 App. 2.0 Documentary map, scale 1:1000/5000 App. 3.0 Geoetechnical cross-section, scale 500/150 App. 4.0 Cards of brehole logs App. 5.0 CPTU/SCPTU tests results App. 6.0 SPT tests results App. 7.0 Cards of exploratory pits and plate load tests App. 8.0 Geophysics tests results App. 9.0 Laboratory tests results App. 10.0 Table of characteristic geotechnical parameters 2
1. Scope and objectives Documentation was done for PDH Polska S.A. with settle in Police at Kuznicka Str. 1. The present document summarizes the results of the ground investigations and tests that have been carried for the site preparation and foundations design of the structures to be constructed for the new Propane Dehydrogenation Plant (PDH) located in the western part of Grupa Azoty Zaklady Chemiczne Police S.A. The western part of Grupa Azoty Zaklady Chemiczne Police S.A. are divided into four sites, which will be the main part of the installation and the area intended for the flyover at the planned pipeline running to the Police Channel. This report concerns one of the above described the area of Site I, III and IV. The location of the studied site is shown in App. 1.0. According to polish law regulations [58] design installation is classified to third geotechnical category. In particular, the ground investigation to be carried out shall provide the following information: Determine existing soil profile and its variations in the area of investigation; Determine soil parameters of geotechnical layers; Determine permeability of the soil; Determine groundwater levels and hydrogeological conditions; Determine dynamic properties of the soil in the basement; Determine chemical characteristics of soil and groundwater to evaluate aggressiveness on buried structures and possible special requirements for handling and disposal of excavated material; Present potential contamination of soil and groundwater; Determine electrical resistivity of soil; Characterize thermal conductivity of the soil. 2. Reference standards The soil investigations were carried out in accordance with the technical specifications written in the following paragraphs and applicable Laws and National Regulations. [1] Geotechnical Report. N-GEO Michał Niedziółka. 09.2015. [2] Report regarding potential use of the area B-03839.01. Koncept Sp. z.o.o. 11.2015. [3] ZCH Police - Opinia geotechniczna. N-GEO Michał Niedziółka. 04.2013. 3
[4] Analiza przydatności inwestycyjnej terenów Z.Ch. Police S.A. pod względem budowy geologicznej. Koncept. 05.2013. [5] EN 1997-2 (2007): Eurocode 7: Geotechnical design Part 2: Ground investigation and testing. [6] PN-EN-206 Beton -- Wymagania, właściwości, produkcja i zgodność. [7] ASTM D 420 Site Characterization for Engineering Design and Construction Purposes. [8] ASTM D 421 Dry Preparation of Soil Samples for Particle-Size Analysis and Determination of Soil Constants. [9] ASTM D 422 Particle Size Analysis of Soils. [10] ASTM D512-12 Test Methods for Chloride Ion in Water. [11] ASTM D516-11 Test Methods for Sulfate Ion in Water. [12] ASTM D653-11 Terminology Relating to Soil, Rock and Contained Fluids. [13] ASTM D698-12 Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort. [14] ASTM D854-00 Standard Test Methods For Specific Gravity Of Soil Solids By Water Pycnometer. [15] ASTM D1140-00 Standard Test Methods For Amount Of Material In Soils Finer Than The No. 200 (75-Um) Sieve. [16] ASTM D1194-94 (Withdrawn 2003): Standard Test Method for Bearing Capacity of Soil for Static Load and Spread Footings. [17] ASTM D1293-12 Test Method for PH of Water. [18] BS 1377:1990 Methods of test for soils for civil engineering purposes. [19] ASTM D 1556 Density of Soil in Place by Sand Cone Method. [20] ASTM D 1557 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kn-m/m3)). [21] ASTM D 1586 Standard Penetration Test and Split Barrel Sampling of Soils. [22] ASTM D 1587 Thin Walled Tube Sampling of Soils for Geotechnical Purposes. [23] ASTM D 2166 Unconfined Compressive Strength of Cohesive Soil. [24] ASTM D 2216 Laboratory Determination of Water (Moisture) Content of Soil, Rock by Mass. [25] ASTM D2217-85 Standard Practice For Wet Preparation Of Soil Samples For Particle-Size Analysis And Determination Of Soil Constants. 4
