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JOURNALOF THE

INDIAN ROADS CONGRESS

OURNALOF THE

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J anuar y-Mar c h 2 0 1 4

Volume 75-1 ` 20.00January - March 2014

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JOURNAL OF THEINDIAN ROADS CONGRESS

VOLUME 75-1

CONTENTS

Page

Glimpses of Technical Sessions held during the 74 th Annual Session 3Paper No. 607 Critical Appraisal of Correlations Between CBR and Subgrade Modulus 15Pawan Kumar, Deepthi Dilip and G.L. Sivakumar BabuPaper No. 608 Laboratory Performance of Polymer Modi ed Warm Mix Asphalt 25P.K. Jain, Uma Devi Rongali, Anita Chourasiya and Munshi Ramizraja MPaper No. 609 Ultimate Limit Sate of Linear Elements for Bending Section 8 of 34IRC: 112 Flexural Analysis of BeamsT. Viswanathan

Paper No. 610 Detailing Provisions of IRC :112-2011 Compared with Previous Codes (i.e.IRC :21 &IRC:18) 49Part 2 : Detailing Requirements for Structural Members & Ductile Detailing for Seismic Resistance(Section 16 & 17 OfIRC : 112)Alok Bhowmick Paper No. 611 Development of Level of Service Criteria for Pedestrians 61Rajat Rastogi, Satish Chandra and Mithun Mohan

LIST OF ADVERTISERSInside Front Cover - New PublicationsInside Back Cover - Advertisement TariffOutside Back Cover - Maccaferri Environmental Solutions Pvt. Ltd.Metal Engineering & Treatment Co. Pvt. Ltd. 13Guidelines for Submission of Technical Papers 14Second Vivekananda Bridge Tollway Company Pvt. Ltd. 14Khodiyar Developers & Infrastructure Pvt. Ltd. 60Techfab India 71GR Infraprojects Ltd. 72Strata Geosystems (India) Pvt. Ltd. 73Request for Expression of Interest - PWD Assam 74

The Indian Roads CongressE-mail:[email protected]/[email protected] House, Shahjahan Road, New Delhi 110 011

Tel: Secretary General: +91(11) 2338 6486Sectt.: (11) 2338 5395, 2338 7140, 2338 4543, 2338 6274Fax : +91 (11) 2338 1649

Founded: December 1934IRC Website:www.irc.org.inKama Koti Marg, Sector 6, R.K. Puram, New Delhi 110 022

Tel : Secretary General : +91 (11) 2618 5303Sectt. : (11) 2618 5273, 2617 1548, 2671 6778,2618 5315, 2618 5319, Fax : +91 (11) 2618 3669

No part of this publication may be reproduced by any means without prior written permission from the Secretary General, IRC.Published by the Indian Roads CongressCopies can be had by sending advance payment to the Indian Roads Congress, Jamnagar House, Shahjahan Road, New Delhi-110 011. Cheque/Demand Draft to be drawn in favour of Secretary General, IRC payable at New Delhi.New Delhi January-March 2014

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Journal of the Indian Roads Congress, January-March 2014

The Rights of Publication and Translation are reserved.

The Indian Roads Congress as a body does not holditself responsible for statements made, or for opinionsexpressed in the Papers published in this Volume.

Edited and Published by Shri Vishnu Shankar Prasad, Secretary General, Indian Roads Congress, Jamnagar House,Shahjahan Road, New Delhi on behalf of the Indian Roads Congress. Printed by Shri Madan Lal Goel on behalf oIndian Roads Congress at Aravali Printers & Publishers (P) Ltd., W-30, Okhla Industrial Area, Phase-II, New De14,000 copies, January-March, 2014

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HIGHLIGHTS OF A TECHNICAL SESSIONS HELD DURING THE 74 TH A NNUAL SESSION

On the invitation of Government of Assam, the 74th Annual Session of Indian Roads Congress (IRC) was held at Guwahati from 18th to 22nd January, 2014. The highlights of this Session have already been printed in edition of Indian Highways February, 2014.The glimpses and gist of the Technical Sessions held during 74th Annual Session of IRC are covered in this edition.Glimpses of Valedictory Session of 74 th Annual Session of IRC

GLIMPSES OF TECHNICAL SESSIONS HELD DURING THE 74 TH ANNUAL SESSION OFTHE IRC AT GUWAHATI (ASSAM) FROM 18 TH TO 22 ND JANUARY, 2014

Shri Tarun Gogai, Honble Chief Minister, Assam; Smt. Ajanta Neog, Honble Minister of PWD Assam; Shri Monilal Goala,Parliamentary Secretary, PWD, Assam; Shri C. Kandasamy, President, IRC and DG (RD) & SS, MoRTH; Shri V.K. Pipersenia, Additi

Chief Secretary, Govt. of Assam; Shri Vishnu Shankar Prasad, Secretary General, IRC and Shri A.C Bordoloi, Commissioner& Special Secretary to the Govt. of Assam during Valedictory Function of 74th Annual Session, IRC

A view of Dais during Valedictory Session of 74th Annual Session

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4 GLIMPSES OF TECHNICAL SESSIONS HELD DURING THE 74 TH A NNUAL SESSION

Chairman Shri A.V. Sinha andCo-Chairman Dr. Teiborlang Lyngdo

Ryntathiang alongwith Presenters

Shri Sowmen PradhanM/s.Bentley Systems India Pvt. Ltd .

Shri Vikas Goel,M/s. Shyam Steel India Ltd.

Shri Andreas Korytowski,M/s. CCL International Ltd.

Shri Jon Day,M/s. Instrumentation Solutions Pvt. Ltd.

Glimpses of Various Technical Sessions

I) Technical Presentations by National/International Organizations/Exhibitors of New Technology/Materials

Shri Rolf Jenny,M/s. Ammann Apollo India Pvt. Ltd.

The Technical Presentation session was chaired by Shri A.V.Sinha, Former DG(RD) & SS, MoRT&H and Co-chaired byDr. Teiborlang Lyngdo Ryntathiang, Associate Professor, Deptt.of Civil Engg. IIT Guwahati. The Session covered the aspectsof new technology, new materials/products, new techniques, newinstrument/machines and equipment etc.

Use of Warm Asphalt by Shri Rolf Jenny,hM/s. Ammann Apollo India Pvt. Ltd. During presentation

Shri J. Rolf Jenny highlighted the salient features of their product & production process of Warm Asphalt, eld usesof Warm Asphalt, & comparative advantages of WarmAsphalt over conventional methods etc. For more details please contact Presenter on e-mail: [email protected] Asset Management using Sideway-force Coef cienthRoutine Investigation Machine (SCRIM) by Shri JonDay, M/s. Instrumentation Solutions Pvt. Ltd. During

presentation Shri Jon Day highlighted the salient featuresof machine SCRIM, various application of machine insurveying of roads, daily survey capacity of machine,details of experience from New Zealand, etc. For moredetails please contact Presenter on e-mail: [email protected] Warm Mix Asphalt-Performance, Potentialh bene ts & other Parameters by Shri Ahmed Asif,M/s. Mead Westvaco India Pvt. Ltd. During presentationShri Ahmed Asif highlighted the salient features of their product & production process of Warm Mix Asphalt, elduses of Warm Mix Asphalt, & comparative advantages ofWarm Mix Asphalt over conventional methods etc. Formore details please contact Presenter on e-mail: [email protected] Operation with Innovative TechniqueshPracticed for Integrated Complex Project of MultilevelFlyover with River Bridge and ROB by Shri J.S. Jadhav

& Shri K.B. Lawand, M/s. B.G. Shirke ConstructionTechnology Pvt. Ltd. The Presenter highlighted the salientfeatures of their project of Multilevel Flyover coveringenvironmental aspects, quality and safety aspects, plants& laboratory, various challenges & problems faced &solutions, thereto, etc. For more details please contactPresenter on e-mail: [email protected] Composite Pavement Construction using Green Binderh

Additives, Global Experience Made for India byShri Andreas Korytowski, M/s. CCL International Ltd.During personation Shri Andreas Korytowski highlightedthe salient features of their product, hydration processof this product when mixed with cement, its propertiesand advantages, various application areas, details of casestudies from Serbia and India. For more details pleasecontact Presenter on e-mail: [email protected] Designing Hill Road Alternatives Using MXRoadh(Powered by OpenRoads)" by Shri Sowmen Pradhan,M/s. Bentley Systems India Pvt. Ltd. During persentationShri Sowmen Pradhan highlighted the salient features oflatest version of Bentley MXRoad for meeting the designand modeling challenges of Hill Roads. For more details please contact Presenter on e-mail: sowmen.pradhan@ bentley.com Elvaloy Reactive Elastomeric Ter Polymers Enhancing thehProperty of Bitumen by Shri Ashok Bansal, M/s. DuPontPackaging & Industrial Polymers. During presentationShri Ashok Bansal highlighted the salient features of their

product including transportation mechanism, properties andadvantages alongwith the detailed case studies from India.For more details please contact Presenter on e-mail: ashok.

[email protected] of EQR TMT Re-bar from Primaryh ProductionRoute A Desirable Construction Steel with Super Ductile

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5GLIMPSES OF TECHNICAL SESSIONS HELD DURING THE 74 TH A NNUAL SESSION

Shri Rajeeva R. Upadhyay,M/s. Flexituff International Ltd.

Shri Girish Arekar, M/s. Active SoftwareConsultancy & Research Pvt. Ltd.

