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ConcessionaireNavayuga Devanahalli Tollway Private Limited
Prepared BY Sheladia Associates Inc., USA
Traffic Assessment Report for Upgradation, Operation and
Maintenance of Km. 534.720 to Km. 556.840 of Hyderabad to Bangalore
Section of NH7 in Karnataka under NHDP Phase VII (Package No.
NS-2/BOT/KNT-2).
PAVEMENTDESIGNREPORT
NOVEMBER 2011
(REV 02)
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Pavement Design Proposals 1.1 General The general design
procedure has been based on the prevalent practices in the country.
The attempt has been made to work out the design of pavement
structure as per IRC Guide lines and RFP. The design of new and
overlays on existing pavement has been based on IRC-37:2001 and
IRC-81: 1997 based on considerations of pavement evaluation and
materials investigation done in the previous chapter. Flexible
pavement with asphalt surfacing has been proposed for
rehabilitation of the Project Road; due to predominance of flexible
type of pavement. Detailed design methodology adopted for the
Project Road has been discussed later in this Chapter.
1.2 Construction and Maintenance Standards Construction of the
proposed alignment would generally conform to the Specifications
for the project work as per the contract specification / Concession
Agreement to ensure higher level of services with minimum
construction and maintenance interference to the project road
traffic. Modifications in respect of several aspects including
sub-grade compaction, pavement materials, shoulder, quality control
etc would however be required to suit the requirements of the
proposed pavement and shoulder constructions. The construction
standard would include proper equipment, plant and machinery for
achieving quality and efficiency.
1.3 Sub-grade Support Strength The additional widening / lanes
of the project road are proposed to be on embankment with adequate
freeboard, and therefore, the sub-grade is not expected either to
be water logged or submerged. Uniform sub-grade support strength 10
% CBR has been considered for the design of road pavement. 1.4
Materials Characteristics The project road pavement is proposed to
have granular base and sub-bases with asphalt binder and surfacing
courses. To determine the strength characteristics, preliminary
material investigation and analysis of laboratory test results have
been done and has been presented in the martial testing reports.
These materials shall comply with the requirement of MoSRTH
specifications modified as per the project Specification. 1.5
Design Traffic The expected commercial traffic loading along the
project road has been worked out on the basis of the traffic
studies carried out by the consultant and with due cognizance to
CA. 1.6 Design Life & Existing Crust The design life pavement
has been considered in accordance with CA and IRC guide lines.
Project concession period is 23 years (2011-2032) including 2 years
for construction. The year of opening for the traffic has been
considered as 2012. Average existing crust composition of the
project road section is given below:
BC: 50 DBM 150 WMM: 250 Natural GSB: 200
1.7 Annual Average Daily Traffic The base-year (2010) average
annual daily classified commercial traffic volumes based on the
classified traffic volume count surveys carried out and summarised
in Traffic Studies report, has been considered for the analysis.
For this purpose the project road section has been considered as
single homogeneous section and traffic numbers in AADT (more than 3
tones) for pavement design is given below:
Table 1. 1: Base Year Traffic in Year 2010 (AADT)
Project Road Section Bus LCV Two Axle TruckThree Axle
VehicleMulti Axle Vehicles
Km 534.720 to Km 556.840 1769 2175 2068 895 298
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Growth Rate: As per clause 4.4.2 Six lane manual Pavement of the
main highway shall be designed for the cumulative number of
standard axles of 8.16 tones over the design life of 20 years for
the concession period 15 years and above and the design life of 15
years for the concession period of less than 15 years. Base year
traffic, axle load distribution and vehicle damage factor for
design shell be determined on the basis of survey and
investigations to be carried out by the concession in accordance
with the section 3 of the manual.
The cumulative axle load for the purpose of design shall less
than the number of standard axles obtained if the base year traffic
is cumulated at a rate of growth, which is the highest of the
following in the initial 5 years.
1. 5% per annum for all vehicles 2. Trend growth of various
vehicle categories 3. Projected growth rate of revenue assumed in
the concessionaires cash flow 4. Growth determined from secondary
socio economic data and elasticity factors. and then
reduces by 2 (two) percentage points for every 5 year subject to
a minimum rate of growth of 5 % at any period of time.
Growth Rates computed from the vehicle registration data for
last 10 years (2000 to 2010) are given below;
Table 1. 1(a): Growth Rate from Vehicle Registration Data
Year Motor Cycle Auto All Cars Bus Goods Carriage 2000 2403683
142914 328349 56577 447303 2001 2650855 152809 367003 63925 483473
2002 2868595 160954 401739 74037 507466 2003 3245652 174151 452469
80600 547903 2004 3556741 188591 495182 89491 589947 2005 3957760
202300 571110 97660 653210 2006 4512910 213721 674601 104670 724263
2007 5269000 249000 877000 329000 618000 2008 5914000 276000
1018000 387000 798000 2009 6242000 288000 1091000 399000 852000
2010 6665000 293000 1231000 526000 849000
Average Growth Rate 10.78% 7.51% 14.28% 13.06% 7.12%
Projected growth rate of revenue is not available for this
project hence it is included for growth rate computations.
Projected growth rate of revenue is not available for this project
hence it is not included for growth rate computations. Growth rates
further computed based on the Karnataka State Economics like NSDP,
Population and Per capita Income. The data collected from State
economics from 2005 is given below: Table 1.1(b): State Economic
Data and Growth Year NSDP (Lakhs) Population (Lakhs) Per capita
Income (Rs)2005 10977521 553270 198412006 12483568 559920 222952007
13380628 566470 236212008 15202721 572920 265362009 15945232 579270
275262010 16802239 585520 28696Average Growth Rate 8.96% 1.14%
7.73%
NSDP at constant process year 1999-00, Based on the econometric
model the Elasticity values along with the regression values have
been developed with respective to the vehicle registration data and
the above economic indicators and are
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given below in Table 1.1(c). Table 1.1(c): Elasticity Values
Year NSDP Population Per capita Income Bus 1.12 (0.99) 7.33 (0.90)
1.31 (0.99) Car/Van/Jeep 1.80 (0.98) 13.74 (0.97) 2.07 (0.97) 2
& 3 Wheeler 1.22 (0.99) 9.25 (0.97) 1.40 (0.99) All Trucks 0.69
(0.67) 5.16 (0.64) 0.79 (0.68)
Values in brackets are Regression coefficients. From the above
elasticity values and regression coefficients values the growth
rates were computed for passenger vehicles with the per capita
income and for the commercial vehicles from NSDP is further
considered to compute the growth rates and are given in Table
1.1(d). Table 1. 1(d): Growth Rates From Karnataka State Economic
Indicators. Type of Vehicle 2011-2016 2016-
2021 2021-2026 2026-2031
Bus 6.51% 5.00% 5.00% 5.00% Car/Van/Jeep 10.46% 8.46% 6.46%
5.00% 2 & 3 Wheeler
7.07% 5.07% 5.00% 5.00% All Trucks (LCV, 2 Axle Truck, 3 Axle
truck, 3-6 Axle truck & HME) 5.00% 5.00% 5.00% 5.00% 2 Axle
Trucks
5.00% 5.00% 5.00% 5.00% Due to economic global slow down growth
rates for factored by 0.75 for the first 5 years followed by
reducing by 2% for every five years. For two axle trucks a minimum
of 5% growth has been recommended due to negative growth observed
Growth rates are further estimated with the elasticity values which
was recommended by IRC through Road Development Plan: Vision 2021
was adopted is given in Table 1.1(e). Growth rate computed by
multiplying the elasticity value with GDP is given in Table 1.1(f).
Table 1.1(e): Values suggested by IRC (Road Development Plan:
Vision 2021). Type of Vehicle 2011 -
20162016-2021
2021- 2026
2026- 2031
Car/Van/Jeep 1.5 1.4 1.3 1.2 Bus 1.2 1.1 1.05 1.0 All Trucks
(LCV, 2 Axle Truck, 3 Axle truck, 3-6 Axle truck & HME)
1.2 1.1 1.05 1.0
GDP Projected 8.0% 8.0% 8.0% 8.0% (Note: * since no elasticity
values were available for years after 2021, 0.1% reduction in
elasticity for every five year has been adopted for future years).
Table 1.1(f): Growth Rates from Road Development Plan: Vision
2021.
Type of Vehicle 2011 - 2016
2016-2021
2021-2026
2026-2031
Car/Van/Jeep 9.00% 7.00% 5.00% 5.00% Bus 7.20% 5.20% 5.00% 5.00%
All Trucks (LCV, 2 Axle Truck, 3 Axle truck, 3-6 Axle truck &
HME) 7.20% 5.20% 5.00% 5.00% Two Axle Trucks 5.00% 5.00% 5.00%
5.00%
Due to economic global slow down growth rates for factored by
0.75 for the first 5 years followed by reducing 2% for every five
years. For two axle trucks a minimum of 5% growth has been
recommended due to negative growth observed. Based on 4th point
from above computed growth rates from Karnataka State Registration
Vehicle data
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for the passenger vehicles are higher and in the order of 13 and
14 for bus and car and growth rates from the Karnataka state
economic indicators the growth rates arrived is seems to be very
less hence growth rates arrived from Road Development Plan: Vision
2021 is recommended. Growth rates for two and wheelers are
considered from the Table 1.21 and for slow moving a minimum growth
of 2% is considered based on the previous projects. Where as for
the Agriculture vehicles like tractor and tractor trailer the same
growth rates for the commercial vehicles is considered in the
analysis. The summary of recommended growth rates are given in
Table 1.1(g).
Table 1.1(g): Recommended Growth Rates.
Type of Vehicle 2011 - 2016 2016-
20212021-2026 2026-
2031 Car/Van/Jeep 9.00% 7.00% 5.00% 5.00% Bus 7.20% 5.20% 5.00%
5.00% All Trucks (LCV, 2 Axle Truck, 3 Axle truck, 3-6 Axle truck
& HME and)
7.20% 5.20% 5.00% 5.00% Two Axle trucks 5.00% 5.00% 5.00% 5.00%
2 & 3 Wheelers 7.07% 5.07% 5.00% 5.00% Tractor and Tractor
Trailer 7.20% 5.20% 5.00% 5.00% Slow Moving Vehicles 2.00% 2.00%
2.00% 2.00%
Lane Distribution Factor: The lane distribution factors adopted
for the project are given under: For dual three-lane carriageway,
the distribution factor 60 per cent of the number of vehicles
in
each direction is adopted.
