REPORT 1. INTRODUCTION

Transcription

1 REPORT ON ENGINEERING GEOLOGICAL AND GEOMECHANICAL PROPERTIES OF SOIL AND ROCKS FOR THE CONSTRUCTION OF THE RESORT COMPLEX SETTLEMENT "GLAVATIČEVO" IN GLAVATIČEVO- KONJIC 1. INTRODUCTION Pursuant to the petition of INTEGRAL-ELEKTRO d.o.o. Sarajevo of 9 September 2013 and the bid number 167/13 of 10 September 2013 submitted by the contractor PIGIP d.o.o. Sarajevo for the preparation of the Report on engineering geological and geomechanical properties of the soil for the construction of the resort complex settlement Glavatičevo in Glavatičevo- Konjic, the necessary engineering geological works were carried out in order to determine the appropriateness of the terrain for future construction. The following engineering geological and geomechanical investigations and testing were carried out at the investigated location: engineering geological mapping of the open river profiles- the banks of the Neretva River, engineering geological mapping of the bed of the dried up (intermittent) stream Bijeli potok from the southeastern side of the parcel, detailed overview of the location with sections of the terrain singled out in terms of their appropriateness for construction of future structures, excavation of 3 (three) exploratory wells of approximate depth of m and collection of disturbed and undisturbed samples (in the zone of future foundation engineering for the housing facilities) for geomechanical laboratory testing, engineering geological mapping of the excavated exploratory wells with AC categorization of lithologic members and photographing thereof, laboratory testing of soil samples- limestone substrate (total of 6 samples), measuring occurrence of groundwater and the water table, taking photographs of the important details on the location with categories singled out based on the appropriateness for construction (detailed description in further text), geotechnical observations of the immediate surroundings. The mentioned investigations will facilitate the following: determining the depth at which the substrate appears and determining which layer is appropriate for the footing foundation of the future buildings at the location of exploratory wells Š-1, Š-2 and Š-3, preparation of the report with recommendations concerning the depth at which footing foundation for the future buildings should be laid and the manner of footing foundation, recommending erosion control for the location to prevent erosional effect by the Neretva River and the intermittent stream Bijeli potok where the housing facilities will be constructed and their foundation built, 1

2 provision of authentic geomechanical parameters for calculation of allowable bearing capacity of the soil and rocks on the locations of future foundation for the structures. 2. LOCATION FOR THE CONSTRUCTION OF THE RESORT COMPLEX SETTLEMENT GLAVATIČEVO Location of the resort complex settlement "Glavatičevo" The site for the "Glavatičevo" settlement is located alongside the Neretva River, on the northern side of the regional road between Konjic and Glavatičevo, near the settlement Ribari. There is a section on the left bank of the Neretva River where the river forms a large meander and this section spreads across 59,961 m 2. The field engineering geological mapping was performed on 10 September According to the results of the field mapping, the surveyed terrain is a karst landscape consisting of a northeasttrending Triassic limestone forming a 50 0 slope. These are Triassic limestone banks (Ladinianlimestone with Daonella). PANORAMIC VIEW OF THE LOCATION OF THE FUTURE RESORT SETTLEMENT "GLAVATIČEVO" with exploratory wells Š-1, Š-2 and Š-3 2. TYPE AND SCOPE OF INVESTIGATION WORKS For the purpose of preparation of the preliminary design and the main project, namely the construction of the resort complex settlement Glavatičevo, an engineering geological mapping of the wider surroundings was performed, as well as a detailed mapping of the lithologic members in 2

3 the side cut of the river bed, a detailed engineering geological mapping of the lithologic members in exploratory wells, followed by the laboratory testing of the samples of rocks, gravel and clay collected from the exploratory wells. Having performed the detailed engineering geological mapping of the terrain, we have singled out the zones of the terrain based on their appropriateness for construction, in view of the proximity of the Neretva River, unmodified flow, the proximity of the intermittent stream, occasional flooding of the terrain by the intermittent stream (Bijeli potok) and deposition of gravel sediment on the terrain by the same stream. Categories singled out based on their appropriateness for the construction of future buildings: 1. Terrains very suitable for the construction of structures (marked with number 1): this part of the terrain is singled out on the southern section of the location, near the exploratory well Š-1, where the location was photographed as m.f.1. This terrain is higher than the lower plateau for about m and it cannot be flooded by the Neretva River or the intermittent stream (Bijeli potok). The findings of the excavation at the exploratory well Š-1 in this part of the terrain reveal the presence of elluvial-deluvial sediments (el-dl), based on which a recommendation was given for construction and foundation of structures in layer 2 (clay, dark brown, firm) from 0.80 to 1.10 m, and in layer 5 (limestone substrate) for larger structures (minaret and mosque) at the depth of m. 3

