Vinh Thinh Bridge Construction Project on NH2C Quarterly Report YOOSHIN SAMBO Joint OperationMarch2011 TABLE OF CONTENTCHAPTER 1: GENERAL..........................................................................................8 1.1 Introduction .......................................................................................................8 1.2 Project implementation information..................................................................8 1.3 Limitations of the Project..................................................................................9 1.4 Legally basics ...................................................................................................9 1.5 Scope of the Consultantcy services .................................................................10 1.5.1 Preconstruction...........................................................................................10 1.5.2 Assistant to construction bidding .................................................................10 1.5.3 Construction supervision .............................................................................10 1.6 Organization chart for detailed design step .....................................................10 CHAPTER 2:STANDARDS AND CRITERIA....................................................12 2.1 Scale of the project .........................................................................................12 2.2 Applied standards ...........................................................................................12 2.3 Road design criteria .......................................................................................18 2.3.1 Highway criteria..........................................................................................18 2.3.2 Intersection design criteria..........................................................................18 2.3.3 Typical cross-section ...................................................................................19 2.4 Bridge design criteria......................................................................................20 2.4.1 Navigation clearances .................................................................................20 2.4.2 Major design load (static load, live load,)..............................................20 2.4.3 Load and impact (temperature, humidity, ship impact and seismic)............22 2.4.4 Load combinations .......................................................................................24 2.4.5 Service limit state........................................................................................25 2.4.6 Strength limit state and extreme limit state..................................................26 Page iVinh Thinh Bridge Construction Project on NH2C Quarterly Report YOOSHIN SAMBO Joint OperationMarch2011 2.5 Soft soil treatmeant design criteria .................................................................26 2.5.1 Settlement criteria........................................................................................26 2.5.2 Stability criteria ...........................................................................................27 CHAPTER 3: SURVEY AND INVESTIGATIONS ...............................................28 3.1 General conditions..........................................................................................29 3.1.1 Topographic conditions ...............................................................................29 3.2 Topographical survey......................................................................................29 3.2.1 Establishment of primary control network ...................................................29 3.2.2 Establishment of secondary control network ...............................................30 3.2.3 Topographic survey and mapping................................................................31 3.2.4 Centerline survey .........................................................................................32 3.2.5 Vertical aligment survey..............................................................................32 3.2.6 Cross-section survey....................................................................................33 3.2.7 Existing structures survey............................................................................33 3.2.8 Other surveys ...............................................................................................33 3.3 Hydrological survey and analysis ...................................................................33 3.3.1 Natural features ...........................................................................................33 3.3.2 Data collection .............................................................................................34 3.3.3 Meteorology .................................................................................................34 3.3.4 Rain..............................................................................................................34 3.3.5 Humidity......................................................................................................34 3.3.6 Wind .............................................................................................................35 3.3.7 Hydrology survey .........................................................................................35 3.3.8 Meteorological and Hydraulic calculation..................................................35 3.3.9 Navigation clearances .................................................................................37 3.4 Geotechnical survey........................................................................................38 3.4.1 Description of geological condition in previous studies. .............................38 Page iiVinh Thinh Bridge Construction Project on NH2C Quarterly Report YOOSHIN SAMBO Joint OperationMarch2011 3.4.2 Location of soil investigation .......................................................................38 3.4.3 Work scope and criteria ...............................................................................39 3.4.4 Result of soil investigation ...........................................................................40 3.4.5 Description of soil condition........................................................................40 3.4.6 Soil profile ...................................................................................................43 3.5 Construction Material Investigation ...............................................................47 3.5.1 Stone Quarries .............................................................................................48 3.5.2 Soil Borrow Pits ...........................................................................................48 3.5.3 Sand Stockpiled Area ...................................................................................48 3.6 Other survey and investigations......................................................................49 3.6.1 Other site investigations..............................................................................49 3.6.3 Investigation of replacement of small roads and channels..........................50 3.6.4 Existing drainage system in intersection area..............................................51 3.6.6 Existing pavement........................................................................................52 3.6.7 Existing Intersection....................................................................................52 3.6.9 Meeting with related authorities..................................................................53 CHAPTER 4: DESIGN OF THE ROAD................................................................54 4.1 Feasibility Study Report Revision ...................................................................54 4.1.1Main road revision......................................................................................54 4.1.3Intersection revision....................................................................................55 4.1.5 Supporting road revision .............................................................................55 4.1.7Pavement revision .......................................................................................56 4.1.8 Summary of major changes from Feasibility Study......................................56 4.2 Aligment design..............................................................................................57 4.2.1 Horizontal alignment ...................................................................................57 4.2.2 Vertical alignment........................................................................................58 4.3 embankment design.......................................................................................60 Page iiiVinh Thinh Bridge Construction Project on NH2C Quarterly Report YOOSHIN SAMBO Joint OperationMarch2011 4.3.1 Cross-section ...............................................................................................60 4.3.2 Details of cross-section................................................................................60 4.3.3 Material for embankment .............................................................................61 4.3.4 Slope protection for embankment .................................................................61 4.4 Culvert design .................................................................................................62 4.5 Intersection with NH32 design........................................................................62 4.5.1 Analysis of site condition .............................................................................62 4.5.2 Solution to increase safety of approach road to Duong Lam village........... 