Chairman Dr. G.L. Sivakumar Babu and Co-ChairmanDr. I.K. Pateriya alongwith Presenters

Shri Vivek Ranjan,M/s. Honeywell International India Pvt. Ltd.

features particularly designed for Seismic Zones inIndia by Shri Vikas Goel, M/s. Shyam Steel IndustriesLtd. During personation Shri Vikas Goel highlighted thesalient features & production process of their product,

Chairman Shri C. Kandasamy andCo-Chairman Dr. S. Velmurugan

alongwith Presenters

Shri S. Satheesh, Dy. Chief Engineer,Highway Research Stn., Chennai

Prof. Ravinder Bir Singh SDD Global,Freelance, Trainer & Consultant, Independent

Consultant, Mohali

II) Technical Session on Presentations by Research Organizations and Consultants

Mrs. Minimol Korulla, M/s. MaccaferriEnvironmental Solutions Pvt. Ltd.

eld uses of TMT Rebar & comparative advantagesvis-a-vis other types of steel in particular related to seismic

prone zones etc. For more details please contact Presenter one-mail: [email protected]

The Technical Presentation Session was chaired by Shri G.L.Sivakumar Babu, Professor, Department of Civil Engineering,Indian Institute of Science, Bangalore and Co-chaired byDr. I.K. Pateriya, Director, NRRDA. The followingcompanies made presentations covering details of their

products/mater ials/ technology, application methodology,advantages etc.

Use of Bitumen Foaming by Shri Rolf Jenny,hM/s. Ammann Apollo India Pvt. Ltd. During presentationShri Rolf Jenny highlighted the salient features of their product & production process of Bitumen Foaming, elduses of Bitumen Foaming, & environmental advantagesetc. For more details please contact Presenter on e-mail:[email protected] Cost Effective & Energy Saving Honeywell Titan forhBitumen Modi cation & Additive to Convert VG10/VG30to Enhanced VG40 by Shri Vivek Ranjan, M/s. HoneywellInternational India Pvt. Ltd. During presentation Shri VivekRanjan highlighted the salient features of their product & mixing process, eld usage, advantages, etc. For more details pleasecontact Presenter on e-mail: [email protected]

Drainage Solutions Using Geocomposite drain andhSimilar Flexible Materials by Mrs. Minimol Korulla,M/s. Maccaferri Environmental Solutions Pvt. Ltd. During

presentation Mrs. Minimol Korulla highlighted the salientfeatures of their product, properties and advantagesalongwith detailed case studies from India.For moredetails please contact Presenter on e-mail: [email protected] Active Road by Shri Girish Arekar, M/s. Active SoftwarehConsultancy & Research Pvt. Ltd. During presentationShri Girish Arekar highlighted the salient features of latestversion of Active Road that empowers the road engineersto design pavements, modeling, material requirement,etc.For more details please contact Presenter on e-mail:[email protected] Geosynthetics for Tomorrow by Shri RajeevahR. Upadhyay, M/s. Flexituff International Ltd. During

presentat ion Shri Upadhyay highlighted the salientfeatures of their product, eld usage, overall advantages,etc. For more details please contact Presenter on e-mail:rajeeva@ exituff.com

Parallel Session on Presentations by National/International Organizations/Exhibitors of New Technology/Materials

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III) Presentations by the of cer of State/Central Govt. Department(s)

Dr. I.K. Pateriya, Director, NRRDA

Shri K.S. Krishna ReddyManaging Director, KRDCL

The Technical Session was Chaired by Shri C. Kandasamy,D.G. (RD) and SS, MoRTH and Co-Chaired byDr. S. Velmurugan, Principal Scientist, CRRI. Following

presentations were made: The research presentation was made by Shri S.hSatheesh, Dy. Director (Traf c), HRS Chennai on'Comparative Study of Journey Characteristics on Urban,Semi-Urban & Rural Stretches. The presentationhighlighted the details of comparative study carried outusing oating car method for determining Journey timeand Journey speed for the test stretches selected in twincities namely Chennai & Madurai of Tamil Nadu, itsmethodology, data collection, analysis of data, outcome

of study & results, etc. For more details please contactPresenter on e-mail:[email protected] The presentation was made by Prof. Ravinder BirhSingh, SDD Global changes, Mohali on 'Response ofRigid Pavements, with or without Steel Fibres, w.r.t.Environmental and Traf c Loadings. The presentationcovered the details of case study of replacement of theexisting bituminous approach road (2.48 km length), fromHall gate to Golden Temple, Amritsar, with Rigid Pavementusing steel bres (FRC), instrumentations carried out at

pavement during construction, performance of pavement,comparison with conventional pavement methodology,data collection, analysis of data, results, etc. For moredetails please contact Presenter on e-mail: [email protected]

Chairman Shri D.B. Deshpandeand Co-Chairman Shri Ashok

Basa alongwith Presenters

Shri Shantanoo Bhattacharya,Executive Engineer, PWD & NH

Department, Assam

Chairman Dr. V.K. Raina a nd Co-ChairmanShri Pratap S. Raizada

Shri R.K Jaigopal, Managing Director, Sruct GeothechResearch Laboratories (P) Ltd. Banglore

The Technical Session was chaired by Dr. V.K. Raina,Professor, Emeritus, COEP and Co-Chaired by Shri Pratap S.Raizada, Vice President (Corporate Affairs), M/s. GammonIndia Ltd. The following presentation was made:

The presentation was made by Shri R.K. Jaigopal,hManaging Director, Struct Geotech Research Laboratories(P) Ltd., Bangalore on `Accelerated Bridge ConstructionTechnique. The presentation highlighted the salient

features of Accelerated Bridge Construction (ABC)Techniques, worldwide experience on ABC, currentscenario in bridge construction in India, advantages ofABC like time saving, economy, environmental, etc overconventional bridge construction technique, efforts neededin India to shift towards ABC, etc. For more details pleasecontact Presenter on e-mail: [email protected]

The technical session was Chaired by Shri D.B. Deshpande,former Secretary PWD, Govt. of Maharashtra & PastPresident, IRC and presently State Information Commissioner,Maharashtra and Co-Chaired by Shri Ashok Basa, President,Institution of Engineers (India). The following presentationswere made:

Shri K.S. Krishna Reddy, Managing Director, KRDCL,hBangalore made the presentation on Innovations/Innovative Techniques/Procedures highlighting brief ofKRDCL history, details of completed projects rangingfrom BOT to EPC, fast track construction methodologyadopted for completion of projects, details of maintenancecontracts, salient features of some of the completed andongoing projects particularly illuminated raised pedestrian

crossing in the State and also covered the innovativeconcept of utility crossing across the road using corrugatedHDPE pipes. For more details please contact Presenter one-mail: [email protected] Dr I.K. Pateriya, Director, National Rural Roads DevelopmenthAgency made the presentation on Guidelines on NewTechnology Initiatives under Pradhan Mantri Gram SadakYojana highlighting the details of targets and achievementsunder PMGSY including those of PMGSY-II scheme,launched by Ministry of Rural Development in April 2013.The presentation focused on the need of guidelines ontechnology initiatives, issues in using new technologies,suggested provisions for promoting new technologies, needfor training and system of awards. He brought to notice that

Parallel Session on Presentations by Research Organizations and Consultants

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Shri I.O. Noronha, ManagingDirector, Leown Solutions

Pvt. Ltd., Mangalore

Shri T.R. Shankar Raman ofWorld Wildlife Federation

Chairman Shri D.P. Gupta andCo-Chairman Shri S.M. Ramachandani


Shri G. Karbak, Asst.Engineer, PWD Govt. of

Arunachal Pradesh

Shri R.K. Kansal, Executive Engineer,Haryana PWD, B&R

The technical Session was Chaired by Shri D.P. Gupta,Former D.G.(R.D.), MoRT&H and Co-Chaired by Shri S.M.Ramchandani, Joint Managing Director, MSRDC, Mumbai.The following presentations were made:

Shri G. Karbak, Assistant Engineer, PWD, Govt. of ArunachalhPradesh made the presentation on `Use of Rinolith as SoilCement stabilization in High Rainfall Areas of ArunachalHills highlighting concept of stabilization of pavement usingenzymes, properties of their product, mixing process, eldapplication process, brief about trial stretch project done inArunachal Pradesh under PMGSY scheme for promotion ofnew technology/material, saving in terms of cost & aggregate,advantages, etc. For more details please contact Presenter one-mail: [email protected] Shri T.R. Shankar Raman, representative of World WildlifehFederation made the presentation on `Mitigating Effectsof Linear Infrastructure on Wildlife Survival in Indiahighlighting concept of ecology & wildlife, effect of roads,

vehicles passing through wildlife/forest on wildlife and prevalent practices in some of the foreign countries forfacilitating safe movement of wildlife animals.Presentationalso highlighted the need for considering multi-disciplinaryapproach in framing ecologically sound policies andguidelines/standards on linear road infrastructure affectingwildlife. For more details please contact Presenter one-mail: [email protected] Shri I.O. Noronha, Managing Director, Leown SolutionshPvt. Ltd., Mangalore made the presentation on FibrousRoad Concrete highlighting concept of use of innovativeadditives in place of reinforcement for construction of FibrousSpecialised concrete pavement (4 inch) that leads to saving inthickness of conventional pavement slab (12 inch), material,labour, curing time, etc and details of actual trial project carriedout at Mumbai (petrol pump at Goregoan , east, in 2000),its performance after 13 years, etc. For more details pleasecontact Presenter on e-mail: [email protected]

in order to mainstream already developed technologies whichare forming part of IRC speci cations but are not beingused on large scale, the States have been advised to proposeminimum 10 % length of annual proposals under PMGSYusing such technologies. Also, for promoting IRC accreditedmaterials and other waste materials, minimum 5 % length ofannual proposals is expected to be taken up using such newmaterials/waste materials. At the end, he summarised the briefof projects already completed using new technologies andalso a summary of the projects which have been sanctioned

in last one year. For more details please contact Presenter one-mail: [email protected] Shri Shantanoo Bhattacharya, Executive Engineer,hPWD & NH Department, Assam made the presentationonInnovative Soil Stabilization Techniques in Assamhighlighting the salient features of Vetiver system andother local materials like bamboo, methodology for usage,

various application of Vetiver in erosion control and slopestabilization, successful case studies in Assam, advantages,etc. For more details please contact Presenter on e-mail:[email protected]

