Construction and QC in Rigid Pavements for Low Volume Rural Roads by D.V.Bhavanna Rao

7/27/2019 Construction and QC in Rigid Pavements for Low Volume Rural Roads by D.V.Bhavanna Rao

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In Joint Venture

1



for al l my p resentat ions , please visi t

http:/ /aproadbui ldqa.blogspot.com

2



Important Publications for Rural Roads

1.Specifications for Rural Roads, MORD(2004).

2.Rural Roads Manual IRC:SP:20-2002.

3. MORD Quality Assurance Handbook

for Rural Roads Volume I and II :2007

4.Hill Road Manual: IRC:SP:48-1998.

5.IRC:SP: 72-2007: Guidelines for design

of flexible pavements for low volume RuralRoads

6. IRC:SP: 62-2004 Guidelines for Designof Rigid Pavements for Rural Roads

3



ADVANTAGES OF CONCRETE ROADS

Long Life

Practically Maintenance-Free PerformanceGood Riding Quality

Good Abrasion Resistance

Withstand Extremes of Weather

Exclusion of Water

Effect of oil Spillage Avoided

Skid Resistant

Used in Areas where soils have Poor Engineering Properties

Design Precision

Pollution –Free ConstructionGood Foundation for Strengthening

Fuel Saving

Economy in Life-Cycle Cost

4



5

Different Pavement Types

Subbase

Subgrade

Base

Asphalt Layer

Subbase

Subgrade

Concrete Section Asphalt Section

Rigid Pavement Flexible Pavement





Asphalt Layer

How Pavements Carry Loads

3000 kg.

pressure < 0.2 MPa

pressure 2.0 MPa

Concrete’s Rigidness spreads the load over alarge area and keeps pressures on the sub-grade

low.

3000 kg.

7



DISADVANTAGES OF CONCRETE ROADS

Problems of Underground Utilities

Do not Permit Stage Construction

Energy Content of ConcretePavements is high

8



Design Guidelines of IRC:58 areapplicable for roads having a daily

commercial traffic (vehicles with ladenweight more than 3t) over 150

Design guidelines contained inIRC:SP:62-2004 are applicable only for

low volume rural roads. It is alsoapplicable for conventional screed-compacted pavements and roller

compacted concrete pavements.9



Sub base for Rural Roads as per IRC:SP:62-

2004

1) It provides an uniform and reasonably

firm support

2) It prevents mud-pumping on sub-grade of

clays and silts

3) It acts as a levelling course on distorted,non-uniform and undulating sub-grade

4) It acts as a capillary cut-off 10



Thickness of sub-base

1)For a designed wheel load of 51 kN, 150mm thick

WBM or GSB may be provided

2) For a designed wheel load of 30 kN, 75mm thick

WBM or GSB may be provided.

Note: When the above type of sub-base is provided,

effective k value may be taken as 20% more than

k value of the sub-grade.

A plastic sheet of 125 micron thick shall be provided

over the sub-base to act as a separation layer

between the sub-base and concrete slab. 11



Zone Stages

Temperature Differential, ºC

in Slabs of Thickness

15

cm

20

cm

25

cm

30

cm

1

Punjab, U.P. Rajasthan, Haryana and North

M.P. excluding hilly regions and coastal

areas12.5 13.1 14.3 15.8

2

Bihar, West Bengal Assam and Eastern

Orrisa excluding hilly regions and coastal

areas15.6 16.4 16.6 16.8

3

Maharashtra, Karnataka, South M.P., Andhra

Pradesh, Western Orissa and North Tamil

Nadu excluding hilly regions and coastalareas

17.3 19.0 20.3 21.0

4Kerala and South Tamil Nadu excluding hilly

regions and coastal areas15.0 16.4 17.6 18.1

5 Coastal areas bounded by hills 14.6 15.8 16.2 17.0

6 Coastal areas unbounded by hills 15.5 17.0 19.0 19.2

Recommended Temperature Differentials for Concrete Slabs

as per IRC: SP:62-2004

12



The solution to cracking is notnecessarily to focus on increasing

concrete strength. Design strength

must be balanced with other factors

that affect cracking, such as volume

changes, curling and warping, loading,

weather and level of support

Curling and warping of slabs

13



Concretegrade

Pavement Thickness(mm)

