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MANUAL
FORMAINTENANCE
AND
REPAIR
OF
CEMENT CONCRETE PAVEMENT
SEPTEMBER 1992
DIRECTORATE GENERAL OF HIGHWAYS
DIRECTORATE OF URBAN ROAD
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PltEFACE
The Directorate General of Bina Marga so far has
been continuing to make efforts in enhancing the riding
quality of roads in Indonesia.
These efforts reflect to -the Repelita V policy
which places the emphasis on road maintenance in
preference to major impcov~ment.
In addition, the increase of traffic demand on
urban roads is remarkahle, whilst heavy vehicles passing
through main roads have a significant influence on road
performance.
Under these circumstances, this manual is compiled.
This manual is intended to provide methods of
maintenance and repair of cement concrete pavements.
We hope that Indonesian engineers and technicians
will make practical use of this book in order t~ ensure
safe and comfortable roads, and road maintenance and
repair will not become a painstaking and plain work.
Jakarta, September 1992
Director of Urban R~ad Development
SUBAGYA SASTROSOEGITO
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CONTENTS
1.GENERAL-------------------------------------------------1
2.CONSIDERATIONS AN~ PATROL FOR MAINTENANCE AND REPAIR----1
2.1 Considerations Regarding Maintenance and Repair------1
2.2 Patrol-----------------------------------------------1
3.0AMAG€ OF RIGID PAV€MENT AND THE CAUSE------------------2
3.1 Damage Mainly Due to Surface Characteristics---------2
3.2 Structural Damage------------------------------------3
4.0BSERVATION OF THE ROAD SURFACE------------------------10
5.INV€STIGATION OF TH€ ROAD SURFACE----------------------11
5.1 Cra~ks---------------------------~----------------115.1 1 Sketch Measurement--------------------------------11
5.2 Raveling------------------------------------------125.2.1 Measurement Using a Transverse Profilometer-------12
5.3 Roughness and Corrugation in the Longitudinal
Direction-----------------------------------------135.3.1 Measuring Using a Longitudinal Profilometer-------13
5.4 Faulting------------------------------------------14
6.SEQUENCE OF MAINTENANCE AND REPAIR-~-------------------14
7.EVALUATION OF PAVEMENT CONDITION-----------------------16
a.SELECTION OF MAINTENANCE AND REPAIR METHODS------------16
9.MAINTENANCE METHOO-------------------------------------19
9.1 Injection of Joint-Sealing Compound into Joints and
cracks--------------------------------------------19
9.29.2.1
9.2.2
9.2.3
Patching------------------------------------------20Patching with Cement Materials--------------------21
Patching with Asphalt Materials-------------------23
Patching with Synthetic Resin Materials-----------23
9.3 Surface Treatment---------------------------------24
9.4 Partial Reconstruction----------------------------25
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9.4.1 Partial Reconstruction of Corner of Slab----------259.4.2 Partial Reconstruction of Transverse Crack in
Slab------------------------------------------ 26
9.5 Injection Method----------------------------------27
9.5.1 Asphalt Injection Method--------------------------28
9.5.2 Cement Injection Method---------------------------3~
9.6
9.6.1
9.6.29.6.3
9.6.4
Others----------------------------------- 31
Repair of Blow Up------------------~--------------31
Repair for Crushing-------------------------------32Grooving------------------------------------ 32
Repair for Rising Concrete Slab-------------------34
10.REPAIR METHOO------------------------------------- 34
10.1 Overlay Method-------------------------------------34
10.2 Reflection Crack Control---------------------------35
10.3 Reconstruction Method------------------------------37
11.MAINTENANCE MANAGEMENT SYSTEM-------------------------39
11.1 General----------------------------------- 39
11.2 Data Necessary for a Pavement Maintenance Management
System -----------------------~-------------------4111.3 Pavement Investigation----------------------------4111.4 Projection of Long-Term Serviceability of the
Pavement------------------------------------- 42
11.5 Repair Method Selection---------------------------42
(Appendix)------------------------ ---44
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1. GENERAL
Damage to pavement begins from the first day of
utilization and its performance begins to deteriorate.
Without timely and suitable maintenance and repair of
the pavement,this could lead to substantial damage and.
eventual1y,to premature loss of the pavement's function.
Cement concrete pavement (hereinafter
rigid pavement) is composed of concrete
course.
refer red to as
s 1ab and base
While rigid pavement
remain in good condition
pavement. but once it beginsdamage proceeds rapidly.
is maintained properly,it can
for a longer time than asphalt
to be damaged,sometimes the
Therefore it is essential to carry out preventive
maintenance such as sealing of joints and cracks as well
as to maintain and repair, discovering defects by patrolling
periodically.
2. CONSIDERATION AND PATROL FOR MAINTENANCE AND REPAIR
2.1 Considerations Regarding Maintenance and Repair
The following three points shall be observed with
regard to the maintenance and repair of the pavement.
(1)To eliminate causes of the defects and damage in the
pavement,and to take preventive measures.
(2)To locate defects and damage in the pavement at an
early stage.to take temporary measures and to ar'range
for the repair of the pavement without delay.
(3)To take into consideration the effect of repair
operations on traffic and the environment along the
road.
2.2 Patrol
A regular patrol,conducted by the administrator in
charge of the r-oed r f s essential for effective maintenance
and repair of the pavement. The main purposes of the patrol
include;
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(1)!o locate abnormalities and damage in the pavement.
(2)To locate obstacles or potential obstacles which
could prevent smooth flow of traffic.
(3)To conduct temporary measures in case of emergency.
Since the patrol is
ma intenance and repa ir of
methods of the patrol shall
charge,conducting training
appropriate patrols.
very important for the cor rect
the pavement, the purpose and"
be made known to each person in
as necessa ry to implement
3. DAMAGE OF RIGID PAVEMENT AND THE CAUSE
For ma intenance and repa ir of rig id pavement it is
necessary to understand the cause of damage.
Rigid pavements are damaged by defects of the concrete
slab,base course and subgrade.
Classification and cause of damage are shown in Table-
3.1 The definition of the damage is as follows.
3.1 Damage Mainly Due to Surface Characteristics
(1)Local crack
This refers to a crack which does not reach the bottom
of the slab.
(2)Faulting
This refers to irregularity of in the
of structures or along underground structures,and
of slab at joints or cracks.
vicinity
faulting
(3)Deformation
This refers to roughness in the longitudinal
of the road.
direction
(4)Abrasion
(a)Raveling
This refers to the condition in which aggregate
becomes segregated in the surface layer of the pavement, and
separation from the mortar T resulting in a rough surface.
