Sub 2 SECTION 1 13.12.2022 INCEPTION DESIGN REPORT (DED ROAD)

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Consulting Services for Preparation of Detailed Engineering Design for Roads for

Section 1: District (Collector, C23) Road, Hatuudu – Ainaro, L = 25.02 Km

1 INCEPTION REPORT

December 2022 Contract No. : RPF/025/MOP-2022

Consultant :

PT. Yodya Karya (Persero), Indonesia in association with :

Companhia Aria Unipessoal, Lda , Timor Leste

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PREFACE

Referring to the Contract Agreement Number RFP/025/MOP-2022, between the Government of Republic Demoratia de Timor Leste, Ministério das Obras Públicas, Direcção Geral das Obras Públicas Direcção Nacional das Estradas, Pontes E Controlo de Cheias with PT. Yodya Karya (Persero) in asscociation with Companhia Aria Unipessoal, Lda. we hereby submit the Preliminary Report for the project mentioned below :

Consulting Services for Preparation of Detailed Engineering Design for Roads:

Section 1: District (Collector, C23) Road, Hatuudu – Ainaro, L = 25.02 Km.

This report contains an overview of the project location, the condition of the existing road, , preparation activities, approaching and methodology of implementation and work plans/schedules.

Thank you to the Employer who has trusted us to carry out this services, and to all those who give us support, starting from the preparation activities, secondary data collection, preparation of this inception report, and also all suggestions for the improvement of this report. We always hope for assistance and support from all parties, especially from the Client in the implementation of further activities so that this work can be carried out properly

PT. YODYA KARYA (Persero) ,

Ir. Wolter Nehru Piri (Team Leader)

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TABLES

Table 1. General information of Section 1 Hatuudu – Ainaro (From TOR)...6

Table 2. Adminsitrative structure of Ainaro Municipality...10

Table 3. Required Level of Accuracy for Surveys...23

Table 4. Cross-sectional Measurement...27

Table 5. The types of vehicles...55

Table 6. Corelation Between The Level ff Road Reliability And Traffic Comfort...72

Table 7. Corelation between Reliability (R) with normal standart Deviation (ZR)...72

Table 8. Description of Surface Index...73

Table 9. Reference Documents to be Implemented...84

Table 10. Proposed Geometric Design Criteria...85

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FIGURES

Figure 1. Project Location of Section 1 Hatuudu – Ainaro (From TOR)...6

Figure 2 Municipality in Timor Leste...9

Figure 3 Location of Ainaro Municipality in Timor Leste...10

Figure 4. Topographical map of Ainaro Municipality...11

Figure 5. Average Water Temperature in Ainaro...12

Figure 6. Average Monthly Rainfall in Ainaro...12

Figure 7. Ainaro weather by month...13

Figure 8. Average High and Low Temperature in Ainaro...14

Figure 9. Transportation Route from Dili to Ainaro...15

Figure 10. Location of the Section 1 in the map of TImor Leste...16

Figure 11. Road Segment of Section 1 Hatuudu - Ainaro...17

Figure 12. Existing Road Condition of Section 1at Start Point...18

Figure 13. Existing Road Condition of Section 1 at Middle Point (Bridge)...18

Figure 14. Standard Bench Mark Pilar...23

Figure 15. Arrange of soil sample...33

Figure 16 Road Design Flow Chart...59

Figure 17. Standard Element of Cross Section...61

Figure 18. Flowchart of Road Design Activites...88

Figure 19. Schedule Of Implementation (1 of 2)...95

Figure 20. Schedule Of Implementation (2 of 2)...96

Figure 21. Organization Structure of Project...98

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1 INTRODUCTION

1.1 DEFINITION

a. Project : The Project is Consultant Services for Preparation of Detailed Engineering Design for Road Rehabilitation of Collector Road-C23 network from Hatuudu to Ainaro of Municipality Ainaro, Posto Administrative Hatuudu, Suco Baikala/Leolima.

b. Services : The Services is Detailed Engineering Design of District Road (C23) started from Hatuudu - Ainaro, the total of length is 25.02 kms.

c. The Employer : The Employer is the Owner of this Project which is the Ministry of Public Works (MPW) of the Democratic Republic of Timor-Leste.

The counterpart government agency under the MPW is the office of the Directorate General of Public Works (DGPW) and the Directorate of Roads, Bridges and Flood Control (DRBFC).

The Entitle in charge for the Project implementation is Directorate Roads, Bridges and Flood Controls (DRBFC). Within the DRBFC there is a nongovernment firm (the Consultant) responsible for implementation of all necessary activities and actions for successful management and completion of the Project.

d. Management of Activities

: The overall Management of Activities is led by a Project Manager appointed by the Employer under the guidance from the Employer and Project Steering Committee (PSC), PSC will consist of the representatives from the MPW, the Agency of

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National Development (ADN), the Directorate of Roads, Bridges and Flood Control (DRBFC), and the Ministry of Finance (MOF).

e. Consultant : The Consultant is the consulting company which has been determined the winner of the procurement process and who will sign the contract together with the Employer.

1.2 PROJECT BACKGROUND

a. The Directorate Roads, Bridges and Flood Controls (DRBFC) is the project supported through Infrastructure fund financed by the Democratic Republic of Timor-Leste. The allocation budget under the Infrastructure Fund for the 2022 fiscal year and the projection for the 2022-2025 periods. The Republic Democratic of Timor-Leste (RDTL) through the Ministry of Finance has made available funds from the Infrastructure Fund (IF) to finance the detailed engineering design services.

b. The implementation of National Transport Strategy is which to set out improved road connectivity to the corridors as the municipal priority where has been completed. The strategy highlights the important role of roads in promoting the country's competitiveness and harmonious development through ensuring that the Municipal road network is connected efficiently to the corridors and existing bottlenecks are eliminated.

c. The key indicator would be the reduction of road user costs after the completion of the works. The road user cost reduction is to be measured by comparing road user costs before and after the road works carried out under the Program.

d. The Consultant shall prepare detailed engineering designs for road rehabilitation of approximately 25.02 kms of Collector road (C23) which would ensure an increase of usability and durability of the project roads, improvement of traffic safety and road user's comfort, incorporation of requirements of local community (social aspect),

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proper economic justification, and compliance of requirements for environmental protection. To the greatest possible extent the designs will be done under conditions of section limitations and limitations that result from the type of allowed construction and traffic interventions (legal grounds). The identified and recommended rehabilitation will be implemented as separate "build"

contracts.

e. The majority of the Detailed Engineering Design will be focused on the road rehabilitation design, considering that the project roads require for widening or other road improvements that would require.