[26] ASTM D 2435 One Dimensional Consolidation Properties of Soils Using Incremental Loading. [27] ASTM D 2487 Classification of Soils for Engineering Purposes. [28] ASTM D 2488 Description and Identification of Soils (Visual Manual Procedure). [29] ASTM D2573-94 Field Vane Shear Test in Cohesive Solis. [30] ASTM D 2850 Unconsolidated, Undrained Triaxial Compression Test on Cohesive Soils. [31] ASTM D 3080 Direct Shear Test of Soils Under Consolidated Drained Conditions. [32] ASTM D 3370 Sampling Water from Closed Conduits. [33] ASTM D 3550 Thick wall, ring-lined, Split Barrel, Drive Sampling of Soils [34] BS 4019-5:1999 Specification for rotary core drilling equipment. [35] ASTM D 4186 One Dimensional Consolidation Properties of Saturated Cohesive Soils Using Controlled-Strain Loading. [36] ASTM D 4220 Standard Practices for Preserving and Transporting Soil Samples. [37] ASTM D 4253 Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table. [38] ASTM D 4254 Standard Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density. [39] ASTM D 4428 Standard Test Methods for Crosshole Seismic Testing. [40] ASTM D 4318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils. [41] ASTM D 4373 Rapid Determination of Carbonate Content of Soils. [42] ASTM D 4429 Standard Test Method for CBR (California Bearing Ratio) of Soils in Place. [43] ASTM D 4546 One Dimensional Swell or Settlement Potential of Cohesive Soils. [44] ASTM D 4767 Consolidated Undrained Triaxial Compression Test for Cohesive Soils. [45] ASTM D4829-95 Expansion Index Test. [46] ASTM D4972-95 Standard Test Method For Ph Of Soils. [47] ASTM D5030-89 Standard Test Method For Density Of Soil And Rock In Place By The Water Replacement Method In A Test Pit. [48] ASTM D5434-97 Guide for Field Logging of Subsurface Explorations of Soil and Rock. 5
[49] ASTM D 5777-95 Standard Guide for Using the Seismic Refraction Method for Subsurface Investigation. [50] ASTM D 5778 Standard Test Method for Electronic Friction Cone and Piezocone Penetration Testing of Soils. [51] BS 5930:1999 Code of practice for site investigations. [52] ASTM D 6391 Standard Test Method for Field Measurement of Hydraulic Conductivity Using Borehole Infiltration. [53] ASTM D7181-11 Method for Consolidated Drained Triaxial Compression Test for Soils. [54] ASTM G57-06 S tandard Test Method for Field Measurement of Soil Resistivity Using the Wenner Four-Electrode Method. [55] Head (1984, 1984, 1988, 1986) Manual of Soil Laboratory Testing Ele Int. Limited. [56] Ustawa z dnia 9 czerwca 2011 r. Prawo geologiczne i górnicze (tekst jednolity Dz.U. z 2015 r. poz. 196). [57] Rozporządzenie Ministra Środowiska w sprawie szczegółowych wymagań dotyczących projektów robót geologicznych, w tym robót, których wykonywanie wymaga uzyskania koncesji z dnia 20 grudnia 2011r. (Dz.U. Nr 288, poz.1696) wraz z późniejszymi zmianami. [58] Rozporządzenie Ministra Transportu i Gospodarki Morskiej z dnia 25 kwietnia 2012r w sprawie ustalania geotechnicznych warunków posadowienia obiektów budowlanych (Dz.U. 2012, poz.463). [59] Rozporządzenie Ministra Środowiska w sprawie dokumentacji hydrogeologicznej i dokumentacji geologiczno-inżynierskiej z dnia 8 maja 2014r. (Dz.U. 2014, poz.596). [60] Rozporządzenie Ministra Środowiska z dnia 21 grudnia 2015 r. w sprawie kryteriów i sposobu oceny stanu jednolitych części wód podziemnych (Dz.U. 2016 poz.85). [61] Rozporządzenie Ministra Środowiska z dnia 9 września 2002 r. w sprawie standardów jakości gleby oraz standardów jakości ziemi. (Dz.U. 2002, nr 165, poz.1359). 6
3. Fiels tests 3.1 Drilling Drillings were made by two types of drilling machines: core recovery drilling (CCR) made by machine type Geod 45. The diameter of borehole was 146 mm with double core tube. destruction drilling with screw auger (BH) made by machine type WH-5. Cards of borehole logs are presented in App. 4.0. 3.2 Static cone test CPTU/SCPTU Static Cone Penetration Test CPTU was made by hydraulic apparatus with pressure 200kN and piezocone with pore pressure measurements., which was pushed with constant velocity 0,02 m/s. Cone s dimensions and course of investigation are compatible to international and polish standards. Directly from results determined: cone resistance, q c, [MPa] skin friction, f s, [MPa] friction ratio, R f, [%] pore pressure, u 2, [MPa] inclination, l res, [ 0 ] In the SCPTU test additionally to standard CPTU was measured vibration of the soil basement according to mechanical impulse on the surface of the ground made on the perpendicular direction to the wave propagation. In such case shear wave occur. Acceleration in time were recorded by the sensors located in the piezocone. Cards of SPTU/SCPTU tests are presented in App. 5.0. 