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(b)Polishing
This refers to the condition in which the mortar and
aggregate of the surface become smooth due to abrasion.withthe surface tending to cause slippage.
(c)Scaling
This refers to exfoliation of the surface of the
pavement due to abrasion from wheels.
3.2 Structural Damage
(1 )Cracks
This refers to cracks to reaching to the bottom of
the slab.
(2)8uckling
(a)8low up
This
buckles
concrete.
refers
and bends
to conditions
up due to
in which
internal
concrete
stress in
slab
the
(b)Crushing
This refers to the condition of compression failure by
the concrete slab due to internal stress.
Generally crushing tends to occur in the vicinity of a
joint.
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Table-3.1 Classification and Cause of Damage
Classification Main cause
Damage mainly due to surface 1
! characteristics !1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 11 1 1Local crack 1 Crack not reaching
1 bottom of slab
1 • Initial crack
1
Corner cracking
Transverse/longi-tudinal crack
Crack in the
vicinity of
underground
structures
1
I. Extraordinary drying!
1 during construction 1
I ------------------- II. Insufficient bearingl
I capacity of subgrade, f
I base course II I
I.
I
I
I
I.
I
Imperfection of
joint structure
and its function
Insufficient thick-
ness of pavement
slab
I. Differential
I ground settlement
I
I. Inferior quality of
concrete
--------------------:i. Uneven subsidence
I of structure and
base course
I. Stress concentrationl
I
Faulting
f-----------------!----------------------j-------- !
Irregularity in I. Poor compactionthe vicinity of I of subgrade,base
structures course
Feur f n q of slab f Uneven subsidence.
of the ground
I. Pumping
I . Imperfect function
I of dowel bar,tie
bar
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(Continued)
Classification Main cause
Damage mainly due to surface
1 characteristics f
1----------------------------------------1----------------------1
1 Deformation I. Longitudinal f. Insufficient bearing I
I roughness f ca pac ity of su bg rade, 1
f f base cou rse 1
I 1 11 I. Differential
I I ground settlement
1 1
1-----------------1 -------------------- - - - - - - - - - - - - - - - - - - - - - 1I Abrasion 1 .Raveling I.Wearing of surface1 1 I texture
I 1 - - - - - - - - - - - - - - - - - - - - - - 1 - - - - - - - - - - - - - - - - - - - - - - 1I .Polishing I.Wearing of surface
I (Loss of skid I texturing
resistance)
.Exfoliation
(Scaling)
1.Use of soft aggregatel
1 - - - - - - - - - - - - - - - - - - - - - 11.Inferior execution orl
1 insufficient compact-i
1 ion of concrete
l - - - - - - - - - - - - - - - - ~ I - - - - - - - - - - - - - - - - - - - - - - I - - - - - - - - - - - - - - - - - - - - - - 1! Joint damage .Damage of joint I.Aging of joint fillerl
sealing material 1
I.Aging,extrusion,
1 hardening,softening,
1 falling out of joint
1 sealing material
I.Aging,deformation,
1 displacement of
I gasket
1----------------------1----------------------1
.Damage of joint
edge
1.Defectiveness of
1 joint structure and
1 joint function1-----------------1----------------------1----------------------!
Others 1 .Hol ing l.Inferior aggregate
1 mixture such as ?:1 wood chip in concrete!
1
I.Poor quality of
1 concrete
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(Continued)
Classification Main cause
I Structural damage I
1----------------------------------------1
1 Wi de range of 1 Crac ki ng reac hingl
I cracks I bottom of slab I
1 I .Corner cracking I. Insufficient bearingl
1 I I capacity of subgrade, I
I I .Transverse/long i-I base cou rse I
I 1 tudinal cracking I
1 1 I. Imperfection of I
1 I 1 joint structure I
I I and function 1
I I 1I .
IInsufficient thick-
ness of pavement
slab
I. Differential ground
settlement
1. Inferior quality of
concrete
1 - - - - - - - - - - - - - - - - - - - - - - - 1 - - - - - - - - - - - - - - - - - - - - - - 1I .Alligator crack I. Progress of above-
1 stated crackingi - - - - - - - - - - - - - - - - - I - - - - - - - - - - - - - - - - - - - - - - I - - - - 1
1 Buckl ing 1 .Blow up I. Imperfection of I
I I joint structure
I .Crushing and function
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longHudiool
joints
Transverse
joints
~
~-. _ _ _ -
Plasti<: shrinkopecrackin.g
Fig.-3.1 Surface Damages
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Longitudinal'oints
Shallow
SpoIl ing
De e pspott ing.
Transverse
joints
Cracks.atjo-ints
Fig.-3.2 Joint Damages
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Longitudininal
joint5
Transversecrack
Lo'ngi-tudinalcra-ck
Transverse
joints
Corner ~_~crocks
I
Cracks around
manholes and gullies
I
~mpressionfailure (blow up)
Fig.-3.3 Structural Damages
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4 .OSS,ERVA TI-oN OF THE ROA D SUR-FA CE
In order to have
conditions of the roaditems to be observed
road surface during
an accurate understanding of the
surface, it is necessary to decidebeforehand,observe conditions of the
patrol and make objective observation
records.
Observation can be carried out effectively if the
observation items are determined beforehand according to the
road classification .
Observation items shall be determined. taking into
consideration organization,quality of the region and traffic
conditions.
An example of observation items is shown in Table-4.1.
Table-4.1 Example of Observation Items
Observation ICrackIFault-IRavel-ILongi- IPolish-IJoint IBuckl-1
item 1 ling 1ing Itudina1 ling 1damage Iing I
1Road 1 I 1 1roughness1 I 1
IClassi- I I 1 I I I 1
Ification 1 I I I I I I
IType I 8 A 8 8 A 8
!Type II Arterial! 8 8 C C C 8 A
IType II
ICollector,Local
8 C C 8 A
Importance; A:Large 8:Medium C:Srnall -:can be ignored
The intention of Table-4.1 is as follows.
(1)A crack effects directly the durability of the
pavement.
(2)Faulting can cause a heavy impact
can cause motorcycle accidents.
vehicles causes not only damage to
also noise and vibration.
on vehicles
The impact
the pavement
and
on
but
1 0
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(3)If raveling becomes noticeable,puddles of rain on
the road cause lowering of skid resistance at high
running speed which effects steering.