Low Traffic(Wheel Load-30 kN)

Heavy Traffic(Wheel Load-51kN)

Zone-I Zone-II,IV,V,VI

Zone-III Zone-I Zone-II,IV,V,VI

Zone-III

Temperature Differential oC

< 15o 15.1o to17o

17. 1o to20o

<15o 15.1o to17o

17. 1o to20o

30 150 160 170 190 190 200

35 150 150 160 180 180 190

40 150 150 150 170 180 180

TABLE 5 : CONCRETE PAVEMENT THICKNESS FOR

RURAL ROADS as per IRC:SP 62-2004

Note: 1) maximum temperature is considered in the computation.

2) design thickness values are based on the 90-day strength.

CBR =4%, E=3.0X104 MPa, µ (Poisson’s ratio)=0.15,

Tyre Pressure=0.50MPa(For wheel load 30kN), 0.7MPa (for wheel load 51 kN),

Configuration of slab=3.75m x 3.75m 14



Cements that can be used as per IRC: 44-2008

Any o f the fol low ing types o f cements capable of

achiev ing the design st rength and durabi li ty may be

used w ith the prior appro val of the Eng ineer.

1. Ordinary Port land Cement , 33 grade, IS: 269

2. Ordinary Port land Cement, 43 grade, IS: 8112

3. Ordinary Port land Cement, 53 grade, IS: 12269

4. Port land Pozzalona Cement (f ly ash based, IS:

1489, part1

5. Por t land Slag Cement , IS: 455 15



Characterist ic

Requirements

33 grade

IS: 269-1989

43 grade

IS: 8112-

1989

53 grade

Is: 12269-1987

Minimum compressive

strength in N/mm 2

3 days

7 days

28 days

16

22

33

23

33

43

27

37

53

Fineness (m inimum ) (M 2 /K g) 225 225 225

Sett ing t im e (m inutes) Initial – (min imum)

Final – (maximum)

30

600

30

600

30

600

Soundness, expansion

Le Chatleier – (maximum ) mm

Au toc lave test –(maximum) %

10

0.80

10

0.80

10

0.80

Physical characteristic requirement of cement

16



IS Sieve

Size

Percent byWeight

Passing the

Sieve

26.5mm 10019 mm 80-100

9.5 mm 55-80

4.75 mm 35-60

0.600mm 10-35

0.075mm 0-8

MORD Table 1500.1: Combined Gradation of Coarse and fine

aggregates for CC roads

17



IS SieveDesignation

Percent passing for

Grading

Zone-I

Grading

Zone-II

Grading

Zone-III

Grading

Zone-IV

10mm 100 100 100 100

4.75mm 90 – 100 90 – 100 90 – 100 95 – 1002.36mm 60 – 95 75 – 100 85 – 100 95 – 100

1.18mm 30 – 70 55 – 90 75 – 100 90 – 100

600microns 15 – 34 35 – 59 60 – 79 80 – 100

300microns 5 – 20 8 – 30 12 – 40 15 – 50

150microns 0 – 10 0 – 10 0 – 10 0 - 15

Fine Aggregate as per Table 4 0f IS: 383

Applicable for CC roads and Buildings.

Zone IV is not allowable for RCC works and CD works

as per MORT&H and MORD Specifications 18



Zone-I sand

FM=3.32

Zone-II sand

F M =3.08

Zone-III sand.

F.M =2.75Zone-IV sand

FM=2.24

Fine aggregate as per IS:383 that can be used in PlainCement Concrete roads

19



IS SieveSize

Percent by Weight Passing the

Sieve40 mm 20 mm 12.5 mm

63 mm 100 -- --

40 mm 95-100 100 --

20 mm 30-70 95-100 100

12.5 mm -- -- 90-100

10 mm 10-35 25-55 40-85

4.75 mm 0-5 0-10 0-10

Requirements of coarse (graded size) aggregate as per table

2 of IS: 383 (MORD table 800.1 or MORT&H 1000-1)

Maximum size of Coarse aggregate may be as large as

possible within the limits specified, but in no case greater than ¼th

of minimum thickness of member or 10mm less than the clear

distance between individual reinforcement or 10mm less than clear

cover to any reinforcement.

