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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

22 Box Culvert 2@4x4m– KM0+493 (Ramp 3 - Vinh Thanh Ic)

23 Box Culvert 2@4x3.5m– KM0+310 (Ramp 6 - Vinh Thanh Ic)

24 Box Culvert 2@4x4m– KM0+000 (Ramp 3 - Vinh Thanh Ic)

25 Box Culvert 2@4x4m– KM0+250.14 (Ramp 1 - Vinh Thanh Ic)

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

Approved by Wan Hyoung CHO Project Manager

Checked by Han Jun AHN Sr Road Design Engineer

Prepared by Sung Kee YANG Road Design Engineer

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

1 GENERAL DESCRIPTION 3

2 SCOPES OF THE PROJECT 3

3 PAVEMENT DESIGN 4

3.1 Basis and design standard 4

3.1.1 Basis for design 4

3.1.2 Design standard 4

3.1.3 Pavement application scope 4

3.2 .Methodology of pavement design 5

3.2.1 Design Loads 5

3.2.2 Checking Procedure 5

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

1 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 By- pass 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/Q Đ -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

2 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 = 4 m

Detailed Design Stage

4

• Earth shoulder: 2 x 0.5 m = 1 m

- Intersections: 3 places

- Bridges:

(Figure 1-1) Typical cross section of Lo Te ~ Rach Soi Highway

3 PAVEMENT DESIGN

3.1 Basis and design standard

3.1.1 Basis for design

- According to Decision No.1906/Q Đ -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 1 (Phase 1): During the first 5 years, it is recommended to use bituminous pavement as below

Detailed Design Stage

55cm

Section 2 (Phase 1) : After first 5 years for operation of bituminous pavement, two more asphalt concrete layers shalled be paved as below

67cm

to apply natural aggrregate 33cm thick for the subgrade as below

33cm

+ 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

6

Numbers of axle Ntt:

Ntt = NtkxfL (axles/lane.day) with:

+ fL: axle coefficient, depending on number of lanes on the carriageway For undivided

2 lanes, fL=0,55, 4 lanes fL=0,35

+ Ntk: total axles converted from all types of axles to standard axle:

4,4 1

1 2 1

+ C1: axle coefficient: C1 = 1+ 1,2.(m-1), where m: number of axles of axle group, (m

=1,2,3)

+ C2: group with 1 wheel C2 = 6.4; group with 2 wheels C2=1.0; group with 4 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 (%)

c Define Parameters of Road-bed and Pavement structure

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

To calculate Eyc, Convert system with many layers to 2 layers to find out Etb

1

1

+

k

t k

With: k =

hh

h2

, t =1

2

E E

Detailed Design Stage

After having the Etb value, it’s necessary to define Etbdc by formular

H D E E

(value on the curve is Ech/E1 in which E1= Etbdc)

NOTE: In the case H/D>2, use the formula F-1 in Appendix F/page 82 of [1]

Check-2 -Checking the strength of pavement and shoulder structure following to

the standard of shear limiting state in roadbed and layers that are insufficient for agglutination

cd

C K

τ + τ ≤

With:

+ τax: maximum shear stress by axle load in road bed or layers that are insufficient

for agglutination (MPa); determining through τax/p , H/D and φ in Chart 3-2 (H/D=0-2.0)

and Chart 3-3 (H/D=0-4.0)/page 46 of [1]

Detailed Design Stage

Detailed Design Stage

+ Ktrcd: strength coefficient, depending on Reliability

+ Ctt : calculated adhesive force of roadbed in wet state, calculated density

Ctt = C.K1.K2.K3 ;

+ K1: coefficient, considering the decline of anti-shear strength by axle load

K1=0.6 with lane; K1=0.9 with shoulder

+ K2: coefficient, considering factors affecting to the pavement structure K2 is defined through Ntt in Table 3-8/page 48 of [1] Besides, with shoulder, K2=1.0 + K3: coefficient, considering to the increasing of anti-shear strength This value is defined as follow:

