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Fk2410001003

  1. 1. K. V R D N Sai Bruhaspathi and DR. B. N D Narasinga Rao / International Journal of Engineering Research and Applications (IJERA) ISSN: 2248-9622 www.ijera.com Vol. 2, Issue 4, July-August 2012, pp.1000-1003 Pavement Design of National Highway A Case Study on Reducing Pavement Thickness K. V R D N Sai Bruhaspathi* and DR. B. N D Narasinga Rao** * PG Student, Dept. of Civil engineering, GMR Institute of Technology, Rajam, Andhra Pradesh, India ** UG Coordinator, Professor & Head of the Dept., Civil Engineering, GMR Institute of Technology, Rajam, Andhra Pradesh, IndiaABSTRACT Design for new pavement is worked out in TABLE 1accordance with prevalent practices in the Base Year Traffic (AADT)country. The design of new flexible pavement is 2- 3-carried out as per IRC: 37-2001 [1]. The Direction Buses LCV MAV AT ATpavement design is done using Mechanistic- TowardsEmpirical principles with non conventional 7 116 205 869 302 Arangmaterials i.e. laying cemented base/sub-base Towardslayer. 7 112 197 836 290 SaraipaliKeywords - Pavement Design, Mechanistic- Total 14 228 402 1705 592Empirical principles.I. INRODUCTION 2.2 Lane Distribution (L) The National Highway, NH-6, from Kolkata in The Lane distribution is a realistic assessment ofWest Bengal to Hazira Port in Gujarat is a major distribution of commercial traffic by direction as itconnecting link between West Bengal, Orissa, affects the total equivalent standard axle load. It isChhattisgarh, Maharashtra and Gujarat. The project taken as 0.75 from clause 3.3.5 of IRC 37-2001.road stretches from Saraipali-Pitora-Tumgaon-Arangof NH-6 in the districts of Mahasamund & Raipur in 2.3 Directional Distribution (D)the state of Chhattisgarh. The value of 0.50 has been adopted as the The Project in study starts at Chainage km 160 directional distribution factor in designing theManra Village and ends at Chainage km 180 Janpalli pavement. This is established from volume countVillage which is 92 km from Raipur, the Capital City data were vehicle distribution on either direction isof Chhattisgarh State. The project is located at more or less equal. The directional distribution isapproximately between N: 21° 19’ 20’’ E: 83° 30’ given in Table 2.46” and N: 21° 11’ 36’’ E: 81° 58’ 19” and passingthrough the Districts of Mahasamund and Raipur. TABLE 2 Directional DistributionII. PAVEMENT DESIGN APPROACH Percentage of Distribution The Flexible Pavement has been modeled as a Direction Commercial of Trafficthree-layer structure. Pavement design [1] has been Vehiclesbased on CBR values of sub-grade soil, vehicle Towards 50.40 49.28damage factor as consequent to number of Arangcommercial vehicles on the road corridor and Towards 49.60 50.72considering life of the project as 15 years. Saraipali2.1 Traffic Surveys 2.4 Rate of Growth (r) Classified traffic volume count survey [2] is As per Clause 5.5.4 of 4 laning Manual ofcarried out at Km 173 along the project road in Specifications and Standards IRC SP 84 – 2009November 2011. The summary of the CVPD on the (Published by Planning Commission of India), it isproject road is given in Table 1. said to adopt a realistic value of growth rate for pavement design which is obtained from the analysis as out lined in IRC: 108, provided that the annual 1000 | P a g e