1.3 OBJECTIVES

a. The Consultant shall use The Terms of Reference (TOR) for guidance for the satisfactory and timely completion of the project. The TOR sets out the output, principles, criteria, process and input.

b. The Design Consultant will implement the duties in a professional manner so as to deliver the outputs in accordance with the technical specifications and standards stated in the TOR.

c. The Consultant shall fullfil the objective mentioned on the TOR to provide technical guidance and instructions to interested consulting companies so that they can fulfil the technical specifications in terms of structural and functional aspects.

1.4 GENERAL INFORMATION OF THE CONTRACT

- Project : Consulting Services for Preparation of Detailed Engineering Design for Roads,

- Services : Detailed Engineering Design of District Road (C23) started from Hatuudu - Ainaro, the total of length is 25.02 kms.

- Contract Number : RPF/025/MOP-2022 - Contract Amount : US$ 812,545.00

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- Project Location : District Road (Collector, C23), Hatuudu – Ainaro,

L = 25.02 Kms.

- Date of Commencement : November 08^th, 2022 - Duration of Assignment : 6 (Six) Months - Contract Due Date : May 07^th, 2023

1.5 SCOPE OF WORKS General scope of works :

a. Detailed Engineering Design of Roads b. Planned Period & Traffic Analysis

c. Road Safety Audit of both Preliminary Design and Final Design d. Final Working Drawings

e. Environmental Impact Assessment f. Social Safeguard Requirements g. Bill of Quantities

h. Specifications, Drawings and Bidding Documents Specifications

The scope of works includes:

a. Review of existing public transport and land use plan b. Definition of road link study

c. Survey of land uses

d. Survey of pedestrian facilities e. Pedestrian mobility assessment f. Observation for parking area g. Access for people with disabilities

h. Included on the detailed engineering design documentation basic illustrative drawings, Bill of Quantity, cost estimates, and technical specifications

i. Preparation of Terms of Reference (TOR) for construction supervision for Consultant

While preparing technical documents, the Consultant shall:

a. Comply with valid RDTL laws, regulations and quality norms in relation to roads infrastructure;

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b. The Consultant should note that the DRBFC - Road Safety Unit (RSU) will review the adequacy of both the preliminary design and detailed designs for road safety as well traffic calming measures. The RSU will also review other aspects of the rehabilitation designs in particular the junction layouts and geometric elements of the roads. The comments and recommendations of the RSU shall be incorporated in the final detailed engineering design;

c. The recommendations of the RSU should also be included in the Bidding Documents as guidance to the Contractor in preparing the final design and should, in addition, note that the Contractor's final design shall be subjected to the same traffic safety audit as part of the design review.

The Contractor shall take full account of the findings of such audit and make all necessary modifications to the design;

d. The Design Consultant is responsible for validating the information and collect additional field data as may be required for finalizing the design.

1.6 DURATION OF SERVICES

The duration of the assignment is 6 (Six) Months from the date of commencement of services (Notice to Proceed), the assignment is estimated to commence at November 08^th, 2022.

1.7 PROJECT LOCATION

a. Section 1: District (Collector, C23) Road, Hatuudu – Ainaro, L = 25.02 Km

The road is connecting Hatuudu Municipal to Ainaro Municipal. The length of road link estimated 25 Km. The following figures show the project location of Section 1.

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Figure 1. Project Location of Section 1 Hatuudu – Ainaro (From TOR)

Table 1. General information of Section 1 Hatuudu – Ainaro (From TOR)

No. Road Link Segment (Km) Reference Point Total

Length (Km)

ID From To From To Municipal KM

Post

1 C23 Hatuud

u

Ainaro 0.00 25.02 Ainaro 0.00 25.02

ROAD LINK ROAD LINK

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1.8 RESPONSIBILITES OF CONSULTANT

a. The Consultant shall perform the design services to the highest standards of professional and ethical competence and integrity.

b. In general, the primary roles and responsibilities of the Consultant will be as follows:

1) The result of design services should fulfil design criteria standards.

2) The result of design services should accommodate the limitations expressed by the Employer including the requirements of this TOR such as in the aspect of payment, work schedule and the quality of building to be designed.

3) The result of design services should fulfil the regulations, standards and technical guidance of design that are generally in effect.

1.9 PRINCIPLES

The Consultant, in the implementation of his tasks, should take notice of the principles of road as follows:

a. The road should be functional, efficient, attractive but simple.

b. The design should not express an imitative style and luxurious materials, but the ability to sublimate the technical functions and the social functions of the road.

c. The appearance of the road should be designed to express the local culture, history and traditional architecture.

d. The design should consider minimal consumption of energy by applying a concept of Green Space.

e. By the limitations of not disturbing the works activities, the investment cost and the operation and maintenance cost during the life time of the road should be undertaken as low as possible.

f. The design of the road should be made so that the construction works be done in short time and utilized as soon as possible.

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g. The road should increase the quality of the environment surroundings.

h. Any design prepared by the Consultant for the Employer under the contract shall belong to and remain the property of the Employer. The Consultant may retain a copy of such document and software and such document shall not be used for other purposes without the expressed written consent of the Employer.

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2 PROJECT AREA OVERVIEW

1.10 GENERAL OVERVIEW OF AINARO MUNICIPALITY 2.1.1 Geography

Ainaro is a sub-district of East Timor, of the Ainaro District, which is located in the southwest of the country. This sub district has a population of 59.175 inhabitants (2019) and an area of 869.80 km². Its area consists of the small mountain town of Ainaro, the district's capital, together with the villages of Soro, Maununo, Cassa, Suro Craic, Manutassi, and Mau-Ulo. The city of Ainaro is located 110 km south of Dili, the nation's capital.

Geographically, Ainaro Regency is is delimited by : Northern part : Ermera and Aileu Municipality Southern part : Timor Sea

Eastern part : Manatuto and Manufahi Municipality Western part : Bobonaro and Covalima Municipality

The main sources of Ainaro city and the surrounding area are delicious organic coffee and fragrant sandalwood.

