CHAPTER I. INTRODUCTION

1.1. BackgroundFuel Terminal development plan Selangkau Selangkau Village, Kaliorang District, East Kutai regency, East Kalimantan province requires the design and engineering supported by primary data collected from the site development plan. In connection with the plan PT. Krakatau Engineering invites consultant soil investigation survey services to carry out soil investigation survey work.Following up on an invitation from the PT. Krakatau Engineering, PT. Silar Design Build has offered Soil Survey Investigation implementation Selangkau Fuel Terminal. As part of the completeness of the offer we submitted, we herewith submit anyway Implementation Methods and Procedures Work Activity Survey Soil Investigation activities 1.2. Aims and ObjectivesSoil investigation is intended to be able to map the depth (contours) and provides an overview of soft ground hard soil characteristics at the site to be built, also gives an overview of the carrying capacity of the land and existing texture. From the results it is expected that the data obtained and the engineering properties of soil types in the area to serve as a basis for designing buildings and infrastructure.

1.3. Job LocationFuel Terminal site is located in the village Selangkau Selangkau, Kaliorang District, East Kutai regency, East Kalimantan

1.4. Scope of WorkThe scope of the work to be done is Soil Survey Investigation (Soil Investigation) which include:1. Setting PointSurveying and setting point according to sondir points and drill predetermined Project Manager, in order to get the coordinates of the points that have been determined.2. Soil investigationa. Investigations in the field- Sondir (Dutch Cone Penetration Test)- Drilling / Drill Logs- SPT (Standard Penetration Test)- Topographyb. Investigations in the Laboratory- Void Ratio (e)- Specific Gravity (Gs)- Saturation (Sr)- Pororcity (n)- Water Content (Wc)- Soil Unit Weight (yt)- Saturated Unit Weight (ysat)- Dry Unit Weight (yd)- Internal Friction Angle () - Cohesion (C)

- Cohesion undrained (Cu)- Unconfined Compression Strength (Qu)- Overburden Pressure (Po)- Preconsolidation Pressure (Pp)- Compression Index (Cc)- Consolidation Coefficient (Cv)

3. Analysis and Reports

CHAPTER II. METHOD OF WORKAn exploration / investigation of the soil generally required to obtain the structure of soil layers below the surface in order to create the technical design of the selected job. Therefore, there is a possibility of variation in soil types and properties, even for a short distance though (non-homogenous) in both lateral and vertical directions so that data from an investigation surrounding areas may be very different from the other data on the spot.

2.1. Field Investigation MethodsField investigation was conducted investigations drill core implementation and refer to ASTM D145 D22113 with Standard Penetration Test (SPT) conducted by ASTM 1586-67 with the following test procedures.

2.1.1. Setting PointDoing work setting point to determine the location and coordinates of the points sondir and drill-logs that have been determined by the Project Manager. The work setting can be done by means of point Theodolith T2 and Water Pass (N2) or other survey instruments from a reference Bench Mark (BM) that is closest (with the approval of the project manager), the provisions of all sizes water depth, drilling, penyondiran and high elevation surface and others should ditera the Datum + 0.00 m LWS (Low Water Spring).2.1.2. Soil investigation- Sondir (Dutch Cone Penetration Test)The purpose of testing is to determine the depth Sondir layer of hard soil and the nature of the carrying capacity of any depth. To find out the hard soil depth at a location to be determined how it will be used in the foundation of a building structure by looking at the value end of the taper and price resistance shear resistance of the soil. Where the penetration resistance is the resistance taper toward the end of taper ground stated in the style of broad unity. While the barrier is attached to the casing soil shear resistance BJ taper length unity in style.Implementation of inquiry sondir done using a Dutch Cone Penetration Test (DCPT) 3 (three) points with a capacity of 2.5 tons (two and a half ton) equipped with "Adhesion Jacket Cone" and the pressure readings at the end of Conus (Qc) 250 Kg / cm2. Specifications DCPT tools used are: Wide Konus = 10 cm ² conical cone apex angle = 60 degrees Wide mantle (blanket cone) = 150 cm ² pressure piston area = 10 cm ²Sondir point location has been determined in such a way to describe the geotechnical profiles in a

location that will be built. Penyondiran done up to a depth of hard surface with an indication that the time value of cone resistance (cone resistance) reaches the maximum value or reaches a depth of 30 m from the surface. Local readings friction (fs) was performed on each interval depth of 0.2 m. Figure 2.1 Image Tool Sondir

Figure 2.2 Tools and Equipment Sondir

- Drill Core (Drilling / Bore Hole)Core drilling (core drilling) is done to obtain information on the nature of the subsurface will keteknikannya, derived from visual descriptions. Drilling carried out using rotary drilling machine (rotary drilling). The drill used is double core barrel measuring 70.00 mm.

