3150613_PD-HC_GTU_Study_Material_Presentations_Lecture-2_26112020065501AM.pptx

[21/07, 11:59 am] [phone]: ઉપર મુજબના વિદ્યાર્થીઓએ તાત્કાલિક એમના સર્ટિફિકેટ મને ઇમેલ કરવાના રહેશે. વેલીડ સર્ટિફિકેટ જ માન્ય રાખવામાં આવશે. પ્લેઝ સર્ટિફિકેટ ના માત્ર ત્રણ જ પોઇન્ટ ગણવામાં આવશે. ખોટા સર્ટિફિકેટ હશે તો એને રિઝેકટ કરવામાં આવશે
[21/07, 12:01 pm] [phone]: આજે સાંજે 5:00 વાગ્યા સુધીમાં બધા મને મળી જવા જોઈએ એક જ પીડીએફ ફાઈલ બનાવીને એમાં જ બધા સર્ટિફિકેટ મૂકવાના રહેશે. અલગ અલગ સર્ટિફિકેટ મોકલતા નહીં [21/07, 11:59 am] [phone]: ઉપર મુજબના વિદ્યાર્થીઓએ તાત્કાલિક એમના સર્ટિફિકેટ મને ઇમેલ કરવાના રહેશે. વેલીડ સર્ટિફિકેટ જ માન્ય રાખવામાં આવશે. પ્લેઝ સર્ટિફિકેટ ના માત્ર ત્રણ જ પોઇન્ટ ગણવામાં આવશે. ખોટા સર્ટિફિકેટ હશે તો એને રિઝેકટ કરવામાં આવશે
[21/07, 12:01 pm] [phone]: આજે સાંજે 5:00 વાગ્યા સુધીમાં બધા મને મળી જવા જોઈએ એક જ પીડીએફ ફાઈલ બનાવીને એમાં જ બધા સર્ટિફિકેટ મૂકવાના રહેશે. અલગ અલગ સર્ટિફિકેટ મોકલતા નહીં[08/08, 11:03 am] [phone]: Eeec lecture started in room no 302
EC department second floor
Come fast as early as possible
[09/08, 3:00 pm] [phone]: Eeec lecture started in room no 302
EC department second floor
Come fast as early as possible
[10/08, 1:54 pm] [phone]: પ્રિન્સિપાલ સાહેબના નિર્દેશ મુજબ, તમામ વિદ્યાર્થીઓ, આ ઇવેન્ટમાં ફરજિયાત ભાગ લેવાનો રહેશે. તમામ વિદ્યાર્થીઓ, આવતીકાલે સવારે 7:30 વાગ્યે જ્યુબિલી ખાતે પહોંચી જવાનું રહેશે.
[12/08, 9:49 am] [phone]: Irrigation engineering lecture will start today on 11am
[12/08, 12:11 pm] [phone]: Al staff members and students are informed to come to main gate of Admin building at 12:45 pm for taking pledge related to Nasha Mukt Bharat Abhiyan. All are required to come on time.

1. Pavement Materials and Characterization Aggregate [email protected] 9924100758 Civil Engineering Department Prof. Ujjval J. Solanki Pavement Design and Highway Construction (PD and HC) GTU # 3150613 Title without Unit No.

2. GTU Syllabus-3150613 Pavement Design and Highway Construction Teaching Scheme Theory Exam : 70 Marks Mid Sem Exam: 30 Marks Experiments and Tutorials :20 External Viva : 3 0 Marks T e ac h i ng Sche m e C r e d i t s Exa m i na ti o n M a r k s T o t a l M ar k s L T P C T h e o r y M a r k s Pr a c ti c al M a r k s E S E (E) PA ( M) E S E (V) PA ( I ) 3 2 4 70 30 30 20 150

3. GTU Syllabus-3150613_PD and HC Chapter No Contents No of Lecture Teacher 01 Pavement Materials and Characterization: Soil : Characterization for Earthwork, Subgrade. Effective CBR, Concept of Modulus of resilient of subgrade, Aggregate : Granular Subbase and Base layer - road aggregates used for WBM, WMM, Aggregate used in Bituminous layer, Its characteristics, gradation- Fullers equation, physical properties requirements for rural road and high-volume road., Concept of Modulus of resilient of sub base and base course as per IRC 37, Bituminous material : Bitumen, Emulsion, Modified bitumen, bituminous mix – Volumetrics, concept of modulus of resilient per IRC 37, Quality control and Quality Assurance plan for highway. 05