4 m.f Terrains suitable for the construction of structures (marked with number 2): this part of the terrain is singled out in the northwestern section of the terrain, near the exploratory well Š- 2, photographed as m.f. 2 and marked on the map. This terrain lays lower than the terrain marked with number 1 for about m, but is still at a sufficient masl and there is no flooding by the Neretva River or the intermittent stream (Bijeli potok). Based on the excavation of exploratory wells in this part of the terrain, the masl in relation to the altitude of the Neretva River bank and the engineering geological mapping, a section of the terrain was singled out- lower fluvial terrace (t 1 ) and a recommendation was given for the construction and foundation of the structures in layer 4B (very dense coarse gravel) from 0.80 to 1.10m, and in layer 5 (limestone substrate) for larger structures at the depth of m. 4

5 m.f Terrains conditionally suitable for the construction of structures (marked with number 3): this part of the terrain is singled out in the northeastern section of the location, near the exploratory well Š-3, photographed as m.f. 3 and marked on the map. This terrain is situated lower than the terrain marked with number 1 for about m, but may be occasionally flooded by the stream (Bijeli potok) which deposits gravel and sand on the terrain. Based on the excavation at the exploratory well Š-3 in this part of the terrain and the engineering geological mapping of the terrain, a section was singled out- lower fluvial terrace (t 1 ) and a recommendation was given for the construction and foundation of the structures in layer 4B (very dense coarse gravel) from 0.80 to 1.10 m, and in layer 5 (limestone substrate) for larger structures at the depth of m. 5

6 m.f Terrains unsuitable for the construction of structures (marked with number 4): this part of the terrain is singled out in the northeastern section of the location alongside the Neretva River, next to the exploratory well Š-1, where the terrain is lower than the terrain marked with number 2-3 for about m, and is therefore subject to occasional flooding. Based on the excavation at the exploratory well Š-1 in this part of the terrain and the engineering geological mapping of the terrain, a section was singled out- alluvial sediments (al) and a recommendation was given for the construction and foundation of the structures in layer 4A (medium grained gravel, arenaceous, medium dense) from m (as it appears at the depth of m), and in layer 5 (limestone substrate) for larger structures at the depth of m. 6

7 m.f. - 2A We have also singled out a terrain unsuitable for construction in the immediate vicinity of the intermittent stream (Bijeli potok), from the southeastern side of the terrain, where the terrain is occasionally flooded, with stones, gravel and sand washed ashore by the stream, which may undermine the foundation of the structures and cause flooding of the ground floors. This section of the terrain is not suitable for any type of housing development and it would be necessary to build a protective wall alongside the bed of the intermittent stream to regulate its flow. It would also be necessary to regulate the eastern and northeastern section of the location alongside the left bank of the Neretva River. 7

8 m.f

9 2.1. Review of the existing documentation We have reviewed the Basic Geologic Map 1: Kalinovik sheet with legend. It depicts all most important elements of the geological composition of the terrain Detailed engineering geological mapping of the terrain We have conducted a detailed engineering geological mapping of the terrain and excavation of the exploratory wells in order to determine the composition and thickness of elluvial-deluvial deposits, the sediments of the lower fluvial terrace and the alluvial sediments until the degradation zone- Triassic limestone. The most important part of the investigation was to determine the exact depth at which certain sediments appear, the composition of those sediments, their density, physical and mechanical properties and the depth at which the substrate appears, as well as the quality of the rock and its physical and mechanical properties. The degree of fracturing in a rock and its quality are very important factors which determine the physical and mechanical properties and ultimately the limit bearing capacity for larger and more complex structures. The basic rock- geological substrate is made of Triassic limestones: (bt 2 2 ) made up of limestone and dolomitic limestone - cat -Ladinian. We have also registered all hydrogeological occurrences at the terrain surface. Special attention was given to the terrain in the immediate vicinity of the Neretva River flow and the intermittent stream (Bijeli potok) and the zone where the foundations of the future structures will be built. PART OF THE TOPOGRAPHIC MAP - location of the resort complex settlement Glavatičevo 9

