Arahan Teknik Jalan 5 85 Manual On Pavement Design PDF
Arahan Teknik Jalan 5 85 Manual On Pavement Design PDF
Arahan Teknik Jalan 5 85 Manual On Pavement Design PDF
Manual On
Pavement
Design
7.0m
5.0m
Roads Branch
Public Works Department Malaysia
Jalan Sultan Salahuddin
50582 Kuala Lumpur
FOR INTERNAL USE ONLY Arahan Teknik(Jalan) 5/85
CAWANGAN JALAN
IBU PEJABAT JKR MALAYSIA
JALAN SULTAN SALAHUDDIN
50582 KUALA LUMPUR
CONTENTS
Introduction 4
1.0 Scope 5
References 27
List of TABLES
Table
List of FIGURES
INTRODUCTION
This manual consists of the thickness design method, materials specification and the mix design
for asphaltic pavements.
The structural design has been based on the AASHO (American Association of State Highway
Officials) Road Test results but the design method is developed using the multi-layered elastic
theory through the use of the Chevron N-layer computer program.
The mix design and material requirements are based on the existing specifications with
modifications to incorporate local experience.
The reports pertaining to the development of this manual are as listed in references 10 & 11.
1.0 SCOPE
1.1 This manual is to be used for the design of flexible pavements for roads under the
jurisdiction of JKR. It comprises of details for the thickness design, materials
specification and the mix design requirements.
1.2 When using this manual, the designer should take into account other relevant factors
such as soil properties, economy of design and practical considerations with regard to
the suitability of materials on site.
1.3 This manual is suitable for the design of major roads i.e. where the traffic is medium or
heavy
2.1.2 In case there are two or more layers for the binder course, the lowest layer is referred
to as the binder course and the other courses as the intermediate course.
2.2.1 Subgrade
The uppermost part of the soil, natural or imported, supporting the load transmitted
from the overlying layers.
3.1 General
The thickness design of the pavement shall be based on the design CBR (California
Bearing Ratio) of the subgrade and the total number of 8.16 tonne: standard axle
applications for a specific design period.
3.1.1 The design CBR of the subgrade and the total equivalent. standard axle are the main
factors in the structural design of the pavement.
3.1.2 The design chart (Fig. 2) is based on the AASHO Road Test relationship between
thickness index and axle load applications at terminal servicability of 2.5, 18-kip
single axle, for subgrade CBR of 3%. The thickness for other subgrade CBR is
obtained through the use of Chevron, a multi layer elastic theory computer program.
The input for the computer program is based on following material properties .-
Poisson's
0.45 0.40 0.40
Ratio í
3.2.1 The design period refers to the span of time between the initial passing of user traffic
until the fatigue limit of the pavement whereby a strengthening overlay is required.
The design; period should not be confused with the pavement life for the pavement
life can be extended try strenghtening overlays.
3.2.2 Currently, a design period of twenty years is stipulated in the Road Note 29.
A design period of only ten years is to be specified, however, as an initial study
(ref.10) has indicated that it would be economical in terms of initial. capital outlay
and also with respect to the total cost.
3.2.3 The calculation for the traffic estimation for the ten year design period shall be
based from the expected year of completion of construction, onwards.
The designer is to project the initial traffic for the year he. expects the road to be
opened to traffic, and in turn treats the projected year as the base year for the
calculation of traffic over the design period. The projection of traffic is given in
3.3.7.
In the absence of exact information on the time of opening to traffic, the designer
shall project the initial traffic to another five years.
3.3.1 Estimate the initial Average Daily Traffic ADT ( both ways).
3.3.2 Estimate the percentage of commercial vehicles Pc. The commercial vehicles
referred to are the medium and. heavy goods vehicles with unladen weight
exceeding 1.5 tonne.
3.3.3 Estimate the rate of annual traffic growth (r). If there ere different rates of annual.
growth over the design period, then the different rates of annual traffic growth are
applied for the calculation of traffic volume for each period.
3.3.4 The initial annual commercial traffic for one direction, Vo is obtained by :
where
3.3.5 The total number of commercial vehicles for one direction (Vc ) is obtained by
Vo (1 + r) x - 1
V c = ___________________
r
where
3.3.6 The total traffic volume at the end of the design period should be checked as per 3.3.13 -
3.3.14 to ensure that the maximum capacity has not been exceeded.
3.3.7 The total daily one-way traffic flow of both non-commercial and commercial vehicles at
the end of the design period (Vx) is calculated as follows
Vx = V1 (1 + r) x
where
Percentage of selected
0-15% 16-50% 51-100%
heavy goods vehicles*
* Selected heavy goods vehicles refer to those conveying timber and quarry materials.
