MS road earthwork a2

Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 CONTENTS General - Quantity - 3 Construction Schedule - Site Organization Chart - Equipment and Workforce - Description of Materials 6.1 Materials for Embankment 6.2 Geo-textile 6.3 Prefabricated Vertical Drain (PVD) material 5 Construction Method 7.1 Working Flow 7.2 Construction Method - 10 10 12 Inspection and Test Plan - 28 Safety Control - 28 - 30 10 Environmental Control APPENDIXES Appendix-1 (Soft Soil Treatment Schedule) Appendix-2 (Inspection and Test Plan) Appendix-3 (Inspection and Check Sheet) Revision A2, 28th July, 2009 03 pages 04 pages 26 pages page Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 General This method statement describes the Road Earthworks including Soft Ground Treatment work such as Geo-textile and Prefabricated Vertical Drain including Sand filling and Borrow Material (Embankment) which will be carried out in accordance with General Specifications Division 3: “EARTHWORK” List of document that will be submitted separately is as below: (1) Working Drawing (2) Proposal of Material (3) Subcontractor proposal (if any) (4) Detailed information of equipment and labor to be mobilized Quantity Estimated quantity (bidding quantity) is as follows But they are only for reference The design quantity will be made from approved working drawings The actual construction quantity will be shown on As-built Drawing Item Unit Quantity Geotextile m2 5,775 PVD m 62,712 Sand Fill Material m3 39,695 Borrow Material m3 4,894,162 Remarks Construction Schedule Construction Schedule shall be referred to latest approved Overall Schedule Revision A2, 28th July, 2009 page Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 Site Organization Chart Organization Chart is as follow POSCO E&C Co., Ltd Project Director Construction Manager Quality Manager Site Manager Site Engineer QC Engineer Surveyor Sub-contractor (if any) – Road Earthwork Project Manager Site Manager Site Engineer Foreman Operator Worker Revision A2, 28th July, 2009 page Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 Equipment and Workforce Road Earthworks of this project will be divide into five (05) section along alignment plan Scheduled Machinery to be mobilized for Road Earthwork for each section is as below Item Description Quantity Use for (01 section) Bulldozer 110 ~140HP Class nos Earthwork Excavator 0.7 ~1.0m3 Class nos Earthwork Vibration Roller ~ 15tons Class nos Earthwork Tamping Rammer 54~80KG nos Earthwork Dump Truck 15~23tons Class as required Earthwork Dump Truck 8~10tons Class as required Earthwork Water Pump 2~4 inches nos Dewatering Diesel Generator 125 KVA nos Source of power 10 PVD Machine (*) Hydraulic power 187HP ~ 295HP nos PVD installation 11 Lighting System as required Night work 12 Survey Instruments set Survey work Auto level, Total station Note: Above stated quantity of equipments could be changed if any required and necessary (*) PVD machine shall be used for only PVD installation works Scheduled workforce to be mobilized for Road Earthworks and detailed information to be describe in “Checking record of Equipment and Labor at Site” will be submitted separately after Description of Materials 6.1 Materials for Embankment The materials will be submitted to the Engineer for approval and material tests in laboratory will be implemented before commencement of embankment work under the inspection of the Engineer The general description of Embankment materials is as follows The detailed information for materials will be submitted separately as proposal of materials Revision A2, 28th July, 2009 page Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 Description Material Source of Material Borrow material Black sand or Soil River Sand or Hill Soil Sand fill material Yellow Sand River Sand 6.1.1 Borrow Material < Tests in laboratory for Borrow material> - Sieve Analysis - Natural Moisture Content - Liquid Limit - Plastic Limit - Plastic Index - Test for moisture-density relation of soil (maximum dry density & optimum moisture content) - Internal Friction Angle - Cohesion - Elastic Modulus or CBR - Organic content test: AASHTO T88 / ASTM D1140 ASTM-D2216 AASHTO T89 AASHTO T90 AASHTO T90 AASHTO T180-D ASTM D3080 ASTM D3080 AASHTO T193 ASTM D2974 The frequency of test during construction is in accordance with Clause 3.7(f) under Section 03400 “Embankment Construction” in General Specifications, therefore the test frequency for Borrow Material cover for each sample lot (with 03 samples) / each borrow pit, submission and approval shall be required for one (01) sample lot (with 03 samples) / 1500m3 of filling soil at site The testing result of Borrow Material should be used for the classification of soil to be approved by the Engineer Revision A2, 28th July, 2009 page Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 6.1.2 Sand Fill Material for Coarse Sand Blanket (CBS) < Tests in laboratory for Sand Fill Material> - Sieve Analysis: - Permeability test: - Test for moisture-density relation of soil: - Organic content test: AASHTO T88 / ASTM D1140 ASTM D2434 AASHTO T180-D ASTM D2974 The frequency of material