Chairman Shri Mahesh Kumar and Co-ChairmanShri J.S. Jadhav alongwith Presenters

Shri Atop Lego, Chief Engineer, PWDGovt. of Arunachal Pradesh

The technical Session was Chaired by Shri MaheshKumar, Engineer-in-Chief, Haryana PWD (B&R) andCo-Chaired by Shri J.S. Jadhav, Chief Executive, M/s. B.G.Shirke Construction Technology Pvt. Ltd. The following

presentations were made: Shri Atop Lego, Chief Engineer, PWD Arunachal Pradeshhmade the presentation on Planning & Design of Bridgesin Hilly Areas of North East- Practical issues thereofhighlighting some of the pertinent issues like alignmentand location of bridges, con guration of bridges andselection of suitable type of bridges in the hilly areas of North East owing to the peculiar characteristics of rivers

in the region and unstable hills. For more details pleasecontact Presenter on e-mail: [email protected] Shri R.K. Kansal, Executive Engineer, PWD Haryanahmade the presentation on Waste Material Utilizationin Construction Recycling Concrete. The Presenterhighlighted the various advantages of using recycledconcrete aggregate (RCA) and the details of researchwork done in the lab for various trial mixes using all freshaggregates, 30% RCA, 40% RCA, 50% RCA and using100% RCA and came out with some interesting ndings.For more details please contact Presenter on e-mail: [email protected]

Parallel Session on Presentations by the of cer of State/Central Govt. Department(s)


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The Technical Session was Chaired by Shri K.K.Y. Mahindrakar,Chief Engineer, DDG Persdte., and Co-Chaired by Shri T.Elangovan, Director, NATPAC. The following presentationswere made;

Shri Manv Prasad, SE (Civil), BRO made the presentationhon Innovative Products and Techniques adopted in BROhighlighting efforts of the Border Roads Organization(BRO) in implementing new innovative products andtechniques viz soil stabilizers: MK III, RBI 81, Terracil etc;additives to bitumen and cement: Zycosil, Micro Silica,Recron etc; techniques to stabilize slopes using geo Websetc. in constructing roads in remote inaccessible steep hillyterrain. BRO is implementing the successful techniques/new materials in a big way. For more details please contactPresenter on e-mail: [email protected] Shri K.C. Dhimole, Resident Technical Advisor, Govt. ofhArunachal Pradesh made the presentation on `Issues relatedto Rural Roads in Hilly Areas of North East Region. Hehighlighted the constraints faced in the planning and designingof roads in hilly complex terrain vis-a-vis requirments fordevelopment of environment friendly roads which included

development of geological maps in appropriate scales, hazardmapping of vulnerable areas, appropriate pavement design forsnow bound area, adoption of ridge top alignment, adoptionof bio-engineering and retaining structures measures for cutand t process etc. For more appropriate planning and designof rural roads in the hilly area need of digital terrain mappingwith 3D perspective on a GIS platforam with using latestspace technology was highlighted. For more details pleasecontact Presenter on e-mail: [email protected] Shri S.S. Porwal, VSM, Chief Engineer, Project Swastik,h BRO made the presentation on `Sonapur Cut & CoverStructure: An Innovative Approach to solve 20 years old

problem highlighting salient features of tunneling project on NH-44, details of problems, its severity, earlier steps taken toovercome before introduction of new concept of cut & cover,

brief of investigation carried out to understand geology ofrock/landslide, methodology/machinery adopted, variouschallenges faced during construction, experience learned andits completion in 2008, etc. For more details please contactPresenter on e-mail:[email protected]

Chairman Shri K.K.Y. Mahendrakarand Co-Chairman Shri T. Elangovan


Shri Manv Prasad, S.E. B.R.O. Shri K.C. Dhimole, ResidentTechnical Advisor, Govt. of

Arunachal Pradesh

Shri S.S. Porwal, VSM, ChiefEngineer, Project Swastik, BRO

Chairman Shri G. Sharan and Co-ChairmanShri Sunil Bhowmik alongwith Presenters

Ms. Sunitha K. Nayar, Doctoral ResearchScholar, IIT Madras, Chennai

IV) Technical Session on Presentations by Research Scholars/Students

The session was Chaired by Shri G. Sharan, Former DG (RD)& SS, MoRT&H and Co-Chaired by Shri Sunil Bhowmick,Engineer-in-Chief, PWD Tripura.The following presentationswere made:

Ms. Sunitha K. Nayar, Doctoral Research Scholar, IIThMadras, Chennai made presentation on `The Designfor Fatigue Resistance of Fibre Reinforced ConcretePavements highlighting comprehensive methodology forthe design of FRC slabs-on-grade incorporating designtechniques and material characteristics speci c to brereinforced concrete. He also provided the comparison withconventional practice of design of rigid pavement adoptingelastic theory bringing out limitation, design procedure forFRC concrete slabs incorporating inelastic design for loadcarrying capacity and a stress reduction factor for fatigueloading speci c to the material toughness, its advantages,etc. For more details please contact Presenter on e-mail:

[email protected] Shri Goutham Sarang, Research Scholar, NIT, Karnatakahmade presentation on `Performance Studies on BituminousConcrete Mixes Using Waste Plastic highlighting detailsof laboratory study conducted, brief about waste material& ingredient of mix, preparation process of mix specimenusing various combination of ingredient of bitumen, plastic,etc. Testing methodology adopted to judge performanceof specimen, details of various parameters determinedwere alos discussed. The study concluded that BC mixwith 6% waste plastics gives the maximum Marshallstability, ow & Marshall Quotient within limits, increasedITS both for unconditioned and conditioned samples,mix more resistence to moisture as revealed in TSR andBoiling Tests, For more details please contact Presenter one-mail:[email protected]


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Shri R.K. Jain, Rigid PavementExpert delivering Expert Talk

Dr. V.K. Raina, Bridge Expertdelivering Expert Talk

Shri Kiyoshi Dachiku, JICAExpert delivering Expert Talk

Shri Philip Jordan, Road SafetyExpert delivering Expert Talk

Expert Talk session on the following topics was held in order tokeep abreast with the latest technical developments & solutionsto the various challenges faced by highway sector. The following

presentations were made: Mobile Maintenance Management System byhShri Kiyoshi Dachiku, JICA Expert

Mobile maintenance managment system helps in detecting anearly symtoms of deterioration in roads and bridges throughinspection using mobile and non-destructive devices whichulternatively leads to an optimal treatement and executiontimings after thoroughly analyzing the inspection report. The presentation showed the number of devices which are generallyused including ERSS (Emergency Report Support Sustem) fordetecting the various types of distresses in roads and highwaystructures. The presentation also highlghted the need of themaintenance specialists, maintenance inspection companies,inspection think Tank etc. for encouraging preventivemaintenance in India and importance of diagnostic inspection.For more details please contact Presenter on e-mail: [email protected]

Low Cost Pavement Protective Technique CollaborativehResearch by Shri R.K. Jain, Chief Engineer (Retd.),Haryana PWD and Rigid Pavement Expert

The presentation highlighted the details of an experimentconducted on 17.10.2013 at Shooting Range at Surajkund Road

(Haryana Pattern) by IRC, CRRI, Haryana PWD, CMA andUltra Tech Cement. There was ravelling in the wheel paths.Photographs were taken and one section was designated as a`Control Section. It had rained in the morning on the day ofexperiment. A mixture of 1:1 ratio of cement and sand mortarof owable consistency was broomed in the interstices of the

portion where ravelling had just started. The sand used was600 micron and below. The cement was OPC Ultra Tech. Thetraf c was diverted from treated reaches for three days. The

stretch about 180 meter length in aggregate is under observationof Shri Dilbagh Singh Dhanda, E.E. and Shri Rahul Singh,SDE, Incharge of the Road. Till 3 months of the treatment,there has not been any sign of ravelling on treated sections. Thetreated stretch is under close observation of PWD Engineers ofProvincial Division, Faridabad.

Road Safety Management Strategy by Shri PhiliphJordan, World Bank Expert

The presentation highlighted the key Road Safety Engineered processes that are contributing towards safer roads in Australia

and other western countries. These includes adoption of asafety conscious approach to the planning and design of roads(Road Safety audit crash prevention), gradual elimination ofthe most hazardous locations i.e. crash reduction black spotinvestigations, improved road side safety, safer work sites,good inter-agency coordination etc. The solutions may differfrom country to country. These approaches and systematicmethods are readily applicable in emerging countries. Thereis a requirement of experienced and dedicated road safetyengineers. He has also highlighted the need of Road SafetyAudit, national accreditation system for auditors and a nationaltraining programme courses for road safety auditors and semi-auditor.

Guidelines for the Design and Construction of MegahCoastal Seal links in India and Strategy for their

Durability by Dr. V.K. Raina, Professor, Emeritus,COEPDr. V.K. Raina made the presentation on the Guidelines for theDesign and Construction of Mega Coastal Sea-Links in Indiaand Strategy for their Durability based on his papers publishedin January-March 2013 and July-September 2013 issues of theJournal of the IRC, which was well received and applauded bythe august audience. For more details please contact Presenteron e-mail: [email protected]

The Panel Discussion was held on Asset Managementand Project Management in Road Sector. This Sessionwas Chaired by Shri V.L. Patankar, Additional DirectorGeneral, MoRT&H, New Delhi and the Panelists wereShri Sunil Bhowmick, Engineer-in-Chief, PWD Tripura;Dr. Ashok Kumar, World Bank Specialist; Shri Mahesh Kumar,E-in-Chief, PWD Haryana, Dr. G.V.S. Raju, E-in-C, RuralRoads PWD Andhra Pradesh, Shri S.K. Puri, Former, D.G.(RD) & Spl. Secretary, MORTH, Shri Adesh Jain, NationalPresident, Project Management Associates & Shri D.P. GuptaFormer, D.G.(R.D.), MOST.In this session Dr. Ashok Kumar, Senior Highway Engineer,the World Bank made detailed presentation on topic AssetManagement and Shri Adesh Jain, National President, Project

Management Associates also made detailed presentation ontopic Project Management in Asset Management. Remaining

panelist briefed their views on topic Asset Management andProject Management in Road Sector and presentation byShri Shishir Bansal, Project Manager, Flyover Circle, F-12Green Infrastructure on Metropolitan City Delhi.