Figure 2 Municipality in Timor Leste (Source : Ainaro in Figure 2019)

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Figure 3 Location of Ainaro Municipality in Timor Leste (Source : http://timor-leste.gov.tl/)

Table 2. Adminsitrative structure of Ainaro Municipality Sub-Municipalitiy Villages Sub-Villages

Ainaro 7 31

Hato-Builico 3 21

Maubisse 9 63

Hato-Udo 2 16

Total 21 131

(Source : Ainaro in Figure 2019) 2.1.2 Topography

The geographical coordinates of Ainaro are -8.992 deg latitude, 125.508 deg longitude, and 2,690 ft elevation.

The topography within 2 miles of Ainaro contains large variations in elevation, with a maximum elevation change of 2,536 feet and an average elevation above sea level of 2,879 feet. Within 10 miles contains large variations in elevation (9,268 feet). Within 50 miles also contains extreme variations in elevation (9,682 feet).

The area within 2 miles of Ainaro is covered by trees (44%), cropland (33%), and grassland (13%), within 10 miles by trees (46%) and cropland (35%), and within 50 miles by water (50%) and trees (21%).

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Figure 4. Topographical map of Ainaro Municipality (Source : Ainaro in Figure 2019)

2.1.3 Hydrology and Climatology a. Hydrology

The provision of water for irrigation needs and daily needs is one of the activities of utilizing water resources contained in the water resources development system. The availability of this water is a function of time which means it will be abundant in the rainy season and will decrease in the dry season.

In Ainaro, irrigation and daily needs for public are mostly met by surface water (rivers) and some are met by ground water (wells).

These needs are influenced by several factors, including climatology, soil conditions, crop coefficients, cropping patterns, water supply provided, area of irrigation, irrigation efficiency, reuse of drainage water for irrigation, class systems, planting schedules and others.

Various field conditions related to water requirements for agriculture vary with time and space.

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Figure 5. Average Water Temperature in Ainaro

Figure 6. Average Monthly Rainfall in Ainaro

b. Climatology

In Ainaro, the wet season is oppressive and overcast, the dry season is humid and partly cloudy, and it is warm year round. Over the course of the year, the temperature typically varies from 56°F to 88°F and is rarely below 53°F or above 91°F.

Based on the tourism score, the best times of year to visit Ainaro for warm-weather activities are from mid April to late July and from mid August to mid November.

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Figure 7. Ainaro weather by month

The hot season lasts for 1.7 months, from October 13 to December 3, with an average daily high temperature above 86°F. The hottest month of the year in Ainaro is November, with an average high of 87°F and low of 65°F.

The cool season lasts for 3.1 months, from May 18 to August 21, with an average daily high temperature below 80°F. The coldest month of the year in Ainaro is July, with an average low of 57°F and high of 78°F.

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Figure 8. Average High and Low Temperature in Ainaro

2.1.4 Transportation

Transportation from the city of Dili to Ainaro can only be accessed by land travel with a distance of 110 km using buses, cars and motorbikes.

Means of transportation for the activities of the surrounding community in the city of Ainaro using cars and motorbikes.

Figure 9. Transportation Route from Dili to Ainaro

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1.2 GENERAL OVERVIEW OF SECTION 1: HATUUDU – AINARO DISTRICT ROAD

The existing road conditions along the hatuudu to the city of ainaro are pavements with slightly damaged road conditions, there is a bridge that heavy damage due to the flood that occurred several years ago about 5 km from the starting point of the project site. The names of the villages that are passed are: Leo Lima, Goulau, Soru Craik, Sau Paulo, Soro.

Figure 10. Location of the Section 1 in the map of TImor Leste (Source : Google Earth)

Based on the initial information obtained by the consultant on the TOR and by other information, it is known that there are already existing roads on the mentioned project.

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Figure 11. Road Segment of Section 1 Hatuudu - Ainaro

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Figure 12. Existing Road Condition of Section 1at Start Point

Figure 13. Existing Road Condition of Section 1 at Middle Point (Bridge)

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3 APROACHING AND METHODOLOGY

1.3 APPROACHING

The approaching taken will be reviewed and will be assessed in terms of planning policies, technical aspects and environmental aspects.

3.1.1 Aspects of Planning Policies

The aspects of Planning Policies include :

a. Study of the planning policies and objectives b. Study of environment and spatial planning c. Study on land acquisition

d. Formulation of alternative solutions

3.1.2 Technical Aspects

Technical aspects include : a. Traffic

b. Topographic c. Geometric

d. Geology and Geotechnic e. Road Pavement

f. Hydrology and Drainage

3.1.3 Environmental and Safety Aspects Environmental and Safety Aspects

a. Physical – Chemical Environment

b. Social, economic and cultural environment c. Road safety

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1.2 METHODOLOGY

The methodology of the work that will be carried out by the consultant in carrying out this Technical Planning work is the methodology of the detailed design bridge technical planning work as presented in Figure 28. Flowchart of Road Design Activities with the following main stages:

1) Inception Design 2) Preliminary Design 3) Draft Final Design 4) Final Design

3.2.1 Preparation

1.1.1.1 Preliminary Work

Preliminary work required to equalize the perception of all members of the Design Team in terms of handling the work being and will be carried out.

First, a coordination meeting was held for all members of the Design Team led by the Team Leader and attended by Consultant Management, among others, discussing methodologies, techniques and procedures for data collection, reporting, work plans and organization.

a. Furthermore, the Design Team in the preparatory work, among others, carries out activities to:

b. Collect as much initial data as possible, c. Studying and reviewing existing initial data, d. Identify problems and constraints that may arise, e. Preparation of detailed work plans / schedule of , f. Prepare survey work equipment,

g. Coordinate with relevant agencies and parties,

h. Prepare standard formats needed to support survey work, data collection and design work.

1.1.1.2 Supporting Data / Secondary Data

The data requirements for this road engineering planning include the following main data:

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a. Data on existing road conditions and situations (if any), b. Topographical data on location,

c. Land investigation data on location, d. Hydroclimatological data around the site.

