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AVNEET TRAINING

This document provides a report on a summer training project at the Public Works Department involving the design of a Semi Dense Bituminous Concrete for a 4-lane road upgrade project. It includes an overview of the PWD, acknowledgments, contents listing, and sections covering the requirements and process for SDBC design and construction. The key points are: 1. The report details the summer training completed at the PWD involving design of SDBC for upgrading a road to 4 lanes. 2. Requirements for SDBC include aggregate gradation specifications, bitumen grade and properties, physical requirements for aggregates, and Marshall mix design criteria. 3. The process involves designing the aggregate blend in the lab

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1 SEMI DENSE BITUMINOUS CONCRETE (SDBC) DESIGN FOR 4-LANE ROAD (SITE NAME - ROAD UPGRADATION ETAH-SHIKOHABAD) A REPORT ON SUMMER TRAINING AT PUBLIC WORKS DEPARTMENT (PWD) Submitted to:- HEAD OF DEPARTMENT CIVIL ENGINEERING BUNDELKHAND INSTIUTE OF ENGINEERING AND TECHNOLOGY, JHANSI Submitted by:- AVNEET SINGH GREWAL ROLL NO:-1204300009 CIVIL ENGINEERING (B.TECH)
2 ACKNOWLEDGEMENT I express my indebtness and gratitude to our zone in-charge Executive Engineer Mr Wahid Bakhsh as well to our Assistant Engineer Mr.R.K Pandey for his guidance and extreme care taken by him in helping us to complete the training work successfully. I am grateful to him for the extensive care rendered to us right from the initiation of the project to the final editing of the manuscript. I also express my sincere thanks to our guide Mr Sunil Srivastava for his support and guidance .This training work would not have been completed without his help who has given enough exposure in the areas related to the work and as well as provided us with his ever present help. I also express my heartiest thanks to all workers working at the site who help me to know about the works on site. AVNEET SINGH GREWAL
3 CONTENTS S.NO Description 1. OVERVIEW OF PWD 2. INTRODUCTION 3. GENERAL REQUIREMENTS FOR BITUMINOUS PAVEMENT LAYER 4. BITUMINOUS PAVEMENT CONSTRUCTION 5. PRIME COAT 6. TACK COAT 7. SDBC 8. MATERIALS 9. PLANTS AND EQUIPMENT 10. STEPS TO BE FOLLOWED DURING ROAD RENEWAL 11. SITE LOCATION AND RESULTS 12. CONCLUSION 13. REFRENCE
4 AN OVERVIEW OF PWD • Profile:-The Public Works Department (PWD) is a Department for creating permanent assets of the nation and State such as Roads and Buildings. These are based on national standards which engineers specify and are constructed through contractors. It establishes the rates for cost of construction which is the basis for construction throughout the States time to time.PWD UP is administered according to the CPWD norms. • Mission:- The vision of PWD may be defined as “to set standards of excellent engineering practice in making work, dwelling and public places functional, secure and environment friendly and to enable travel to the remotest corner of the state in the least time possible in safety and comfort, and economically without tampering the ecology”. • The contribution of the PWD encompasses the entire spectrum of physical and social infrastructure for national development, national security and international relations. Its activities span the length and breadth of the country including remote areas and difficult terrain. The main responsibilities of the PWD are shown in figure below. • WORKING ARENA OF THE PWD Construction of Buildings for Other Agencies on a Deposit Work Basis Maintenance of Public Parks Preparation of Book of Schedule of Rates and Analysis of Rates for Construction & Maintenance of Public Buildings Design and Construction of Public Buildings except those of RHD, T&T, Postal Department Construction of National Monuments Repair and Maintenance of Public Buildings Preparation of Book of Specifications and Code of Practice Acquisition and Requisition of Land for construction Work Procurement of Materials & Equipment Required for Construction Work Valuation of Land and Property and Fixing of Standard Rent • The various works programmes of the Public Works Department and its span of work are not confined to the urban areas only. They reach into distant district headquarters, remote villages, near borderlands and even the largely inaccessible parts of the country. The result is that where life was once dull and monotonous. It has now been boosted by unprecedented progress in the implementation of a diversity of projects. In many instances, communication was not as convenient as it is nowadays. Still, with the aid of
5 thousands of working hands, the Department has left no stone unturned in giving a more than satisfactory service to the nation. Being an entity within a developing country, the Department has been performing its task with a high degree of innovation. INTRODUCTION:- Depending upon the desired strength of pavements of roads, highway types are classified as 1).EARTH ROADS AND GRAVEL ROADS 2). SOIL STABILISED ROADS 3). WBM RAODS 4). BITUMINOUS OR BLACK TOP ROADS 5). CEMENT CONCRETE ROADS The roads in India are classified based on locations and functions. Generally in India low cost roads are preferred as funds available are meager. Earth roads and Gravel roads, Soil Stabilized roads are generally preferred in rural areas. Water bound macadam construction uses crushed stones, in it binding is done through use of moist soil or stone dust but it has certain drawback due to attrition and abrasion phenomena, this brings the use of bituminous binder. In India bituminous construction is by and large adopted on the surface coarse. BITUMINOUS PAVEMENT CONSTRUCTION Bituminous construction are classified into four categories • Interface Treatments • Thin Bituminous Surface Courses • Bituminous Surface Courses • Bituminous Binder Course 1). INTERFACE TREATMENTS:- Surface of existing pavement layers is to be cleaned to remove dust and dirt and a thin layer of bituminous binder is to be sprayed before the construction of any type of bituminous layer over this surface . This treatment is called interface treatment. It may be a).Prime Coat b). Tack Coat c).Crack Prevention Courses A). PRIME COAT: - It is the first application of low viscosity liquid bituminous material (bituminous emulsion) over an existing porous or absorbent pavement surface like the WBM base course. The bituminous primer is sprayed uniformly using mechanical sprayer at the rate of 7.3 to 14.6 per 10m2 areas. Primed surface allowed to cure for 24 hrs and no traffic is allowed. Purpose of Priming: 1. To plug the capillary voids 2. To harden or toughen the surface 3. To promote adhesion between granular and the
6 Bituminous layer 4. To coat and bond loose materials on the surface. REQUIREMENT FOR PRIMING MATERIAL Porosity TYPE OF SURFACE Viscosity at 600 C (centistokes) Quantity per 10 m2 (Kg) Low WMM, WBM 30-60 6-9 Medium Gravel base 70-140 9-12 High Cement Stabilized soil base 250-500 12-15 Way of applying prime coat B).TACK COAT: - It is application of bituminous material over an pavement surface which is relatively impervious like an existing bituminous or pervious surface like WBM which has
7 already been treated by prime coat .Tack coat is usually applied by spraying bituminous material of high viscosity like hot bitumen surface at the rate of 4.9 to 9.8 kg per 10 m2 area. Purpose of Tack Coat: - To ensure a bond between the new construction and the old surface RECOMMENDED QUANTITIES OF MATERIAL FOR TACKCOAT Type of surface Quantity in kg per m2 area Bituminous Surface 0.20 to 0.25 Dry and hungry bituminous surfaces 0.25 to 0.30 Primed granular surface 0.25 to 0.30 Unprimed granular base 0.30 to0.35 Cement concrete pavement 0.35 to 0.40 WRONG APPLICATION OF TACK COAT IN SUFFICIENT TACK COAT