63 4.5.3 Result of NH32 intersection design..............................................................63 4.6 Red River Intersection....................................................................................65 4.7 Realigment of existing cannel and local road.................................................66 Supporting road of dike design...................................................664.7.1 Specifications for supporting road ...............................................................66 4.7.2 Measurement of underpass..........................................................................66 4.7.3Determination of uderpass location............................................................67 4.8 Pavement design .............................................................................................68 4.8.1 Pavement of new road..................................................................................68 4.8.2 Strengenth of existing pavement ...................................................................69 4.8.3 Traffic safty and miscellaneous facilities ....................................................69 4.9 Soft soil treatment desigN ...............................................................................70 4.9.1 Design concept .............................................................................................70 4.9.2 Soft soil treatment analysis..........................................................................70 4.9.3 Calculation methodology .............................................................................72 4.9.4 Result of soft soil treatment..........................................................................80 CHAPTER 5: DESIGN OF THE BRIDGE............................................................81 5.1 Review of feasibility study .............................................................................81 5.1.1 Box girder....................................................................................................81 Page ivVinh Thinh Bridge Construction Project on NH2C Quarterly Report YOOSHIN SAMBO Joint OperationMarch2011 5.1.2 Super-T girder .............................................................................................82 5.2 Outline of the bridge .......................................................................................83 5.3 Superstructure of FCM bridge design .............................................................84 5.3.1 General introduction....................................................................................84 5.3.2 Typical cross-section ...................................................................................84 5.3.3 Construction sequences................................................................................84 5.3.4 Tendon arrangement and segmental division ...............................................85 5.3.5 Envelop of bending moment, shear force under SLS....................................87 5.3.6 Stress diagram under SLS............................................................................87 5.3.7 Envelop of bending moment, shear force under ULS ...................................88 5.3.8 Strength capacities under ULS .....................................................................89 5.3.9 Envelop of bending moment, shear force under ELS ...................................90 5.4 Superstructure of approach bridge design .......................................................90 5.4.1 General introduction....................................................................................90 5.4.2 Typical cross-section ...................................................................................91 5.4.3 Beam arrangement of plane curve..............................................................91 5.4.4 Slab detail on pier cap .................................................................................92 5.4.5 Tendon arrangement ..................................................................................93 5.4.6 Stress diagram under Service Limit State in Stage I....................................93 5.4.7 Stress diagram under Service Limit State in Stage II ...................................94 5.4.8 Stress diagram under Service Limit State in Stage III..................................94 5.4.9 Flexural Resistance in Strenghth Limit State ...............................................94 5.4.10 Shear Resistance in Strenghth Limit State .................................................95 5.4.11 Construction method..................................................................................95 5.5 Design of substructure....................................................................................95 5.5.1 Pile Capacities .............................................................................................95 5.5.2 Abutment, Pier design................................................................................101 Page vVinh Thinh Bridge Construction Project on NH2C Quarterly Report YOOSHIN SAMBO Joint OperationMarch2011 5.5.3 Pile foundation analysis.............................................................................107 5.5.4 Internal force of pier and abutment in all states........................................108 5.5.5 SLS checking..............................................................................................110 5.5.6 ELS, ULS checking....................................................................................112 5.5.7 Reinforcement arragement summary. ........................................................115 5.6 Design of miscellaneous ...............................................................................119 5.6.1 Furniture Design........................................................................................119 5.6.2 Drainage Design........................................................................................120 CHAPTER 6: ENVIRONMENTAL MANAGEMENT .......................................121 6.1 Introduction ...................................................................................................121 6.1.1 General......................................................................................................121 6.1.2 Terms .........................................................................................................121 6.1.3 Environmental Management .....................................................................121 6.1.4 Plan for environment management...........................................................124 6.2 Organization chart for environment management .........................................124 6.3 Method of environment management...........................................................125 6.3.1 Policy for Environment Preservation .........................................................125 6.3.2 Measures to raise awareness about environment ......................................125 6.3.3 Concrete procedure to attain the required environmentally standards..... 126 CHAPTER 7: GENERAL CONSTRUCTION METHOD..................................127 7.1 Study of the site conditions ...........................................................................127 7.1.1 Water level for construction .....................................................................127 7.1.2 Construction time .......................................................................................128 7.1.3 Other consideration ...................................................................................128 7.2 Construction schedule ...................................................................................129 CHAPTER 8: BIDDING DOCUMENT AND COST ESTIMATION ................ 130 Page viVinh Thinh Bridge Construction Project on NH2C Quarterly Report YOOSHIN SAMBO Joint OperationMarch2011 8.1 Assistant to preparing of bidding document..................................................130 8.1.1 General......................................................................................................130 8.1.2 Volume I bidding procedures..................................................................131 8.1.3 Volume II Technical Specifications........................................................132 8.1.4 Volume III Detail Design Documents .....................................................132 8.2 To preparing of cost estimation .....................................................................133 8.2.1 General......................................................................................................133 138 Page viiVinh Thinh Bridge Construction Project on NH2C Quarterly Report YOOSHIN SAMBO Joint Operation March2011 55439433.docVinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 CHAPTER 1:GENERAL1.1 INTRODUCTIONTogether with technical infrastructure development in all regions, the plan is expected to build the ring road connecting surrounding urban areas of Hanoi (Ring road No.5) from VinhYenCity- SonTayCity- Hoa LacTown,XuanMaiTown,Mieu Mon-Dong Van-Hung Yen City - Hai Duong City-Chi Linh- Bac Giang City-Song Cong Township. Among these areas, Vinh Thinh Bridge is an important item crossing Red River that connect Vinh Yen City to Son Tay City. It is also one of important cities in the central cities systemofHanoiCity.Atpresent,the connectionbetween centralcitiesfrom Hai Duong, Hung Yen, Dong Van, Xuan Mai, Hoa Lac and Son Tay City is essentiallyformedandensurecontinuity. However, all vehiclesonthisconnecting alignment when crossing the Red River linked N.H. No.2 to Vinh Yen City and Viet Tri City are still using ferry-boat. Therefore, construction investment of Vinh Thinh Bridge is necessary.ThangLongProject Management Unit hassignedtheConsultant ServiceContract withYOOSHINSAMBOOJoint Operationtoimplement consultant serivcefor Vinh Thinh Bridge Construction Project on NH2C.1.2 PROJECT IMPLEMENTATION INFORMATIONItems DescriptionProject name Vinh Thinh Bridge Construction Project on NH 2CThe OwnerVietnam Ministry of Transportation (MOT)Project ManagementThang Long Project Management Unit (PMU-TL)The Consultant Yooshin Samboo Joint OperationTheApprail Design Consultant-Date of commencement 8 September, 2010Detailed design period and bidding8 months + 4 monthsConstruction supervision 36 months55439433.doc - 8 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 1.3 LIMITATIONS OF THE PROJECTItems ContentsLocationSon Tay town of Hanoi city, Ha Tay Province and Vinh Phuc Province- Starting point: Sta.4+313 at the Son Tay side.- Endingpoint: Sta.9+800(200mfromtheleft handsideof RedRiver dyke)Scope New bridge and road constructionLength- Total : 5.5km- Bridge: 4.4km- Road: 1.1kmCapital App. 137,182,000 USD1.4 LEGALLY BASICS Construction law issued on 26/11/2003. DecreeNo.12/2009/ND-CPdated12/02/2009oftheGovernment onproject management of work construction investment. DecreeNo.209/2004/ND-CPdated16/12/2004andDecreeNo. 79/2008/ND-CP of the Government on quality management of construction works. Decree No. 99/2009/ND-CP and Decree No.03/2008/ND-CP of the Government on cost management of work construction investment. DecreeNo. 12/2009/ND-CPdated10/2/2009oftheGovernment onproject management of work construction investment. Current regulations onworkconstructioninvestment management Decision No.1290/QD-TTgdated26/9/2007ofthePrimeMinisteronissuingnational list to appeal foreign investment within the period from 2006 to 2010. Decision No. 490/QD-TTg dated 5/5/2008 of the Prime Minister approved for construction plan of regions of Hanoi City up to 2020 and towards 2050. 55439433.doc - 9 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 DecisionNo. 823/QD-BGTVTdated29/03/2005of Ministryof Transport approved for Investment Report of Vinh Thinh Bridge on NH 2C. DecisionNo. 