In addition to the data above, it is necessary to provide other supporting data as follows:

a. Material resource for bridge and road construction.

b. Basic price for wages, materials and equipment for construction work,

c. The current unit price of road/bridge works, which is assumed to reflect market prices, which will be used as a comparison of the results of the unit price analysis for this bridge work,

d. Data identification of environmental conditions.

3.2.2 Field Data Collection/Primary Surveys 1.1.1.3 Preliminary Survey

In the Preliminary Survey, collected as much data as possible for the analysis work and planning calculations.

The data required include the following:

a. Data on existing conditions at the planned road/bridge location, b. Flood, erosion and avalanche data,

c. Available technical data such as horizontal and vertical control points around the location (if any), as a reference for measurement work so that it is in line with the development plan for other activities in the area/near the project area,

d. Data on utilities and public facilities available,

e. Data on utilities and public facilities affected by the project (settlements, substations and electricity poles, clean waterway, gas/oil pipelines, etc.),

f. Data on the price of work units around the work area which are detailed according to the basic price of materials, wages and equipment,

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g. Available materials that can determine the type of construction that is efficient,

h. Other necessary and important data.

The results of the Preliminary Survey are:

a. Reports on the results of field observations / observations,

b. A sketch of the road situation that will be planned and proposals that will be worked on as well as photos / documentation and immediately reported for discussion with Employers,

c. Results of identification of environmental and social components.

1.1.1.4 Topographical Survey

The purpose of the topographic survey in this work is to collect data on the coordinates and elevation of the ground surface along the road that will be built in a certain corridor for the preparation of a topographic map with a scale of 1:500.

a. Installation of Bench Mark (BM) Pillar

Standard benchmark leveling procedure is to be followed with the following limitations observed:

1) A benchmark is to be established every 300 - 500 meters along the line close to the right of way, and at all major structures (bridges and box culverts) Bench marks must be inter-visible

2) Every benchmark is to be checked leveled by a forward run and a subsequent backward run forming a closed "loop."

3) The following standard of accuracy is to be maintained:

Where

C = maximum permissible error of closure in centimeters, K = distance between bench marks in kilometers

Table 3. Required Level of Accuracy for Surveys

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K (km) 0.5 1.

0

2.0 5.0 10.0

C (cm) ⎯0.7 ± 1.0 ± 1.4 ± 2.2 ± 3.2

Figure 14. Standard Bench Mark Pilar

BM that have been installed, then photographed as documentation equipped with coordinates and elevation values.

b. Methodology

Detailed ground surveys along the length of the proposed project roads should use the most up-to-date surveying equipment such as total stations or GPS to examine the road alignment and cross sections and any bridge sites and culvert sites that are considered necessary to complete the detailed design and the estimation of quantities.

Since projects are to be carried out utilizing CAD, it is essential to organize the topographic surveys as the first step of a coherent data collection - design chain. Therefore the whole topographic survey should be made using total stations which will directly record the alignment, profile, and cross section data on

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electronic files which will be retrieved by the CADD system during the design stage. A control traverse should be established using GPS or coordinated and tied into the national grid system. These points shall be referenced in the field in permanent concrete posts and shall be shown on the plan and profile drawings.

The existing road centerline should be identified and staked every 20 meters. The coordinates will be recorded automatically using Total Station theodolites.

The start and end of horizontal curves, and roadway cross sections will also be taken.

The following methodology will be used to establish the original setting out data for the reestablishment of the centerline:

1) The control traverse will be established, monumental, and the coordinates in X, Y, Z accurately measured and tied in to the National Grid System. Concrete monument will be established at intervals of 300 - 400 meters. These monuments will be located as close as possible to the limit of the road reserve and where one beacon is visible from the other along the road.

2) Using the established polygon network of monuments, each of the centerline points will be coordinated.

3) Using the method of least squares, the best-fit horizontal alignment through the coordinated points will be established.

Cross sections will be leveled for each centerline point to a minimum of 20 meters distance from the centerline. Road edges, cuts, ditch edges, culverts, hilltops, water crossings and embankments will be taken. Topographic survey information will be collected for an adequate distance on each side of the centerline and cross sections at appropriate intervals, depending on the type of terrain.

Each cross section will comprise such numbers of points as to enable it to properly define the existing road and such other spots

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as are required to define the ground shape for an adequate distance beyond the existing construction width. The data will be used to generate a Digital Terrain Model (DTM) for the whole road.

All pertinent features including buildings, drainage structures details, built up areas, etc. will be recorded for inclusion on the design drawings.

New alignments will be recommended where inadequate horizontal sight distances and sharp curves exist and wherever the existing route is not to the standards. Therefore, the vertical and horizontal alignments shall be given due attention with respect to sight distance, maximum grade, maximum length of grade criteria, and safety. In introducing new alignments, major bridges and drainage structures as control points or as node points are to be retained on the new centerline wherever they are in good condition. Should there be a need for realignment of the existing road, topographic surveys along the chosen realignment will be established. The centerline of the road will be defined every 20-25 meters interval. Topographical cross-sections, extending at least 25 meters either side of the centerline, will be taken at each of the centerline reference points.

Recommended bridge and major culvert sites will be surveyed and mapped at a scale of 1:500 with contours at 0.5 meters intervals or greater in the more severe sections. Each of the site surveys will be tied to the elevation of the primary traverse.

Topographic data will be processed by the project computer system as work progress.

Detailed site investigation and surveys shall be carried out for areas susceptible to flooding or landslide and at all recommended new or replacement drainage structure locations including a sufficient length upstream and downstream to the structure. All topographical surveys undertaken shall be acceptable to international standards for such works.

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Each survey crew will be equipped with an electronic total station, a three-prism line road, and an electronic field book. The total station will have unlimited on-board data storage by utilizing integrated circuit data storage cards. The use of an electronic field book will allow the Total Station operator to code in descriptions and other important information for each data point.

Survey teams can carry out the topographic field work requirements as follows:

1) One team for the location of the control points, whether GPS or National Grid;

2) One team to survey the center line and the longitudinal profile,

3) One team to survey the cross sections, and

c. Profile and Cross Sections

Profile and cross-section leveling can be run simultaneously.