8 MECHANICALSPRAYER FOR PRIME/TACK COAT Semi-Dense Bituminous Concrete (SDBC):- Semi-dense mixes which are neither dense graded nor open graded contain the so-called “pessimum” voids when constructed. Terrel and Shute advanced the concept of “pessimum” void concept for stripping. Figure shows the general relationship between air voids and relative strength of bituminous mixes following water conditioning. The amount of strength loss depends upon the amount and nature of voids. As shown in the figure, at less than 4 per cent air voids, the mix is virtually impermeable to water, so it is essentially unaffected. Unfortunately, region B to C of Fig. 12 is where mix is semi-dense. As the voids increase to D and beyond, the mix strength becomes less affected by water because the mix is now free draining like an ATPB. The region B to C can be called “pessimum” void content because it represents opposite of optimum. The objective is to stay out of the “pessimum” void range. A “semi-dense” mix, which has a potential for having “pessimum” voids in it, is likely to trap water and causing stripping. Wearing course on roads carrying moderate traffic, generally less than10 msa. Lesser binder content when compared to BC. Fig. Pessimum voids in semi-dense mixes a).pressure sprayer b).hand sprayer
9 It is felt that in a tropical country like India thicker wearing courses of 40 mm should be provided on all roads to ensure against the penetration of water from top and thereby to prevent crack initiation from top. Unfortunately, the use of SDBC has been advertently promoted to some extent because only SDBC Grading 2 has been specified by MORTH for a thin layer of 25 mm. If this is the consideration then there is no reason as to why a dense graded 9.5 mm NMAS BC cannot be used like in other countries in lieu of SDBC Grading 2 to provide a thin layer of 25 mm. It should also be noted that BC is only 3 per cent more expensive than the SDBC as is evident from the following prices obtained from the 2007 Schedule of Rates of Rajasthan PWD, Jaipur Circle: • Item 16.7.6 Semi-Dense Rs. 1,756 per ton Bituminous Concrete (SDBC) Grading 2 • Item 16.8.6 Bituminous Concrete Rs. 1,812 per ton (BC) Grading 2 Semi-dense bituminous concrete shall be used as a wearing course and shall not be laid directly over WBM or any granular base. The item shall consist of mineral aggregates and appropriate binder mixed in a hot-mix plant and laid with a paver on a previously prepared base. DESIGN CRITERIA:- 1. Being high cost specification, semi-dense bituminous concrete mixes should be properly designed so as to satisfy certain criteria needed to assure satisfactory performance and durability. The mix as designed and laid should satisfy the requirements given in Table below based on Marshall method which is suggested for the present for the sake of simplicity and uniformity. TABLE: - REQUIREMENT OF THE MIX (i) Number of compaction blows on each end of 50 Marshall specimen (ii) Marshall stability in kg (Minimum) 340
10 (iii) Marshall flow (mm) 2-4 (iv) Per cent voids in mix 5-10 (v) Per cent voids in mineral aggregate filled with bitumen 55-75 (vi) Binder content as per cent by weight of total mix (to be decided based on Marshall design method) 4.5-6.0 Notes 1. It is suggested that higher stability values consistent with other requirements should be achieved as far as possible. 2. The attempt should be to have well graded aggregate and the percent voids in the mix closer to the lower limit. (REFERENCE FROM (IRC 95-1987))
2. MATERIALS:- In order to satisfy the requirements discussed above the semi-dense bituminous concrete mix shall consist of coarse aggregate, fine aggregate and filler in suitable proportions and mixed with sufficient binder content. True and representative samples of the aggregates proposed to be used on the specific job shall be tested in the design laboratory and proper blend (composition) of the aggregates shall be worked out so that the gradation of the final composition will satisfy any of the three limits set forth in. Table :- Gradation of Aggregate in the Final Mix Grading Number 1 2 3 Sieve size (per cent passing by weight) 22.4 mm — 100 100 13.2 mm 100 85— 100 79— 100 11.2mm 88—100 70—92 68—90 5.6mm 42—64 42—64 33—55 2.8mm 22—38 22—38 22—38 710 um 11—24 11—24 6—22 355um 7—18 7—18 4—14 180 um 5—13 5—13 2—9 90um 3—9 3—9 0—5
12 Grading No. 1 is suggested for compacted thickness of 25mm Grading Nos. 2 and 3 for compacted thickness of 25-40 mm. 10 The exact bitumen content required shall be arrived at as per Marshall procedure for the aggregate gradation worked out in the laboratory and by using the same paving bitumen proposed to be used in the field. The material shall further satisfy the following physical requirements. 1). Bitumen: The bitumen shall be paving bitumen of suitable penetration grade within the range of S 35 to S 90 or A. 35 to A.90 (30/40 to 80/100) as per IS: 73 Paving Bitumen’. The actual grade of bitumen to be used shall be decided by the Engineer-in-charge, appropriate to the region, traffic, rainfall and other environmental conditions. (IRC 95-1987) 2). Coarse aggregate: The coarse aggregate shall be crushed material retained on 2.8 mm sieve and shall be crushed stone, crushed slag, crushed gravel (shingle) and shall consist of angular, clean, tough and durable fragments, free from disintegrated pieces and organic or deleterious matter and adherent coatings. The aggregate shall preferably be hydrophobic arid of low porosity. When the hydrophilic aggregates are used, the bitumen shall be treated with antistripping agents of approved quality in suitable doses. The aggregate, shall satisfy the physical requirements as given in Table below- PHYSICAL REQUIREMENTS OF COARSE AGGREGATE Test Requirement (per cent maximum) Test Method 1.Aggregate Impact Value 30 2.Los Angeles Abrasion Value 40 IS 2386 (Part IV 3. Flakiness Index 30 IS: 2386 (Part I) 4. Stripping Value 25 IS:6241 5. Water Absorption 1 IS:2386(PartIII)
13 REQUIREMENTS FOR SEMI DENSE BITUMINOUS PAVEMENT Minimum stability (KN at 60 0C) 8.2 Minimum flow (mm) 2 Maximum flow (mm) 4 Compaction level (Number of blows) 75 blows on each of the two faces of the specimen Per cent air voids 3-5 Per cent voids filled with bitumen 65-78 3). Fine aggregate :-The fine aggregate shall be the fraction passing 2.8 mm sieve and retained on 90 um sieve, and shall consist of crushed screenings, natural sand or a mixture of both, It shall be clean, hard, durable, uncoated, dry and free from injurious, soft or flaky pieces and organic or deleterious matter. 4). Filler: - The requirement of filler in semi-dense bituminous mixes shall normally be met by the material passing 90 um sieve in fine aggregate. In case the fine aggregate is deficient in material passing 90 um sieve, extra filler shall be added. The filler shall be an inert material, the whole of which passes 710 um sieve, at least 90 per cent passes I50 um sieve and not less than 70 percent passes 90 pm sieve. The filler shall be stone dust, cement hydrated lime, fly ash or other approved non-plastic mineral matter. 5. JOB MIX FORMULA While the laboratory mix design gives the different proportions of the Mineral aggregate combination in terms of individual sieve sizes, for actual operational purposes in the field, blending of two or more sizes of aggregates (each size having within it a range of individual 6).Soundness Loss with Sodium sulphate, 5cycles Loss with Magnesium sulphate, 5 cycles 12 18 IS : 2386 (Part V) NOTES: - 1).For slag , the unit weight shall not be less than 1120 kg/m3. 2).water absorption upto 2% may be permitted in exceptional.