Single size

aggregates

shall not be

used for

any

Concrete

item unless

specified

20

R i t f fi A t T bl 1000 2 f



IS Sieve

Designation

Percent passing for

GradingZone-I

GradingZone-II

GradingZone-III

10mm 100 100 100

4.75mm 90 – 100 90 – 100 90 – 100

2.36mm 60 –

95 75 –

100 85 –

100 1.18mm 30 – 70 55 – 90 75 – 100

600microns 15 – 34 35 – 59 60 – 79

300microns 5 – 20 8 – 30 12 – 40

150microns 0 –

10 0 –

10 0 –

10

Requirements of fine Aggregate as per Table 1000-2 of

MORT&H or table 4 of IS: 383

I II III

Clay lumps ≤ 4%,

Coal and lignite ≤ 1%

Material passing 75

micron IS sieve ≤

15% in case of

crushed sand

21



Permissible limits for solids in Water

Cl. 5.4 of IS: 456-2000

Tested as per

Permissible limt

maximum

Organic IS 3025 part 18 200 mg/l

Inorganic IS 3025 part 18 3000 mg/l

Sulphate as SO3 IS 3025 part 24 400 mg/l

Chloride as cl IS 3025 part 322000 mg/l for PCC

500 mg/l for RCC

Suspended matter IS 3025 part 18 2000 mg/l

Water for mixing and curing as per IS:456 and

IS:3025 Potable water (pH value 6 to 8) is generally

considered satisfactory for both mixing and curing.

pH value shall not be less than 6

22



Function of Plasticizers(Admixtures conforming to IS:6925 and IS:9103

may be used up to 2% by weight as per IS:456)

Fine cement particles being very small clump

together and flocculate when water is added to

concrete. This ionic attraction between theparticles trap considerable volume of water and

hence water required for workability of concrete

mix is not fully utilised. Negative charges are

induced on the fine cement particles causingflocks to disperse and release the entrapped water.

Water reducing admixtures or plasticizers therefore

help to increase the flow of the concrete mix

considerably. 23



Dispersion of entrapped air with the addition of

plasticizer 24



25



Coefficient of Permeability for different

W/C ratios

S.No W/C ratioCoefficient of

Permeability

1 0.35 1.05 x 10-3

2 0.50 10.30 x 10-3

3 0.65 1000 x 10-3

26



Placing of concrete

Concrete shall be deposited on the sub base to the

required depth and width in successive batches

and in continuous operation. Care shall be taken tosee that no segregation takes place. Spreading

shall be as uniform as possible and shall be

accompanied by shovels. While being placed, the

concrete shall be rodded with suitable tools so thatformation of voids or honeycomb pockets are

avoided.

27



MORD 1501.13 concreting in hot weather

No concreting shall be done when the concretetemperature is above 30°C measured at point of

placing and or when ambient temperature isabove 35°C. In adverse conditions, like hightemperature, low relative humidity, excessivewind velocity, imminence of rains etc. freshly laidconcrete shall be adequately protected by

tarpaulins.

MORD 1501.14: Concreting in cold weatherNo concreting shall be done when the concrete

temperature is below 5°C 28



Compaction of Concrete

Compaction is necessary to remove entrapped air

present in concrete after it is mixed, transported and placed.Compaction also eliminates stone pockets and remove all

types of voids. Consolidation is the process of making the

freshly placed PCC into a more uniform and compact mass

by eliminating undesirable air voids and causing it to movearound potential obstructions.

Vibrators work by rotating an eccentric weight which

causes the entire vibrator to move back and forth. This

movement excites particles within the PCC mass, causingthem to move closer together and better flow around

obstructions. On vibration, concrete mix gets fluidized

resulting in entrapped air raising to the surface and concrete

becoming denser 29



Guidelines for compaction with Pin Vibrator

1) Insert poker quickly and allow it to penetrate by

its own weight to the bottom of layer so that theentrapped air is removed uniformly.

2) Leave the poker in concrete for 10 seconds.

Compaction time depends on slump.

3) Poker must be inserted quickly, but withdrawal

must be slow so that the hole left by the poker is

filled up as it is being withdrawn.