All profiling is to be done by direct leveling to two decimal places of a meter, and wherever practicable the cross section levels are to be obtained in the same manner. Where impracticable direct leveling may be replaced or extended by the use of either a hand level or Rhodes arc for cross-section work. Where it is not possible to close a day's work on a permanent benchmark as in the case of failing light, a sudden storm, and etc., a Temporary Benchmark (TBM) shall be established from which the work may be resumed.

Cross-sections shall be taken to a minimum distance of 25 meters each side of the centerline. Profile leveling will be run between each pair of consecutive benchmarks, previously established, and the leveler must close on each successive benchmark as a turning point. For each succeeding length of profile any error from the preceding length shall be discarded, the elevation of the intervening benchmark, previously established, being accepted and used for the succeeding length of profile.

The disclosure on each previously established benchmark shall not exceed 1.5 centimeters. Check that closure on each

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successive benchmark is within the prescribed tolerance. Where the difference is outside this limit the run must be repeated

Table 4. Cross-sectional Measurement

Corridor Width (m) from centreline

Measurement Interval (m)

25 m each side 20

d. Detailed Survey and Alignment Design

With the route corridor confirmed, the alignment engineer, with a survey team, will flag the approximate centerline. An approximate alignment should first be drawn onto photogram metrically plotted contour maps and enlarged prints of aerial photographs in the office prior to embarking on detailed fieldwork.

If slope stability is critical to the alignment, then geotechnical-mapping surveys should be undertaken at scales of between 1:1,000 and 1:5,000. It will be easier for personnel to locate themselves with the required accuracy if an approximate centerline has been set out, but the engineer should be prepared to modify the location of the centerline in the light of the geotechnical survey. In very difficult ground, these surveys should ideally be carried out prior to the centerline flagging exercise using aerial photograph enlargements or compass traverse as a means of location positioning.

With the alignment confirmed, detailed design of all subsequent works can proceed. Design of the detailed vertical and horizontal alignments will require topographical mapping at a scale of 1:1,000 with contour intervals at a maximum of 2 meters, using ground survey, photogrammetric or a combination of the two. Ground survey may be preferable at this stage due to the greater survey accuracy required. The use of photogrammetric will require the establishment of a base line traverse and the commissioning of air photography. Plan and profile drawings and

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schedules of earthwork and retaining wall designs and quantities can then be produced for contract documentation.

1.1.1.5 Soil Investigation

The consultant will conduct an investigation of all existing materials and also conduct a soil investigation at the location of the toll road route directly in the field or in the laboratory.

a. Surface Geology 1) General

The surface geological map shows all the geological conditions in the project area, namely at the planned location of the dam/dam shaft, other buildings located at the project site and inundation areas and the location of the source of embankment material. In addition, the map must also show the name of the rock, the overburden and their distribution, geological features, such as joints, fault areas, movements and slopes of the layers.

Investigations with new test trenches and wells were carried out to determine changes in soil formation, which were very useful to help determine the type of rock distribution, the degree of weathering and the properties of the overburden.

2) Base map

Both topographic maps and large aerial photographic maps can be used for mapping surface geology. The final geological report is based on the results of field investigations, and uses the following maps as references:

i. Regional map with a scale of 1: 50,000 at least 1: 100,000 ii. Semi-detailed map with a scale of 1: 25,000 at least 1:

50,000

iii. Detailed map with a scale of 1: 500

3) Procedures

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Mapping of surface geology for toll road plans is primarily intended for engineering geology purposes, including discussion of:

i. Geomorphological state

ii. The distribution of rock units (lithology), which includes rock and soil, must be clearly distinguished, for example bedrock, soil cover, weathering level, etc., physical properties, texture,

iii. Cementation and rock types.

iv. Rock hardness must be described based on the degree of rock hardness qualitatively for civil engineering purposes.

v. For cohesive soils, the symbol OH (overburden hardness) is used, while for rock hardness, the symbol RH (rock hardness) is used.

vi. Gikuchi and Saito classification of violence

vii. For the degree of rock weathering, the Gikuchi and Saito classifications are used

viii. Soil classification should be used based on the Unified Soil Classification.

ix. Geological structure: stance, layering slope, joint, fault.

x. Stratigraphy: the vertical order of rock units based on their formation, according to their geological history.

xi. Other symptoms: landslides, earthquakes, groundwater and others.

b. Deep Booring / Drilling

Deep Booring / Drilling required for engineering geological investigations is drilling by means of rotary core drilling. This drilling is carried out by turning the drill handlebar along with the sampling tube with the engine as the driving force.

1) Determination of the number of Drilling points

i. The purpose of this drilling is to obtain data from the condition of rock/soil under the dam or other buildings, as well as to determine the carrying capacity and the value of water seepage under the building.

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ii. Drilling locations are generally carried out around:

2) Drilling Diameter

The drill that will be used is the “NMLC” size drill based on DCDMA (Diamond Corce Drilling Manufactures Association) with:

i. core diameter 52 mm ii. core diameter 75.7 mm

3) Core Barrel

For the core tube, it is required to use a single tube core barrel or a double tube core barrel or for special cases, a triple tube core barrel can be used. All types of core were used depending on field conditions.

4) Feed Boron

The drill bit is used depending on the state of the rock, but generally a tungsten drill bit or a diamond drill bit will be used. For weathering soil and rock conditions, a tungsten drill bit is used, while for compact and hard rock a diamond drill bit is used. Core recovery must be obtained at least 90%.

5) Other Equipment

i. One unit drilling machine capable of exceeding the maximum borehole depth

ii. Drill handlebars that match the borehole depth and casing iii. Three pots

iv. Water pumps, hoses for water lines, water meters and pressure meters and rubber packers, for water testing equipment.

v. Oil, grease, diesel, meter, stationery etc

6) Drilling

i. After the drilling location is approved by the Board of Directors, the next step is to mobilize tools and personnel to the work location.

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ii. Clean the drilling location area from plants, roots and if the drilling location is on a slope / cliff area, or in the middle of a river, then preparation for making andang is required.

iii. Finding a location for water extraction which will be very necessary for the wet drilling process and for water testing.

iv. After the drilling machine and three pots and water pumps have been installed, work can begin immediately.

v. Drilling is carried out using tungsten bits for soil and soft rock conditions and dry drilling. For hard rock conditions, the method is wet drilling and using diamond bits. Pay attention to changes in the color of the rinse water and record it in the drilling diary. The drilling method is by rotary drill, not by percussion drilling (mashing).

vi. Install the casing (shield pipe) in a location that is prone to collapse.

vii. After each drilling, the coring is put into the core box and placed in accordance with the initial order of depth. Mark the limit for coring.

viii. After 5 m of work progress, the core box is covered with boards. Annotate on the cover board with Project Name, No.

