Pre Submission Seminar on latests trends

Useful as a model

1. STUDYING OF STRESSES ON ULTRA
THIN AND THIN WHITETOPPING
M VENKATA MAHESWARA REDDY
Roll No. 14PH0109
Department of Civil Engineering
SUPERVISOR :
Prof.S. KRISHNAIAH
JNTUA ANANTAPURAM

2. Introduction
Road transport is crucial for a country's economic development,
significantly impacting its growth rate, structure, and pattern.
Every year, a substantial part of the budget is dedicated to
enhancing the road network
India, with the second-largest road network globally, covers about
63.32 lakh kilometres and includes National highways, State
highways., District roads, and Rural roads.
National Highways constitute 2.19%, State Highways 3.0%,
District roads 10.17%, and Rural Roads a significant 72.97%.
India's roads handle over 71% of freight and 85% of passenger
traffic, with 98% paved with Hot Mix Asphalt

3. Introduction
There is a surge in automobile numbers necessitates not only new
road construction but also the maintenance and rehabilitation of
existing networks
Pavements are susceptible to damage from wheel loads,
temperature fluctuations, and environmental factors, requiring
timely rehabilitation.
Whitetopping technology is gaining traction worldwide for
pavement rehabilitation, with India witnessing conventional and
thin White topping overlays since 2003
Whitetopping is classified based on their thickness and bond with
the lower layer of pavement.

4. Classification of Whitetopping
Conventional Whitetopping:
•Conventional White topping involves overlaying a concrete layer of
more than 200 mm thickness onto the HMA/DLC pavement
without bonding. It is an Unbounded Overlay
Thin White topping:
•Thin Whitetopping involves overlaying a concrete layer of 100-200
mm thickness onto the HMA/DLC pavement and. It is a
bounded/Partially Bonded overlay techniques. Joints are at
shorter Spacing from 0.6 m to 1.25 m
•High Strength Concrete with fibers are generally used.
•Bonding between the layers may be ignored in the design.

5. Introduction Cont…
Ultra Thin Whitetopping:
•Ultra Thin Whitetopping involves overlaying a concrete layer of
50-100 mm thickness onto the HMA/DLC pavement.
•Joints are at shorter Spacing from 0.6 m to 1.25 m
•Ultra-Thin White topping overlays are always bonded and
composite with the HMA/DLC layer.The composite action between
the concrete and HMA/DLC layers enhances load transfer and
improves pavement performance.
•High strength Concrete with fibers are normally adopted.

6. Introduction Cont…
FUNDAMENTAL BEHAVIOUR OF WHITE TOPPING
•Thin and Ultra-thin Whitetopping overlays are based on the
composite pavement structure concept. Due to composite action
among the top layer of the pavement and the bottom layer of
deteriorated HMA layer.
•The neutral axis shifts downward, so that predominant of the PCC
slab which comes under the compression.
•Compare to conventional PCC pavements bonded white topping
requires less thickness to carry the load.
•A smaller panel size decreases flexural stresses , When the Base and
CC layers bond together, the overall flexural stiffness increases,
causing a decrease in flexural tensile stress in the CC tensile stress in
the CC layer

7. FUNDAMETAL BEHAVIOR OF
WHITETOPPING

8. OBJECTIVES OF RESEARCH
• Thorough literature review to understand the state-of-the-art in
Whitetopping technology, including international projects and
advancements in material science.
• Investigate the mechanical and durability properties of High Strength
fiber-reinforced binary concrete that includes ground granulated blast
furnace slag (GGBS) , fly ash and Macro Synthetic Fibers .
•Finite element analysis (FEA) using ANSYS Software to predict the
structural behaviour of TWT under legal axle wheel loading and
temperatures conditions at corner region and material compositions.
• Establish a test track to validate the findings of the FEA and assess the
real-world performance of TWT pavements.
•Draw conclusions based on the research findings and provide
recommendations for the future implementation and improvement of TWT
technology in India.

9. RESEARCH METHODOLOGY FLOW CHART
Material Procurement,
Mix Design, Mechanical
and Durability Properties
of Concrete
Fiber Reinforced Concrete for
thin white topping
Experimental
Investigation on Mix
Design
Field investigation Simulation Model
Laying TWT Test Track ,
Insert Strain Gauges and
Temperature Sensors
FEM MODEL USING
ANSYS
E, F
CK, & M
R
Applying Legal axle wheel load

Evaluation of Corner Load
Stresses , Thermal Stresses
Measurement of strains by
applying Legal Axle wheel
Load and temperatures from
Temperature Sensors
Validation, Result &
Conclusions

10. Materials and Methodology
Cement : OPC of grade 53 of Ultra Tech cement conforming to IS
12269:1987 is used for the experimental investigation. Test was performed
at M/s Stredent Techno Clinic (P) Ltd, Hyderabad

11. Materials and Methodology
Fine Aggregate: River sand is used as fine aggregate (FA) conforming to
zone II of IS 383-1970,used in the experimental investigation with a
specific gravity of 2.7. Test was performed at M/s Stredent Techno Clinic
(P) Ltd, Hyderabad

12. Materials and d Methodology
Coarse Aggregate: Local Quarry material is used as
coarse aggregate of 20 mm down size confirming to as per IS: 383-
2016,used in the experimental investigation with a specific gravity of 2.64.
Test was performed at M/s Stredent Techno Clinic (P) Ltd, Hyderabad

13. Materials and Methodology
Chemical Admixture (superplasticizer) : Master Glenium Sky
8609 is a high-range water-reducing admixture
manufactured by M/s. Master Builders Solutions India
Pvt. Ltd. It conforms to the requirements specified in IS :
9103, which is the Indian Standard for admixtures for
concrete. Admixtures like Glenium Sky 8609 are used in
concrete to improve workability, reduce water content, and
enhance strength characteristics.
Water : Potable water is used for mixing of concrete as per Irc-
15-.