4) Locations of poker insertion should be staggered.5) Avoid touching the form work (and reinforcement)

with poker.

6) Poker should extend up to 100mm into the

previous layer. 30

MORD 1501 17: Texturing



MORD 1501.17: Texturing

Just before the concrete becomes non plastic,

the surface shall be textured with an approved long

handled steel or fiber brush. The brush shall bepulled gently over the pavement surface

transversely from one edge to the other. Adjacent

strokes shall be slightly overlapped. Texturing shall

be perpendicular to the center line of the pavement.The corrugations so produced will be uniform in

character, width and about 1.5mm deep. Texturing

shall be completed before the concrete reaches

such a stage that the surface is likely to be torn or unduly roughened by the operation. Texturing shall

be free from porous or rough spots, irregularities,

depressions and small pockets.31

TPQA Inspection of Madnur ZP Road to Bapuji Yanadi Colony



TPQA Inspection of Madnur ZP Road to Bapuji Yanadi Colony.

Checking the width of C.C Road with texture.

32

TPQA Inspection of Madnur ZP Road to Peddapattupalem



TPQA Inspection of Madnur ZP Road to Peddapattupalem

C.C Road with texture.

33

C t C i



Concrete Curing

Curing is the process of maintaining a satisfactory

moisture content and favorable temperature in the

concrete during hydration of cementetiousmaterial so that the desired properties of the

concrete are developed. Its objective is specifically

to keep the concrete saturated until the water filled

spaces in the fresh cement paste are filled to thedesired extent by products of the hydration.

Continuouswatersupply

Water evaporation from

concrete surface

34



MORD 15001.18: Curing

After finishing, the pavement surface shall be

entirely covered with wet hessian cloth (minimum of

2 layers), burlap or jute mats. The coverings usedshall be of such size that when laid, will extend by

500mm beyond the slabs. They shall be placed as

soon as the concrete has set sufficiently to prevent

marring of the surface. They shall be maintained

fully wetted for 24 hours. The concrete slab shall not

be exposed for more than 30 minutes for saw cutting

of joints. After saw cutting of joints, it shall becovered and kept wet. Upon the removal of wet

covers after 24 hours, the slabs shall be thoroughly

wetted and then cured by ponding. Exposed edges

shall be banked with substantial amount of earth.35

Effects of Improper Curing



Effects of Improper Curing

Lowering of compressive and flexural strengths

Sanding and dusting of surface and lower abrasion

resistance

Higher permeability and lower durability

Cracks due to plastic shrinkage, drying shrinkage and

thermal cracking

Increased rate of Carbonation and chloride ingress

Lower weathering and frost resistance

36

TPQA Inspection of R&B Road to Pinnivaripalem- C C Road



TPQA Inspection of R&B Road to Pinnivaripalem C.C Road

Curing by ponding.

37

Surface due to ineffective curing before ponding



Surface due to ineffective curing before ponding

38

TPQA-NCRMP inspection of Kothapatnam RCS in



TPQA NCRMP inspection of Kothapatnam RCS in Visakhapatnam dist. On 15.05.2013. Cube casting.

39




TPQA NCRMP inspection of Kothapatnam RCS in Visakhapatnam dist. On 15.05.2013. Slump checking.

40




TPQA NCRMP inspection of Kothapatnam RCS in Visakhapatnam district on 15.05.2013. Slump checking.

41




TPQA NCRMP inspection of Kothapatnam RCS in Visakhapatnam district on 15.05.2013.

Material gradation checking.

42




TPQA NCRMP inspection of Kothapatnam RCS in Visakhapatnam district on 15.05.2013.

Temperature checking.

43

TPQA-NCRMP inspection of Road from R&B road to



Q p

Revupolavaram Cyclone shelter in Visakhapatnam district on

26.03.2013. Gunny rolls used for primary curing.

44




Q p p Visakhapatnam district on 15.05.2013. Coconut cover

waste for secondary curing

45




Q p p Visakhapatnam dist. On 25.05.2013. secondary curing

46




Q p p Visakhapatnam district on 25.05.2013.

