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CACULATION SHEETS TABLE OF CONTENTS A Pavement B Box Culvert B.1 2@3x2.5m B.1.1 Body Culvert B.1.2 Wing wall B.2 2@3x3m B.2.1 Body Culvert B.2.2 Wing wall B.3 1@4x3.5m B.3.1 Body Culvert B.3.2 Wing wall B.4 1@4x4m B.4.1 Body Culvert B.4.2 Wing wall B.5 2@4x3.5m B.5.1 Body Culvert B.5.2 Wing wall B.6 2@4x4m B.6.1 Body Culvert B.6.2 Wing wall B.7 3@4x4m B.7.1 Body Culvert B.7.2 Wing wall C Capacity Box Culvert 2@3x2.5m – Km3+120 Box Culvert 2@4x4m– Km4+295 Box Culvert 1@4x4m– Km5+050 Box Culvert 1@4x4m– Km5+695 Box Culvert 1@4x4m– Km6+175 Box Culvert 2@4x4m– Km6+499 Box Culvert 1@4x4m– Km7+015 Box Culvert 2@4x4m– Km7+521 Box Culvert 1@4x4m– Km7+876 10 Box Culvert 2@4x4m– Km8+350 11 Box Culvert 2@3x3m– Km9+036 12 Box Culvert 2@3x3m– Km9+259 13 Box Culvert 2@3x3m– Km9+695 14 Box Culvert 2@3x3m– Km9+862 15 Box Culvert 2@4x4m– Km10+081 16 Box Culvert 2@4x4m– Km11+093 17 Box Culvert 2@4x4m– Km11+587 18 Box Culvert 2@4x4m– Km12+060 19 Box Culvert 3@4x4m– Km12+560 20 Box Culvert 2@4x4m– Km13+355 21 Box Culvert 2@4x4m– Km13+960 22 Box Culvert 2@4x4m– KM0+493 (Ramp - Vinh Thanh Ic) 23 Box Culvert 2@4x3.5m– KM0+310 (Ramp - Vinh Thanh Ic) 24 Box Culvert 2@4x4m– KM0+000 (Ramp - Vinh Thanh Ic) 25 Box Culvert 2@4x4m– KM0+250.14 (Ramp - Vinh Thanh Ic) 26 Box Culvert 2@4x4m– KM15+275 27 Box Culvert 2@4x4m– KM0+256 (Ramp - Vinh Thanh Ic) 28 Box Culvert 2@4x4m– KM17+205 29 Box Culvert 3@4x4m– KM18+434 30 Box Culvert 2@4x4m– KM19+570 31 Box Culvert 2@4x4m– KM20+089 32 Box Culvert 2@4x4m– KM21+477 33 Box Culvert 2@4x3.5m– KM22+480 34 Box Culvert 2@4x4m– KM23+450 35 Box Culvert 2@4x4m– KM23+927 A Pavement The Socialist Republic of Vietnam Ministry of Transport (MOT) Cuu Long CIPM PAVEMENT STRUCTURE REPORT Lo Te – Rach Soi Highway Construction Project Contract No.121/CIPM-HD Name Position Approved by Wan Hyoung CHO Project Manager Checked by Han Jun AHN Sr Road Design Engineer Prepared by Sung Kee YANG Road Design Engineer Signature Date Viet Nam Joint Venture: DASAN Consultants Co., Ltd 447-2, Songjeong-dong, Gumi-si, Gyengsanbuk-do, Korea Lo Te – Rach Soi Highway Construction Project Pyunghwa Engineering Consultants Ltd 1474-21, Gwanyang-dong, Dongan-gu, Anyang-gu, Gyeonggi-do, Korea Pavement Structure Report June 2015 TABLE OF CONTENT GENERAL DESCRIPTION SCOPES OF THE PROJECT 3 PAVEMENT DESIGN 3.1 Basis and design standard .4 3.1.1 Basis for design 3.1.2 Design standard 3.1.3 Pavement application scope 3.2 .Methodology of pavement design 3.2.1 Design Loads 3.2.2 Checking Procedure 3.3 Basic data for thickness design 11 3.3.1 Design Period 11 3.3.2 Traffic volume forecast 11 3.4 Thickness design 11 3.4.1 Standard Axle Load 11 3.4.2 Required Elastic Modulus - Eyc 11 3.4.3 Parameters for Pavement Material 11 3.4.4 Proposed pavement thickness 12 Detailed Design Stage GENERAL DESCRIPTION The road of this project consists of two lanes and the total length of 53.9km starts in Can Tho City (at the intersecting point with CW 3B), and ends in Kien Giang Province (Rach Gia Bypass of the Southern Coastal Corridor) The Highway runs parallel with the canal and also puts a distance of about 1.4km ~ 2.0km from existing NH80 Line and Cai San canal The Lo Te - Rach Soi section located existing NH80 is a main route playing an important role in the road network of the Mekong Delta, and also has a significant function connecting between Ho Chi Minh City and other provinces in Long Xuyen blind spot and line NH1A This route will become the second main highway of the Socialist Republic of Vietnam (SRV) and will be part of the master layout plan for transport development in the Mekong Delta, playing a significant role in - Connecting Vam Cong, Cao Lanh and SCCP (Southern Coastal Corridor Project) and creating a convenient route from Ho Chi Minh City and the South Eastern provinces to the South Western provinces, all the way to Ca Mau, reducing traffic pressure on the National Highway No.1 - Promoting the socio-economic development of Can Tho city, Kien Giang Province, and other Provinces in the Mekong River Delta Korea's EXIM Bank has performed the F/S (Feasibility Study) on July 2008 