Directional Distribution Factor: The value of 0.50 has been
adopted as the directional distribution factor. This has been
established from volume count data that split of vehicle
distribution in either direction is more or less equal (45 to 55%)
Vehicle Damage Factor (VDF) The objective of analysis is to
estimate the Vehicle Damage Factor (Mode wise) in either direction
as well as a weighted value for both directions. The Equivalency
factor derived from the fourth power rule to achieve the Equivalent
Standard Axle Load for the respective vehicle type.
1.8 Axle Load Survey and Analysis Axle load surveys was
conducted to estimate the cumulative number of equivalent standard
axles based on the survey of goods vehicles flows and axle weight
distribution. Axle load survey carried out at the Km 532+100 on 4th
December 2010.
Axle load survey was carried out using portable axle load pad by
stopping all categories of goods vehicles randomly, which are more
than 3 tonnes in weight per axle (both full and empty). The
vehicles in both directions were stopped and weighing done. Police
assistance was taken during survey to stop the commercial vehicles
for each direction 24 hours. It has been observed that there has
been distinct variation of loadings and thus established Vehicle
Damage Factors in either direction.
Standard axle loads weights are from IRC: 3-1983 guidelines are
considered for further analysis. The standard axle loads for single
axle, i.e. Rear Axle and for Tandem Axle group considered are as
given below:
Single wheel, single axle (Front & Rear Axle) 06.000 tones
Dual wheel, per rear axle 08.160 tones Dual wheel, per tandem axle
group 14.968 tones Dual wheel, per three axel group 22.900
tones
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The load equivalency factors were calculated using the 4th power
rule, i.e (Axle load/Standard Axle load)4 for the each axle load
individually to estimate the realistic values of Vehicle Damage
Factors. Along with axle load survey classified traffic volume
count has been carried out to establish the percentage of sample
captured.
Vehicle Damage Factor (VDF) The objective of analysis is to
estimate the Vehicle Damage Factor (Mode wise) in either direction
as well as a weighted value for both directions. The Equivalency
factor derived from the fourth power rule to achieve the Equivalent
Standard Axle Load for the respective vehicle type.
Table 1.3 Vehicle Damage Factor (VDF) Near Km 532+100.
S. No Vehicle Type Direction: Bangalore Hyderabad Direction:
Hyderabad Bangalore 2 LCV 0.96 0.63 3 2 Axle Trucks 4.38 5.50 4
3 Axle Trucks 8.95 10.80 5 MAV 10.53 10.60
VDF for buses are not collected due to problem in the site, for
the analysis VDF for LCV is recommended for bus. As there is no
much variation is observed VDF in each direction the higher VDF
values for each type of vehicle is recommended for further
computations of million standard axles (CMSA). The same data
directional wise has been used in while arriving at the cumulative
loadings that would be accruing during the design life of the
pavement. The survey data along with the analysis for VDF is given
in Annexure 1.1.
1.9 Design Traffic Loading: Cumulative Number of Standard Axles
The traffic loading in terms of the cumulative number of standard
axles for the given period has been computed using the following
relationship:
DL n 365*ADTi [(1+GRi)DL-1] * VDFi Ns = (GRi ) i i where, Ns is
cumulative number of standard axles for the period under
consideration. ADTi is average daily traffic for vehicle category
"i" in the initial year. GRi is growth rate for vehicle category,
"i". VDFi is vehicle damage factor in terms of equivalent number
standard axles for vehicle
category, "i". DL is design life in year. The CMSA for a period
of 10 years and 23 years computed by assuming that the project road
will be open to traffic in the year 2012 (Two years construction
period from 2010 and 2011). The VDF values form the Table 1.3 has
been considered for the CMSA computations. The computed CMSA fro
the design period is given below:
Table 1.4 CMSA for 20 Years Period.
Year
Bus
Vehicles (AADT) MSA CMSA LCV 2 Axle Truck 3 Axle Truck MAV
2010 1769 2175 2068 895 298 2.77 2011 1896 2332 2217 959 319
2.97 2012 2033 2500 2377 1028 342 3.19 3.19 2013 2179 2680 2548
1102 367 3.42 6.60 2014 2336 2873 2731 1181 393 3.66 10.27 2015
2504 3080 2928 1266 421 3.93 14.19 2016 2684 3302 3139 1357 451
4.21 18.40
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Year
Bus
Vehicles (AADT) MSA CMSA LCV 2 Axle Truck 3 Axle Truck MAV
2017 2818 3467 3296 1425 474 4.42 22.82 2018 2959 3640 3461 1496
498 4.64 27.46 2019 3107 3822 3634 1571 523 4.87 32.33 2020 3262
4013 3816 1650 549 5.12 37.45 2021 3425 4214 4007 1733 576 5.37
42.82 2022 3596 4425 4207 1820 605 5.64 48.46 2023 3776 4646 4417
1911 635 5.92 54.39 2024 3965 4878 4638 2007 667 6.22 60.61 2025
4163 5122 4870 2107 700 6.53 67.14 2026 4371 5378 5114 2212 735
6.86 73.99 2027 4590 5647 5370 2323 772 7.20 81.20 2028 4820 5929
5639 2439 811 7.56 88.76 2029 5061 6225 5921 2561 852 7.94 96.70
2030 5314 6536 6217 2689 895 8.34 105.03 2031 5580 6863 6528 2823
940 8.75 113.79
From the above table it can be observed that the CMSA is 42.82
(Say 45.0), 73.99 (Say 75) and 113.79 (say 115) for 10 (2021), 15
(2026) and 20 (2031) years respectively. The Detailed calculations
are annexed with the report in Annexure-1.2
1.10 Pavement Design Pavement design has been carried out for
two options including Flexible pavement and Rigid Pavement; the
subsequent paragraphs will describe each of the design. Flexible
pavement for main carriageway as well as for service road and where
as Rigid pavement is for Toll Plaza location.
1.10.1 Scope The scope of pavement improvement envisaged for the
project includes:
Rehabilitation of the Existing 6-lane carriageway + paved
Shoulder pavement; and, Widening and New pavement carriageway.
The overlays/ reconstruction for the existing pavement and new
pavement for the new/ widening of carriageway have been designed
for flexible option as per the CA provisions. [ 1.10.2 Design
Parameters and Approach The performance of pavements is affected by
several factors. These factors include:
Environment; Design Life; Design Traffic Loading Overloading
Pattern; Sub-grade Type and Characteristics; Road Construction
Material Type and their Characteristics; Construction Technology;
Construction and Maintenance Standards Available Pavement
Management System
The methodology and the values adopted for the different design
parameters are described in paragraphs that follow.
Special Considerations for Rehabilitation:
Continuity of Cross Pavement Drainage: At least half (minimum
100mm) of the design granular subbase thickness shall be extended
throughout the formation width on the
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0.000
0.200
0.400
0.600
0.800
1.000
1.200
535-536
536-537
537-538
538-539
539-540
540-541
541-542
543-544
544-545
545-546
546-547
547-548
548-549
550-551
555-556
Kerb Lane Middle Lane Outer Lane
0.000
0.200
0.400
0.600
0.800
1.000
1.200
1.400
535-536
536-537
537-538
538-539
539-540
540-541
541-542
543-544
544-545
545-546
546-547
547-548
548-549
550-551
555-556
Kerb Lane Middle Lane Outer Lane
newly built / widened part of the existing pavement top and full
thickness shall be provided on the widening portion as per cross
section details and pavement schedule.
Longitudinal Drainage: Adequate deeper (At least 0.60m on either
side) longitudinal
surface drain on either side of the toe shall be provided and
shoulder shall be hard to avoid the direct entry of water.
Transition Zones of Pavement Layer Thickness: Longitudinal and
Transverse joints shall
be properly constructed and interlaced with the existing
pavement. Non-Uniformity in Subgrade Support: The variability in
existing embankment soil support
(500mm below the bottom of subgrade layer) shall be arrested by
replacing the existing unsuitable/poor/marshy soil low CBR values
by a good soil with CBR values of design CBR of 10 %.
1.10.3 Design of Pavement (As per IRC Guidelines) & Project
Schedules Rehabilitation of Existing Pavement: The basis for the
overlay design was the Benkelman Beam testing carried out in April
2010. Benkelman Beam Survey has been carried out on each lane
including Kerb lane, Middle Lane, Outer Lane on both sides. In
addition to this same survey has been carried out on the service
road on RHS only where it is existing.
The Characteristic Deflection and Curvature for each section was
taken as the Mean + 2 Standard Deviations in accordance with IRC:
81 for major arterial roads. Statistically, this means that
approximately 97.5% of results will be less than the characteristic
value. Graphical representation of characteristic deflection on
each lane on both sides and on the service road is shown below
Figure from 1.1(a) to 1.1(c) and the detailed BBD survey results
and analysis are provided in Annexure-1.3. Figure 1.1(a). Summary
of Characteristic Deflection values on LHS
Figure 1.1(b). Summary of Characteristic Deflection values on
RHS
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0.00
0.20
0.40
0.60
0.80
1.00
1.20
1.40
1.60
538-539
539-540
540-541
541-542
542-543
543-544
544-545
547-548
548-549
549-550
550-551
552-553
553-554
554-555
555-556
Figure 1.1(c). Summary of Characteristic Deflection values on
Service Road on RHS
From the above two figures, the characteristic deflections are
in the range from 0.4 to 1.0 on LHS and 0.4 to 1.3 on RHS on main
carriageway from the kerb lane, middle lane and outer lane. For the
service road it is varying in between 0.4 to 1.4.
