Method Statement For Earthworks Site Preparation, Clearing and Grubbing, Excavation, Backfill and Compaction

1. General
2. Scope / Objective / Purpose
3. References.
4. Definitions and Abbreviations.
5. Responsibilities (For All Activities on Site).
   • Project Manager.
   • Construction Manager.
   • Site Engineers.
   • QA/QC Manager.
   • QC Inspector.
   • Safety Manager.
   • Environment Manager.
   • Safety Officer.
   • Surveyor.
   • Supervisors/Foremen.
6. Traffic Safety Management & Control.
   • Traffic Management and Logistics Plan.
   • Safety Awareness Meeting.
   • Operating Procedure.
   • General Traffic Arrangement.
7. Resource Allocation.
   • Equipment and Tools.
   • Manpower.
8. Procedure/Method.
   • Materials Delivery, Storage & Handling.
   • Excavation Procedure/Site Preparation.
   • Filling and Backfilling & Compaction.
   • Testing.
9. Inspection & Test Plan.
10. Safety & Environmental Precautions.
    • The general HSE requirements pertaining to the works shall be verified.
    • Night Shift Precaution.

1. General:-

This method statement for the earthworks site preparation, clearing and grubbing, Excavation, Backfilland Compaction is a guideline for the Project which will be constructed by, according to the Project Specifications, approved shop drawings, well as instructions.

Project management has the overall responsibility for ensuring that the project team is performing in accordance with the requirements of the contract agreement between the client and main contractor, requiring strict compliance with contract specifications, contract drawings, approved workshop drawings, approved method statements, approved safety plans, QA/QC procedures, and this method statement.

2. Scope/Objective/Purpose:-

 This method statement covers the nature & type of works for all earthworks, including GCPs, LSS, OSB/CMS, and access roads, but it is not limited to the following:

Clearing and Grubbing Marl Capping

Excavation & Backfilling of Selected and General Fill Rock Excavation Rough Grading

Supply and Install Aggregate Subbase and Base Coarse

• The purpose of this procedure is to provide minimum requirements and methods for safe execution of theabove-mentioned project and should be in accordance with IFC/Shop drawings, standards, codes, and related specifications, including all required QA/QC tests.
• All works related to this Method Statement shall be executed in accordance with the approved HSE and CESMP.

3. Reference:-

• Contract Agreement
• Quality MS procedure
• Project Quality Plan
• HSE Plan
• Quality management system requirements
• Approved projects IFC / Shop drawings
• Inspection and testing plan

4.Definitions and Abbreviations:-

In this Method Statement (as hereinafter defined), the following words and expressions shall have the meanings hereby assigned to them.

• The Consultant or the Engineer means the firm or company named working with the Clientits act as Consultant for the design and supervision of constraction, who is representatives, successors, and permitted assigns.
• The Contractor has been nominated by the client and the legal successors to execute the work parts of the work under control and supervision by main contractor.
• WIR:                      Work Inspection Request Form
• ITP:                        Inspection and Test Plan
• PQP:                      Project Quality Plan
• HSE:                       Health Safety & Environment
• CEMP:                    Construction Environmental Management Plan
• Company Group means COMPANY and all of its Affiliates and their directors, officers, employees, agents, consultants, and representatives, but shall not include any contractor or vendor engaged by COMPANY nor any member of CONTRACTOR Group.
• Company Representative: Neom Operations authorized representative with overall authority and responsibility for the project
• Clearing – The removal of trees, vegetation, or other obstructions from an area of land. Also referred to as clearing and grubbing.
• Grubbing – In site work, the stumps, roots, trees, bushes, and undergrowth are cleared. The act of altering the ground surface to a desired grade or contour by cutting, filling, leveling, and/or smoothing.
• Excavation – the removal of earth, usually to allow the construction of foundations or basements Fill and backfill materials shall conform to the criteria given for fill materials given below.
• Stockpiles shall be placed, graded, and shaped for proper drainage. Storage or stockpiling of material shall not be permitted on a completed subgrade. Stockpiles of cohesive soil shall be protected from freezing. Soils shall be classified per ASTM D-2487.
• General fill material shall consist of gravel, sand, and/or marl. The maximum size of the fill material shall be one-half the lift thickness or 75 mm (3 inches), whichever is less.
• Fill material shall be free of frozen lumps, organic matter, trash, chunks of highly plastic clay (classified as CH as determined by ASTM D2487), or other unsatisfactory material.
• Select fill or structural fill shall be composed only of inorganic material and shall have 100% passing the 5cm sieve and from 0-20% passing the 200 sieve.
• The portion of select fill material passing the No. 40 sieve shall have a maximum liquid limit of 35 and a maximum plasticity index of 12 per ASTM D4318. Liquid limit and plastic limit tests are not required for select fill material with less than 15% passing the No.
• Material – any product or substance specified for use in the construction of a project.
• The geotextiles are permeable fabricst, when used in association with soil and cane, filter, reinforce, protect, or drain. The geotextiles are used as separation and filtration layer under riprap for shoreline protection within marine applications (e.g., breakwaters, quay walls, and revivalists) and replace traditionally used graded aggregate
• The geo-net’s major objective is to break the capillary action of the water at road construction The geo-nets provide a capillary break and lateral drainage; the geo-nets replace traditional aggregate capillary break layers.
• Fill material shall be placed in uniform loose lifts not exceeding the following criteria, provided that the specified compaction is achieved for the full depth.
• Select fill material shall be placed in lifts of 200 mm maximum in loose depth. General fill material shall be placed in lifts of 500 mm maximum in loose depth.
• General fill material and select fill material shall be placed in lifts of 500 mm maximum in loose depth for hand-operated compaction equipment.
• Other lift thicknesses may be approved by the appropriate Client Representative Inspection based on a field test section using the intended compaction equipment and verification that compaction was achieved for the full depth.
• Fill and backfill layers shall be uniformly compacted in accordance with the following density requirements:
• All select fill material and any fill beneath and/or adjacent to foundations, grade beams, mats, buildings, lined slopes or drainage channels, and process areas:
• At least 90% of the maximum Modified Proctor density as determined by ASTM D1557, or
• At least 70% relative density as determined by ASTM D4253 and ASTM D4254 for cohesionless granular soils that do not exhibit a well-defined moisture density relationship.
• Select fill material beneath and/or adjacent to foundations with static loads over 320 kPa and foundations for vibrating or heavy machinery.
• At least 95% of the maximum Modified Proctor density as determined by ASTM D1557, or At least 85Density as determined by ASTM D4253 and ASTM D4254 for cohesion cohesion that does not exhibit a well-defined relationship