(4)If longitudinal roughness becomes noticeable,the
loss of riding comfort causes an increase of driver
fatigue and a deterioration of safety.
Impact load causes damage to the pavement.
(5)The extent of polishing is shown by skid resistance
coefficient. Lowering of the skid resistance
coefficient reduces traffic safety by lengthening
stopping distance. This particularly applies to
expressway.
(6)Buckling has a very bad effect on running ofvehicles,especially motorcycles.
(7)Joint damage not only has some effect on the whole
damage of rigid pavement but is also the greatest
pavement weakness.
5. INVESTIGATION OF THE ROAD SURFACE
The surface of the road shall be investigated
understand its cond it ion, and the processes and causes
damage to ·it.
to
of
5.1 Cracks
Investigation of cracks is indispensable for
understand ing the 1eve 1 of damage to t he pavement, and for
determining the timing,method,and thickness of overlay
and/or replacing of the damaged area.
5.1.1 Sketch Measurements
The road surface is divided into grids with size 0.5m X0.5m ,and sketches-of the conditions of cracks are made for
each traffic lane. Computation of the cracking ratio isconducted using the following formula;
Cracking ratio=C(cm)/A(m2)
where C
A
Sum of crack lengths (cm)
Total area of the investigation (m2)
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5.2 Raveling
The method of measuring ravel ing is with a transverse
profilometer.
5.2.1 Measurement Using a Transverse Profilometer
The profilometer is installed on the surface in a
position so that the meter strides over the road and moves
at a right angle to the direction of the traffic lane. The
profile of the surface is recorded by moving the profile
recorder as shown in Fig.-5.1.
P ro fi le r ec o rde r
H eig ht ad ju stm en t scre w
Fig.-5.1 Measurement Using a Transverse Profilometer
The recorded profiles are classified by comparing the
heights of the center of the raveling and the heights of the
surface at both sides. The amount of raveling,D1 and D2,areobtained as shown in Fig.-5.2.
The larger value is defined as the raveling depth of
cross-section. The average of the measured values of
raveling depth is taken as the raveling depth of the
investigated section.
(1) When the highest point in the center is higher
than the line connecting both sides
,iLane mark Lane mark
S~
c=>('"" s : : : : : e ; :2 SZV:Z,C>
D z
Cl' Sze:;z:
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(2) When the hi.ghes~ points in the center is lowerthan ~he 1ins connec~ing both sides
Fig.-5.2 Process of Recording Data
5.3 Roughness and Corruga~ion in the Longitudinal Dire~tion
Roughness and corru<Jation in tM lon9itudinal directionof the road are measured using a longitudinal pr-oft l-ome t-er-,
5.3.1 Measuring Using a Longitudinal Profilometer
The longitudinal
the road, as shown ;nthe road surface.
profilometer
Fig.-5.3 ,to
is manually drawn over
record the roughness of
The measurement is conducted along a longitudinal linein the lane,with the results of the measurement being read
every 1.5m. The standard deviation of these values is takenas the value of the longitudinal roughness.
In case of longitudinal roughness such as bending ofconcrete slab, measure D,L shown in Fig.5.4.
3m
' ' ' _Moving wheels
Fig.-5.3 Longitudinal Profilometer
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Fig.-5.4 Measurement of Longitudinal Roughness
5.4 Faulting
Faulting is measured at the deepest point or at three
different points in one lane,with the maximum value,D(mm)
taken as the fault value,as shown in Fig.-5.5.
The length of the leveling cord should be 10m for ordinary
roads,and 15m for expressways.
Leveling cord with a length of 10 m
(15 m for expressways)
I I
Fig.-5.5 Method of Measuring Faulting
6. SEQUENCE OF MAINTENANCE AND REPAIR
Flow chart of sequence of maintenance and repair is
shown in Fig.5.1.
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Obs.'v.ti~ \ [ P . : " . , J t - - · ;-_'_~~-='_I.~items and'.~ (
standa:_jd t . . . .value / < ._ Data bank II
'-..---.. <::::::~~-I
\_ ---_)
/
/ Damage \classification ~----_,)
and main cause
Confirmation
of damage
types
Temporary repair Yes I',
necessity '>....:...::..:;_----..,~-------( Temporary
__.._ \repai r -;
Selection
of methodNo
( Survey and \, measure of I~----O
damage /
»<;
'Yes .Regular"----.. Clo~repair ,/
necessity
'/
Confirmation
of damage
condition/-_.._-.-._-
!II l'I Eva ue t ton
\ of damage)
' \ _ . _ .. _ ...• --_.--'_.-Mai ntenance [\0
and repai? -...-,..------ ..-:..)
necessity
Repair plan
(scale,timing)
Only
work
maintenance ....; ' : 0
is enough 7
<:>: Yest
Des-ign~--' --:--J
IRepair workl
I
L- . J : - - "
Fig.-6.1 Flow Chart of Maintenance and Repair
15
- I 'I
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7. EVALUATION OF PAVEMENT CONDITION
The judgment whether or not the maintenance and
reparation need shall be based on the index shown in Table-
7 . 1 .
Table-7.1 Index of Judgment of Need for Maintenance
and Repair
Item i ICracking
IRutting iFaultingISkid ILongitudinaliratio IJoint
I I Iresistance I roughness !(reachingidamagel
(mm) I (mm) Icoefficient I (mm) I bottom I I
I I of slab)1 I
I (cm/m2)I I
IRoad
iClassi-
Ification
Type I 25 10 0.25
Type II
Arterial 30-40 15 0.25
Type II
Collector 40-50
Local
Note 1; Skid resistance coefficient is measured in wet
condition at 80km/h for type I ,60km/h fortype II.
Note 2; PrI(profile index) is calculated as follows:
Install the + 3mm zone in the center of rough
wave recorded with profilometer. Divide the
total heights out of the zone by the distance
of measure.
8. SELECTION OF MAINTENANCE AND REPAIR METHODS
The se 1ect ion of ma intenance and repa ir met hods s ha 11be judged generally from the Index of Judgment of Need for
Maintenance and Repair shown in Table-6.1,methods according
to cracking ratio and deflection in Fig.-8.1 and methods
of maintenance and repair based on damage classification in
Table-8.1.
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I
I Whole reconstruction,Overlay after partial reconstruction
!