14. Materials and Methodology
6)Macro Synthetic Fibers: BELMIX™- M Fibers are high
performance macro synthetic fiber conforming to ASTM C1116
Type III and manufactured specifically for the reinforcement of
concrete.
Properties of Macro Synthetic Fibers
Density 0.910 gm/cm3
Length 45-50mm
Diameter 0.8-1.8mm
Tensile Strength >500 Mpa
Modulus of Elasticity>/= 7000 Mpa
Melting Point 170°C
Crack Elongation 12-40%

15. Materials and Methodology
7)Mineral Admixture GGBS: Ground Granulated Blast Furnace Slag is a
by-product of the iron-making process in steel production. GGBS is similar
to Portland cement in its chemical composition but has superior
cementatious properties, making it a valuable supplementary cementatious
material. Procured from JSW Ltd, Hyderabad.
Physical properties of GGBS
Source: JSW
Specific Gravity 2.86
Fineness – Specific surface in
m2/kg by Blaine’s permeability
method
388
Residue on 45 micron sieve in %NIL
Slag Activity Index (%)
7 days
28 days
89.8
100.2

16. 8)Mineral Admixture FLY ASH: Fly ash is a fine powder consisting
mostly of spherical glassy particles that are produced as a byproduct in
coal combustion processes. Fly ash is used as a partial replacement for
Portland cement in concrete. This helps to reduce the amount of
cement needed for construction, can lower carbon emissions associated
with cement production and decrease costs.

Properties of Fly Ash
Source: Kakatiya Thermal Power Plant
Specific Gravity 2.86
Fineness – Specific surface in m2/kg
by Blaine’s permeability method388
Residue on 45 micron sieve(%) NIL
Slag Activity Index (%)
7 days
28 days
89.8
100.2
Materials and Methodology

17. Mix IDW/C
Cement
(kg/m
3
)
Macro
synthetic
fibres (MSF)
%
Cementitious
material (kg/m
3
)
Fine
Aggregate
(kg/m
3
)
Coarse
Aggregate
(kg/m
3
)
Admixture
(kg/m
3
)
GGBS
FA
(20%)
SP0 0.36 450 0.0 0.0 0.0 758.40 1026.80 0.90
SP1 0.36 450 0.5 0.0 0.0 758.40 1026.80 0.90
SP2 0.36 450 1.0 0.0 0.0 758.40 1026.80 0.90
SP3 0.36 450 1.5 0.0 0.0 758.40 1026.80 0.90
SP4 0.36 450 2.0 0.0 0.0 758.40 1026.80 0.90
SP5 0.36 270 0.0 90 (20%) 90 758.40 1026.80 0.90
SP6 0.36 248 0.0 112 (25%) 90 758.40 1026.80 0.90
SP7 0.36 225 0.0 135(30%) 90 758.40 1026.80 0.90
SP8 0.36 203 0.0 157(35%) 90 758.40 1026.80 0.90
SP9 0.36 180 0.0 180(40%) 90 758.40 1026.80 0.90
SP10 0.36 270 0.5 90 (20%) 90 758.40 1026.80 0.90
SP11 0.36 248 0.5 112 (25%) 90 758.40 1026.80 0.90
SP12 0.36 225 0.5 135(30%) 90 758.40 1026.80 0.90
SP13 0.36 203 0.5 157(35%) 90 758.40 1026.80 0.90
SP14 0.36 180 0.5 180(40%) 90 758.40 1026.80 0.90
Mix Design of Fiber Reinforced M40 Concrete

18. Mix IDW/C
Cement
(kg/m
3
)
Macro
synthetic fibres
(MSF) %
Cementitious
material (kg/m
3
) Fine
Aggregate
(kg/m
3
)
Coarse
Aggregate
(kg/m
3
)
Admixture
(kg/m
3
)
GGBS
FA
(20%)
SP15 0.36 270 1.0 90 (20%) 90 758.40 1026.80 0.90
SP16 0.36 248 1.0 112 (25%) 90 758.40 1026.80 0.90
SP17 0.36 225 1.0 135(30%) 90 758.40 1026.80 0.90
SP18 0.36 203 1.0 157(35%) 90
758.40 1026.80
0.90
SP19 0.36 180 1.0 180(40%) 90 758.40 1026.80 0.90
SP20 0.36 270 1.5 90 (20%) 90 758.40 1026.80 0.90
SP21 0.36 248 1.5 112 (25%) 90 758.40 1026.80 0.90
SP22 0.36 225 1.5 135(30%) 90 758.40 1026.80 0.90
SP23 0.36 203 1.5 157(35%) 90
758.40 1026.80
0.90
SP24 0.36 180 1.5 180(40%) 90 758.40 1026.80 0.90
SP25 0.36 270 2.0 90 (20%) 90 758.40 1026.80 0.90
SP26 0.36 248 2.0 112 (25%) 90 758.40 1026.80 0.90
SP27 0.36 225 2.0 135(30%) 90 758.40 1026.80 0.90
SP28 0.36 203 2.0 157(35%) 90 758.40 1026.80 0.90
SP29 0.36 180 2.0 180(40%) 90 758.40 1026.80 0.90
Mix Design of Fiber Reinforced M40 Concrete

19. Mix Design of Fiber Reinforced M40 Concrete
It is used to achieve the desired properties of concrete by selection of the
ideal combination of the ingredients of concrete.
For Thin Whitetopping pavement ,as per IRC: SP: 76-2015, thickness of
PCC overlay requires high flexural strength with a minimum of 4.5 MPa
As per ACI method, the trial mixes were prepared to obtain compressive
strength of 40 MPa at 28 days and considering workability of 40-75 mm.
To obtain the expected workability, superplasticizer was added.
Replacement of GGBS at a dosages of 20%, 25% , 30%, 35% & 40 % and
fixed percentage (20 %) of fly ash instead of Ordinary Portland Cement
(OPC) of 53 Grade and in addition , Macro synthetic fibers of fibrillated
poly propylene fibers at dosages of 1.0%, 1.5% and 2% volume fraction
were added for FRC.