5. Responsibilities:-

5.1. Project Manager.

The contractor project manager has the overall authority and responsibility for all aspects of the project. His responsibilities include as:

• Ensuring adherence to contractor company policies.
• Managing site project activities on behalf of the contractor.
• Establishing project requirements, policies, organization, and schedule.
• Monitoring the project’s progress and quality and approving the final resolution of all items of non-conformance.
• Approving all subcontracts.
• Ensuring implementation of the contractor QA/QC program.
• Issuing all project directives.
• Managing a project’s costs.
• Initiating and negotiating with the client for all change orders and/or work requests and signing change orders and/or work requests.
• Preparing, approving, and submitting progress reports to the client.
• Having final authority on all site project activities.

5.2. Construction Manager:-

The construction manager controls and coordinates all work activities activities carried out at the construction site. His responsibilities are as:

• Establishment and implementation of work procedures in the MS for the execution of work.
• Review detailed construction schedule including redefinition of priorities where necessary.
• Control and coordination of the work entrusted to contractors.
• Planning and scheduling of the workforce and equipment.
• Review of the materials delivery schedule.
• Preparation of data required for compilation of the Work Progress Report.
• Preparation of the change order proposals.

5.3. Site Engineers:-

• The assigned engineer shall ensure that the current drawings relatingto the excavation activity are approved for construction.
• The engineer shall ensure that there are no conflicts with existing services or other discipline issues.
• Co-ordinate all the site activities required for the execution of Work according to the contract.
• Liaise with site representatives of Client and Engineer to co-ordinatesafety
• Co-ordinate and explain the work to be carried out to the Supervisors / Site Foreman.

• Ensure the compliance of works with the related approved Quality Control Plan.

5.4. QA/QC Manager:-

• Representing the project for all quality matters.
• Developing and maintaining the Project Quality Plan.
• Verifying implementation and adherence with QA/QC.
• Quality Procedures and / or work instruction.
• Preparation of new procedures and / or work instruction.
• Reporting items of non-conformance to the Project Manager.
• Reporting on the corrective action / resolution of non-conformance.
• Verifies program implementation by conducting project specific audits.
• Liaison with client to coordinate and assist in, surveillance, inspections and approvals.
• Establishing, maintaining and overseeing the document control and record keeping function.
• Establishing, maintaining and overseeing the Non-destructive Testingand Wild Engineering functions.
• Quality Monthly Report Preparation.
• Evaluation of Suppliers/ Sub-Contractor’s Quality Systems.
• Coordination and supervision of activities related to the collation of the Project Record Books”.
• Preparation and submission of “Two Week Look Ahead Schedule” requirements.
• Preparation and submission of “Monthly Management Review Reports” on monthly basis.
• Organize Inspection and Test Plan for procurement, construction and commissioning phases.

5.5. QC Inspector:-

• Duties and responsibilities of QA/QC Inspector could be typically enumerated as follows:
• Ensure compliance with the requirements of the contract scope ofwork, technical specifications and contract quality plan.
• Conduct quality control inspection tasks in accordance with the requirements of the established inspection plans.
• Initiate RFI after verification of activities to be offered for Inspection.
• Signs and dates inspection reports for those inspection steps actually performed. Provides final acceptance sign-off of all prescribed inspection reports attesting to the completeness of the project.
• Calibration and use of the necessary measuring and test.
• Coordinate for the third-party agency for the required test.
• Initiate preparation of the job site quality control records.
• Reporting both   verbally   and   in   writing   any   non-conformance discovered.
• Reporting daily a descriptive of each day’s work.
• Conduct weekly QA/QC Toolbox meeting.
• Shall report/coordinate with NEOM / AECOM personnel for witnessingall inspections and acceptance of the work items.