3 0 ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~I
~ Overlay,Overlay after partial reconstruction
I
2 0 r . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - , - - - - - - - - - - - - r - - - - - - - - - - - - - - - - - - - - -I
~ Overlay,No repair
I
10~
I
Overlay Overlay,Overlay after
partial reconstruction
No repair
O ~ - - - - - - - - - - - - - - - - - - - - ~ - - - - - - ~ - - - - - - - - - - - - ~ - - - - - - - - - - - - - - - - - - - - ~o 0.5 0.7
Deflection using Benkelman beam method(P=5t)1.0(mm)
1.5
Fig.-8.1 Selection of Maintenance and Repair Methods
According to Cracking Ratio and Deflection
Note 1; In case of no repai r ,
deflection condition
and repairing daily.
survey the cracking and
periodically,maintaining
Note 2; Even in case of overlay,if there is an air void
under a slab or average deflection in crackingareas is more than O.7mm ,it is desirable to
do subsealing before overlay or to do partial
replacing.
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Table-B.1 Classification and Damage and Methods of
Maintenance and Repair
Classification Maintenance and repair method
Crack not reaching
bottom of slab
Sealing with paraffin,synthet"ic
rubber,synthetic resin and
asphalt emulsion etc.
Progressive crack,
Crack reaching bottoml
of slab I
Filling,Injection,Partial
reconstruction,Overlay,Patching
Irregularity and
faulting of slab in
the vicinity ofstructure
Injection,Patching,Overlay,
Reconstruction
ILongitudinal
I
roughness I
I
Injection,Patching,Overlay,
Reconstruction
Raveling Patching,Surface treatment,
Overlay
Polishing (Loss of
skid resistance)
Mechanical surface texturing,
Seal coat with synthetic resin,
Overlay
Scaling (Exfoliation) I Patching,Surface treatment,
Overlay
Damage of jo-int
sealing material
Cut-off and injection of joint-
sealing compound
Damage of joint edge Patching with cement mortar,
plastic mortar or concrete
Holing Patching with cement mortar,
plastic mortar or concrete,
Filling with asphalt mixture
Blow up Reconstruction
Crushing Patching,Reconstruction
Rising of slab Patching,Reconstruction
(including betterment of subgrade,
base course )
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9. MAINT€NANCE METHOD
Ma intenance met hod is used to repe ir damage of the
pavem€nt without carrying out major repairs or replacement.
Maintenance method is classified as follows.
(1) Injection of joint-sealing compound into joint and
cracks
(2) Patching
(3) Surface treatment
(4) Partial construction
(5) Grouting
(6) Others
9.1 Injection of Joint-Sealing Compound into Joint and Crack
In this method joint-sealing compound is applied into
joints and cracks in case of falling out or aging of joint
sealing material and cracking of the concrete slab.
If this method is applied periodically it can prevent
surface water from reac hing t he base cou rse, so it has a
major effect on the prevention of damage to concrete
pavement.
(1) Injection into joint
In the case where joint-sealing compound extrudes from
the slab it shall be planed level with the pavement surface
so as not to be torn out by vehicles.
In the case where joint-sealing compound sinks,the same
type of joint-sealing compound shall be applied evenly.
In the case where jOint-sealing compound falls
out,proper joint-sealing compound shall be applied evenly.
Attention shall
sealing.
be paid to the following points in
(a)Clean joint and remove old joint material ,dust ,mud
and so on in order to make the concrete surface
clean. It is not necessary to remove joint
material which is still firm and adheres to the
concrete slab so long as the same type of joint
material is used for sealing.
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(b)8room ,wire brush ,chisel,air compressor and joint
cleaner can be used to clean the joint.
(c)Joint shall be dried before sealing,to ensure good
adhesion of the sealing material.
(2)Injection into crack
The process of injection into cracks is almost the same
as sealing joints. In the case where the cause of damage is
clear,it is effective to combine the work of removing the
cause at the same time as sealing the crack.
Non-progressive cracks which are less than O.5mm width
shall be sealed with low viscosity latex or low viscosityepoxy resin. Progressive cracking shall be sealed with
joint-sealing compound after making a groove along thecrack.
In the case where load transmission can not be
expected at the cracked area, repairs shall be carried out by
the method shown in 9.4.2 after stabilizing the base
course.
A crack near a crossing structure shall be sealed with
joint- sealing compound along the crack as shown in Fig.9.1.
Concrete slab<
Fig.-9.1 Crack on Structure
9.2 Patching
This maintenance method fills corner chipping of joint
edges or cracks faulting, longitudinal unevenness,
raveling,scaling,holing,tortoise-shell cracking,crushing and
so on.
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Three kinds of binders are used for patching which are
esohe ltc c.emenc and resin and two kinds of aggregates areused which are mortar and concrete.
Which combinations to use are determined carefully by
th~ scale of damage,traffic conditions,urgency,economics andso on.
9.2.1 P atching with Cement Materials
Cement materials are the most desirable for the repairof concrete slabs because they are easy to handle and theycan provide the requi red resu 1t,but they have disadvantage
in that tapering is difficult and time is needed for curing.
(1)Materials
Taking traffic conditions into
suitable cement shall be selectedcement,high early strength Portland
strength Portl and cement, super highand alumina cement.
consideration, the most
from norma 1 Port 1andcement,super high early
early hardening cement
In the case where a thin layer is to be
mortar shall be used. In case of greater thickness
shall be used with the maximum size of coarseless than one third of the thickness.
applied,
,concreteaggregate
In mixing mortar and concrete,attention shall be paid
so that the mix is not richer than necessary, but is stiff.A water reducing agent can be used as an admixture,and air
entraining agent,accelerator and retarder can be used as theneed arises.
(2)Construction
Construction shall be carried out as follows.
a)Remove the damaged part of the slab,chip constructionjoint surface and preserve a wet condition,removing
concrete powder. In demolishing,pay attention not to
cut the reinforcing bars and wire mesh,and in case
of cutting,they shall be rejoined.
b)Spread cement paste or mortar while the patching
surface is in a saturated surface-dry condition.
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c)8efore the cement paste or mortar
retemper and place ready mixed mortar
without adding water.
becomes hard,
or concrete
d)Compact,spread the mortar or concrete and finish it
roughly with a trowel. Finish height shall be higher
than the planed height.
e)After 30 to 60 minutes compact the mortar or concrete
again and finish it to the required height.
A leveling rule shall be used for finishing in order
to secure evenness. Surface texturing shall be made
to match the surrounding surface condition.
f)Wet curing shall be carried out by using wet cloth or
curing mat. The curing period shall be determined
taking into consideration the kind of cement.