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(a) Overlay Thickness: As there is no much difference in the
characteristic deflections on the three lanes on either side, the
maximum characteristic deflection for each homogeneous section
which is in between VUP (kerb lane, Middle lane, and outer lane) on
each direction are considered to compute the required overlay
thickness. The summary of characteristic deflections on each lane
and overlay thickness for maximum deflection values for each
direction and for service road is given in below tables;
Table 1.5(a) Overlay Thickness on Left Carriageway. Chainage
(Km)
Characteristic Deflections (mm) As Per IRC: 81-1997
Overlay Thickness
Kerb Lane Middle Lane Outer Lane Maximum BM DBM BC 535-540.5
0.803 0.721 0.760 0.803 70 Nil 50
541.2-544.9 0.763 0.838 0.780 0.838 70 Nil 50 546.1-547.5 0.721
0.723 0.813 0.813 70 Nil 50
550-551 0.750 0 0.988 0.988 90 50 50 555-556 0.858 1.011 0.915
1.011 90 50 50
Table 1.5(b) Overlay Thickness on Right Carriageway. Chainage
(Km)
Characteristic Deflections (mm) As Per IRC: 81-1997
Overlay Thickness
Kerb Lane Middle Lane Outer Lane Maximum BM DBM BC 535-540.5
1.101 0.983 1.134 1.134 100 50 50
541.2-544.9 0.832 0.741 0.690 0.832 70 Nil 50 546.1-547.5 0.854
0.825 0.844 0.854 70 Nil 50
550-551 1.059 0.950 0.915 1.059 90 50 50 555-556 0.858 1.018
0.628 1.018 90 50 50
Note: Where ever overlay is proposed with BC, PCC will be with
the same material. Overlay thickness for the carriageway under the
elevated corridor from Km 551+720 to Km 554+850 is designed with a
minimum CMSA of 10 as the commercial traffic will be using the
elevated section and the local traffic will only be using this
section. Overlay is designed with maximum deflection from the both
directions and all the lanes from the above two tables which is
1.134. From IRC: 81-1997 the required BM is 70 mm and in terms of
BC it is 49 mm, hence 50 mm BC is recommended. Table 1.5(c) Overlay
Thickness on Service Road on RHS. Chainage (Km)
Characteristic Deflections (mm)
Overlay ThicknessBM DBM BC
538-539 0.571 0 0 50 539-540 0.855 0 0 50 540-541 0.886 0 0 50
541-542 0.789 0 0 50 542-543 1.094 60 0 50 543-544 1.102 60 0 50
544-545 1.371 100 50 50 547-548 1.167 70 0 50 548-549 0.914 0 0 50
549-550 1.068 65 0 50 550-551 0.451 0 0 50 552-553 0.749 0 0 60
553-554 0.833 0 0 50 554-555 0.853 0 0 60 555-556 0.908 0 0 60
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Vehicle Under Pass sections are given below: CUP 540+560 -
541+100 FO 542+010 - 542+870 VUP 544+550 - 545+580 VUP 547+220 -
547+820 PUP&FO 548+200 - 549+940 EXISTING FO 549+940 - 550+470
ELEVATED 551+210 - 555+160
(b) New Pavement Thickness: Pavement Design has been carried out
adopting 23 years design life (as per clause 4.4.2 Schedule D)
including the construction period of 3 years with a structural
overlay in 0th Year. CMSA for 20 years is 115 and for service road
with 10 CMSA has been adopted.
Soaked CBR of 10% has been considered based on the availability
of borrow areas to compute the new pavement thickness and summary
of new pavement is given below: Table 1.6 Summary of New Pavement
Thickness (Main Carriageway) Homogeneous Sections Design
Lane MSA Design Pavement Composition
(mm)BC DBM WMM GSB Total
From Km 534.720 to Km 556.840 115 50 135 250 200 635
Service Road on Both Sides 10 40 50 250 200 540
Note: In case if in situ sub grade CBR is less than 10% the same
should be replaced.
Typical cross section which shows the crust composition for the
existing as well as proposed is set out in Appendix A. c) Rigid
Pavement Thickness: Rigid pavement thickness is computed in
accordance with IRC 58-2002 guide lines for 30 years design period.
The computation details are given in Annexure 1.4, and the summary
is given below:
1. DLC of M10 grade is 150 mm 2. PQC of M40 grade is 340 mm 3.
Reinforcement
a. Dowel bars of 32 mm diameter and length 500 mm at spacing of
300 mm c/c. b. Deformed tie bars of 12 mm diameter and length 640
mm at a pacing of 530 m c/c.
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Annexure-1.1
ADT VDF No of vehicles Surveyed ADT VDFNo of vehicles
Surveyed
LCV 861 0.96 33 831 0.63 85
2Axle 701 4.38 100 802 5.50 108
3Axle 405 8.95 95 364 10.80 56
MAV (Wtd Avg) 156 10.53 12 159 10.60 17
Summary of VDF
VDF ValuesBangalore to Hyderabad Hyderabad-Bangalore
Mode
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Annexure 1.1(a)
Direction: Bangalore to Hyderabad
Sl.No Front Axle (one side)Rear Axle (One
Side) Front (ESAL) Rear (ESAL)Total
(ESAL)
1 2.12 1.86 0.170 0.101 0.271
2 1.55 1.12 0.049 0.013 0.062
3 1.55 1.12 0.049 0.013 0.062
4 1.49 1.99 0.042 0.132 0.174
5 2.96 4.12 0.647 2.430 3.077
6 2.26 3.19 0.220 0.873 1.093
7 2.39 3.42 0.275 1.154 1.429
8 0.86 0.83 0.005 0.004 0.009
9 1.12 0.96 0.013 0.007 0.020
10 2.12 3.19 0.170 0.873 1.044
11 1.09 0.86 0.012 0.005 0.017
12 1.12 0.86 0.013 0.005 0.018
13 0.86 1.01 0.005 0.009 0.013
14 1.16 1.5 0.015 0.043 0.058
15 2.4 4.56 0.280 3.646 3.926
16 1.1 0.92 0.012 0.006 0.018
17 2.15 3.6 0.180 1.416 1.596
18 1.19 1.01 0.017 0.009 0.026
19 1.25 1.01 0.021 0.009 0.029
20 0.92 0.76 0.006 0.003 0.009
21 2.15 4.79 0.180 4.439 4.619
22 2.5 5.15 0.329 5.932 6.261
23 2.97 3.17 0.656 0.851 1.508
24 2.12 3.2 0.170 0.884 1.055
25 2.35 4.15 0.257 2.501 2.758
26 0.92 0.88 0.006 0.005 0.011
27 2.45 3.1 0.304 0.779 1.083
28 0.84 1.02 0.004 0.009 0.013
29 0.96 0.87 0.007 0.005 0.012
on 4th of Decebmer
Analysis for Axle load survey conducted at Km 532+100 of
NH-7
LCV
SHELADIA Associates Inc.,USA 2 of18
-
Up gradation of Hyderabad Bangalore Section of NH-7 from Km
534.720 to Km 556.840 in the State of Karnataka Under NHDP Phase
VII
Annexure 1.1(a)
30 1.57 1.14 0.051 0.014 0.065
31 1.6 1.14 0.055 0.014 0.070
32 2.14 3.2 0.177 0.884 1.061
33 1.55 1.12 0.049 0.013 0.062
VDF 0.955
Direction: Bangalore to Hyderabad
Sl.No Front Axle (one side)Rear Axle (One
Side) Front (ESAL) Rear (ESAL)Total
(ESAL)
1 4 7.19 2.159 9.644 11.803
2 2.26 4.19 0.220 1.112 1.332
3 3.12 4.59 0.799 1.602 2.401
4 2.12 1.86 0.170 0.043 0.214
5 3.15 5.12 0.830 2.480 3.310
6 2.95 4.79 0.639 1.900 2.538
7 2.22 1.56 0.205 0.021 0.226
8 2.12 1.86 0.170 0.043 0.214
9 2.95 5.72 0.639 3.863 4.502
10 2.12 1.96 0.170 0.053 0.224
11 2.12 1.86 0.170 0.043 0.214
12 2.09 1.54 0.161 0.020 0.181
13 3.15 5.15 0.830 2.539 3.369
14 2.12 1.56 0.170 0.021 0.192
15 2.95 5.12 0.639 2.480 3.119
16 3.19 5.56 0.873 3.449 4.322
17 3.15 6.12 0.830 5.063 5.893
18 2.95 6.09 0.639 4.964 5.603
19 3.99 6.79 2.137 7.671 9.808
20 2.14 1.82 0.177 0.040 0.216
21 1.96 1.72 0.124 0.032 0.156
22 2.12 1.89 0.170 0.046 0.216
23 3.7 7.01 1.580 8.714 10.295
24 3.96 6.72 2.074 7.359 9.433
