2. DLC M 10 at 7 days
PQC M 40
Road Crust
Road Composition
Vehicle
450
Sub Grade 9% CBR /Permeability 30 m/day
300mm
Sub Base GSB/DL 27% CBR
Embankment 3% CBR
Ground Level
Agg size 3 time decreases, Permeability 3 times decreases
4. Modulus of Subgrade Reaction ‘k’ value
k value =
Load, kg on 750 mm plate
(area cm2*0.125 cm)
kg/cm2/cm or MPa/m
Soaked
CBR
2 3 4 5 7 10 15 20 50
k Value
MPa/m
21 28 35 42 48 50 62 69 140
5. Rigid Pavement Flexible pavement
750 mm 200 mm
Deflection 0.2 mm 1 mm
or 200 micron
DESIGN DESIGN
K value/modulus of CBR %
subgrade reaction = (Load/1370kg)100
Load/(Plate area*1.25 mm))
kg/cm2/cm 5
6. Determines the spring constant “K”
K= F/d ( Total applied load)/ (Deflection)
Slab and beam type bridges
K < 100 kN/mm - flexible
100<K < 250 kN/mm - Semi Rigid
250<K < 400 kN/mm - RP/ stiff
K > 400 kN/mm- - very stiff Air Field/Girder
7. Choice and Economics
Built up areas
Poor Drainage
Heavy rain fall & Flood Prone Area
Water logging
Aggregates are costly
Poor soil condition
Cost of flexible pavement - 25% less than RP
7
9. NEED OF JOINTS
RIGID PAVEMENT Flexible Pavement Deck Slab
Contraction joint,
longitudinal joint,
expansion joints
No Joints Only Expansion
Joints
Reasons Reasons Reasons
White in colour,
donot absorb heat,
so temperature
gradient
Black in colour, no
temperature gradient
White in Colour
but Reinforced
concrete,
∆ t too less
Warping/curling No warping No warping
Drying shrinkage Not much shrinkage Expansion
contract/RCC
9
Friction between
Sub base and PQC
Each layer bonded No bottom layer
10. L–Section of Rigid Pavement
Joint Spacing
3 - 6 m
Dowels PQC M40
Sub base, DLC
Granular Sub Base (GSB) OR Drainage Layer
Sub-grade, Compacted Natural Formation camber 2 %
• Jointed Plain with dowels
11. TABLE6. RECOMMENDEDDIMENSIONSOFDOWELBARS FOR RIGID
PAVEMENTS ( PCA1980)
Slabthickness
mm
Dowelbar details
Diameter, mm Length, mm Spacing, mm
200 25 360 300
230 30 400 300
250 32 450 300
280 36 450 300
300 38 500 300
350 38 500 300
13. d2
d1
If d2/d1≤ 0.6, the Transverse joint is damaged
or d2 > 0.6 d1
If d2/d1≤ 0.4, the Longitudinal joint is damaged
or d2 > 0.4 d1
LOA
D
13
Evaluation of Load Transfer Efficiency at
Joints
17. Carry out FWD deflection test in outer lane at 500m
Inner lane, if developing cracks should also be tested
Deflections abnormal - Collect data at closer interval
deflectio
n
Distance 17
Evaluation Process
18. Jointed Reinforced
In steep terrain, Fill up area, super elevation
L/B>1.5
10 - 20 m
Dowels
Slab
Base
Welded Wire Fabric
(0,1 - 0,2 %)
20. 20
Contraction Joints Placement of dowel bars Crack below
Longitudinal Joints Transverse Joints Contraction Jt.
-Plan Load transverse device
Contraction Joints
Dowel bars Placement
If no dowel bars. Dummy Contraction Joi
21. 21
Expansion Joint/
Contraction Joint Without Gap
Dowel Bars ( ~25 – 38 mm) Plain
IS: 432
Longitudinal/ Construction Joint
Tie Bars ~ 12-16 mm deformed
IS: 1786
23. Manual 1948
Price Rs 1
First Mechanised Road NH -2, h= 300 mm NHDP G Q
IInd Mechanised Road Yamuna Expressway,
h= 320 mm
24. Maximum Utilization
Coarse
agg
Type Plain Cement
Concrete
Reinforced
Concrete
Lean Concrete
Less than M 15
Iron Slag 50 25 100
Steel Slag 25 nil 100
RCA 25 20 upto M 25 100
Copper slag 40 35 50
RCA 25 20 upto M 25 100
Chlorides = 0.5%
Sulphates = 0.04 %
Water absorption = 5% upto 10% With precaution
25. Wrong Right -----MORD 1501 p412
Direction of traffic
Length of panel in direction of traffic) shall not be
less than width of panel
31
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Case 1 = Stress -10,000*450/350*30*30 = 14 kg/cm2
Case 2 = Stress - 10,000*350/450*30*30 = 9 kg/cm2
27. Density
S.N
o.