14 sieve sizes) would be necessary. This blending ratio is obtained on a weight basis, giving the percent weight of the coarse aggregate, fine aggregate and filler needed to give the ultimate aggregate gradation. It can also be proportioned on a volumetric basis based on the unit weight or bulk density of the 4gregates supplied. This mineral aggregate combination together with the corresponding optimum bitumen content as determined in the laboratory constitutes the job mix formula for implementation during construction. It is emphasized that in order that this formula be adhered to in practice, the mix design shall be worked out based on a correct and truly representative sample of the materials that will actually be used in the specific construction project. 3).Plants and equipments For construction, a hot mix plant is used, highly mechanized construction equipment is used. A mechanical finisher is also used to produce a uniform level riding surface and to correct automatically small irregularities in the surface .It consists of a receiving hopper, arrangements for spreading the mix to a desired uniform thickness and a tamper. Hot mix plant 4).CONSTRUCTION It involves following steps:- 1. Preparation of the existing base course layer: - The base over which the semi-dense bituminous concrete is to be laid shall be completely free from dust, mud, etc. before laying the surface course. Where the existing base is potholed or rutted, the irregularities shall be filled in with premixed materials and well rammed at least a week before playing surface course. If the existing base is extremely irregular and wavy, it may be considered worthwhile to lay a bituminous leveling course (Profile Corrective Course) of adequate thickness to avoid an excessive use of the costly surface course. 2. Application of tack coat:- A tack coat at the rate of 6 to 7.5 kg of bitumen per 10 m2 shall be given over a bituminous base or binder course .if the existing surface is dry and hungry, and 5 to 5.5 kg per 10 m2 on a normal bituminous base and7.5 to 10 kg for non bituminous base. 3. Preparation of the Mix:- It is imperative that the semi-dense bituminous concrete mix be manufactured by using a hotmix plant of adequate capacity to yield a mix of proper and uniform quality. The plant may be either a batch type or a continuous one having a co-ordinate set of essential units such as a
15 dryer for heating the aggregates, arrangements for grading and batching by weight or volume the required quantities of aggregates, a bitumen heating and control unit for metering out the correct quantity of heated bitumen together with a paddle mixer for intimate mixing of bitumen and aggregates. A fines feeder for incorporation of the correct quantity of filler is also a necessary auxiliary.The bitumen may be heated upto 130-150 0C and aggregate temp. should not differ by over 14 0C From the binder temp. 4. Spreading of the Mix:-The mix shall be transported from the mixer by tipper trucks to the work site and spreading done preferably by means of a self-propelled mechanical paver with suitable screed capable of spreading, tamping and finishing the mix true to grade, line and cross-section at temp. of around 110-120 0C. The mix should be spread in such a manner that after compaction, the required thickness of carpet is uniformly laid. PAVER Longitudinal joints and edges shall be constructed true to line marking parallel to the centre line of the road. Longitudinal joints should be offset at least by 150 mm from those in binder course, if any, and transverse joints or construction joint shall be placed in the vertical plane after cutting back to the original thickness of the previously laid mix. The vertical cut face shall be painted with hot bitumen prior to the laying of fresh mix against it. 5. Compaction The mix after spreading shall be thoroughly and uniformly compacted by rolling by a set of rollers at a speed not more than 5 km per hour, immediately following the paver. The initial or break down rolling shall be with 8-12 tonne three wheel steel roller and the surface finished by final rolling with the 8-10 tonne tandem roller. Before finishing with the tandem roller, breakdown rolling shall preferably be followed by an intermediate smooth wheel pneumatic roller of 15 to 30 tonne having a tyre pressure of 7 Kg/sq.cm. The joints and edges shall be rolled with a 8-12 tonne three wheel roller. All the compaction operations i.e. breakdown rolling, intermediate rolling and finish rolling can be accomplished by using a vibratory roller of 8-10 tonne static weight. During finish rolling the vibratory system shall be
16 The wheels of roller shall be kept moist to prevent the mix from adhering to them. In no case shall fuel fabricating oil be used for this purpose nor excessive water poured on the wheels. Rolling shall commence longitudinally from edge and progress towards the centre except on super-elevated portions where it shall progress from the lower to upper edge, parallel to the centre line of the pavement. The roller should proceed on the fresh material with rear fixed wheel leading so as to minimize the pushing of the mix and each pass of the roller shall overlap the preceding one by half the width of the rear wheel. Rolling shall be continued till the desired density of not less than 98 per cent of the lab design density is achieved and all roller marks are eliminated. 6. Opening to Traffic:-Traffic may be allowed after completion of the final rolling when the mix has cooled down to the surrounding temperature. 7. CONTROLS:- 1. Adequate quality control at every stage of the work is essential and as such a field laboratory must be set up to ensure the following controls. 1.1. Periodic sieve analysis of each type of the aggregate at the cold feeder end should be made to see that the gradation of aggregates reasonably follows the original gradation of the job mix designed. The number of samples per day would depend upon the number of bulk supply of the aggregates made in a day at the plant site. The physical properties as required shall be determined at the rate of one test each for every 50-100 m3 of aggregates or as directed by Engineer-in-charge. 1.2. Periodic check on penetration and softening point of the binder should also be done in the manner specified in IS:l203 and 1205. 1.3. It shall be ensured that the aggregates are not totally wet as otherwise it would affect the output of the plant adversely. The aggregate temperature measuring device installed at the end of dryer should be checked periodically to see that the aggregate temperature never exceeds 163°C. A tolerance up to lot on the lower side may be permitted. switched off. Vibratory rollers pneumatic tired rollers