Note 1; In case of corner chipping of joint edge as
shown in Fig.-9.2(a) ,which is more than 30 mm in
width and depth"clean the chipped area and patch
with cement material after shaping as shown in Fig.-
9.2(b).
Note 2;
scaling
In case of partial damage such as
,patch as shown in Fig.-9.3.
holing or
More than
~ 30 mm Corner
.c E~hiPPing+J E __ ~~. :"'_--I"''--
~l .o Concret:e0'(1) "slab"~ #h/»a~ h#M~0~W.~~~~:"'_---
PatchingChipping surface
~
Concrete slab#AW;(/,?,(,
(a) Corner
chipping
(b) Pat chi n9
after shaping
Fig.-9.2 Patching for Corner Chipping
of Joint Edge
Fig.-9.3 Patching for
Holing
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9.2.2 Patching with Asphalt Materials
Remove the damaged -part of the slab and clean the
surface for patching in the same way as for patching withcement materials. Before patching,spread asphalt tack coat
material over the surface to be patched. Carry out the
patching in the same way make as patching for asphal t
pavement.
Note 1;In case faulting occurs in part of the joint or
crack,use asphalt mortar or dense graded asphalt
concrete and taper as shown in Fig.-9.4.
Note 2;Faulting between concrete slab and asphalt
pavement,faulting between concrete slab and shoulder
shall be repaired by this method. In case there is agap between concrete slab and asphalt pavement it
shall be patched, injecting joint-sealing compound.
Patching
Fig.-9.4 Patching of Faulting
9.2.3 Patching with Synthetic Resin Materials
Synthetic resin materials are suitable
because of shortness of curing period,but th~
expensive.
for patching
materials are
(l)Materials
Synthetic materials can be epoxy,polyester or
polyurethane and shall be treated according to their
quality. Usually epoxy synthetic resin is used.
Epoxy synthetic resin mortar is made by mixing epoxy
synthetic resin as a binder and dry silicon sand or hard
aggregate having proper grading as an aggregate.
Proportioning is up to the extent where the air void of
aggregate is filled with binder,and generally 'synthetic
resin':'aggregate' is 1:4-10.
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Note 1;If the temperature is high ,work may be
interrupted because the epoxy synthetic resin mortar
hardens rapidly. It is therefore preferable to carry
out patching in the morning when the temperature is
low.
Time of hardening depends on temperature,but the
workable time is 10-30 minutes and the curing time is 2-8
hours. These times can be adjusted by changing the mix
proportion between the main material and the accelerator ofthe epoxy.
(2)Construction
Construction shall be carried out as follows.
(a)Remove damaged and loosen materials. Remove laitance
or thin mortar by chipping. Remove joint-sealing
compound,oil,asphalt,marking rubber and so on by sand
blasting. Dry surface to be patched, blowing dust by
compressor.
(b)After checking that surface to be patched is
~~~:~~~e~~/~~imer evenly. Spreading quantity shall be
(c)Spread and compact mortar while primer
tacky.
is still
(d)Cure mortar,protecting from rain water until mortar
hardens. Cure sufficiently in case intensity needs.
9.3 Surface Treatment
In this method thin surfacing is applied in cases where
surface damage occurs such as tortoise-shell cracking,
raveling,polishing,scaling and so on. Generally the
treatment method is similar to patching.
In case of adopting synthetic resin surface treatmentas an anti-skid surface ,the method of execution is the same
as synthetic resin surface treatment for asphalt pavement.
Attention shall be paid to the materials,as they are
different for concrete pavement and for asphalt pavement.
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9.4 Partial Reconstruction
This method partially replaces slab and base course
pa rt iali n the case of corner or transverse crac k reac hingthe bottom of the slab occurs and load transmission can not
be expected. In partial replacing it is a principle that the
cause of damage shall be removed.
9.4.1 Partial Reconstruction of Corner of Slab
Generally execution shall be done as follows.
(a)Cut outside of crack to a depth of 2-3 cm
concrete cutter shown in Fig.-9.5. Crossing
of cutting line shall be rounded in order tostress concentration.
with
corner
reduce
Fig.-9.5 Partial Reconstruction for Corner
(b) Remove square part of concrete containing crack with
breaker and chip surface of construction joint at
right angles without damaging reinforcing bar,wire
mesh and dowel bar.
(c)Cut and bend up horizontal reinforcement of
mesh. In case it is difficult to retain
the mesh,cut it, leaving 20-30 cm exposed.
wire
all
(d)Excavate and replace subgrade and base
they are not good. Reconstruction shall
out with soil cement because working area
and compaction is difficult.
course if
be carried
is small
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(e)Check the existing dowel bars, cut and remove
damaged bars and install new.
(f)In the case where existing joint structure is a
contraction joint,cover with polyethylene film or
coat with bituminous material in order to prevent
bond between the old and new concrete. In the case
where existing joint structure is an expansion
joint,install joint filler.
(g)For treatment of the construction joint and concrete
placing refer to 9.2.
(e)Cut joint groove with cutter after concrete hardens
and inject joint-sealing compound.
9.4.2 Partial Reconstruction of Transverse Crack in Slab
Where a .transverse crack occurs within 3m from
the slab joint, reconstruction shall be similar to partial
reconstruction of corner.
Where a transverse crack occurs more than 3m from the
slab joint,replace cracked part of slab utilizing a
contraction joint. An example is shown in Fig.-9.6.
I . . · ·( Dowe 1 bar
• j • • • • · 1A - A
part
--More than 3 rn B - B
Fig.-9.6 Example of Partial Reconstruction forTransverse Crack in Slab
Points which shall be given attention are as follows.
(a)Cut the part of the slab containing crack at right
angles to the road center line. One cutting line is
2-3 em in depth and the other cutting line is the
full depth of slab.
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(b)Remove ccncrete between cutting lines.
construction joint follow the method for
replacing corner of slab.
For
partial
(c)Orill a hole in the existing concrete and stick
into cement mortar and dowel bar (¢25 X700mm) for
half of its length.
(d)Coat the projecting part of the dowel
bituminous material and cast concrete.bar with
(e)Cut joint groove with cutter after concrete hardens
and inject joint-sealing compound
Note 1. In case of concrete slab without wirereplace the concrete for one complete slab as
often occurs at the repair.
mesh,damage
Note 2. In the case where concrete slab with
longitudinal crack needs to be replaced,use similar
method to partial replacing for transverse crack in
slab. For method of injecting into crack ,follow 9.1.