K3=1.5: with cohesive soil (clay…); K3=3.0: with small-sized sand

K3=6.0: with medium-sized sand; K3=7.0: with raw sand

Check-3 - Checking the strength of pavement and shoulder following to the

standard of flexural strength state in correlative layers

ku tt

cd

R K

kp: coefficient considering disposing stress in pavement structure; with twin group of

wheel kb = 0.85; with group of single wheel kb = 1.0

:

ku

σ flexural stress unit; defining by Flow chart 3-5 of [1] , depending on h1/D & E1/Echm

+ h1: total thickness of structure from checking point to pavement surface

1

.

i i

E h E

h

∑

=

• Define Rku tt: Rttku = k1.k2.Rku ;

With: + Rku: limiting flexural strength at calculated temperature

+ k2: coefficient considering decline of strength by the time With material reinforced by inorganic substances k2 = 1.0; with bituminous material type II k2 = 0.8; with bituminous & polymer material type I k2 = 1.0

+ k1: coefficient, considering the decline of material’s strength by repetitive load

1 0,22

11,11

e

k N

Detailed Design Stage

= : with aggregate reinforced by inorganic material

1 0,22

2, 22

e

k N

= : with soil reinforced by inorganic material

Ne: accumulated axle load, determining for 15years with dense asphalt Type I and polymer asphalt; for 10years with asphalt

Detailed Design Stage

3.3.2 Traffic volume forecast

Referring to Final Report of Feasibility for Lo Te – Rach Soi Project , the traffic volume forecasted is as following:

Table 3.1 Traffic volume forecast

Year Motorbike Car Mini Bus Bus Truck 2-axle

( ≤ 2 Ton)

Truck 2-axle (> 2 Ton)

Truck 3-axle

Truck 4-axle

3.4.1 Standard Axle Load

(See Calculation sheet A-1 and A-2: Standard Axle Load)

3.4.2 Required Elastic Modulus - Eyc

• Phase 1:

- Asphalt concrete pavement : Eyc ≥ 140 MPa

- Bituminous surface treatment pavement : Eyc ≥ 120 Mpa

• Phase 2:

- Asphalt concrete pavement : Eyc ≥ 180 MPa

3.4.3 Parameters for Pavement Material

Roadbed soil is type II, following Appendix B, table B-1 [1]

Moisture W= 0.60 Due to Table B-3 of [1]:

E = 45 MPa; φ = 28 degree; c = 0.018 Mpa

Detailed Design Stage

1st state (300C)

2nd state (600C)

3rd state (10-150C)

3.4.4 Proposed pavement thickness

Consultant propose the thickness of pavements as follow:

Table 3.3 Thicknesses of Pavement Layers

30cm - Graded aggregate Class II

Detailed Design Stage

CALCULATION SHEET

(BASED ON 22 TCN 211-06 SPECIFICATION )

Project: Lo Te - Rach Soi - Phase 1 after 5 year

1 Input parameter

- Load of standard axle Ptt (kN) : 100

- Caculate N tt to déisign : Pavement

- Number of lane design nlàn (lane) : 2

=> The standard axles per day fl = 0.55

Table 1 - Forcasted traffic componentsin the last year

Axles weight Pi (kN) Front

axle Rearward Alxe

2 Mini Bus 17.6 13.4 1 2 824

3 Bus 36.62 47.38 1 2 621

4 Truck (2 axles, allowable load 23.72 21.27 1 2 2,924

5 Truck (2 axles, allowable load >2 Ton) 29.87 40.13 1 2 1,390

6 Truck (3 axles) 39.34 60.91 1 2 455

7 Truck (4 axles) 43.1 69.52 2 2 1.4 24

2 Total number Axles after convert to number Axles caculated Ntk:

The convertion is performed by applying formula:

N tk = ΣN i = ΣC 1 *C 2 *n i *(P i /P tt ) 4.4

(Trục/ngày đêm) (3-1)

m: is the number of axles in the axle group.

n i : the number of times vehicle type i accrossing the section per day.