1869/QD-BGTVTdated29/06/2009of Ministryof Transport approved for Investment Project of Vinh Thinh Bridge on NH 2C. Decision No. 1779/QD-BGTVT dated 06/2009 of Ministry of Transport approved for Criteria applicable for Vinh Thinh Bridge construction project on NH 2C. Consultant service contract No.1589/ HD/HDTV-VT dated 20/08/2010 between PMU Thang Long and Yooshin Sambo. 1.5 SCOPE OF THE CONSULTANTCY SERVICES1.5.1 Preconstruction TheConsultant will carryout comprehensivesurveys includingtheir appropriate reports and drawings and prepare detailed engineering designs of the scope of works confirmed by PEA and EDCF.1.5.2 Assistant to construction biddingTheConsultant will (i) assist PMUtoprepare, inaccordancewiththeEDCFs GuidelinesandProceduresonProcurement ofCivil WorkContracts, thefinal bid documents for the contract packages; (ii) print the necessary copies required by PMU for biddingall contracts; and(iii) assist PMUtoevaluatethebids submittedby interested bidders.1.5.3 Construction supervisionAs the Engineer, the Consultant will have all of those powers which are defined in the conditions of contract, with the exception of the following, which will be retained and exercisedbytheEmployergenerallyontheadviceoftheEngineer(i)issuingthe ordertocommencetheworks; (ii)approvingvariationorderwhichhavefinancial implications; (iii) approving significant variations in quantities; (iv) approving subletting of any part of the works; and (v) approving extensions of time to civil work contracts.1.6 ORGANIZATION CHART FOR DETAILED DESIGN STEP55439433.doc - 10 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 Notes: 1. MOT: Ministry Of Transportation2. PMU-TL: Thng Long Project Management Unit55439433.doc - 11 -MOT PMU - TLSun - Rae OhProject ManagerRegional MOT officesLocal Government Unit andothergovernment agenciesAdministrator And other staffsHoang Thanh HaiDeputy Project ManagerSr.Bridge Engr(4) Bridge EngrLocal Prof. StaffByung - Gu KangSr.Road/Pavement EngrHung - Jae ChoSr.Geotech/Mat EngrIn Kyu LeeSr. Hydrological Engr(3) Road EngrLocal Prof. Staff(2 Geotechnical EngrLocal Prof. Staff(1) Hydological EngrLocal Prof. StaffTraffic EngrLocal Prof. StaffTopo Expert SurveyorLocal Prof. StaffHyeok -San KwonDocument Specialist(2) Document SpecialistLocal Prof. StaffYoung Cheol CheonHome Ofice Prof. Staff (Korea) Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 CHAPTER 2:STANDARDS AND CRITERIA2.1 SCALE OF THE PROJECTBased on Decision no.1779/QD-BGTVT dated 6/2009.+ Road Works: Road Level: Grade III in delta terrain condition. Design speed: 80km/h Longitudinal grade: Imax = 5% Minimum curve radius: Rmin = 250m Road cross section:embankment = 17.5m, pavement =16.5m+ Bridge structure:Prestressed concrete bridge Total length:4,413.6m Live load: HL93 (22TCVN 272-05) Design flood frequency: P1% Earthquake class:8 as MSK Bridgepathname: Super T bar, 40m span Abutment pier: Cast-in-situonbored pile foundation Navigationclearance: BxH = 80 x 10m Bridge cross section width: B= 16.5m 2.2 APPLIED STANDARDSNo. STANDARDS NumberA Applied for design, survey activities1 Construction geodetic General requirements TCXDVN 309 - 20042 Standard of surveying topographic map 96TCN 43-19903 Process of highway survey22TCN 263 - 200055439433.doc - 12 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 No. STANDARDS Number4 Process of enginerring geological exploratary drilling22TCN 259 - 20005Process of engineering geological investigation and stable method design for bases in avalanche and slip areas. 22 TCN 56-19986 Process of geological survey for waterway works22TCN 260 - 20007Specifications for measuring and processing GPS data in work surveyingTCXDVN 364 - 20068Process of design survey for highway bases backfilled in soft ground. 22TCN 262 - 20009 Process of trans-static testing (CPT and CPTU)22TCN 317 - 200410 Techincal survey for design and pile foundation construction22TCN 160 - 198711 Process of vane shear test 22TCN 355 - 200612Process of bridge testing on highway- Technical requirements22TCN 243 - 199813Process of testing and base intensity evaluation and soft pavement struture of hiwgway by FWD dynamic measuring device. 22TCN 335 - 200614 Process of water sample analysis used in traffic works22TCN 61 -198415 Specific caculation for flood flow.22TCN 220 - 199516Testing process for determining general elastic modules of soft pavement by Benkelman deflection measuring rod22TCN 251 - 199817 Process of environment impact assessment22TCN 242 - 199818Specifications for bridges design, culvert in limited state (applied for culvert design and auxiliary works) 22TCN 18 - 197919 Specifications for bridge design 22TCN 272 - 200520 Urban road- Design reqirements TCXDVN 104 - 200721 Specifications for highway designTCVN 4054 - 200522 Process of soft pavement design22TCN 211 - 200623 Process of rigid pavement design22TCN 223 - 199524 Load and impact TCVN 2737 - 199555439433.doc - 13 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 No. STANDARDS Number25Design specifications for soft ground treatment by sand drain item in construcion22TCN 244 - 199826Process of work design and auxiliary equipments in bridge construction. 22 TCN 200 - 198927 Regulations of road signal 22TCN 237 - 200128Outside artificial lighting and urban infrastructure technique - Design standards. TCXDVN 333 - 200529 Specifications for traffic works design in earthquake areas.22TCN 221 - 199530 Specificaions for earthquake-proof construction design.TCXDVN 375 - 200622TCN 211 - 199531Specifications for artificial lighting design on roads, streets and urban squares. TCXDVN 259 - 200132 Specifications for drainage system design 22TCN 51 - 198433 Soft ground reinforcement by cement pillar.TCXDVN385 - 200634 Pile foundation- Design standards TCXD 205 - 199835 Engineer fabric in embankment construction on soft ground.22 TCN 248 - 199836 Specifications for highway design (intersection design)22 TCN 273 - 200137 Neo prestressed concrete T13, T15, & D13, D15 22TCN 267 - 200038 Elastomeric pad with steel plateAASHTO M251 - 06 UL; ASTM D4014-03 (2007)39 Specifications for expension joint AASHTO M297 1996; AASHTO M183 - 199640 Specifications for technical gradation of domestic waterwayTCVN 5664 - 199241 Planning trees used publicly in urbans - Design standards TCXDVN 362 - 200542 Climate data used in construction designTCVN 4088 -1985B Applied for construction and acceptance activities 1 Land activities, norm of construction and acceptanceTCVN 4447 - 198755439433.doc - 14 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 No. STANDARDS Number2Process of acceptance inspection of soil density in transportation. 22TCN 02 -1971Q4313/2001/Q-BGTVT3Process of construction organization design and buiding designNorm of construction acceptance TCVN 4252 - 19884Process of construction and engineer fabric acceptance in road works on soft ground22TCN 248 - 19985 Mortar and concrete aggregate- Test methodTCVN 7572 - 20065 Mortar and concrete aggregate Technical requirementsTCVN 7570 - 20066 Bridge, culvert-Norm of construction and acceptance22TCN 266 -20007Specifications for construction and acceptance of sand drain item in road works on soft ground22 TCN 236 -19978Testing process for determining CBR index of soil and ballast22TCN 332 -20069 Process of soil and ballast densification in laboratory22TCN 333 -200610Process of construction techonology and acceptance of plastic concrete pavement 22 TCN 249 -199811Process of plastic materials sampling used for road, airport and wharf 22TCN 231 -199612 Process of testing asphalt materials 22TCN 279-200113Testing process for determining dentisy of base and foundation by sand pouring cup 22 TCN 346 - 200614Concrete struture and precast concrete- Norm of construction and acceptance. TCXDVN 390 - 200715 Concrete Requirements for natural moist-air curingTCXDVN 391 - 200716 Pre-cast RC box culvert. Technical requirementsTCXDVN 392 - 200717Product of pretressed concrete Technical requirements and acceptanceTCXDVN 389 - 200718 Drainage reinforced concrete pipeTCXDVN 372 - 200619 Process of tessting asphalt concrete22TCN 62 -198420Specifications for construction and acceptance of stabilized aggregate in pavement struture for highway 22TCN 334 -200655439433.doc - 15 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 No. STANDARDS Number21 Process of testing mineral dust used for asphalt concrete22TCN 58 - 198422Specifications for construction and acceptance of pavement struture by natural grading 22 TCN 304 - 200323Testing process for determining the roughness of pavement by sand siesieving sand22 TCN 278 - 200124Specifications for measuring flatness of pavement by 3m measuring-tape. 22 TCN 16 - 197925 Cement-Testing methodTCVN 6016, 6017 1995; TCVN 4029 4032 198526 Cement Classification TCVN 5439 - 199127 Complexed Portland cement Techincal requirements TCVN 6260 - 199728 Portland cement - Techincal requirements TCVN 2682 - 199929 Cement, fineness determination motheodTCVN 4030 - 200330 Auger-cast piles 22TCN 257 - 200031Auger-cast piles- Specifications for construction and acceptance. TCXDVN 326 - 2004; 22TCN 269 - 200232Auger-cast piles Supersonic method to determine homogeneity of pile concrete TCXDVN 358 - 200533Pile driving and pressing, specifications for construction and acceptanceTCVN 286 - 200334 Motar Physico mechanical rates TCVN 3121 - 200335 Motar- Techincal requirements TCVN 4314 - 200336Specifcations for testing and evaluation flatness of pavement according to the international rough index (IRI)22 TCN 277 - 200137Water for mixing concrete and motarTechincal requirementsTCXDVN 302 - 200438 Pile load test methodTCXDVN 269 - 200039Specification for construction and acceptance of prestressed concrete bridge girder 22TCN 247 - 199840Liquid paint used for traffic signal on cement concrete bottom and asphalt concrete bottom. 