20. S.No
Tested
Conducted
Type of
Specimen
Size of the
Specimen
No of
Samples
1Compressive Strength Cubes 150x150x150 180
2 Flexural Strength Beams 150x150x700 180
3 Split Tensile Strength Cubes 150x150x150 180
4
Rapid Chloride
Penetration Test ( RCPT)
Cubes
50 mm thickness
and 100 dia
18
5 Water Absorption Cubes
50 mm thickness
and 100 mm dia
18
TEST PROGRAM
Mix Design of Fiber Reinforced M40 Concrete

21. TESTS PERFORMED
The mechanical properties are assessed along with
durability to evaluate the material behavior with
reference to IRC: SP: 76-2008.
The following tests are conducted.
1.Compressive Strength.
2.Flexural Strength .
3.Split Tensile Strength .
4.Water Absorption .
5.Rapid Chloride Penetration Test.
Mix Design of Fiber Reinforced M40 Concrete

22. Mechanical Properties of Fiber Reinforced
M40 Concrete

23. 1.Compressive Strength:
i.The test was performed based on IS: 516-1959 to
evaluate compressive strength of concrete.
ii.Size of Specimens : 150 mm x 150 mm x 150 mm.
iii.Observations: The compressive strength of SP22 is
observed to be higher than that of other samples at all
ages. The strength of mix SP22 improved by 9.84% and
5.8%, respectively, compared to mix SP0 at 7 and 28
days. The improvement in the strength of the binary
concrete was more pronounced after 28 days of curing.
Mechanical Properties of Fiber Reinforced
M40 Concrete

24. Compressive Strength of FRC of M40
Mechanical Properties of Fiber Reinforced M40
Concrete

25. Compressive Strength of FRC of M40
Mechanical Properties of Fiber Reinforced M40
Concrete

26. 2.Flexural Strength:
i.Objective: This test was performed based on IS: 516-1959
and IS:17161-2020 to evaluate Flexural strength of concrete .
It is also known as modulus of rupture.
ii.Specimens of size: 150 mm x 100 mm x 700 mm.
iii.Observations: Flexural strength increases when the MSF
content increased on each of the corresponding days.
Compared to the SP0, the flexural strength of mixed SP22
mixes was higher by 20.65% at 7 days and 26.22% at 28 days,
respectively. The addition of MSF is mostly responsible for
the increase in flexural strength.
Mechanical Properties of Fiber Reinforced M40
Concrete

27. Flexural Strength of FRC of M40
Mechanical Properties of Fiber Reinforced M40
Concrete

28. Flexural Strength of FRC of M40
Mechanical Properties of Fiber Reinforced M40
Concrete

29. 3.Split Tensile Strength:
i.Objective: The tensile strength of concrete was carried out based
on IS: 516-1959. This method is used to evaluate indirect tensile
strength of concrete.
ii.Size of Specimens: 150 mm x150 mm x150 mm.
iii.Observations: The split tensile strength of SP22 is observed to be
higher than that of SP0 at 7 and 28 days. At 7 days, the tensile
strength of mix SP22 was higher by 65.18% compared to mix SP0.
Similarly, at 28 days, the tensile strength of mix SP22 was superior
by 61.31% compared to SP0. The increase in split tensile strength
with the addition of MSF to the binary concrete is due to the high
tensile strength of the fibre.
Mix Design of Fiber Reinforced M40 Concrete
Tests Performed Contd..

30. Split Tensile Strength of FRC of M40
Mix Design of Fiber Reinforced M40 Concrete

31. Split Tensile Strength of FRC of M40
Mechanical Properties of Fiber Reinforced
M40 Concrete

32. 5. Rapid Chloride Penetration test( RCPT):
i.Objective: This test is used to assess salt assault at 28 days of age ,
following ASTM C1202.
ii.Size of Specimens: 18 specimens with a thickness of 50 mm and a
diameter of 100 mm
iii.Procedure: Specimens were subjected to a 60 V potential for 6 hours.
The total charge that flowed through the specimens was determined to
assess the mixture's fixed concentration of 1.5% by volume. The GBFS
content ranged from 0 to 40% by weight of OPC, in addition to a constant
20% FA measured.
iv.Observations: The graphs display the variations in penetration for a
Water-Binder (W/B) ratio of 0.36 with varied mineral additive replacement
percentages in OPC. The mix with 0% replacement allows for a significant
level of chloride ion penetration after twenty-eight days.
Durability Properties of FRC of M40

33. Durability Properties of Fiber Reinforced M40
Concrete

34. RCT TEST
Durability Properties of Fiber Reinforced M40
Concrete

35. Durability Properties of Fiber Reinforced M40
Concrete

36. 4.Water Absorption
Durability Properties of Fiber Reinforced M40
Concrete
Water absorption test was
conducted on one face of 50 mm
diameter 100 length specimens
under water following BS
EN-1811(Part2),each
specimen's measured absorption
will be determined by expressing
the mass gain from immersion as
a percentage of the specimen's
dry mass.