3.3 Standard penetration test Test made by cylindrical probe (SPT) were carried out according to the relevant standard EN-ISO 22476-3. This test based on hammering cylindrical probe to the soil by hitting a hammer with the mass of 63,5 kg. The height falling a hammer is 760 mm. The number of his which is needed to enter the probe to the ground each 300 mm is the resistance of the penetration (N). SPT tests were carried out in boreholes: 110 PZ, 111, 114, 115 PZ, 118, 123, 127, 301 PZ, 302, 303, 304, 305, 306, 308 PZ, 311 PZ, 315 PZ, 402 PZ, 405 PZ, 406 PZ, 408PZ, 410 PZ, 411 PZ, 413 PZ, 415 PZ, 417 PZ, 419 PZ, 420 PZ, 421 PZ. Cards of SPT tests are presented in App. 6.0. 7
3.4 Exploratory pits and plate load test Exploratory pits and plate load tests were carried out in accordance to the technical specification: K740-ILF-000-ST-SP-0002 /REV.2. Plate load tests were carried out in exploratory pits: TP 320, TP 401, TP 402, TP 403, TP 404, TP 405, TP 406, TP 407, TP 408, TP 409, TP 410. Cards of exploratory pits and plate load tests are presented in App. 7.0. In the trial pits there were made Lefranc tests to obtain soil permeability. Plate load tests were carried out with inundation. 3.5 Geophysical test The aim of the geophysical surveys was to identify the distribution of the electrical resistivity of the soil at depth: 1 m, 2 m, 4 m, 8 m and 16 m. Measurements were made in documentation points: ER 322, ER 323, ER 401, ER 402, ER 403. Tests were carried out according to the relevant standard ASTM G 57-067. In documentation points were carried out also thermal conductivity measurements according to the relevant standard ASTM 5334. Additionally it was done MASW test on the Site IV in points: BH 403, BH 411, BH 413, BH 417, BH 421. Tests results are presented in App. 8.0. 4. Laboratory tests 4.1 Scope of the laboratory test To fully characterize soil condition of the area except field test also laboratory test were performed. Laboratory tests were presented in Tab. 1 below. All laboratory tests were carried out in accordance with the technical specification: K740-ILF-000-ST-SP-0002 /REV.2. First class quality samples where taken by A method. Disturbed samples where taken by B method. Laboratory tests results are presented in App. 9.0. 8
Tab. 1. Summary of the laboratory test Item Type of test No. 1 Particle size analysis by moist sieving 38 2 Particle size analysis by Hydrometer 143 3 Atterberg limits 143 4 Natural water content 143 5 Unit weight in natural state 143 6 Specific gravity (particle density) 12 7 Minimum dry density 12 8 Maximum dry density 12 9 Modified Proctor Compaction test 11 10 Organic content 12 11 Chemical test on soil 12 12 Chemical test on water 4 13 Incremental loading oedometer test to 20% strain or to 3200 kpa vertical stress including determination of coefficient of consolidation 18 14 Triaxial test TX-CIU on undisturbed fined graded specimens 11 15 Triaxial test TX-UU on undisturbed fined graded specimens 18 16 Triaxial test TX-CD 5 17 Triaxial test TX-CD with small displacement measurement and wave velocity measurements 5 18 Direct shear tests 18 Output of chemical analysis of soil and water was compare to polish requirements described in [60] and [61]. Analysis of soil classified samples as typical for site area type C (industrial area, mining area, communication areas). 5. Characterization of geotechnical conditions for the foundation 5.1 Soil-water conditions The area of the test is located on the flat glacial moraine eminence and partially also peat plain in the Odra valley. The ground surface is on the level between 11,4 m to 20,7 m over sea level +10 m. On the basis of the boreholes (see App. 4.0) in the basement exist mainly Pleistocene, glacial fine deposits and non-cohesive fluvioglacial deposits. In few cases close to the surface man made deposits exist with the thickness not more than 2,0 m (except area of the borehole BH 402, BH 403 and BH 406 were its thickness is up to 2,8; 4,5 and 3,5 m; additionally in CPTU 423 to depth 3,6m). Organic deposits were recognized in the borehole BH 407 (up to depth of 5,0 m), BH 414 (up to depth of 9