Table 2: Equivalement Standard Axles

(kN)

Ptt (kN)

m (ESALs)

nb (bánh xe)

ni (ESALs/day)

Ltr(m) C1 C2

Ni(ESALs/day)

3 Number of Axles Ntt:

N tt = N tk * f l

= 321 * 0.55 177 (ESALs/day)

Total Ntk (ESALs/day) Truck (4 axles)

Numbers of wheels

in each wheel group of rearward axles nb

Distance between rearward axles (m) Ltr

Volume (vehicles /day) STT

Numbers of rearward alxes Loại xe

Type of Vehicle

Truck (3 axles)

Mini Bus

Bus

Truck (2 axles, allowable load

Truck (2 axles, allowable load >2 Ton)

I Data for design:

1 General data:

-Calculation object :áo đường

- Class of highway : Đường ô tô: Đường cấp III

- Type of surface layer :Cấp cao A2

- Reliability :0.80

- Performance period (year) :5

- Design ESAL Ntt (axle/lane.day and night): 177 (the end of service time duration)

- Growth rate of average annual vehicle q (%) : 5

- Axle Load Action is :cụm bánh đôi (tải trọng trục tiêu chuẩn)

- Standard calculation axle load P (kN) : 100

- Factored pressure p (Mpa) : 0.6

- Diameter of the wheel D (cm) : 33

4 To determine the Required Elastic Modulus Eyc:

- Table 3-4 with : Ptt = 100; surface layer: Cấp cao A2; and design ESAL Ntt = 177, we get:

Eyc = 132 (Mpa)

- Table 3-5 with: Đường ô tô: Đường cấp III; pavement Cấp cao A2

we get minimum Elastic modulus :

Eyc min = 120 (Mpa)-Required Elastic Modulus use for calculation :

Eyc = max(Eyc ,Eyc min) = 132 (Mpa)

5 Pavement structure :

Total of layers : 2

H Ev Etr Eku Rku C ϕ (cm) (Mpa) (Mpa) (Mpa) (Mpa) (Mpa) (độ)

1 Graded aggregate Class I 25 300 300 300 0 0 0

2 Graded aggregate Class II 30 250 250 250 0 0 0

STT Lớp vật liệu

CALCULATION OF PAVEMENT STRUCTURE

(BASED ON 22 TCN 211-06 SPECIFICATION )

Project : Lo Te - Rach Soi - Phase 1 after 5 year

a Group of 2 wheel (Standard Axle Load)

High way: Class IIIPavement

II Calculation:

1 Checking the standard of elastic deflection of pavement structure:

a) Conversion to 2 layers system:

This conversion shall be performed everry 2 layers according to following formular

1 Graded aggregate Class I 25 55 0.833 1.200 300 271.98

2 Graded aggregate Class II 30 30 0.000 0.000 250 250.00b) Calculate Etb

ñc

:H/D = 55 / 33 = 1.667 ≤ 2

Emax = max (Evi) = 300 (Mpa)

d) Cheking for the elastic deflection condition ::

- Reliability design(define at Part I) = 0.80

- Look up in the table 3-2 we get:

2 Checking cutting sliding standard on the subgrade ;

Diagram calculation:

a) Checking ground:

Conversion some layers above, show in this table: (formula calculation write at II.1.a)

Maximum Elastic Modulus of the layers :

Etbñc for calculation is used :

Find in the Chart 3-3, with some ratio:

(BASED ON 22 TCN 211-06 SPECIFICATION )