4. GTU Syllabus-3150613-PD and HC Chapter No Contents No of Lecture Teacher 02 Design of Highway Pavement : Flexible Pavement : Factors affecting pavement design, ESWL, EWLF, VDF, Stress analysis – Boussinesq’s theory, Burmister’s two- and three-layer theory, Flexible pavement design as performance criteria- subgrade rutting criteria and fatigue cracking criteria for bituminous layer. Pavement design using IITPAVE software for granular base and granular sub base, cementitious base, cementitious sub base. Overview on Pavement design for low volume road using locally available material as per IRC SP-72. Drainage consideration in pavement design Rigid Pavement: Design factors, Westergaard’s stress analysis, load stress, temperature stress, Design based on fatigue behaviour of concrete, IRC-58 design method – Fatigue concept (using IIT RIGID), Design of joints, Friberg’s analysis of dowel bar design, Design of tie bar. Overview on Pavement design for low volume road as per IRC SP-62 15

5. GTU Syllabus-3150613-PD and HC Chapter No Contents No of Lecture Teacher 03 Construction of Pavement : Flexible pavement: Construction procedure of embankment, subgrade, Sub base (Granular, sub base), Drainage layer, filter /separation layer, Base course-WBM, WMM, Lime stabilized, cement stabilized (Granular layer), Bituminous mix – Binder course and wearing course, its selection, its gradation, compaction and density requirements. Selection of different bituminous mix treatment as per functional and structural requirements of Construction procedure as per specification of MORTH Rigid pavement: Earthwork, Granular sub base, drainage layer, Dry lean concrete as per IRC-49, Pavement quality concrete construction requirements as per IRC:15 and IRC:58 and MORTH, Importance of joints and its provision Interlocking Concrete Block Pavement (ICBP) and Its procedure of laying, requirements, Pattern of blocks, Strength requirement as per guidelines of IRC SP 63 10

6. GTU Syllabus-3150613-PD and HC Chapter No Contents No of Lecture Teacher 04 Maintenance of pavement Flexible pavement: IRC-82, need of maintenance, types, planning, system approach, types of defects, symptoms, location, cause, severity level and treatment. Preventive and periodical renewals, its warrants and treatments. Rigid pavement- Maintenance and its methodology as per IRC: SP:83, Design of overlay. 6 05 Introduction to New Technology Recycle aggregate pavement as per IRC:120 (RAP), Cold in place (CIP), Hot in place (HIP), plant mix technology, Methodology of construction, Cold mix technology as per IRC SP-100, White topping – Conventional, Ultra-thin white topping as per IRC SP-76, , Stone matrix asphalt as per IRC SP-79, Warm mix asphalt as per IRC SP 101, Micro surfacing ,slurry seal as per IRC SP-81. 6

7. GTU Syllabus-3150613-PD and HC_One slide Chapter No Contents No of Lecture Teacher 01 Pavement Materials and Characterization: Soil, Aggregate, Bituminous material : Bitumen, Emulsion, Modified bitumen, bituminous mix 5 UJS 02 Design of Highway Pavement Flexible Pavement Rigid pavement 15 UJS 03 Construction of Pavement Flexible Pavement Rigid pavement 10 UJS 04 Maintenance of pavement Flexible Pavement Rigid pavement 6 DDD 05 Introduction to New Technology 6 UJS

8. Syllabus Comparison_TE and PD and HC Ch No SYLLABUS of PD and HC Contents 01 Pavement Materials and Characterization: Soil, Aggregate, Bituminous material : Bitumen, Emulsion, Modified bitumen, bituminous mix 02 Design of Highway Pavement Flexible Pavement Rigid pavement 03 Construction of Pavement Flexible Pavement Rigid pavement 04 Maintenance of pavement Flexible Pavement Rigid pavement 05 Introduction to New Technology Sr. No SYLLABUS of TE Contents 01 Introduction: Importance of Transportation, Organizations and their functions - (CRRI), (IRC), (RB), (IWAI), (AAI), (ICAO), (DGCA). 02-A Introduction: Highway planning and development in India, Highway Geometric Design 02-B Highway Materials- Soil, Aggregate, Bitumen and Bituminous Mix 02-C Pavement Design and Construction- Flexible and Rigid 02-D Pavement Maintenance : Flexible and Rigid Highway Drainage, Arboriculture and Lighting 02-E Traffic Engineering 03 Rail Transportation 04 Water Transportation 05 Air Transportation

9. Learning objectives of the subject Student will learn To Design appropriate Pavement for the roads To enable the construction procedure of roads To know the maintenance of the roads. To know new techniques in the road construction.