3,5 m), BH 417 (up to depth of 12,5 m), BH 418 (up to depth of 13,2 m), BH 419 (up to depth of 12,0 m), BH 420 (up to depth of 16,5 m) and BH 421 (up to depth of 12,5 m). Additionally organic deposits were interpreted in CPTU test no. 423 (up to depth of 3,6 m), 425 (up to depth of 3,3 m), 430 (up to depth of 10,2 m), 431 (up to depth of 10,6 m), 434 (up to depth of 11,9 m) and 437 (up to depth of 10,0 m). On the basis of performed boreholes two hydrogeological layers were discovered: On the moraine eminence - first layer located close to the surface, in the sandy deposits it is suspended on the clay layer, water level is on the depth 0,2 3,0 m, elevation about 15,5 18,3 m over sea level +10 m; water level horizon is free or slightly under pressure; water level tides could reach 0,5 m from actual level, especially after heavy rains or thaw; - second layer is connected with fluvioglacial deposits located under and between boulder clay; water level horizon is under pressure and stabilized on depth 4,2 7,1 m, elevation about 12,0 14,2 m over sea level +10 m. On the peat plain There is one large water horizon which is in the hydraulic contact with river Odra. Water level is on the depth 1,2 3,5 m, elevation about 8,3 12,1 m over sea level +10 m; water level horizon is free; water level tides could reach 1,0 1,5 m from actual level, especially during flood periods. During a period of 2 weeks the water level measurements in piezometers where done. In these period water level changes reach up to 0,1m. On the area of the Site I and III there are simple soil conditions except boreholes BH 402, BH 403, BH 405, BH 406 and CPTU 318, 319, 423 where soil conditions are complex. Also in hole river valley there are complex soil conditions (according to Regulation [58]). 5.2 Geotechnical layers characteristic In the basement of the Site I, III and partially IV there are mostly strong soils which have which have similar physical (type and consistency) and mechanical (strength and modulus) properties. Soft soil layers (IA, IB, IIA, IIB and IIIA) lay mainly close to the surface or makes interbeddings in the upper part of soil profile. Only between boreholes BH 402 and BH 406 there is deep man made layer. On the peat plain soil conditions are poor because of few meters peat layer existing and not deep water horizon. As a criterion to divide soil into the layers it was taken into account: - type of soil according to its granulometry it is highlighted by numbers I to III; 10
- age and genesis according to granulometry, petrography, soil profile, color; - state of the soil density and consistency which are described on the basis of CPTU test, SPT test, correlation with lab test. Comparison of the characteristic geotechnical parameters shows App. 10. Strength parameters where described on the basis in-situ and laboratory tests: - effective friction angle for corse material CPTU test; - effective friction angle for fine material triaxial test CU, CD and direct shear apparatus; - effective cohesion triaxial test CU, CD and direct shear apparatus; - shear resistance CPTU test and correlation with triaxial UU test. Some big differences in the presented outcomes are connected with high amount of corse fraction in cohesive soil like gravel and cobbles. It gives big range of density outcomes in layer IIIC and high strength laboratory parameters for layer IIC. There are given ranges of outcomes with recommended values in the table of parameters. Coefficient of permeability was extracted from granulometry analysis by empirical formulas (USBSC) for corse material and also in the trial pits by the Lefranc method. There are main geotechnical layers: a) Geotechnical layer IA Man Made deposits - uncontrolled. Made by sand, silt and clay with rubble. b) Geotechnical layer IB Organic deposits with high amount of organic mater. Undrained shear strength c u = 0,002 0,02 MPa. Soft soil genesis of deposits. a) Geotechnical layer IIA This deposits are represented by fine material sacl. Consistency of the soil is soft, liquidity index I L = 0,50 0,70. Glacial genesis of deposits. a) Geotechnical layer IIB This deposits are represented by fine material clsi, clsa, sacl, Si. Consistency of the soil is firm, liquidity index I L = 0,25 0,40. Glacial genesis of deposits. a) Geotechnical layer IIC This deposits are represented by fine material clsa, clsi, sacl, sasi, Si, sicl. Consistency of the soil is stiff and very stiff, liquidity index I L = <0,00 0,20. Glacial genesis of deposits. 11
