concrete road-pavement-repair and maintainence manaul

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MANUAL

FORMAINTENANCE

AND

REPAIR

OF

CEMENT CONCRETE PAVEMENT

SEPTEMBER 1992

DIRECTORATE GENERAL OF HIGHWAYS

DIRECTORATE OF URBAN ROAD



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



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



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



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;



(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.

2



(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.

3



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

4



(Continued)


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

5



(Continued)


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

6



longHudiool

joints

Transverse

joints

~

~-. _ _ _ -

Plasti<: shrinkopecrackin.g

Fig.-3.1 Surface Damages

7



Longitudinal'oints

Shallow

SpoIl ing

De e pspott ing.

Transverse

joints

Cracks.atjo-ints

Fig.-3.2 Joint Damages



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

9



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



(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)

1 1



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:

12



(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

13



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.

14



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



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.

1 6



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.

1 7



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 )

18



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.

19



(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.

20



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.

21



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

22



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.

23



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.

24



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

25



(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.

26



(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.

27



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

28



(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.

29



(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

30



(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.

31



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.

32



~: 3X.3: 6X6

(Unit:mm)

Fig-9.11 Example of Shape of Grooving

Photo.9.2 Example of Grooving

Photo.9.3 Grooving Machine

33



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.

34



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.

35



(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.

36



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.

37



(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.

38



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.

39



( 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

40



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 .

41



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.

42



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.

43



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

concrete road-pavement-repair and maintainence manaul

Documents