25 4.1 7.02 2.383 8.764 11.147
26 2.1 1.9 0.164 0.047 0.211
27 4.2 7.92 2.624 14.199 16.823
28 4.15 8.09 2.501 15.458 17.959
29 3.5 6.2 1.265 5.332 6.598
30 3.7 7.09 1.580 9.119 10.699
31 2.15 2 0.180 0.058 0.238
32 3.9 6.74 1.951 7.447 9.398
33 2.32 2.01 0.244 0.059 0.303
34 3.4 6.15 1.127 5.162 6.289
2-Axle
SHELADIA Associates Inc.,USA 3 of18
-
Up gradation of Hyderabad Bangalore Section of NH-7 from Km
534.720 to Km 556.840 in the State of Karnataka Under NHDP Phase
VII
Annexure 1.1(a)
35 3.73 6.4 1.632 6.055 7.687
36 3.2 6.1 0.884 4.997 5.881
37 3.72 7.14 1.615 9.379 10.994
38 3.4 6.92 1.127 8.275 9.402
39 3.15 4.92 0.830 2.115 2.945
40 3.25 5.54 0.941 3.399 4.340
41 2.11 1.25 0.167 0.009 0.176
42 3.95 5.76 2.053 3.972 6.025
43 3.45 6.45 1.195 6.246 7.441
44 3.92 7.02 1.991 8.764 10.755
45 3.72 7.02 1.615 8.764 10.379
46 3.55 6.97 1.339 8.517 9.856
47 3.59 6.8 1.401 7.716 9.117
48 2.12 1.96 0.170 0.053 0.224
49 2.17 1.89 0.187 0.046 0.233
50 2.1 1.89 0.164 0.046 0.210
51 2.2 1.8 0.198 0.038 0.235
52 2.15 1.54 0.180 0.020 0.200
53 3.5 6.75 1.265 7.492 8.757
54 1.99 1.82 0.132 0.040 0.172
55 3.42 6.43 1.154 6.169 7.322
56 3.46 6.95 1.209 8.420 9.628
57 2.3 1.8 0.236 0.038 0.274
58 3.3 6.5 1.000 6.442 7.442
59 2.16 1.83 0.184 0.040 0.224
60 2.93 5.73 0.621 3.890 4.512
61 2.4 1.96 0.280 0.053 0.333
62 2.19 1.8 0.194 0.038 0.232
63 3.2 5.33 0.884 2.913 3.797
64 2.12 1.86 0.170 0.043 0.214
65 2.93 5.73 0.621 3.890 4.512
66 3.14 4.2 0.820 1.123 1.943
67 3.12 4.59 0.799 1.602 2.401
68 3.17 6.18 0.851 5.264 6.115
69 2.93 6.15 0.621 5.162 5.784
70 2.95 5.12 0.639 2.480 3.119
71 2.93 5.17 0.621 2.578 3.200
72 2.14 1.5 0.177 0.018 0.195
73 3.17 6.2 0.851 5.332 6.184
74 2.15 1.54 0.180 0.020 0.200
75 3.15 5.17 0.830 2.578 3.408
76 2.22 1.58 0.205 0.022 0.227
SHELADIA Associates Inc.,USA 4 of18
-
Up gradation of Hyderabad Bangalore Section of NH-7 from Km
534.720 to Km 556.840 in the State of Karnataka Under NHDP Phase
VII
Annexure 1.1(a)
77 4.11 7.15 2.406 9.432 11.838
78 4.12 8.15 2.430 15.922 18.351
79 3.15 5.25 0.830 2.742 3.572
80 2.12 1.97 0.170 0.054 0.225
81 2.11 1.89 0.167 0.046 0.213
82 2.15 1.76 0.180 0.035 0.215
83 3.17 5.5 0.851 3.302 4.154
84 3.14 4.6 0.820 1.616 2.436
85 2.14 1.98 0.177 0.055 0.232
86 3.2 5.17 0.884 2.578 3.462
87 3.17 6.14 0.851 5.129 5.980
88 2.97 6.09 0.656 4.964 5.620
89 3.19 5.56 0.873 3.449 4.322
90 2.14 1.7 0.177 0.030 0.207
91 2.97 5.15 0.656 2.539 3.195
92 3.2 5.6 0.884 3.549 4.433
93 4.05 7.2 2.269 9.698 11.967
94 3.14 4.6 0.820 1.616 2.436
95 2.97 4.8 0.656 1.916 2.572
96 2.85 4.8 0.556 1.916 2.472
97 3.2 5.54 0.884 3.399 4.284
98 3.17 6.14 0.851 5.129 5.980
99 3.2 5.2 0.884 2.639 3.523
100 2.12 1.96 0.170 0.053 0.224
VDF 4.376
Direction: Bangalore to Hyderabad
Sl.No Front Axle (one side)Rear Axle - 1 (One Side)
Rear Axle - 2 (One Side) Front (ESAL)
Tandem(ESAL)
Total(ESAL)
1 3.45 6.72 6.55 1.195 9.884 11.079
2 2.99 5.72 5.96 0.674 5.932 6.6063 3.15 5.96 6.19 0.830 6.947
7.7774 3.69 6.15 6.29 1.563 7.634 9.197
5 3.15 6.13 6.44 0.830 7.958 8.7886 3.49 6.15 6.09 1.251 7.155
8.4067 3.49 6.72 6.96 1.251 11.164 12.415
8 3.95 7.12 6.96 2.053 12.528 14.5819 3.15 5.19 5.56 0.830 4.257
5.08710 3.12 2.12 2.22 0.799 0.113 0.912
11 2.45 2.11 2.09 0.304 0.099 0.40312 3.49 6.72 5.99 1.251 8.319
9.57013 3.15 5.79 5.96 0.830 6.076 6.906
3 Axle Trucks
SHELADIA Associates Inc.,USA 5 of18
-
Up gradation of Hyderabad Bangalore Section of NH-7 from Km
534.720 to Km 556.840 in the State of Karnataka Under NHDP Phase
VII
Annexure 1.1(a)
14 3.19 5.12 6.09 0.873 5.034 5.90715 3.95 7.15 7.36 2.053
14.130 16.18216 3.15 6.12 7.09 0.830 9.707 10.537
17 4 7.16 7.85 2.159 16.180 18.33918 2.95 5.76 6.12 0.639 6.349
6.98819 3.19 5.72 6.09 0.873 6.201 7.074
20 2.95 5.96 5.99 0.639 6.500 7.13921 3.49 5.79 5.96 1.251 6.076
7.32722 4.23 7.54 7.92 2.700 18.210 20.909
23 3.72 6.8 6.92 1.615 11.295 12.91024 3.02 2.9 2.82 0.701 0.341
1.04325 3.2 6.11 6.25 0.884 7.439 8.324
26 3.9 7.2 7.54 1.951 15.047 16.99827 3.67 6.92 6.98 1.530
11.899 13.42928 2.9 1.92 1.8 0.596 0.061 0.657
29 3.63 6.62 6.75 1.464 10.186 11.65030 3.2 2.15 2.03 0.884
0.097 0.98131 2.7 5.2 5.32 0.448 3.904 4.352
32 2.9 5.7 6.11 0.596 6.201 6.79733 2.92 5.92 5.99 0.613 6.414
7.02734 3.4 5.75 5.92 1.127 5.912 7.039
35 3.12 6.3 6.93 0.799 9.766 10.56536 4.1 7.8 7.5 2.383 17.467
19.85037 2.54 5.87 5.92 0.351 6.159 6.510
38 4.11 7.42 7.82 2.406 17.195 19.60139 3.94 7.12 7.44 2.032
14.326 16.35840 2.82 5.4 5.73 0.533 4.892 5.425
41 3.59 6.79 6.89 1.401 11.164 12.56442 3.2 5.33 5.63 0.884
4.599 5.48443 3.62 6.92 6.5 1.448 10.339 11.787
44 3.7 6.92 6.5 1.580 10.339 11.91945 3.6 6.82 5.99 1.416 8.583
10.00046 2.11 2.02 2.09 0.167 0.091 0.258
47 3.59 6.79 6.89 1.401 11.164 12.56448 3.5 6.72 6.89 1.265
10.937 12.20249 3.92 7.02 7.11 1.991 12.707 14.698
50 3.2 2.14 2.3 0.884 0.124 1.00851 2.93 2.15 2.1 0.621 0.104
0.72552 3.2 5.33 5.7 0.884 4.718 5.602
53 3.62 6.8 7.12 1.448 11.968 13.41654 3.5 6.2 6.19 1.265 7.512
8.77755 3.15 6.25 6.32 0.830 7.958 8.788
SHELADIA Associates Inc.,USA 6 of18
-
Up gradation of Hyderabad Bangalore Section of NH-7 from Km
534.720 to Km 556.840 in the State of Karnataka Under NHDP Phase
VII
Annexure 1.1(a)
56 3.73 6.2 6.33 1.632 7.857 9.489
57 3.55 5.83 5.97 1.339 6.180 7.51958 3.23 5.74 6.07 0.918 6.201
7.11959 3.17 6.25 6.41 0.851 8.188 9.040
60 3.6 6.2 6.15 1.416 7.415 8.83261 3.5 6.25 6.14 1.265 7.512
8.77762 3.73 6.19 6.33 1.632 7.832 9.464
63 3.14 2.16 2.3 0.820 0.126 0.94664 3 2.11 2.17 0.683 0.107
0.79065 3.5 6.82 5.89 1.265 8.319 9.584
66 3.5 6.78 6.59 1.265 10.186 11.45167 3.2 6.23 6.39 0.884 8.085
8.97068 3.53 6.22 6.11 1.309 7.367 8.677
69 3.5 6.17 6.09 1.265 7.202 8.46770 3.55 6.73 6.92 1.339 11.066
12.40571 3.15 5.2 5.57 0.830 4.289 5.119
72 3.54 5.92 6.12 1.324 6.698 8.02373 3.17 5.83 5.92 0.851 6.076
6.92774 3.25 5.15 6.12 0.941 5.142 6.083
75 3.25 7.2 7.44 0.941 14.643 15.58476 3.2 6.15 6.23 0.884 7.488
8.37277 3.4 6.2 6.11 1.127 7.320 8.447
78 3.55 6.78 6.98 1.339 11.427 12.76679 3.54 5.6 5.74 1.324
5.271 6.59680 4.2 7.8 7.92 2.624 19.466 22.090
SHELADIA Associates Inc.,USA 7 of18
-
Up gradation of Hyderabad Bangalore Section of NH-7 from Km
534.720 to Km 556.840 in the State of Karnataka Under NHDP Phase
VII
Annexure 1.1(a)
81 2.97 5.77 6.13 0.656 6.392 7.04882 2.97 5.76 6.14 0.656 6.392
7.04883 3.17 6.15 7.2 0.851 10.125 10.976
84 3.17 5.8 5.97 0.851 6.117 6.96985 3.19 5.72 6.09 0.873 6.201
7.07486 3.54 6.73 5.6 1.324 7.367 8.692
87 3.14 2.14 2.4 0.820 0.135 0.95588 3.54 6.17 6.11 1.324 7.249
8.57389 3.6 5.8 5.89 1.416 5.953 7.369
90 2.97 5.78 6.14 0.656 6.435 7.09191 3.2 6.15 7.11 0.884 9.855
10.73992 3.97 7.14 6.98 2.095 12.671 14.765