3.3.10 The traffic information necessary for design shall be obtained from the publication
by Unit Perancang Jalan, Kementerian Kerja Raya entitled 'Traffic Volume-
Peninsular Malaysia'.
3.3.11 For highways with three or more lanes per direction, the values on traffic estimation
shall be based on 80% of ADT as referred in 3.3.4 . This is to accomodate the
distribution of traffic over the whole carriageway.
3.3.12 The maximum hourly traffic volume, as per 3.3.6 is calculated as follows:
c = I x R x T where
I is the ideal hourly capacity as in Table 3.2 R is the roadway factor as in Table 3.3
Shoulder Width
Carriageway Width
2.00m 1.50m 1.25m 1.00m
Flat T = 100/(100+Pc)
Rolling T = 100/(100+2Pc)
Mountainous T = 100/(100+5Pc)
3.3.13 Assuming that maximum hourly capacity, c as per 3.3.12 reflects 10% of the 24
hrs. capacity, then the one way daily capacity is as follows:
C = 10 x c
where
c is as per 3.3.12
3.3.14 If the traffic estimate for the design period exceeds the daily capacity, C, then the
number of years, n, required to reach the daily capacity is as .follows:
log C / V
n =____________
log (1+r)
where
C is as per 3.3.13
V is as per 3.3.7
3.4.1 The CBR o f the subgrade shall be taken as that o f the layer (s) underlying within 1 m
below the subgrade surface.
3.4.2 In the case of varying CBR within the 1 m depth of the subgrade , especially when soil
stabilisation has been undertaken, the mean CBR is determined as follows :
3.5 Design
3.5.1 After determining the mean CBR as per 3.4.2 and ESA as per 3.3.9, the equivalent
thickness TA, is obtained from fig. 2.
TA = a1 D1 + a2 D2 +...+ anDn
where
Type 1:Stability
0.80
Dense > 400 kg
Bituminous
Macadam Type 2:Stability
0.55
> 300 kg
Base Unconfined
Course Cement Compressive
Stabilized 0.45
strength(7 days)
Mechanically 30-40 kg/cm2
Stabilized
crushed
aggregate
CBR? 80% 0.32
Sand, laterite
CBR ? 20% 0.23
etc.
Crushed
Subbase CBR ? 30% 0.25
aggregate
Cement
CBR ? 60% 0.28
Stabilized
Wearing Course 4 cm
5 cm
Binder Course
Bituminous 5 cm
Cement treated* 10 cm
Granular 10 cm
Subbase
Course
Cement treated 15 cm
* No to Bene
For cement treated base course, the total bituminous layers overlaying it should not be less
than 15 cm
3.5.3 In determining individual layer thickness, the practical aspects of construction shall be
taken into account as per Table 3.7.
3.5.4 The minimum thickness of bound (bituminous) layer in order not to exceed the
critical tensile strain at the base of the bituminous layer, shall be based on Table 3.8.
Total thickness of
TA
bituminous layer
Accumulative sum of commercial traffic one way for 10 year design period (Ref. 3.3.5
& 3.2.3).
= 2.50 x 106
c=IxRxT
C = 7700 veh/day/lane
V = 6,600 (1 + 0.07) 10
--------------------------
2
= 6490 veh/day/lane
Mechanically
Stabilized 0.32 10cm
a2 Crushed
Aggregate
1st Trial
Nominate D1 = 12.5 cm
D2 = 18.0 cm
D3 = 20.0 cm
D2 = 20.0 cm
D3 = 20.0 cm
14
Then TA = 1.0 x 15 + 0.32 x 20 + 0.23 x 20
= 26.0 cm
Taking into consideration the minimum thickness requirements , the pavement structure then
comprise of the following layer thicknesses
Wearing - 5 cm
Binder - 10 cm
Base - 20 cm
Subbase - 20 cm
4.1 General Sand gravel and laterite are amongst the various types of subbase course
materials. When these materials do not have the required quality, cement stabilisation of
these material or crushed aggregate is to be used.
From an economic point of view, locally available materials such as sand, gravel,
laterite, etc. should be utilised for subbase course materials.
The quality of materials shall conform to the following standards and shall not include a
deleterious amount of organic materials, soft particles, clay lumps etc.
4.2.1 Locally available materials, such as sand, gravel, soft rocks, laterite etc should be
utilised for subbase course materials, from an economic point of view. When these
materials do not meet the required standard, stablisation with cement should be
considered. When a suitable and economic natural material is not available crushed
aggregates (crusher run) are commonly used.
4.2.2 The quality of materials shall conform to the following standards and not include a
deleterious amount of organic materials, soft particles, clay lumps etc.