37. .
Fiber Reinforced M40 Concrete

38. Scanning Electron Microscopy(SEM)
Fig : SEM analysis
(a-100% OPC; b-20%FA+20%GBFS+1.5%MSF; c-20%FA+30%GBFS+1.5%MSF; d-20%FA+40%GBFS+1.5%MSF)
Mix Design of Fiber Reinforced M40 Concrete

39. Scanning Electron Microscopy(SEM) :
•Test conducted at BITS Philani Hyderabad Campus
•Upon examining the fracture surfaces of 28-day hydrated
concrete samples, it was noted that the microstructure of
i.Fig a is denser and has a higher concentration of hydrated
products than the other samples.
ii.Fig b exhibits relatively lower porosity than the fig d.
iii.Fig c consisting of 20% FA and 20% GGBS, shows the
lowest product production and increased porosity.
Microstructure Analysis of Fiber Reinforced
M40 Concrete

40. X-Ray Diffraction (XRD) analysis :
Microstructure Analysis of Fiber Reinforced
M40 Concrete
XRD analysis was performed on
specimens to show changes of
phases of composition after
adding MSF to a concrete
mixture. The primary peaks are
silicon dioxide SiO
2
, calcite
Ca(CO)
3, and portlandite
Ca(OH)
2. The results indicate
that adding MSF had no
discernible effect on Ca(CO)
3
or
Ca(OH)
2
.

41. Fourier Transform Infrared (FTIR) Spectroscopy analysis
Microstructure Analysis of Fiber Reinforced
M40 Concrete
a.Analysis was conducted on the
concrete powder sample to determine
the functional groups of the products
generated during hydration.
b.During the experiment, identical
infrared bands were seen in all
samples with consistent wavenumber
values, despite of varying intensities.
c.It is evident that the peaks at 3646
and 980 cm
-1
exhibit greater intensities
in OPC compared to other samples.
The increased presence of Ca(OH)
2
and C-S-H in the conventional
sample, which consists of 100% OPC,
is causing this phenomenon.

42. Development of FEM Model Using ANSYS
A three dimensional finite element model for
Thin whitetopping has been developed exclusively for the present
work. For this, the structural analysis package ANSYS WORK
2023 R2 is used.
Modeling of Main Components of Thin Whitetopping:
1)Overlay Concrete Slab:
Overlay concrete slab has been idealized as homogeneous,
linear, elastic and isotropic material. Two elastic constants, the
Young’s modulus (E) and Poisson’s ratio (µ) were used to represent
the material characteristics of the slab. 3-D brick elements
SOLID45, having 8 nodes with three degrees of freedom per node-
translations in the nodal x, y and z directions, are used to model the
concrete slab.

43. Development of FEM Model Using ANSYS
2)Underlying Dry Lean concrete Layer :
3-D brick elements SOLID45, having 8 nodes with three degree of freedom per
node-translations in the nodal x, y and z directions, are used to model the
undelaying DLC layer, same as the overlay concrete slab. Material properties of
pavement material are assumed as linear and elastic and isotropic . Two elastic
constants, the Young’s modulus (E) and Poisson’s ratio (µ ) were used to
represent the material characteristics of the slab
3)Subgrade:
3-D brick elements SOLID45, having 8 nodes with three degree of freedom per
node-translations in the nodal x, y and z directions, are used to model , same as
the DLC concrete slab. Material properties of pavement material are assumed as
linear and elastic and isotropic . Two elastic constants, the Young’s modulus (E)
and Poisson’s ratio (µ ) were used to represent the material characteristics of the
sub grade.

44. Development of FEM Model Using ANSYS
4)Interface Layer
The interface condition between overlay concrete slab and
underlying DLC is generally considered as smooth or rough. A
separation membrane is generally placed between the concrete
slab and DLC to make the interface between the two layers
smooth.
In the present work, the interface between the concrete slab and
DLC pavement was represented by contact element namely
TARGE 170 and CONTAC174 available in ANSYS software.
To represent the interface between any two surfaces, the nodes
of the contact elements are connected to the corresponding
nodes of the two surfaces. It is assumed that the interface is
parallel to the contact element’s y-z plane.

45. Development of FEM Model Using ANSYS
FEM Model for Thin White topping
PCC Overlay with Fiber reinforced concrete of M40 grade :
Three Thin Whitetopping slabs of 1000 mm X 1000 mm each
in size having 200mm, 175mm, 150 mm & 125 mm in
thickness have been modeled .Joint spacing of 1000mm and
Saw cut of 6mm at 1/3 depth of the salb.
Modulus of elasticity, E = 32500 MPa, Poisson’s ratio, µ = 0.15,
Dry Lean Concrete:
Panel size of 1000 mm x3000 mm with 100 mm thickness.
Modulus of elasticity(E) = 15800 MPa, Poisson’s ratio(µ) = 0.15
Soil Subgrade :
Panel size of 1000 mm x3000 mm with 500 mm thickness.
Modulus of elasticity(E) = 80 MPa Derived from the IRC -37-
2001 at CBR @15 % , Poisson’s ratio(µ) = 0.35

46. Wheel Load Stresses and Deflections in Thin Whitetopping
FEM Model of Three Adjacent Thin Whitetopping Overlay Slabs on Elastic Solid Foundation
of 125 mm thick Overlay over 100 mm thick DLC , on application of 50 KN legal axle load
Wheel Load Stress in mm on Critical Corner Region

47. Wheel Load Stresses and Deflections in Thin Whitetopping
FEM Model of Three Adjacent thin Whitetopping Overlay Slabs on Elastic Solid Foundation
of 125 mm thick Overlay over 100 mm thick DLC , on application of 50 KN legal axle load
Wheel Load Deflection in mm on Critical Corner Region