10 3. MAIN RESULTS OF INVESTIGATIONS The location of the future resort settlement is in the immediate vicinity of the Neretva River and the stream- intermittent stream (Bijeli potok), wherefore it would be necessary to protect the location with a quay wall, at least in the northeastern part of the site (left bank of the Neretva River) and the lower part (confluence of the intermittent stream- Bijeli potok), in order to avoid terrain erosion, undermining of the foundations of the future structures and deposition of sediments from the river and alluvial-prolluvial material from the intermittent stream. This would also prevent the flooding of the premises on the ground floor. It would be necessary, in any case, to raise the section of the terrain at the photographed location m.f.-2a and next to the exploratory well Š-2 for about 1.0 m, which would also raise the plinth of the future structures for the same length. The recommendation is to build the foundations of the smaller structures in layer 4B or possibly layer 4A (with minor subsoil preparations) and for larger structures (foundations of the minaret and foundations of the hotel and the shopping center) in the substrate layer-limestone. 3.1 Landscape characteristics Geomorphological make-up of the surveyed terrain and its greater area is very diverse. Surrounding slopes are predominantly sharply inclined with depressions and gradients alternating as a result of erosion and accumulation processes which have shaped the modern landforms, alongside the effects of delapsion and gravitation forces. These erosion and accumulation processes formed the shoreline and the bed of the Neretva River. The riverbed is inclined between 5 0 and 8 0, while the banks are very steep, ranging between The left riverbank is generally much less steep, which is why it was chosen for the construction of the regional road Glavatičevo-Konjic. 3.2 Geological characteristics and tectonic composition The analysis of geological samples of the investigated section as recorded in the basic geologic map sheet Kalinovik 1: and engineering geological mapping of the terrain have shown that the substrate of the investigated terrain is made up of Triassic sediments from the Ladinian stage: (b T 2 2 ) represented by limestone with Daonella and dolomite (Ladinian). 10

11 LADINIAN ( T 2 2 ). In the valley of Rakitnica river, over the dolomite and Anisian dolomitic limestone lie continuous layers of platy limestone with Daonella, chert, claystone and rarely sandstone. The second location with Ladinian development was found in the village of Džepi, farthest northwest on the sheet, along the edge towards the Sarajevo sheet, where it is far more spread. The Ladinian sediments are m thick. The lower border with Middle-Upper Triassic dolomite was not observed, as it is covered with grus. Upper Ladinian ( 2 T 2 2 ) Separated on the aforementioned locations. The border with the lower section is continuous and the separation is done only on the basis of lithologic differences that are clearly seen on site and in aerial photographs. In this section platy and layered limestone and chert prevail. Limestone is frequently granular, with chert nodules and embedded layers. The lowest horizons contain Daonella, while no fauna was found in the remaining sections of the column. Lying over this unit on the aforementioned locations are Jurassic and Cretaceous clastites, which only determines their upper age limit. The unit is up to 150 m thick. - Section of the basic geologic map KALINOVIK sheet M = 1 :

12 - Section of the stratigraphic column basic geologic map KALINOVIK sheet M = 1 :

13 - Lithologic members legend of basic geologic map KALINOVIK sheet M = 1 : Hydrogeological characteristics Based on the analysis of the lithologic composition of the terrain, the patterns of occurrence and condition of rocks, structure, porosity, possibility of movement and distribution of groundwater, the rocks on the investigated site can be classified by their hydrogeological function as aquifers in the main part, and to a lesser extent as semi-pervious and impervious materials. - Alluvial sediments ( al ) pervious sediments, intergranular porosity, and also represent aquifers. - Terrace sediments ( t 1 ) pervious sediments, intergranular porosity, and also represent aquifers. - Elluvial-delluvial sediments ( el-dl ) semi-pervious sediments, primary and less intergranular porosity, they represent aquicludes. - Substrate (b T 2 2 ) Ladinian limestone - low to semi-pervious sediments, depending on the cracks in rocks, porosity in cracks, they represent aquicludes. 13