4.2.3 Natural materials vary from place to place throughout the country. Generally, natural
sand and laterite give a strength of CBR 20% or more. However, the strength of
some materials may be lower in certain regions. These materials can be stabilised
with cement. A CBR of not less than 30% for crushed aggregates can normally be
obtained from the quarries.
4.2.6 A sand layer of 10 cm thick is required to be placed on top of the subbase course,
extending from edge to edge of the formation width.
5.1 General
Base course shall be selected materials such as crushed stones and sand, or a
combination of these materials. It may be stabilised with cement, bitumen or lime.
In the AASHO road test results, it was found that stabilised base courses especially
bituminous stabilised base gave the best performance with respect to strength and
durability. Therefore bituminous treated base course are recommended to be used
whenever suitable.
Three types of base courses are specified here. They are crushed aggregates, cement
stabilised and bitumen stabilised base courses.
than 80
Plasticity BS 1377:75 Not Not Not Not
Index greater greater greater greater
than 4 than 8 than 6 than 8
L.A ASTM Not Not Not Not
Abrasion C131 greater greater greater greater
Loss (%) than 40 than 40 than 40 than 40
Water Not Not
Absorption M.S. 30 - - greater greater
(%) than 4 than 4
size passing
(mm) Crushed Cement Bitumen stabilised
stabilisation
aggregates
Type I Type II
40 L00 Nominal 100 Nominal
size of size of
25 70-100 material 70-100 material
used shall used shall
10 40-65 not be 40-65 not be
greater greater
5 30-55 than 1/3 of 30-55 than 1/3 of
compacted compacted
2.4 20-45 layer thick ness 20-45 layer thick ness
Type I Type II
Unconfined
Compressive strength 3C to 40 - -
(7 days) kg/cm2
Marshall
residual - Not less than Not less than
stability 75 50
Immersed (%)
(60°C, 24 hr s )
5.2.4 Since the 'base course is placed directly beneath the binder course, it is therefore
essential to use good quality materials. Generally, crushed aggregates (wet-mix
macadam) are used. However, when suitable good quality materials are available but
are of inadequate strength at natural condition, they should be stabilised.
5.2.5 The L.A. abrasion loss test is used to determine the soundness of coarse aggregates.
The test is specified :in AASHTO T 96-97(1982). For the grading of test samples,
Grading A from Table 1 of AASHIO T 96-97(1982) shall be used since the nominal
size of aggregate used is 40 mm.
5.2.6 For bituminous stabilised base course. Type I refers to plant mix using selected
material of good quality. Type II refers to the utilisation of suitable local material.
This is to allow more flexibility in. the selection of base course materials.
5.2.7 Unconfined compressive strength value greater than 40 is not recommended, since
higher values of unconfined compressive strength may cause stress concentration.
Cement content of between 3% to 6% is recommended.
5.2.8 Marshall residual stability requirement for bituminous stabilised base course has
been introduced to test the durability of the mixture and the stripping action of
aggregates used.
6.1 Genera1
Hot-mixed bituminous mixtures shall be used for binder course and wearing course. The
compositions of these mixtures shall be designed based on the Standard Marshall Test
procedure. Care must be taken in the selection of materials, gradation and bitumen
content so as to obtain a mix with the desirable stability, durability, and sufficient skid
resistance (in case of wearing course) as well as good workability.
Abrasion loss
ASTM C131 -69 Not more than 60
Los Angeles (%)
Fine aggregates shall be material passing a 2.4 mm sieve opening. It shall be clean
natural sand or screenings or a mixture thereof. Screenings shall be produced by
crushing stone and or gravel conforming to the quality requirements for coarse
aggregate described in the previous section 6.2.1 Fine aggregate shall be clean, hard,
durable and free from clay, mud and other foreign materials. The minus 0.425mm
sieve fraction shall be non plastic when tested in accordance with B.S. 1377:1975.
Mineral Filler shall be portland cement and shall conform to the following grading
requirements:
600 m 100
150 m 90-100
75 m 70-100
6.2.4 Bitumen
Bitumen shall be straight-run bitumen (petroleum bitumen)' and shall conform to the
following requirements :
Characteristics Test
Method 60-80 80-100
Penetration at 25 C D5 60-80 80-100
(1/100 cm)
Loss on heating (%) D6 not more than not more than
0.2 0.5
Drop in penetration D6/D5 not more than not more than
6.2.5 One of the requirements of the wearing course mixture is sufficient skid resistance.
Therefore aggregates such as limestone, which have been proved to have a tendency
to be polished under traffic wear should be avoided for the wearing course especially
for high-speed roads. Suitable types of aggregate shall be used for the wearing
course.