Drilling Point, Drilling Location, Drilling Depth, No Core Box.

Close the core box with a padlock.

ix. Materials such as slime, cuttings and other materials that are not part of the drilling results cannot be put into the core box.

x. The drill technician must record every drilling job execution, work time, work process, groundwater level, water test testing work, soil bearing capacity testing with SPT, undisturbed soil sampling and others into the field book.

xi. The surveyor must provide data on the coordinates (x and y) and elevation of the borehole and submit the data to the driller. Reference for measurements at this drilling site is taken from the Benchmark and the coordinates and elevation will be indicated by the Engineer.

7) Sample Storage

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Core samples are placed in wooden box and arranged according to the order of drilling progress. For examples of cores that are not taken at all, the storage crate can be replaced with bamboo or wood which is painted red and placed according to its depth.

The size of the sample box:

i. length = 1.00 m ii. width = 0.50 m

Each sample chest to store 5 meters of drilling progress, consists of 5 paths. Each path is 1 meter long. On the left and right walls of the sample crate, the drilling depth is written from top to bottom. At each extraction with a core barrel, the drilling results are placed in a storage box by placing a mark on the bulkhead of the sample crate.

On the lid and the front of the sample storage case, the following data must be clearly stated:

i. The project name ii. Location name iii. Drill point number

iv. Initials and the last depth where the core sample was taken

All crates and their cores must be stored in a safe place (avoid from heat, rain, etc.) for further use in the design and construction phase.

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Figure 15. Arrange of soil sample

8) Description

The consultant geologist examined all the cores that had been obtained, made a description of the lithological properties of the sample as well as all information during drilling, and made it into the drill log.

9) Log drill

A description of the drilled rock samples must be entered into a specific column (drill log) and include the project name, project location, drill hole number, date, elevation, drill point coordinates, groundwater level, drilling response, daily drilling depth, formation rock/soil, rock/soil name, rock weathering, rock hardness, core shape, core recovery, description, rock unit, RQD, permeability/lugeon coefficient, SPT, rinse water, core barrel type and protective pipe.

The description is carried out by a geologist and the naming of rock units and symbols must follow the standards/classifications that have been determined as follows:

- Land : unified soil classification

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- Rock : texture, mineral composition, rock name - Weathering : degree of weathering gikuchi and saito - Gikuchi and saito rock violence scale

10) Groundwater Measurement Notes

Groundwater encountered should be measured and recorded as follows:

i. If groundwater is encountered for the first time, the depth is measured. Drilling is postponed for at least 20 minutes to allow time for the free static water to develop.

ii. The depth of the water must be recorded every 2 minutes within 20 minutes. If 20 minutes have elapsed and the water level is still rising, the Contractor must decide something before drilling resumes.

iii. If groundwater is found in a deeper layer after the previously encountered groundwater has been sealed with a protective pipe, a similar record must be made. The exception is if the groundwater flow is only a small seepage into the borehole. In this case, the seepage point should be noted and drilling continued.

iv. The water level should be recorded at the beginning and end of each shift of working hours. When groundwater is encountered, the depth of the borehole, the length of the section of the protection pipe that enters the borehole, and the time must be recorded.

v. The water level was recorded 24 hours after drilling was completed and during that time the borehole was left open.

vi. The method of recording the water level as described above applies to all boreholes.

c. Standart Penetration Test (SPT)

Standard penetration tests are carried out to obtain a “value – N” and a representative subsoil sample. Value – N is used to estimate the condition of the subsoil in relation to the bearing capacity for the calculation of the foundation design. Execution of tests based on ASTM D-420 and 1586-84.

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N-Value is defined as the number of hits with a hammer weighing 63.5 kg that falls freely from a height of 75 cm, to insert the sampler 50 cm deep into the ground.

This test is generally carried out at 2 meter depth intervals and/or at each replacement of the material in the soil layer.

1) Equipment

i. Drive Hammer Assembly

 Hammer weighing 63.5 kg.

 Guide pipe, of sufficient length to allow the hammer to fall freely from a height of 75 cm.

 Knocking head.

ii. Bor

Diameter: 40,5 mm or 42 mm.

iii. Split Spoon Sample Tool

Outer diameter: 2” and inner diameter 1 3/8”. 50 cm long, iv. Others

Airtight transparent sample cover tools (plastic bags), data sheets and others.

2) Method

i. After the drilling reaches the planned depth, the borehole must be cleaned to the bottom by washing from the debris of the drilled material to ensure that the tested soil is not disturbed.

ii. The sampling device (clean and lightly lubricated) is mounted on the drill rod. All joints must be strong so that they will not come loose during the test. The sampler is lowered to the bottom of the hole. The protective cap, guide pipe is fixed on the top of the drill rod. Drill rods are marked using a marker around the drill rods at 15 cm intervals from bottom to top.

iii. Then the hammer is dropped on the protective cap until the sampler is 15 cm deep into the ground as a seat drive. The first 15 cm (0.0 cm - 15.0 cm) are mentioned as N1. Each hammer drop is counted to a depth of 15 cm. If N1, the

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stroke has exceeded 50 times then the execution is considered complete. The total N is more than 50 and it is recorded how many cm of drill rods enter the soil.

iv. If the initial 15 m of N1 has not reached 50 strokes, then proceed to the next 15 m. Like the N1 at the start, the number of strokes counts to a depth of 15 cm. At a depth of 15 cm – 30 cm it is called N2. If N2 exceeds 50 strokes, then the execution is considered complete. If it has not reached 50 strokes, then the number of strokes entered at this depth is recorded. (N2=...hit)

v. If N2 has not reached 50 strokes, then it is continued at a depth of 30.0 cm - 45.0 cm, it is called N3. Then count the number of hits that come in.

vi. N total is the number of hits in N2+N3. Meanwhile, if N1 is less than 50 strokes, it is not included in the calculation because it is considered N1 which is at a depth of the first 15.0 cm as remaining / not original soil.

vii. "Free fall" from a height of 75 cm, must be done with care.