  2. 2. K. V R D N Sai Bruhaspathi and DR. B. N D Narasinga Rao / International Journal of Engineering Research and Applications (IJERA) ISSN: 2248-9622 www.ijera.com Vol. 2, Issue 4, July-August 2012, pp.1000-1003growth rate of commercial vehicles shall not be less Where,than 5%. Considering this clause 5% growth rate is P : Number of commercial vehicles as per last countadopted for calculating the design traffic. x : Number of years between the last count and the year of completion of construction (3 years)2.5 Vehicle Damage Factor (F) Based on the above mentioned parameters, the Axle load spectrum study is organized at design traffic in terms of CMSA is computed and isLocation km. 173.000 to estimate the Vehicle summarized in Table 4Damage Factor, which is the multiplier to convert thenumber of commercial vehicles of different axle TABLE 4loads and axle configuration to the number of Design Traffic (MSA)standard axle load repetitions. The values are derivedfrom the “fourth power rule” to achieve the standard Design Designaxle load for the respective type. Maximum VDF Chainage Traffic - 10 Traffic - 15value observed in each direction is considered for the Years Yearspavement design. The summary of Vehicle damage km. 160.000 - 37.25 63.92factors are given in Table 3. km. 180.000 (Say 40) (Say 65) TABLE 3 Summary of Vehicle Damage Factors 2.7 Crust Particulars Vehicle Damage Factor (VDF) A sub grade CBR of 10% is adopted for theDirection design. If soil having a CBR of 10% is not available, Mini Bus Bus LCV 2-AT 3-AT MAV suitable stabilization techniques shall be adopted to improve the sub grade strength. With the above inputTowards the following crust composition is arrived for 1.158 0.22 0.416 4.558 5.994 10.924 Arang new/widening portions as per IRC: 37-2001. CrustTowards Composition is obtained from Pavement Design 1.198 0.183 0.404 3.365 6.02 9.381Saraipalli Catalogue of IRC: 37-2001 for 10% CBR and forMaximum 1.198 0.22 0.416 4.558 6.02 10.924 Design Traffic in MSA. Crust Composition is given in Table 5. TABLE 52.6 Design Traffic – Cumulative Million Crust Composition for New/Reconstruction Section Standard Axles Based on the above said parameters the design Existing BC DBM WMM GSB Total Period CBR Chainage (mm) (mm) (mm) (mm) (mm)traffic in terms of CMSA is computed for a design km.period (n) of 10 and 15 years, using (1) by assuming 160.000 - 15that the project road will be open to traffic in the year km. 10% 40 120 250 200 610 Years2015. 180.000 N  365  1  r   1 n   A L  D  F III. REDUCING THE THICKNESS OF DBM r LAYER BY CONSTRUCTING CTB LAYER (1)Where, 3.1 Design of Non-Conventional FlexibleN : The cumulative number of standard axles to be Pavement catered for in the design in terms of msa. The design exercise has been carried out usingA : Initial traffic in the year of construction in terms Mechanistic Empirical Principles with non- of no. of commercial vehicles per day conventional material that is by using the cementedL : Lane Distribution Factor subbase. The assumptions and procedure adopted forD : Direction Distribution Factor the Mechanistic Empirical design approach aren : Design Life in years briefly discussed below.r : Annual Growth Rate of commercial vehicles.F : Vehicle Damage Factor 3.2 Materials, Assumptions and Inputs The traffic in the year of construction has been 3.2.1 BT Layers: VG-40 or Modified bitumen ofestimated using the following formula (2) equivalent stiffness is considered for bituminous layers (BC and DBM) with a stiffness of 3000 A  P 1  r  x Mpa. (2) 1001 | P a g e
  3. 3. K. V R D N Sai Bruhaspathi and DR. B. N D Narasinga Rao / International Journal of Engineering Research and Applications (IJERA) ISSN: 2248-9622 www.ijera.com Vol. 2, Issue 4, July-August 2012, pp.1000-10033.2.2 WMM: This layer shall be mixed with 1-2% 3.6.2 Rutting Life of Pavement of bitumen emulsion, to have a better stability As per Annexure 1 of IRC 37-2001, the during compaction after the construction. It is a Rutting life terms of MSA is worked out using the common phenomenon that when cemented following (4). base/sub-base is used, the cemented layer undergoes fatigue failure first and then the fatigue cracking starts propagating