design criteria of geometric+village_road

7/30/2019 Design Criteria of Geometric+Village_Road

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ROAD DESIGN

1. GEOMETRIC DESIGN

1.1. DESIGN CODES AND STANDARDS

The guideline standard for specification and aspect of planning, design of roadwaysconsist of : The standard Specifications for Geometric Design of Urban Roads for this

purpose by the efforts of the Directorate general ofHighways in, March 1992.

The standard Specifications for Geometric Design of Rural Roads for thispurpose by the efforts of the Directorate general of

Highways in, September1997

A Policy on Geometric Design of Highway and Streeets, AASHTO, Tahun 2001.

1.2. DESIGN CRITERIACriteria Design of Geometric are shown 0n Table 1 - 3


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Tabel 1. Criteria Design of Geometric Local Road

No. Geometric Parameter UnitArterial

RoadCollector

RoadLocalRoad

1. Design Speed Km/Jam 40

2. Cross Section Parameter :

Traveled way width (m) m 2x3,50 3x3,00 3,00 Left Shoulder width (m) m 2,00 1,00 1,00 Normal Cross Slope traveled

way% 2 2 2

Normal Cross Slope leftshoulder r

% 4 4 4

3. Sight Distance Minimum Stopping Sight

Distancem 75 40 20

Passing Sight Distance(undivided)

m 350 200 100

4. Horizontal Alignment Parameter Minimum Radius Curved m 135 55 15 Radius Curved with normal

Slopem 2.000 800 200

Minimum Length Curved m 500/ &atau 100

500/ &atau 70

280/ &atau 40

Maximum Superelevation % 8 10 10 Minimum Transition Length

Curvedm 50 35 20

Radius Curved not requiringTransition Curved

m 600 250 60

Maximum Surface SlopeRelatif

m 1/175 1/125 1/75

5. Vertical Alighment Parameter Maximum Slope % 6 8 10 Minimum Radius Vertical

Curved : Crest Vertical Curve m 4.500 700 200 Sag Vertical Curve m 3.000 700 200

Minimum Length VerticalCurved

m 50 35 20

Catatan : Central Angle ( 0 )


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2. PAVEMENT DESIGN2.1. DESIGN CODES AND STANDARDS

"Petunjuk Perencanaan Tebal Perkerasan Lentur Jalan Raya, Dengan MetodaAnalisa Komponen" (A Guide For Flexible Pavement Design of Highway Using

Component Analysis Method), SKBI-2.3.2G, 1987 ; UDC : G25.73(02),published by Department of Public Works of Republic of Indonesia.

"Standard Specification for Highway Bridges" published by The AmericanAssociation of State Highway Officials (AASHTO).

2.2. MATERIAL PROPERTIES :Sub-Base Course :Silty Clay, Class-C : CBR 30 %

Base Course :Crushed Aggregates, : CBR 80 % Class-B

Surface :

Asphalt Concrete

2.3. DESIGN OF LOADING

2.3.1. Vehicles :

Vehicle type to be considered in the Design Axle Loads are Passenger Cars 2 Tonesweight as Light Vehicle, and the Standard Trucks which are as follows :

Light vehicle, two axles, which has 2 tones weight.

Bus, two axles, which has 8 tones weight.

Truck, two axles, HS-10, which has 10 tones weight

2.3.2. TrafficTraffic forecast, which may be expected as "light-traffic", is based on the normalengineering design of the typical plant road.

2.3.3. Soil ConditionBased on "Final Report for Soil Investigation at Babo Airstrip" for this project CBRvalue of sub-grade 4% maximum is considered adequate for the design purpose. Aless figure would result conservatively design.

2.3. PAVEMENT CALCULATION

2.3.1. ACCES ROAD TO PASSANGER JETTY


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A. ROAD PAVEMENT DATA :

Comply to "A Guide For Flexible Pavement Design of Highway Using ComponentAnalysis Method", (Petunjuk Perencanaan Tebal Perkerasan Lentur Jalan Raya,Dengan Metoda Analisa Komponen).

1. Width of permanent roads (L) : 6 meter

2. Number of Traffic Lane (n) : 2 lane undivided3. Number of Direction : 2 direction4. Coefficient of Vehicle Distribution (C) : 0.55. Design of Service Life : 20 years6. Traffic growth rate (%) : 2 %7. CBR of Sub-Grade : 4%8. DDT : 4.259. Slope Grade Class : Less than 6%10. The Heavy Vehicle Percentage : Less than 30%11. Climate Grade Class : Less than 900 mm per year12. Regional Factor (FR) : 0.513.Average daily traffic for the total of outgoing and incoming vehicles whichsuitable for the "low-traffic-design" are as follow

VEHICLE TYPE DESIGN (tonnes) AVERAGE DAILY TRAFFIC [LHR]

[vehicle a day]

Light Vehicle, 2-axles, 2-tonnes 10

Bus, 2-axles, 8-tonnes 4

Truck, 2-axles, H-10 Loads 2

B. ROAD PAVEMENT DESIGN :

Comply to "A Guide For Flexible Pavement Design of Highway Using ComponentAnalysis Method", (Petunjuk Perencanaan Tebal Perkerasan Lentur Jalan Raya,Dengan Metoda Analisa Komponen)