An example is shown in Fig.-9.7.
t'1
ir ill Ul.: + J (l)
ill C.'L.::::.
o 0C ',-
A - A
Fig.-9.7 Example of Partial Reconstruction for
Longitudinal Crack
9.5 Injection M~thod
In this method the air void between concrete slab and
base course is filled or a sinking slab is pushed up to its
normal position. The method is not so expensive and is
effective for lengthening pavement life.
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It is divided into asphalt injection method and cement
injection method. Generally the asphalt' injection method is
used.
9.5.1 Asphalt Injection Method
By this method the road can be open to traffic
immediately after injecting the asphalt when its temperature
fa 11s.
For injection material blown asphalt (penetration 10-
40) s ha 11 be used.
The order of construction is ap follows.
(l)Make a hole in the concrete slab. The
the hole shall be 50-60mm depending on
of the nozzle. Injection quality
arrangement of the location of the
arrangement shall be decided taking into
items as follows.
diameter of
the diameter
depends on
hole,so the
account such
(a) Size,degree of settlement,crack condition of slab
(b) Injection machine, injection pressure, bituminous
material
Example of arrangement is shown in Fig.-9.8.
~LD[ . . : : :
<fl • • • l! ?°rl I 2. 0 I 2. 0 !L ":"'0.5 .5 0
· ~ b · . . . ._
t ! ? •0 0
I! 2. 0 J 2. 0 I L '""'"0.5 0.5 0
N
~ b · ·! • •~ . ..0
I I 2. 0 I 2. 0 I J0.5 0.5
- •
_
, '_ .,
- • •"
1.5 11;5 1'1.5 11.5..
I-
_
•
fo - •
_
1.51 3.0 11.5
•. . .o
5.0 5.0
," . . . . _
•. _
(Unit:m)
Fig.-9.8 Example of Arrangement of Injection Holes
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(2)Remove concrete waste from the injection hole to
allow smooth injection. Remove sand,mud and concrete
waste by compressed air in order to make a small
hollow under the injection hole. Work out jettingwith injection nozzle and remove earth ,sand and
water between bottom of slab and base course.
(3)Heat and melt asphalt(more than 210 O~) and injectwith asphalt distributor at 2-4kg/cm pressure asshown in Fig.9.9. Asphalt quantity depends on
condition of concret1 slab and base course, butgenerally is 2-6kg/cm . Because of high temperature
of asphalt attention shall be paid.to burn,ignition
of asphalt and other flammables The following
matters shall also be noted.
(a) Workers handling nozzle shall wear protectionmask.
(b) Care shall be taken as asphalt sometimes flows out
by pressure of steam arising from injection hole
immediately after injecting if there is water in
the injection hole.
(c)Attention shall be paid in case asphalt flows
out from injecting hole,other holes,crack,joint and
shoulder while injecting.
(d)Attention shall be paid as asphalt sometimes flowsout to underground facilities and shoulder.
(e)Attention shall be paid as asphalt sometimes
flows backwards in drawing out the nozzle.
Pressure meter
Handle
Lock nut
packing
Hook
!Nozzle
Fig.-9.9 Example of Asphalt Injection Nozzle.
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(4)Leave nozzle in place for 30 seconds after
finishing injection and drive in a wood stopper
immediately after pulling out the nozzle. 'The length
of wood stopper shall be 70-100 cm.
(5)Pull out the wood stopper after temperature of the
asphalt falls and asphalt hardens, and fill the hole
with asphalt mortar. Generally the road can be open
to traffic 0.5-1 hour after finishing injection.
9.5.2 Cement Injection Method
There are two met hods of cement inject ion ;one is to
fill air void between the concrete slab and base course ,the
other is to raise a sinking concrete slab.
The cement injection method needs many curing days
compared to the asphalt injection method. More than 3
cu ring days are requ ired because if the road is open to
traffic without curing,water in the injection materials
causes pumping and damage to the concrete slab.
Injection materials are mainly cement and water,to
which are often added fine-grained soil,flash,diatom earth
and gypsum. As a rule,special aid or aluminum .powder is
added.
The procedu re is a 1most the same as for the as pha 1tinjection method.
(a)In case of raising a sinking concrete slab,make
holes ~t positions shown in Fig.9.10.
+23 +7 +2 +3 +9 25+
21(17)
5(12) (13)
6(19)
22+ + + +
(15) (16)26} 4 8 1 4 10
+(18) (11)+ +~14) +(20) +
-Plan(Numbers are injection sequence)
':1
Longitudinal section
Fig.-9.10 Example of Raising of Concrete Slab
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(b)For jetting carry out similar to asphalt injection
method
(c)Grout pump or mud-jack shall be used as injectionmachine. The pressure of injection shall be 3-5
kg/cm2. For raising a concrete slab,injection begins
at the injection hole where the sinking is the most.
Inject mixture little by little, following the order
shown in Fig.-9.10 , and continue to inject until the
required level of concrete slab is attained.
(d)Drive in a wood stopper with length of 35-45 cm
after injecting.
(e)Fill cement mortar into injection holes.Road can be
open to traffic after more than 3 days curing.
Photo.-9.1 Example of Injection Method
9.6 Others
9.6.1 Repair of Blow Up
Where blow Up occu rs ,ca rry out tempora ry repa irs toremove the obstacle to traffic. Later replace the concrete.
In case of partial blow up ,inspect the joint and
carry out temporary repairs because the blow up may occur at
other locations.
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In case of a slight blow up , cut the raised concrete
parallel to and 50-60 cm away from the joint and break it
with a breaker in order to lower the raised concrete slab.
Fill soil and crushed stone temporarily where the concreteslab has been removed ,and pave with asphalt mixture in
order to open to traffic. After concrete slab becomes
sta b1e ,rep 1ace the concrete. For conc rete rep 1ac ing ca r ry
out similar to 9.4.
9.6.2 Repair for Crushing
Temporarily crush damaged concrete by breaker and patch
with asphalt mixture. After the concrete slab becomes
stable,install a new expansion joint and replace the
concrete. For patching and concrete replacing carry outsimilar to 9.2 and 9.4 respectively.
9.6.3 Grooving
Groovi ng cuts sma 11 channe 1 ditc h into the su rface by
diamond blade or tungsten carbide disc. This grooving
prevents hydroplaning and increases skid resistance of the
paved surface by preventing a water film forming between
the surface and tire.