48. Wheel Load Stresses and Deflections in Thin Whitetopping
FEM Model of Three Adjacent Thin Whitetopping Overlay Slabs on Elastic Solid Foundation
of 125 mm thick Overlay over 100 mm thick DLC , on application of 50 KN legal axle load
Wheel Load Stress in MPa on Critical Corner Region

49. Wheel Load Stresses and Deflections in Thin Whitetopping
FEM Model of Three Adjacent Thin Whitetopping Overlay Slabs on Elastic Solid Foundation
of 150 mm thick Overlay over 100 mm thick DLC , on application of 50 KN legal axle load
Wheel Load Deflection in mm on Critical Corner Region

50. Wheel Load Stresses and Deflections in Thin Whitetopping
FEM Model of Three Adjacent Thin Whitetopping Overlay Slabs on Elastic Solid Foundation
of 150 mm thick Overlay over 100 mm thick DLC , on application of 50 KN legal axle load
Wheel Load Stress in MPa on Critical Corner Region

51. Wheel Load Stresses and Deflections in Thin Whitetopping
FEM Model of Three Adjacent Thin Whitetopping Overlay Slabs on Elastic Solid Foundation
of 150 mm thick Overlay over 100 mm thick DLC , on application of 50 KN legal axle load
Wheel Load Deflection in mm on Critical Corner Region

52. Wheel Load Stresses and Deflections in Thin Whitetopping
FEM Model of Three Adjacent Thin Whitetopping Overlay Slabs on Elastic Solid Foundation
of 200 mm thick Overlay over 100 mm thick DLC , on application of 50 KN legal axle load
Wheel Load Stress in MPa on Critical Corner Region

53. Wheel Load Stresses and Deflections in Thin Whitetopping
FEM Model of Three Adjacent Thin Whitetopping Overlay Slabs on Elastic Solid Foundation
of 150 mm thick Overlay over 100 mm thick DLC , on application of 50 KN legal axle load
Wheel Load Deflection in mm on Critical Corner Region

54. Wheel Load Stresses and Deflections in Conventional
Whitetopping
FEM Model of Three Adjacent Conventional Whitetopping Overlay Slabs on Elastic Solid
Foundation of 300 mm thick Overlay over 100 mm thick DLC , on application of 50 KN legal
axle load
Wheel Load Stress in MPa on Critical Corner Region

55. Wheel Load Stresses and Deflections in Thin Whitetopping
FEM Model of Three Adjacent Thin Whitetopping Overlay Slabs on Elastic Solid Foundation
of 300 mm thick Overlay over 100 mm thick DLC , on application of 50 KN legal axle load
Wheel Load Deflection in mm on Critical Corner Region

56. Wheel Load Stresses and Deflections in Thin Whitetopping
from FEM Model
Maximum Stresses and Deflections for corner loading by 3D-FE Model
S. NO Thickness (mm)
Corner load Stress
( MPa)
Deflection(mm)
1 125.00 2.08 0.224
2 150.00 1.93 0.205
3 175.00 1.86 0.175
4 200.00 1.72 0.301
5 300.00 1.67 0.266

57. Wheel Load Stresses and Deflections in Whitetopping
from Empirical Formulae
As Per IRC -58-2011 Corner Load Stress and Deflections
S.
N
O
Thickness
(mm)
Radius of
relative
Stiffness
(mm)
Radius of
area of
contact of
wheel(a)
(mm)
Radius of
equivalent
distribution
of pressure b
(mm)
IRC-SP-
76-2015
( MPa)
Ioannides et al (1985)
Corner load
Stress im
MPa
Deflection
in mm
1 125

546.20
226.05 226.05 1.22 2.08 0.197
2 150

626.20
226.05 221.64 1.10 1.93 0.163
3 175

703.00
226.05 217.11 1.00 1.70 0.137
4 200

777.00
226.05 213.94 0.92 1.47 0.117
5 300

1,053.20
226.05 211.94 0.66 0.85 0.070

58. Test Track for Thin Whitetopping
Location of Site
•The selected site for the construction of the test track is located
within the BITS Philani Hyderabad campus, specifically near the
Advanced Structural Laboratory.
•The exact Geo-coordinates are 17.5449° N latitude and 78.5725° E
longitude.
•The site measures 10 meters in length and 4 meters in width,
providing adequate space for multiple test sections of varied
thicknesses of fiber-reinforced concrete overlays.
•The stepped subgrade is constructed to maintained the desired
thickness of DLC layers and PCC Overlay Layers.

59. Test Track for Thin Whitetopping
Location of Site

60. Laying of Thin White Topping
A.Preparation of Subgrade:
•Site Clearing and Grading: Site is cleared from vegetation,
debris, or other obstructions. Subgrade is prepared to the
required level and slope according to the design specifications.
•Compaction: Compaction of the subgrade was done to
achieve the desired density and strength.
•Moisture Control: Control the moisture content of the
subgrade to optimize compaction and prevent excessive
moisture that could lead to soft or unstable subgrade
conditions.

61. Laying of Thin Whitetopping

62. Test Track for Thin Whitetopping
B) Dry Lean Concrete ( DLC):
•Dry lean Concrete is laid as a base layer as per IRC: 15-2011
and IRC-SP-76-2015 in thin whitetopping pavement
rehabilitation of 100 mm thick. It will provide stable foundation
for the overlying pavement layers, distributes loads effectively,
and minimizes the risk of rutting, settlement, and deformation.
•Nominal mix of 1:3:6 is used for laying of DLC , its 7 days
Compressive strength reaches to 7 MPa as per IRC code of
Practice.