1 Vehicle Axle Load Equivalent Number for each of vehicles passing on theroads (E) : (axle load equivalent factor)

VEHICLE TYPE (J) AXLE LOAD AXLE

Tonnes single single double

Light Vehicle, 2-axles, 2-

tonnes

1000 + 1000 0.0002 + 0.0002 + 0

Bus, 2-axles, 8-tonnes 3000 + 5000 0.0183 + 0.1410 + 0

Truck, 3-axles, H-10 Loads 4000 + 6000 0.0577 + 0.2923 + 0

2. Coefficient of Initial Passing Equivalent [LEP] :

n

1j

jjj ExCxLHRLEP

where :J = Vehicle Type


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LHR = Average Daily TrafficC = Coefficient of Vehicle Distribution = 0.50E = Vehicle Axle Load Equivalent Number

VEHICLE TYPE (J) LEP

Light Vehicle, 2-axles, 2-tonnes 10 X 0.50 x 0.0004 = 0.002

Bus, 2-axles, 8-tonnes 4 X 0.50 x 0.1593 = 0.3186

Truck, 2-axles, H-10 Loads 2 X 0.50 x 0.3500 = 0.35Total = 0.6706

3. Coefficient of Passing Equivalent at the end of service life (LEA) for : 20years

n

1j

jjn

j ExCxi)(1LHRLEA

For (i) = 2 % growth of traffic

VEHICLE TYPE (J) LEA

Light Vehicle, 2-axles, 2-tonnes 15 X 0.50 x 0.0004 = 0.003

Bus, 2-axles, 8-tonnes 6 X 0.50 x 0.1593 = 0.4779

Truck, 2-axles, H-10 Loads 3 X 0.50 x 0.3500 = 0.525

Total = 1.0059

4. Coefficient of Passing Equivalent at the mid of service life (LET) for : 20years.

2

LEALEPLET 2

LET20 = 0.50 (LEP + LEA )= 0.50 ( 0.6706 + 1.0059 )= 0.83825

5. Coefficient of Passing Equivalent design of service life (LER) for 20 years

10

DLXLETLER

where :DL = Design of Service Life

= 20 yearstherefore :

LER20 = LET x (20/10)= 0.83825 x 2= 1.6765

IPt = 1.50for clasification road as "local".

See " A Guide For Flexible Pavement Design of Highway UsingComponent Analysis Method ".


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IPo = 3.9 - 3.5(double bitumineous surface treatment) for roughness less than1000 mm/km (LASTON)See "A Guide For Flexible Pavement Design of Highway UsingComponent Analysis Method".

6. Coefficient of Pavement Thickness Index [ITP]CBR of sub-grade = 4%

DDT = 4.25

See " A Guide For Flexible Pavement Design of Highway Using ComponentAnalysis Method" Slope Grade Class = 1

The Heavy Vehicle Percentage = less than 30%

Climate Grade Class = less than 900-mm per year

Regional Factor [FR] = 0.50

ITP average = 4.9

See " A Guide For Flexible Pavement Design of Highway Using ComponentAnalysis Method", Nomogram-5.

8. Determination of Pavement Thickness :

ITP20 average = 4.9ITP = (a1 x d1) + (a2 x d2) + (a3 x d3)where :ITP = the pavement thickness index

a1, a2, a3 = the relative strength coefficient of pavementmaterials

d1, d2, d3 = the thickness of pavement layer

Index of 1, 2 and 3 denotes something related to surfacing layer, road-base, sub-base layer respectively.

9. Pavement Layer :

Surface layer LASTON ( Asphalt concrete )Material strength MS 590. Coefficient a1 = 0.35. Thickness (D1) = 5 cm.ITP of surface layer = 0.35 x 5 = 1.75Base courseCrushed stone, class B. CBR = 80 %.Coefficient a2 = 0.13 and thickness D2 = 20 cmITP of base course = 0.13 x 15 =1.95

Sub base courseGranular material with CBR 30 %Coefficient a3 = 0.11


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ITP of sub base course = 4.91.75.1.95 =1.20Sub base thickness (D3) 15 cm

The Pavement Layer is as follow :

AC - MS 590 5 cm

Crushed stone class C 20 cmCBR 60 % (min.)

Granular materialCBR 30% 15 cm

Min. design CBRSub Grade 4%

Fig 1. Pavement layer

10. The Road to New Passanger Jetty consist of 3 Type (base on soil conditionand site visit result) Type I

STA 0+000STA 0+325STA 0+600STA 1+500

Type IISTA 0+325STA 0+600STA 1+650STA 1+925

Type IIISTA 1+500STA 1+650STA 1+925STA 1+713

The Pavement Layer of each type is as follow :

TYPE I :

Asphalt Concrete

Crushed Stone Class CCBR 60 %

Granular MaterialCBR 30 %

5 cm

20 cm

20 cm


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5 cm

20 cm

15 cm

30 - 50 cm


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design criteria of geometric+village_road

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