22TCN 282 285-200255439433.doc - 16 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 No. STANDARDS Number41Stone and brick struture Norm of construction and acceptance22 TCN 4085 -198542Monolithic concrete structure Norm of construction and acceptanceTCVN 4453 - 199543 SPT test20 TCN 174 - 198944In-water concrete construction sequence by mortar raising method 22 TCN 209 - 199245 Heavy concrete- maintenance requirements TCVN 5592 - 199146 Concrete Grading concrete according to strengthTCVN 6025 - 199547Heavy concrete Method of determination of physico mechanical ratesTCVN 31053120 - 199348Heavy concrete Undestroyed method undisturbed method by combined use of sonic test machine and rebound hammer to determine the strength.TCXD 171 - 198949 Hot-rolled concreteTCVN 1651 - 200850Hot-rolled Cabon steel used for construction Technical requirements. TCVN 5709 - 199351 Prestressing steelTCVN 6284 - 199752Construction land Method of determination of soil physico-mechanical properties in laboratory. TCVN 4195 4202 199553Specifications for constructon and aceptance of precast reinforced concrete 22TCN 159 -198654 Testing process for physico mechanical rates of stone 22TCN 57 - 198455 Construction sand- Techincal requirements TCVN 1770 - 198656 Construction sand Method of determination of mica contentTCVN 4376 - 198657 Sand, ballast, pebble used in constructionTCVN 337 346-198658 Mass concrete Norm of construction and acceptance TCXDVN 305-200459 Cement concrete 22TCN 60-198460Heavy concrete Method of determination of prism intension and resilient modul when quiet compressing TCVN 5726 - 199361 Checking method of slump of concrete.TCVN 3106-199355439433.doc - 17 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 No. STANDARDS Number62 Checking method of concrete intension developmentTCVN 3118 - 199363 Concrete chemical admixture TCXDVN 325-200464 Hot plastic concrete plant 22TCN 225-199965 Method of soil sampling, packing, transporting and keepingTCVN 2683-19912.3 ROAD DESIGN CRITERIA 2.3.1 Highway criteriaItem Unit Standard RemarkRoad classification Highway Class III flat areaDesign speed km/h 80Minimum radius of horizontal curve m-limited minimum : 250-normal minimum : 400-non-super elevation minimum : 2,500Maximum longitudinal slope % 5Minimum length of grade change sectionm 200Minimum radius of vertical curveCrest m -limited minimum : 4,000Minimum Radius of vertical curvatureCrest m -normal minimum : 5,000Minimum Radius of vertical curvatureSag m -limited minimum : 2,000Minimum Radius of vertical curvatureSag m -normal minimum : 3,000Minimum length of the vertical curvaturem 70Maximum super-elevation rate % 8Minimum length of super elevation runoffm 70Minimum stopping sight distance m 1002.3.2 Intersection design criteriaItem Unit Standard RemarkLeft turning speed km/h 3055439433.doc - 18 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 Right turning speed km/h 40Minimum radius of horizontal curve m- V=30km/h : 30- V=40km/h : 60Minimum length of deceleration lane m 80Minimum length of acceleration lane m 1202.3.3 Typical cross-section2.3.3.1 Typical cross-sectionEmbankment section of project Bridge section of projectNational Road 2C National Road 322.3.3.2 Considering emergency lane for bridge sectiona.NeedsIf it is not cost effectivetoprovidewidthof right shoulder incompliancewith standard, itissuggestedtominimizethewidthofshoulderandarrangeemergency lanewiththeinterval 750mwhichcanprovidemorespaces for brokencars or crashed cars in order to make sure the safety and capacity of highway.b. General structureSection Plan 55439433.doc - 19 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 2.3.3.3 MOT decisions related to standardsWidth of cross section on embankment B=17.5m, pavement width B=16.5m, included ; 4lanes 4 x 3.5=14.0m, median strip 1.5m, safety lane for two sides 2x0.5=1.0m, soil shoulder 2x0.5=1.0m.2.3.3.4 ConclusionAfter meeting with client and considering MOT decision, in result, the width of bridge section will be provided with 16.5m without emergency lanes in proportion to future expanding plan of NR 2C and financial efficiency.2.4 BRIDGE DESIGN CRITERIA2.4.1 Navigation clearancesThe Red River is Class I of Water Way so the Minimum Clearance Horizontal Across River is 80m, the Vertical Clearance is 10m.2.4.2 Major design load (static load, live load,)Dead loadDead loads shall include the weight of all components of the structure, appurtenances and utilities attached thereto, earth cover, wearing surface and future overlays. The following densities specified in Table 1 for each material is used for dead loads. And the weight of utilities shall be decided due to the site investigations.Table 1: DensitiesMaterial Density (kg/m3)Aluminum Alloys 2800Bituminous Wearing Surfaces 2250Cinder Filling 960Compacted Sand, Silt or Clay Due to soil investigationConcreteLow-density 1775Sand-low-density 1925Normal 2400Loose Sand, Silt or Gravel, Soft Clay Due to soil investigationRolled Gravel, Macadam or Ballast 2250Steel 7850Stone Masonry 272555439433.doc - 20 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 WaterFresh 1000Salt 1025Live loadAccording provision 3.6 in 22TCN 272-05 the vehicular live loading named HL-93 consists of a combination of the:- Design Truck or Design Tandem, and- Design Lane Load(For fatigue load, the distance between 145 kN axles shall be constant of 9000 mm)Figure 1: Design TruckFigure 2: Design TandemFigure 3: Design Lane LoadEarthquake Loads- Earthquake intensity : 8 at MSK- Analysis methodThe minimum analysis requirements for seismic effects shall be as specified in Table 2dependonstructural type, seismiczone, importancecategory, andpart of the structure.The connections between the superstructure and substructure shall be designed for the minimum force requirements.Also the minimum seat width requirement shall be satisfied.UL = uniform load elastic method55439433.doc - 21 -1.200m110kN m110kN m 9.3 kN/mVinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 SM = single-mode elastic methodMM = Multi-mode elastic methodTH = time history methodTable 2: Minimum Analysis Requirements for Seismic Effects2.4.3 Load and impact (temperature, humidity, ship impact and seismic)Temperature2.4.3.1.1 Uniform temperature (TU) Base on the investigation data of temperature for bridge on FS, we chose uniform temperature (TU) to design like that:+ Plus uniform temperature (+ T) = 24.80 C+ Minus uniform temperature (-T) = -24.40 C2.4.3.1.2 Temperature gradient (TG) Base on the specification for bridge design 22TCN-272-05, article 3.12.3.Thevertical temperaturegradient inconcretesuperstructuresmaybe taken as shown:55439433.doc - 22 -Seismic ZoneSingle- Span BridgesMulti-span BridgesOther Bridges Essential Bridges Critical BridgesRegular Irregular Regular Irregular Regular Irregular1 No need No need No need No need No need No need No need2 No need SM/UL SM SM/UL MM MM MM3 No need SM/UL MM MM MM MM THVinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 Parameter Positive TG (0C) Negative TG (0C)T1+23 -7T2+6 -1T3+3 0HumidityHumidity is effect to calculate the creep and shrinkage. In this area, we chose humidity is 84% to analysis.Ship impactClass of waterway is I so we chose like that:Design vessel:+ self-propelled vessel: 2000 DWT+ towed barge: 500 DWT(Base on table 3.14.2-1, 22TCN-272-05)Design collision velocity:+ Mean annual stream velocity, Vs: 1.5 m/s (respect frequency P5%)+ Design impact velocity for design vessels:55439433.doc - 23 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 Item.VTVMINXCXLX V(m/s) (m/s) (m) (m) (m) (m/s)Self-propelled vessel 5.45 2.15 20 270 58.25 4.95Towed barge 3.75 2.15 20 270 58.25 3.51Design vessel Design impact velocity, V (m/s)Self-propelled vessel 4.95Towed barge 3.51(Base on table 3.14.3-1, 22TCN-272-05 and 3.14.6, AASHTO LRFD 2007 4th edition)2.4.4 Load combinationsLoad combination following: Specification for bridge design 22 TCN 272 - 05LOAD COMBINATIONDC DW LL WA WS WL FR TU TG SE EQ CT CV PSIM CR ELCE SHBRSTRENGTH -I gp gp 1.75 1.00 - - 1.00 0.5/1.2 gTG 1.00 - - 1.00STRENGTH -II gp gp 1.35 1.00 - - 1.00 0.5/1.2 gTG 1.00 - - 1.00STRENGTH -III gp gp - 1.00 1.40 - 1.00 0.5/1.2 gTG 1.00 - - 1.00STRENGTH -IV 1.5 gp - 1.00 - - 1.00 0.5/1.2 - - 1.00STRENGTH -V gp gp 1.35 1.00 0.40 1.00 1.00 0.5/1.2 gTG 1.00 - - 1.00EXTREME EVENT-I gp gp gEQ 1.00 - - 1.00 - - - 1.00 - 1.00EXTREME EVENT-II gp gp 0.50 1.00 - - 1.00 - - - - 1.00 1.00 1.00SERVICE-I 1.00 1.00 1.00 1.00 0.30 1.00 1.00 1.0/1.2 gTG 0.50 - - - 1.0055439433.doc - 24 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 2.4.5 Service limit state Stress Limits for Prestressing TendonsConditionTendon TypeStress-RelievedStrand and PlainHigh-Strength BarsLow Relaxation StrandDeformed High-Strength BarsPretensioningImmediately prior to transfer0.70 fpu0.75 fpuAt service limit state after all0.80 fpy0.80 fpy0.80 fpyPosttensioningPrior to seating - short-term fs may be allowed0.90 fpy0.90 fpy0.90 fpyAt anchorages and couplers immediately after anchor set(fpt + fpES + fpA)0.70 fpu0.70 fpu0.70 fpuAt end of the seating loss zone immediately after anchor set(fpt +fpES + fpA)0.70 fpu0.74 fpu0.70 fpuAt service limit state after losses (fpe)0.80 fpy0.80 fpy0.80 fpyCompressive Stress Limits Prestressed Concrete at Service Limit State After Losses, Fully Prestressed ComponentLocation Stress Limit In other than segmentally constructed bridges due to the sum of efective prestress and permanent loads Insegmentally constructed bridges due to the sum of effective prestress and permanent load In other than segmentally constructed bridges due to live load and one-half the sum of effective prestress and permanent loads Due to the sum of effective prestress, permanent loads and transient loads and during shipping and handling0.45fc(Mpa)0.45fc(Mpa)0.40fc(Mpa)0.60wfc(Mpa)55439433.doc - 25 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 2.4.6 Strength limit state and extreme limit stateEach component and connection shall satisfy Equation 1 for each limit state, unless otherwise specified. For service and extreme event limit states, resistance factors shall be taken as 1.0, except for bolts, for which the provisions of Article 6.5.5 (in 22 TCN 272-05) shall apply. All limit states shall be considered of equal importance. r n i i iR R Q (1)for which:95 . 0 I R D i (2)For loads for which a maximum value of i is appropriate: 0 . 