17 1.4. The bitumen temperature should be well within the limits specified. The viscosity of heated bitumen shall be between 150 to 300 centi stokes for which the normal temperature range for paving bitumen is 150-177°C. 1.5. At no time, the difference in temperature between aggregate and bitumen should exceed 14 0C. 1.6. Periodic check of the aggregate at the gradation control unit (if the plant is fitted with one) or at the hot bin gates should be made to see that the proportion of the aggregates as specified in the job mix formula is complied with. 1.7. At least one sample for every 100 tonnes of bituminous mix discharged at the pug mill chute or a minimum of one sample per plant per day shall be collected and the following tests done:- (i) Three Marshall Specimens shall be compacted and tested for the average stability, flow, voids content and density. The value should closely follow to laboratory design values. (ii) Bitumen shall be extracted from about 1000 grams of the mix and Bitumen content determined. (iii) A sieve analysis of the aggregates after the bitumen is extracted, shall be done and the gradation determined. 1.8. The permissible variations of the individual percentages of the various ingredients in the actual mix from the job mix formula shall be within the limits indicated in Table 4. PERMISSIBLE VARIATIONS FROM JOB MIX FORMULA
18 SI. No. 1 2 3. 4. 5. 6. 7. Description of Ingredient Aggregate passing 13.2 or larger sieve. Aggregate passing 11.2 mm sieve and 5.6 mm sieve Aggregate passing 2.8 mm sieve and 1.4 mm sieve Aggregate passing 710 um sieve and 355 um sieve Aggregate passing 180 um sieve Aggregate passing 90 um sieve Bitumen content Permissible variation weight of total mix(per cent) ±8 ±7 ±6 ±5 ±4 ±3 ±0.3 by 1.9. The temperature of the mix at the time of laying shall not exceed 160°C~nd shall not be less than 120°C. 1.10. Rolling operations shall be conducted when the mix is neither too hot nor too cold so that shoving or hair cracks may be eliminated. Rolling operation shall be completed in every respect before the temperature of the mix falls below 80°C. 1.11. After the mix is compacted the thickness laid may be checked by noting the depth of penetration of hot steel scale. This shall also be correlated with the measured area of the surface laid and the total plant output of the mix in tonnes (as given in the plant scale). 1.12. For every 500 m2 or less of compacted surface, one field density test should be conducted to determine the density of the mix as laid, compacted and finished. The density shall not be less than 98 per cent of the laboratory density. 1.13. The longitudinal profile of the finished surface shall be tested with a straight edge 4.5 m long parallel to the centre line and the transverse profile with a camber template. Any irregularity greater than 6 mm shall be corrected. The longitudinal profile of the finished surface shall also be tested with a roughometer/profilometer and it should be ensured that the roughness shall not exceed 2500 mm per kilometre. 8. WEATHER AND SEASONAL LIMITATIONS:- Semi-dense bituminous concrete carpet shall not be laid during rainy weather or when the base/binder course is damp or wet, and normally when the atmospheric temperature in the shade is 15°Cor less.
19 SITE LOCATION:- • Road renewal of 4-lane road at ETAH-SHIKOHABAD HIGHWAY (SH-85) was carried out using SDBC. • Aggregates used while renewal at site were sieved and following results were obtained. • The Mix design for SDBC was carried out as per IRC &MORT&H SPECIFICATIONS. The results are summarized below:- A).Proportioning of materials (combined aggregate grading): SIEVE SIZE mm Cumulative %by weight of total aggregate passing Aggregate A Aggregate B Stone Dust C Blended aggregate 50%A+23%B+27%C Desired grading as per table grading 2 13.2 9.5 4.75 2.36 1.18 0.300 0.075 100.0 93.45 11.21 6.21 3.76 1.92 1.38 100.0 100.0 96.82 36.33 7.22 2.91 1.97 100.0 100.0 78.16 71.45 62.41 43.27 20.12 100.0 96.73 48.98 30.76 20.39 13.31 6.58 100 90-100 35-51 24-39 15-30 9-19 3-8
Hence, it is recommended to blend the supplied aggregate in following ratios: Designed proportion (by weight) A B C 50% 23% 27%
21 SO, test results are:- a). Grade of bitumen =55 b). Optimum bitumen content (by weight of mix) =5.12% c). Optimum bitumen content (by weight of aggregate) =5.23% d). Bulk density=2.31gm/cc e). Percent air voids in the mix=4.51% f). Percent air voids filled in mineral aggregate by binder=70.34% CONCLUSIONS The main aim of this REPORT is to know in advance the characteristics and design strength of bituminous mix (SDBC) that is to be used in the field by conducting various laboratory tests. This helps in making the project economical and to reduce any further damages that may encounter in the future. That way we can increase the workability in the field and also serviceability of the pavement. So, the above laboratory tests are mandatory to maintain the quality of the bituminous mix and pavement materials. 18 REFERENCES 1. KHANNA AND JUSTO FOR HIGHWAY ENGG.
2. INTRODUCTION TO GEOTECHNICAL ENGINEERING, an (2ND EDITION) BYR.D.HOLTZ, WILLIAM D. KOVACS AND THOMAS C.SHEAHAN. 3. SOIL MECHANICS AND FOUNDATIONS BY DR. B. C. PUNMIA, ASHOK KUMAR JAIN, B.C. PUNMIA, ARUN KR. JAIN. 4. CONCRETE TECHNOLOGY by M.S SHETTY. 5. IRC CODES FOR FLEXIBLE AND RIGID PAVEMENTS. 6. PRINCIPLES OF PAVEMENT DESIGN by YODER , J. WITZORAC MATHEW & W.JOHN WILEY & SONS INC

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AVNEET TRAINING

  • 1.