Vietnam MOT based on the F/S of Korea's EXIM Bank was considered building an initial four lanes (DECISION NO.786/QĐ-BGTVT dated 26 / 03/ 2010), they finalized a plan to build the initial two lanes (DECISION NO.2903 -QD-BGTVT, dated 06/10/2010) It is proposed to use ODA finance from the Economic Development Cooperation Fund of Korea (EDCF) in the fiscal years 2012 - 2015 for the construction and consulting services: to use the counterpart capital of the Vietnamese Government for the compensation, land acquisition and resettlement SCOPES OF THE PROJECT The scopes of Lo Te - Rach Soi Highway's project has the following characteristics: (1) Spatial Scope - Construction area: Can Tho City & Kien Giang Province - Starting point: The intersection connecting Long Xuyen Bypass (CW3D) - Ending point: Connecting Rach Gia Bypass (2) Content Scope - Road Class: Class III as described in TCVN 4054-2005 - Design Velocity is 80 km/h - Typical cross-section is as follows: • Total width of roadbed: 12 m, in which: • Carriageway: 2x3.5 m = 7.00m (2 motorized lanes), Paved shoulder: 2x2.00m = m Detailed Design Stage • Earth shoulder: x 0.5 m = m - Intersections: places - Bridges: • Number of Bridges: 26 places (Figure 1-1) Typical cross section of Lo Te ~ Rach Soi Highway PAVEMENT DESIGN 3.1 Basis and design standard 3.1.1 Basis for design - According to Decision No.1906/QĐ-BGTVT of Ministry of Transport on July 01st, 2009 , the following Vietnamese and international design standards are applied in Detailed Design Stage - The documents in the previous stage 3.1.2 Design standard - Design standard for flexible pavement 22TCN211-06 3.1.3 Pavement application scope In the detailed design stage, the following pavement structures shall be applied: Section (Phase 1): During the first years, it is recommended to use bituminous pavement as below Detailed Design Stage TBST 3layers Stones aggregate class 25cm Stones aggregate class 30cm 55cm Section (Phase 1) : After first years for operation of bituminous pavement, two more asphalt concrete layers shalled be paved as below Fine asphalt concrete 5cm Medium asphalt concrete 7cm Stones aggregate class 25cm Stones aggregate class 30cm 67cm Section (Phase 2) : When the highway becomes expressway, it is recommended to apply natural aggrregate 33cm thick for the subgrade as below Roughening layer 3cm Fine asphalt concrete 5cm 33cm 3.2 Medium asphalt concrete 7cm Existing pavement in Phase 18cm Methodology of pavement design 3.2.1 Design Loads - Standard axle load P = 100 kN - p = 0.6 MPa - D = 33 cm with : + p : pressure of the calculation wheel on the road pavement; MPa + D :Diameter of the circle equivalent to the wheel track area on the road pavement; cm 3.2.2 Checking Procedure a Define calculated traffic volume Detailed Design Stage Numbers of axle Ntt: Ntt = NtkxfL (axles/lane.day) with: + fL: axle coefficient, depending on number of lanes on the carriageway For undivided lanes, fL=0,55, lanes fL=0,35 + Ntk: total axles converted from all types of axles to standard axle: P Ntk = ∑ C1.C2 ni i =1 Ptt k 4,4 with: + C1: axle coefficient: C1 = 1+ 1,2.(m-1), where m: number of axles of axle group, (m =1,2,3) + C2: group with wheel C2 = 6.4; group with wheels C2=1.0; group with wheels C2 = 0.38 + Ptt: Standard axle load, Ptt = 100 kN + Pi: i grade axle load b Define the accumulative standard axles Ne: With average grown coefficient of traffic volume q (%) (1 + q )t − 1 365.N Ne = tt t −1 q (1 + q ) c Define Parameters of Road-bed and Pavement structure Check-1 : Checking the strength of pavement and shoulder following the standard of limiting flexible state Condition: Ech ≥ Kcddv.Eyc with: + Kcddv: strength coefficient of bending flexure, depending on designing reliability in Table 3.3/page 39 of [1] + Eyc: required elastic modulus Etb With: k = 12 1 + k t / = E1 1+ k h2 E ,t= hh E1 Etb12 H=h1+h2 → h1 h2 To calculate Eyc, Convert system with many layers to layers to find out Etb Km17+205 - LS4_PHC Pile Capacity_D0.4M, Ltt=32m【2@4x4m - Km17+205】 SHEET NO : / TIP RESISTANCE Formular: Qp = qp * Ap Elevation at tip of pile: -33.82 Unit resistance qp (kPa): For sand: qp=0.038*Ncorr*Db/D