14 5. GEOTECHNICAL PARAMETERS OF SOME LITHOLOGIC MEMBERS 5.1. Lithologic composition of the micro location for the future construction of housing facilities (resort settlement Glavatičevo in Glavatičevo). Geologically, the micro location is composed of quaternary sediments: alluvial sediments, alluvialprolluvial sediments, the lowest fluvial terrace and elluvial-delluvial sediments. The geological substrate is composed of middle Triassic sediments lower Ladinian (b T 2 2 ). made up of limestone with Daonella and dolomite. In the course of detailed engineering geological mapping of exploratory wells Š-1, Š-2 and Š-3, and applying Airfield Classification system the following lithologic members were identified: Layer 1 Humus - found on the entire investigated site from 0.00 to 0.50, thickness m, composed of dark brown clay soil with organic matter. This layer is fully removed in the course of the construction works, due to unfavorable physical and mechanical properties. Layer 2 Clays, dark brown, firm found on the section of the terrain around the exploratory well Š-1 between m, layer thickness 1.90 m. A sample was taken from this layer for laboratory testing which showed good results in terms of physical and mechanical properties. This layer is suitable for the foundation of smaller structures. A sample was taken from this layer in the exploratory well Š-1 for the purpose of laboratory testing. The sample was taken at m depth. The following physical and mechanical properties were identified: - Unit weight (kn/m 3 )... w = Dry unit weight (kn/m 3 ) d = Moisture content (%)..W = Cohesion (KN/m 2 ) c = Angle of internal friction.. = AC classification brown clay, fine grained... (CL) Layer 3 Clays, brown, firm found on the section of the terrain around the exploratory well Š-1 between m, layer thickness 0.70 m. No samples were taken from this layer for laboratory testing, due to its rather poor physical and mechanical properties which make it unsuitable for foundation. In case of construction of larger structures, this layer must be passed through to the substrate layer, as this layer does not have the required bearing capacity. Experience shows the following physical and mechanical properties of this layer: - Unit weight (kn/m 3 )... w = Dry unit weight (kn/m 3 ) d = Moisture content (%)..W = Cohesion (KN/m 2 ) c =

15 - Angle of internal friction.. = AC classification brown clay, soft...(cl) Layer 4A Sandy gravel, medium gravel, medium dense found on the section of the terrain around the exploratory well Š-2 between m, layer thickness 0.50 m. A sample was taken from this layer for laboratory testing which showed rather good physical and mechanical properties. This layer is conditionally suitable for foundation of smaller structures with some subsoil preparation. A sample was taken from this layer in the exploratory well Š-2 for laboratory testing. The sample was taken at depth m. The following physical and mechanical properties were identified: - Unit weight (kn/m 3 )... w = Dry unit weight (kn/m 3 ). d = Moisture content (%) W = Cohesion (KN/m 2 ). c = Angle of internal friction.... = AC classification clayey gravel, coarse...(gc) Layer 4B Coarse gravel, very dense found on the section of the terrain around the exploratory wells Š-2 and Š-3 between m, layer thickness m. Two samples were taken from this layer for laboratory testing which showed good physical and mechanical properties. This layer is suitable for the foundation of smaller structures and larger structures with subsoil preparation. Two samples were taken for laboratory testing in the exploratory well Š-2 (at depth m) and from the exploratory well Š-3 (between m). The following physical and mechanical properties were identified: - Unit weight (kn/m 3 ) w = Dry unit weight (kn/m 3 ) d = Moisture content (%) W = Cohesion (KN/m 2 ) c = 0,00 - Angle of internal friction..... = AC classification clayey gravel, coarse...(gu) Layer 5 Degraded substrate cracked and crushed limestone found on the entire investigated site at the depth of m, thickness m, depending on the degree of physical and chemical disintegration. No samples were taken from this layer for laboratory testing, as it is too thin. For the purpose of foundation engineering on this 15

16 depth for more complex structures, foundations will be lowered to the substrate layer with considerably better physical and mechanical properties. Layer 5 Degraded substrate cracked and crushed limestone experience from other locations with similar composition allows for the conclusion on the following physical and mechanical properties: - Unit weight (kn/m 3 ) w = Dry unit weight (kn/m 3 ) d = Moisture content (%).....W = Cohesion (KN/m 2 ) c = Angle of internal friction... = AC classification degraded substrate...( - ) Layer 6 SUBSTRATE limestone banks, mildly cracked found in all exploratory wells at depth between m, without the measuring of the thickness, because the exploratory well ended in this layer. This layer has EXCEPTIONALLY good physical and mechanical properties. Two samples were taken from this layer for laboratory testing which showed very good physical and mechanical properties. The foundations of larger structures (minaret, mosque, hotel, etc.) will be built in this layer. - Based on geomechanical laboratory testing of samples from exploratory wells Š-1 (between m) and exploratory well Š-2 (between m) the following physical and mechanical properties were identified: - Unit weight (kn/m 3 )..... w = Dry unit weight (kn/m 3 ) d = Moisture content (%)... W = Cohesion (KN/m 2 ) c = Angle of internal friction... = AC classification substrate - rock...( - ) 16