    1 SEMI DENSE BITUMINOUSCONCRETE (SDBC) DESIGN FOR 4-LANE ROAD (SITE NAME - ROAD UPGRADATION ETAH-SHIKOHABAD) A REPORT ON SUMMER TRAINING AT PUBLIC WORKS DEPARTMENT (PWD) Submitted to:- HEAD OF DEPARTMENT CIVIL ENGINEERING BUNDELKHAND INSTIUTE OF ENGINEERING AND TECHNOLOGY, JHANSI Submitted by:- AVNEET SINGH GREWAL ROLL NO:-1204300009 CIVIL ENGINEERING (B.TECH)
  • 2.
    2 ACKNOWLEDGEMENT I express myindebtness and gratitude to our zone in-charge Executive Engineer Mr Wahid Bakhsh as well to our Assistant Engineer Mr.R.K Pandey for his guidance and extreme care taken by him in helping us to complete the training work successfully. I am grateful to him for the extensive care rendered to us right from the initiation of the project to the final editing of the manuscript. I also express my sincere thanks to our guide Mr Sunil Srivastava for his support and guidance .This training work would not have been completed without his help who has given enough exposure in the areas related to the work and as well as provided us with his ever present help. I also express my heartiest thanks to all workers working at the site who help me to know about the works on site. AVNEET SINGH GREWAL
  • 3.
    3 CONTENTS S.NO Description 1. OVERVIEWOF PWD 2. INTRODUCTION 3. GENERAL REQUIREMENTS FOR BITUMINOUS PAVEMENT LAYER 4. BITUMINOUS PAVEMENT CONSTRUCTION 5. PRIME COAT 6. TACK COAT 7. SDBC 8. MATERIALS 9. PLANTS AND EQUIPMENT 10. STEPS TO BE FOLLOWED DURING ROAD RENEWAL 11. SITE LOCATION AND RESULTS 12. CONCLUSION 13. REFRENCE
  • 4.
    4 AN OVERVIEW OFPWD • Profile:-The Public Works Department (PWD) is a Department for creating permanent assets of the nation and State such as Roads and Buildings. These are based on national standards which engineers specify and are constructed through contractors. It establishes the rates for cost of construction which is the basis for construction throughout the States time to time.PWD UP is administered according to the CPWD norms. • Mission:- The vision of PWD may be defined as “to set standards of excellent engineering practice in making work, dwelling and public places functional, secure and environment friendly and to enable travel to the remotest corner of the state in the least time possible in safety and comfort, and economically without tampering the ecology”. • The contribution of the PWD encompasses the entire spectrum of physical and social infrastructure for national development, national security and international relations. Its activities span the length and breadth of the country including remote areas and difficult terrain. The main responsibilities of the PWD are shown in figure below. • WORKING ARENA OF THE PWD Construction of Buildings for Other Agencies on a Deposit Work Basis Maintenance of Public Parks Preparation of Book of Schedule of Rates and Analysis of Rates for Construction & Maintenance of Public Buildings Design and Construction of Public Buildings except those of RHD, T&T, Postal Department Construction of National Monuments Repair and Maintenance of Public Buildings Preparation of Book of Specifications and Code of Practice Acquisition and Requisition of Land for construction Work Procurement of Materials & Equipment Required for Construction Work Valuation of Land and Property and Fixing of Standard Rent • The various works programmes of the Public Works Department and its span of work are not confined to the urban areas only. They reach into distant district headquarters, remote villages, near borderlands and even the largely inaccessible parts of the country. The result is that where life was once dull and monotonous. It has now been boosted by unprecedented progress in the implementation of a diversity of projects. In many instances, communication was not as convenient as it is nowadays. Still, with the aid of
  • 5.
    5 thousands of workinghands, the Department has left no stone unturned in giving a more than satisfactory service to the nation. Being an entity within a developing country, the Department has been performing its task with a high degree of innovation. INTRODUCTION:- Depending upon the desired strength of pavements of roads, highway types are classified as 1).EARTH ROADS AND GRAVEL ROADS 2). SOIL STABILISED ROADS 3). WBM RAODS 4). BITUMINOUS OR BLACK TOP ROADS 5). CEMENT CONCRETE ROADS The roads in India are classified based on locations and functions. Generally in India low cost roads are preferred as funds available are meager. Earth roads and Gravel roads, Soil Stabilized roads are generally preferred in rural areas. Water bound macadam construction uses crushed stones, in it binding is done through use of moist soil or stone dust but it has certain drawback due to attrition and abrasion phenomena, this brings the use of bituminous binder. In India bituminous construction is by and large adopted on the surface coarse. BITUMINOUS PAVEMENT CONSTRUCTION Bituminous construction are classified into four categories • Interface Treatments • Thin Bituminous Surface Courses • Bituminous Surface Courses • Bituminous Binder Course 1). INTERFACE TREATMENTS:- Surface of existing pavement layers is to be cleaned to remove dust and dirt and a thin layer of bituminous binder is to be sprayed before the construction of any type of bituminous layer over this surface . This treatment is called interface treatment. It may be a).Prime Coat b). Tack Coat c).Crack Prevention Courses A). PRIME COAT: - It is the first application of low viscosity liquid bituminous material (bituminous emulsion) over an existing porous or absorbent pavement surface like the WBM base course. The bituminous primer is sprayed uniformly using mechanical sprayer at the rate of 7.3 to 14.6 per 10m2 areas. Primed surface allowed to cure for 24 hrs and no traffic is allowed. Purpose of Priming: 1. To plug the capillary voids 2. To harden or toughen the surface 3. To promote adhesion between granular and the
  • 6.
    6 Bituminous layer 4. Tocoat and bond loose materials on the surface. REQUIREMENT FOR PRIMING MATERIAL Porosity TYPE OF SURFACE Viscosity at 600 C (centistokes) Quantity per 10 m2 (Kg) Low WMM, WBM 30-60 6-9 Medium Gravel base 70-140 9-12 High Cement Stabilized soil base 250-500 12-15 Way of applying prime coat B).TACK COAT: - It is application of bituminous material over an pavement surface which is relatively impervious like an existing bituminous or pervious surface like WBM which has
  • 7.