5.6. Safety Manager:-

• Ensuring work is carried out in a safe manner and, in an accordance with any manufacturers’ instructions etc., good standards of work manship.
• Ensure site staffs are working in accordance with agreed Risk Assessment and Method Statements (RAMS) particularly where activities have the potential to cause environmental harm.
• Give healthy and safety advise to compete the site waste management plan and, ensure it is followed.
• Ensure that the CEMP is implemented throughout all phases of the project.
• Carry out daily checks on site to ensure the site is secure and tidy;
• Weekly checks and “toolbox talks” carried and Weekly site inspection.
• Reviewing and improving conditions or methods/procedures where appropriate.
• Keeping records of and, reporting any incidents and close calls (near misses).

5.7. Environment Manager:-

The Environmental Manager is responsible for:

• Provide advice to Project Director / Manager / QHSE Manager on measures required to comply with the requirements of applicable environmental legislation and environmental authorities including the specific requirements of the project approvals and supporting documentation.
• Develop, review, implement and, update this CEMP in accordance to the requirements of CEMP.
• Monitor and, report on the implementation of this CEMP and environmental performance.
• Set, monitor and, review environmental objectives and targets.
• Identify areas requiring improvement and, develop action plans, communicate compliance requirements, and, ensure all environmental obligations including legislative requirements and, approvals are complied with.
• Set, monitor and review environmental objectives and targets.
• Conduct environmental site inspections, auditing, monitoring and training, identify improvement actions and, track implementation of actions.
• Ensure relevant statutory legislation is monitored and, the requirements followed.
• Maintain adequate environmental records.
• Liaise with stakeholders as required.
• Ensure environmental issues are considered by all staff and are applied to their work.
• Identify, investigate and, report on actual and potential environmental incidents and, non-conformances.
• Develop and, implement corrective and, preventive actions to prevent recurrence of incidents and, non-conformances.
• Attend HSE committee meetings as required.
• Monitor the implementation and effectiveness of the CEMP.

5.8. Safety Officer:-

• Responsible for the Client’s HSE implementation.
• Liaise with Site Engineers in implementation of site Safety Plan and issue safety directives accordingly.
• Makes sure HSE roles, responsibilities, policies, plans and objectives are communicated to all relevant personnel.
• Ensure that PTW requirements has been secured and must beavailable at site.
• Liaise with the Project Safety Manager in identifying the HSE training requirements of personnel and assist in arranging internal and external training.
• Investigate accidents and incidents that result in “Lost Time Accidents” (LTA’s).

5.9. Surveyor:-

Contractor Surveyor under the direction of the nominated chief surveyor has the responsibility to check the established main reference and check levels at regular intervals.

5.10. Supervisors / Foreman:-

Contractor Supervisors have the direct overall responsibility for the supervision of their allocated area including the direct supervision of the fixers and labors involved and the strict implementation of safety rules andprocedures.

6.Traffic Safety Management & Control:-

 6.1. Traffic Management and Logistic Plan.

• Implementing an effective Traffic Management and Logistics is the key to ensure the protection of the workersand its environment.
• Exposures to numerous traffic and vehicle hazards might lead into damage of environment or evenmajor incident in construction area.
• Hence proper implementation of HSE program generally contributes to reduce the associated hazards inwork place.
• A proactive approach with proper communication with all personnel involves in theoperation andimmediate correction to any issue arises is extremely essential.

6.2. Safety Awareness Meeting:-

• Safety awareness meeting has to be conducted every working day to brief the work force in the safetyprevention measures & Safety Induction will be conducted for new labors.
• Traffic Safety will be discussed as a Each survey group should be
• Formed to follow specified instruction such as “ Barricading
• Boards” Signal – Boards.
• well in men will be deployed to control the traffic flow during working time.
• The survey team should have the practical knowledge to adjust following specified instructions that willnot meet.

6.3. Operating Procedure:-

• Generally, site investigation has to be carried out for safety precautions prior to the commencement of the work, in order to display relevant sign boards, including to comply with the following:
• A site-specific traffic plan will be prepared to indicate the approved entry/exit points, traffic turns directions to the existing construction excavation, locations for flagmen, safety signs, road signs, and security Access to the area will be as shown on the Safety Plan. Security will be provided by guards at each end of the construction zone.
• Contract The contractor prevent movement and stopping of equipment and traffic near the excavation edge and separate it with suitable warning signs, barrier, and s, with the mini- mum save distance between the excavation edge and the nearest parts of chains or wheel which does not lead damage it excavation edges thisdistance in no case should not be less than one and a half (1.5) meter.
• Securing of the site perimeter will be as designated on the Traffic Vehicular barriers will be placed at the entrances / exits, as needed. Security at night willbe provided by roaming security guards. In the area where plant and equipment are active temporary perimeter fencing will be in place. Temporary Construction Safety Signs will be furnished, installed, maintained, and removed on the complete ionof the works or when directed by AECOM/NEOM/ or traffic authorities. All temporary signs and appurtenances will be as per the work in progress. Temporary construction signs will be relocated, as required by the construction / Excavation stages orsteps and the sequence of construction operations.
• Ensure the work permit is valid if applicable and work is being made in a free environment Process to all kinds of excavation must be provided by means of stair case/ leader / Ramp etc.
• All kinds of excavation should be protected by providing side slopes or steps asper site conditions whether itis a deep excavation or low excavation.
• For all project excavation safety, contractor will follow up at the site during execution
• All excavations must be inspected by competent inspector signed and displayed at every excavation at the site. Working area will be corded off with traffic cones to indicate setting out survey for the oncoming workers, traffic to see the work in progress.
• Radio communication system would be used where normal communication is impossible.
• After completion of the work, safety cones, jersey barriers, barricade boars and signs have to be removed accordingly.