10. Chapter_1: Pavement Materials and Characterization CONTENTS Soil : Characterization for Earthwork, Subgrade. Effective CBR, Concept of Modulus of resilient of subgrade Aggregate : Granular Subbase and Base layer - road aggregates used for WBM, WMM, Aggregate used in Bituminous layer, Its characteristics, gradation- Fullers equation, physical properties requirements for rural road and high-volume road., Concept of Modulus of resilient of sub base and base course as per IRC 37, Bituminous material : Bitumen, Emulsion, Modified bitumen, bituminous mix – Volumetrics, concept of modulus of resilient per IRC 37, Quality control and Quality Assurance plan for highway.

11. Aggregate Granular Subbase and Base layer - road aggregates used for WBM, WMM Aggregate used in Bituminous layer, Its characteristics, gradation- Fullers equation, physical properties requirements for rural road and high-volume road Concept of Modulus of resilient of sub base and base course as per IRC 37

12. Cross section of Flexible pavement Compacted Sub-grade/Borrowed Sub-grade/Embankment – Min. 500 mm for NH and 300 mm for Rural Road Subgrade soil/Existing Soil Base Course Binder Course Wearing Course Sub-base Course Carriage way Shoulder Shoulder Granular layer Sub-base + base course

13. Cross section of Flexible pavement Provide Wearing surface Binder course load transfer Base-Load transfer Upper subbase- Drainage layer Lower sub-base- separation layer Bituminous Layer Non-bituminous layer BC -Bituminous Concrete PC - Premix carpet SDBC - Semi Dense Bituminous Concrete OGPC - Open graded pre-mix carpet Surface/Wearing course -Name Binder course-Name BM- Bituminous macadam DBM -Dense Bituminous Macadam BUSG- Built Up Spray Grout Base course WBM -Water bound Macadam WMM - Wet Mix Macadam Shoulder- Provide support and confinement Subgrade soil/Existing Soil Compacted Sub-grade/Borrowed Sub-grade/Embankment Min. 500 mm for NH and 300 mm for Rural Road Binder Course Wearing Course Carriage way Shoulder Shoulder Granular sub-base : Open Graded- Grade I or II Base Course Granular sub-base : Close Graded- Grade III or IV

14. Aggregate Flexible pavement Subgrade Material- Soil Sub-base - Mix -GSB Material -Aggregates Base course- Mix - WBM,WMM) Material -Aggregates Binder course and Wearing course – Material -Aggregates + Bitumen Rigid pavement Subgrade Material- Soil Sub-base - Material -Aggregate Base – Pavement Quality Concrete ( PQC )- Material -Aggregates and Cement @ 90 to 95 % Use of aggregates

15. Functions as a Pavement Materials Have to bear different magnitudes of stresses due to wheel load. Have to resist Wear due to abrasive action of traffic . Deterioration due to weathering . Highest magnitude of wheel load stresses. Manufacturing of Fine Aggregates ( scare of natural river sand) Fine aggregates available from river bad/ mineral aggregates Manufacturing sand- M’Sand -as a Fine aggregates- crushed stone dust Aggregates are specified based on Grain size- Sieving through square sieve Shape- Flakiness and Elongation Texture and Tests and specification for different road making purpose –specified by IRC,MORTH,IS, ASTM. –like - Impact, Abrasion, Crushing test

16. Role of Aggregate and its probable issues

17. Test on aggregates corresponding to Desirable property 1 Strength and Quality Los Angeles Abrasion test 2 Hardness Impact value test 3 Toughness Water absorption and Soundness 4 Durability Grain size analysis Flakiness test Elongation test Combined FI + EI test Angularity test 5 Size and Shape of Aggregate Stripping value test 6 Adhesion with bitumen Crushing Test 10% Fines value test Specific gravity