through the bituminous layers. Hence a WMM layer will be (4) considered between the BT layer and cemented Where, base. It will act as a cushion and delays the Nr = Number of Cumulative standard axles to propagation of reflection cracks into the BT layer. produce rutting of 20 mm. €z = Vertical Subgrade Strain. E = Elastic Modulus of BT Layer.3.3 Cement Treated GSB (CTB) The Granular Sub-base shall be mixed with 3.7 Flexible Pavement Composition withcement of about 2% to 4%. Cement Treated Bases Cemented Sub-basenormally have higher initial stiffness’s in the order of Based on the above, the crust composition4500 to 5500 Mpa (with UCS Value of 4.5-5.5 Mpa), arrived through Mechanistic Analysis is summarizedhowever, after fatigue cracking, the stiffness drops in Table 6.substantially to the order of about 10% of initialmodulus (AUSTROADS) and hence a stiffness of TABLE 6500 Mpa has been considered for pavement design. Crust Composition for Flexible Pavement with cemented Sub-base for 15 Years3.4 Untreated GSB Design Traffic 15 Years (MSA) Pavement Crust (mm) It acts as a drainage layer and shall be extended Section Dover the full formation width. Elastic modulus will BT - Granular B WM CT GS B Total Layer Layer C M B Bbe calculated using the relations given in IRC 37- M2001. Km. 160 to Km. 65 155 40 65 100 100 200 505 1803.5 Subgrade The elastic modulus of subgrade will be 3.8 Cross Check for Safetyestimated as per IRC 37-2001. Design MSA is 65 as per Table 4 and it is cross checked for 70 MSA as in Table 7 and crust for main3.6 Failure Criteria carriageway is given in Table 8. The Fatigue cracking at the bottom of the BTand rutting on the top of subgrade are considered as TABLE 7failures which govern the design. Assumed Traffic (MSA) Design Traffic in MSA 70 Design CBR, % 103.6.1 Fatigue Life of Pavement As per Annexure 1 of IRC 37-2001, the TABLE 8fatigue life terms of MSA is worked out using the Crust for Main Carriagewayfollowing (3). Crust for Main Carriageway BC (mm) 40 DBM (mm) 65 (3) WMM (mm) 100 Cemented GSB (mm) 100Where, Untreated GSB (mm) 200Nf = Number of Cumulative standard axles to produce 20% cracked surface area. Sub Grade (mm) 500€r = Tensile Strain at the bottom of the BT Layer.E = Elastic Modulus of BT Layer. As per IRC 37-2001 Annexure I, it is safe as stated in Table 9 1002 | P a g e
  4. 4. K. V R D N Sai Bruhaspathi and DR. B. N D Narasinga Rao / International Journal of Engineering Research and Applications (IJERA) ISSN: 2248-9622 www.ijera.com Vol. 2, Issue 4, July-August 2012, pp.1000-1003 TABLE 9 Horizontal and Vertical Strains Allowable Actual Description Strains StrainHorizontal Strain at thebottom of the Bituminous 1.906E-04 1.839E-04LayerVertical Strain at the top 4.383E-04 3.421E-04of the subgradeIV. CONCLUSION This pavement design study will help, if nonconventional pavement design is adopted in theconstruction of pavement, there will be improvedperformance of the pavement thus increasing the lifeand leading to financial savings. ACKNOWLEDGMENTI thank Sri DR. B. N D Narasinga Rao and Sri K. SR K Benerjee for their support and guidance incompletion of this study. REFERENCES[1] IRC: 37-2001 “Guidelines for the Design of Flexible Pavements”, New Delhi, 2001.[2] IRC: SP: 19 - “Manual for Survey, investigation and preparation of Road Projects”, New Delhi, 2001.[3] IRC: 73-1980 “Geometric Design Standards for Rural Highways”, New Delhi, 1990.[4] IRC: SP: 84 – “Manual of Specifications & Standards for Four Laning of Highways through Public Private Partnership”, New Delhi, 2009.[5] Ministry of Road Transport and Highways (2001), “Specifications for Road and Bridge Works”, Fourth Revision, Indian Roads Congress, New Delhi, India. 1003 | P a g e

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