    7 already been treatedby prime coat .Tack coat is usually applied by spraying bituminous material of high viscosity like hot bitumen surface at the rate of 4.9 to 9.8 kg per 10 m2 area. Purpose of Tack Coat: - To ensure a bond between the new construction and the old surface RECOMMENDED QUANTITIES OF MATERIAL FOR TACKCOAT Type of surface Quantity in kg per m2 area Bituminous Surface 0.20 to 0.25 Dry and hungry bituminous surfaces 0.25 to 0.30 Primed granular surface 0.25 to 0.30 Unprimed granular base 0.30 to0.35 Cement concrete pavement 0.35 to 0.40 WRONG APPLICATION OF TACK COAT IN SUFFICIENT TACK COAT
  • 8.
    8 MECHANICALSPRAYER FOR PRIME/TACKCOAT Semi-Dense Bituminous Concrete (SDBC):- Semi-dense mixes which are neither dense graded nor open graded contain the so-called “pessimum” voids when constructed. Terrel and Shute advanced the concept of “pessimum” void concept for stripping. Figure shows the general relationship between air voids and relative strength of bituminous mixes following water conditioning. The amount of strength loss depends upon the amount and nature of voids. As shown in the figure, at less than 4 per cent air voids, the mix is virtually impermeable to water, so it is essentially unaffected. Unfortunately, region B to C of Fig. 12 is where mix is semi-dense. As the voids increase to D and beyond, the mix strength becomes less affected by water because the mix is now free draining like an ATPB. The region B to C can be called “pessimum” void content because it represents opposite of optimum. The objective is to stay out of the “pessimum” void range. A “semi-dense” mix, which has a potential for having “pessimum” voids in it, is likely to trap water and causing stripping. Wearing course on roads carrying moderate traffic, generally less than10 msa. Lesser binder content when compared to BC. Fig. Pessimum voids in semi-dense mixes a).pressure sprayer b).hand sprayer
  • 9.
    9 It is feltthat in a tropical country like India thicker wearing courses of 40 mm should be provided on all roads to ensure against the penetration of water from top and thereby to prevent crack initiation from top. Unfortunately, the use of SDBC has been advertently promoted to some extent because only SDBC Grading 2 has been specified by MORTH for a thin layer of 25 mm. If this is the consideration then there is no reason as to why a dense graded 9.5 mm NMAS BC cannot be used like in other countries in lieu of SDBC Grading 2 to provide a thin layer of 25 mm. It should also be noted that BC is only 3 per cent more expensive than the SDBC as is evident from the following prices obtained from the 2007 Schedule of Rates of Rajasthan PWD, Jaipur Circle: • Item 16.7.6 Semi-Dense Rs. 1,756 per ton Bituminous Concrete (SDBC) Grading 2 • Item 16.8.6 Bituminous Concrete Rs. 1,812 per ton (BC) Grading 2 Semi-dense bituminous concrete shall be used as a wearing course and shall not be laid directly over WBM or any granular base. The item shall consist of mineral aggregates and appropriate binder mixed in a hot-mix plant and laid with a paver on a previously prepared base. DESIGN CRITERIA:- 1. Being high cost specification, semi-dense bituminous concrete mixes should be properly designed so as to satisfy certain criteria needed to assure satisfactory performance and durability. The mix as designed and laid should satisfy the requirements given in Table below based on Marshall method which is suggested for the present for the sake of simplicity and uniformity. TABLE: - REQUIREMENT OF THE MIX (i) Number of compaction blows on each end of 50 Marshall specimen (ii) Marshall stability in kg (Minimum) 340
  • 10.
    10 (iii) Marshall flow(mm) 2-4 (iv) Per cent voids in mix 5-10 (v) Per cent voids in mineral aggregate filled with bitumen 55-75 (vi) Binder content as per cent by weight of total mix (to be decided based on Marshall design method) 4.5-6.0 Notes 1. It is suggested that higher stability values consistent with other requirements should be achieved as far as possible. 2. The attempt should be to have well graded aggregate and the percent voids in the mix closer to the lower limit. (REFERENCE FROM (IRC 95-1987))
  • 11.
    2. MATERIALS:- In orderto satisfy the requirements discussed above the semi-dense bituminous concrete mix shall consist of coarse aggregate, fine aggregate and filler in suitable proportions and mixed with sufficient binder content. True and representative samples of the aggregates proposed to be used on the specific job shall be tested in the design laboratory and proper blend (composition) of the aggregates shall be worked out so that the gradation of the final composition will satisfy any of the three limits set forth in. Table :- Gradation of Aggregate in the Final Mix Grading Number 1 2 3 Sieve size (per cent passing by weight) 22.4 mm — 100 100 13.2 mm 100 85— 100 79— 100 11.2mm 88—100 70—92 68—90 5.6mm 42—64 42—64 33—55 2.8mm 22—38 22—38 22—38 710 um 11—24 11—24 6—22 355um 7—18 7—18 4—14 180 um 5—13 5—13 2—9 90um 3—9 3—9 0—5
  • 12.
    12 Grading No. 1is suggested for compacted thickness of 25mm Grading Nos. 2 and 3 for compacted thickness of 25-40 mm. 10 The exact bitumen content required shall be arrived at as per Marshall procedure for the aggregate gradation worked out in the laboratory and by using the same paving bitumen proposed to be used in the field. The material shall further satisfy the following physical requirements. 1). Bitumen: The bitumen shall be paving bitumen of suitable penetration grade within the range of S 35 to S 90 or A. 35 to A.90 (30/40 to 80/100) as per IS: 73 Paving Bitumen’. The actual grade of bitumen to be used shall be decided by the Engineer-in-charge, appropriate to the region, traffic, rainfall and other environmental conditions. (IRC 95-1987) 2). Coarse aggregate: The coarse aggregate shall be crushed material retained on 2.8 mm sieve and shall be crushed stone, crushed slag, crushed gravel (shingle) and shall consist of angular, clean, tough and durable fragments, free from disintegrated pieces and organic or deleterious matter and adherent coatings. The aggregate shall preferably be hydrophobic arid of low porosity. When the hydrophilic aggregates are used, the bitumen shall be treated with antistripping agents of approved quality in suitable doses. The aggregate, shall satisfy the physical requirements as given in Table below- PHYSICAL REQUIREMENTS OF COARSE AGGREGATE Test Requirement (per cent maximum) Test Method 1.Aggregate Impact Value 30 2.Los Angeles Abrasion Value 40 IS 2386 (Part IV 3. Flakiness Index 30 IS: 2386 (Part I) 4. Stripping Value 25 IS:6241 5. Water Absorption 1 IS:2386(PartIII)
  • 13.