test during construction is in accordance with Clause 2.4.1 “ Coarse Sand Blanket (CBS)” under Section 03500 “Soft Soil Improvement Measure” in General Specifications, as showed below - Sampling and test shall be carried out for each material source asked for approval - Materials gathered on site: Every 500m3, all testing criteria shall be checked, except for Compaction Test AASHTO T180-D which is applied with frequency of 1000m3 The testing results of sand filling material shall be satisfied with the requirements described in Clause 2.4.1(b) under Section 03500 “Soft Soil Improvement Measure” in General Specifications, and those are as follows General Requirement: The sand ratio of grain-size more than 0.25 mm should be more than 50% The sand ratio of grain-size less than 0.08 mm should be less than 5% Permeable coefficient of sand must be more than 1.0x10-4 m/s The organic content shall be less than 5% Specific Requirement: (D60/D10)>6 or 1 Test Item Weight Strip Tensile Strength Elongation at break CBR Puncture Strength Apparent Opening size O95 Permeability Test Method ASTM-D3776 ASTM-D4595 ASTM-D4595 BS6906-4 ASTM-D4751 ASTM-D4491 Specification ≥130g/m2 ≥12kN/m ≤65% 1,500~ 5000N ≤0.15mm ≥1.4*10-4m/sec Material tests in laboratory described as below will be implemented during construction under the inspection of the Engineer The frequency of test during construction is per 10,000m2 to conform to the standard 22TCN248-98 One (1) testing will be with specimens Revision A2, 28th July, 2009 page Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 < Tests in laboratory during construction> Test Item Strip Tensile Strength Elongation at break CBR Puncture Strength Apparent Opening size O95 Test Method ASTM-D4595 ASTM-D4595 BS6906-4 ASTM-D4751 Specification ≥12kN/m ≤65% 1,500~ 5000N ≤0.15mm When storing at site, material shall be kept off the ground and covered to protect from rain, sun and dirty 6.3 Prefabricated Vertical Drain (PVD) material PVD material shall be satisfied with the General Specifications (Clause 2.4.2 “Prefabricated Vertical Drain (PVD)”) and the standard 22TCN262-2000 The proposal of material will be submitted separately with sample Material tests in laboratory described as below will be implemented before commencement of work for material approval under the inspection of the Engineer < Tests in laboratory for material approval> Test Item Apparent opening size (O95) Grab Tensile Strength Drainage Capacity at 350kN/m2 pressure Permeable Coefficient of filter cover Stretching Strength correlatively with elongation less than 10% for break resistance during installation of PVD Width of PVD Test Method ASTM D4751-87 ASTM D4632-91 Specification less than 75 micrometer more than 1.6 kN ASTM D4716-87 qw≥60*10-6m3/sec ASTM D4491 more than 1.0*10-4m/sec ASTM-D4595 ≥1.0/PVD approx 100±0.05mm Material tests in laboratory described as above will be also implemented during construction under the inspection of the Engineer The frequency of test during construction is per 10,000m of PVD set in accordance with General Specifications (Clause 2.4.2 “Prefabricated Vertical Drain (PVD)”) and the standard 22TCN236-97 One roll of PVD is approximately 300m When storing at site, material shall be kept off the ground and covered to protect from rain, sun and dirty Through construction stage, it shall be applied the check of condition of penetration by measuring each length and recorded as stipulated in “Inspection and Test Plan” Revision A2, 28th July, 2009 page Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 Construction Method 7.1 Working Flow The flow of work is as follow (Sequence of Work) (The description of checking and inspection) Confirmation of approved working drawing Inspection of Ground Elevation and Location, Material Test Preparation Work Clearing, Grubbing, Stripping, Removal of Tree (if any) Demolition (if necessary) Removal or Diversion Water/ Temporary relocation of stream channel Inspection of Mobilization of Equipment and Manpower Inspection of Ground Condition Survey and Inspection of Site Clearing Boundary Inspection and Confirmation of Demolition Quantity and Trees to be removed (if any) Removal and Disposal of Unsuitable Material, Demolished Materials (if any) Confirmation and Approval of Subsoil layer by the Engineer Top Soil Disposal and Removal of Existing Trees (if any) Acceptance of Construction Items (Demolition, Site Clearing and Grubbing, Removal of Trees) Acceptance to move to the next construction stage Confirmation and Approval of the existing condition of watercourses to relative authority and Engineer with working drawing Soft Soil Treatment NO YES (Case1) (B) (A) (Case2) (C) Case 1: Soft soil Improvement by PVD Case 2: Soft soil Removal and Replacement (A) (B) Embankment Work Inspection of delivered material and method Inspection of Mobilization of Equipment & Manpower Inspection of delivered material Inspection of Compaction includingand trialmethod (Minutes of Checking) Check and control the rate of Embankment placing Treatment of Pond and Ditches Backfilling up to site Clearing Elev of Surrounding Area Inspection of Site Density Test