17 In the course of the excavation of exploratory wells, different materials layers were identified, so that certain materials occur in varying layer thickness measured from the surface, as shown in the following table: Exploratory well No. Exploratory well depth ( m ) Layer 1 Layer thickness in the exploratory well ( m ) Layer 2 Layer 3 Layer 4A Layer 4B Layer 5 Layer 6 Ground water Š PPV NPV Š Š MAIN SEISMIC PROPERTIES OF THE TERRAIN No detailed seismic survey has been done in the territory of Glavatičevo. Nevertheless, it is well known that Glavatičevo is located in the area of increased seismic activity. The basic degree of seismic intensity calculated for this area is 7 8 on the MCS scale. This is a relatively high mark in the process of adopting the criterion of aseismic construction on the investigated site. The risk of an earthquake is increased by greater saturation, or level of groundwater, which is not the case here. According to Medvedev (1965) water plate (NPV) deeper than 10.0 m has no effect on the changes in basic seismicity degree. This increases by 0.5 degrees at the depth between 1 and 4 meters, which is not the case on the investigated site. SECTION OF THE SEISMIC MAP OF BIH : M : 1 :

18 6. CALCULATION OF ALLOWABLE LOAD BEARING CAPACITY OF SOIL A calculation of allowable load bearing capacity of soil was done for the foundation of the retaining wall in accordance with the Rulebook on Technical Standards of Building Foundation Design and Engineering. Allowable load bearing capacity of rectangular foundation is calculated using the following equation for soil failure: where: Pa = Q/ A = /2. B. N.S.i + ( Cm + q. tg m ). Nc. Sc..dc. ic + q Q = total allowable vertical stress on foundation. A' = effective foundation area, i.e. the part of the total area of the foundation basis that is under the centric load of the resultant force A' = B'. L' B and L = width and length of the total foundation area A. = effective unit weight of soil under its foundation bottom (i.e. unit weight of soil minus uplift if applicable). q = lowest effective stress at the level of the foundation bottom next to the foundation. m = allowable mobility of the angle of internal friction which is calculated as follows: where: = angle of internal friction. F = appropriate safety factor. tg m = tg /F 18

19 N and Nc bearing capacity factors for central and vertical stress for infinite stratum and L =, (B = B' = const.), depending on the allowed mobilized angle of internal friction ( m) Cm = allowed mobilized cohesion, calculated as follows: where: Cm = C/Fc c = cohesion (shear strength at zero normal stress). Fc = appropriate safety factor S and Sc shape factors depending on B/L ratio, and calculated by the following equation: S = B'/L Sc = B'/L dc depth factor depending on D/B' ratio for shallow footings D B is calculated by the following equation: dc = D/B i and i c inclination factors, depending on m angle and the following ratio: where: H A' cm + V tg m H and V horizontal or vertical component of the resultant force that acts on the foundation bottom. 5.1 ALLOWABLE LOAD BEARING CAPACITY OF LAYER 4A. Layer 4A Sandy gravel, medium gravel, medium dense - This layer is conditionally suitable for foundation of smaller structures with some subsoil preparation. = kn/m 3 = kn/m 3 (for the layer saturated in water below water table) = tg = tg m = 0.818/1.5 = m = 28 o 37 N = 7.50 tg m Nc = 9.60 i = 1.00 Ic = 1.00 S = 1.00 S c = 1.00 strip foundation S = 0.60 S c = 1.20 square foundation, or spot footing 19

