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In Joint Venture
1
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for al l my p resentat ions , please visi t
http:/ /aproadbui ldqa.blogspot.com
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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
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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
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5
Different Pavement Types
Subbase
Subgrade
Base
Asphalt Layer
Subbase
Subgrade
Concrete Section Asphalt Section
Rigid Pavement Flexible Pavement
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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.
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DISADVANTAGES OF CONCRETE ROADS
Problems of Underground Utilities
Do not Permit Stage Construction
Energy Content of ConcretePavements is high
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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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
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Dispersion of entrapped air with the addition of
plasticizer 24
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25
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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
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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
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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
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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
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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
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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
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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
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TPQA Inspection of Madnur ZP Road to Peddapattupalem
C.C Road with texture.
33
C t C i
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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
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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
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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
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TPQA Inspection of R&B Road to Pinnivaripalem C.C Road
Curing by ponding.
37
Surface due to ineffective curing before ponding
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Surface due to ineffective curing before ponding
38
TPQA-NCRMP inspection of Kothapatnam RCS in
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TPQA NCRMP inspection of Kothapatnam RCS in Visakhapatnam dist. On 15.05.2013. Cube casting.
39
TPQA-NCRMP inspection of Kothapatnam RCS in
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TPQA NCRMP inspection of Kothapatnam RCS in Visakhapatnam dist. On 15.05.2013. Slump checking.
40
TPQA-NCRMP inspection of Kothapatnam RCS in
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TPQA NCRMP inspection of Kothapatnam RCS in Visakhapatnam district on 15.05.2013. Slump checking.
41
TPQA-NCRMP inspection of Kothapatnam RCS in
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TPQA NCRMP inspection of Kothapatnam RCS in Visakhapatnam district on 15.05.2013.
Material gradation checking.
42
TPQA-NCRMP inspection of Kothapatnam RCS in
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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
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Q p
Revupolavaram Cyclone shelter in Visakhapatnam district on
26.03.2013. Gunny rolls used for primary curing.
44
TPQA-NCRMP inspection of Kothapatnam RCS in
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Q p p Visakhapatnam district on 15.05.2013. Coconut cover
waste for secondary curing
45
TPQA-NCRMP inspection of Kothapatnam RCS in
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Q p p Visakhapatnam dist. On 25.05.2013. secondary curing
46
TPQA-NCRMP inspection of Kothapatnam RCS in
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Q p p Visakhapatnam district on 25.05.2013.
47
TPQA-NCRMP inspection of Kothapatnam RCS in
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Q p p Visakhapatnam district on 25.05.2013. Dowel bars
48
TPQA Inspection of KEM R&B Road to E.Pallepalem. Concreting in
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progress.
49
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TPQA Inspection of KEM R&B Road to E.Pallepalem –
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Leveling or finishing of C.C surface.
51
TPQA Inspection of KEM R&B Road to E.Pallepalem –
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Checking the width of C.C Road.
52
7/27/2019 Construction and QC in Rigid Pavements for Low Volume Rural Roads by D.V.Bhavanna Rao
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TPQA Inspection of KEM R&B Road to E.Pallepalem –
7/27/2019 Construction and QC in Rigid Pavements for Low Volume Rural Roads by D.V.Bhavanna Rao
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Compaction of oncrete.
54
TPQA Inspection of KEM R&B Road to E.Pallepalem –
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Compaction of C.C Road.
55
TPQA Inspection of KEM R&B Road to E.Pallepalem –
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56
MORD 1501.7 Separation membrane
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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
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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:
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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
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60
7/27/2019 Construction and QC in Rigid Pavements for Low Volume Rural Roads by D.V.Bhavanna Rao
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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
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Construction Joint details 62
MORD 1501 8 5 E i J i t
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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
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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
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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.
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Observe the bulkhead used to retain concrete
66
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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
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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
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CC road jo int wi th new b r idge 69
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CC road join t with exist ing cu lvert/ br idge 70
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Details of expansion joint and sealing 71
MORD1501.8.6 Long itud inal Jo in ts:
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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
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Details of longitudinal joint and sealing 73
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Groove cutting machine
74
Contraction joint 3 to 5 mm wide
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1/3 to 1/4 in depth
75
Mohammadalipalem road in Guntur District. Joint cutting
7/27/2019 Construction and QC in Rigid Pavements for Low Volume Rural Roads by D.V.Bhavanna Rao
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76
Mohammadalipalem road in Guntur District. Joint cutting
7/27/2019 Construction and QC in Rigid Pavements for Low Volume Rural Roads by D.V.Bhavanna Rao
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77
Mohammadalipalem road in Guntur District.
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78
Mohammadalipalem road in Guntur District
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79
Mohammadalipalem road in Guntur District. Key wallshuttering
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shuttering
80
Mohammadalipalem road in Guntur District.Plate vibratory compaction.
7/27/2019 Construction and QC in Rigid Pavements for Low Volume Rural Roads by D.V.Bhavanna Rao
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Plate vibratory compaction.
81
Mohammadalipalem road in Guntur District
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82
Mohammadalipalem road in Guntur District
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83
Mohammadalipalem road in Guntur District
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84
Mohammadalipalem road in Guntur District
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85
Mohammadalipalem road in Guntur District
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86
Mohammadalipalem road in Guntur District
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87
Hanumantnagar road in Bapatla mandal in Guntur District. CCroad under finishing
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g
88
Hanumantnagar road in Bapatla mandal in Guntur District.
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89
Hanumantnagar road in Bapatla mandal in Guntur District. CCroad thickness being verified.
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g
90
TPQA inspection of R&B road to Mohammadalipalem road inGuntur District 0n 22-11-2011. Verifying outside
7/27/2019 Construction and QC in Rigid Pavements for Low Volume Rural Roads by D.V.Bhavanna Rao
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measurements.
91
TPQA inspection of R&B road to Mohammadalipalem road inGuntur District 0n 22-11-2011. Concrete strength testing by
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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.
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93
Causes of cracking in concrete roads
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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)
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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
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Crack caused by late joint sawing96
PQC concreting commenced over 125 micron thick plasticsheet as separation membrane
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97
Preparation for slump test, casting cubes (150 mm)
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Preparation for slump test, casting cubes (150 mm)
and beams(70 х 15 х 15 cm)
Concrete Cores in CC roads:
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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
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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
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depth and compressive strength.
101
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
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depth and compressive strength.
102
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
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depth and compressive strength.
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
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compressive strength of M30 concrete.
104
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
7/27/2019 Construction and QC in Rigid Pavements for Low Volume Rural Roads by D.V.Bhavanna Rao
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compressive strength of M30 concrete.
105
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
7/27/2019 Construction and QC in Rigid Pavements for Low Volume Rural Roads by D.V.Bhavanna Rao
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compressive strength of M30 concrete.
106
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
7/27/2019 Construction and QC in Rigid Pavements for Low Volume Rural Roads by D.V.Bhavanna Rao
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compressive strength of M30 concrete.
107
MORD Table 1800.8, Frequency of Quali ty Con tro l Tests fo r
Paving Quali ty Cement Concrete Pavement
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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
Paving Quali ty Cement Concrete Pavement
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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
Paving Quali ty Cement Concrete Pavement
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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
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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