Grooving is cut in the longitudinal or transverse
direction,but usually in the longitudinal direction.
Longitudinal grooving is effective for preventing traffic
accidents caused by lateral force or cross wind. Transverse
g roovi ng is effect ive for shorten ing stoppi ng distance, and
is suitable for steep slopes and intersections.
For the shape of grooving proper patterns
selected by increasing or decreasing the number or
of blade. An example is shown in Fig.9.11. For
use a grooving machine.
sha 11 be
the width
execution
Note;Anti-skid methods besides grooving are surface
texturing and acid treatment. In selecting themethod, a comprehensive examination shall be made
concerning execution,economy,continuation of effect,
execution noise,passing vehicle noise,running
performance.
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~: 3X.3: 6X6
(Unit:mm)
Fig-9.11 Example of Shape of Grooving
Photo.9.2 Example of Grooving
Photo.9.3 Grooving Machine
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9.6.4 Repair for Rising Concrete Slab
In t he case where a conc rete s1ab
expansive soil.replace the concretetemporarily for traffic service.
rises
after
because of
repairing
10. REPAIR METHDO
There are basically
follows;
two repair methods there as
(1)Overlay method
(2)Replacing method
In case of adopting the overlay method.the repair shall
be carried out combining injection method and reflectioncrack control method in accordance with the extent of damage
of the concrete slab.
The method shall be determined work after thoroughly
inspecting the damage condition.
10.1 Overlay Method
In the case where there is a possibility.of damage of
the whole concrete slab because of many cracks.or in the
case where surface is damaged or stripped too much.the lifeof the conc rete s 1ab can be inc rea sed by over 1ayi ng wi th
asphalt mixture or cement concrete.
Generally overlay shall be with asphalt mixture as
design and execution methods for overlay with cement
concrete are not yet developed. Overlay with asphalt mixture
is as follows.
(1) Design of thickness of overlay
For design of thickness of overlay proceed as for
overlay of asphalt pavement. It is desirable that the
minimum thickness of overlay is more than 8 cm.
Note;In the case where the thickness is more than 10
cm.open-graded asphalt concrete (5 cm in thickness)
on the concrete slab is effective for control of
reflection crack.
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For execution,attention
following.
s he 11 be given to the
(2) Construction
(a)In the case where
appurtenant facilities
side ditch, chatter-bar.
overlay is
such as curb,L
thick, raise
or U-shaped
(b)Use together with partial replacing or injection
method for concrete slab which is badly damaged.
(c)Fill joints and cracks,taper faulting of more than 3
em, repair more than 3 em deep raveling, large
longitudinal unevenness and corner damage.
(d)8efore applying tack coat,sweep concrete
remove trash and mud. Asphalt emulsion
spread as thinly as possible.
sla b
shall
and
be
(e)The pavement shall be similar to surface course of
asphalt pavement.
10.2 Reflection Crack Control
In the case where overlay is thin,a reflection crack on
the asphalt surface course is often caused by an existing
joint or crack.
There are two methods of reflection crack control. One
is the sheet method,and the other is the method of using
open-graded asphalt concrete as binder course.
In the sheet method blown asphalt is spread on both
sides of cotton or polypropylene cloth as insulating
material in order to absorb displacement between the
concrete slab and the asphalt surface course.
In carrying out this method it is important that the
sheets adhere tightly to the surface. In case the sheetsdo not adhered tightly,they can cause cracks in rolling the
over 1ay pavement. The sequence of insta 11 ing the sheets is
as follows.
(a)Remove trash and mud from openings of joints and
cracks.
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(b)Fill mixture of dry sand and asphalt emulsion (PK-4
or MK-2; Refer to Appendix) at 10-15 % weight of dry
sand in openings of joints and cracks. Compact the
mixture by trowel 'and tamper. In the case where widthof crack is more than 10 mm add crushed stone
(grading 5-2.5mm) to mixture.
(c)Level areas of excessive unevenness, partial
sinking or faulting with asphalt mixture. The
maximum grain size of asphalt mixture shall be 1/2 of
the depth of unevenness or sinking.
(d)Spread asphalt emulsion(0.8l/m2) on the concrete
slab surface and install the sheets as shown in
Fig.-10.1.
or crack
Width of installing
sheets
Fig.-10.1 Installation of Sheets
(e)After installing sheets,compact and
adhere tightly. Joints of sheets shallthe extent of 5-8 cm.
ensure they
overlap to
(f)After compacting sheets,the road shall be open to
traffic for more than one day in order to ensure
the sheets adhere tightly.
(e)After confirming that the sheets are
tightly,overlay asphalt mixture.
adhered
Note 1;It is desirable to use crawler-type asphalt
finisher so that sheets do not come off.
Note 2;In case sheets extend over two lanes as shown in
Fig-9.13,start working from lane (1).
This method prevents rain from permeating so
that the sheets do not come off.
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Concrete slab Sheet
Fig.-10.2 Sequence of Overlay
10.3 Reconstruction Method
Reconst ruct ion is used in the case where ma intenancemet hod or over 1ay met hod can not be app 1ied because the
concrete slab is heavily damaged.
There are two reconstruction methods. One method is
by conc rete pavement, and the ot her is by as pha 1t pavement.
Which to choose shall be determined, considering area of
replacement,quality of subgrade and base course,and traffic
condition.
(1)Design of thickness of replacement
Design of
as for design
respectively.
thickness shall
thickness of replacement shall be performed
of asphalt pavement and concrete pavement
In case of repairing temporarily,the
b~ similar to the adjacent pavement.
(2)Construction
For construction attention shall
following items.be given to the
(a)Demolish concrete slab
minimum unit.,taking one slab as the
(b)Excavate base course sa as not to damage adjacent
good pavement. Use excavation machine moderately,afterwards finish by hand.
(c)Compact every corner of base course by road roller.
Compact by small-sized compaction machine (vibro
rammer,small-scale compactor) edge and corners which
are liable to be compacted insufficiently.
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(e)In the case where the road is open to traffic during
the work,take sufficient care of temporary surface
so as not to interfere with the traffic. In this
case use asphalt mixture as surface course.
(f)In case of replacing with asphalt pavement, finish
to binder course and compact sufficiently by opening
to traffic for 1-2 weeks. In this case,taper with
asphalt mixture so as not to interfere with traffic.
(g)In case of replacing with concrete pavement,for
treatment of construction joint to existing slab
carry out similar to 9.