6.4. General Traffic Arrangement:-

• In addition, safety precaution has to be adopted to minimize accidents/incidents that can be happened, byproviding the following, as a minimum.
• Safety helmets, traffic safety vests, boots, dust mask & gloves will be Warning sign boards would bedisplayed throughout the site.
• Monthly safety awareness program & training program would be conducted.
• First aid kit would be provided nearby the Security Gate, or will provide a dedicated facility.
• Safety officer has to visit the sites twice a day and required safety measures will be adopted at site.
• In addition, any incident or accident will be informed immediately and reported.

7. Resource Allocation:- 

7.1Equipment and Tools.

• BULLDOZER
• EXCAVATOR
• DUMP TRUCK 16M³
• DUMPTRUCK TRAILER 32 M³
• LOADER
• ROAD GRADER
• ROAD ROLLER COMPACTOR
• WATER TRUCK
• FUEL TANKER
• SERVICE GREASE TRUCK
• SERVICE CAR
• JUMPING AND PLATE COMPACTOR

7.2. Manpower:-

8. Procedure / Method:-

• The Store keeper should inform the concern Engineer about the delivered material to verify the right delivery.
• Store keeper should Store delivered materials in accordance with manufacturer’s instructions, above ground, properly protected from the weather and construction activities.
• The QA/QC Engineer/Inspector shall inspect all material delivered to the site and check it is stored properly, as per manufacturer recommendations, verifying there is no mark of damage or deformity of any kind before issuing the material from site store.

8.1. Materials Delivery, Storage & Handling:-

• The Store keeper should inform the concern Engineer about the delivered material to verify the right delivery.

• Store keeper should Store delivered materials in accordance with manufacturer’s instructions, above ground, properly protected from the weather and construction activities.
• The QA/QC Engineer/Inspector shall inspect all material delivered to the site and check it is stored properly, as per manufacturer recommendations, verifying there is no mark of damage or deformity of any kind before issuing the material from site store.

8.1.2 Site Preparation:-

• Clearing and Grubbing.

1. Clearing and grubbing will consist of the removal and disposal of trees, stumps, roots, vegetation,logs, rubbish, and other unsuitable material.
2. Except for trees and shrubs in areas designated in the contract documents for preservation, areasdesignated for clearing and grubbing will be cleared.
3. During construction operations, trees, shrubs, and other landscape features specifically designated in the contract documents for preservation will be carefully protected from abuse, marring, or damage.
4. Trees and other vegetation outside the construction area will not be damaged in any manner.
5. Trees, stumps, and other vegetation in the areas designated for clearing and grubbing will be removedto the bottom of their root zone.
6. Depressions made by clearing and grubbing operations will be filled in accordance with Section 6.7 andcompacted to conform to the adjacent surface of the original ground.

• iStrpping.

  1. Before any soil is removed, the area will be cleared of all debris.
  2. Stripping will consist of the excavation, removal, and satisfactory disposal of all topsoil and soil containing organic material. Such stripped materials will not be used as structural fill material under any circumstances.
  3. Top soil will be removed to the full depth identified in the contract documents.
  4. Reusable materials will be stockpiled as necessary for the contractor to operate in areas approvedby the purchaser.

• Rough Grading.

1. General area grading will be completed to within a tolerance of plus or minus.
2. 20 feet (60mm) of the elevations shown in the contract documents, but will not be uniformly highor low.
3. Roads, parking areas, and building areas will be excavated or filled to subgrade elevations shown inthe contract documents.
4. Rock encountered through cut sections will be excavated to 1 foot (0.3 m) below subgrade elevationand will be backfilled to the specified elevation.
5. If unsatisfactory field conditions are caused by rain, inclement weather, or other circumstances thatprevent satisfactory performance of the work, earthwork operations will be suspended and the purchaser notified.
6. After completing grading operations and before grassing operations, the graded areas that are not tobe further improved will be overlaid with topsoil of a compacted thickness of 4 inches (100 mm) minimum.

8.2. Excavation Procedure.

8.2.1. Structural Excavation

• The soil classification existing at the site is Type C. The maximum allowable slope of 1- 1/2H: 1V (340 w.r.to horizontal) shall be considered up to 6m depth only. Shallow excavation can be carried out with normal excavation machinery in soil.
• In case, the proposed excavation is greater than 6m, suitably designed shoring support or shield systemsshall be installed or excavations shall be sloped or benched.
• Fill slopes may be required at the site during raising the site grades. It is recommended that permanent slopes in soil not be steeper than 2H: 1V. This recommendation is based on practical considerations, anda wider industry practice literature review. This shall be considered conservative approach for site grading operations. All permanent slopes should be provided with some form of protection against erosion.
• Construction of new slopes shall be accomplished by compacting horizontal all fill layers at least 1 roller width beyond the design edge of the slope and then trimming back to achieve the final slope dimensions.