20 dc = 1.35 for foundation strips A) Strip foundation, B = 0.70m ; D f = 0.90 m D f = 0.90 m q = kn/m 2 B = 0.70 m d c = 1.35 D f = 0.90 m q = x Df = x 0,90 = kn/m 2 Pa = Q/ A = /2. B. N.S. i + ( Cm + q. tg m ). Nc. Sc.dc. ic + q Pa = 11.50/2 x 0.70 x 7.50 x 1.00 x x 9.60 x 1.00 x 1.35 x Pa = Pa = kn/m 2 B) Slab foundations, B = 10.00m, L = 15.00m ; D f = 0.50 m D f = 0.50 m q = 5.75 kn/m 2 B = m d c = 1.35 D f = 0.50 m q = x Df = x 0.50 = 5.75 kn/m 2 Pa = Q/ A = /2. B. N.S. i + ( Cm + q. tg m ). Nc. Sc.dc. ic + q Pa = 11.50/2 x x 7.50 x 0.60 x x 9.60 x 1.20 x 1.35 x Pa = Pa = kn/m ALLOWABLE LOAD BEARING CAPACITY OF LAYER 4B. Layer 4B Coarse gravel, very dense - This layer is suitable for the foundation of smaller structures and larger structures with subsoil preparation. = kn/m 3 = kn/m 3 (for the layer saturated in water below water table) = tg = tg m = 0.869/1.5 = m = 30 o 05 N = 11.0 tg m Nc = 12,0 i = 1.00 Ic =

21 S = 1.00 S c = 1.00 strip foundation S = 0.60 S c = 1.20 spot foundation, square foundation dc = 1.35 for foundation strips A) Strip foundation, B = 0.70m ; D f = 0.90 m D f = 0.90 m q = kn/m 2 B = 0.70 m d c = 1.35 D f = 0.90 m q = x Df = x 0.90 = kn/m 2 Pa = Q/ A = /2. B. N.S. i + ( Cm + q. tg m ). Nc. Sc.dc. ic + q Pa = 11.50/2 x 0.70 x 11.0 x 1.00 x x 12.0 x 1.00 x 1.35 x Pa = Pa = kn/m 2 B) Slab foundations, B = 10.00m, L = 15.00m ; D f = 0.50 m D f = 0.50 m q = 5.75 kn/m 2 B = m d c = 1.35 D f = 0.50 m q = x Df = x 0.50 = 5.75 kn/m 2 Pa = Q/ A = /2. B. N.S. i + ( Cm + q. tg m ). Nc. Sc.dc. ic + q Pa = 11.50/2 x x 11.0 x 0.60 x x 12.0 x 1.20 x 1.35 x Pa = Pa = kn/m ALLOWABLE LOAD BEARING CAPACITY OF LAYER 6 Layer 6 SUBSTRATE limestone banks, mildly cracked = kn/m 3 = 12.0 kn/m 3 (for the layer saturated in water below water table) = 32 0 tg = 0.624; tg m = 0.624/1.5 = m = N = 6.50 Nc = c = kn/m 2 ; c m = /2.5 = kn/m 2 i = 1.00 Ic = 1.00 dc = 1.35 S = 1.00 Sc = 1.00 strip foundation S = 0.6 Sc = 1.20 spot foundation Df = foundation depth 21

22 ALLOWABLE LOAD BEARING CAPACITY OF LAYER 4 -Layer 4 - LIMESTONE substrate. Based on the data collected from the exploratory geomechanical wells, the following physical and mechanical properties were obtained: - where σ p strength under pressure = (kn/m 2 ) σ p Q doz. = K I x 8 where: Q doz. allowed load bearing capacity of rocks σ p strength under pressure (kn/m 2 ) K I - cracking coefficient Q doz = = KN/m 2 5 x 8 Q doz = kn/m 2 7. CONCLUSION In relation to the construction of the resort settlement complex Glavatičevo in Glavatičevo, Konjic Municipality, by the investor INTEGRAL - ELEKTRO d.o.o. Sarajevo, and following the engineering geological mapping of the terrain, excavation of exploratory wells and mapping of the extracted core and the AC classification of the terrain and laboratory testing of samples from the site, we have reached the following conclusion: 1. The investigated location is composed of elluvial-deluvial deposits, the sediments of the lower fluvial terrace and the alluvial sediments until the degradation zone - Triassic limestone. The most important part of the investigation was to determine the exact depth at which certain sediments appear, the composition of those sediments, their density, physical and mechanical properties and the depth at which the substrate appears, as well as the quality of the rock and its physical and mechanical properties. 2. Engineering geological mapping, classification of the terrain and AC classification of materials on the investigated site resulted in the identification of the following lithologic members: Layer 1 Humus - found on the entire investigated site from 0.00 to 0.50, thickness m, composed of dark brown clay soil with organic matter. This layer is fully removed in the course of the construction works, due to unfavorable physical and mechanical properties. 22