47




Q p p Visakhapatnam district on 25.05.2013. Dowel bars

48

TPQA Inspection of KEM R&B Road to E.Pallepalem. Concreting in



progress.

49



TPQA Inspection of KEM R&B Road to E.Pallepalem –



Leveling or finishing of C.C surface.

51




Checking the width of C.C Road.

52






Compaction of oncrete.

54




Compaction of C.C Road.

55




56

MORD 1501.7 Separation membrane



MORD 1501.8.1 Formation Of Jo in ts

Saw cut t ing of joints of pavement slab as per

st ipulated dimensions should be done when

conc rete is nei ther too so f t nor too hard. Saw ing

operat ions should start as early as possible depend ing upon the season. The ini t ial saw cut t ing

and subsequent widening of groo ve shal l be done

w i th the help of saw cut t ing machine wi th diamond

studded blade.

MORD 1501.7 Separation membrane

A separat ion membrane shal l be used between the

concrete slab and sub-base. It shal l be

impregnable plast ic sheet 125 micro ns thick laid w ithou t creases. Before p lacing i t , the sub-base

shall be swept clean o f al l extraneous materials

57



Types Of Joints

a)Contraction Joints (Transverse)

b) Construction Joints (Transverse)

c) Expansion Joints (Transverse)

d) Longitudinal joints

58

MORD 1501 8 3 Contract io n jo in ts:



MORD 1501.8.3 Contract io n jo in ts:

The contract ion jo ints shal l consis t of a

mechanical ly sawn jo int groove 3mm to 5mm

w ide and ¼ to 1/3 of depth of slab as shown in

the drawings. The sawn jo ints sh al l be cut as

soon as the concrete has undergone in i t ia l

hardening and is st rong enough to bear the

weight of crew and cut t ing machine. These

jo in ts shall be subsequent ly w idened to 10mm

width and 20mm depth by app rop r iate saw to house the sealant. These join ts shal l be spaced

2.5m to 3.75m as per sketch in Fig.1500.1

However the length of panel (in d irect ion of

traf fic) shall no t be less than the w idth of panel .59



60



MORD 1501.8.4 Constru ct ion Jo ints :

Construct ion jo ints shal l be placed when

concret ing is completed after a day’s work or is

suspended for more than 30 m inutes . Cons truc t ion

jo in t shall be prov ided at the locat ion o f

contract ion jo int . The joint shal l be a bu tt joint .

Steel bulkhead shal l be used to retain the

concrete whi le surface is f in ished. The joint

shal l be widened to 10mm width and 20mm

depth to house the seal ing compound. No emergency jo int shall be al lowed in less than

2m dis tance of any preceding or succeeding

jo in t pos it ion .

61



Construction Joint details 62

MORD 1501 8 5 E i J i t



MORD 1501.8.5 Expans ion Jo ints

These shal l be pro vided only near the

bridges or culverts. The expansion joint shal l

consis t of a bi tumen impregnated jo int /pre-

moulded synthet ic jo int f i l ler board about

20mm thick comply ing w i th IS:1838 and dowel bars comply ing w ith cl 1501.9 or as speci f ied in

the drawing s. The dowel bars shall be passing

through the holes in the board. Fi l ler board

shall be posi t ioned vertically along the l ine of the joint within the tolerances as per

cl.1501.2.7. Adjacent slabs shall be ful ly

separated by the f i l ler board 63

MORD 1501 9 D l b f i j i t



MORD 1501.9 Dowel bars for expans ion join ts

Dowel bars shal l be mi ld s teel bars o f 25mm

dia., 500mm long and spaced at 250mm center

to center. They shal l be provided at mid depth

within a tolerance of ± 20mm. They shal l be

covered by thin p last ic sheathing no t th icker than 0.5mm for half leng th +50mm .

A closely f i tt ing cap of 100mm long o f water

proofed cardboard or synthet ic mater ial l ike

PVC shall be placed over the sheathed end of each dowel bar. An expansion gap f i l led w ith

compress ib le sponge/ thermocol is to be

prov ided.64

Expansion Joint at po ints of abu t ting st ructures



Expansion Joint at po ints of abu t ting st ructures

Dowels: 25mmdia., 500mm long and spaced at

250mmc/c

Filler board: compressible Joint filler 20mm ± 1.5mm

Filler depth 25mm ± 3mm lower than slab thickness

Dowel bars (MS rounds) to be covered with plastic

sheathing for ½ length +50mm65

Shuttering sheets for MS dowels just removed.