8.2.2. Earthen Structures:-

• Earthen structures include, but are not limited to, ponds, canals, ditches, retention basins, levees,and dikes.
• Excavation for earthen structures will be made to the lines, grades, and cross sections asspecified in the contract documents.
• Side slopes of excavations will be cut and graded to the specified cross section.
• Unstable soil in the slopes will be removed, and the slopes repaired using material and methods in accordance with soil report.
• The bottoms of excavations will be graded to the elevations and configurations as specified inthe contract documents.
• Over-excavation will be backfilled and compacted in accordance with soil reports.

8.2.3. Trenching:-

•  Trenches are excavations made for placement of, but not limited to, underground piping,electrical cables, duct banks, and drainage ditches.
• The bottom of trenches will be graded to the elevations as specified in the contract documents.
• When applicable install shoring in advance of or simultaneously with trench excavation so thatsoils within full height of trench excavation walls will remain laterally supported at all times.
• Unstable soil in the bottom of trenches will be removed and replaced using material and methods inaccordance with the report over the excavation of trenches will not be permitted unless otherwisespecified in the con-tract documents or approved contract of record.

8.2.4. Rock Excavation:-

•  Rock excavation will consist of excavation of boulders or pieces of detached rock measuring 1 cubic yard (0.76 cubic m) in volume or greater, or rock in ledges, bedded deposits, and conglomerate deposits so firmly cemented that they present all the characteristics of solid rock, which cannot be excavated with earth moving, heavy equipment. All other excavations will be earth excavations.
• If blasting is not permitted, rock will be excavated with mechanical rippers, mechanicalbreakers, or mechanical drills with non-explosive demolition agents.
• If blasting is permitted and required, blasting operations will be managed in accordance withthe rock-blasting plan.

8.2.1. Stockpiling:-

• Material will be stock pile material location specified by owner.Stock piles will be placed, graded, and shaped for drainage.
• Storage or stockpiling of material will not be permitted on a completed subgrade.
• Stockpiling of contaminated soils will be in accordance with an owner approved contaminated soils management plan or as specified by owner.

8.2.5. Drainage:-

• Drainage of cuts, excavations, fills, stockpiles, spoil areas, surcharge embankments, and borrowareas will be maintained at all times to prevent ponding of sur- face water because of groundwater or rainfall by providing temporary ditches, swales, culverts, and/or pumping systems as requiredin each respective site area.
• Temporary drainage facilities will be removed at the completion of the project oras specified by owner.
• A temporary surface seal (e.g., sealing with a smooth drum roller) will be constructed as requiredto prevent saturation during wet weather or temporary shut- down of operations.
• Soil that becomes saturated will be removed completely or reconditioned in accordance with section 6.7.

8.2.7. Disposal of excess and waste materials:-

• If practicable, all suitable materials removed by excavation will be used as fill.
• Excavated material, in excess of that required for normal embankment construction, will be stockpiled within the construction limits or will be placed in a designated spoil area beyond the construction limits as specified by owner.
• Material unsuitable for fill and debris, removed by clearing, grubbing, stripping, andexcavation, will be removed to a disposal area approved by owner.

8.2.8. Preparation of Areas for Structural Fill or Loading:-

• Areas of structural excavation to receive structural fill or loading will be free of frozensubgrade, roots, trash, snow, ice, or other deleterious material.
• Areas will be prepared for structural fill or loading as follows.

Drained of standing water-

• Proof-rolled by crossing the area repeatedly and methodically with a 10 -ton (9 ton) minimum weight pneumatic tire compactor or a fully loaded dump truck. See PIP CVS03350 for proof- rolling requirements for roadways and area paving.
• If proof-rolling demonstrates ruts between 1 and 2 inches (25 to 50 mm) deep after localized softspots have been repaired, the top 6 inches (150 mm) of the overall area will be scarified and re-compacted. For areas where ruts exceed 2inches deep, the top 12 inches (300 mm) will be scarified and re -compacted.

• For enclosed areas or tightly spaced areas, if access by proof rolling equipment is limited, hand operated rollers or plate compactors may be used if approved by owner.
• In accordance with any other requirements specified in the contract documents including but not limited to over-excavation, moisture conditioning and re – compacting of the upper soils, and chemical stabilization or other methods of improving soil conditions.
• The density of the top 6 inches (150 mm) in areas for structural fill or loading will not be less than 90% of the maximum Modified Proctor density in accordance with ASTM D1557, or 95% of the maximum Standard Proctor density in accordance with ASTM D698.
• The density of the top 6 inches (150 mm) in areas of structural fill or loading, where granularsoils exist that do not exhibit well-defined.