The presentation of Dr. Ashok Kumar on Asset Managementhighlighted the various facet of Asset Management foref cient and qualitative management of road asset takinginto consideration of life cycle costs and other relevant issues.The presentation covers the Key issues, international scenarioincluding India scene. Key steps of Asset ManagementSystems (AMS) such as Set Directions, align organisation andDevelopment and use of AMS have been widely discussed

V) Expert Talk

VI) Panel Discussion on Asset Management and Project Management in Road Sector

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Shri Abhijeet S. Gandage,Student MIT, Pune

Dr. Mrs. Lakshmy Parameswaran,Sr. Principal Scientist & Head,

CSIR-CRRI

with emphasis on establishment of sound and reliable Assetinformation system (AIS) covering Long term Financing Plans(LTFP), risk based approach, preparation of Asset valuationand depreciation reports including road safety modules forAsset Management. The presentation also included the casestudies on New Zealand Transport Agency and some typicalinternational practices prevalent in Asset management forensuring resource ef ciency in road construction, operationand maintenance programs. For more details please contactPresenter on e-mail: [email protected]

The Presentation of Shri Adesh Jain highlighted the role ofProject Management as integral part of Asset Managementin terms of its basic characteristicsProject Mind Set &operational mind set-bringing out the major differences

between these two characteristics.The operation mind setfocussed on be realistic in setting up various targets/processesto achieve the end objective. The presentation also coveredthe project failure analysis considering planning, scheduling,organizing, staf ng, directing and controlling as core activitiesand from the analysis it followed that the time overrun inProjects is directly proportional to amount of rushing in the

beginning. In the end, the presentation highlighted the need

of preparedness of certi ed project professionals at differentlevels and provided the overview of the Global Projectmanagement certi cation programme. For more details pleasecontact Presenter on e-mail: [email protected]

During presentation, Shri Shishir Bansal highlighted variousactions being taken by PWD, Delhi on asset management,mainly created during the two mega events hosted by the cityi.e. IX th ASIAN Games in 1982 and XIXth CommonwealthGames in 2010. More than 20% of the citys transportationcorridors were developed speci cally for conducting thesetwo mega events for the smooth movement of sports personsand sports lovers to the games venue. He stressed the need tohave proper maintenance of these structures so that they stay

beyond their designed service life and deliver its services in amost sustainable manner for which a data bank consisting ofBirth Certi cates for the property created in recent past andRebirth certi cates for old properties is being generated byPWD. Once the data bank in the shape of Birth certi catesis made available, it will become easier to undertake day today maintenance, special repairs and retro tting as and whenrequired in a sustainable manner. For more details please

contact Presenter on e-mail: [email protected]

The following presentations were made:

Mobile Bridge Inspection Unit Developmenthand Challenges at CSIR_CRRI by Dr. Lakshmy,Parameswaran, Chief Scientist, CSIR-CRRI, New Delhi

The presentation highlighted the necessity of Mobile bridgeinspection unit to carry out visual inspection of bridges on State

and National Highways and its use in determining the structuralhealth monitoring scheme of bridges covering both hardware& software. The presentation also covered the geometric

parameters of MBIU, safety aspects of MBIU, strength aspectsof MBIU, mounting on truck and functionality aspect of MBIU,stability of MBIU, software, fabrication & testing of componentsof MBIU, sequence of operation, safety features, etc For moredetails please contact Presenter on e-mail: [email protected]

Study of Alkali Aggregate Reactivity Using Thin SectionhPetrographic Analysis by Shri Abhijeet S. Gandage,

Student, MIT Pune

The presentation highlighted salient features of study on AlkaliAggregate Reactivity in concrete covering effect of AAR on

performance of structures, details of preparation of test specimenand testing methodology to judge performance of specimen,with respect to various parameters and conclusion/ outcome ofstudy, etc. For more details please contact Presenter on e-mail:[email protected]

VII) Presentations made during the 69 th Meeting of the Highway Research Board

Dr. Ashok Kumar, SeniorHighway Engineer, World Bank

Shri Shishir Bansal,Project Manager, Flyover

Project Circle, PWD Delhi

Chairman Shri V.L. Patankaralongwith Panelists

Shri Adesh Jain, NationalPresident, Project

Management Associates

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Shri Oscar Fernandes Ji, Honble Minister for Road Transport &Highways, Govt. of India being welcomed in Traditional Manner

Mrs. Blossom Mathias Fernandes Ji, W/o Shri Oscar Fernandes JiHonble Minister for Road Transport & Highways, Govt. of India

being welcomed in Traditional Manner

Meeting View of dais during Secretary/E-in-C/Chief Engineers'

The highlights of Secr etaries/E-in-C/Chief Engineers'meetting have already been published in Indian HighwaysFebruary 2014 (Volume 42 No. 2). The brief of the

presentation made during this meeting is given below:

Dr. P.K. Jain, Advisor (R&D), Pavement EngineeringhArea, CRRI, New Delhi made presentation on Use ofCold mix Technology in Construction and Maintenance

VIII) Secretaries/E-in-C/Chief Engineers' meeting held during 74 th IRC Session at Guwahati

of Road Using Bitumen Emulsions. In his presentationhe highlighted the comparative advantages of emulsion based cold mix technologies over hot mix technologies.The factors such as energy scarcity, carbon foot printand health of construction workers beside applicabilityof emulsion based technologies in construction andmaintenance applications were de ned. Presentation

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Dr. C.V. Kand the oldest member of IRC beinghonored by Shri P.N. Jain, Past President, IRC

Shri D.P. Gupta the oldest member of IRC being honored byShri Vishnu Shankar Prasad, Secretary General, IRC

highlighted details of various types of cold mixtechnologies such as Fog Seal, Sand Seal, SlurrySeal, Micro-surfacing, Cape Seal, Chip Seal Patching,Premix, Mix Seal Surface, Bituminous Macadam, DenseBituminous, Concrete, Recycling etc. Precautionsneeded in handling of bitumen emulsions and cold mixeswere also dealt in the presentation. Experience of eldstudies using cold mix technology was also shared. Theuse of cold mix technology and its limitations (warrants)were also discussed. Details of pothole repair machinedeveloped by CRRI were also highlighted. For moredetails please contact Presenter on e-mail: [email protected] Dr. C.V. Kand, Advisor, Bhopal made presentation onhCondition Survey of Bridges. In his presentation, hehighlighted the conditions of the various types of bridges based on the observation (survey) of bridges in 1963(total 294 bridges) and as observed during conditionsurvey of bridges in 2012 (total 291 bridges). During1963, moving load tests were carried out at the mid spanof the bridge and the observation was made form belowfor any distress whereas in 2012, condition surveywas carried out in accordance with IRC: SP-35. The

presentation highlighted the important points consideredin the condition survey, the type of distress observed andremedial measures thereof besides showing some of the

prominent bridges covered in the condition survey alongwith some of the very old bridges (more than 200 years

or so) termed as heritage bridges with humble appeal thatrecord of bridges survived more than 200 years should

be collected, technology used be studied and printed forguidance of engineers to know why these could survivefor more than 200 years. For more details please contactPresenter on e-mail: [email protected] Ms. Minimol Korulla, Chief Technical Of cer,hMaccaferri Environmental Solutions Pvt. Ltd., made

presentation on Design and Construction of RockfallMitigation Systems. The presentation highlighted the protective measures for Rockfall (modi cation of slopegeometry, barriers and wire nets, rock sheds and rockfall

protection embankments); rockfall mitigation measures(retention, protection and prevention measures)and design analysis of protection system and otherfactors governing the design aspects including the fairassessment of slope instabilities and counter measuresneeded thereto for ef cacy of protection system. The

presentation also covered the case studies of rockfall protection works in India at ZirakpurParwanoo Section NH-22; at Sapthashrungi Gad and in Italy at Piazza Nuova Cliffs slope protection, Numana (Ancona).For more details please contact Presenter on e-mail:[email protected]

The P aper presented during the 74th Annual Session were published in IRC Journal Volume 73Part 4 and Volume 74Part 1 to 3. The proceedings of the discussed Papers will be

published in the forthcoming IRC Journal Volume 74 Part 4.

Dr. C.V. Kand, Former C.E.MP PWD

Dr. P.K. Jain, Chief Scientist & Head, FlexiblePavement Dn., CRRI

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13GUIDELINES FOR SUBMISSION OF TECHNICAL PAPERS

A) Preparation of Manuscript:

i) The language of the IRC publications is English. The mode of presentation should be in third person.

ii) The length of the paper should not exceed 5000 to 8000 wordsincluding Tables, Figures, Photographs (black & white) etc onA 4 size paper with 12 pt font size of Times New Roman typedin 1.5 line space.

iii) Only SI units and their multiples should be used in the papersand other units, if used, should be given only in the parentheses

preceded by SI units.

iv) All numbers, quantities and amounts in the paper should be written as per the Standards of Weights and Measures(Numeration) Rules, 1987.

v) Mathematical symbols should be typed or neatly handwritten, care should be taken to differentiate between similarcharacters (for example 1 and l), capital and lower case lettersand superior and inferior types as per clause 10.2 of IS 12 :2005.