Before the implementation of the drilling begins, all the equipment that will be used in the work must be prepared first place so that implementation can proceed smoothly. Drilling is done with a drill machine (boring machine) that has the ability and meet the following requirements:- Capacity 100 meter drilling machine.- Drill hole that occurs when drilling with casing should be protected in order to avoid catastrophic landslide-kelongsoran order to obtain a good drilling results and thorough.- Diesel engine capacity is large enough.- Water pump with capacity (20 liters / min).- Casing with a minimum diameter of 97 mm and Drilling rod (4.05 cm).- Sample tube length of 50 cm and a diameter of 7.5 cm.- Piston and piston rod for the purpose of taking undisturbed samples.

Drilling done by coring system to an average depth of 30 m pertitik. Core sampling soil stratigraphy in accordance with the progress of the drilling. At each distance specified depth soil sampling conducted in accordance original condition in place (undisturbed sample / undisturbed soil samples) and the implementation of SPT to be further investigated in the laboratory. Interpretation of soil do direct visualization in the field of soil removed from the sample tube.

Figure 2.3 Core Boring Machine Type TOHO B2JS (200 m)

Figure 2.4 Core Boring Machine Supplies

- Standard Penetration Test (SPT)Standard Penetration Test (SPT) is done by inserting a tool split or split spoon sampler barrel on the drill holes, and using a pestle load (drive weight) weighing 63.5 kg, performed penetration depth of 45 cm, 15 cm first not taken into account. The number of strokes is determined to enter the next 30 cm. The number of blows is called the value of N with the unit blow / feet. Obtained value of N that shows the relative density of coarse grained soil and the consistency of fine-grained soil. If three times the reading test in order to obtain the value of SPT N ≥ 60, the thickness of the soil layer two (2) test distance SPT said to be very hard. These data indicated on the attached Boring Logs.Termination procedures in accordance with ASTM D1586 SPT testing and ISO 03-4148 SPT value is obtained by summing the last stroke of 30 cm (15 cm number of strokes for the first does not count, just for reference, because on the basis of borehole soil damaged by drilling. Included SPT testing was stopped if the number of strokes gained more than 50 punches (at intervals of 15 cm), or if the total number of strokes over 100 punches (45 cm intervals).Terzaghi and Peck (1948) the relationship relative density value of N for sand, are presented in Table 2.1.Table 2. 1 N Relationships with Relative Density (Dr) sandy soilRelative value of N density (Dr)<44-1010-3030-50> 50 It is not solidNot solidDensity wasSolidVery solidFor saturated clay, given the N with consistency, as shown in Table 2.2

Table 2. 2 Relationship N with consistency saturated clayValue N Consistency

<22-44-88-1515-30> 30 Very softSoftModerateRigidVery stiffHard

Figure 2.5 Schematic Standard Penetration Test

Figure 2.6 Basis of Iron, Drive Weight (63.5 Kg), Split Barrel Sampler

- TopographyMeasuring PolygonsIn the measurement of force polygon 2 (two) system:1. Open Polygon PerfectAt the polygon measurements for this work using an open polygon system is perfect. In a perfect measurement of open polygons used measurements along the coast. While these points with the point angle is elongated profile job. At the beginning and end of the measurement polygon attached to the bench mark (BM) that already exists.

2. Closed PolygonThe measurement system is a closed polygon in which the beginning and end of the measurement back at one point, at which point the existing coordinates and altitude, as a follow up of the calculation of the other points.

3. Conditions of measurement are as follows: Azimuth used are solar observations, two points each in the morning and evening using a new observation table. In general, the purpose of measurement is to determine the polygon coordinates of the measured points are used as a framework mapping / drawing. The measurements were made by measuring angles and distances. The angle is measured one series (in an ordinary binoculars and binoculars in exceptional circumstances), to the nearest 10 ". The distance was measured with a steel tape measure and performed twice with a tolerance of size 20 cm √ D (D = distance in km) or accuracy of 1: 5000. Measurement polygon geodetic tied to a fixed point and fixed point is still good as well as the approval of the employer. If there is no fixed point geodetic, then it should set a fixed point (concrete pillars) to the zero point coordinates, and made observations of the sun to determine the direction of the north, as well as at the end of the polygon. For branch / tributary adjacent polygons must be measured or measuring point situation detail.