Project: Lo Te - Rach Soi - Phase 1 after 10 year

1 Input parameter

- Load of standard axle Ptt (kN) : 100

- Caculate N tt to déisign : Pavement

- Number of lane design nlàn (lane) : 2

=> The standard axles per day fl = 0.55

Table 1 - Forcasted traffic componentsin the last year

Axles weight Pi (kN) Front

axle Rearward Alxe

2 Mini Bus 17.6 13.4 1 2 1,135

3 Bus 36.62 47.38 1 2 857

4 Truck (2 axles, allowable load 23.72 21.27 1 2 4,233

5 Truck (2 axles, allowable load >2 Ton) 29.87 40.13 1 2 2,012

6 Truck (3 axles) 39.34 60.91 1 2 659

7 Truck (4 axles) 43.1 69.52 2 2 1.4 35

2 Total number Axles after convert to number Axles caculated Ntk:

The convertion is performed by applying formula:

N tk = ΣN i = ΣC 1 *C 2 *n i *(P i /P tt ) 4.4

(Trục/ngày đêm) (3-1)

m: is the number of axles in the axle group.

n i : the number of times vehicle type i accrossing the section per day.

Table 2: Equivalement Standard Axles

(kN)

Ptt (kN)

m (ESALs)

nb (bánh xe)

ni (ESALs/day)

Ltr(m) C1 C2

Ni(ESALs/day)

3 Number of Axles Ntt:

N tt = N tk * f l

= 460 * 0.55 253 (ESALs/day)

Truck (2 axles, allowable load

Truck (2 axles, allowable load >2 Ton)

Total Ntk (ESALs/day) Truck (4 axles)

Numbers of wheels

in each wheel group of rearward axles nb

Distance between rearward axles (m) Ltr

Volume (vehicles /day) STT

Numbers of rearward alxes

I Data for design:

1 General data:

-Calculation object :áo đường

- Class of highway : Đường ô tô: Đường cấp III

- Type of surface layer :Cấp cao A1

- Reliability :0.85

- Performance period (year) :10

- Design ESAL Ntt (axle/lane.day and night): 253 (the end of service time duration)

- Growth rate of average annual vehicle q (%) : 5

- Axle Load Action is :cụm bánh đôi (tải trọng trục tiêu chuẩn)

- Standard calculation axle load P (kN) : 100

- Factored pressure p (Mpa) : 0.6

- Diameter of the wheel D (cm) : 33

4 To determine the Required Elastic Modulus Eyc:

- Table 3-4 with : Ptt = 100; surface layer: Cấp cao A1; and design ESAL Ntt = 253, we get:

Eyc = 163 (Mpa)

- Table 3-5 with: Đường ô tô: Đường cấp III; pavement Cấp cao A1

we get minimum Elastic modulus :

Eyc min = 140 (Mpa)-Required Elastic Modulus use for calculation :

Eyc = max(Eyc ,Eyc min) = 163 (Mpa)

5 Pavement structure :

Total of layers : 4

H Ev Etr Eku Rku C ϕ (cm) (Mpa) (Mpa) (Mpa) (Mpa) (Mpa) (độ)

1 Asphaltic concrete class I (Gravel ≥ 50%) 5 420 420 1800 2.8 0 0

2 Asphaltic concrete class II (Gravel ≥ 50%) 7 420 300 1800 2.4 0 0

3 Graded aggregate Class I 25 300 300 300 0 0 0

4 Graded aggregate Class II 30 250 250 250 0 0 0

STT Lớp vật liệu

CALCULATION OF PAVEMENT STRUCTURE

(BASED ON 22 TCN 211-06 SPECIFICATION )

Project : Lo Te - Rach Soi - Phase 1 after 10 year

a Group of 2 wheel (Standard Axle Load)

High way: Class IIIPavement

II Calculation:

1 Checking the standard of elastic deflection of pavement structure:

a) Conversion to 2 layers system:

This conversion shall be performed everry 2 layers according to following formular

1 Asphaltic concrete class I (Gravel ≥ 50%) 5 67 0.081 1.466 420 295.39

2 Asphaltic concrete class II (Gravel ≥ 50%) 7 62 0.127 1.544 420 286.59

3 Graded aggregate Class I 25 55 0.833 1.200 300 271.98

4 Graded aggregate Class II 30 30 0.000 0.000 250 250.00b) Calculate Etb

ñc

:H/D = 67 / 33 = 2.030 > 2

Emax = max (Evi) = 420 (Mpa)