Acceptance Acceptance ofand Construction largesettlement ponds) Check confirmation of(for residual Inspection of delivered material Item Committee Criteria: within 10cm of the total predicted Inspection of Mobilization of Equipment & Manpower Revision A2, 28th July, 2009 page st of material settlement Inspection with mandrel (without PVD) Backfillingtrial fordelivered 1installation , 2nd layer and succeeding layer (if any) RoadFilling Work 10 Sand delivered material Inspection of Mobilization of installation Equipment & Manpower Minutes of of Checking trial Inspection Area andfor Elevation pavement, drain, curb) (sub-grade Trial compaction for filling Installation of~ PVD Mobilization of Equipment & Manpower Inspection including trial (Minutes of Checking) PVDDensity Installation Inspection of of Compaction Site test Structure work Sandoperation filling up to designated E.L location installation and stitching Trial Inspection and survey of location & E.L of filling ofoflocation, installation and initial survey Acceptance Construction Items Item Installation ofinstallation Geo-textile Installation of Monitoring pile~ retaining wall) Device shown on approved drawings Monitoring (settlement andofstability) Acceptance of move Construction Items (Bored Designated PVD Minutes Checking Sheet) to to(Inspection the next construction stage Trial compaction for filling Designated embankment Backfilling by Borrow Material Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN (A) (C) Soft Soil Removal Backfilling by Borrow material Revision A2, 28th July, 2009 11 B Inspection of Soil condition after Site Clearing Confirmation and Approval of Soft Soil Removal by the Engineer Survey and Inspection of Soft Soil boundary Checking Excavated Soil condition during removal Checking slope codition of excavation during removal Confirmation of Unsuitable Material or Suitable Material during removal Checking dewartering system (if necessary) Confirmation and Approval of Subsoil condition by the Engineer Survey and Inspection of Location and Elevation Inspection of delivered material and method Backfilling layer by layer up to Site Clearing Elev of Surrounding Area Inspection of Field Density Test Inspection of Area and Elevation Acceptance of Construction Item Acceptance to move to the next construction stage page Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN PVD shall be installed to the design length or in accordance with the written instruction by the Engineer after Trial Installation have been carried out at site PVD design length shall be shown on working drawing PVD shall be installed down to designed depth at specified location according to approved working drawing Tolerance of location is less than 100mm and tolerance of vertical direction is less than 1/100 The PVD shall be cut neatly at its upper end 150mm above the working ground elevation Penetration length of PVD shall be checked by marking on the guide boom of machine and penetrated mandrel length PVD damaged in construction or improperly completed shall not be accepted In case that remaining length of PVD roll will be less than designed penetration length, normally PVD shall be joined using staple with over 300mm overlapping The trial join of PVD shall be carried out before using jointed material in order to confirm the condition of jointing under inspection by the Engineer Installation of PVD shall be carried out with care to prevent the damage of installed PVD The method of installation of PVD is “Static method” using hydraulic power with constant rate and constant load The installation of PVD will be carried out at the divided block that shall be shown on working drawing PVD in one block shall be installed continuously to one direction to prevent damage of installed PVD by equipment Holes shall be backfilled with Sand Fill Material after driving PVD After completion of each divided block, all PVD segments and rubbish shall be removed and disposed from the site before Embankment  The mandrel will be used for PVD installation to prevent damage of PVD material during installation The mandrel is rectangular or rhombic in shape and area not to exceed 110cm2  The anchor plate will be used for PVD installation in order to protect the toe of PVD from soil during installation and prevent rise of PVD after PVD installation during extract the mandrel The anchor plate shall be made by steel plate with dimensions 85x140x0.5mm Checking dimension of anchor plate, staple and working condition of stapler equipment shall be conducted daily (before working) Work sequence of installation PVD is shown in below drawing Revision A2, 28th July, 2009 21 page Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 Work sequence of installation of PVD (* Check the PVD penetration length by mandrel) Geo-textile (* Check verticality of Machine from 2-direction by plum) Designed bottom of instal ation Setting machine and Material Designed bottom of installation 3.Extract Mandrel Revision A2, 28th July, 2009 22 Designed bottom of instal ation Instal ation of PVD (Driving mandrel with PVD) Designed bottom of instal ation Complete Instal ation of PVD page Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 The typical drawing for section of mandrel and anchor plate is shown below as reference B A PVD PVD Hook B A-A section A B-B section (unit: mm) Typical Anchor for Installation of PVD PVD (for reference only) Typical section of mandrel 7.2.7 Removal and Replacement of Soft Soil The removal and replacement of soft soil shall be carried out at the locations will be shown on approved working drawing Prior to removal of soft soil, Site clearing work shall be conducted and inspected to conform to Division “Site Clearing” of General Specifications Before removal of soft soil and after site clearing, temporary earth dyke and drainage shall be constructed around the soft soil removal area to prevent water from outside flowing into excavated area during removal of soft soil and backfilling by borrow material The depth of soft soil replacement is about 2.0m ~3.0m, so removal of soft soil shall be divided into two (2) or three (3) stages, each stage is about 1.0m ~ 1.5m in depth Slope of excavation is about 1:1 to 1:2 and it shall be in accordance with ground condition in order to prevent from collapse during excavation After completion of soft soil removal, surface at bottom of excavated area shall be repaired smoothly and natural soil condition shall not be disturbed Elevation, shape, dimensions and slope of excavated areas shall be measured, inspected and approved by the Engineer before backfill and all these data shall be shown on the As-built Drawings The backfilling shall be constructed layer by layer with approved borrow material The compacted thickness of the first layer shall be 20cm~30cm The second and next layers shall be backfilled with 20cm of compacted thickness respectively Revision A2, 28th July, 2009 23 page Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN The compaction for 1st layer and the succeeding layers shall be carried out using proposed vibration rollers or other proper equipment The compaction will continue until 95% of the maximum dry density is reached Inspection by the Engineer will be carried out for confirmation of in-situ density testing for each layer In-situ density test shall be implemented for each layer in accordance with AASHTO T204 or AASHTO T191 using samples at each 500m3 of filling volume or 1500m2 of filling area depend on which ever is lesser 7.2.8 Embankment Embankment work will be carried out after the approval of soft soil treatment (where soft soil treatment is conducted) or after approval of site clearing The elevation and slope for embankment shall follow the approved working drawing The trial compaction shall be carried out under inspection of the Engineer prior to commencement of embankment in order to determine the optimum moisture content and the relationship between the numbers of passes of compaction equipment and density using the proposed equipment and material And Minutes of Checking (Inspection Sheet) will be made and submitted to the Engineer The soil used in the trials shall be proposed as borrow material and the compaction equipment shall be the same equipment proposed in this Method Statement The trial compaction shall be applied for each type of fill material, each required density and for each type of compaction equipment The Borrow Material used for Embankment will be adhesive soil (such as hill soil), therefore Embankment shall not be applied slope protection by any other material The Embankment of Borrow Material shall be placed and compacted at each layer in accordance with the designed slope and full width of Embankment as shown on approved working drawings Embankment for the st layer shall be carried out with 20cm~30cm of Revision A2, 28th July, 2009 24 page Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 compacted thickness and shall be properly compacted Compaction shall be in accordance with specifications and using the proposed Vibration Roller Embankment for the next layers will be carried out by 20cm of compacted thickness for each layer For PVD treatment area, embankment shall be carried out with less than 5cm/day of average embankment speed in order to keep stability for embankment Material for embankment where machine can not access shall be placed in horizontal layers of loose material not more than 15cm thick and thoroughly compacted by use of tamping rammer Compaction will be carried out using the proposed Vibration Roller Compaction of embankment shall be carried out at the optimum moisture content The compaction will continue until 95% of the maximum dry density is reach Inspection by the Engineer will be conducted for confirmation of in-situ density using 3-sample at each 500m3 of filling volume or 1,500m2 of filling area which is lesser In-situ density test will be implemented in accordance with AASHTO T191 or in accordance with AASHTO T204 The surface of filling shall be make 2~4% slope for treatment of surface water more than 500mm For embankment bordered on existing embankment constructed in advance or dyke, the original slope shall be cut as benching to integrate the embankment The cutting material on existing embankment shall be incorporated