a) Geotechnical layer IIIA This deposits are represented by corse material CSa, MSa, FSa. State of the soil is loose and very loose, density index I D = 0,10 0,30. Fluvioglacial and alluvial genesis of deposits. a) Geotechnical layer IIIB This deposits are represented by corse material MSa, FSa, sisa. State of the soil is medium dense, density index I D = 0,35 0,65. Fluvioglacial and alluvial genesis of deposits. a) Geotechnical layer IIIC This deposits are represented by corse material Bo, Gr, CSa, MSa, FSa, sisa. State of the soil is dense and very dense, density index I D = 0,70 0,80. Fluvioglacial and alluvial genesis of deposits. 5.3 Soil properties according to foundation use Soil strong geotechnical layers IIC, IIIB and IIIC are useful for foundation. Soft soil layers IA, IB, IIA, IIB and IIIA are not useful as they are they need improvement or exchange. All soil works should be done under geotechnical supervision. All changes in the model should be reported to the designers. For the strong layers it is recommended to make analysis of direct foundation. To protect against differential settlements it is better to locate foundation in the homogenous geotechnical layers. For high loads and pile foundation it is recommended to use for design soil resistance according to CPTU test. 6. Summary and remarks 1. The investigation is located on the glacial moraine eminence and partially peat plain. Design object is classified to third geotechnical category. On investment area on the glacial moraine eminence there are simple soil conditions except boreholes BH 402, BH 403, BH 405, BH 406 and CPTU tests no. 318, 319, 423 where soil conditions are complex. Also in hole river valley there are complicated soil conditions. 2. In the geotechnical profiles there are mainly fine glacial deposits with interbeddings of corse and very corse material and also soft soil. Man made deposits on the depth of 2 m are located only in the area of points BH 402, BH 403, BH 405, BH 406, CPTU 423. On the peat plain organic and man made deposits are in points : BH 407, BH 414, BH 417, BH 418, BH 419, BH 420, BH 421, CPTU 423, 425, 430, 431, 434, 435, 436, 437. 12
3. In the area there are three main geotechnical layers. In basement there are hard, bearing geotechnical layers IIC, IIIB, IIIC (useful for the construction) and soft soil layers IA, IB, IIA, IIB, IIIA (unsuitable for construction) which should be removed or improved. 4. During the test there were discover two water bearing horizons. Hydrogeological conditions of the study area vary within the moraine eminence and the river valley. One on the moraine eminence: - first layer located close to the surface, in the sandy deposits it is suspended on the clay layer, water level is on the depth 0,2 3,0 m, elevation about 15,5 18,3 m over sea level +10 m; water level horizon is free or slightly under pressure; water level tides could reach 0,5 m from actual level, especially after heavy rains or thaw. - second layer is connected with fluvioglacial deposits located under and between boulder clay; water level horizon is under pressure and stabilized on depth 4,2 7,1 m, elevation about 12,0 14,2 m over sea level +10 m. On the peat plain there is only one large water horizon which is in the hydraulic contact with river Odra. Water level is on the depth 1,2 3,5 m, elevation about 8,3 12,1 m over sea level +10 m; water level horizon is free; water level tides could reach 1,0 1,5 m from actual level, especially during flood periods. 5. Soil in the excavation should be protected form longtime influence of the unfavorable atmospheric conditions (heavy rains, thaw) or frost effect not to worse their mechanical parameters. 6. All spade works should be done under geotechnical supervisor. All changes in the presented model of the basement should be reported to the design team. 13