Type of work Maximum laboratory dry
unit weight when tested
as per IS: 2720 (Part 8)
1. Embankments up to 3
metres height, not subjected
to extensive flooding
Not less than 15.2 kN/cu.m
2. Embankments exceeding 3
metres height or
embankments of any height
subject to long periods of
inundation
Not less than 16.0 kN/cu.m
3. Subgrade and earthen
shoulders/verges/backfill
Not less than 17.5 kN/cu.m
28. Compaction - embankment and subgrade
No Type of
work/material
Relative compaction as
percentage of max. laboratory
dry densiy as per IS: 2720
(Part 8)
1. Subgrade and
earthen
shoulders
Not less than 97
2. Embankment Not less than 95
3. Expansive
clays
(a) Subgrade
and 500
mm
portion
just
below the
subgrade
(b) Remainin
g portion
of
embankm
Not allowed
Not less than 90
34. • Slump of concrete mix for pavements
compacted by vibration using paving trains
• 25 ± 10 mm
Flexural MPa vs Compressive in MPa =
fcr = 0.7 √(fck)
35. Finished
Road
• Tining (Texture depth ) 3mm Width
4 mm Depth
• Brooming (Texture depth ) 1.0+0.25 mm
• No undulation in form work
• Widening/transition Step/tied
• Density 97% in PQC
• Air < 3%
39. CROSS-SECTION
tied shoulder
Camber not Shown
SUB-GRADE
EMBANKMENT
Dowel bars across transverse Joints not shown for
clarity
SUB-BASE (DLC)
DRAINAGE LAYER
FIGURE 1.4 - RIGID PAVEMENT TYPICAL CROSS-SECTION
LONGITIDINAL JOINT
TIE BAR
BASE (PQC)
DEBONDING/SEPARATION MEMBRANE
WHY DLC M10:
1. Levelling Course/levelled platform
2. To move paver smoothly @ 1m/min
3. Sub base to take some load
4. To modify subgrade CBR indirectly
51. Acceptance Criteria DLC MORTH
• Longitudinal joint staged by 350 mm
• Construction joint by about 900 mm
• Curing compound gets tackiness spread
hessian.
• 0.2 Litre /sq m
• Six cubes Minimum /day
• 100 m length trial in 2 days
• Insitu density 98% -601.6.5.1
57
52. MORTH- DLC
• 3 samples /1000 sqm cubes -903.5.1.1
• Square plate 7500-14000 sq. mm compaction
• For 1 min 30-40 kg load. -903.5.1.1
• Thickness not less than 8 mm- 903.5.1.3
• Repaired with lean concrete 10 mm down
58
55. Slip Form Pavers of
width 15-16 m
Two layer
construction
61
WHY POLYTHENE SHEET ?
