pavement design report rev2!15!11 2011

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)

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

Sheladia Associates Inc., USA Page 1

Pavement Design Report Rev 02

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




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




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




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




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




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




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




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.




(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


Sheladia Associates Inc., USA Page 10 - 10 -


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.


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

SHELADIA Associates.,Inc USA page1of18


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


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




(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



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



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


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



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



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



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



Annexure 1.1(a)



Rear Axle - 2 (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






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



Annexure 1.1(b)

Direction: Hyderabad to Bangalore



(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



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



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




(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



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



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



Annexure 1.1(b)

VDF 5.505



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



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



Annexure 1.1(b)





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






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


Up

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atio

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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

.165

0.27

553

8.80

051

.50.

000

0.21

10.

248

0.21

10.

248

0.03

70.

496

0.21

50.

711

-0.1

650.

546

538.

900

51.5

0.00

00.

218

0.24

00.

218

0.24

00.

022

0.48

00.

000

0.48

0-0

.165

0.31

553

9.00

051

.50.

000

0.12

50.

126

0.12

50.

126

0.00

10.

252

0.00

00.

252

-0.1

650.

087

539.

100

51.5

0.00

00.

181

0.20

50.

181

0.20

50.

024

0.41

00.

000

0.41

0-0

.165

0.24

553

9.20

051

.50.

000

0.22

00.

245

0.22

00.

245

0.02

50.

490

0.00

00.

490

-0.1

650.

325

539

300

515

000

00

179

019

90

179

019

90

020

039

80

000

039

80

165

023

353

9.30

051

.50.

000

0.17

90.

199

0.17

90.

199

0.02

00.

398

0.00

00.

398

-0.1

650.

233

539.

400

51.5

0.00

00.

264

0.26

70.

264

0.26

70.

003

0.53

40.

000

0.53

4-0

.165

0.36

953

9.50

051

.50.

000

0.28

40.

345

0.28

40.

345

0.06

10.

690

0.35

51.

045

-0.1

650.

880

539.

600

51.5

0.00

00.

256

0.28

00.

256

0.28

00.

024

0.56

00.

000

0.56

0-0

.165

0.39

553

9.70

051

.50.

000

0.28

20.

295

0.28

20.

295

0.01

30.

590

0.00

00.

590

-0.1

650.

425

539.

800

51.5

0.00

00.

288

0.30

80.

288

0.30

80.

020

0.61

60.

000

0.61

6-0

.165

0.45

153

9.90

051

.50.

000

0.42

70.

447

0.42

70.

447

0.02

00.

894

0.00

00.

894

-0.1

650.

729

540

000

531

000

00

311

035

80

311

035

80

047

071

60

274

099

00

181

080

954

0.00

053

.10.

000

0.31

10.

358

0.31

10.

358

0.04

70.

716

0.27

40.

990

-0.1

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

00.

330

0.34

80.

330

0.34

80.

018

0.69

60.

000

0.69

6-0

.181

0.51

554

0.40

053

.10.

000

0.21

40.

217

0.21

40.

217

0.00

30.

434

0.00

00.

434

-0.1

810.

253

540.

500

53.1

0.00

00.

298

0.31

10.

298

0.31

10.

013

0.62

20.

000

0.62

2-0

.181

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

013

254

1.20

056

.60.

000

0.16

70.

174

0.16

70.

174

0.00

70.

348

0.00

00.

348

-0.2

160.

132

541.

300

56.6

0.00

00.

311

0.32

90.

311

0.32

90.

018

0.65

80.

000

0.65

8-0

.216

0.44

254

1.40

056

.60.

000

0.29

40.

310

0.29

40.

310

0.01

60.

620

0.00

00.

620

-0.2

160.

404

541.

500

56.6

0.00

00.

205

0.21

50.

205

0.21

50.

010

0.43

00.

000

0.43

0-0

.216

0.21

454

1.60

056

.60.

000

0.21

30.

229

0.21

30.

229

0.01

60.

458

0.00

00.

458

-0.2

160.

242

541.

700

56.6

0.00

00.

305

0.34

40.

305

0.34

40.

039

0.68

80.

227

0.91

5-0

.216

0.69

954

1.80

056

.60.

000

0.19

00.

208

0.19

00.

208

0.01

80.

416

0.00

00.

416

-0.2

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

.60.

000

0.18

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

.216

0.21

854

3.00

00.

000

0.00

00.

000

0.00

00.

000

0.00

00.

000

0.00

054

3.10

056

.60.