    13 REQUIREMENTS FOR SEMIDENSE BITUMINOUS PAVEMENT Minimum stability (KN at 60 0C) 8.2 Minimum flow (mm) 2 Maximum flow (mm) 4 Compaction level (Number of blows) 75 blows on each of the two faces of the specimen Per cent air voids 3-5 Per cent voids filled with bitumen 65-78 3). Fine aggregate :-The fine aggregate shall be the fraction passing 2.8 mm sieve and retained on 90 um sieve, and shall consist of crushed screenings, natural sand or a mixture of both, It shall be clean, hard, durable, uncoated, dry and free from injurious, soft or flaky pieces and organic or deleterious matter. 4). Filler: - The requirement of filler in semi-dense bituminous mixes shall normally be met by the material passing 90 um sieve in fine aggregate. In case the fine aggregate is deficient in material passing 90 um sieve, extra filler shall be added. The filler shall be an inert material, the whole of which passes 710 um sieve, at least 90 per cent passes I50 um sieve and not less than 70 percent passes 90 pm sieve. The filler shall be stone dust, cement hydrated lime, fly ash or other approved non-plastic mineral matter. 5. JOB MIX FORMULA While the laboratory mix design gives the different proportions of the Mineral aggregate combination in terms of individual sieve sizes, for actual operational purposes in the field, blending of two or more sizes of aggregates (each size having within it a range of individual 6).Soundness Loss with Sodium sulphate, 5cycles Loss with Magnesium sulphate, 5 cycles 12 18 IS : 2386 (Part V) NOTES: - 1).For slag , the unit weight shall not be less than 1120 kg/m3. 2).water absorption upto 2% may be permitted in exceptional.
  • 14.
    14 sieve sizes) wouldbe necessary. This blending ratio is obtained on a weight basis, giving the percent weight of the coarse aggregate, fine aggregate and filler needed to give the ultimate aggregate gradation. It can also be proportioned on a volumetric basis based on the unit weight or bulk density of the 4gregates supplied. This mineral aggregate combination together with the corresponding optimum bitumen content as determined in the laboratory constitutes the job mix formula for implementation during construction. It is emphasized that in order that this formula be adhered to in practice, the mix design shall be worked out based on a correct and truly representative sample of the materials that will actually be used in the specific construction project. 3).Plants and equipments For construction, a hot mix plant is used, highly mechanized construction equipment is used. A mechanical finisher is also used to produce a uniform level riding surface and to correct automatically small irregularities in the surface .It consists of a receiving hopper, arrangements for spreading the mix to a desired uniform thickness and a tamper. Hot mix plant 4).CONSTRUCTION It involves following steps:- 1. Preparation of the existing base course layer: - The base over which the semi-dense bituminous concrete is to be laid shall be completely free from dust, mud, etc. before laying the surface course. Where the existing base is potholed or rutted, the irregularities shall be filled in with premixed materials and well rammed at least a week before playing surface course. If the existing base is extremely irregular and wavy, it may be considered worthwhile to lay a bituminous leveling course (Profile Corrective Course) of adequate thickness to avoid an excessive use of the costly surface course. 2. Application of tack coat:- A tack coat at the rate of 6 to 7.5 kg of bitumen per 10 m2 shall be given over a bituminous base or binder course .if the existing surface is dry and hungry, and 5 to 5.5 kg per 10 m2 on a normal bituminous base and7.5 to 10 kg for non bituminous base. 3. Preparation of the Mix:- It is imperative that the semi-dense bituminous concrete mix be manufactured by using a hotmix plant of adequate capacity to yield a mix of proper and uniform quality. The plant may be either a batch type or a continuous one having a co-ordinate set of essential units such as a
  • 15.
    15 dryer for heatingthe aggregates, arrangements for grading and batching by weight or volume the required quantities of aggregates, a bitumen heating and control unit for metering out the correct quantity of heated bitumen together with a paddle mixer for intimate mixing of bitumen and aggregates. A fines feeder for incorporation of the correct quantity of filler is also a necessary auxiliary.The bitumen may be heated upto 130-150 0C and aggregate temp. should not differ by over 14 0C From the binder temp. 4. Spreading of the Mix:-The mix shall be transported from the mixer by tipper trucks to the work site and spreading done preferably by means of a self-propelled mechanical paver with suitable screed capable of spreading, tamping and finishing the mix true to grade, line and cross-section at temp. of around 110-120 0C. The mix should be spread in such a manner that after compaction, the required thickness of carpet is uniformly laid. PAVER Longitudinal joints and edges shall be constructed true to line marking parallel to the centre line of the road. Longitudinal joints should be offset at least by 150 mm from those in binder course, if any, and transverse joints or construction joint shall be placed in the vertical plane after cutting back to the original thickness of the previously laid mix. The vertical cut face shall be painted with hot bitumen prior to the laying of fresh mix against it. 5. Compaction The mix after spreading shall be thoroughly and uniformly compacted by rolling by a set of rollers at a speed not more than 5 km per hour, immediately following the paver. The initial or break down rolling shall be with 8-12 tonne three wheel steel roller and the surface finished by final rolling with the 8-10 tonne tandem roller. Before finishing with the tandem roller, breakdown rolling shall preferably be followed by an intermediate smooth wheel pneumatic roller of 15 to 30 tonne having a tyre pressure of 7 Kg/sq.cm. The joints and edges shall be rolled with a 8-12 tonne three wheel roller. All the compaction operations i.e. breakdown rolling, intermediate rolling and finish rolling can be accomplished by using a vibratory roller of 8-10 tonne static weight. During finish rolling the vibratory system shall be
  • 16.
    16 The wheels ofroller shall be kept moist to prevent the mix from adhering to them. In no case shall fuel fabricating oil be used for this purpose nor excessive water poured on the wheels. Rolling shall commence longitudinally from edge and progress towards the centre except on super-elevated portions where it shall progress from the lower to upper edge, parallel to the centre line of the pavement. The roller should proceed on the fresh material with rear fixed wheel leading so as to minimize the pushing of the mix and each pass of the roller shall overlap the preceding one by half the width of the rear wheel. Rolling shall be continued till the desired density of not less than 98 per cent of the lab design density is achieved and all roller marks are eliminated. 6. Opening to Traffic:-Traffic may be allowed after completion of the final rolling when the mix has cooled down to the surrounding temperature. 7. CONTROLS:- 1. Adequate quality control at every stage of the work is essential and as such a field laboratory must be set up to ensure the following controls. 1.1. Periodic sieve analysis of each type of the aggregate at the cold feeder end should be made to see that the gradation of aggregates reasonably follows the original gradation of the job mix designed. The number of samples per day would depend upon the number of bulk supply of the aggregates made in a day at the plant site. The physical properties as required shall be determined at the rate of one test each for every 50-100 m3 of aggregates or as directed by Engineer-in-charge. 1.2. Periodic check on penetration and softening point of the binder should also be done in the manner specified in IS:l203 and 1205. 1.3. It shall be ensured that the aggregates are not totally wet as otherwise it would affect the output of the plant adversely. The aggregate temperature measuring device installed at the end of dryer should be checked periodically to see that the aggregate temperature never exceeds 163°C. A tolerance up to lot on the lower side may be permitted. switched off. Vibratory rollers pneumatic tired rollers
  • 17.