23 Layer 2 Clays, dark brown, firm found on the section of the terrain around the exploratory well Š-1 between m, layer thickness 1.90 m. A sample was taken from this layer for laboratory testing which showed good results in terms of physical and mechanical properties. This layer is suitable for the foundation of smaller structures. Layer 3 Clays, brown, firm found on the section of the terrain around the exploratory well Š-1 between m, layer thickness 0.70 m. No samples were taken from this layer for laboratory testing, due to its rather poor physical and mechanical properties which make it unsuitable for foundation. In case of construction of larger structures, this layer must be passed through to the substrate layer, as this layer does not have the required bearing capacity. Layer 4A Sandy gravel, medium gravel, medium dense found on the section of the terrain around the exploratory well Š-2 between m, layer thickness 0.50 m. A sample was taken from this layer for laboratory testing which showed rather good physical and mechanical properties. This layer is conditionally suitable for foundation of smaller structures with some subsoil preparation. Layer 4B Coarse gravel, very dense found on the section of the terrain around the exploratory wells Š-2 and Š-3 between m, layer thickness m. Two samples were taken from this layer for laboratory testing which showed good physical and mechanical properties. This layer is suitable for the foundation of smaller structures and larger structures with subsoil preparation. Layer 5 Degraded substrate cracked and crushed limestone found on the entire investigated site at the depth of m, thickness m, depending on the degree of physical and chemical disintegration. No samples were taken from this layer for laboratory testing, as it is too thin. For the purpose of foundation engineering on this depth for more complex structures, foundations will be lowered to the substrate layer with considerable better physical and mechanical properties. Layer 6 SUBSTRATE limestone banks, mildly cracked found in all exploratory wells at depth between m, without the measuring of the thickness, because the exploratory well ended in this layer. This layer has EXCEPTIONALLY good physical and mechanical properties. Two samples were taken from this layer for laboratory testing which showed very good physical and mechanical properties. The foundations of larger structures (minaret, mosque, hotel, etc.) will be built in this layer. Due to the established influence of the Neretva River and intermittent stream (Bijeli potok), zones were classified by suitability for construction. Accordingly, in some parts of the 23

24 location protective measures in the form of a quay wall should be applied, in order to avoid terrain erosion, undermining of the foundation strips and flooding of structures. In relation to adopted geotechnical properties of some layers, we have calculated allowable load bearing capacity of soil in sections in this Report. The calculations are as follows: Layer 4A Sandy gravel, medium gravel, medium dense - This layer is conditionally suitable for foundation of smaller structures with some subsoil preparation. A) Strip foundation, B = 0.70m ; D f = 0.90 m Pa = kn/m 2 B) Slab foundations, B = 10.00m, L = 15.00m ; D f = 0.50 m Pa = kn/m 2 :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: ::::::: :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: ::::::: Layer 4B Coarse gravel, very dense - This layer is suitable for the foundation of smaller structures and larger structures with subsoil preparation. A) Strip foundation, B = 0.70m ; D f = 0.90 m Pa = kn/m 2 B) Slab foundations, B = 10.00m, L = 15.00m ; D f = 0.50 m Pa = kn/m 2 :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: ::::::: - Layer 4- LIMESTONE substrate. Q doz = kn/m 2 24

25 :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: ::::::: In the course of excavation of pits for foundation footing, works should be performed when the water level in the part of the terrain that was marked 3 for appropriateness (unsuitable part of the terrain in terms of appropriateness for construction mark 4) for the purpose of facilitating works and preparation of subsoil, up to the design elevation of the foundation engineering. Based on the foregoing and subject to proposed protective measures elaborated above, and in light of engineering geological investigation in relation to the planned construction of the resort complex settlement Glavatičevo in Glavatičevo, Konjic Municipality, performed for the investor INTEGRAL ELEKTRO d.o.o. Sarajevo, we have reached the conclusion that construction may be carried out on the investigated location subject to limitations determined in allowable bearing capacity calculations. REPORT WRITTEN BY:.. Nermin Halilčević, geology engineer. Alija Suljagić, geology engineer I confirm that this is a true translation of the original document composed in Bosnian/Croatian/Serbian. Reference number: 647/13 Sarajevo, 15 September 2013 Bojana Imamović Certified Court Interpreter for the English Language 25