000

0.10

20.

117

0.10

20.

117

0.01

50.

234

0.00

00.

234

-0.2

160.

018

543.

200

56.6

0.00

00.

439

0.46

00.

439

0.46

00.

021

0.92

00.

000

0.92

0-0

.216

0.70

454

3.30

056

.60.

000

0.42

80.

438

0.42

80.

438

0.01

00.

876

0.00

00.

876

-0.2

160.

660

543.

400

56.6

0.00

00.

283

0.30

80.

283

0.30

80.

025

0.61

60.

000

0.61

6-0

.216

0.40

054

3.50

056

.60.

000

0.23

20.

251

0.23

20.

251

0.01

90.

502

0.00

00.

502

-0.2

160.

286

543.

600

56.6

0.00

00.

284

0.31

60.

284

0.31

60.

032

0.63

20.

186

0.81

8-0

.216

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

-0.2

160.

390

544.

000

47.1

0.00

00.

182

0.19

40.

182

0.19

40.

012

0.38

80.

000

0.38

8-0

.121

0.26

754

4.10

047

.10.

000

0.19

10.

214

0.19

10.

214

0.02

30.

428

0.00

00.

428

-0.1

210.

307

544.

200

47.1

0.00

00.

210

0.21

80.

210

0.21

80.

008

0.43

60.

000

0.43

6-0

.121

0.31

554

4.30

047

.10.

000

0.23

00.

239

0.23

00.

239

0.00

90.

478

0.00

00.

478

-0.1

210.

357

544

400

471

000

00

224

025

90

224

025

90

035

051

80

204

072

20

121

060

154

4.40

047

.10.

000

0.22

40.

259

0.22

40.

259

0.03

50.

518

0.20

40.

722

-0.1

210.

601

544.

500

47.1

0.00

00.

180

0.19

30.

180

0.19

30.

013

0.38

60.

000

0.38

6-0

.121

0.26

554

4.60

047

.10.

000

0.16

60.

188

0.16

60.

188

0.02

20.

376

0.00

00.

376

-0.1

210.

255

544.

700

47.1

0.00

00.

180

0.20

20.

180

0.20

20.

022

0.40

40.

000

0.40

4-0

.121

0.28

354

4.80

047

.10.

000

0.17

10.

193

0.17

10.

193

0.02

20.

386

0.00

00.

386

-0.1

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

.121

0.69

40.

360

0.20

20.

763

546

100

338

000

00

082

008

70

082

008

70

005

017

40

000

017

40

012

018

654

6.10

033

.80.

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

0.14

00.

118

0.14

00.

022

0.28

00.

000

0.28

00.

012

0.29

254

6.30

033

.80.

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

.80.

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

.80.

000

0.12

80.

139

0.12

80.

139

0.01

10.

278

0.00

00.

278

0.01

20.

290

546

800

338

000

00

153

017

30

153

017

30

020

034

60

000

034

60

012

035

854

6.80

033

.80.

000

0.15

30.

173

0.15

30.

173

0.02

00.

346

0.00

00.

346

0.01

20.

358

546.

900

33.8

0.00

00.

134

0.17

00.

134

0.17

00.

036

0.34

00.

210

0.55

00.

012

0.56

254

7.00

042

.00.

000

0.12

20.

159

0.12

20.

159

0.03

70.

318

0.21

50.

533

-0.0

700.

463

547.

100

42.0

0.00

00.

000

0.00

00.

000

0.00

00.

000

0.00

054

7.20

042

.00.

000

0.00

00.

000

0.00

00.

000

0.00

00.

000

547.

300

42.0

0.00

00.

097

0.11

50.

097

0.11

50.

018

0.23

00.

000

0.23

0-0

.070

0.16

054

7.40

042

.00.

000

0.08

80.

093

0.08

80.

093

0.00

50.

186

0.00

00.

186

-0.0

700.

116

547

500

420

0.00

00.

162

0.21

00

162

021

00

048

042

00

279

069

9-0

070

062

90.

318

0.20

10.

721

547.

500

42.0

0.00

00.

162

0.21

00.

162

0.21

00.

048

0.42

00.

279

0.69

90.

070

0.62

90.

318

0.20

10.

721

550.

000

45.2

0.00

00.

251

0.29

10.

251

0.29

10.

040

0.5

pavement design report rev2!15!11 2011

Documents

design of road pavement

project road pavement

proposed pavement

design life pavement

pavement materials

design traffic

project road traffic

pavement design proposals