The drill rod above the borehole must be held in a vertical position to prevent energy transfer due to bending and so on.

viii. After the test is complete, the sampler shall be removed from the borehole and opened. Then the samples taken must be put in plastic and marked with the values N1, N2 and N3 on the outside of the plastic. Both ends of the plastic must be tied. Then this plastic is put into the sample crate. On the chest is written a label containing the values N1, N2 and N3. To get the price of soil bearing capacity (qu) from the value of N:

 Peck's formula is only used for clay soil as follows:

qu = (0.4 + (N/20)) kg/cm)

 To get the value of Ø (internal shear angle) for sandy soil, Peck's formula is used as follows:

Ø = 0.3 N + 27

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 Test results and samples must be submitted to the Engineer.

The results must be submitted in the format as shown on the attached data sheet, or in another format with the approval of the Engineer.

d. Soil Samples

The consultant takes soil samples from soil samples to determine the characteristics of the soil layer, both for foundations and for structure materials.

There are 3 types of soil samples that must be collected : undisturbed (native) soil samples, litle disturbed soil samples and disturbed samples. The location and depth at which samples are to be taken will be determined by the Employer.

1) Sample of undisturbed soil

So that the data on parameters and soil properties can still be used, soil sampling must be carried out carefully.

The collection, transportation and storage of these soil samples must meet certain requirements, so that:

i. The soil structure is not too disturbed or changed, so it is close to the same condition as the field condition.

ii. The original water content can still be considered in accordance with field conditions.

iii. Taking samples from the drilling operation. ASTM D-420, D- 1587 and D-3550

 Using a tube with a length of 50 cm

 Tubes are inserted according to the depth of undisturbed soil sampling, namely from very soft soil, soft and medium hardness

 The tube is pressed using pressure from a drilling machine

 After the collection is complete, both ends of the tube are closed with paraffin

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 On the tube wall is marked: Project name, drill point location, drill point number, depth, tube number

 Stored in a safe place, protected from hot sun, vibration

 Immediately the tube is brought / sent to the laboratory for testing.

2) Sample of disturbed soil

i. An example of disturbed soil :

 A sample of approximately 30 kg of soil must be taken from the test trench.

 If each layer of soil is thick enough, then samples must be taken from each layer by vertical sampling.

 If the layers are thin (<0.5 meters) then the whole soil sample is taken by vertical sampling.

 Soil samples are put into sacks and the ends of the plastic sacks are tightly tied. On the outside of the sacks are marked with the name of the project, location of collection, depth, number of soil samples.

ii. Litle disturbed sample

 A sample of 1 kg of soil must be taken from a certain depth from each test trench or borehole to be tested for moisture content and classification.

 These samples must be stored in plastic bags or other suitable bags.

iii. Handling soil samples

All samples must be labeled indicating the name and location of the project, sample number, drill hole number or test well, depth and description of the soil. The information must be clearly written on the note and included in the sample container.

e. Test Pit / Borrow Pit 1) Description

The work of the test pit or test pit is to determine the type and thickness of the layer below the soil surface more clearly, both for building foundations and for embankment materials in the

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drill area. Thus, a clearer picture of the type of layer and its thickness will be obtained, and the volume of available excavated material can be calculated.

2) Procedures

i. The Contractor must dig a test pit to determine the division of the soil layer and take samples for testing.

ii. Test well size.

iii. The cross section of a test pit must be large enough to allow excavation work to be carried out, which is about 1.5 x 1.5 m with a depth of 3 to 5 meters.

iv. The contractor must be able to interpret the location of the borrow area well, for example the type of backfill material for the dam core, sand and rock. So that the manufacture of test wells is more efficient.

v. The material removed from the excavation must be collected around the test pit to identify other materials at a certain depth.

vi. In order for soil sampling and classification to be carried out properly, the bottom of the test pit must be horizontal.

vii. For undisturbed soil sampling, it can be carried out in different soil layers or at a certain depth that has obtained approval from the board of directors.

viii. The method of taking undisturbed soil samples can be done with materials made of wood and in the form of a cube, where one area of the cube is still open. The inside of the cube is coated with paraffin. The size of the cube is 30 x 30 x 30 cm. At a predetermined depth for undisturbed soil sampling, the soil is shaped like a cube with a size smaller than the size of the cube. After that the cube is inserted into the soil that has been formed earlier. When the soil has completely entered into the cube, then the bottom of the cube is cut. One part of the cube that is open is then covered with wood which has been coated with paraffin and then nailed that part.

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ix. The outside of the cube is marked: Project name, test pit number, soil sampling depth and time of collection and stored in a safe place.

x. As for taking disturbed soil samples, it can be taken from the walls of the test pit. Soil samples can be taken from each different soil layer of at least 30 kg. Then the soil sample can be put into a plastic bag and tied at the end. On the outside of the plastic there is a symbol of the project name, the location of the soil sampling, the depth of the soil sampling and the time of collection.

xi. For examples of heap materials in the form of sand and stone, put in a plastic sack of at least 30 kg and mark as above.

xii. After each well is completed, the geotechnical expert from the Contracting Party must make a note of the findings, describe the test pit, take color photos, and submit it to the Employer. All descriptions of the project name, soil sampling location, soil sampling depth, hole description, etc. must be presented by the Contractor in one test pit log where the log format has been approved by the Employer.

xiii. At the time of making the test pit, a weight-volume test must be carried out in the field at every 2.0 m depth using the sand-volume weight method or the water-volume method according to JIS A 121 H/1971 or ASTM D 2937 – 71, SNI 03-6872-2002

3) Special condition

The making of this test well is stopped when:

i. A hard layer has been found and is estimated to be really hard around the test wellbore.

ii. Simple digging tools such as crowbars, hoes, shovels or pickaxes can no longer penetrate them.

iii. If groundwater seepage is found which is large enough that it is difficult to overcome it with simple pumping equipment in the field.

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iv. When the walls of the excavation collapse easily, making excavations is difficult. Efforts were made to make the excavation wall retaining boards before this research was stopped.

f. Penetration Test (Sondir)

Soil static penetration test must be carried out at locations that have been determined by the Assignment Provider. The equipment used must be in accordance with the location and size of the rig used (2.5 tons - 5 tons).