63. Test Track for Thin Whitetopping
1.California Bearing Ration( CBR) : Soaked CBR of
sub grade soil arrived as 15 % to calculate the
modulus of sub grade reaction (K) in Kg/cm3.
2.Modulus of Sub Grade Reaction(K): It is a parameter
used in the analysis and design of Rigid & flexible
pavements.
AS per the IRC-58-2002, Modulus of Sub grade
reaction correspond to the Soaked CBR 15% Value is
6.2 Kg/cm
2
/cm.
3. Resilient Modulus: As per IRC -37-2001 , Resilient
Modulus of for the Soaked CBR @15 is restricted to
100 MPa

64. Test Track for Thin Whitetopping

65. Test Track for Thin Whitetopping

66. Test Track for Thin Whitetopping

67. 1)Strain Gauges: Stain Gauges of 30 mm length and 120 Ohm
are procured from NIE Jaipur, Rajasthan.
a)These are used in pavements to
measure the strain experienced
by pavement materials under
Corner loading conditions.
b)These are embedded within the
pavement structure at critical
Corner locations.
c)Strain gauges in pavements
engineering providing real-
time data on the performance
and condition of pavements.
Instrumentation in Test Track

68. 2)Temperature Sensors : Temperature sensors of PT 100 type
procured from SVN Engineering, Nacharm , Hyderabad for of
23 cm size( 9 inch)
a)PT100 temperature sensors are
used for monitoring pavement
temperature. These sensors are
based on platinum resistance
technology and measure a wide
range of temperatures from 0
0
C
to 200
0
C.
b)These are embedded within the
pavement structure during
construction. They are typically
placed across the pavement
surface at 1/3
rd
,2/3 rd and
bottom of Overlay.
Instrumentation Contd...

69. 3)Data Loggers:
Instrumentation in Test Track
Data Acquisition System
(DAS) : A data acquisition
system is used to monitor the
temperature readings from the
PT100 sensors and strain
measurements from strain
Gauges continuously .
Cables: The sensors are
connected to a data acquisition
system using Teflon wire to
avoid attraction.
DAS for Temperature Sensors
DAS for Strain Gauges

70. Test Track for Thin Whitetopping
Strain gauges corner Region PT 100 thermocouples at Different Depths

71. Laying of Test Track for Thin Whitetopping
Observing finished levelLaying of Test Track is in Progress

72. Laying of Test Track for Thin Whitetopping
Cueing with Gunny bags Formation Curing Ponds in Progress

73. Laying of Test Track for Thin Whitetopping
SAW CUT AND SEALING OF JOINT
Sealing Compound: Sika® Polysulphide Gun Grade, a two-
component polysulphide sealant, is used for filling of Joints

74. Application of Legal axle Load at Corner Region
Measurement of Strains at Corner wheel loading and Temperatures
through Strain Gauges and Temperature Sensors embedded in the
Pavement during the construction

75. Application of Legal axle Load at Corner Region
Measurement of Strains at Corner wheel loading and Temperatures
through Strain Gauges and Temperature Sensors embedded in the
Pavement during the construction

76. Evaluation of Stresses at Corner Region & Temperature Stresses
Time in Min
Starin measurement at Corner Loading by Applying Leagl Axle Laod
125 mm (TWT-43) 150 mm (TWT-33)
175mm (TWT-23) 200 mm (TWT-13) 300 mm (C-13)
0.00 5.65 4.35 2.15 1.85 1.25
0.50 7.35 6.15 4.35 2.15 5.15
1.00 9.45 8.65 6.45 5.45 8.45
1.50 12.65 10.45 8.65 6.45 9.35
2.00 16.85 15.65 12.55 10.45 10.15
2.50 21.55 18.98 13.65 11.65 12.65
3.00 23.45 19.65 15.45 13.45 15.15
3.50 25.65 23.45 18.66 17.85 17.35
4.00 31.50 30.50 20.45 18.85 18.35
4.50 35.44 32.56 22.65 20.55 19.15
5.00 38.65 35.13 25.65 23.65 21.35
5.50 39.55 38.65 28.45 26.75 22.45
6.00 45.45 42.15 30.50 29.85 21.45
6.50 46.65 45.23 32.45 30.11 19.50
7.00 52.66 48.65 35.45 35.11 18.35
7.50 53.45 50.15 41.65 43.15 17.15
8.00 55.65 53.22 40.45 39.65 16.35
8.50 57.54 56.45 42.65 40.65 15.45
9.00 59.65 58.25 47.15 39.85 14.15
9.50 60.90 55.35 49.55 33.65 13.25
10.00 58.23 53.65 47.68 31.85 12.15
10.50 55.21 48.65 43.55 29.85 10.50
11.00 50.32 43.55 40.35 25.45 9.35
11.50 45.13 40.65 38.65 23.65 8.45
12.00 40.23 35.85 33.65 22.45 7.35
12.50 35.13 33.65 31.45 20.15 6.23
13.00 31.25 30.45 29.65 19.65 5.23
13.50 29.85 28.65 25.65 18.45 5.15
14.00 26.45 25.45 20.45 17.65 5.05
14.50 25.45 23.15 20.65 16.45 4.99
15.00 24.65 22.45 19.85 15.45 4.75

77. Evaluation of Stresses at Corner Region & Temperature Stresses

78. Evaluation of Stresses at Corner Region & Temperature Stresses
Legal Axle Load Stresses at Corner Region maximum Strains observed from the
Test Track
S.NO. Panel ID Thickness (mm)
Maximum Strains
@ 50 KN
Modules of Elasticity of
FRC
Stress (MPa)
1
TWT-43 125 63
32500.00 2.048
2
TWT-33 150 48
32500.00 1.560
3
TWT-23 175 41
32500.00 1.333
4
TWT-13 200 38
32500.00 1.235
5
CT-13 300 32
32500.00 1.040