Etbñc for calculation is used :

Etb

ñc

= min (Etb ñc

E1 = Etbñc 357.43 (Mpa)

E0/E1 = 45 / 357.43 = 0.126

H/D = 67 / 33 = 2.030 > 2

Use Formula F-1 (Appendix F), Ech of Structure :

Ech = (1.05*E0) / {(1+E0/E1)/[1+4*(H/D)2*(E0/E1)-0.67]0.5 + E0/E1}

= (1.05*45)/{(1+0.126)/[1+4*(2.03)^2 * (0.126)^(-0.67)]^0.5+0.126}

= 179.30 (Mpa)d) Cheking for the elastic deflection condition ::

- Reliability design(define at Part I) = 0.85

- Look up in the table 3-2 we get:

2 Checking cutting sliding standard on the subgrade ;

Diagram calculation:

a) Checking ground:

Conversion some layers above, show in this table: (formula calculation write at II.1.a)

Maximum Elastic Modulus of the layers :

Etbñc for calculation is used :

Find in the Chart 3-3, with some ratio:

Diagram calculation:

a) Checking layer 1: Asphaltic concrete class I (Gravel ≥ 50%):

Specify Echm on the top layer Graded aggregate Class I:

Converson from 2÷4 into 1 layer shown on below table: (Formula is on Part II.1.a)

Maximum Elastic Modulus of the layers :

Etbñc for calculation is used :

Etb ñc

= min (Etb ñc

k1 = 11.11 / (Ne)^0.22

= 11.11 / (0.75E+6)^0.22

= 0.567

k2 = 1The tensile-flexural stress of the layer: Asphaltic concrete class II (Gravel ≥ 50%) :

==> The tensile - flexural condition is satisfactory

b) Checking layer 2: Asphaltic concrete class II (Gravel ≥ 50%):

Specify Echm on the top layer Graded aggregate Class I:

Converson 3÷4 into 1 layer shown on below table: (Calculate Formula write in II.1.a)

Maximum Elastic Modulus of the layers :

Etbñc for calculation is used :

Axle Load Action: cụm bánh đôi (tải trọng trục tiêu chuẩn)

Rtt

ku

/ Kcđ ku

ku

==> The tensile - flexural condition is satisfactory

group of 2 wheel wheel(Standard Axle Load(

(BASED ON 22 TCN 211-06 SPECIFICATION )

Project: Lo Te - Rach Soi - Phase 2 after 15 year

1 Input parameter

- Load of standard axle Ptt (kN) : 100

- Caculate N tt to déisign : Pavement

- Number of lane design nlàn (lane) : 4

=> The standard axles per day fl = 0.35

Table 1 - Forcasted traffic componentsin the last year

Axles weight Pi (kN) Front

axle Rearward Alxe

2 Mini Bus 17.6 13.4 1 2 1,540

3 Bus 36.62 47.38 1 2 1,162

4 Truck (2 axles, allowable load 23.72 21.27 1 2 5,982

5 Truck (2 axles, allowable load >2 Ton) 29.87 40.13 1 2 2,844

6 Truck (3 axles) 39.34 60.91 1 2 932

7 Truck (4 axles) 43.1 69.52 2 2 1.4 49

-2 Total number Axles after convert to number Axles caculated Ntk:

The convertion is performed by applying formula:

N tk = ΣN i = ΣC 1 *C 2 *n i *(P i /P tt ) 4.4

(Trục/ngày đêm) (3-1)

m: is the number of axles in the axle group.

n i : the number of times vehicle type i accrossing the section per day.