11 I R Di (3)where:i = load factor: a statistically based multiplier applied to force effects= resistance factor: a statistically based multiplier applied to nominal resistance, as specified in Sections 5, 6, 10, 11 and 12 (22 TCN 272-05)i= load modifier: a factor relating to ductility, redundancy and operational importanceD = a factor relating to ductility, as specified in Article 1.3.3 (22 TCN 272-05)R = a factor relating to redundancy as specified in Article 1.3.4 (22 TCN 272-05)I = a factor relating to operational importance as specified in Article 1.3.5 (22 TCN 272-05)iQ= force effectRn= nominal resistanceRr= factored resistance: nR 2.5 SOFT SOIL TREATMEANT DESIGN CRITERIA 2.5.1 Settlement criteriaSoft ground shall be treated to ensure the conditions as depicted below:55439433.doc - 26 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 2.5.1.1 Main road- Residual settlement (Sr) is less than: 10cm for approach sections, 20cm for others sections including culvert and under passing sections. - Consolidation degree is not less than 90% or speed of residual settlement is less than 2cm per year.2.5.1.2 Cross roadSoft ground shall be treated in accordance with the standard for cross road as depicted below:- For road with the designed speed V=80Km/h, residual settlement (Sr) is less than: 10cm for approach sections, 20cm for others sections. - For road with the designed speed, the requirements are respectively 20cm and 30cm. - No treatment for the road with the designed speed V=40Km/h and lower one.2.5.2 Stability criteriaFollowing conditions shall be confirmed for stability against sliding:- Factor of safety is not less than 1.2 in period of filling and waiting for consolidation, and - Factor of safetyis not less than1.4at theendof final periodof waitingfor consolidation.55439433.doc - 27 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 CHAPTER 3:SURVEY AND INVESTIGATIONSSurvey work was conducted in accordance with the Scope of the survey work and its schedule are approved by PMU Thang Long and the Ministry of Transport. Carriedout topographicsurveys, includinghorizontal andvertical alignments, and road and river cross-sections, establishment of topographic maps, horizontal control points, bench marks and permanent reference beacons as required for the preparation of detailedengineeringdesigns toenableconstructionquantities tobeaccurately calculated.Carried out necessary investigations on geology, and hydrology of the whole project andmakegeological andhydrological documents for detail designandstructure calculationandbill ofquantity. Thisinvestigationincludedboreholesat thenew foundation positions and the cores have been logged, sampled and tested.Studied the existing surface hydrological and hydro-geological regimes, based on an analysis of rainfall andfloodrecords, includingsubsurfacewater characteristics, supplemented by detailed field investigations. Established adequacy of road embankment levels, and capacity of culverts and side ditches. Combined with local relating agencies to confirm the locations and scale of drainage system.Assessedcrossdrainagerequirements asappropriatetoexistingstructureswhere these are otherwise structurally sound. Confirmed the arrangements and configurations of the bridgespans and developed details for erosion protection for bridge piers.Investigatedthesuitabilityof locallyavailableconstructionmaterials, andwhere necessary, located quarries and borrow pits and assessed the quality and quantity of materials and hauling distance.Tested soil samples by classification (liquid limit, plastic limit, and California Bearing Ratio); undisturbed samples shall be tested for the determination of the main mechanical characteristics. Constructionmaterialshavebeentestedfor grain-size distributionandplasticitycharacteristics, unit weight andwater absorption, Los Angeles abrasion, bitumenadhesion, petrographical analysis andchemical water analysis andanyother tests deemednecessary. Carriedout appropriatetests at suitable intervals along the proposed alignment and the results analyzed to determine the residual strength of the pavement.55439433.doc - 28 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 3.1 GENERAL CONDITIONS3.1.1 Topographic conditionsThe studied route does not goes through Son Tay city, crosses the fields, Red river and floodplain, cuts the marshes off the residential areas and links to the existing road.The route goes through cultivated fields and off flood plain fields so the topographic conditions are fairly flat. The altitude difference is quite low but high in Red river and marsh area towards Vinh Tuong.In projected area, the population is distributedinto many areas. For example, Son Tay city and Vinh Tuong town are the most populous. In the rest areas, the population is concentrated under hamlets and distributed mainly in the traffic axis of the areas such as National Road 32, Local Road 78A, National Road 2C, etc.3.2 TOPOGRAPHICAL SURVEYThe main purpose of the survey work is to obtain topographical data for the detailed design. Thesurvey work includes the following main works: Establishment of primary control network ( National grade IV network by GPS measurement ). Establishment of secondary control and technical altitude network. Specificsurveyof Bridgeplan, alignment plan, profileandcrosssection, interchange and other works. 3.2.1 Establishment of primary control networkEstablishment of Horizontal control network Thehorizontal control networkis performedbyusingGlobal positioningsystem technology (GPS), satellite signal receiver and its corresponding software and equipments. Distance of control points confirm with the regulations of the survey standards and ensured for long stability. Points are placed outside the scope of the acquisition land. Distance between GPS points are about 2.5 km. There are 5 GPS points in the whole project.Establishment of vertical control networkThe vertical control network is established in accordance with method of geometric measurement withautoelectrical machineandbarcoderod. Thevertical control networkis designedtocoincidewiththehorizontal control network. Adjustment calculation according to private software ofBureau ofland survey. Adjustment result of primary control network is presented as following:55439433.doc - 29 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 Table 3.1Coordinate and elevation of GPS pointsNo Point nameCoordinate ElevationX (m) Y (m) H (m)1 GPS01 2339366.335 549574.830 12.9462 GPS02 2340750.271 550083.402 14.5273 GPS03 2341494.586 550648.917 15.8314 GPS04 2342400.156 550896.761 12.2485 GPS05 2344455.184 552132.592 17.6873.2.2 Establishment of secondary control networkSecondary traverse network:Basedonestablishedcoordinate andelevationnetworkof the grade IVcontrol network. Thesurveyteamestablishedthesecondarytraverseandtechnicalaltitude network. The process includes the following steps:- Selection of benchmark locations.- Secondarytraversenetworkis locatedbetweenGPSpoints that havebeen establishedabove. Thebenchmarkshall bestabletoensurelonglife, easily visible and located outside the scope ofthe acquisition land. Distance between points is from 80 to 350metre ( 200 metre average). To confirm to the standard for highway 22TCN 263-2000.- The measurements are done by total station equipment.Technical altitude network-Technical altitude network coincides with secondary traverse network.-Levelling by gradient and sliding rod, levelling 2 times.- Adjustment Result of secondarytraverseandtechnical altitude networkis presented as following: Table 3.2Coordinate and elevation of GPS pointsnameCOORDINATENOTEX - NORTHING Y - EASTING ELEVatonGPS-01 2339366.335 549574.830 12.946 GPS class IVDC1-1 2339515.748 549682.259 11.520DC1-2 2339781.785 549662.281 12.819DC1-3 2339930.824 549633.860 12.74855439433.doc - 30 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 DC1-4 2340095.505 549617.756 12.407DC1-6 2340181.185 549784.072 10.545DC1-7 2340214.809 549609.087 10.634DC1-8 2340324.368 549611.088 11.443DC1-9 2340405.245 549741.237 10.633DC1-10 2340545.453 549852.858 18.092DC1-11 2340684.311 549935.677 12.895DC1-12 2340800.715 549980.305 14.324DC1-13 2340779.163 550029.080 14.271GPS-02 2340750.271 550083.402 14.527 GPS class IVGPS-03 2341494.586 550648.917 15.831 GPS class IVDC3-1 2341523.671 550547.566 16.020DC3-2 2341570.287 550447.962 15.767DC3-3 2341670.952 550462.029 14.834DC3-4 2341766.020 550482.418 14.672DC3-5 2341714.380 550696.605 13.929DC3-6 2341828.215 550717.442 13.245DC3-7 2341921.958 550813.245 14.454DC3-8 2342045.056 550835.583 12.802DC3-9 2342158.338 550857.406 12.618DC3-10 2342300.005 550877.318 12.695GPS-04 2342400.156 550896.761 12.248 GPS class IVDC4-01 2342641.503 551032.693 12.517DC4-02 2342767.483 551185.747 12.057DC4-03 2342919.815 551202.613 12.452DC4-04 2343006.731 551250.092 12.949DC4-05 2343091.740 551375.190 12.711DC4-06 2343261.432 551431.563 13.030DC4-07 2343418.902 551512.065 13.417DC4-08 2343657.445 551517.961 12.660DC4-09 2343727.046 551726.322 12.349DC4-10 2343818.613 551797.441 11.989DC4-11 2343958.162 551819.079 12.415DC4-12 2344190.044 551942.833 12.495DC4-13 2344736.880 552151.752 10.221DC4-15 2344870.630 552031.605 10.936DC4-15A 2344698.821 551918.063 10.088DC4-16 2344501.497 551891.763 17.449GPS-05 2344455.184 552132.592 17.687 GPS class IV3.2.3 Topographic survey and mappingHorizontal alignment- The horizontal alignment is surveyed and drawn to the scale of 1/1000.55439433.doc - 31 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 - Thescope of topographicsurveyis 100mfor eachside fromalignment centerline. All topographic characteristics as well as construction obstackles of the trip sufficiently shown in the drawing. Coordinate and elevation points are inserted and shown in drawings, including the coordinate national points, grade IV GPS points and secondary control network Interchange- The scope of interchange plan is 100 m for each side from alignment centerline of ramps. The interchange plan is scale of 1/500. The other items are indicated in scope and schedule of survey work.Culvert- The scope of culvert plan is 100 m for each side from alignment centerline of culverts ( for underpass ) and300mfor eachsidefrommainalignment centerline.- For pipe culvert, the scope of plan measurement is 100m for each side from alignment centerline.- The plan is indicated in scale of 1/500. The plan clearly show the direction of water flow as well as the contours and grades of the terrain. The skew angle between the culvert and road alignment is also indicated in the drawing.Bridge- The bridge plan is surveyed and drawn to the scale of 1/1000.- Its included two parts:- Onland: The scope of topographic surveyis 100mfor eachside from alignment centerline. - In water: The scope of topographic survey is 500m for each side.3.2.4 Centerline survey- Specific survey of the centerline of the alignment road includes determining thecenterpoint locations, measuringthedistanceandlevel betweencenter points. The average distance between point is not more than 20m. The center stakes are made of timber, steel. 3.2.5 Vertical aligment survey- The longitudinal profile is surveyed and drawn to thevertical and horizontal scale of 1/100 and 1/1000 respectively.- The longitudinal profile described the natural terrain as well as control points, intersecting points and so on.55439433.doc - 32 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 3.2.6 Cross-section survey3.2.6.1 Cross section of the main alignment and ramps of interchange- The measurement scale is 1/300.- The limit of measurement is 50 m both sides from centerline 3.2.6.2 Cross section of the residential intersecting road- The measurement scale is 1/200.- The limit of measurement is 20 m both sides from centerline. 3.2.7 Existing structures survey- Surveyand investigationof under ground construction: water supply system, water drainage system, communication system, ect.- Survey and investigation of residential road, canal system 3.2.8 Other surveys- Investigation and statistics of acquisition land.