B) The preferred order of contents is:

i) Title of Paper;

ii) Author(s) name(s) and IRC membership No.; It is customary for the author/co-author to be a member of IRC

before publishing of his paper;

iii) Synopsis of not more than 200 words, covering the aims

of work, method used, results obtained and conclusionsreached;

iv) Keywords and List of Notations, where applicable;v) Authors business address and email id as a footnote to the

front page;

vi) Body of the paper: Organized into logical sections, with preferably not more than two grades of sub-headings;vii) Acknowledgements: Sources of quotations appearing in the

papers should be stated and acknowledgement should bemade for all information called from books, periodicals and

proceedings of sister societies, etc.

viii) References: References cited in the paper should be numberedsequentially in order of citation and given in the text bya superscript numeral, with a reference list, in numericalorder, at the end of the paper. The list should give name(s)with initial(s) and the exact title of the paper or the book. ForJournals this should be followed by the title, volume number,month and year of issue and page numbers of the article. For books this should be followed by the name(s) of the editor(s)

(if appropriate), the name of the publisher and the place andthe year of publication. In case of conference proceedings thisshould be followed by the exact title of the conferences, yearand date. All references in this list should be indicated at some point in the text and vice versa. Unpublished data or privatecommunications should not appear in the reference list.

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Paper No. 607

CRITICAL APPRAISAL OF CORRELATIONS BETWEEN CBR ANDSUBGRADE MODULUS

PAWAN K UMAR *, D EEPTHI D ILIP* AND G.L. S IVAKUMAR BABU **

ABSTRACTEver since its inception in 1929, the California Bearing Ratio (CBR) test has been the most preferred strength test when it comes to evaluating subgrastrength for pavement design. It still remains popular due to the ease and the low cost with which it can be carried out. But the highly empirical nature ofthe test often makes the results unreliable, and the countless correlations such as the ones between CBR and subgrade modulus hard to fathom. Since CBRis purely a penetration-based test, it becomes hard to attribute the various elastic and plastic phenomena associated with soil. A better understanding neto be developed about the deformation behaviour of soil. A precursor to that would be to study the relationships that have been established (E-CBR) aalso the in uence of other soil parameters (cohesion, friction angle, etc). This paper aims at reviewing these correlations and also to study the in uenccohesion and friction angle on these equations through numerical simulations using the Finite Element Method (FEM).

1 INTRODUCTION

An essential part of the design of exible pavementsis the characterisation of the unbound earth materials(soil, gravels, etc) on which the pavement is to be laid.The performance of a exible pavement is largelydependent on the strength and deformation behaviourof the soil. In this regard, the California State HighwayDepartment developed the California Bearing Ratio(CBR) Test to assign an empirical number to subgradesoil to quantify its strength. The CBR test is essentially

a penetration test in which the stress levels at prescribed penetrations are compared to the corresponding stresslevels for a standard sample of well graded crushedrock. The other test that is used for subgrade strengthcharacterisation is the Cyclic Triaxial Test. Even thoughthis test gives a much clearer picture of the resilientmodulus of the subgrade, it is not preferred by a vastmajority of transportation agencies because of the highcost of operation and the requirement of highly skilledtechnicians. Thus the CBR test continues to be a populartest for evaluation of subgrade strength and, along with

the number of traf c load repetitions, is a primary input parameter based on which design charts have been prepared in most of the countries. But many researchers

have concluded that using some prefabricatedempirical charts based on one single empirical soil

parameter is a rather crude design approach, and thedesign methodology needs proper consideration of themechanics of the materials involved.

As far as the design is concerned, the common practicefollowed these days is to use the CBR value to computethe Subgrade Modulus and use it in a multi-layeredmodel with limiting values of fatigue and rutting asthe failure criteria. Following the same procedure fordifferent values of CBR and load repetitions, the designcharts are formulated. The computation of YoungsModulus (E) from CBR is done through any one ofthe numerous correlations that have been developed

between E and CBR. The earliest of such correlationswas developed by Heukelom and Klomp (1962), whichwas followed by many other similar equations by ahost of other researchers and transportation boards. Agood number of studies are also available in literaturethat assess the suitability of these relationships, andalso possible correlations of E with certain other soil

parameters. The work presented in this paper aimsat reviewing some of these correlations and also thestudies that have been done on them. In addition to

* Research Fellow** Professor

Written comments on this Paper are invited and will be received upto 30th May, 2014.

Deptt. of Civil Engg. Indian Institute of Science, Bangalore, E-mail: [email protected]}

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CRITICAL APPRAISAL OF CORRELATIONS BETWEEN CBR AND SUBGRADE MODULUS 15

this, the in uence of cohesion (c) and angle of internalfriction () on the relationship between E and CBR isstudied using numerical analysis via the Finite ElementMethod (FEM). This study will give us a betterunderstanding of the correlations and will suggest theextent up to which they are acceptable.

2 REVIEW OF E-CBR CORRELATIONSAND RELEVANT LITERATURE

It must be stated right at the outset that correlatingsubgrade modulus and CBR is a vague idea, since thetwo parameters are signi cantly different in nature.Resilient Modulus is determined based on the permanentstrains from dynamic load tests, which is only a fractionof the total strain that is induced. On the other hand,the CBR value corresponds to the peak resistance thatis developed to a monotonic shear failure. Also, it has

been shown that the resilient modulus depends on theapplied stress levels. Black (1961) developed a relation

between CBR and bearing capacity which enables thein-situ CBR value to be calculated from knowledge ofthe cohesion, true angle of internal friction, and suctionof the soil. A method of correcting the in-situ value totake into account the con ning action of the mouldused in laboratory tests was also proposed. Since theCBR was found to be a simple test which could beeffectively used for the characterisation of subgradestrength, correlating the CBR with the resilientmodulus was deemed necessary. The earliest of suchcorrelations was developed by Heukelom and Klomp(1962) [Eq. 1].

E (MPa) = 10 x CBR ...1

This equation was developed based on Rayleigh Waveand Dynamic Impedance testing in the Netherlands andthe UK. The equation was derived from the results ofwave propagation testing conducted at very low strainlevels and dynamic de ection testing. The results weremodi ed for suitable values of Poissons Ratio and themodulus was correlated to a series of CBR values. Thecatch here is that the wave velocities were calculatedin the horizontal plane whereas the dynamic moduliwere calculated in t he vertical plane. The equation

was originally developed for a modulus range of2-200 MPa.

A study by Brown (1966) stated that the present designmethods based on use of the California Bearing Ratio

test were abandoned in California, and advocated thestudy of soil mechanics to understand the responseof soils and granular materials to repeated loading.This study also highlighted the need for incorporatingthe non-linear stress-strain characteristics in designand evaluation. Duncan and Chang (1970) proposedsimple, practical procedure for representing thenonlinear, stress-d ependent, inelastic stress-strain behavior of soils. The values of the required parametersemployed in the stress-strain relationship were derivedfrom the results of standard Triaxial tests on planestrain compression tests involving primary loading,unloading, and reloading. The relation developed in thestudy was validated using nite element stress and theresults obtained were in good agreement with empiricalobservations and applicable theories.

Most of the equations that followed were based onthe results of the Heukelom and Klomp tests. Thedifferences between the equations can be attributed tothe degree to which the results were modi ed to accountfor the fact that the wave propagation was done at verylow strain levels. A similar equation was developed bythe US Army Corps (Green and Hall, 1975):

E (MPa) = 37.3 x CBR 0.71 ...2

The South African Council on Scienti c and IndustrialResearch (CSIR) adopted modi ed equations of theform E = k x CBR, where k is the factor that accountsfor local factors and additional laboratory testing(Paterson et al, 1978). Despite of many other equationsthat were formulated thereafter, the Heukelomand Klomp equation continued to be the preferredrelationship. However, many authors, including Powellet al (1984) have noted that when the wave propagationdata is compared with repeated load tests at morerealistic stress levels, the observed values of E werefound to be signi cantly lower than ones predicted bythe Heukelom and Klomp equation. The same paper

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K UMAR , D ILIP AND BABU ON16

also pr esented another equation, which was adopted bythe Transport and Road Research Laboratory (TRL),Crowthorne, UK:

E (MPa) = 17.6 x CBR 0.64 ...3

In the course of time, other researchers such as Angell(1988) decided that the Heukelom and Klomp equationwas not accurate since the test data seem to indicatethat the equation underestimates the modulus for CBRvalues less than 5, and overestimates the same forCBR values greater than 5. This ideology led to theformulation of correlations that consisted of differentequations for different ranges of CBR values. The MainRoads Department, Queensland (QDMR) adopted thefollowing relationship:

E (MPa) = 21.2 CBR 0.64 (CBR < 15), andE (MPa) = 19 CBR 0.68 (CBR > 15) ...4

An analytical procedure for predicting subgrade rutdepth based on the resilient and permanent deformationcharacteristics of the subgrade was proposed by Loftiet al (1988). The analytical results suggest a newcriterion for compaction moisture content thatminimizes subgrade rutting. Contour plots illustratingthe trade-offs among compaction level, compactiondepth, and natural subgrade conditions were also presented in the study. Livneh (1989) presents avalidation for the correlation between the bearingcapacity of the subgrade or of existing pavements.This was made possible by simultaneously carryingout penetration tests in combination with the in situCBR test after test pits had been dug, on existing Israeliroads and airport runways. The results indicated thatthe existing correlations are valid for translating thevalues of the above penetration tests into in situ CBRvalues.