93 3.5 6.78 6.98 1.265 11.427 12.69394 3.45 6.65 5.84 1.195
7.757 8.95295 3.49 6.15 6.09 1.251 7.155 8.406
VDF 8.951
SHELADIA Associates Inc.,USA 8 of18
-
Up gradation of Hyderabad Bangalore Section of NH-7 from Km
534.720 to Km 556.840 in the State of Karnataka Under NHDP Phase
VII
Annexure 1.1(a)
Direction: Bangalore to Hyderabad
Sl.No Front Axle (one side)Rear Axle - 1 (One Side)
Rear Axle - 2 (One Side)
Rear Axle - 3 (One Side)
Front(ESAL)
Rear-1(ESAL)
Tandem-1(ESAL)
Total(ESAL)
1 3.15 2.91 6.82 7.42 0.830 0.259 13.107 14.196
2 3.14 2.92 6.81 7.51 0.820 0.262 13.404 14.486
3 3.2 3.05 6.72 7.11 0.884 0.312 11.661 12.858
4 3.1 2.95 6.72 7.01 0.779 0.273 11.328 12.380
VDF 13.480
Direction: Bangalore to Hyderabad
Sl.No Front Axle (one side)Rear Axle - 1 (One Side)
Rear Axle - 2 (One Side)
Rear Axle - 3 (One Side)
Rear Axle - 4 (One Side)
Front(ESAL)
Rear-1(ESAL)
Tridem-1(ESAL)
Total(ESAL)
1 2.45 3.15 6.75 5.93 6.19 0.30 0.36 7.38 8.04
2 3.19 3.19 7.12 6.13 6.63 0.87 0.37 9.09 10.33
3 2.79 2.95 6.73 6.09 6.32 0.51 0.27 7.81 8.59
4 2.95 3.49 7.12 7.19 7.09 0.64 0.54 12.20 13.38
5 3.15 3.56 8.13 7.96 7.49 0.83 0.58 17.99 19.40
6 2.95 3.49 7.12 6.79 6.96 0.64 0.54 11.04 12.21
7 2.12 1.8 2.22 1.12 1.55 0.17 0.04 0.03 0.24
8 2.12 1.89 2.39 1.12 1.57 0.17 0.05 0.04 0.26
VDF 9.055
Wtd Avg 10.53
5 Axle Trucks
4 Axle Trucks
SHELADIA Associates Inc.,USA 9 of18
-
Up gradation of Hyderabad Bangalore Section of NH-7 from Km
534.720 to Km 556.840 in the State of Karnataka Under NHDP Phase
VII
Annexure 1.1(b)
Direction: Hyderabad to Bangalore
Sl.No Front Axle (one side)Rear Axle (One
Side) Front (ESAL) Rear (ESAL)Total
(ESAL)
1 0.63 0.52 0.001 0.001 0.002
2 2 2.55 0.135 0.357 0.491
3 2.12 4.12 0.170 2.430 2.600
4 0.89 1.09 0.005 0.012 0.017
5 2.12 4.79 0.170 4.439 4.609
6 0.56 0.84 0.001 0.004 0.005
7 0.84 0.7 0.004 0.002 0.006
8 0.57 0.4 0.001 0.000 0.001
9 0.45 0.36 0.000 0.000 0.000
10 0.63 0.63 0.001 0.001 0.003
11 1.89 3.15 0.108 0.830 0.938
12 2.12 3.96 0.170 2.074 2.244
13 1.11 0.86 0.013 0.005 0.017
14 1.12 0.86 0.013 0.005 0.018
15 0.86 0.81 0.005 0.004 0.008
16 0.86 0.79 0.005 0.003 0.008
17 2.15 3.19 0.180 0.873 1.053
18 2.1 4 0.164 2.159 2.323
19 0.9 0.75 0.006 0.003 0.008
20 0.89 2.09 0.005 0.161 0.166
21 0.7 1.1 0.002 0.012 0.014
22 0.89 0.47 0.005 0.000 0.006
23 0.68 0.5 0.002 0.001 0.002
24 3.12 4.1 0.799 2.383 3.182
25 2.1 3.95 0.164 2.053 2.217
26 2.1 3.95 0.164 2.053 2.217
27 2.1 4.12 0.164 2.430 2.594
28 2.1 4.05 0.164 2.269 2.433
29 0.52 0.67 0.001 0.002 0.002
Analysis for Axle load survey conducted at Km 532+100 of
NH-7
LCV on 4th of Decebmer
SHELADIA Associates Inc.,USA 10 of18
-
Up gradation of Hyderabad Bangalore Section of NH-7 from Km
534.720 to Km 556.840 in the State of Karnataka Under NHDP Phase
VII
Annexure 1.1(b)
30 0.96 0.87 0.007 0.005 0.012
31 0.89 1.1 0.005 0.012 0.018
32 0.94 0.79 0.007 0.003 0.010
33 2.12 3.1 0.170 0.779 0.949
34 2.27 3.2 0.224 0.884 1.108
35 1.5 2.25 0.043 0.216 0.259
36 0.65 0.8 0.002 0.003 0.005
37 2.1 4.2 0.164 2.624 2.788
38 1.9 3.95 0.110 2.053 2.163
39 0.63 1.1 0.001 0.012 0.014
40 0.7 0.9 0.002 0.006 0.008
41 0.94 1.95 0.007 0.122 0.129
42 0.78 1.1 0.003 0.012 0.015
43 0.6 0.8 0.001 0.003 0.005
44 0.81 0.92 0.004 0.006 0.010
45 0.5 0.9 0.001 0.006 0.006
46 0.82 0.75 0.004 0.003 0.006
47 2.05 4.1 0.149 2.383 2.532
48 1.01 1.96 0.009 0.124 0.133
49 0.8 0.67 0.003 0.002 0.005
50 0.63 0.63 0.001 0.001 0.003
51 0.52 0.62 0.001 0.001 0.002
52 0.91 2.73 0.006 0.468 0.474
53 1.86 1.55 0.101 0.049 0.150
54 1.7 2.95 0.070 0.639 0.709
55 1.12 1.97 0.013 0.127 0.140
56 1.15 0.92 0.015 0.006 0.021
57 0.54 0.63 0.001 0.001 0.002
58 1.97 3.12 0.127 0.799 0.926
59 1.92 3.9 0.115 1.951 2.065
60 1.75 2.63 0.079 0.403 0.483
61 1.96 2.22 0.124 0.205 0.329
62 1.16 1.86 0.015 0.101 0.116
63 0.63 0.72 0.001 0.002 0.004
64 0.63 2.18 0.001 0.190 0.192
65 2.1 3.95 0.164 2.053 2.217
66 2.18 2.27 0.190 0.224 0.414
67 1.05 1.16 0.010 0.015 0.026
68 1.01 1.25 0.009 0.021 0.029
69 1.16 2.16 0.015 0.184 0.199
70 0.73 1.05 0.002 0.010 0.013
71 1.1 2.59 0.012 0.379 0.392
72 0.73 0.82 0.002 0.004 0.006
SHELADIA Associates Inc.,USA 11 of18
-
Up gradation of Hyderabad Bangalore Section of NH-7 from Km
534.720 to Km 556.840 in the State of Karnataka Under NHDP Phase
VII
Annexure 1.1(b)
73 2 3.15 0.135 0.830 0.965
74 1.1 2.5 0.012 0.329 0.342
75 0.96 0.87 0.007 0.005 0.012
VDF 0.634
Direction: Hyderabad to Bangalore
Sl.No Front Axle (one side)Rear Axle (One
Side) Front (ESAL) Rear (ESAL)Total
(ESAL)
1 3.45 2.45 1.195 0.130 1.325
2 3.05 2.55 0.730 0.153 0.882
3 2.25 6.45 0.216 6.246 6.462
4 2.12 1.86 0.170 0.043 0.214
5 3.35 6.75 1.062 7.492 8.554
6 3.45 6.75 1.195 7.492 8.686
7 3.95 6.75 2.053 7.492 9.544
8 3.79 5.97 1.740 4.584 6.324
9 3.11 6.11 0.789 5.029 5.818
10 3.59 5.75 1.401 3.945 5.345
11 3.56 6.72 1.354 7.359 8.714
12 2.45 4.16 0.304 1.081 1.385
13 3.57 6.79 1.370 7.671 9.040
14 3.76 6.97 1.685 8.517 10.202
15 3.76 6.97 1.685 8.517 10.202
16 2.16 4 0.184 0.924 1.107
17 2.12 1.86 0.170 0.043 0.214
18 2.12 1.96 0.170 0.053 0.224
19 3.75 6.76 1.668 7.536 9.204
20 3.15 6.95 0.830 8.420 9.250
21 2 4.55 0.135 1.547 1.682
22 2.15 1.86 0.180 0.043 0.223
23 3.2 6.5 0.884 6.442 7.326
24 3.15 6.1 0.830 4.997 5.827
25 3.45 6.3 1.195 5.685 6.879
26 2.97 6.27 0.656 5.577 6.233
27 2.1 1.96 0.164 0.053 0.217
28 3.6 6.5 1.416 6.442 7.858
29 3.25 6.2 0.941 5.332 6.273
30 3.4 6.15 1.127 5.162 6.289
31 2.1 1.8 0.164 0.038 0.202
32 3.4 6.25 1.127 5.507 6.633
33 3.11 6.8 0.789 7.716 8.505
34 2.45 1.8 0.304 0.038 0.342
35 3.4 6.4 1.127 6.055 7.181
36 3.33 6.25 1.037 5.507 6.543
2-Axle
SHELADIA Associates Inc.,USA 12 of18
-
Up gradation of Hyderabad Bangalore Section of NH-7 from Km
534.720 to Km 556.840 in the State of Karnataka Under NHDP Phase
VII
Annexure 1.1(b)
37 2.12 1.86 0.170 0.043 0.214
38 2.1 1.8 0.164 0.038 0.202
39 3.4 6.3 1.127 5.685 6.812
40 3.25 6.3 0.941 5.685 6.626
41 3.34 6 1.049 4.677 5.726
42 3.11 6.4 0.789 6.055 6.843
43 2.12 1.86 0.170 0.043 0.214
44 3.45 6.45 1.195 6.246 7.441
45 3.3 6.5 1.000 6.442 7.442
46 3.45 6.2 1.195 5.332 6.527
47 3.45 6.6 1.195 6.848 8.042
48 3.4 6.25 1.127 5.507 6.633
49 3.1 6.3 0.779 5.685 6.464
50 2.14 3.15 0.177 0.355 0.532
51 3.2 6.1 0.884 4.997 5.881
52 3.6 6.5 1.416 6.442 7.858
53 3.55 6.4 1.339 6.055 7.394
54 2.95 5.01 0.639 2.274 2.912
55 2.25 2.01 0.216 0.059 0.275
56 4 5.9 2.159 4.373 6.532
57 2.1 1.8 0.164 0.038 0.202
58 2 4.15 0.135 1.070 1.205
59 2.25 1.8 0.216 0.038 0.254
60 2.9 5.9 0.596 4.373 4.969
61 3.46 6.65 1.209 7.057 8.266
62 2.9 5.5 0.596 3.302 3.899
63 3.46 6.65 1.209 7.057 8.266
64 2.9 5.5 0.596 3.302 3.899
65 3.35 6.3 1.062 5.685 6.747