- Agreewithlocal authoritiesabout theplacewhichwouldbecollectedfor waste material construction.3.3 HYDROLOGICAL SURVEY AND ANALYSIS3.3.1 Natural featuresVinh Thinh Bridge will span the Red River. The red river is the biggest river in the north of Viet Nam. Vinh Thinh bridge is situated at the intersection of 3 major rivers: the Thao river, the Lo river, the Da river. The concentration of water area is 143.700 Km2 tnh n trm thy vn Sn Ty (The station is 3200 m away from the bridge, downwards the river.)The longtitude and latitude of Sontay Hydrological station is 105030 E and 2100922 N.The station measures water level from 1902 to 1954. From 1954 till now, it measures waterlevel, watervolume, silt, watertemperatureinordertoservethepurposeof stormandfloodprecaution, argricultureirrigation, aquaticproduct raisingfor the North Delta including H Ni, Hi Dng, Hng Yn, Bc Ninh, Thi Bnh, Nam H.In Son Tay, there is also a meteorological station.The longtitude and latitude of it is 105030 Eand21008 N. It measures all thefeatures: temperature, rain, wind, moisture, vaporization. It sas set up in 1958 and it has been serving as a meteorological station since then.55439433.doc - 33 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 VinhThinhbridgeislocatednearthe2abovestations(about 3~4kmawayfrom them). So the use of their data to serve for the purpose of design Vinh Thinh project is suitable.3.3.2 Data collectionBased on the Scope and Schedule of Survey Works approved in 2010 by PMUTL and MOT, Yooshin- SamboJoint Operationhas collecteddataonhydrology, typical features, water level, water quantity, cross sections, andwater velocityas tothe document. The data on meteology from 1960 to 2010 includes all the features such as: rain, wind, temperature, humidity, vaporization. The results have been accepted.Datacollectionforriverbedchangeswascompleted. Thesedatashallbeusedfor analysic, calculation and focast of river flow and bed changes.3.3.3 MeteorologyClimate of the basin is wet tropical monsoon climate. Dry season lasts from October toAprilwiththerainfalloccupyingonly15-25%ofannualrainfall.Rainyseason starts in May and ends in September but distributes unevenly with time and space of the basin. The rainfall contrast is shown most clearly between two areas of China and Vietnam. TheroutegoesthroughSonTayweatherstation, 3.5kmawayfromtheestimated location of bridge (meteorological observation station since 1961 up to now). -Annual average temperature:23,4 0C- Average temperature of January the coldest month:16,20C- Average temperature of July the hottest month:28,90C- Absolute maximum average:41,00C- Absolute minimum average:4,5 0C3.3.4 RainThe average rainfall ofmany yearsreaches1,839 mm;thenumber ofannualrainy days is about 1,402. JulyandAugust havethehighest annual rainfall withtotal amount accountingfor 35%of theannual rainfall. Total rainfall inrainyseason reaches 1,416.2 mm,accountingfor80%oftotal annualrainfall.Thehighest daily rainfall is measuredat 508 mm in Julyof 1971.3.3.5 HumidityThis areahas fairlyhighhumidity; monthlyaveragehumidityreaches 84%. The humid period lasts from February to April, coinciding the wet rainy period in spring. Dry season lasts only 2 months, from November to December, coinciding the hot and dry Northeast monsoon period with average humidity of 81-83 %.55439433.doc - 34 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 3.3.6 WindThe factor causing strong winds of over 15m/s is storms. Whirlwind and waterspout are the factor causing extremely strong wind. The period of widespread storms in this area is about from July to September, among which August has the largest number of storms with maximum wind speed of V= 34 m/s ES (on 06 May 1965). The average wind speed in many years is 1.60 m/s. 3.3.7 Hydrology survey3.3.7.1 Survey:Surveyworks havebeen finished.The measurementofbridge centreline,upwards and downwards cross sections, flood level along the route has been finised. So has the measurement of waterway, canal and culvert cross section.3.3.7.2 Measurement:- Measure water velocity at Pier P8 to P13.- Set up a station to measure the water level in 10 days at 3 locations: away from the bridge 2000m upwards the river, bridge centreline, and away from the bridge 3200 m downwards the river.- The results have been approved.3.3.8 Meteorological and Hydraulic calculation3.3.8.1Meteorological calculationBasedonthecollectedmeasurementdatawhichhasbeencheckedandprocessed, figuresfordesignwere produced.Due toclimatechangein recentyears,there has beena lot of changes inNorthernDelta andSonTayarea. Rain, temperature, humidity have been abnormally changed. Generally there has been sudden change in quantity as well as time.a. Wind and wind velocityGenerallythereisfewhighwindorstorminHNi andSnTy. Howeverthe bridge area crossing river is large where there is few of obstacle due to topography and terrain objects so wind velocity can be more than 28m/s.b. RainRain is one of factors changing the climate in Son Tay a neighboring area of delta and mountain where rainfall stands at an average level of the Northern Delta.Maximum day rainfall:x = 216mmMaximum month rainfallx = 594mm55439433.doc - 35 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 Maximum year rainfallx = 2263mmAverage year rainfall x = 1622.2mmMainrainfall focuses in3months of rainyseason: July, August andSeptember reaching 1,054mmRainy period causing flood in interior field usually lasts for 3 or 5 days. c. Air temperature characterTemperature at Son Tay meteorological station from 1991 ~ 2010Annual average temperature: 23.4 C, Highest temperature: 41.6C appear on date 02/5/1994, Lowest temperature: 6.3C appear on date 23/9/1999.d. Relavtive humidity character %In general, the area humidity is quite high, the highest relative humidity is 98%. The humidity difference between dry and rainy season is 60%, Average humidity is 84%Lowest relative humidity is 57% Lowest absolute humidity is 16%e. Evaporation character:Theareahumidityis quitehigh, soamount of evaporationis little. Thehighest evaporationhappens ineverysummer, June andJulyor winter, November and December. Max evaporation: 9.9 mm/day, nightAverage evaporation: 2.5 mm/day and nightMin evaporation: 0.1 mm/day and night3.3.8.2 Hydraulic calculation: Hydrauliccalculationis processed. It requires thestatistics of geological survey, geotechnical properties, grain size gradation, geotechnical cross sections, topogragic details, size, details of abutments and piersAfter studying topography documents, hydrology survey, river bed development evaluationbefore andafter bridge construction(project set upstep) alongwith collected documents, investigative hydrological survey at detailed design, calculation, 55439433.doc - 36 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 examination and comparison result with topographic, geologic observation documents met the actual situations requirements.a. Recommended data should be used in the process of design Vinh thinh bridgeH1% = 16.25m,Q1% = 31 584m3/sHtk = 16.30m,Qtk = 27 730 m3/sH5% = 15.51m(navigation flood level),Q5% = 25035 m3/sH10% = 15.13m (flood season), Q10%=22155 m3/s(flood season)H10% = 8.55m (annually average),Q10% = 2583 m3/s (average)H95% = 3.85m,Q95% = 1694m3/sHmin = 2.51m (appeared at 7h, 20/2/2010)Average design speed Vtk = 2.15m/sb. Scour depth and elevation after scour at piers in river bedPier location P7 P8 P9 P10 P11 P12 P13 P14Depth after general scour and local scour 10.29 10.85 19.46 17.99 13.41 9.83 12.84 3.5Elevation after scour-6.70 -10.88-19.78-16.65-10.22-6.23 -10.556.71Although the scour on the bank has very soft geology soil (layer 1b and 1a), due to topography and geology effect, velocity Vbi 0.5~0.7m/s so after calculation there isalmostnoscour, scourappearsat somesomehydraulicpiersbutnotbigscour, biggest scour depth is 0.43mAfter completion of bridge construction, it should be measured before and after flood season to examine and follow scour at piers and river bed in order to have appropriate scour prevention method.3.3.9 Navigation clearancesPursuanttoVietnamesestandardTCVN(5664-1992)oninlandwaterwaytechnical classificationwhichwasissuedin1992uponriverlevel. Moreover, refertosome bridges which was designed pass through the Red river.55439433.doc - 37 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 No.Bridge name Designe navigation clearance standardP%Water level h(m)Height h(m)Width B(m)1 Thng Long 11.12 10 >802 Vnh Tuy 5 12.64 10 >803 Thanh Tr 5 12.50 10 >804 Yn Lnh 5 8.05 10 >805 Tn 5 5.70 10 >80In comparison with Vietnamese standard TCVN 5664-1992, river level I, natural river with the water depth of h>3m, bottom width >90m, curve radius >700m The Red river where Vinh Thinh bridge is over is river level I. Therefore, navigational clearance for Vinh Thinh bridge shall be designed (navigation spans) with high water level H5% = 15.51m, and navigational clearance h = 10m (Clearance from water level H5%), cross clearanceB >80m as decided in FS approval decision is appropriate.3.4 GEOTECHNICAL SURVEY3.4.1 Description of geological condition in previous studies.Theplaceof project implementationlocates inturningpoint of Redriver andis floodedinrainseasonsoit has athickalluvial layer formedbyaflowonthe geological foundation. The common geological foundation in these locations can be described at direction from earth surface of clay, and, weathered rock, and soft rock. In some locations, clay and sand can replace each other.3.4.2 Location of soil investigationThe supposed Vinh Thinh Bridge shall connect Son Tay Toywn Ha Noi City and Vinh Tuong District Vinh Phuc Province.+Initial point: interchange with National Highway 32 at station Km4+313 (design station).+Final point: cross the left bank of Red (Hong) river in the direction of Vinh Phuc Province about 200m at station Km9+800 (design station).+Road option: at the interchange with National Highway 32 cross Red river at the location which is far 150m from the current Vinh Thinh Ferry (Son Tay Bank) on the side of downstream, to Vinh Tuong District of Vinh Phuc Province far 60m from Lieu Tri pumping Station on the side of downstream. After that, the line crosses the left bank of Red (Hong) river about 200m. Total length is 5.487km.55439433.doc - 38 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 3.4.3 Work scope and criteria3.4.3.1 Scope of soil surveyThe soil investigation work is carried out in the Detailed Design phase to have data for designing and construction of VINH THINH BRIDGE National Highway 2C, included the main items as follows: Drilling and sampling. Standard Penetration Test SPT. Field Vane shear test. Laboratory test. Material resources investigation Making report on soil investigation.Thesoil investigationwill beperformedinhighaccuracy, efficiency, safetyand according to the requisition of Client and Consultants3.4.3.2 Criteria of Soil InvestigationField work: Standard for drilling in geotechnical investigation : 22 TCN 259-2000 Standard for geotechnical investigation of waterway works: 22 TCN 260-2000 Themethodfor sampling, packaging, transportingandpreserveof undisturbed samples : TCVN 2683-91 Standard for Standard Penetration test (SPT): TCXD 226-99 Standard for field Shear Vane Test : 22 TCN 355-06Laboratory Testing: Testing method for determining the shear strength in the laboratory: TCVN 4199-95 Testing method for determining specific gravity of soil : TCVN 4195-95 Testing method for determining natural water content of soil : TCVN 4196-95 Testing method for determining grain size distribution of soil : TCVN 4198-95 Testing method for determining liquid limit and plastic limit of soil: TCVN 4197-95 Testing method for determining natural wet unit weight of soil : TCVN 4202-95 Testing method for compression test of soil : TCVN 4200-86 Standard for soil classification of soil : TCVN 5747-93 Standard for Unconfined compression test : ASTMD 2166 Standard for Triaxial compression test(UU and CU) : ASTMD 2850 Standard for Consolidation test : ASTMD 2435Basis for drilling termination:+Borehole for embankment and underpass box culvert: N (SPT) > 50 for cobble or N> 15 for noncohesive soil (sand) or N > 8 for cohesive soil, minimum 1.0m shall be drilled into the soil.