Table 2: Equivalement Standard Axles

(kN)

Ptt (kN)

m (ESALs)

nb (bánh xe)

ni (ESALs/day)

Ltr(m) C1 C2

Ni(ESALs/day)

3 Number of Axles Ntt:

N tt = N tk * f l

= 643 * 0.35 225 (ESALs/day)

Truck (2 axles, allowable load

Truck (2 axles, allowable load >2 Ton)

Total Ntk (ESALs/day) Truck (4 axles)

Numbers of wheels

in each wheel group of rearward axles nb

Distance between rearward axles (m) Ltr

Volume (vehicles /day) STT

Numbers of rearward alxes

I Data for design:

1 General data:

-Calculation object : áo đường

- Class of highway : Đường ô tô: Đường cao tốc

- Type of surface layer : Cấp cao A1

2 Road Bed:

- Fillback : Asphalt concrete

- Modulus of Elasticity E0 (Mpa) : 140

- Cohesive C (Mpa) : 0

- Friction ϕ (degree) : 0

3 Loads:

- Axle Load Action is : cụm bánh đôi (tải trọng trục tiêu chuẩn)

- Standard calculation axle load P (kN) : 100

- Factored pressure p (Mpa) : 0.6

- Diameter of the wheel D (cm) : 33

4 To determine the Required Elastic Modulus Eyc:

- Table 3-4 with : Ptt = 100; surface layer: Cấp cao A1; and design ESAL Ntt = 225, we get:

Eyc = 162 (Mpa)

- Table 3-5 with: Đường ô tô: Đường cao tốc; pavement Cấp cao A1

we get minimum Elastic modulus :

Eyc min = 180 (Mpa) -Required Elastic Modulus use for calculation :

Eyc = max(Eyc ,Eyc min) = 180 (Mpa)

5 Pavement structure :

Total of layers : 4

(cm) (Mpa) (Mpa) (Mpa) (Mpa) (Mpa) (độ)

STT Lớp vật liệu

CALCULATION OF PAVEMENT STRUCTURE

(BASED ON 22 TCN 211-06 SPECIFICATION )

Project : Lo Te - Rach Soi - Phase 2 after 15 year

a Group of 2 wheel (Standard Axle Load)

Pavement

II Calculation:

1 Checking the standard of elastic deflection of pavement structure:

a) Conversion to 2 layers system:

This conversion shall be performed everry 2 layers according to following formular

1 Asphaltic concrete class I (Gravel ≥ 50%) 5 22 0.294 1.112 420 387.13

2 Asphaltic concrete class II (Gravel ≥ 50%) 7 17 0.700 1.200 420 377.80

3 Graded aggregate Class I 10 10 0.000 0.000 350 350.00

Maximum Elastic Modulus of the layers :

Emax = max (Evi) = 420 (Mpa)

Etbñc for calculation is used :

Etbñc = min (Etbñc,Emax) = 409.19 (Mpa)

So many layers reduce into 2 layers , the upper layer we have:

d) Cheking for the elastic deflection condition ::

- Reliability design(define at Part I) = 0.95

- Look up in the table 3-2 we get:

3.Checking monolithic materials layers for the tensile plexural condition :

Diagram calculation:

(cm) (Mpa) (Mpa) (C / K)

1 Asphaltic concrete class I (Gravel ≥ 50%) 5 1800 2.8 C

2 Asphaltic concrete class II (Gravel ≥ 50%) 7 1800 2.4 C

3 Graded aggregate Class I 10 300 0 K

Roadbed Asphalt concrete 140 0

a) Checking layer 1: Asphaltic concrete class I (Gravel ≥ 50%):

Specify Echm on the top layer Graded aggregate Class I:

Converson from 2÷4 into 1 layer shown on below table: (Formula is on Part II.1.a)

2 Asphaltic concrete class II (Gravel ≥ 50%) 7 17 0.700 6.000 1800 716.13

3 Graded aggregate Class I 10 10 0.000 0.000 300 300.00

4 0 0 0 0.000 0.000 0 0.00H/D = 17 / 33 = 0.515 ≤ 2

Adjustment coefficient

From the table above we have :

E'tb = 716.13 (Mpa)Average adjustment Elastic Modulus :