66 2.9 5.18 0.596 2.598 3.195
67 3.95 6.01 2.053 4.708 6.761
68 1.9 2.1 0.110 0.070 0.180
69 3 5.9 0.683 4.373 5.056
70 3.11 6.55 0.789 6.642 7.431
71 3.4 7 1.127 8.665 9.791
72 3.32 6.9 1.024 8.180 9.205
73 3.5 6.6 1.265 6.848 8.113
74 3.2 6.5 0.884 6.442 7.326
75 3.29 6.3 0.988 5.685 6.673
76 3.5 6.4 1.265 6.055 7.320
77 2.9 5.8 0.596 4.084 4.680
78 1.89 1.1 0.108 0.005 0.113
79 3.4 6.2 1.127 5.332 6.459
SHELADIA Associates Inc.,USA 13 of18
-
Up gradation of Hyderabad Bangalore Section of NH-7 from Km
534.720 to Km 556.840 in the State of Karnataka Under NHDP Phase
VII
Annexure 1.1(b)
80 3.38 6.2 1.101 5.332 6.433
81 3.95 6.41 2.053 6.092 8.145
82 3.8 6.25 1.758 5.507 7.265
83 3.8 6.95 1.758 8.420 10.178
84 2.12 4.09 0.170 1.010 1.180
85 3.95 6.96 2.053 8.468 10.521
86 4 6.85 2.159 7.946 10.104
87 3.33 6.7 1.037 7.272 8.309
88 3.6 6.8 1.416 7.716 9.132
89 3.8 6.95 1.758 8.420 10.178
90 3.5 6.25 1.265 5.507 6.772
91 2.1 3.95 0.164 0.879 1.043
92 3.6 6.75 1.416 7.492 8.908
93 3.92 6.04 1.991 4.803 6.794
94 2.1 6.42 0.164 6.131 6.295
95 2.12 1.86 0.170 0.043 0.214
96 3.95 6.85 2.053 7.946 9.998
97 3.2 6.09 0.884 4.964 5.848
98 2.57 4 0.368 0.924 1.292
99 3.14 6.66 0.820 7.100 7.920
100 2.5 6.5 0.329 6.442 6.771
101 2.2 4.72 0.198 1.791 1.989
102 3.96 6.2 2.074 5.332 7.406
103 3.73 6.92 1.632 8.275 9.908
104 2.2 1.94 0.198 0.051 0.249
105 4.2 6.89 2.624 8.133 10.757
106 2.4 1.9 0.280 0.047 0.327
107 4.2 6.9 2.624 8.180 10.804
108 2.1 1.86 0.164 0.043 0.207
109 3.54 6.71 1.324 7.316 8.640
110 3.45 6.67 1.195 7.143 8.337
111 2.1 1.87 0.164 0.044 0.208
112 2.12 4.12 0.170 1.040 1.210
113 3.5 6.45 1.265 6.246 7.511
114 3.4 6.25 1.127 5.507 6.633
115 3.2 6.26 0.884 5.542 6.426
116 3.21 6.35 0.895 5.868 6.763
117 2.1 1.87 0.164 0.044 0.208
118 3.2 6.47 0.884 6.324 7.208
SHELADIA Associates Inc.,USA 14 of18
-
Up gradation of Hyderabad Bangalore Section of NH-7 from Km
534.720 to Km 556.840 in the State of Karnataka Under NHDP Phase
VII
Annexure 1.1(b)
VDF 5.505
Direction: Hyderabad to Bangalore
Sl.No Front Axle (one side)Rear Axle - 1 (One Side)
Rear Axle - 2 (One Side) Front (ESAL)
Tandem(ESAL)
Total(ESAL)
1 3.21 2.25 2.56 0.895 0.171 1.066
2 3.15 6.45 6.55 0.830 9.104 9.9343 2.26 2.12 1.91 0.220 0.084
0.3044 3.95 8.95 8.79 2.053 31.570 33.623
5 3.54 6.5 6.53 1.324 9.188 10.5136 1.98 2.01 2.3 0.130 0.110
0.2407 3.61 6.5 6.73 1.432 9.766 11.198
8 2.88 9.75 8.95 0.580 38.979 39.5599 4.15 8.75 8.95 2.501
31.287 33.788
10 1.89 1.76 1.9 0.108 0.057 0.165
11 3.25 6.14 6.72 0.941 8.718 9.65912 3.95 9.57 9.19 2.053
39.482 41.53413 3.95 10.09 10.1 2.053 52.968 55.020
14 2.1 1.98 1.86 0.164 0.069 0.23315 3.22 6.79 7.15 0.906 12.037
12.94316 3.42 6.45 6.59 1.154 9.217 10.370
17 2.36 6.5 6.69 0.262 9.648 9.91018 1.97 2.12 2.01 0.127 0.093
0.22019 3.3 6.5 6.6 1.000 9.388 10.388
20 3.5 6.7 6.8 1.265 10.588 11.85321 3.27 6.6 6.9 0.964 10.588
11.55222 2.1 1.94 1.89 0.164 0.069 0.233
23 3.59 6.79 6.89 1.401 11.164 12.56424 2.01 2.3 2.1 0.138 0.119
0.25725 2.45 6.7 6.75 0.304 10.432 10.735
26 3.6 6.6 6.8 1.416 10.277 11.69427 2.01 1.96 2.01 0.138 0.079
0.21728 3.33 6.7 6.8 1.037 10.588 11.625
29 3.2 6.7 6.9 0.884 10.905 11.78930 1.98 2.01 2 0.130 0.082
0.21231 3.15 8.97 8.1 0.830 27.064 27.895
32 4.43 8.34 8.3 3.248 24.439 27.68633 3.36 5.9 6.2 1.075 6.833
7.90834 3.33 6.7 6.75 1.037 10.432 11.469
35 2.1 1.8 1.7 0.164 0.048 0.21236 1.95 2.25 1.5 0.122 0.063
0.18537 2 1.76 1.7 0.135 0.046 0.181
38 3.3 6.5 6.44 1.000 8.937 9.937
3 Axle Trucks
SHELADIA Associates Inc.,USA 15 of18
-
Up gradation of Hyderabad Bangalore Section of NH-7 from Km
534.720 to Km 556.840 in the State of Karnataka Under NHDP Phase
VII
Annexure 1.1(b)
39 2.1 1.8 1.19 0.164 0.025 0.18940 3.33 7.27 6.9 1.037 12.851
13.888
41 2.97 5.9 6.15 0.656 6.721 7.37742 1.67 1.7 1.67 0.066 0.041
0.10743 3.2 6.5 6.8 0.884 9.974 10.858
44 2.36 1.8 1.75 0.262 0.051 0.31245 4 6.7 6.96 2.159 11.099
13.25746 3.51 6.11 6.5 1.280 8.060 9.340
47 3.6 6.63 6.82 1.416 10.432 11.84848 3.25 6.8 6.92 0.941
11.295 12.23649 1.98 2.13 2.2 0.130 0.112 0.242
50 3.25 6.9 6.84 0.941 11.361 12.30251 3.4 6.54 6.7 1.127 9.795
10.92252 3.7 6.94 7.15 1.580 12.563 14.144
53 2.9 1.97 1.8 0.596 0.064 0.66154 3.59 6.7 6.59 1.401 9.944
11.34555 3.8 6.94 6.92 1.758 11.763 13.52156 2.3 2.32 2.12 0.236
0.124 0.36057 3.6 6.94 6.92 1.416 11.763 13.17958 4.56 7.17 7.92
3.646 16.528 20.17459 1.34 1.67 1.78 0.027 0.045 0.07260 3.25 6.7
6.5 0.941 9.677 10.61861 3.6 6.75 6.92 1.416 11.131 12.54762 2.3
1.96 2.01 0.236 0.079 0.31563 3.56 6.7 6.82 1.354 10.651 12.00564
3.54 6.67 6.82 1.324 10.556 11.88165 3.36 2.5 2.9 1.075 0.271
1.34666 4.15 7.5 7.92 2.501 18.022 20.52367 3.33 8 10.2 1.037
34.974 36.01168 2.12 2.3 2.12 0.170 0.122 0.29269 3.6 6.72 6.91
1.416 11.001 12.41870 2.12 1.98 2.1 0.170 0.088 0.25971 3.7 6.82
6.97 1.580 11.527 13.107
VDF 10.796
SHELADIA Associates Inc.,USA 16 of18
-
Up gradation of Hyderabad Bangalore Section of NH-7 from Km
534.720 to Km 556.840 in the State of Karnataka Under NHDP Phase
VII
Annexure 1.1(b)
Direction: Hyderabad to Bangalore
Sl.No Front Axle (one side)Rear Axle - 1 (One Side)
Rear Axle - 2 (One Side)
Rear Axle - 3 (One Side)
Front(ESAL)
Rear-1(ESAL)
Tandem-1(ESAL)
Total(ESAL)
1 3 6.79 6.72 6.19 0.683 7.671 8.855 17.208
2 3.25 6.45 6.89 6.65 0.941 6.246 10.714 17.900
3 3.95 4.19 5.79 5.55 2.053 1.112 5.271 8.436
4 2.27 5.79 5.71 5.72 0.224 4.056 5.441 9.720
5 2.12 2.31 1.89 1.56 0.170 0.103 0.045 0.318
6 2.55 5.43 5.09 5.12 0.357 3.137 3.464 6.958
7 3.69 6.69 6.8 6.7 1.563 7.229 10.588 19.380
8 3.12 6.12 6.1 6.09 0.799 5.063 7.038 12.900
9 2.13 2.31 1.93 2.01 0.174 0.103 0.077 0.353
10 2.36 2.57 5.1 5.12 0.262 0.157 3.478 3.897
11 4.25 6.61 6.91 6.85 2.751 6.889 11.427 21.067
12 3 6.59 6.8 6.56 0.683 6.806 10.155 17.644
13 2.01 5.85 5.85 5.45 0.138 4.227 5.197 9.561
14 3.4 6.56 5.26 6.25 1.127 6.683 5.595 13.404
15 2.34 2.01 2.31 1.98 0.253 0.059 0.108 0.420
16 3.54 6.1 6.9 6.9 1.324 4.997 11.561 17.881
17 3.15 2.9 5.89 5.56 0.830 0.255 5.479 6.564
18 1.69 2.05 1.98 2.1 0.069 0.064 0.088 0.221
19 3.2 3.1 6.8 6.8 0.884 0.333 10.905 12.122
VDF 10.314
Direction: Hyderabad to Bangalore
Sl.No Front Axle (one side)Rear Axle - 1 (One Side)
Rear Axle - 2 (One Side)
Rear Axle - 3 (One Side)
Rear Axle - 4 (One Side)
Front(ESAL)
Rear-1(ESAL)
Tridem-1(ESAL)
Total(ESAL)
1 3.14 8.5 6.75 6.7 7.43 0.82 18.84 11.06 30.72
2 2.1 2.56 2.01 2.3 1.98 0.16 0.15 0.09 0.41
3 2.45 3.33 7.01 7.5 8.2 0.30 0.44 15.48 16.22
4 2.21 1.98 2.31 2.4 2.31 0.20 0.06 0.14 0.40
VDF 11.937
Wtd Avg 10.60
5 Axle Trucks
4 Axle Trucks
SHELADIA Associates Inc.,USA 17 of18
-
Up
grad
atio
n of
Hyd
erab
ad
Ban
galo
re S
ectio
n of
NH
-7 fr
om K
m
534.