Observe the bulkhead used to retain concrete

66



Mild steel dowel rods with sheathing and caps.

Groove cutting in progress at expansion joints.

Filler board shall be in one piece only. 67

MORD1501.11.4.3.4 Paving near culverts and bridges



g g

Pipe culverts: Slab shal l be carr ied over pipe culverts

New cu lvert / br idge: Struc tural slab o f cu lvert / br idge shal l be extended o ver fu l l width of abutment cap.

During cast ing dowel bars shall be f ixed at the end

near expansion joint w ith the CC road. Exposed dowels

are covered w ith sheathing and cap etc. 12mm thick f i l ler board in case of culvert and 20mm thick f i l ler

board in case of bridge shal l be inserted before laying

the pavement slab. Fil ler board, w ith holes for dowels,

shal l be for fu l l pavement w idth and shal l be in one

length.

Exist ing br idge: Expans ion jo int shal l be prov ided at

either end between the paving slab and the culvert /

br idge slab 68



CC road jo int wi th new b r idge 69



CC road join t with exist ing cu lvert/ br idge 70



Details of expansion joint and sealing 71

MORD1501.8.6 Long itud inal Jo in ts:



They shal l be provided for two-lane road or

wherever shown in the drawings . For a sing le lane

road longi tudinal joint is not needed. The

concret ing in the ent i re width shal l be done in one

go and the longi tud inal joint shal l be saw cu t . It

shall be 3-5mm w ide and of depth equal to 1/3 rd

the depth o f slab ± 5mm . The joint shal l be w idened to a

groo ve of 6 to 8mm w idth and 12mm to 15mm depth

and sealed w ith ho t poured sealant as per clause

1501.22. Before sealant is poured , a baker th read o f non-combust ib le mater ial l ike jute thread or narial

rope shal l be pressed into the widened g roove so

as to leave unf i l led depth of 8mm to 10mm .72



Details of longitudinal joint and sealing 73



Groove cutting machine

74

Contraction joint 3 to 5 mm wide



1/3 to 1/4 in depth

75

Mohammadalipalem road in Guntur District. Joint cutting



76

Mohammadalipalem road in Guntur District. Joint cutting



77

Mohammadalipalem road in Guntur District.



78

Mohammadalipalem road in Guntur District



79

Mohammadalipalem road in Guntur District. Key wallshuttering



shuttering

80

Mohammadalipalem road in Guntur District.Plate vibratory compaction.



Plate vibratory compaction.

81




82




83




84




85




86




87

Hanumantnagar road in Bapatla mandal in Guntur District. CCroad under finishing



g

88

Hanumantnagar road in Bapatla mandal in Guntur District.



89

Hanumantnagar road in Bapatla mandal in Guntur District. CCroad thickness being verified.



g

90

TPQA inspection of R&B road to Mohammadalipalem road inGuntur District 0n 22-11-2011. Verifying outside



measurements.

91

TPQA inspection of R&B road to Mohammadalipalem road inGuntur District 0n 22-11-2011. Concrete strength testing by



rebound hammer which gives an approximate indication

92

TPQA inspection of R&B road to Mohammadalipalem road inGuntur District 0n 22-11-2011. Cube testing in the laboratory.



93

Causes of cracking in concrete roads



1) Plastic shrinkage of concrete surface due

to rapid loss of moisture

2) Drying shrinkage

3) High wind velocity associated with low

humidity

4) High ambient temperature

5) Delayed sawing of joints94

Shrinkage cracking probably due to late sawing (left)Joint raveling due to early sawing (right)



Timing the Sawing Wind ow: Joints are usually

constructed by saw-cutting the concrete a few hours

after placing. The optimum period of time to saw

contraction joints is known as the sawing window.The sawing window for conventional saws generally

begins when concrete is strong enough not to

ravel excessively along the saw cut. The window

ends when significant shrinkage occurs that induces

uncontrolled cracking

95



Crack caused by late joint sawing96

PQC concreting commenced over 125 micron thick plasticsheet as separation membrane



97

Preparation for slump test, casting cubes (150 mm)



Preparation for slump test, casting cubes (150 mm)

and beams(70 х 15 х 15 cm)

Concrete Cores in CC roads:



Crushing strength of cylindrical specimens

=0.8×crushing strength of cubes when the height todiameter ratio of core is 2.