2.2.1. Measurement Sipat Flat (Waterpass)The purpose of measurement is to determine the water pass height measured points are used as a carpenter's level mapping network. Tools used carpenter's level gauge automatic level / type. Implementation procedures carpenter's level measurements are: Checking the bolts tripod (three feet) should not be loose. Connection signs should be measured straight right. Signs must use nivo. Prior to measurement, measuring instruments carpenter's level should be checked first line bidiknya. Data checks should be recorded in the measurement book. When shooting, signs should be placed on a pedestal / iron over wooden peg that has been given the spikes on it. Shooting beacon interval should be between 0.5 m and 2.75 m (to sign a 3 m). distance shooting tool to sign a maximum of 50 m. Keep on shooting time, distance signs behind the sign face = distance or amount of distance behind the face = number of distances. Keep the number of distances (slaag) per section is always even. The data recorded is the third reading of the cross thread the upper thread, yarn and thread down the middle. Measurement carpenter's level should be done after the bench mark installed. All existing and bench marks that have to be installed through the carpenter's level if different or close to the carpenter's level. In-bound lane / closed, measurement is done by going home, while on the open track was measured by a double booth (double stand) and go home. Limit fault tolerance for a maximum of 10 mm cover D, where D = number of distances in miles.

2.2.2. Situation Measurement DetailsThe purpose of measurement is a measurement of the state of the situation in the area around the measurement object such as roads, houses, houses of worship, schools and other public temapt. The

tools used were T2 theodolite, or the equivalent accuracy. The provisions in detail the measurement situation is: The method used is raai with precision angle 20 " n, where n = number of vertices. Linear accuracy polygons raai 1: 1000. All existing Tampakan, both natural and man-made is taken as a point of detail, for example: hill, valley, gully, saddles and others. detail point density (± 30 m in the field) must be made in such a way that the shape and form of man-made topography can be described according to the state of the field. Sketch location details should be made neat, clear and complete so as to facilitate description and meet the good quality of the map. Measurement beaches around the construction site safety plan should be taken as complete details as possible, such as elevation, edge and wide beaches, the hills surrounding the safety building plans. Measurement of situation should be increased by ± 250 m from the specified limits. angle polygons raai read 1 (one) series. High accuracy polygons raai 10 mm D (D in km).

2.2.3. Cross section measurements This work includes the measurement of regional cross road. gauge T0 theodolite tool or similar. Interval distance on each cross at 50 m. Taking cross sections measured by the width of 100 m to 100 m to the left and right of the beach or in accordance with the conditions of the measurement area. Each cross section mounted wooden stakes measures 3 x 5 x 30 cm, and above the peg given the spikes as a measurement reference point. At each point of the cross section is also used as a long measurement section.

2.2.4. CalculationAll work must be completed in a matter of temporary field so that no mistakes can be immediately repeated to be fixed at the same instant. Included in the calculation, while it is a matter of water pass, count angles, azimuth count. Counts polygon count and carpenter's level is used with the methods prescribed by the directors. In the main frame of the drawing must be included results count.

2.2.5. Total distanceThe calculation is done in the projection plane, because this work is a detailed design that requires direct distance (flat), while the use of curved UTM projection, so to get the first direct distance multiplied by the coefficient.

Figure 2.7. Measuring distance on Sloping Area

2.3. Methods of Soil Research LaboratorySoil samples in the laboratory testing conducted on samples taken by core drilling in the field. Laboratory testing consisted of testing the soil physical properties and mechanical.

2.3.1. Research Soil Physical Properties- Sieve AnalysisPurpose of this experiment was to determine the grain size distribution of a soil sample. The experiment was carried out following standard (SNI-03-3423-1990). The results of this trial will be plotted on semi-log graph the relationship between grain size and percent retained (retained) or pass (finer) in a series of sieves. For soil samples pass filter 200, will be testing hydrometer analysis.- Original Moisture / Water Content (Wc)Purpose of this experiment is to determine how much moisture contained in the soil samples. This experiment will be carried out following the standard (SNI 03-1965-1990). Water content (w) will be calculated by the following equation: withw: water content (%)Ww: the weight of water (g)Ws: weight of soil (g)

- Heavy Volume Original / Void ratio (e), Soil Unit Weight ( t), Saturated Unit Weight ( sat), Dry Unit Weight ( d)Purpose of this experiment is to get the weight of soil (γ). Experiments will be conducted in 2 (two) times in a row, and the weight of the value of land taken from the average price of both the experimental results. The value of the content by weight (γ) is calculated by the following equation. ,,with : Weight of soil (g / cm ³)Ws: weight of soil (g)V: volume of soil (cm ³) weight of the soil is saturated is the weight of waterw is the water content (%)Gs is the specific gravity of soile is the number of pore