• Moisture-density relationship will be compacted to at least 80% relative density in accordance with ASTM D4253 and ASTM D4254.
• Excavations will be made accessible incase animals fall in, that is ramps will be placed at regularintervals to allow fallen animals to escape.
• Minimum widths of trenches excavation shall be as set out as preapproved shop drawings.
• Excavation shoring may be required to retain overburden soils adjacent to deep excavations asper designer recommendations.
• Maximum length of open Excavation spread shall be well planned and must be agreed with Consultantsprior to the commencement of pipeline construction.
• The existing Services/Utilities should be investigated and marked prior to starting art excavation.
• Open Excavation should be accessible by control traffic movement, there should be specific entryand exist point for heavy equipment.
• In case of open excavation, the excavated material should be transported by dump truck to cart away andstock piled.
• In case of excavation for isolated footings, above procedure should be followed. For cable, pipelines and other services, the planned trench limits/ edges shall be marked with white line according to the survey coordinates of the pipe line centerline.
• The existing utilities shall be surveyed and if necessary, hand trenching shall be applied to expose themand required protection measures shall be taken as per requirements of the concern authorities.
• Excavated materials shall be stock piled away from the edges of trenching to avoid the material falling back in the trench and for the easy access of equipment. Excavated material will be shifted outside the area if it is not suitable for backfilling.
• Trenching edge shall be made by the required slope as per typical shop The slope of the trenchwill be checked as per approved shop drawings.
• During the earthwork removal works, if water is present water shall be immediately channeled to the nearest main drainage channel. The water is to be collected in pump sumps and pump out to the nearestdrainage channel.
• When ground conditions are such that the sides of the trench do not stable for the period of time betweentrenching operations and lying of the pipe, the
• Closing / clearing the trench shall be carried out after completion of work as per the requiredelevation.
• The pipe trench shall be excavated to a sufficient depth to provide a minimum of 20 embeddingunder the pipe.
• In case of existing facilities and road crossing, the depth excavation will be as per the actual level of theexisting facilities and if required the additional depth will be provided.
• If there is additional deep excavation additional safety precautions will be provided like barrier, extralighting and safety warning tapes as required.
• Safe access shall be provided across the trench. Such access shall be provided at reasonable intervalswhere required by facility workers or tenants.
• Final excavated trench from tree, roots, stones and other hard objects which may damage the
• In case of deep excavation, 2 steps excavation can be done, if it is free of existing facilities, sheet fileswill be used to maintain the slope.
• In order to reduce the hazard of long lengths of open trench excavation and to avoid the risk of problems andadditional work caused by earth slips and falls in rainy weather, excavating operations shall be planned andexecuted so that the trench remains open for as short a period as possible and practicable.

8.3 Filling and Backfilling & Compaction-

• Classification according to ASTM D 2487 of each on-site or borrow soil material proposed forbackfill, fill, embankment, and subgrade layer.
• Loratory compaction curve according to AASHTO T-180 (Method D) Modified Proctor for each on-site or borrow soil material proposed for backfill, fill, embankment, and subgrade layer.
• Notify utility companies and authorities having jurisdiction for an area where Project is located beforecommencing earthwork operations.
• Fill material shall be placed in uniform loose lifts not exceeding the following criteria, provided that the specified compaction is achieved for the full depth. Select Fill Materialshall be placed in lifts of 200 mm maximum in loose depth.
• Sand bedding and initial backfill up to 300 mm minimum above crown of the pipe shall benon-plastic, natural well graded sand having hard, strong, durable angular particles. It shallbe clean and free from extraneous materials, clay balls, organic matter or other detrimentalmaterial. The number of fines passing sieve No. 200 shall not exceed 15%.
• Backfill over a pipe shall consist of two different materials: Initial or selected backfill and main backfill. Initial backfill or backfill in contact with the pipes and up to 300 mm minimum above crown of the pipe shall be selected material. Selected fill material shall be similar in composition and gradation to the granular pipe bedding as definedin 1 above or the sand bedding described in 2 above. The main backfill (for the remainder of the trench) shall be done with suitable material either from material removed in the course of excavating the trench, or imported from approved borrow pit. In other cases, the backfill material shall conform to backfill described in this greater than76mm.section above and will be selected to avoid large stones.
• At least 95% of the maximum Modified Proctor density as determined by ASTM D1557, The granular blanket shall comprise A-1 type material layer compacted in layer of 20 cm to 100% MDDand shall consist of crushed gravel or crushed stone as required to obtain the specified gradation. Gravel,crushed gravel and crushed stone shall consist of hard, durable particles, free from dirt, organic matters,shale, and other deleterious materials, and shall not contain more than 8% of clay lumps and friable particles.
• All other areas not designated above may be filled or backfilled using general fills unless other- wisespecified in the contract documents.
  • Before placement of structural fill or backfill, the area to receive the fill will be prepared inaccordance with Section 6.6.
  • Compacting will begin only after the fill or backfill has been properly placed and thematerial is at the specified moisture content.
  • When air temperature is below freezing, earth fill will not be placed on frozen soil. Earth fillwill be free draining and be placed at temperatures above 2C.
  • Unless otherwise specified in the contract documents, material will be placed in loose lifts notexceeding the following criteria, provided that the specified compaction is achieved for the full depth:
  • Structural fill will be placed in lifts of 8 inches (200 mm) maximum in loose depth
  • General fill will be placed in lifts the of 12 inches (300 mm) maximum in loose depth
  • Compaction will be performed with equipment compatible with soil type

∴ Structural Fill Compaction Densities

1. Structural fill will be compacted to at least 95% of the maximum Modified Proctor density in accordance with ASTM D1557, or 95% of the maximum Standard Proctor density in accordancewith ASTM D1557.
2. Granular soil used as structural fill that does not exhibit a well-defined moisture-density relationship will be compacted to at least 80 % relative density in accordance with ASTM D4253and ASTM D4254.