Due to dif culties associated with cyclic testing usedto characterize the soil subgrade, the other approximatemethods often used for design estimates of resilientmodulus are often based only on shear strengthmeasures and do not account for the dependence onthe magnitude of cyclic deviator stress. A procedure

to relate the soil-index properties and the moduliobtained from uncon ned compression tests, toresilient modulus has been described by Drummet al (1990). Researchers seem to agree that whilethe resilient behavior of granular materials, de ned

by resilient modulus and Poissons ratio, is affected by factors such as stress level, density, grading, nescontent, maximum grain size, aggregate type, particleshape, moisture content, stress history and number ofload applications, the resilient response is in uencedmost by the level of applied stresses and the amount ofmoisture present in the material. In an extensive studyconducted by Frederick et. al. (2000), the stress-strainrelationship was characterized by a stress-dependentresilient modulus and a constant or stress-dependentPoissons ratio as well as by decomposing both stressesand strains into volumetric and shear components.

The Indian Roads Congress (IRC, 2001) adopteda relationship that was a direct combination of theHeukelom and Klomp equation and the TRL equation:

E (MPa) = 10 x CBR (CBR < 5), and E (MPa) = 17.6 x CBR 0.64 (CBR > 5) ...5

Sukumaran et al (2002) studied the suitability of thesome of the aforementioned equations for soils with CBRranging from 11 to 40, and also used a nite elementanalysis to determine a correlation between CBR andresilient modulus. The conclusion drawn was that asuitable correlation cannot be developed between the2 parameters using the Heukelom and Klomp equation.It was suggested that a more accurate estimation ofthe resilient modulus can be done using correlationswith the uncon ned compressive strength. Rosyidiet al. (2006) conducted a study similar to Heukelom andKlomp by using a method called the spectral analysisof surface wave (SASW). Correlations were formulated

between CBR and the dynamic shear moduli of thesamples and good agreements were found between thecorrelations and eld observations. Erlingsson (2007)analysed 20 samples with a CBR range of 40-140 andconcluded that the CSIR relationship is the best interms of prediction of subgrade modulus. It was foundto be more conservative than the Heukelom and Klomp

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equation. Usluogullari et al (2008) also carried out niteelement studies to predict CBR values and found themodel to give reasonable predictions when comparedto experimental values of CBR. Austroads (2009) presented a report that compared the various E-CBRcorrelations developed and used in various countriesand suggested that the main limiting factors of usingthese relationships are dependency of subgrade moduluson subgrade stress, variability of the subgrade modulusrelationship with material type and dependency of thesubgrade strain relationship on subgrade modulus.Ekwulo et al (2009) studied the suitability of 3 knownCBR-dependent methods for pavement design usinga layered elastic analysis and concluded that exible

pavements designed using these methods are prone to

failure due rutting deformation and recommended theuse of mechanistic procedures in the design of exible pavements in developing tropical countries. Anochie-Boateng et al (2010) examined the validity of theHeukelom and Klomp and the TRL relationships for14 subgrade soils and found that the resilient moduluscould not be well predicted by the 2 equations, eitheroverestimating it by 40% or underestimating by 100%or more. They also tried to t the E-CBR values into avariety of mathematical forms, including exponential,linear and logarithmic functions, but could not nd any

suitable relation (based on statistical analysis). Putriet al (2010) compared E values computed from CBRand Uncon ned Cyclic Triaxial (UCT) tests and foundthat values estimated from the CBR test were muchhigher than those computed from the UCT test.

With a realisation of the fallacies in the E-CBRcorrelations, attempts have been made to correlatethe subgrade modulus with other soil parameters.Sukumaran et al (2002) noted that both the subgrade modulus and CBR could be correlated with the

undrained shear strength, s u:

CBR = 0.62su (psi) ...6

E (psi) = 100 500su (PI>30), and E (psi) = 500 1500su (PI

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SM = 1 for SM soils (Uni ed Soil Classi cation)

= 0 otherwise; and

GR = 1 for GR soils (GM, GW, GC or GP)

= 0 otherwise.

For ne-grain soils:

M R = 37.4310.4566(PI)0.6179(wc)0.1424 (P200)+0.1791(3)0.3248(d)+36.72(CH)+17.097 (MH) ...10

Where, PI = plasticity index, %;

P200 = percentage passing #200 sieve;

3 = con ning stress, psi;

d = deviator stress, psi;

CH = 1 for CH soil

= 0 otherwise (for MH, ML or CL soil); and

MH = 1 for MH soil

= 0 otherwise (for CH, ML or CL soil).

Other equations that were analysed were the ones basedon the stress state of the soil. It was stated that thenecessity for these correlations was two-fold: resilientmodulus has been proven to be affected by the appliedstress levels; and the correlations with index propertiesinvolved way too many parameters. Abu-Farsakhet al. (2005) developed regression models for pavementdesign based on other empirical parameters such asFWD and Plate Load Test (PLT) using the DynamicCone Penetrometer (DCP) for quality control purposes,

and found these models suitable for evaluation ofstiffness and strength of pavement materials.

Where adequate testing facilities are not available orthe project is of such a size as not to warrant elaboratetesting procedures, guidelines to estimate the CBR ofthe subgrade have been given in the IRC:SP:72 (2007),wherein the CBR values for soil samples compacted

to Proctor density can be evaluated based on soilclassi cation tests, a Nomograph based on wet sieveanalysis data or using two sets of equations for plasticand non-plastic soils respectively. These correlationswere developed based on the equations developed bythe NCHRP (2001), which describes the relationship between Soil Index Properties and the CaliforniaBearing Ratio (CBR) and Resilient Modulus (MR ) ofunbound materials such as base, subbase, and subgradelayers in pavement systems.

It is evident from literature that attempts have beenmade to study the effect of the various index propertiesand stress states on the subgrade modulus, but therehavent been any studies on the effect of shear strength parameters such as cohesion (c) and friction angle ()

on the E-CBR relationships. Since c and are essential parameters that characterise the deformation behaviourof soils, it makes sense to study how a change in theseaffects the commonly used correlations between CBRand subgrade modulus. The following section discussesthe use of the Finite Element Method to study the effectof c and on the relationship between E and CBR andcompares it with 2 of the commonly used correlations.

3 FINITE ELEMENT ANALYSIS OF THECORRELATIONS

For the purpose of Finite Element Modelling in the present study, the nite element code Phase2 was used.This program was developed by Rocscience Inc. Phase2is a general purpose nite element code for excavationsand soil mechanics problems in general.

3.1 Validation of the FE Code

Two problems were rst considered for the purpose ofvalidation:

a) Comparison of displacement values with alinear elastic model (KENPAVE)

b) Comparison of stress level generated forstandard CBR sample (crushed rock)

For the rst case, an example problem solved using the program K ENPAVE was modelled in Phase2. This was

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modelled in KENPAVE as a 3-layer exible pavementsection with wearing course thickness 14 cm and a71 cm thick granular layer (Base plus Sub-base).

For the second part of the validation, a CBR test wassimulated on a sample of crushed rock. Details of howthe CBR test was modelled are discussed in the nextsub-section. The methodology for computing CBRmakes use of a stress value of 6.9 MPa for crushedrock for 0.1 inch penetration. The crushed rock wasmodelled as a purely frictional material (c = 0) witha friction angle of 35, E = 500 MPa and = 0.4. Thestress level below the load was found to be about6.6 MPa, which provides us with a satisfactoryvalidation of the model.

3.2 Simulation of The CBR Test Using Phase2

The CBR test is a penetration test that is carried out in acylindrical steel mould of diameter 6 inches (152.4 mm)and height 7 inches (177.8 mm). The load is appliedthrough a plunger 1.95 inches (49.6 mm) in diameter. Theload is applied such that the penetration takes place at arate of 1.27 mm/min up to a value of 0.3 inches (7.62 mm).The CBR is calculated using the following equation:

...11

The stress is calculated for 0.1 inch and 0.2 inch penetration, with the corresponding values for standardsample (crushed stone) being 6.9 MPa and 10.3 MPa,respectively. The above arrangement was simulated

using the model shown in Fig 2.Fig. 1 Finite Element Model for Validation with KENPAVE

Fig. 2 Finite Element Model to Simulate the CBR Test

A sin gle wheel tyre pressure of 810 kPa wasconsidered, with a contact radius of 20 cm. The verticaldisplacements at the 2 critical locations, viz. bottom ofthe wearing course and top of the subgrade were foundto be 2.6 mm and 1.7 mm, respectively. The same problem was modelled in Phase2 as shown in Fig 1.An axisymmetric model of overall depth 2 m was used,with the tyre load simulated by a distributed load of810 kPa. All three layers were modelled as elasticmaterials with E value and Poissons Ratio () same

as those used in KENPAVE. The nite elementdiscretisation was done using 3-noded triangularelements. The model had a total of 436 elements and249 nodes. The displacements at the 2 critical locationsusing Phase2 were found to be 2.55 mm and 1.76 mm,which are comparable to the values obtained fromKE NPAVE.

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An axisymmetric model was used with dimensionsthat match those of the CBR apparatus. The symmetry

boundary and the bottom boundary were provided withroller supports and the external boundary was xed. The

plunger load was simulated by means of a prescribed

displacement (Fig 2). The displacement was applied in6 stages, starting from 0.05 inch all the way up to 0.3inch. The discretisation was done using graded 3-nodedtriangular elements and Gaussian Elimination was usedfor solving the problem. A default discretisation was rstdone and then the mesh was re ned to increase the nenessin the vicinity of the plunger. The model had a total of821 elements and 453 nodes. The soil was modelledusing the Mohr-Coulomb failure criterion. The PoissonsRatio used throughout was 0.4, and the parameters thatwere varied were E, c and . Upon computation, thestress distribution was studied in order to determine thestress levels generated at 0.1 inch and 0.2 inch penetration(Fig 3). Those stress values were then divided by 6.9 MPa(for 0.1) and 10.3 MPa (for 0.2), and the higher of the 2values was taken as the CBR value.