6.2.6 Some aggregate like granite when coated with bitumen binder produces stripping
problems when in contact with water. A stripping test in accordance to ASTM
D1664-80 shall be done on such aggregates.
6.2.7 The resistance of aggregates to abrasion is tested by the Los Angeles Abrasion Loss
Test in accordance to AASHTO T 96-77(1982). For the grading of test samples,
Grading B from Table 1 of AASHTO T 96-77(1982) shall be used since the nominal
size of aggregates used is less than 25mm.
6.2.8 Hydrated lime or portland cement may be effective to improve the adhesion between
bitumen binder and aggregates, thus reducing the stripping problem.
6.2.9 Limestone quarry dust which does not meet the gradation requirements of mineral
filler shall not be considered as mineral filler.
6.2.10 The bitumen of penetration grade 60-80 is recommended to be used for heavy traffic
roads as classified under JKR Standard of 05-06. A harder grade bitumen of 60-80 is
recommended in order to achieve higher stability of mixture and to lessen the
possibility of bitumen bleeding or flushing at high temperatures. The bitumen of
penetration grade 60-70 and 80-100 as described in M.S. 124 can also be used.
6.3.1 Gradation
Gradation of mixtures shall meet the following requirements :
Sieve
Percentage by weight passing
Size (mm)
Stability (kg) Not less than 500 Not less than 500
Note: Number of blows on each side of a Marshall specimen is 50 for binder course and either
50 or 7 5 for wearing course depending on traffic conditions.
6.3.3 A dense gradation for the wearing course is selected in order to produce a more
durable and stable mix.
6.3.4 As rainfall intensity is high, a less permeable layer of binder course is selected at
nominal aggregate size of 25mm.
6.3.5 The number of blows on each side of the specimen for the wearing course is either
75 or 50 depending on traffic conditions. It is recommended to use 75 blows for
heavily traffic roads to JKR 05-06 Standard. 50 blows is used for medium or light
traffic roads i.e. JKR 01-04 Standard.
6.3.6 Standard bitumen contents are 5.0% - 6.0% by weight of the mix for the binder
course and 6.0% - 7 .01 for the wearing course.
6.3.7 The amount of filler present by weight of the mix shall be in the range of 2% - 3%
6.3.8 Where the mix is susceptible to the influence of water, the residual stability is to be
computed by the following formula and it should not be less than 75%.
This test helps to check the stripping problem of aggregates. If stripping problems
occur, a change of gradation to include more filler, or the use of an antistripping
agent should be considered.
6.3.10 Density of' Marshall Stability test specimen shall be determined prior to the stability
test conducted,. Density is determined using one of the following equations in
accordance with the texture of the specimen.
a) When the surface texture of the specimen is dense and absorption is negligible
d = A x W (g/cm 3)
--------
A-C
b) When the surface texture of the specimen is smooth but absorption is not
negligible. The method of test shall be based on ASTM D 1075 (Test for Effect
of water on Cohesion on Compacted Bituminous Mixture)
d = A X W (g/cm3)
------
B-C
where
A = weight of specimen in air (g) B = surface dry weight of specimen in air (g)
Standard Marshall Test method. In this method, the Marshall properties, which
are density, air voids, voids filled with bitumen, stability and f low, are plotted
against bitumen content. The ranges of bitumen contents that satisfy each of the
properties are computed, and subsequently the range of bitumen contents that
satisfy all the requirements is computed. The mid-range of this bitumen content is
the optimum bitumen content for the mix. However, it is important to note that
this optimum bitumen content should be less than or equal to the bitumen content
at maximum density.
6.3.12 In case there is no bitumen content that satisfy all the requirements, adjustments
to the aggregates gradations, mineral filler content should be considered.
REFERENCES
1. AASH TO
MATERIALS Part I 'Specifications' 1982
2. AASH TO
Guide Specifications for Highway Construction
3. AASH TO
Interim Guide for Design of Pavement Structures,1982
4. AASH TO
Construction Manual for Highway Construction, 1982
5. AASH TO
AASH TO Interim Guide for Design of Pavement Structures, 1982
6. AASHTO
MATERIALS Part II 'Tests' 1982
7. B.S. 1621
Specification for Bitumen Macadam with crushed rock or slag aggregate
8. B.S. 3690
Specification for Bitumen for road purposes
9. B.S. 812
Sampling and Testing of mineral aggregates sands and fillers
12. Department. of Transport, HMSO Specification for Road and Bridge Works, 1976
15. Japan Highway Public Corporation Design Manual of Asphalt Pavement for Expressway in
Japan
22. Shell International Petroleum Co.Ltd., London Shell Pavement Design Manual
23. The Asphalt Institute thickness Design-Asphalt Pavements for Highways and Streets,
M. S. 1981