∴ General Fill Compaction Densities

1. General fill will be compacted to at least 95% of the maximum Modified Proctor density in accordance with ASTM D1557, or 90% of the maximum Standard Proctor density in accordancewith ASTM D698.
2. Granular soil used as general fill that does not exhibit well -defined moisture-density relation- shipwill be compacted to 70% to 75% relative density in accordance with ASTM D4253 and ASTM D4254.
3. The moisture content of the material being compacted will be within plus or minus 2% of the moisture content in accordance applicable to ASTM D 1557 or D 698. .
4. The moisture content of the material being compacted will be within plus or minus 3% of the optimum moisture content in accordance with the applicable ASTM D1557 or ASTM D698. Fill materials will be conditioned as necessary to achieve the required moisture content, without additional cost to the purchaser.
5. Chemical stabilization may be used provided the Engineer of Record approves the modifications necessary to obtain satisfactory compaction.
6. Topsoil will be placed, leveled to grade and lightly rolled to produce a firm surface suitable for landscape purposes.
7. Compaction by water jetting or flooding will not be permitted.
8. Fill and backfill adjacent to structures (e.g., retaining walls, pits, and basements) will not be compacted with heavy equipment, but with hand operated equipment to a distance of 4 ft or greater beyond the side of the structure.
9. To prevent unnecessary eccentric loading of a structure or foundation, every effort will be made to place backfill materials systematically and in a uniform layers.
10. Unless otherwise permitted by the purchaser, backfill around or over cast-in-place concrete willnot be permitted until the concrete has attained 75% of its specified strength.
11. Compacted surfaces of fill and backfill will be finish-graded to the cross sections, lines, grades, elevations and tolerances specified in the contract documents.

∴ Dewatering

1. All dewatering methods and disposal of water will be approved by owner.
2. If required for construction, before excavation, an approved dewatering system will be installedand operated when necessary to lower the groundwater.
3. Design of the dewatering system will be the responsibility of constructor.
4. Constructor will be responsible for any effects of dewatering on adjacent facilities.
5. Surface water will be prevented from flowing into excavations by installing ditches, trenches,protective swales, pumps, or other purchaser approved measures.
6. All diverted and pumped non-contaminated water will flow to existing drainage system inaccordance with Section 5.1.7.1.
7. Excavations for foundations and other underground installations will not be used as temporarydrainage ditches.

8.4.Testing 

TESTING AND INSPECTION REQUIREMENTS

∴ Laboratory Control Tests.

1. Tests of gradation, plasticity, density, and moisture content shall be performed for each type of fill material. These tests shall include the following:
2. Required tests for cohesive soils: Sieve analysis (ASTM C136, ASTM D422, or ASTM D1140),Plasticity Index determination (ASTM D4318), Modified Proctor Test (ASTM D1557) with corresponding Proctor curve.
3. Required tests for cohesion less soils: Sieve analysis (ASTM C136, ASTM D422, or ASTM D1140) and Relative Density determination (ASTM D4253 and ASTM D4254).
4. When the backfill, material cannot clearly be classified as cohesive or cohesionless both RelativeDensity and Proctor density tests must be performed per the above The backfill shallthen be compacted to a greater density.

∴ Laboratory Control Tests Frequency.

• The control tests specified in above section shell conducted at a minimum for every 10,000m3 werethe fill material is uniform of for every change of source or material In- place density and moisture content of soil shell be determined by the following methods: Every effort should be made to ensure that fill material is uniform hower, in situation when the fillIs (1) from a single borrow area non-uniform in composition, or (2) a stockpile from multiple source The test in section 9.5 1 shall be conducted at minimum for every 5,000 m3 using a combined sample of forrandom samples of the fill material.

∴ Field control test.

• Sand-cone method in accordance withASTMD1556.
• Nuclear method in accordance with ASTM D6938.
• Rubber balloon method in accordance with ASTM D2167.
• Drive-cylinder method in accordance with ASTM The drive- cylinder method perASTM D2937 may only be used if the compacted layer is only 15 cm or less.

∴ Field Control Tests Frequencies. 

Testing shall be performed at the following frequencies:

• elect Fill Material under all foundations, buildings and process areas – one test every100 m² ofeach lift.
• elect Fill Material under roadways, railroads, area pavement and parking areas, andlined slopes ordrainage channels – one test every 200 m² of each lift.
• General Fill Material – one test every 500 m² of each lift.
• Backfill of trenches – one test for every 15 linear meters of each lift.
• As a minimum, at least one in-place density test must be performed on every lift of fill and furtherplacement shall not be allowed until the required density has been achieved.
• The number of tests shall be increased if a visual inspection determines that the moisture content isnot uniform or if the compacting effort is variable and not considered sufficient to attain the specified density.
• The Project Inspection Representative may approve a decrease in the number of tests once a compaction procedure has proven to meet compaction requirements. In such cases, a method statement for the compaction procedure and testing frequency shall be submitted to the Client representative and approved by Project Inspection. The method statement must include the equipment type, serial numbers, lift thicknesses, and the number of passes required to achieve therequired density.