(h)The spaCing of transverse joints of concrete slabs
shall be determined similar to that of new cement
concrete pavement. In case of replacing only on side
lane, position and structure of joints shall be same
as,adjacent lane. For longitudinal joint between
replacement slab and existing slab,install tie-bar by
making holes in the existing concrete joint face or
by using rock bolts.
(i)Prevent connection between existing roadside
structure and reconstruction concrete slab by asphalt
joint filler as shown in Fig.-10.3.
Fig.-10.3 Example of Insulating Material between
Concrete Slab and Roadside Structure
(j)Concrete for the replacement work shall be similar
to concrete for new pavement. In case it is difficult
to bring in a large scale pavement machine,and thepavement area is rather small and pavement locations
are scattered,choose a concrete consistency according
to the pavement method.
In case of placing the concrete by ~ands,use concrete
with 5-6 cm slump,taking into account its
transportation.
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11. MAINTENANCE MANAGEMENT SYSTEM
11.1 -General
Plann ing of ma intenance and repa ir of pavement dea 1s
with the selection of the locations to be repaired and thetiming and method of repair.
It is influenced by many conditions,includingclimate,topography,available technology for design andconstruction,and budget.
A systematic approach,that is,the establishment of a
maintenance management system for the pavement,is necessary
to optimize overall planning.
The purpose of a maintenance management system forpavement is;
(1) To conduct maintenance of existing roadways while
making the most effective use of a limited budget.
(2) To provide the user with safe, comfortable and
economical pavement.
Basic flow of the system is shown in Fig.11.1.
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( Start.
IPavement Iinvestigation I
1Pavement ,evaluation I External data I
e'ut,ure. serviceability,proiecnon I
~Pavement data bank
Data of Pavement
I Judgment of maintenance Icharacteristics:
and repair necessity J Road administration data
Pavementconstruction data
~ Repair history datal Decision 0(. ,priorities I
Selection of method,
(life cycle cost)
IDesign and ,construction
End
Fig.-11.1 Basic Flow of the Maintenance Management
System
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To establish a maintenance managementpavement,it is necessary to investigate
conditions of the pavement and to store
information in a data bank.
system for
the actua 1
the gathered
11.2 Data Necessary for a Pavement Maintenance ManagementSystem
The information to be stored in the pavement data bank
includes the following items,although they may be varied by
each road administrator as necessary.
(1) Characteristics of the pavement surface
This includes cracking ratio, longitudinal roughness,
skid resistance,deflection,presence of faulting,improper drainage and records of accidents.
(2)Pavement construction data
This includes the year of construction,construction
method, thickness of pavement, materials used, bearing
capacity of the subgrade and traffic volume considered
in design.
(3)Repair history data
This includes month and year of maintenance and
repair, method of repair, materials used for the repairand the road conditions before the repair.
(4)External data
This includes the traffic volume (percentage of heavy
vehic1es,weight of vehicles,growth rate) and cost and
benefit(maintenance and repair cost,cost of vehicles
utilizing the road way,cost of the loss of time)
11.3 Pavement Investigation
Pavement investigation is necessary to obtain
information to be input in the data bank. The investigation
is conducted in the manner described in chapter 5 .
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11.4 Projection of Long-Term Serviceabi1ity of the Pavement
To establish an effective maintenance and repair
plan, it is necessa ry to project, based on the resu 1ts ofinvestigations,the future serviceability of the pavement and
to est imate the time of repa ir. The project ion resu 1ts are
used for deciding the sections with the highest priority to
be repa ired, ta king into account the overa 11 importance ofeach route.
11.5 Repair Method Selection
Computation of the life cycle cost of the pavement is
necessa ry for select ion of the repa ir met hod. Parameters
inc1uded in the computat ion of 1ife cyc 1e costs are asfollows;
(1)Design cost
Cost necessary for the design of the pavement
(2)Construction cost
Cost" necessary for the construction of the pavement
(3)Maintenance cost
Cost necessary for routine maintenance ,cleaning of the road and minor repair.
such as
(4)Repair cost
Cost of relatively large scale repair
(5)User cost
This includes the costs incurred for driving a
vehicle over the road and the loss of time resulting
from using a detour. The greater the road damage,the
higher the cost necessary for driving the vehicle.
(6)Residual value
This refers to the value of the pavement after the
end of the analysis period of the life cycle cost. It
has a positive value when the materials of pavement
can be recycled,and a negative value when thematerial must be disposed of.
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Generally,the analysis period for the computation of
the life cycle cost of the pavement is 20 to 40 years.
Theassuming
methods.
total cost during this
the selection of variousperiod is
maintenance
calculated
and repa ir
A variety of models are available for selecting anoptimum method.
The simplest one is adopted as the optimum option,which
is the method incurring the lowest cost throughout theanalysis period.
Judgment standards should be developed according to the
respective situation of each administrator.
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Table-A.1 Quality and Performance of Emulsified Asphalts
(Japan Industrial Standard K 2208)
(Appendix)
~
Type and Grade of Emulsified Asphalt
PK or PA MKor MA
I
1 I 2 3 1 4 1 . 2 3
Engler degreetat 25 "C) 3 to 15 It06 3 to 40
Residue retained on Max 0.3sieve (1190 Jlm) %
Adhesiveness (Min 2/3(for PK only» -
Aggregate coating(Min2/3(for PAonly»
-degree (40°C,S min)
Mixing of coarse To beaggregate -
uniform
Mixing of dense To beaggregate -
uniform
Stability when mixed Max 5
with cement, %-
KforMK)
Mixing of aggregate . Max 2
with soils, ')(, - (for MA)
Electric charge onPositive for PK & MK;Negative for PA & MA
asphaltic particlesEvaporation residue, % Min 60 Min50 Min 57
Penetration 100- 150- 100-160-60- 60-
(25°), 1/10 mm 200 300 300 150 200 300
Evapor-Ductility Min 100 Min 80
arion{I5°),cm
residueTrichloroethane Min 98 Min 97solubility, %
Settlement (5days), % Max 5
Freeze stability- A -
(-5°C)
Typical applicationB C D I E F C
H
A. Coarse particles shall not be found
B . Penetration macadam and surface treatment during warm seasons
C. Penetration macadam and surface treatment during cold seasons
D. Prime coat and cure coat of cement stabilized layer. E. Tack coat
F. Mixing of coarse graded aggregate. G. Mixing of fine graded aggregate
H. Mixing of aggregates with soils