Etbđc = β * E'tb = 741.32 (Mpa)Maximum Elastic Modulus of the layers :

Emax = max (Ekui) = 1800 (Mpa)

Etbđc for calculation is used :

Etbđc = min (Etbđc,Emax) = 741.32 (Mpa)

E1 = Etbđc = 741.32 (Mpa)

E0/E1 = 140 / 741.32 = 0.189H/D = 17 / 33 = 0.515 ≤ 2Tra toán đồ Hình 3-1, với 2 tỷ số trên ta xác định được :

Ech/E1 = 0.33Module đàn hồi chung của kết cấu :

Echm = 0.33 * 741.32 = 244.64 (Mpa)Find in Chart 3-5, with some paramaters:

=> kb = 0.85

Maximum tensile-flexural stress from the bottom of Asphaltic concrete class I (Gravel ≥ 50%) :

σku = σku *p*kb= 1.923*0.6*0.85 = 0.98 (Mpa)Total ESAL applications during perior design :(use Formula A-3,Appendix)

= 8.95E+05 (Axle)Testing Material: Asphaltic concrete class I (Gravel ≥ 50%),so to calculate k1 we use Formula (3.12) :

k1 = 11.11 / (Ne)^0.22

= 11.11 / (0.9E+6)^0.22

= 0.545

k2 = 1The tensile-flexural stress of the layer: Asphaltic concrete class II (Gravel ≥ 50%) :

Rttku = k1*k2*Rku

= 0.545*1*2.8

= 1.53 (Mpa)Reliability design = 0.95

Look up on the table 3-7 we get the tensile-plexural coefficient :

Kcñku = 1.00 Checking the tensile-plexural condition :

Rttku / Kcñku = 1.53 / 1 = 1.53 (Mpa)

==> The tensile - flexural condition is satisfactory

b) Checking layer 2: Asphaltic concrete class II (Gravel ≥ 50%):

Specify Echm on the top layer Graded aggregate Class I:

Converson 3÷4 into 1 layer shown on below table: (Calculate Formula write in II.1.a)

3 Graded aggregate Class I 10 10 0.000 0.000 300 300.00

4 0 0 0 0.000 0.000 0 0.00H/D = 10 / 33 = 0.303 ≤ 2

Adjustment coefficient

From the table above we have :

E'tb = 300.00 (Mpa)Average adjustment Elastic Modulus :

Etbñc = β * E'tb = 187.82 (Mpa)Maximum Elastic Modulus of the layers :

Emax = max (Ekui) = 300 (Mpa)

Etbñc for calculation is used :

Etbñc = min (Etbñc,Emax) = 187.82 (Mpa)

E1 = Etbñc = 187.82 (Mpa)

E0/E1 = 140 / 187.82 = 0.745H/D = 10 / 33 = 0.303 ≤ 2Find in Chart 3-1, with 2 ratio we define:

Ech/E1 = 0.777General Modulus of structure :

Echm = 0.777 * 187.82 = 145.93 (Mpa) Find in Chart 3-5, with some paramater :

h/D = 12 / 33 = 0.364

We get the tensite-plexural unit:

σku = 2.036Axle Load Action: cụm bánh đôi (tải trọng trục tiêu chuẩn)

k1 = 11.11 / (Ne)^0.22

= 11.11 / (0.9E+6)^0.22

= 0.545

k2 = 1The tensile-flexural stress of the layer: Asphaltic concrete class II (Gravel ≥ 50%) :

Rttku = k1*k2*Rku

= 0.545*1*2.4

= 1.31 (Mpa)Reliability design = 0.95

Look up on the table 3-7 we get the tensile-plexural coefficient :

Kcđku = 1.00 Checking the tensile-plexural condition :

Rttku / Kcđku = 1.31 / 1 = 1.31 (Mpa)

==> The tensile - flexural condition is satisfactory

group of 2 wheel wheel(Standard Axle Load)

Detailed Design Stage

APPENDIX

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