∴ Chemical Polymer agents for Slope Protection.

• This chemical polymer agent is a water-base liquid that can be sprayed on the sand and is the water evaporates the polymer forms a matrixing the sand that bond the sand particles together forming hard crust.
• The material is eco-friendly and lect to apply using standard equipment

∴ Use of Excavated Soil. 

• In general subsoil up to the depth of -6.0m consist of sand with silt CPS-SM Salty sand (SM) clayeySand (SC) and sanity clayey sand (SC-SM) is most of the boreholes the percentage of fine content in the top soil is generally more than 20%hence, this soil content be use for select fill material purpose where itcan be used for general fill purpose.
• However, it should be noted that the samples collected in SPT do not represent the physical characteristics of sub-soil over the entire area. It is essential to collect few samples during construction and perform relevant tests to check suitability of excavated.
• During construction, purchaser will have access to all contractor’s facility andrecords for the purpose of conducting performance inspection/audits.
• During an audit by purchaser, all inspection and test reports, and/or engineeringanalyses and calculations associated with the scope of work will be provided to purchaser upon request.

∴ Surveying

• All lines and grades will be determined by constructor by contractor’s from horizontal and vertical control points furnished by purchaser.
• All Surveying activity from start and along the activity will all conform to projectspecification requirements.
• One Modified Proctor Test in accordance with ASTM D1557 or one StandardProctor Test in accordance with ASTM D69.
• For granular soils that do not exhibit a well-defined moisture-density relation- ship, index density, unit weight, and relative density will be determined in accordance with ASTM D4253 and ASTMD4254.
• If the type or the sources of fill material changes, the control tests will be per- formedagain with the new material.
• Unless otherwise specified in the contract documents, the following in-place dry density and moisture content testing (i.e., field density testing) on compacted fill will be performed using one of the following methods:
• Nuclear methods in accordance with ASTM D6938.
• Sand-cone method in accordance with ASTM D1556.
• Rubber balloon method in accordance with ASTM D2167.
• Unless otherwise specified in the contract documents, the field density testing will be performed at thefollowing frequencies:
• Structural fill under foundations and building slabs one test every 1000 square feet(90 square m) of each lift.
• Structural fill under roadways, railroads, area pavement and parking areas onetest every 2000 square feet (180 square m) of each lift.
• Road base and sub-base one test every 2000 square feet (180 square m) of each lift.
• Backfill of trenches one test for every 150 linear feet (45 m) of each lift and onetest within each segment between changes in direction.
• Backfill over foundations one test for every 1000 square feet (90 square m) of eachlift.
• General fill one test every 5000 square feet (460 square m) of each lift
• As a minimum, one in-place moisture content and one density test will be per- formedon every lift of fill.
• Until the required dry density has been achieved, further placement of fill or backfillwill not be permitted.
• The number of field density tests will be increased by 50% if more than 4% of tests failto meet the specified dry When failed tests become less than 2%, the number of tests will revert to original specified frequency in Section 5.1.5.6.

9. Inspection & Test Plan:-

• Refer attach ITP for inspection level, Test Plan and check

10. Safety & Environmental Precautions:-

10.1. The general HSE Requirements pertaining to the works shall be

• Work permit(s) shall be obtained as required before excavation work is started.
• The work permit issuer shall ensure that underground utilities/installations have been located and marked (e.g., by flags or chalk) before excavation activities begin.
•  Workers shall be trained to look for signs of shoring or sidewall bulge, sur- face cracking, sand penetration from behind shoring or cracked shoring, which can be a warning sign of a collapse that is about to happen.
•  Stairways, ladders, ramps and/or other safe means of egress shall be located in excavations as required.
•  Gas tests shall be performed as required when there is reason to suspect oxygen deficiency or the presence of a flammable/toxic atmosphere in an excavation.
•  All PPE should be provided to all personnel (Safety Helmet, goggle, cover-all, shoes, gloves, dust mask, etc.)
• PPE shall be worn at all times.
• Safety Signage, warning signs (i.e. PPE must be worn, danger excavated area. etc.) Material Safety Data Sheets for the chemical substances used shall be readily available at the site and be discussed with the workers.
•  Tool box talks shall be conducted regularly about safety and environmental matters related to construction activities at site.
• Suitable access roads for equipment shall be provided.
• All equipment and tools shall be of suitable capacity, in good condition, certified, inspected and color coded.
• All equipment shall hold suitable fire extinguisher.
• Underground utilities mapping shall be done and necessary protection shall be provided.

10.2 Night Shift Precaution-

• Night Work Permit (Refer to Internal Work Permit Procedure).
• Work activities during the hours of darkness are greatly discouraged due to the associated hazards and will only be allowed by fulfilling requirements under the valid night work permit.
• Safety Lighting Sub contractor will provide Safety lighting at the entry point/s of the project as such adequate to the basic security of the site premises or in accordance with the project requirements
• Task Lighting Tower light or portable light is use in the dark or in reduced visibility, lights will befitted and used to enable the work area to be adequately illuminated. In addition, amber flashing beacons that give warning of the presence of the vehicle will be fit-ted and used if necessary.