720
to K
m 5
56.8
40 in
the
Sta
te o
f Kar
nata
ka U
nder
NH
DP
Pha
se
VII
Ann
exur
e 1.
2
CU
MU
LATI
VE M
ILLI
ON
STA
ND
AR
D A
XLES
AV
G V
DF
0.79
0.79
4.94
9.87
10.5
620
11-2
016
7.2
7.2
7.2
7.2
7.2
2016
-202
15
55
55
2021
-202
65
55
55
2026
-203
15
55
55
`
Year
Bus
LCV
2 A
xle
truc
k3
Axl
e Tr
uck
MA
VTo
tal v
ehic
les
Bus
LCV
2 A
xle
truc
k3
Axl
e Tr
uck
MA
VTo
tal
2010
1769
2175
2068
895
298
5436
1539
8518
9326
1118
801
9676
2434
4683
2774
419
2.77
2011
1896
2332
2217
959
319
5827
1650
4020
2992
1199
411
1036
817
3689
7329
7323
32.
9720
1220
3325
0023
7710
2834
262
4717
6965
2176
1612
8597
211
1141
639
5576
3187
545
3.19
3.19
2013
2179
2680
2548
1102
367
6697
1896
7423
3285
1378
484
1191
421
4244
9334
1735
63.
426.
6020
1423
3628
7327
3111
8139
371
7820
3341
2500
8414
7748
812
7683
145
4566
3662
309
3.66
10.2
720
1525
0430
8029
2812
6642
176
9521
7964
2681
0315
8406
613
6872
848
6952
3925
814
3.93
14.1
920
1626
8433
0231
3913
5745
182
4923
3633
2874
2716
9821
814
6711
352
1652
4208
042
4.21
18.4
020
1728
1834
6732
9614
2547
486
6224
5297
3017
9017
8315
615
4063
054
8255
4419
128
4.42
22.8
220
1829
5936
4034
6114
9649
890
9525
7570
3168
4918
7242
216
1739
257
6014
4640
248
4.64
27.4
620
1931
0738
2236
3415
7152
395
5027
0453
3326
9219
6601
616
9847
760
4931
4872
569
4.87
32.3
320
2032
6240
1338
1616
5054
910
028
2839
4634
9317
2064
479
1783
888
6350
0451
1663
45.
1237
.45
2021
3425
4214
4007
1733
576
1053
029
8134
3668
1421
6781
218
7362
366
6233
5372
616
5.37
42.8
220
2235
9644
2542
0718
2060
511
057
3130
1938
5181
2276
013
1967
682
6997
7656
4167
15.
6448
.46
2023
3776
4646
4417
1911
635
1160
932
8687
4044
1823
8962
420
6606
673
4476
5923
272
5.92
54.3
920
2439
6548
7846
3820
0766
712
190
3451
3942
4613
2509
186
2169
856
7714
8962
2028
46.
2260
.61
2025
4163
5122
4870
2107
700
1279
936
2374
4458
5226
3470
022
7797
180
9659
6530
556
6.53
67.1
420
2643
7153
7851
1422
1273
513
439
3804
8046
8136
2766
705
2391
491
8501
4268
5695
46.
8673
.99
2027
4590
5647
5370
2323
772
1411
239
9543
4915
5129
0520
325
1149
889
2938
7200
733
7.20
81.2
020
2848
2059
2956
3924
3981
114
818
4195
6451
6098
3050
733
2636
910
9380
4775
6135
47.
5688
.76
2029
5061
6225
5921
2561
852
1555
944
0542
5418
6432
0329
727
6881
098
5470
7939
984
7.94
96.7
020
3053
1465
3662
1726
8989
516
337
4625
6556
8936
3363
435
2907
196
1035
207
8337
339
8.34
105.
0320
3155
8068
6365
2828
2394
017
154
4857
1959
7400
3531
688
3052
070
1087
256
8754
133
8.75
113.
79
Upg
rada
tion,
Ope
ratio
n an
d M
aint
enan
ce o
f KM
534
.720
to K
M 5
56.8
40 o
f Hyd
erab
ad
Ban
galo
re S
ectio
n of
NH
7 in
Kar
nata
ka u
nder
NH
DP
Phas
e
VII (
Pack
age
No.
: NS-
2/B
OT/
KN
T-2)
Vehi
cles
(AA
DT)
ESA
LM
SAC
MSA
-
Upg
rada
tion
of H
yder
abad
- B
anga
lore
Sec
tion
of N
H-7
from
Km
534.
720
to K
m 5
56.8
40 in
the
Sta
te o
f Kar
nata
ka u
nder
NH
DP
Pha
se-V
IIB
BD
Sur
vey
and
Ana
lysi
sA
nnex
ure
1.3
(a)
Nam
e of
Roa
d : H
yder
abad
- B
anga
lore
Sec
tion
of N
H -
7L
HS
Ker
b L
ane
Stat
ion
Cha
inag
eIn
itial
Inte
rme-
diat
eFi
nal
App
aren
tde
flect
ion
mm
Bea
mco
rrec
tion
mm
Dia
l Gau
ge R
eadi
ng (m
m)
Initi
al-
Inte
r(m
m)
Initi
al-
final
(mm
)D
iff.(m
m)
BEN
KEL
MA
N B
EAM
DEF
LEC
TIO
NS
TEST
OVE
R E
XIST
ING
FLE
XIB
LE P
AVE
MEN
T
Pave
men
t T
emp.
C
Cor
rect
edD
efle
ctio
n(m
m)
Mea
nde
flect
ion
mm
/km
X
Tru
ede
flect
ion
mm
Cor
rect
ion
for
tem
p.
St
anda
rdD
evia
tion
o
(mm
)
Cha
ract
eris
tic
Def
lect
ion
Dc
= x+
2 o
(m
m)
535.
000
49.7
0.00
00.
220
0.24
90.
220
0.24
90.
029
0.49
80.
169
0.66
7-0
.147
0.52
053
5.10
049
.70.
000
0.21
10.
215
0.21
10.
215
0.00
40.
430
0.00
00.
430
-0.1
470.
283
535.
200
49.7
0.00
00.
202
0.22
10.
202
0.22
10.
019
0.44
20.
000
0.44
2-0
.147
0.29
553
5.30
049
.70.
000
0.17
10.
188
0.17
10.
188
0.01
70.
376
0.00
00.
376
-0.1
470.
229
535.
400
49.7
0.00
00.
173
0.17
50.
173
0.17
50.
002
0.35
00.
000
0.35
0-0
.147
0.20
353
5.50
049
.70.
000
0.15
20.
165
0.15
20.
165
0.01
30.
330
0.00
00.
330
-0.1
470.
183
535
600
497
000
00
154
018
30
154
018
30
029
036
60
169
053
50
147
038
8
mm
mm
(mm
)m
m/k
mX
mm
(mm
)(m
m)
535.
600
49.7
0.00
00.
154
0.18
30.
154
0.18
30.
029
0.36
60.
169
0.53
5-0
.147
0.38
853
5.70
049
.70.
000
0.13
80.
159
0.13
80.
159
0.02
10.
318
0.00
00.
318
-0.1
470.
171
535.
800
49.7
0.00
00.
146
0.15
80.
146
0.15
80.
012
0.31
60.
000
0.31
6-0
.147
0.16
953
5.90
049
.70.
000
0.16
50.
187
0.16
50.
187
0.02
20.
374
0.00
00.
374
-0.1
470.
227
536.
000
49.7
0.00
00.
175
0.19
20.
175
0.19
20.
017
0.38
40.
000
0.38
4-0
.147
0.23
753
6.10
049
.70.
000
0.09
40.
119
0.09
40.
119
0.02
50.
238
0.00
00.
238
-0.1
470.
091
536.
200
49.7
0.00
00.
112
0.13
00.
112
0.13
00.
018
0.26
00.
000
0.26
0-0
.147
0.11
353
630
049
70
000
011
70
126
011
70
126
000
90
252
000
00
252
014
70
105
536.
300
49.7
0.00
00.
117
0.12
60.
117
0.12
60.
009
0.25
20.
000
0.25
2-0
.147
0.10
553
6.40
049
.70.
000
0.14
80.
177
0.14
80.
177
0.02
90.
354
0.16
90.
523
-0.1
470.
376
536.
500
49.7
0.00
00.
191
0.21
00.
191
0.21
00.
019
0.42
00.
000
0.42
0-0
.147
0.27
353
6.60
049
.70.
000
0.10
50.
132
0.10
50.
132
0.02
70.
264
0.15
70.
421
-0.1
470.
274
536.
700
49.7
0.00
00.
107
0.13
40.
107
0.13
40.
027
0.26
80.
157
0.42
5-0
.147
0.27
853
6.80
049
.70.
000
0.18
30.
201
0.18
30.
201
0.01
80.
402
0.00
00.
402
-0.1
470.
255
536.
900
49.7
0.00
00.
187
0.20
80.
187
0.20
80.
021
0.41
60.
000
0.41
6-0
.147
0.26
953
700
051
50
000
018
90
227
018
90
227
003
80
454
022
10
675
-016
50
510
537.
000
51.5
0.00
00.
189
0.22
70.
189
0.22
70.
038
0.45
40.
221
0.67
5-0
.165
0.51
053
7.10
051
.50.
000
0.20
80.
249
0.20
80.
249
0.04
10.
498
0.23
90.
737
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650.
572
537.
200
51.5
0.00
00.
163
0.20
80.
163
0.20
80.
045
0.41
60.
262
0.67
8-0
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0.51
353
7.30
051
.50.
000
0.19
30.
215
0.19
30.
215
0.02
20.
430
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00.
430
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265
537.
400
51.5
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00.
235
0.25
20.
235
0.25
20.
017
0.50
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000
0.50
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.165
0.33
953
7.50
051
.50.
000
0.18
20.
214
0.18
20.
214
0.03
20.
428
0.18
60.
614
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650.
449
537.
600
51.5
0.00
00.
203
0.22
30.
203
0.22
30.
020
0.44
60.
000
0.44
6-0
.165
0.28
153
770
051
50.
000
0.30
50.
330
030
50
330
002
50
660
000
00
660
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50
495
537.
700
51.5
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00.
305
0.33
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305
0.33
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025
0.66
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000
0.66
00.
165
0.49
553
7.80
051
.50.
000
0.19
60.
209
0.19
60.
209
0.01
30.
418
0.00
00.
418
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650.
253
537.
900
51.5
0.00
00.
201
0.24
20.
201
0.24
20.
041
0.48
40.
239
0.72
3-0
.165
0.55
853
8.00
051
.50.