    17 1.4. The bitumentemperature should be well within the limits specified. The viscosity of heated bitumen shall be between 150 to 300 centi stokes for which the normal temperature range for paving bitumen is 150-177°C. 1.5. At no time, the difference in temperature between aggregate and bitumen should exceed 14 0C. 1.6. Periodic check of the aggregate at the gradation control unit (if the plant is fitted with one) or at the hot bin gates should be made to see that the proportion of the aggregates as specified in the job mix formula is complied with. 1.7. At least one sample for every 100 tonnes of bituminous mix discharged at the pug mill chute or a minimum of one sample per plant per day shall be collected and the following tests done:- (i) Three Marshall Specimens shall be compacted and tested for the average stability, flow, voids content and density. The value should closely follow to laboratory design values. (ii) Bitumen shall be extracted from about 1000 grams of the mix and Bitumen content determined. (iii) A sieve analysis of the aggregates after the bitumen is extracted, shall be done and the gradation determined. 1.8. The permissible variations of the individual percentages of the various ingredients in the actual mix from the job mix formula shall be within the limits indicated in Table 4. PERMISSIBLE VARIATIONS FROM JOB MIX FORMULA
  • 18.
    18 SI. No. 1 2 3. 4. 5. 6. 7. Description of Ingredient Aggregatepassing 13.2 or larger sieve. Aggregate passing 11.2 mm sieve and 5.6 mm sieve Aggregate passing 2.8 mm sieve and 1.4 mm sieve Aggregate passing 710 um sieve and 355 um sieve Aggregate passing 180 um sieve Aggregate passing 90 um sieve Bitumen content Permissible variation weight of total mix(per cent) ±8 ±7 ±6 ±5 ±4 ±3 ±0.3 by 1.9. The temperature of the mix at the time of laying shall not exceed 160°C~nd shall not be less than 120°C. 1.10. Rolling operations shall be conducted when the mix is neither too hot nor too cold so that shoving or hair cracks may be eliminated. Rolling operation shall be completed in every respect before the temperature of the mix falls below 80°C. 1.11. After the mix is compacted the thickness laid may be checked by noting the depth of penetration of hot steel scale. This shall also be correlated with the measured area of the surface laid and the total plant output of the mix in tonnes (as given in the plant scale). 1.12. For every 500 m2 or less of compacted surface, one field density test should be conducted to determine the density of the mix as laid, compacted and finished. The density shall not be less than 98 per cent of the laboratory density. 1.13. The longitudinal profile of the finished surface shall be tested with a straight edge 4.5 m long parallel to the centre line and the transverse profile with a camber template. Any irregularity greater than 6 mm shall be corrected. The longitudinal profile of the finished surface shall also be tested with a roughometer/profilometer and it should be ensured that the roughness shall not exceed 2500 mm per kilometre. 8. WEATHER AND SEASONAL LIMITATIONS:- Semi-dense bituminous concrete carpet shall not be laid during rainy weather or when the base/binder course is damp or wet, and normally when the atmospheric temperature in the shade is 15°Cor less.
  • 19.
    19 SITE LOCATION:- • Roadrenewal of 4-lane road at ETAH-SHIKOHABAD HIGHWAY (SH-85) was carried out using SDBC. • Aggregates used while renewal at site were sieved and following results were obtained. • The Mix design for SDBC was carried out as per IRC &MORT&H SPECIFICATIONS. The results are summarized below:- A).Proportioning of materials (combined aggregate grading): SIEVE SIZE mm Cumulative %by weight of total aggregate passing Aggregate A Aggregate B Stone Dust C Blended aggregate 50%A+23%B+27%C Desired grading as per table grading 2 13.2 9.5 4.75 2.36 1.18 0.300 0.075 100.0 93.45 11.21 6.21 3.76 1.92 1.38 100.0 100.0 96.82 36.33 7.22 2.91 1.97 100.0 100.0 78.16 71.45 62.41 43.27 20.12 100.0 96.73 48.98 30.76 20.39 13.31 6.58 100 90-100 35-51 24-39 15-30 9-19 3-8
  • 20.
    Hence, it isrecommended to blend the supplied aggregate in following ratios: Designed proportion (by weight) A B C 50% 23% 27%
  • 21.
    21 SO, test resultsare:- a). Grade of bitumen =55 b). Optimum bitumen content (by weight of mix) =5.12% c). Optimum bitumen content (by weight of aggregate) =5.23% d). Bulk density=2.31gm/cc e). Percent air voids in the mix=4.51% f). Percent air voids filled in mineral aggregate by binder=70.34% CONCLUSIONS The main aim of this REPORT is to know in advance the characteristics and design strength of bituminous mix (SDBC) that is to be used in the field by conducting various laboratory tests. This helps in making the project economical and to reduce any further damages that may encounter in the future. That way we can increase the workability in the field and also serviceability of the pavement. So, the above laboratory tests are mandatory to maintain the quality of the bituminous mix and pavement materials. 18 REFERENCES 1. KHANNA AND JUSTO FOR HIGHWAY ENGG.
  • 22.
    2. INTRODUCTION TOGEOTECHNICAL ENGINEERING, an (2ND EDITION) BYR.D.HOLTZ, WILLIAM D. KOVACS AND THOMAS C.SHEAHAN. 3. SOIL MECHANICS AND FOUNDATIONS BY DR. B. C. PUNMIA, ASHOK KUMAR JAIN, B.C. PUNMIA, ARUN KR. JAIN. 4. CONCRETE TECHNOLOGY by M.S SHETTY. 5. IRC CODES FOR FLEXIBLE AND RIGID PAVEMENTS. 6. PRINCIPLES OF PAVEMENT DESIGN by YODER , J. WITZORAC MATHEW & W.JOHN WILEY & SONS INC