The values of c and were varied in order to study theireffect on the E-CBR correlations, with a comparisonto the Heukelom and Klomp and the TRL equations.For both the cases, the value of E was varied 5 MPato 150 MPa in steps of 5 MPa. In addition to this, the

14 sets of experimental values of modulus and CBR provided by Anochie-Boateng et al (2010) were alsoincluded as a scatter in both the plots for comparisonwith experimental results.

3.3 Effect of Cohesion

The different values of c that were used in the analysiswere 1 kPa, 2 kPa, 3 kPa, 4 kPa, 5 kPa, 10 kPa and20 kPa. For each of these values, E was varied from5-150 MPa and the CBR was calculated for each case.The value of was kept at 30 throughout. These resultswere plotted in the form an E versus CBR plot, and thevalues of CBR for all the E values were plotted fromthe Heukelom and Klomp and the TRL equations forcomparison. The 14 sets of experimental values werealso included in the plot as a scatter (Fig 4).

Fig. 3 Stress Distribution Diagram for Stress Calculation

Fig. 4 Effect of Cohesion on the E-CBR relationship

It can be seen from Fig 4 that a change in the cohesion

affects the E-CBR relationship signi cantly, thuscon rming once again that using one single equationrelating E and CBR is not an appropriate approach.The CBR values of soils having cohesion of 20 kPaare much higher than those having c = 1 kPa. Oncomparing the plots with the 2 equations, it can be seenthat the Heukelom and Klomp equation by and largecovers the range of values from c = 1 kPa to c = 5 KPa,i.e. this equation will provide the least error for thisrange of c. Similarly, the TRL equation, which was animprovement of the Heukelom and Klomp equation,seems to cover the range of values from c = 1 kPa toc = 20 kPa, thus proving that it is not as erroneous asthe Heukelom and Klomp relation. But this still doesnt justify the use of either of these equations, or anyequation for that matter, since the expected error couldstill be very high. As far as the experimental data isconcerned, most values seemed to fall within the range

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de ned by the plots, with most of them within the plotsof c = 1 kPa to c = 5 kPa, which is a reasonable resultfor randomly selected samples. Only a couple of valueswere on the higher side of the 10 kPa plot, which isagain acceptable since that is a relatively high value ofcohesion.

3.4 Effect of Friction Angle

In the next part, the value of was varied from 25to 40 in steps of 5 (25, 30, 35 and 40), with aconstant cohesion value of 1 kPa. The procedurefollowed was similar to that of the cohesion study, withE being varied form 5-150 MPa and the inclusion of theHeukelom-Klomp and TRL equations along with theexperimental values in the plot.

is an elasticity property and it cannot be estimatedaccurately using a penetration-based value such asCBR. Experimental studies conducted in this regardalso show that these correlations either underestimateor overestimate the value of E, with the error being

more than 100% in some cases. Using such values fordesigning pavements will only yield inef cient results.It is also obvious that correlating CBR with othersoil parameters makes the estimation of the moduluseven more uncertain. Correlating E with the index

properties or the stress state of the soil seems like aviable alternative, but involves too many parametersand needs a more detailed analysis in order to formulatea generic framework within which any type of soil can

be characterised.

The results of the Finite Element analysis suggest thatshear strength parameters such as c and signi cantlyalter the relationship between E and CBR, thuscon rming the fact that it is inappropriate to use a singleequation for all types of soils. Experimental results alsofall within the range de ned by these plots. Among the2 equations studied for comparison, the TRL equation

provides better results and covers a much wider rangeof values when compared to the Heukelom and Klompequation. But it is clear from the plots that using eitherof these equations still implies a high chance of an

error in the estimation of E. For instance, for soils withlow friction angles, these equations will overestimatethe value of E by a large margin. Since the thicknessof the pavement layers is determined based on theestimated E values, using these E-CBR relationswithout considering the soil properties may lead tothe providing inadequate pavement layers above thesubgrade. Given the large variations of CBR andmodulus along the road alignment, such inaccuraciesin the design parameters can lead to the prematurefailure of the pavement. Although the consideration

of the type of soil and its shear strength propertiesmay result in increased layer thicknesses, whichtranslates directly into increased cost of construction,the errors in the estimation of E and other parameterscan be minimized.

The IRC-37:2012 clearly states that in the absence ofexperimental data, the Triaxial testing facility being

Fig. 5 Effect of Friction Angle on the E-CBR relationship

An observation similar to the cohesion study could be made for the variation of , with a change in considerably altering the E-CBR relationship. The plotfor = 40 went beyond a CBR value of 70, whichis understandable since 40 is a very high value ofthe angle of internal friction. Considering the plots of = 25 to = 35, both the correlations as well asthe experimental values seem to be falling within therange of values de ned by the plots, which is again areasonable result.

4 CONCLUSIONS

On reviewing the various correlations between Eand CBR, we can conclude that these equations must

be used with caution, since the subgrade modulus

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expensive and not widely available, the ResilientModulus can be determined using CBR values, basedon ndings of the research schemes of Ministry ofRoad Transport & Highways, Government of India.The pavement performance data was collected fromall over India by academic Institutions and CentralRoad Research Institute for pavement design using asemi-analytical approach. Hence it is recommendedthat, while in the absence of proper testing facilitiesthe correlation suggested by IRC-37:2012 is generallyacceptable for Indian conditions for elastic modulus parameters, and for accurate and in-depth analysis,more studies needs to be carried out.

REFERENCES

Abu-Farsakh, M.Y., Nazzal, M.D., Alshibli,1.K. and Seyman, E. (2005), Soil Parametersfor Pavement Design and Subgrade ResilientModulus: Application of Dynamic ConePenetrometer in Pavement ConstructionControl, Journal of the Transportation ResearchBoard, Volume 1913 / 2005, pp. 52-61.

Al-Amoudi, O.S.B., Asi, I.B., Wahhab, H.I.A.2.and Khan, Z.A. (2002), Clegg Hammer California-Bearing Ratio Correlations, Journalof Materials in Civil Engineering, ASCE,December 1, 2002, 14 (6), pp. 512523.

Angell, D.J. (1988), Technical Basis for3.the Pavement Design Manual, Main RoadsDepartment, Brisbane, Queensland.

Anochie-Boateng, J., Tutumluer, E., Apeagyei,4.A. and Ochieng, G. (2010). Resilient BehaviorCharacterization of Geomaterials for PavementDesign, ISAP Nagoya 2010, 11th InternationalConference on Asphalt Pavements, Nagoya,Japan, August 1-6, 2010, pp. 10.

Austroads (2009), Review of Relationship5.to Predict Subgrade Modulus from CBRTechnical Report. APT130/09. ISBN 978-1-921551-23-9.

Black, W6. .P.M. (1961). The Calculation ofLaboratory and In-situ Values of CaliforniaBearing Ratio from Bearing Capacity Data,Geotechnique, Vol. 11, pp. 14-21.

Brown, S.F. (1996). Soil Mechanics in7. Pavement Engineering, Geotechnique, Vol. 46, pp. 383-426.

Drumm, E.C. et. al. (1990). Estimation of8.Subgrade Resilient Modulus from Standardtests, Journal of Geotechnical Engineering,Vol. 116, No. 5, pp. 774-789.

Duncan, J.M and Chang, C.Y. (1970). Non-9.linear Analysis of Stress and Strain in Soils,Journal of Soil Mechanics and FoundationsDivision, ASCE, Vol. 96, pp. 1629-1653.

Frederick, L., Ulf, I. and Andrew, D. (2000).10.State of the Art. I:Resilient Responseof Unbound Aggregates, Journal ofTransportation Engineering, ASCE, Vol. 126, No. 1, pp. 66-75.

Ekwulo, E.O. and Eme, D.B. (2009), Fatigue11.and Rutting Strain Analysis of FlexiblePavements Designed Using CBR Methods,African Journal of Environmental Science andTechnology, 3 (12), pp. 412-421.

Erlingsson, S. (2007), On Forecasting the12.Resilient Modulus from the CBR Value ofGranular Bases, Road Materials and PavementDesign, 8 (4), pp. 783-97.

George, K.P. (2004), Resilient Modulus13.Prediction Employing Soil Index Properties,Technical Report by the MississippiDepartment of Transportation. FHWA/MS-

DOT-RD-04-172. Green, J.L. and Hall, J.W. (1975), Non-14.Destructive Vibratory Testing of AirportPavements: Experimental Tests Results andDevelopment of Evaluation Methodologyand Procedure, FAA-RD-73-205, FederalAviation Administration, Washington D.C.

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Heukelom, W. and Klomp, A.J.G. (1962),15.Dynamic Testing as a Means of ControllingPavements During and After Construction,Proceedings of the International Conferenceon the Design of Asphalt Pavements, 1 st,

A NN Arbor, Michigan, United States,University of Michigan, A NN Arbor, MI,

pp. 667-79.

IRC (2001). Guidelines for the Design of16.Flexible Pavements (Second Revision).IRC:37-2001.

IRC(2007). Guidelines for the Design of17.Flexible Pavements for Low Volume RuralRoads, IRC:SP:72-2007.

Livneh, M. (1989). Validation of18.Correlations between a Number ofPenetration Tests and In Situ CaliforniaBearing Ratio Tests, Report 1219,Transport and Road Research Laboratory(TRRL), Berkshire, United Kingdom.

Lofti, H.A., Schwartz, C.W., and19.witczak, M.W. (1988). CompactionSpeci cation for the Control of SubgradeRutting, Transportation Research Record1196, Transportation Research Board,Washington. D.C., pp. 108-115.

NCHRP (2001), Guide for Mechanistic-20.Empirical Design of New and RehabilitatedPavement Structures, TransportationResearch Board National ResearchCouncil.

Patel, R.S. and Desai, M.D. (2010), CBR21.Predicted by Index Properties for AlluvialSoils of South Gujarat, Proceedings of the

Indian Geotechnical Conference, Bombay,December.