79. Evaluation of Stresses at Corner Region & Temperature Stresses
Temperature Measurement from PT100 Sensors
Date Desription
125 mm (TWT-43) 150 mm (TWT -33) 175 mm (TWT -23) 200 mm (TWT -13) 300 mm C-13)
9 AM 1 PM 5 PM 9 AM1 PM 5 PM 9 AM1 PM 5 PM 9 AM 1 PM 5 PM 9 AM 1 PM 5 PM
20.5.2024
Surface of Ovelay 32.8040.60 35.8032.8040.8036.3035.3040.0037.0032.6040.4038.10 34.3044.3037.70
1/3 rd of Thikness 31.3043.70 38.4030.9042.7038.4038.7041.1037.8030.7039.8037.10 28.6037.1037.10
2/3 rd of Thikness 30.0042.30 38.1029.3040.3038.0028.4040.3037.9030.4038.7036.20 28.4034.8033.50
Bottom of Overlay 29.3039.30 38.9028.8039.0037.5028.8037.8037.3029.5036.2037.80 28.8033.2035.60
       
21.05.2024
Surface of Ovelay 38.3046.40 44.1037.9047.2044.0036.8048.3044.6037.9030.0044.40 35.3048.0043.30
1/3 rd of Thikness 37.2047.70 43.7035.6045.5043.4034.6047.7042.2033.7048.3042.10 28.9040.0038.80
2/3 rd of Thikness 34.2042.30 44.2033.3041.9042.3032.7030.8041.8030.6039.0040.90 28.4030.0037.50
Bottom of Overlay 32.6039.30 41.4031.6038.6041.3031.0037.8040.3029.9035.0039.00 34.5034.0036.10
       
22.05.2024
Surface of Ovelay 40.4046.90 48.0043.1046.4045.5038.1050.6047.7038.4050.9048.30 35.3042.4048.00
1/3 rd of Thikness 38.3047.50 45.2038.2046.3038.9038.8044.2042.7035.0042.7040.30 28.9040.1038.40
2/3 rd of Thikness 35.6045.40 41.2035.8044.3040.4037.6043.0041.4036.9041.6039.90 33.4037.5035.60
Bottom of Overlay 30.9042.10 38.6035.1041.9038.7034.4040.3037.9033.6038.7036.60 31.9035.9034.50
       
25.05.2024
Surface of Ovelay 40.1043.10 42.1539.8043.5042.1543.0045.5042.5043.1046.9044.95 44.2050.4048.52
1/3 rd of Thikness 38.4047.30 44.6538.6046.2045.3539.3047.7046.3536.5042.9041.25 35.1041.1040.45
2/3 rd of Thikness 36.1045.00 41.2536.2043.3041.6538.1043.6042.5034.9039.7038.65 34.0038.7037.45
Bottom of Overlay 35.2042.30 40.1535.7042.2041.4535.3042.0040.1534.8036.9035.15 34.0036.5035.15
       
27.05.2024
Surface of Ovelay 44.8044.80 47.9043.6043.6045.5040.4040.4048.3040.9040.9039.60 37.4046.5048.00
1/3 rd of Thikness 37.1037.10 45.3037.3037.3038.9039.8039.8040.3039.9039.9042.30 36.2041.0045.20
2/3 rd of Thikness 34.8034.80 44.0035.4035.4040.4038.7038.7039.9037.8037.8040.40 34.1038.8038.60
Bottom of Overlay 33.2033.20 38.6033.5033.5039.7036.4036.4036.6035.2035.2040.40 32.6036.7034.70

80. Evaluation of Stresses at Corner Region & Temperature Stresses
28.05.2024
Surface of Ovelay 41.40 46.4545.3037.3039.6538.8039.9041.2542.5042.6043.5540.3036.8037.3534.30
1/3 rd of Thikness 37.90 43.1541.2035.5039.6538.1538.8040.5641.3038.5039.6537.5036.2035.5532.30
2/3 rd of Thikness37.90 43.1541.2035.5039.6538.1538.8040.5641.3038.5039.6537.5036.2035.5532.30
Bottom of Overlay32.90 40.1538.6033.6038.1537.2536.2038.6537.8036.2037.5536.9036.0037.6531.80
       
29.05.2024
Surface of Ovelay 40.10 32.8046.9039.8035.8045.6043.2034.6048.3043.8040.4038.3044.2044.3048.00
1/3 rd of Thikness 38.40 31.3045.3038.8034.5038.9042.8035.6040.3040.9038.2041.4036.4037.1038.40
2/3 rd of Thikness37.10 30.0044.0036.2031.0040.4037.2033.9039.8039.8037.5039.7035.9034.8035.60
Bottom of Overlay36.90 29.3038.9035.8029.8039.0033.5032.7036.6036.2034.8036.8034.9033.2034.50
       
30.05.2024
Surface of Ovelay 40.00 42.3045.0040.1043.8042.6541.8040.9039.6541.7042.0041.8543.2037.8036.45
1/3 rd of Thikness 36.60 41.4040.5034.6037.4039.6538.4039.8038.5534.6042.6041.5534.3036.8035.45
2/3 rd of Thikness35.00 37.9036.5034.5035.6035.1037.3038.9037.8534.7038.5037.6534.8035.0034.20
Bottom of Overlay35.00 32.9031.5034.4033.8032.8035.5036.2035.1235.2036.3035.2035.0033.0032.65
       