- Density / Specific Gravity (Gs)Purpose of this experiment was to determine the specific gravity / density of the soil (Gs) of the soil samples. This experiment will be carried out following the standard (SNI 03-1964-1990). Value of soil

density (Gs) is calculated by the following equation: withW1: weight of soil + PycnometerW2: weight PycnometerWs: weight of soil = W1 - W2W3: Pycnometer heavy soil + water +W4: + Pycnometer heavy water

- Liquid LimitLiquid limit of a soil sample is the boundary between the liquid state and the state of plastic. Purpose of this experiment was to determine the liquid limit of a clay soil sample (clay), experiments were done following the standard (SNI 03-1967-1990) by using a Casagrande. Experiments will be conducted in four (4) soil samples with different water content and the results will be plotted on a graph of moisture content and number of strokes. Liquid limit values obtained from the graph, the value of the water content at 25 punch tool Casagrande.

- Limit plasticPurpose of this experiment was to determine the plastic limit of a soil sample, the boundary between the plastic and semi-plastic state. The experiment was carried out following standard (SNI 03-1966-1990). Value of plastic limit is the water content of the soil at the time can not be gelintiran-gelintiran digelintir with a diameter smaller than 3 mm, so that when gelintiran forwarded the ground will drop out.- Shrinkage LimitPurpose of this experiment was to determine the water content of soil samples at the boundaries of the state of semi-solid and solid state. The experiment was carried out following standard (SNI 03-3422-1990).

2.3.2. Research Soil Mechanical Properties- Direct Shear / Cohesion (C), Internal Friction Angle (Ø), Cohesion undrained (Cu).Purpose of this experiment was to determine soil strength against horizontal forces. The experiment was carried out following standard (SNI 03-3420-1990). From the results of the trial data will be plotted the relationship between the normal stress (σ) and shear stress () and through this graph will get the value of the friction angle (Ø) and cohesion (c).

- Consolidation / Compression Index (Cc), Consolidation Coefficient (Cv), Overburden Pressure (Po), Preconsolidation Pressure (Pp)Purpose of this experiment is to determine the nature of the compression of a soil sample, which changes the properties of the content and release of water from the soil resulting from a change in the vertical pressure. The experiment was carried out following standard (SNI 03-2812-1990). From the experimental results of the data will be plotted graphs the relationship between pressure and pore numbers (e log p relationship '.) Use the Casagrande (1956), the plot will get the value of Cc (Compression Index) and Cv (Coefficient Consolidation), and the results of the extension plotted

points and cutting lines will get the value of Pp (tekananan prakonsolidasi).

- Triaxial (Cu)Purpose of this experiment is to obtain the value of the cohesion and friction angle of the soil experiment. Testing by Consolidated undrained, cylindrical shaped sample is then pressed around the liquid in the pressure chamber and pressurized by an isotropic pressure coupled with the compressive load that works towards the axis of the specimen called axis load.

CHAPTER III. RESULTS AND ANALYSIS WORK3.1. Technical Analysisa) Carry out analysis of drilling results and soil sondir investigation to be able to map: The depth of soft soil Describe the soil profile based violence Create a book full report and recommendations of Bearing Capacity of land permits for:1. Jump foundation (depth of -0.5, -1.0, and 1.5 m from ground level)2. Pile foundation, equipped with tables and charts for each depth of 1 m to reach the hard ground or to a depth of 30 m with a variety of stake sizes.3. Bore Pile Foundations, dilenkapi with tables and charts for each depth of 1 m to reach the hard ground or to a depth of 30 m with a variety of stake sizes.b) Description Tabulates Drill Logs complete by including geotechnical properties of each strip foundation bearing 3m and -0.5, -1.0 and -1.5 m as in the attached example.

1. Specifications and methods of implementation of the optimal foundation can be used for buildings and infrastructure.2. Technical specifications for the job stockpiling, compaction, excavation, and soil improvement (if necessary).3. Analysis of return based on the soil type drill logs obtained.3.2. Report1. Daily reports on the results and activities of the job, the number of personnel and equipment as well as the weather every day activities to the designated representative of the assignor yag.2. Interim report the results of field investigations.3. Complete a final report in the form of an A4 format book with as many as five (5) copies, which contains covers:a. All data were taken in the testing field.b. The foundation of direct (depth -0.5, -1.0, -1.5 m from ground level)c. Pile foundation, equipped with tables and charts for each depth of 1 m to reach the hard ground or to a depth of 30 m with a variety of stake sizes.d. Bore Pile Foundations, dilenkapi with tables and charts for each depth of 1 m to reach the hard ground or to a depth of 30 m with a variety of stake sizes.