Penetration experiments were carried out to complement the hand drill results. However, in special locations containing sand and soft clay, only sondir (penetrometer) will be used.

1) Equipment

The instrument used for the penetration experiment must be able to measure cone resistance and side friction. This type of tool is a biconus type or the like which has been approved by the Employer.

The cone diameter is 35.7 mm (resulting in a hole area of 10 cm2) and the apex angle is 60 degrees. Experiments must be carried out in accordance with ASTM D 3441-75 T, SNI 03- 2827-2992

2) Procedure:

i. The location of the stash must get approval from the Employer

ii. The location of the scavenging is cleaned of bushes and other debris until the surface is clean

iii. For each site, a plan shall be drawn up showing the experimental site and the elevation of the ground surface at the test point in relation to the fixed datum of the location.

iv. Installing 4 armatures as a handle/reinforcement for the sondir machine

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v. Build the sondir machine until it stands firmly

vi. Install the bi conus and mark on the handlebars at 20 cm intervals.

vii. Performing cone readings and cone resistance

viii. The penetration rate during force measurement must be kept constant at 2 cm/s and readings should be taken continuously.

ix. The implementation is considered complete when the adhesive resistance reading has reached 150 kg/cm2 for sondir with a capacity of 2.5 tons or if the reading has not been reached, then the maximum depth is 20.0 m. As for sondir with a capacity of 5.0 tons, the reading of the adhesive resistance reaches 250 kg/cm2 or if that value has not been reached, the maximum depth is 30.0 m.

x. Measure the groundwater level in the hole by looking at the sondir handlebar that is lifted out to see if it contains water xi. Installing concrete stakes measuring 20 cm x 20 cm x 10

cm high and providing a 20 cm long PVC pipe that penetrates the top and bottom of the concrete. On top of the concrete pegs are given a bunch of sondir numbers.

xii. Implementation is considered complete if it has received approval from the Employer.

xiii. The report on the results of the penetration experiment must include information on the measurement system, the date of the experiment, the number and identification of the location, the date of implementation, groundwater level, cone readings and conus resistance, estimation of soil type from conus readings, names of operators and supervisors as well as observations in abnormal conditions.

xiv. The graph of the results of the implementation must show the adhesive resistance and the total resistance of the adhesive resistance plotted on the horizontal axle against the depth in the horizontal direction.

g. Hand Booring

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For this drilling, a lightweight earth drill equipment is used, and can be operated by hand to take soil samples from the borehole. The tool is suitable for investigating soft clay to firmness and can only be used to a depth of 10 m. The borehole diameter ranges from 12 to 15 cm, so soil samples are easy to take. It is recommended to use a hand drill after the static penetration experiment is complete.

1) Tools:

i. Handlebar drill ii. Drill bit

iii. Sample tube iv. Rotating tool

v. Meter vi. Hammer vii. Key

2) Procedure:

i. Attach the drill bit to one end of the drill handle and the screwdriver to the other end

ii. Clean the surface around the drilling site

iii. Insert the drill tip into the ground and rotate the drill handle until the drill bit goes into the ground.

iv. Placing the drilling results on the ground in sequence v. And so on until the specified depth is reached

vi. From the soil sample placed on the ground, if required, the soil sample can be put in a plastic bag by marking the drill hole number, depth and project name and the location of collection.

vii. Recording the ground water level

viii. Describing soil samples in order from top to bottom

3) Special conditions

i. In clay layers that are soft and prone to landslides, and the borehole walls are always collapsing, it is recommended

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that a shield pipe be used so that this type of soil can be extracted.

ii. In hard layers that are difficult for the drill to penetrate, for example lumps are found, try to carry out re-drilling at a distance of 1-3 m on the side of the first drilling location.

iii. It should be noted that hand drills are not used to study gravel, burrows or boulders.

h. Laboratory Testing

In an effort to provide more input data that will be used in the calculation of toll road design planning, testing of material samples in the laboratory is very necessary. The tests are divided into 3 groups :

1) Foundation

2) Backfill material (soil, sand and stone) 3) Concrete materials

1) Testing on Foundation Materials

To provide data that is close to the original condition, the soil sample to be tested is the original soil sample.

This type of research can be described as follows.

i. index properties

This study serves as an approach to determine the physical condition of the soil type that we will evaluate, so that the judgments made are in line with the technical data obtained.

These tests include:

Weight (זn)

Density (Gs)

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Water content (Wn)

Analysis of grain size (m%)

Atterberg boundaries (WI, Wp, Ip)

Hydrometer

ii. Engineering Properties

After the index properties data is known, then the testing for technical data is adjusted to a test system that is in accordance with its physical condition.

The technical properties of the soil can be known by means of:

Direct shear test (c,D)

Unconfined Compression test (qun,qur)

Triaxial Test, B.P. sistem consolidated undrained or unconsolidated undrained (C, C”, D, D’)

Consolidation Test (Cc, Cv, Es)

2) Quarry Research

In order to determine a good type of soil for embankment material, it is necessary to first check the physical and technical data.

There are 3 types of pile materials that need to be tested : i. Soil / clay

ii. Sand iii. stone

i. Index properties

This index properties test is carried out to determine the original condition of the soil, before we change the soil both in density, as well as in planning the determination of its engineering properties.

This test was conducted to find out:

Volume weight (cn)

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Density (Gs)

Water content (Wn)

Analysis of grain size (m%)

Hydrometer

Atterberg boundaries (WI, Wp, Ip)

ii. Engineering Properties

The experimental method to be used must be able to produce technical data from soil materials in original

conditions. The condition of the original groundwater should be a major concern.

This experiment includes regularly:

Density / Compaction (standard Proctor) (qD ; OMC)

Triaxial Bp (cu and uu), after compaction

Consolidation after compaction

Permeability test after compaction

Pin Hole experiment after compaction

Unconfined Compression or Direct Shear after compacted and saturated conditions.

iii. Concrete Material Research

The material or material for this concrete will determine the characteristic value of the concrete in the future.

The material itself will be supported through testing:

Grain size analysis

Bulk specific gravity

Water absorption

Silt content

Organic impurities

Abrasion

Resistance to sulfate

Water analysis

Rock Research