03.06.2024
Surface of Ovelay 35.10 37.7035.6034.8037.0036.6037.6035.3035.2037.4036.6035.3037.9033.9035.30
1/3 rd of Thikness 31.70 39.1036.3032.3033.7034.8032.5028.7035.8030.9034.0035.9036.9020.0028.90
2/3 rd of Thikness30.70 38.1033.8024.6032.0032.8031.9028.4035.9031.1033.6035.1034.1033.7028.40
Bottom of Overlay30.60 36.3031.2031.0031.1030.8031.0029.8035.3031.1031.0034.4033.2024.9034.50
       
04.06.2024
Surface of Ovelay 38.80 36.5038.9037.9037.0037.0036.8038.8036.9037.0035.8035.8035.3039.2038.30
1/3 rd of Thikness 37.30 38.1037.6035.6038.1036.0034.6037.6035.0033.8034.7034.0028.9034.9037.20
2/3 rd of Thikness34.20 37.5035.8033.2036.8034.8032.8035.8035.5030.1035.0034.9028.4033.6034.20
Bottom of Overlay32.60 36.2034.8032.6036.2034.9031.9035.0033.8029.8034.9033.8034.5032.8032.60
       
05.06.2024
Surface of Ovelay 37.90 48.4041.4038.3049.2042.3039.2050.6046.9037.0050.4045.9037.0051.9047.90
1/3 rd of Thikness 36.30 46.5038.9037.8045.8039.6037.9043.9045.5038.1041.9038.9036.4039.3046.00
2/3 rd of Thikness35.20 44.3039.7036.2042.6040.4035.6043.1044.0036.8040.9040.9035.9036.4039.00
Bottom of Overlay33.20 40.9036.6035.8041.1040.5033.0039.2038.5036.2037.7039.0034.9034.7031.00

81. Evaluation of Stresses at Corner Region & Temperature Stresses
06.06.2024
Surface of Ovelay 47.9044.6033.8046.8045.6035.8039.8040.6034.6045.0040.4040.5033.9051.0044.30
1/3 rd of Thikness 46.8046.5032.3045.9045.6034.5038.3043.8035.8044.9042.0038.2030.9039.4037.10
2/3 rd of Thikness44.9043.7031.8043.0042.3031.0037.0042.6033.9038.0041.1037.5024.8036.6034.80
Bottom of Overlay43.3040.7030.0042.3041.0029.8033.0039.3032.8039.0038.0034.8024.9035.3033.20
       
07.06.2024
Surface of Ovelay 36.8043.5542.3037.8044.2543.8038.4041.2540.0037.4043.4542.0039.0038.0037.00
1/3 rd of Thikness 33.8042.6541.4034.0039.1537.5033.8040.4539.9032.3041.6542.6030.0032.0033.00
2/3 rd of Thikness32.9038.1537.8032.7038.2536.6032.6039.8538.9031.6037.4538.3029.0031.5030.30
Bottom of Overlay31.7033.4532.0032.0034.6533.5031.1037.6536.2030.2033.6536.3030.9030.2530.65
Average temperature
Avg.
Temperatures
Time
9 AM 1 PM 5 PM 9 AM 1 PM 5 PM 9 AM 1 PM 5 PM 9 AM 1 PM 5 PM 9 AM 1 PM 5 PM
Surface of Ovelay 39.5742.6242.0939.2342.6041.2339.2542.1641.8639.6041.6741.1837.9843.4742.08
1/3 rd of Thikness 37.0142.2540.8336.5540.9238.7737.5640.8440.1236.1440.6439.4732.9036.4937.56
2/3 rd of Thikness35.2840.2039.1834.3038.7237.8535.2838.4239.2834.7138.5038.2832.1135.1534.73
Bottom of Overlay33.6537.3936.2534.0237.0036.7133.1637.1436.8033.6135.8436.6332.7833.7033.61
Difference 5.925.235.845.225.604.526.095.025.065.995.834.555.219.778.47

82. Evaluation of Stresses at Corner Region & Temperature
Stresses

83. Evaluation of Stresses at Corner Region & Temperature
Stresses

84. Evaluation of Stresses at Corner Region & Temperature
Stresses

85. Evaluation of Stresses at Corner Region & Temperature
Stresses

86. Evaluation of Stresses at Corner Region & Temperature
Stresses

87. Evaluating Load & Temperature Stress
Using Empirical Formula
As Per IRC -58-2011 -Curling Stress at Corner region using Temperature Data
collected from Test Track
S. NO
Thickness
(mm)
Radious of
relative
Stiffness(m
m)
Radius of
area of
contact of
wheel = a,
(mm)
Radius of
equivalent
distribution
of pressure =
b, (mm)
Chainage
in
Temparat
ure
Curling Stress
at Corner
region in Mpa
(Bradbury’s
equations)
1 125.00 546.20 226.05 226.05 0.43 0.039
2 150.00 626.20 226.05 221.64 0.35 0.030
3 175.00 703.00 226.05 217.11 0.31 0.025
4 200.00 777.00 226.05 213.94 0.27 0.021
5 300.00 1,053.20 226.05 211.94 0.27 0.018

88. Bradbury’s (1938) equations are used for calculating
temperature stresses in cement concrete overlay slab
and results are given in Table. In this study,
temperature stresses in TWT.
S. No. Methods
Temperature Stress
(MPa)
1 Bradbury’s equations 0.01782
2 3-D FE modeling 0.0180
Evaluating Load & Temperature Stress
Using Empirical Formula

89. RESULTS AND DISCUSSIONS

90. CONCLUSIONS ANS FURTHER
SCOPE OF WORK