and compacted with new fill at each layer Before fill in place and compacted on an existing roadway, the existing embankment and/or pavement can be leveled by cutting, rooting, or scarifying with approved mechanical means to a level to be determined by the Engineer Existing Embankment Embankment more than 1000mm stepped cut on existing embankment Some of embankment material (including the Sand Mat) may be removed after the settlement become stable (less than 2cm of residual settlement) in order to commence the bored pile work and structure work for Abutment and retaining wall The remained embankment after Soft Ground Treatment will be applied to the permanent embankment because the embankment carried out under this Method Statement is satisfied with Specifications of permanent embankment After structure work will be completed, structure backfill, granular backfill or permeable backfill as shown on approved working drawing shall be carried out in accordance with Clause 2.6 in Section 03200 “Structure Excavation” of General Specifications Such backfilling as permanent embankment shall be carried out at the suitable time in order to ensure the completion of the approaches without interference or damage to the bridge works In carrying out embankment up to or over culverts and where required in the Revision A2, 28th July, 2009 25 page Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN Contract up to or over bridge, the embankment shall be brought up equally on both sides If conditions require placing backfill or embankment appreciably higher on one side than on the opposite side, the additional material on the higher side shall not be placed until permission shall have been given by the Engineer and preferably not until the structure has been in place 14 days, and tests made by the laboratory under the supervision of the Engineer establish that the structure has attained sufficient strength to withstand any pressure created by the methods used and materials placed without damage or strain beyond a safe factor In the event that additional material is required for embankment up to a required grade level of not more than 20cm, top of the embankment shall be thoroughly scarified compacted before placing material Prior to placing additional material to raise the level of any low spots, the existing surface shall be scarified Side slope shall be neatly trimmed to the lines and slopes shown on the approved working drawings and finished works shall be carried out and completed in a neat and acceptable manner During construction of embankment, unsuitable material or damaged points of embankment due to carelessness or neglect shall be removed and replaced with suitable material Tolerances in embankment construction are as below: - Complete elevation and slope after compaction shall not be higher than 10mm and lower than 20mm comparing with regulated or approved elevation (for the top layer of embankment) - For ethers layers below the top layer of embankment, tolerances of compacted thickness are +/- 5cm (TCVN 4447-87) - All exposed finished fill surfaces shall be sufficiently smooth and uniform, and shall have sufficient slope, to ensure the free runoff of surface water - Complete slope surface shall not more than 3cm different from the design Inspection and Test Plan “Inspection and Test Plan” is attached as Appendix-2 “Inspection and Check sheet” is attached as Appendix-3 The “Inspection and Check sheet” is subject to further revision if necessary following the Engineers instruction Safety Control “Safety Control Plan” shall be submitted separately and shall be part of this method statement Prior and during the execution of the Road Earthworks, basic safety precautions shall be implemented to work efficiently and to prevent any accident or casualty Particular Item for safety control is as follows Revision A2, 28th July, 2009 26 page Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 No Anticipated Accident Traffic accident with third person Collision accident (heavy equipment & Truck) Wedged accident between equipment Electric Accident Person Accident Revision A2, 28th July, 2009 27 Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN Preventive Action  Setting signalman at entrance of site  Set signalman at each working site  Keep speed limit 20km/h in site  Set wheel stopper at the location of unloading soil  Notice and instruct worker the work description  Set safety fence around heavy equipment working area  Electric under ground shall be fully protected from electric leakage and shall be buried at least 40cm from the surface when electric line is crossing access road  Electrical equipment shall have earth or ground connection  Install warning sign or notice at locations of electrical connection and lines  Staff, worker and operators shall wear the Personal Protective Equipment (PPE) at all times during working  Maintain working site condition neat and tidy at all times page Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 10 Environmental Control “Environmental Management Plan” shall be submitted separately and be part of this method statement Responsibility for surrounding