Paterson, W.D.L. and Maree, J.H. (1978),22.An Interim Mechanistic Procedure for the

Structural Design of Asphalt Pavements. National Institute for Transport and RoadResearch, Pretoria, South Africa.

Powell, W.D., Potter, J.F., Mayhew, H.C. and23.

Nunn, M.E. (1984), The Structural Design ofBituminous Roads, Laboratory Report 1132,Transport and Road Research Laboratory,Crowthorne, UK.

Putri, E.E., Rao, N.S.V.K. and Mannan,24.M.A. (2010), Evaluation of the Modulusof Elasticity and Resilient Modulus forHighway Subgrades, The Electronic Journalof Geotechnical Engineering, 15 (Bundle M), pp. 1285-1293.

Rao, C.N., George, V. and Shivashankar, R.25. (2008), PFWD, CBR and DCP Evaluationof Lateritic Subgrades of Dakshina Kannada,India, The 12th International Conference ofthe International Association for ComputerMethods and Advances in Geomechanics(IACMAG), Goa, October.

Rosyidi, S.A., Nayan, K.A.M., Taha, M.R.26.and Ismail, A. (2006), Estimating G-Max &Field CBR of Soil Subgrade Using a SeismicMethod, The e-Journal of NondestructiveTesting, ISSN: 1435-4934, 11 (6).

Sukumaran, B., Kyatham, V., Shah, A. and27.Sheth, D. (2002), Suitability of UsingCalifornia Bearing Ratio Test to PredictResilient Modulus, Federal AviationAdministration Airport Technology TransferConference, Airport Technology Researchand Development Branch, Federal AviationAdministration, Washington DC.

Usluogullari, O.F. and Vipulanandan, C.28. (2008), FEM Analysis of CBR Test withCemented Sand, Proceedings of the Center forInnovative Grouting Materials and Technology(CIGMAT) Conference, Houston.

The views expressed in the paper are personal views of the Authors. For any query, the author may be contacted at: E-mail :[email protected]

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Paper No. 608

LABORATORY PERFORMANCE OF POLYMER MODIFIEDWARM MIX ASPHALT

P.K. J AIN *, U MA DEVI R ONGALI **, A NITA CHOURASIYA ** AND MUNSHI R AMIZRAJA M.**

ABSTRACT

Polymer modi ed bituminous mixes (pmbm) are used in road construction for improved performance. The drawbacks in use of pmbm over mixesconventional bitumen are need of higher mixing, laying and rolling temperatures, leading to higher consumption of fuel. Warm Mix Asphalt (WMA) produced at lower temperature, while maintaining key advantage of hot mixes. Therefore, WMA is becoming attraction in highway profession. The aof this paper is to report ndings of the mechanistic study undertaken on polymer modi ed warm mix asphalt (pmwma) for reduction of mixing, layand rolling temperature. The optimum dose of organic surfactant type additive for reduction of operational t emperatures is determined based on viscosity temperature relationship and performance properties of pmwma. From the laboratory studies it is found that optimum dose of organic surfactant addilies in the range of 1.5 to 2.0% by weight of pmb to achieve lower mixing, laying and rolling temperature. The reduction in temperatures by a factor ofto 25C is achieved. Values of creep modulus and resilient modulus of pmwma are found superior at different temperatures, indicating better performanRutting in pmwma mix is found lower compared to traditional pmb mix. Fatigue life of pmwma mixes determined by four point bending beam fatigue is observed higher than conventional pmb mix. The better retained indirect tensile strength ratio values indicate potential of pmwma towards preventof moisture damage even after compaction at lower temperature. Improved performance of pmwma alleviate compaction problem of traditional hot pmbmixes at lower temperature.

1 INTRODUCTION

Flexible pavements constitute over 90% of roadnetwork in India. The increased volume of traf c,overloading of axles beyond permissible limits andhigher tyre pressure, are causing widespread problemsaddressed to performance of exible pavements in

India. The statistics of various performance studiesindicate that useful life of bituminous overlay withtraditional unmodi ed binders has declined fromaverage value of 6-8 years in past to about 3-5 years inrecent years. It is well known that under the prevailingheavy traf c and extreme climate conditions, overlaysmade up of traditional bituminous binders, in general,are not meeting the durability requirement. Polymermodi ed bitumen (pmb) known as higher performance

binders, allows the engineer to design and build durable bituminous surface [1]. These, binders, as proven all

over the world, have better eld performance, andare economical, when life cycle cost is taken intoconsideration. Guidelines issued by Indian RoadsCongress [2] on use of pmb in road construction

describe various types of pmb, applications, designcriteria, operational temperatures and uses.

The acceptable compaction of bituminous mixesalways requires an optimum value of viscosity [3].For the satisfactory coating on mineral aggregates andadequate compaction, a viscosity value of 0.1 to 0.3 Pa.s

is needed. During compaction of bituminous mixture,higher value of viscosity reduces workability of mixture,leading to poor density of compacted bituminous layer.It is widely recognized that optimum binder viscosityfor rolling lies between 2 and 20 Pa.s. Bitumen TestData Chart developed by Heuklom [3-4] is a useful toolfor determination of correct application temperaturefor hot mix construction. The optimum values oftemperature based upon test data chart for PMB 40 are165-185C for spraying, 150-175C for mixing and125-150C for rolling. Production of bituminous mixes

at such high temperatures requires higher quantity offuel, eventually contributes to higher green house gases.Higher working temperature is also harmful to crew atconstruction sites. Mixing and compaction ofPMB

* Chief Scientist and Advisor ** Scientist

Written comments on this Paper are invited and will be received upto 30th May, 2014.}CSIR-Central Road Research Institute, New Delhi 110 025, E-mail : [email protected]

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LABORATORY PERFORMANCE OF POLYMER MODIFIED WARM M IX ASPHALT 25

mix at lower temperature lead to poor performance of bituminous surfacing due to inadequate compaction ofsurface, higher voids eventually af nity to ingress ofmoisture in bituminous layer.

2 LITERATURE REVIEW

Warm Mix Asphalt (WMA) technology is likely to bean appropriate solution, which allows the mixing, layingand rolling at lower temperatures [5-6]. It is reported byBetz et al [5] that WMA reduces production and layingtemperatures as much as upto 30C depending upon themethod and additive used. The lower production and placement temperature bring several bene ts such asfuel saving, reduced pollutants and safety to crew.

A number of laboratory and eld studies [7-16] have been conducted by various researchers in recent paston various types of warm mix additives Barthel etal [7] and Prowell [9] broadly classi ed warm mixtechnology in three types such as technology usingwater, technology use paraf n wax type additives andtechnology use organic surfactants as additives. Zeolitescontaining 21% water, when added to a hot bituminousmix, release water converting bitumen to microscopicfoam, and improve workability at lower temperature.Paraf n wax based compounds having microcrystalline

structure reduce viscosity at mixing and compactiontemperature without any adverse effect on performanceof mix on road. The decrease in viscosity allows loweroperational temperature depending upon nature anddose of additive. The addition of the organic surfactanttype warm mix asphalt additives reduce the viscosityof the binders at high temperatures as reported byGandhi and Amirkhanian [10]. Recently Kandhal[11] reported a comprehensive review of variousWMA technologies used globally. The decrease of theviscosity at operational temperature makes the binders

workable at lower temperature and stiff and resistantto rutting in middle temperatures rande. Ambika et al[14] reported results of eld and laboratory studies onuse of wax as well as surfactant modi ed traditionalwarm mixes. Kakade et al [15] reported results of theirinvestigations on warm and half warm bituminousmixes. Use of foaming agent is reported to give better

performance. It is also reported that WMA saves 13.5%energy in road construction. A few studies with limitedscope have also been conducted on polymer modi edwarm asphalt mixes [16-17].

In view of literature cited above, an investigation wastaken up to optimize dosage of organic surfactant typeWMA additive to reduce spraying, mixing and rollingtemperature of high energy pmb mixes to save fuel andreduce greenhouse gases during construction. Reductionin operational temperatures of pmb mixes lead to anadvantage to working crew due to reduction of harmfulgases in surrounding areas and the ability to work atlower temperature. The paper addresses optimizationof the dose of additive and performance propertiesof polymer modi ed warm asphalt mix. These aredeformation and rutting at high pavement temperatureand fatigue properties at moderate temperature, besidesmoisture sensitivity, which is highly signi cant at lowercompaction temperatue.

3 MATERIALS AND METHODS

3.1 Materials

PMB-40 (SBS elastomers) conforming to IS: 15462was used as binder in this study and it was procuredfrom a local manufacturer. The properties of binder aregiven in Table 1. Aggregate from a local quarry is usedfor preparation of bituminous mixes.

Table 1 Properties of PMB 40

Properties Unit Method oftest

TestValue

Limits

Penetration at250C, 100g , 5s

0.1 mm IS 1203 48 30-50

Softening point,Ring and Ball

0 C IS 1205 61 >60

Elastic Recovery

of half thread inductilometer at150C

% IS:15462 75 >70

Viscosity 1500C Poise IS 1206 8.7 6-9Speci c gravity at270C

------- IS 1202 1.01 -

Ductility at 270C,5cm/min

cm IS 1208 75+ 75+

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JAIN , R ONGALI , C HOURASIYA AND MUNSHI ON26

Test data on physical properties of mineral aggregatesare given in Table 2. PMB was further modi ed in thelaboratory by heating it to 1600C and adding 1.5, 2 and2.5% dose of organic surfactant. Blends were agitatedvigorously at 1600C +5 0C for about 30 minutes. GradingI of aggregates was chosen as per Ministry of RoadTransport and Highways Speci cations [8] For 50 mmThick Bituminous Concrete.

3.2.2 Preparation of Mixes

Samples of bituminous mixes were prepared by Marshallmethod [20]. Aggrega

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