000
0.20
80.
218
0.20
80.
218
0.01
00.
436
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00.
436
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650.
271
538.
100
51.5
0.00
00.
289
0.30
40.
289
0.30
40.
015
0.60
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000
0.60
8-0
.165
0.44
353
8.20
051
.50.
000
0.32
00.
385
0.32
00.
385
0.06
50.
770
0.37
81.
148
-0.1
650.
983
538.
300
51.5
0.00
00.
199
0.25
00.
199
0.25
00.
051
0.50
00.
297
0.79
7-0
.165
0.63
253
8.40
051
.50.
000
0.29
70.
316
0.29
70.
316
0.01
90.
632
0.00
00.
632
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650.
467
538.
500
51.5
0.00
00.
205
0.21
40.
205
0.21
40.
009
0.42
80.
000
0.42
8-0
.165
0.26
353
8.60
051
.50.
000
0.24
10.
265
0.24
10.
265
0.02
40.
530
0.00
00.
530
-0.1
650.
365
She
ladi
a A
ssoc
iate
s In
c., U
SA
Pa
ge 1
of 2
5
-
Upg
rada
tion
of H
yder
abad
- B
anga
lore
Sec
tion
of N
H-7
from
Km
534.
720
to K
m 5
56.8
40 in
the
Sta
te o
f Kar
nata
ka u
nder
NH
DP
Pha
se-V
IIB
BD
Sur
vey
and
Ana
lysi
sA
nnex
ure
1.3
(a)
Nam
e of
Roa
d : H
yder
abad
- B
anga
lore
Sec
tion
of N
H -
7L
HS
Ker
b L
ane
Stat
ion
Cha
inag
eIn
itial
Inte
rme-
diat
eFi
nal
App
aren
tde
flect
ion
mm
Bea
mco
rrec
tion
mm
Dia
l Gau
ge R
eadi
ng (m
m)
Initi
al-
Inte
r(m
m)
Initi
al-
final
(mm
)D
iff.(m
m)
BEN
KEL
MA
N B
EAM
DEF
LEC
TIO
NS
TEST
OVE
R E
XIST
ING
FLE
XIB
LE P
AVE
MEN
T
Pave
men
t T
emp.
C
Cor
rect
edD
efle
ctio
n(m
m)
Mea
nde
flect
ion
mm
/km
X
Tru
ede
flect
ion
mm
Cor
rect
ion
for
tem
p.
St
anda
rdD
evia
tion
o
(mm
)
Cha
ract
eris
tic
Def
lect
ion
Dc
= x+
2 o
(m
m)
mm
mm
(mm
)m
m/k
mX
mm
(mm
)(m
m)
538.
700
51.5
0.00
00.
197
0.22
00.
197
0.22
00.
023
0.44
00.
000
0.44
0-0
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0.27
553
8.80
051
.50.
000
0.21
10.
248
0.21
10.
248
0.03
70.
496
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50.
711
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650.
546
538.
900
51.5
0.00
00.
218
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218
0.24
00.
022
0.48
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000
0.48
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0.31
553
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0.12
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126
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50.
126
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10.
252
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252
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539.
100
51.5
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325
539
300
515
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00
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179
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199
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199
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00.
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400
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003
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000
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345
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345
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045
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650.
880
539.
600
51.5
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256
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256
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000
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0.39
553
9.70
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000
0.28
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295
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20.
295
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30.
590
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00.
590
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425
539.
800
51.5
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288
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288
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80.
020
0.61
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000
0.61
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0.45
153
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051
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000
0.42
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447
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447
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894
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650.
729
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000
531
000
00
311
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311
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00
181
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053
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000
0.31
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358
0.31
10.
358
0.04
70.
716
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990
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810.
809
540.
100
53.1
0.00
00.
239
0.28
70.
239
0.28
70.
048
0.57
40.
279
0.85
3-0
.181
0.67
254
0.20
053
.10.
000
0.43
90.
476
0.43
90.
476
0.03
70.
952
0.21
51.
167
-0.1
810.
986
540.
300
53.1
0.00
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330
0.34
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330
0.34
80.
018
0.69
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000
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.181
0.51
554
0.40
053
.10.
000
0.21
40.
217
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40.
217
0.00
30.
434
0.00
00.
434
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810.
253
540.
500
53.1
0.00
00.
298
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10.
298
0.31
10.
013
0.62
20.
000
0.62
2-0
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0.44
10.
385
0.20
90.
803
541
200
566
000
00
167
017
40
167
017
40
007
034
80
000
034
8-0
216
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254
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000
0.16
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174
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174
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348
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00.
348
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132
541.
300
56.6
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311
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311
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018
0.65
80.
000
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254
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000
0.29
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310
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310
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620
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620
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160.
404
541.
500
56.6
0.00
00.
205
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205
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000
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1.60
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000
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30.
229
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30.
229
0.01
60.
458
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00.
458
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242
541.
700
56.6
0.00
00.
305
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305
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0.68
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227
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5-0
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954
1.80
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.60.
000
0.19
00.
208
0.19
00.
208
0.01
80.
416
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00.
416
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160.
200
541
900
566
0.00
00.
185
0.20
10
185
020
10
016
040
20
000
040
2-0
216
018
654
1.90
056
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000
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50.
201
0.18
50.
201
0.01
60.
402
0.00
00.
402
0.21
60.
186
542.
000
56.6
0.00
00.
193
0.21
70.
193
0.21
70.
024
0.43
40.
000
0.43
4-0
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0.21
854
3.00
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000
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000
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000
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00.
000
0.00
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3.10
056
.60.
000
0.10
20.
117
0.10
20.
117
0.01
50.
234
0.00
00.
234
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160.
018
543.
200
56.6
0.00
00.
439
0.46
00.
439
0.46
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0.92
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0-0
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0.70
454
3.30
056
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000
0.42
80.
438
0.42
80.
438
0.01
00.
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00.
876
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160.
660
543.
400
56.6
0.00
00.
283
0.30
80.
283
0.30
80.
025
0.61
60.
000
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6-0
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0.40
054
3.50
056
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000
0.23
20.
251
0.23
20.
251
0.01
90.
502
0.00
00.
502
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160.
286
543.
600
56.6
0.00
00.
284
0.31
60.
284
0.31
60.
032
0.63
20.
186
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8-0
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0.60
254
3.70
056
.60.
000
0.27
20.
276
0.27
20.
276
0.00
40.
552
0.00
00.
552
-0.2
160.
336
She
ladi
a A
ssoc
iate
s In
c., U
SA
Pa
ge 2
of 2
5
-
Upg
rada
tion
of H
yder
abad
- B
anga
lore
Sec
tion
of N
H-7
from
Km
534.
720
to K
m 5
56.8
40 in
the
Sta
te o
f Kar
nata
ka u
nder
NH
DP
Pha
se-V
IIB
BD
Sur
vey
and
Ana
lysi
sA
nnex
ure
1.3
(a)
Nam
e of
Roa
d : H
yder
abad
- B
anga
lore
Sec
tion
of N
H -
7L
HS
Ker
b L
ane
Stat
ion
Cha
inag
eIn
itial
Inte
rme-
diat
eFi
nal
App
aren
tde
flect
ion
mm
Bea
mco
rrec
tion
mm
Dia
l Gau
ge R
eadi
ng (m
m)
Initi
al-
Inte
r(m
m)
Initi
al-
final
(mm
)D
iff.(m
m)
BEN
KEL
MA
N B
EAM
DEF
LEC
TIO
NS
TEST
OVE
R E
XIST
ING
FLE
XIB
LE P
AVE
MEN
T
Pave
men
t T
emp.
C
Cor
rect
edD
efle
ctio
n(m
m)
Mea
nde
flect
ion
mm
/km
X
Tru
ede
flect
ion
mm
Cor
rect
ion
for
tem
p.
St
anda
rdD
evia
tion
o
(mm
)
Cha
ract
eris
tic
Def
lect
ion
Dc
= x+
2 o
(m
m)
mm
mm
(mm
)m
m/k
mX
mm
(mm
)(m
m)
543.
800
56.6
0.00
00.
314
0.35
00.
314
0.35
00.
036
0.70
00.
210
0.91
0-0
.216
0.69
454
3.90
056
.60.
000
0.17
40.
207
0.17
40.
207
0.03
30.
414
0.19
20.
606
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160.
390
544.
000
47.1
0.00
00.
182
0.19
40.
182
0.19
40.
012
0.38
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000
0.38
8-0
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0.26
754
4.10
047
.10.
000
0.19
10.
214
0.19
10.
214
0.02
30.
428
0.00
00.
428
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210.
307
544.
200
47.1
0.00
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210
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008
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000
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0.31
554
4.30
047
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000
0.23
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239
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239
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90.
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478
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210.
357
544
400
471
000
00
224
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224
025
90
035
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80
204
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20
121
060
154
4.40
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000
0.22
40.
259
0.22
40.
259
0.03
50.
518
0.20
40.
722
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210.
601
544.
500
47.1
0.00
00.
180
0.19
30.
180
0.19
30.
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0.38
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000
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0.26
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4.60
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000
0.16
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188
0.16
60.
188
0.02
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376
0.00
00.
376
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210.
255
544.
700
47.1
0.00
00.
180
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20.
180
0.20
20.
022
0.40
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000
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0.28
354
4.80
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000
0.17
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193
0.17
10.
193
0.02
20.
386
0.00
00.
386
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210.
265
544.
900
47.1
0.00
00.
255
0.29
40.
255
0.29
40.
039
0.58
80.
227
0.81
5-0
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0.69
40.
360
0.20
20.
763
546
100
338
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00
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008
70
082
008
70
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000
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40
012
018
654
6.10
033
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000
0.08
20.
087
0.08
20.
087
0.00
50.
174
0.00
00.
174
0.01
20.
186
546.
200
33.8
0.00
00.
118
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118
0.14
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022
0.28
00.
000
0.28
00.
012
0.29
254
6.30
033
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000
0.11
10.
130
0.11
10.
130
0.01
90.
260
0.00
00.
260
0.01
20.
272
546.
400
33.8
0.00
00.
157
0.17
80.
157
0.17
80.
021
0.35
60.
000
0.35
60.
012
0.36
854
6.50
033
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000
0.12
10.
154
0.12
10.
154
0.03
30.
308
0.19
20.
500
0.01
20.
512
546.
600
33.8
0.00
00.
135
0.17
10.
135
0.17
10.
036
0.34
20.
210
0.55
20.
012
0.56
454
6.70
033
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000
0.12
80.
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