environment shall be implemented during Road Earthwork and in compliance to the Condition of Contract and Vietnam’s National Law on Protection of Environment and other relevant legislation such as: Government Decree No.175/CP, Government Decree on providing Guidance for the Implementation of the Law on Environmental Protection, 1994 If any other problems occurred in the site, applicable counter measures or prevention action shall be considered immediately and executed as soon as possible Particular Item to be controlled is as follows Particular Item No Coarse particulate and dust to purlieus Noise and vibration to purlieus Water contamination Pollution Revision A2, 28th July, 2009 28 Action to be taken  Spraying water on access road daily  Cleaning entrance of site (utility road)  All sand/ soil trucks shall be covered by canvas  Keep speed limit 20km/h or less in site  Motorized equipment is not allowed to operate from 10p.m to 6a.m near by residential area  Photo record of the actual situation of residential houses and existing utilities adjacent to construction site before construction in accordance with the plan of investigation which will be submitted separately  Investigation of above houses and utilities during construction  Install sedimentation pit before outlet, (if required)  Set safety fence around heavy equipment working area  Equipment shall be properly maintained to prevent the emission of large amount of smoke for air pollution  Used oil and lubricants shall be disposed properly to prevent water and air pollution page Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 Appendix (Soft soil treatment schedule)  Revision A2, 28th July, 2009 29 pages are attached page Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 Revision A2, 28th July, 2009 30 Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN page Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 Appendix-2 (Inspection and Test Plan)  Revision A2, 28th July, 2009 34 pages are attached page Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 Appendix (Inspection and Check Sheet)  25 pages are attached For Site Clearing and Demolition RI-1(1/2) RI-1(2/3) RI-1(3/3) RI-3(1/1) RI-5(1/1) - Inspection Sheet for Site Clearing (1) (For Checking Surface Condition) - Inspection Sheet for Topographic Survey after Site Clearing - Inspection Sheet for Site Clearing (2) (Tree Removal) - Inspection Sheet for Demolition - Inspection Sheet for Pond Treatment and Ditch For Backfilling RI-6(1/2) RI-6(1/2) RI-6(2/2) - Inspection Sheet for Construction of Backfilling after Site Clearing (1) (For Normal Layers) - Inspection Sheet for Construction of Backfilling after Site Clearing (2) (For Top Layer) - Inspection Sheet for Construction of Backfilling after Site Clearing (For Field Density Test) For Removal of Soft Soil RI-7(1/2) RI-7(2/2) - Inspection Sheet for Removal of Soft Soil (1) - Inspection Sheet for Removal of Soft Soil (2) For Geotextile RII-1(1/2) RII-1(2/2) RII-4(1/1) - Inspection Sheet for Geotextile Placement – Stage I (1) - Inspection Sheet for Geotextile Placement – Stage I (2) - Inspection Sheet for Geotextile Placement – Stage II For Settlement and Sliding Monitoring RII-2(1/1) RII-3(1/2) RII-3(2/2) - Inspection Sheet for Settlement Monitoring - Inspection Sheet for Sliding Monitoring (1) - Inspection Sheet for Sliding Monitoring (2) General - Inspection Sheet for Trial Compaction Revision A2, 28th July, 2009 38 page Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN For Sand Mat RII-5(1/2) RII-5(1/2) RII-5(2/2) - Inspection Sheet for Construction of Sand Mat (1) (For Normal Layers) - Inspection Sheet for Construction of Sand Mat (2) (For Top Layer) - Inspection Sheet for Construction of Sand Mat (For Field Density Test) For Prefabricated Vertical Drain Installation (PVD) RII-7(1/1) RII-8(1/1) For Embankment RIII-2(1/2) RIII-2(1/2) RIII-2(2/2) - Inspection Sheet for Trial Installation of PVD - Inspection Sheet for Installation of PVD - Inspection Sheet for Construction of Embankment (1) (For Normal Layers) - Inspection Sheet for Construction of Embankment (2) (For Top Layer) - Inspection Sheet for Construction of Embankment (For Field Density Test) Revision A2, 28th July, 2009 39 page Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 Revision A2, 28th July, 2009 Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN page Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 Revision A2, 28th July, 2009 Method Statement for Road Earthworks POS-MS-ROEAWO-A2-EN page ... Km 0-080 ~Km 26+700 Revision A2, 28th July, 2009 30 Method Statement for Road Earthworks POS -MS- ROEAWO -A2- EN page Method Statement for Road Earthworks POS -MS- ROEAWO -A2- EN Noi Bai-Lao Cai Highway... A2, 28th July, 2009 18 Method Statement for Road Earthworks POS -MS- ROEAWO -A2- EN page Noi Bai-Lao Cai Highway Project Package A1: Km 0-080 ~Km 26+700 Method Statement for Road Earthworks POS -MS- ROEAWO -A2- EN... Sub-contractor (if any) – Road Earthwork Project Manager Site Manager Site Engineer Foreman Operator Worker Revision A2, 28th July, 2009 page Method Statement for Road Earthworks POS -MS- ROEAWO -A2- EN Noi Bai-Lao