1 X 1000 MW COAL FIRED POWER PLANT AT TANJUNG BIN, JOHOR

PAVEMENT DESIGN FOR ROAD SYSTEM

Page 1 Prepared by Minconsult

1. INTRODUCTION

The present site has been reclaimed by spreading sand and the site has been

consolidated to about 90% using sand surcharge and perforated vertical drains

(PVDs). The present platform of sand at site has already undergone sufficient

consolidation with nominal long-term consolidation to be expected.

It is anticipated that the traffic traversing along the plant roads shall mainly be

passenger vehicles of the staff working in the power plant, maintenance vehicles

and oil tanks plying this road to refill the oil storage tank etc.

Reference: Arahan Teknik (Jalan) 5/85: Manual on Pavement Design.

2. DESIGN CRITERIA AND ASSUMPTIONS

2.1 Design Period

A design period of 10 years shall be used. The strengthening of the pavement by

overlay is required after the design period has expired.

2.2 Traffic Estimation

Initial Average Daily Traffic, ADT (bothways) is assumed to be 600 vehicles, ie

ADT (bothways) = 600. The percentage of commercial vehicles with unladen

weight exceeding 1.5 tonnes are assumed to be 20%. Therefore the percentage of

commercial vehicle is as follows: Pc = 20%

Assume annual traffic growth rate, = 1%

Initial annual commercial traffic for one direction, Vo is given by:

Vo = 600 x 0.5 x 365 x 20/100

= 21900

1 X 1000 MW COAL FIRED POWER PLANT AT TANJUNG BIN, JOHOR

PAVEMENT DESIGN FOR ROAD SYSTEM

Page 2 Prepared by Minconsult

Total = 10cm

Therefore the total number of commercial vehicles for one direction in 10 years is

given by:-

Vc = 21900 [(1+0.01)10-1

]/0.01

= 2,395,170

= 2.395 x 106

Assuming 20% of vehicles are selected heavy goods vehicles (as defined in

Arahan Teknik (Jalan) 5/85) = 20%.

Therefore, from Table 3.1 of Arahan Teknik (Jalan) 5/85, the equivalent factor, e is

found to be 3.0.

Hence total Equivalent Standard Axle (ESA) applications is given by:

ESA = 2.395 x 106 x 3

= 7.185 x 106

3. DESIGN OF PAVEMENT

Assuming subgrade CBR of 7%, then with ESA = 7.185 x 106, the equivalent

thickness, TA can be determined from Figure A-1 (Figure 2 of Arahan Teknik

(Jalan) 5/85) as:

TA = 21.3 cm

With TA = 22.0 cm, the minimum thickness of bituminous layer is 10cm (see table

3.8 of Arahan Teknik (Jalan) 5/85).

Trial design thickness:

Asphaltic concrete wearing course = 4 cm

Asphaltic concrete binder course = 6 cm

Base Course (Mechanically stabilized = 300

Crushed aggregate, CBR 80%)

Subbase (sand, CBR 20%) = 150

1 X 1000 MW COAL FIRED POWER PLANT AT TANJUNG BIN, JOHOR

PAVEMENT DESIGN FOR ROAD SYSTEM

Page 3 Prepared by Minconsult

The equivalent thickness (designed) = 10 x 1 + 30 x 0.32 +15 x 0.23

= 23.05 cm

21.3 cm.