+ Borehole for bridge : the drilling will be terminated if :55439433.doc - 39 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 - In the soil, N value is:> 50 for noncohesive soil with continuous 12m of the thickness, or;> 30 for cohesive soil with continuous 10m of the thickness;> 50 for cobble layer with continuous 12m of the thickness- In the rock:* Weathered rock with continuous 8m of the thickness, or ;* The rock layer has RQD > 50% with continuous 5m of the thickness.* Total of depth drilling into rock is 10m in the case there are both 2 types of rock above.Besides, based on design requiements, design engineers decide drilling stop height so that it can satisfy the design requirements.3.4.4 Result of soil investigationFollowing the proposed schedule the JV of YOOSHIN and SAMBOO has promptly expedited the geotechnical investigation for Vinh Thinh Bridge Construction Project. The drilling work has been started on 7 October 2010 just as the proposed plan Atpresent,all surveyworksincluding investigation work,drilling works,testin-situ, laboratorytest, documentationshavecompletedmeet therequirements of criteria and surveyed results were approved.Summary of Soil InvestigationNo. Items Unit Qty Remarks1 Required BoreholeHole 1052 Finished Borehole Hole 1053 Percent of B.H Finished% 100 (2)/(1)=(3)4 Proposed Drilling Length m 54955 Finished Drilling Length m 3870.66 Percent of Finished Drilling Length % 70.4 (7)/(6)=(8)3.4.5 Description of soil condition3.4.5.1 Geology of siteGenerally, the project area is characterizedbyrelativelyflat terrain. Change in elevationof terrainsurfaceisveryminimal. Theterrainsurfaceissegmentedby irrigation canals and ponds. The main geologic feature is characterized by accumulatedrelief andsedimentationof Holocenedeposits belongingQuaternary period. Thisistheyoungest sediment formationintheProject area. Accordingto Hoang Ngoc Ky, 1978 this sedimentation is classed in Thai Binh Formation (Q23 tb) with the fluvial origin. They are composed of brownish grey sand and silt in the lower 55439433.doc - 40 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 part, and silt, clay in th upper, 5 to 35.5 m thick. These sediments belongs to the river bed and river bank facies.The surface of the project area is covered with fluvial sediments including cobble,sand, silt in the lower part and silty clay, clay in the upper and underlaid by bedrockofclaystone, siltstone, sandstonelaminatedwiththediffrerent weathered degree. ThebedrockatSonTaysidewaslocallymetamorphosedbecomingquart biotite schist with very hard state3.4.5.2 Soil conditionsInordertoevaluategeotechnicalconditioninVinhThinhBridgecontructionarea, 105boreholes inwhich98boreholes at locations of 2abutments and96piers (symboled EB1, EB2, EB3, PC1, BC1 A1, from P1 to P96, A2, BC2 & EB4 in the direction from Son Tay side to Vinh Phuc side), field tests and laboratory tests have been completely carried out. All drilled boreholes are satisfactory on proposed technical requirements including the condition for drilling termination. Based on the result ofgeotechnical investigationandservefoundationdesignofeachseparately pier of bridge, the stratigraphy of the project areas can be divided in to five (5) main soil categories from the ground surface as follows:1. Category 1: Cohesive soil consists of: Layer 1a: Clay, brownish grey, medium stiff to stiff, somewhere is soft. This layer is encounteredin45/105boreholesanddistributedinVinhPhucsidefromP46. Its thickness changes from 2.0 m (P51) to 12.7 m (P56). SPT value changes from 2 to 14.55439433.doc - 41 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 Layer 1b: Sandy clay, brownish grey, yellowish grey, very soft to stiff. This layer is encounteredin63/105boreholesandextensivelydistributedinthestudyerea. Its thickness changes from 1.1 m (P92) to 11.2 m (P85). SPT value changes from 1 (P16 & P78) to 13. Layer 2: Clayey sand, brownish grey, plasticity. This layer is encountered in 22/105 boreholes. Its thickness changes from 0.7 m (A1) to 7.4 m (P32). SPT value changes from 3 (P16) to 17.2. Category 2: Non cohesive soil consists of: Layer 3a: Fine sand, brownish grey, light grey, loose to medium dense. This layer is encounteredin62/105boreholesandextensivelydistributedinthestudyerea. Its thickness changes from 1.7 m (P27) to 32 m (P12). SPT value changes from 4 (P ) to 47. Layer 3b: Medium sand mixed gravel, brownish grey, light grey, medium dense to very dense. This layer is encountered in 83/105 boreholes and extensively distributed inthestudyerea. Itsthicknesschanges0.3m(EB4)to24.5m(P15). SPTvalue changes 15 to >50 Layer 3c:Gravel mixed sand, whitish grey, yellowish grey, medium dense to very dense. This layer is encountered in 19/105 boreholes and mainly distributed in Vinh Phuc side from P46. Its thickness changes 1.8 m (P92) to 12.4 m (P59). SPT value >50, somewhere changes from 11 to 343. Category 3: Non cohesive soil consists of: Layer 4: Cobble mixed gravel, multicolored, size 2-6 cm, very dense. This layer is encounteredin68/105boreholesandextensivelydistributedinthestudyerea. Its thickness changes 0.6 m (P81) to 22.6 m (P14). SPT value >50.4. Category 4: Cohesive soil consists of: Layer 5: Silty Clay, spotted brownish grey, brownish yellow, medium stiff to stiff. This layer is encountered in 7/105 boreholes and locally distributed in Son tay side (from P2 toP8). Its thickness changes 4.6 m (P8) to 18.2 m (P2). SPT value from 3 to 20 Layer 6: Sandy clay mixed grit, spotted brownish grey, brownish yellow, medium stiff to hard. This layer is encountered in 8/105 boreholes and locally distributed in Son tay side (EB1, EB2, EB3, PC1,BC1, A1, P1 & P2). Its thickness changes 6 m (EB1) to 14.2 m (PC1). SPT value from 5 to 405. Category5: Bedrockconsistsofclaystoneandsandstonelaminatedwithhigh thicknes of each rock. All boreholes didnt drill through this layer yet. Layer 7: claystone, greenish grey, in different weathered degree. This rock layer is encounteredinmost ofboreholes. Intheupperpart (symboled7a), claystonewas 55439433.doc - 42 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 completely weathered and became silty clay, greenish grey, yellowish light grey, stiff to hard with SPT value of from 10 to >50 and thicknes of from 1 m (P85) to 24 m (P2). Underlaidisclaystone(symboled7b)whichcanbetakenrocksampleswith RQD value of from 0-22% (P6) to 80-90% (P80 & P82). Layer 8: Sandstone, blackish grey, whitish grey, in different weathered degree. This rock layer is encountered in boreholes located mainly at Son Tay site. In the upper part (symboled8a), sandstonewas completelyweatheredandbecamesiltysand, greenish grey, very dense with SPT value of from 20 to >50 and thicknes of from 0.9 m (PC1) to 10.9 m (P2). Underlaid is sandstone (symboled 8b) which can be taken rock samples with RQD value of from 0-26% to 20-100% (P4).3.4.6 Soil profileSoil profile can be seen as in attached drawings. Stratigraphy of the project areas can be tabled bellowBoring No.STA No.Thickness(m)/DescriptionTotal Depth (m)RQD (%) Clay, Silty clay / SPTFine, medium Sand/ SPTCobble/ SPTBed RockEB1Km 0+144.1686.5m/5 8 - - 8.8m 15.3 -EB2Km 0+180.5458.2m/9 15 - - 7.8m 16.0 -PC1 Km4+895.360 14.5m/19 40 - - 0.9m 15.4 -EB3 Km4+962.800 9.5m/14 22 - - 6.8m 16.3 -BC1 Km5+030.240 6.0m/8 19 - - 9.0m 15.0 20A1 Km5+121.060 18.0m/3 26 - - 17.3m 35.3 0 26P1 Km5+160.260 12m/15 22 - - 8.m 20.0 0 40P2 Km5+200.260 23.6m/11 34 - - 34.9m 58.5 0P3 Km5+240.260 28.5m/5 10 - - 16.5m 45.0 0 4P4 Km5+280.260 18.8m/7 14 - - 32.1m 50.920 100P5 Km5+320.260 16.2m/5 20 - - 8.5m 24.7 0 30P6 Km5+359.710 16.5m/7 16 - - 11.6m 28.1 0 22P7 Km5+409.710 10.1m/3 6 - - 16.6m 26.7 38 64P8 Km5+499.710 5.2m/38 42 5.4m/7 42 - 10.00m 20.6 0 90P9 Km5+619.710 - 15.0m/9 37 - 13.8m 28.8 10 3155439433.doc - 43 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 Boring No.STA No.Thickness(m)/DescriptionTotal Depth (m)RQD (%) Clay, Silty clay / SPTFine, medium Sand/ SPTCobble/ SPTBed RockP10 Km5+739.710 - 22.5m/5 34 4.0m/>50 10.9m 37.4 8 62P11 Km5+859.710 - 24.8m/7 25 22.6m/>50 2.10m 49.5048.5 57P12 Km5+979.710 - 39.5m/5 65 7.3m/>50 5.87m 52.67 60 80P13 Km6+099.710 - 41.5m/6 38 5.0m/>50 9.50m 56.00 23 45P14 Km6+189.710 8.6m/4 641.07m/11 >50- - 49.67 -P15 Km6+239.710 10.8m/4 9 41.2m/19 50 - 21.5m 73.50 0 65P16 Km6+279.160 9.8m/1 8 32.4m/18 >50 2.8m/>50 10.8m 55.80 0 53P17 Km6+319.160 10.6m/1 8 26.6m/12 40 1.5m/>50 10.8m 49.50 20 64P18 Km6+359.160 9.0m/3 5 25.5m/10 43 1.9m/>50 7.10m 44.50 0 31.4P19 Km6+339.160 11.3m/7 13 15.2m/11 21 13.2m/>50 - 39.70 -P20 Km6+439.160 11.0m/3 7 14.8m/15 27 8.5m/>50 - 34.30 -P21 Km6+479.160 11.0m/2 7 14.0m/7 21 13.0m/>50 - 38.00 -P22 Km6+519.160 11.0m/6 8 14.0m/14 22 14.05m/>50 - 39.05 -P23 Km6+559.160 5.3m/6 7 19.5m/9 23 9.86m/>50 - 34.66 -P24 Km6+599.160 5.0m/6 7 21.8m/9 19 8.92m/>50 - 35.72 -P25 Km6+639.160 4.6m/4 23.9m/6 20 8.5m/>50 - 37.00 -P26 Km6+679.160 10.0m/1 10 18.5m/15 30 8.5m/>50 - 37.00 -P27 Km6+719.160 9.7m/5 6 18.4m/13 29 9.27m/>50 - 37.37 -P28 Km6+759.160 9.3m/5 7 19.3m/15 31 9.03m/>50 - 37.63 -P29 Km6+799.160 8.9m/2 6 18.7m/11 29 8.94m/>50 - 36.54 -P30 Km6+839.160 5.7m/6 7 20.9m/5 30 10.60m/>50 2.22m 39.42 0P31 Km6+879.160 5.7m/3 8 19.0m/10 28 10.8m/>50 2.30m 37.80 0P32 Km6+919.160 10.0m/10 15 14.5m/14 36 12.30m/>50 - 36.80 -P33 Km6+959.160 7.8m/3 13 15.1m/13 34 14.99m/>50 - 37.89 -P34 Km6+999.160 7.8m/5 9 15.4m/11 47 10.10m/>50 1.90m 35.20 0P35 Km7+039.160 11.2m/5 17 13.5m/13 29 9.00m/>50 2.80m 36.50 055439433.doc - 44 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 Boring No.STA No.Thickness(m)/DescriptionTotal Depth (m)RQD (%) Clay, Silty clay / SPTFine, medium Sand/ SPTCobble/ SPTBed RockP36 Km7+079.160 10.5m/5 9 12.5m/19 28 16.0m/>50 - 39.00 -P37 Km7+119.160 7.80m/5 9 23.7m/8 >50 - 10.20m 41.7047 75.26P38 Km7+159.160 10.7m/5 9 22.5m/10 >50 - 10.00m 43.208.4 100P39 Km7+199.160 8.6m/6 15 14.6m/11 42 7.4m/>50 13.40m 44.00 0 32.2P40 Km7+239.160 8.6m/4 8 19.0m/11 33 7.4m/>50 12.50m 47.50 0 50P41 Km7+279.160 7.8m/5 6 19.2m/11 26 9.10m/>50 - 36.10 -P42 Km7+319.160 6.8m/5 7 20.4m/11 28 7.8m/>50 11.27m 46.27 2.8 56P43 Km7+359.160 7.30m/5 8 19.80m/6 22 6.50m/>50 10.90m 44.50 0 72P44 Km7+399.160 7.8m/5 7 19.20m/10 26 9.30m/>50 2.50m 38.80 12P45 Km7+439.160 3.7m/2 4 22.70m/6 45 8.27m/>50 - 34.67 -P46 Km7+479.160 5.50m/2 9 22.30m/8 28 10.0m/>50 - 35.80 -P47 Km7+519.160 6.50m/2 7 18.70m/12 30 11.06m/>50 - 36.26 -P48 Km7+559.160 3.20m/3 5 26.30m/7 30 3.30m/>50 5.92m 44.50 51 56P49 Km7+599.160 4.20m/3 5 26.80m/6 30 1.20m/>50 10.70m 42.90 0 84P50 Km7+639.160 5.70m/2 3 21.80m/6 26 4.20m/>50 9.10m 40.80 50 57P51 Km7+679.160 6.50m/6 8 20.50m/11 265.20m/33 >509.00m 41.20 33 46P52 Km7+719.160 11.0m/2 8 16.60m/13 24 8.90m/>50 11.95m 48.45 65 68P53 Km7+759.160 9.0m/3 4 16.80m/13 25 8.90m/>50 - 34.70 -P54 Km7+799.160 12.5m/3 8 13.90m/10 24 7.80m/>50 8.40m 42.60 45 49P55 Km7+839.160 10.50m/2 8 14.30m/16 27 12.00m/>50 - 36.80 -P56 Km7+879.160 12.70m/2 7 11.80m/15 24 10.80m/>50 10.00m 45.30 8 48P57 Km7+919.160 11.80m/2 8 15.90m/16 29 11.48m/>50 - 39.18 -P58 Km7+959.160 22.40m/3 15 6.60m/11 18 7.50m/>50 8.20m 44.70 0 45P59 Km7+999.160 15.20m/4 8 10.30m/15 25 12.39m/>50 - 37.89 -55439433.doc - 45 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 Boring No.STA No.Thickness(m)/DescriptionTotal Depth (m)RQD (%) Clay, Silty clay / SPTFine, medium Sand/ SPTCobble/ SPTBed RockP60 Km8+039.160 15.60m/2 4 16.20m/11 20 4.00m/>50 8.50m 44.30 19 42P61 Km8+079.160 9.70m/2 4 20.00m/11 22 4.00m/>50 15.30m 49.00 11 46P62 Km8+119.160 11.70m/2 7 17.30m/11 23 7.00m/>50 11.00m 47.00 50 10.00m 46.30 9 40P64 Km8+199.160 13.0m/3 5 18.50m/11 21 4.00m/>50 8.00m 43.50 0 42P65 Km8+239.160 16.70m/4 8 15.50m/8 144.50m/11 >506.90m 43.60 51 56P66 Km8+279.160 6.50m/7 8 14.00m/5 2120.2m/12 >508.70m 45.40 11 49P67 Km8+319.160 9.80m/6 8 13.00m/15 3017.2m/21 >50- 40.00 -P68 Km8+359.160 10.20m/5 7 9.30m/8 35 16.05m/>50 - 35.55 -P69 Km8+399.160 7.80m/5 6 13.30m/13 2514.5m/24 >50- 35.60 -P70 Km8+439.160 8.70m/4 8 10.80m/15 20 12.90m/>50 - 32.40 -P71 Km8+479.160 7.80/3 4 11.20m/12 19 12.50m/>50 - 31.50 -P72 Km8+519.160 6.80m/6 9 12.70m/16 20 8.90m/>50 - 28.40 -P73 Km8+559.160 7.00m/6 11 16.50m/12 25 8.30m/>50 - 31.80 -P74 Km8+599.160 8.50m/8 14 16.00m/16 26 8.50m/>50 - 33.00 -P75 Km8+639.160 12.80m/6 19 16.00m/17 20 8.50m/>50 - 37.30 -P76 Km8+679.16016.00m/10 209.20m/15 1611.8m/16 >5010.20 32.40 20 80P77 Km8+719.160 17.20m/8 15 14.80m/16 205.50m/212210.50 48.00 40 90P78 Km8+759.16032.50m/1 >5011.60m/14 22 3.0m/19 23 - 47.10 -P79 Km8+799.160 25.20m/1 10 12.80m/15 22 - 10.10 48.10 30 75P80 Km8+839.160 25.60m/3 17 12.90m/12 23 - 6.60 45.10 80 90P81 Km8+879.160 18.80m/3 12 17.60m/11 25 0.6m/>50 6.40 43.40 70 75P82 Km8+919.160 15.70m/2 7 17.10m/10 35 - 6.40 39.20 80 9055439433.doc - 46 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 Boring No.STA No.Thickness(m)/DescriptionTotal Depth (m)RQD (%) Clay, Silty clay / SPTFine, medium Sand/ SPTCobble/ SPTBed RockP83 Km8+959.160 8.70m/6 8 21.30m/12 29 13.50m/>50 - 43.50 -P84 Km8+999.160 13.60m/3 20 15.10m/14 36 5.80m/>50 8.60 43.10 0 75P85 Km9+039.160 11.20m/6 10 20.30m/16 31 6.5m/>50 11.5 49.50 0 55P86 Km9+079.160 9.30m/7 11 24.20m/15 33 4.5m/>50 11.50 49.50 10 55P87 Km9+119.160 11.40m/6 10 20.90m/16 25 5.9m/>50 10.80 49.00 51 52P88 Km9+159.160 8.10m/6 9 22.40m/14 26 10.70m/>50 3.70 44.90 0P89 Km9+199.160 13.30m/6 12 17.40m/12 29 10.10m/>50 - 40.80 -P90 Km9+239.160 7.90m/6 9 24.30m/15 34 8.00m/>50 - 40.20 -P91 Km9+279.160 7.80m/4 9 22.40m/10 24 10.00m/>50 - 40.20 -P92 Km9+319.160 5.80m/6 10 24.10m/12 23 8.30m/>50 - 38.20 -P93 Km9+359.160 14.50m/6 16 14.50m/12 14 13.10m/>50 - 42.10 -P94 Km9+399.160 9.40m/5 10 17.10m/17 26 12.70m/>50 - 39.20 -P95 Km9+439.160 7.70m/8 9 15.80m/14 31 12.90m/>50 - 36.40 -P96 Km9+479.160 10.50m/3 9 15.40m/13 31 10.50m/>50 - 36.40 -A2 Km9+518.160 9.80m/4 15 17.00m/15 31 10.00m/>50 - 36.80 -BC2 Km9+580.160 13.80m/4 10 5.00m/25 34 - - 18.80 -EB4 Km9+660.000 8.20m/4 10 5.00m/25 34 - - 18.80 -3.5 CONSTRUCTION MATERIAL INVESTIGATION Alargequantityofmaterialsisdemandedfortheproject inconstructingroadbed, pavement, andbridgesystem. Especially, crushedstone&yellowsandforcement concrete and asphalt concrete.The material construction survey has been carried out inpurposesoffindingMaterial Sourcessurroundingtheproject area.All material samples have been transferred to the approved Laboratory for testing under the testing requirements approved by the Consultant. The detail informations of material construction sources can be shown in the tables below:55439433.doc - 47 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 3.5.1 Stone QuarriesItem Son Tay Site Vinh Phuc SiteCompanyNameSunway QuarryCompanyChe QuarryCompanyBao QuarryCompanyTrung Mou QuarryCompanyDistance(km)About 28 About 30 About 45 About 35Materials in OriginBazarth(Igneous Rock)Limestone(Sedimentary Rock)Riolite(Metamophic Rock)Riolite(Metamophic Rock)Estabilitedyears1995 ~ 2025 2006 ~ 2016 2002~2030 1994~2014Remain Reserve(Nov.2010)2 Millions m^3 5 Millions m^3 10 Millions m^3 5 Millions m^3Delivery SiteNhat Thanah BridgeNH 413Local BridgeCank River Bridge(Noi Bai Airport)Nhat Thanh Mixing PlantNoi Bai AirportMachines Capacity(Ton/h)250 ~ 450 Ton/h(Totally:700 Ton/h)75 Ton/h(Totally:150 Ton/h)250 ~ 500 Ton/h(Totaly:1050 Ton/h)60 ~ 80 Ton/h(-)Crushing Machines2 Machines 2 Machines 3 Machines 6 Machines3.5.2 Soil Borrow PitsItem Son Tay Site Vinh Phuc SiteCompanyNamePuzolan Borrow PitVinaconex Borrow PitCompanyNamePuzolan Borrow PitDistance(km)About 4 About 10Distance(km)About 4LocatedSondong VillageTrieu dong hamlet, co dong VillageLocatedSondong VillageSoilDescriptionSilty Clay with gritsSilty Clay with gritsSoilDescriptionSilty Clay with gritsReserve>1000,000 m^3> 1000,000 m^3Reserve> 1000,000 m^3ExplorationCondition Very Easy Very EasyExplorationConditionVery Easy3.5.3 Sand Stockpiled AreaItem Son Thay Site Vinh Phuc SiteCompanyNameBinh Minh Material Company Vinh Thinh Material CompanyDistance(km)1.0 About 0.255439433.doc - 48 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 Locatedl.0km from Vinh Thinh Bridge on Right Side0.2km from Vinh Thinh Bridge on Left SideSoilDescriptionBlack Sand & Yellow Sand=> Sand Exploited from LO RiverBlack Sand & Yellow Sand=> Sand Exploited from LO RiverSupplyingCapacity8,000 m^3/day 10,000 m^3/dayExploration ConditionEasy Easy3.6 OTHER SURVEY AND INVESTIGATIONS3.6.1 Other site investigationsPurpose Pictures Project location check-Check the realizability of horizontal alignment and major obstacles in project area-Survey general site conditions Determination ofunder box location- Investigate land utilization within surrounding dike- Check the dike horizontal alignment for developing and plan of supporting road Intersection revision- Check the operation condition oftraffic flow- Investigate existing three - legs intersection- Check condition of access roadExisting drainage facilities check ( include underground drainage)- Investigate existing drainage and irrigation system55439433.doc - 49 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 3.6.23.6.3 Investigation of replacement of small roads and channelsConductedthesitesurveyonexistingroads andavailablecanal system; provide underpassboxesanddrainageculvertsifnecessarytoavoiddisruptionofexisting roads and canals within construction area.Forproject roads, therearenointerruptedroadsbut onlyaninterruptedirrigation canal, therefore, a plan for pipe culvert arrangement should be arranged.Surveyedtheconditionofroadsandcanalswhichareconflictedwithabutment to relocate plan if needed. Station No of pierCondition of existing roadRemarkType of pavement Width(m)5+062.46 Cement Concrete5.0 major dyke5+359.71 P6 Cement Concrete 2.06+279.16 P15 Cement Concrete 3.5 minor dyke6+369.54 P18 Brick line 2.06+479.16 P21 Cement Concrete2.06+920.00 P32 Cement Concrete3.07+039.16 P35 Brick line2.07+159.16 P38 Brick line 2.07+501.70 Soil bank 1.57+602.35 Soil bank 1.07+999.16 P59 Soil bank 1.58+188.00 Brick line 2.08+339.00 Cement Concrete 3.08+567.00 Brick line 2.08+679.16 P76 Soil bank 2.59+061.69 Soil bank 3.09+175.00 Soil bank 1.79+280.00 P91 Soil bank 2.0There are 6 conflicted existing roads found within the process of bridge bed excavationduringconstruction; therefore, atemporarymovement planwasset up. Similarly, thereare3segmentsconflictedwithbridgeabutment positions, asthe result, a permanent re-location plan was arranged. 55439433.doc - 50 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 Existing cannelStation No of pierCondition of existing cannelRemarkType of cannel Width(m)6+703.50 Concrete cannel 6.07+639.16 P50 Soil cannel 1.57+719.16 P52 Soil cannel 8.08+239.16 P65 Concrete cannel 9.08+280.00 P66 Concrete cannel 9.08+759.16 P78 Soil cannel 13.0There are 2 segments conflicted with bridge pier positions, as the result, permanent movement relocation was arranged.3.6.4 Existing drainage system in intersection areaThereare 03existingtransverse culverts andmanyexistingcatchbasins inthe intersection area which is located at the beginning point of project. All existing culvert structures and other underground facilities related with drainage and irrigation system are carefully investigated in order to collect adequate informationfortheevaluationoftheirexistingconditionsaswell astheirexisting flow capacity55439433.doc - 51 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 3.6.53.6.6 Existing pavementThe pavement condition of existing NR32 section has the same level with project road as the table belowThe pavement condition of existing NR32Station NR32 RemarkPavement structurePavementcondition- The Opening year of NR32 : 2008 year- The type of pavement : Asphalt concrete pavement- Present road surface condition : good- The total width of pavement : 22.5mSurvey for existing pavement structure assessment by test pit at km4+620 has been carried out. 3.6.7 Existing IntersectionAt the beginning point of project there is Three-legs intersection (NR32 and NR2C) without traffic signal.Trafficvolumeisnothigh in theintersection;thereforeLOS (level of service) of intersectionisquitegoodat present. Yet, conflictionsoccur between means of transport which caused by the close location of 3 intersections. The possibility of traffic accident is high due to the mixed traffic flow.55439433.doc - 52 -Vinh Thinh Bridge Construction Project on NH2CQuarterly Report YOOSHIN SAMBO Joint Operation March 2011 3.6.83.6.9 Meeting with related authoritiesAuthority Purpose RemarkSon Tay Water Supply Company- Get information about existing water supply facilities.- Suggestion received: Setting up new facilities in construction area will be more cost effective than moving the old system to a new position.Son Tay Urban an