Crushing strength of cylinders with height to diameter

ratio between 1 and 2 may be multiplied by a correction

factor f = 0.11n+0.78 where n is height to diameter ratio.Number of cores = minimum 3

The concrete in the core test shall be considered

acceptable if the average equivalent cube strength of the

cores is at least 85% of the cube strength of the grade of

concrete specified for the corresponding age and no

individual core has a strength less than 75%99

Acceptance Criteria for Cracked Concrete Slabs



Slabs with full depth cracks are totally

unacceptable as it amounts to structural failures.Other cracks which are deep and are likely to progress

in depth with time are also to be considered as serious

in nature. Fine crazy cracks are not serious.

Slabs with cracks having depth more than half slabdepth shall not be accepted.

Following type of cracked slabs are acceptable:

1) Length of single crack shall not be more than

750mm, eventhough its depth is less than half of slabdepth.

2) Cumulative length of cracks with depth of crack less

than half depth of slab in a panel not more than

1250mm100

TPQA inspection of R&B road to Mohammadalipalem road inGuntur District 0n 11-02-2012. Core cutting to verify inner

d th d i t th



depth and compressive strength.

101


d th d i t th




102


d th d i t th




103

TPQA inspection of R&B road to Mohammadalipalem road inGuntur District 0n 14-02-2012. Core testing for assessing

i t th f M30 t



compressive strength of M30 concrete.

104


i t th f M30 t




105


i t th f M30 t




106


i t th f M30 t




107

MORD Table 1800.8, Frequency of Quali ty Con tro l Tests fo r

Paving Quali ty Cement Concrete Pavement



Levels and Al ignment

Level Tolerance To be checked for each day’s work (clause 1802.3)

Surface Regularity

Longitudinal & TransverseRegularly

Width of Pavement andposition of paving edges

To be checked for each day’s work (clause 1802.3)

Pavement Thickness Regularly at grid points

Alignment of joints To be checked for each day’s work

Depth of Dowel bars To be checked for each day’s work

108

MORD Table 1800.8, Frequency of Quali ty Con tro l Tests fo r




Cement and Water

Item Test

methodfrequency

Cement:Physical and

Chemical tests

IS: 269, IS:455, 1489,

IS:8112

IS: 12269

One for each source of supply

and occasionally when called

for in case of long/ improper

storage. Besides, the contractor

shall also submit daily test data

on cement released by the

manufacturer.Water

Chemical

Tests

IS: 456

Once for Approval of source of

supply, subsequently in case of

doubt

109

MORD Table 1800.-8, Frequency of Quali ty Con tro l Tests fo r




Coarse and Fine Agg regates

Test Test Method Frequency

AIV IS: 2386-part 4 1 test per source

FIV IS: 2386-part 1 1 test per source

Deleterious

constituentsIS: 2386 part 2 1 test fo each day’s work

Water

Absorption/

Content

IS: 2386-part 3

Regularly as required subject to a

minimum of 1 test a day for

coarse aggregate and 2 tests a

day for fine aggregates.

Soundness IS: 2386-part 5 1 test per source

Gradation IS: 2386-part 1 1 test per each day’s work

Alkali Aggregate

ReactionIS: 2386-part 7 1 test per source

110

MORD Table 1800-8, Frequency o f Quali ty Contro l

Tests fo r Paving Qual i ty



g y

Cement Conc rete Pavement

Conc rete for pavement

Strength of Concrete IS:516

Minimum 6 cubes and 6

beams per day’s work(3 each for 7 day 28 day

strength).

Workability

of frshconcrete

Slump test

IS: 1199

1 test per 3 cubic meters of

concrete at paving site or 1test for each dumper laid at

plant site

Documents

Construction and QC in Rigid Pavements for Low Volume Rural Roads by D.V.Bhavanna Rao