1. Crack arresting layer as
no joints in DLC
2. Water Proof layer
3. Insulating layer
4. Reduce friction
Double ply paper
In Airfield 500 micron thick
Two coat wax based curing compou
56. Take care- tipper shall not fall on paver
62
Take care- Alignment, location of Do-well bars/Tie bar
Take
care-
Slump
15-40
mm,
M 40
PQC
M 10 DLC
at 7 d
69. IS: 8142 Setting Time of Concrete
• Initial Setting Time - Elapsed time, after
initial contact of cement and water, required
for mortar (sieved from concrete ) to reach a
penetration resistance of
3.43 N/mm2 ( 35 kgf/cm2 ).
• = Load in kg/area of plunger
• Final Setting Time - Elapsed time, after
initial contact of cement and water, required
for mortar ( sieved from concrete ) to reach
a penetration resistance of
26.97 N/mm2 ( 275 kgf/cm2).
71. WHY- Contraction Joint - 4.5 m
Drying Shrinkage = 0.06%
So for 100 mm = 0.06 mm
For 1 mm = 0.06/100 mm
= 0.0006 mm
so in 4.5 m or 4500 mm: = 0.0006mm*4500
= 2.7 mm
Required Contraction Joint width = ~3 mm
72. Expansion Joint say 140 m?
Coefficient of Thermal Expansion, α
= 10*10-6 mm/mm/oC
in 1mm increase in length = 10*10-6 mm/oC
in 140000mm increase =140 000*10*10-6 mm/oC
for Temp gradient /oC = 1.4 mm /oC
So for ∆ t = 15oC change in India
Required Expansion Joint width 1.4 mm *15oC= ~ 20 mm
75. How to minimise cracks Over Dowel bars ?
• Tamping device should be attached to finishing
mould to achieve proper consolidation of
concrete around bars.
• In case of high slump when tamper device is
used, there is chance of moving dowel out of
position.
• Speed of the paver 1 m /min,
• Temperature 25-30 oC
81
76. In continue
• Deposited concrete shall be struck off by means of the
strike off plate /metering gate or a screw auger.
• Spreading Plough extend across whole width of slab.
• Electrical vibrators operate at variable speed from 9000
to 12000 vpm.
82
82. In case of doubt -Concrete cores are cut :
Core 85% Av and Individual 75%
Rate of Loading 140 kg/sq cm/ minute
h/d ratio, n 1 1.4 1.8 2
Correction factor, f 0.89 0.93 0.98 1
f= 0.11 n +0.78, n=h/d
Equivalent cube strength = f X crushing strengthX1.25
84. As per IS 456
1. Load = full dead load +1.25 times the imposed load -24 hours
2. If in 24 hours of removal of load, structure does not recover
atleast 75% of the deflection under the imposed load
4. Repeated after a lapse of 72 hours, if recovery is <80%-
unacceptable
5. Deflection , mm < 40 ℓ2/D , ℓ - effective span m, D –overall depth in
mm, then it is not necessary to for recovery to be measured and
recovery provision shall not apply
6. Members other than flexural member – analysis
40*20 m*20 m/1000 mm = 16 mm
20 m length 1000 mm depth girder
87. TYRE BURSTING on High Speed Corridors
DOES
• Speed max 100 km/h
• Hardness of top surfac
• Good Tyre/tube quality
• Specified tyre pressure
• Nitrogen
• Never apply break quickly
DONOTS
• Do not have old tyre /Bald
Tyre/ OLD TUBE
• Do not have – Very High or
low tyre pressure
• Do not have sharp
edges/spots in
PQC/Wearing course
• Do not have poor repaired
surface
88. TYRE BURSTING
1. Flattening of tyres
2. Fill air and petrol early morning
3. Proper removal of welds
4. Round edges of expansion joints
Weld properly grind Sharp edges to be rounde
89. e 1; Mix Proportion of Very High Strength Durable Concrete
Material Appx. Amount in kg/cubic m of concrete
Cement 780
Slag Fine 180
Silica Fume 180
Sand 370
Coarse aggregate 10 mm 816
Admixture 18
Water 158 95
M 200 Grade (2000kg/cm2) at 28 days
IIT Delhi M 500 at 28 days
90. Material Amount in
Kg
Density Absolute
Volume
cum
Cement 780 3150 0.2476
Slag Fine 180 2900 0.0620
Silica
Fume
180 2300 0.0783
Sand 370 2700 0.1370
Coarse
aggregate
+ 4.75 mm
816 2700 0.3022
Admixture 18 1210 0.0149
91. Figure 2 Figure 3 Figures 4 Figure 5.
Mobile Impact Crusher Mobile Cone Crusher Mobile Jaw Crusher Mobile VSI Crusher
MOBILE CRUSHERS
Two Lift Construction MOBILE
CRUSHERS
Automatic plastering
machine
95. • Category Length of crack m/sq m Value of C
• Slightly Cracked 1-2.5 C = 1.0
• Fairly Cracked 2.5-5.5 C = 0.75
• Moderately Cracked 5.5 -8.5 C = 0.55
• Badly Cracked 8.5-12 C= 0.35
• Unbonded Overlay:
Ho = [ h 2 - C. he 2] 1/2
• Partially bonded overlay
Ho = [ h 1.4 - C. he 1.4] 1/1.4
• Fully Bonded Overlay
Ho = [ h - C. he ]