18. Syllabus points Granular Subbase and Base layer - road aggregates used for WBM, WMM Aggregate used in Bituminous layer, Its characteristics, gradation- Fullers equation, physical properties requirements for rural road and high-volume road Concept of Modulus of resilient of sub base and base course as per IRC 37

19. Granular Sub- base_Gradation Granular Sub-Base Materials (GSB) IS Sieve Size Percent by Weight Passing the IS Sieve Grading Class I II III IV V VI 75.0 mm 53.0 mm 26.5 mm 9.50 mm 4.75 mm 2.36 mm 0.85 mm 0.425 mm 0.075 mm 100 - 80-100 100 55-90 70-100 35-65 50-80 25-55 40-65 20-40 30-50 - - 10-15 10-15 <5 <5 - - 100 100 55-75 50-80 - - 10-30 15-35 - - - - - - <5 <5 100 - 80-100 100 55-90 75-100 35-65 55-75 25-50 30-55 10-20 10-25 2-10 - 0-5 0-8 - 0-3 Suitability Lower sub base as Filter / Separation CLOSE GRADED Upper sub base as Drainage Media OPEN GRADED For both lower + upper Sub-base

20. Granular Sub- base_Material Requirement Materials : Natural sand, Crushed gravel, Crushed stone, Crushed slag, In two layer lower and upper sub-base thickness shall not less than 150mm individual Aggregate Impact value (AIV) 40 % Max. Liquid limit (LL/WL) 25 % Max Plasticity Index 6 Maximum CBR @ 98% 30 % Min for High Volume Road 20 % Min for Low Volume Road Layer thickness 100 mm with static roller 80-100 kN Allowed 200 mm with vibratory roller only Speed of roller 5 KMPH Maximum Water absorption 2 % Maximum Particle size (MSA) 75 mm Max Density requirement after compaction 98% of Minimum Aggregate Impact value (AIV) 40 % Max. Liquid limit (LL/WL) 25 % Max Plasticity Index 6 Maximum 30 % Min for High Volume Road 20 % Min for Low Volume Road Layer thickness 100 mm with static roller 80-100 kN Allowed 200 mm with vibratory roller only Speed of roller 5 KMPH Maximum Water absorption 2 % Maximum Particle size (MSA) 75 mm Max Density requirement after compaction

21. Base Course_Water Bound Macadam (WBM) This work shall consist of clean crushed aggregates mechanically interlocked by rolling and bonding together with screening , bindin g material Water laid on a properly prepared subgrade/sub-base/base or existing pavement Coarse Aggregate Screening + Binding material

22. Base Course_Water Bound Macadam (WBM)_Gradation GRADING FOR COARSE AGGREGATE Grad No Size range and compacted TK Sieve size in mm % passing 1 63 to 45 mm Compacted Layer thickness 75 mm 75 100 63 90-100 53 25-75 45 0-15 22.4 0-5 2 53 to 22.4 mm Compacted Layer thickness 75 mm 63 100 53 90-100 45 65-90 22.4 0-10 11.2 0-5 GRADING FOR SCREENINGS Grading no Size Sieve size in mm % passing A 13.2 mm 13.2 100 11.2 90-100 5.6 15-35 0.180 0-10 B 11.2 mm 11.2 100 9.5 80-100 5.6 50-70 0.180 5-25

23. Base Course_WBM _ Material Requirement Physical requirements for materials for WBM Details For Coarse agg . and Screening Binding material Max. particle size 75 mm Not applicable Aggregate Impact value 30 % Max. Aggregate Abrasion value 40 % Max Combined FI + EI 35 % Max Water absorption 2 % Max Liquid limit NA Plasticity Index NA 6 Maximum Layer thickness 75 mm Min. Not applicable Speed of roller 5 KMPH Max Density requirement after compaction 98% of Minimum Details For Coarse agg . and Screening Binding material Max. particle size 75 mm Not applicable Aggregate Impact value 30 % Max. Aggregate Abrasion value 40 % Max Combined FI + EI 35 % Max Water absorption 2 % Max Liquid limit NA Plasticity Index NA 6 Maximum Layer thickness 75 mm Min. Not applicable Speed of roller 5 KMPH Max Density requirement after compaction

24. Base Course_Wet Mix Macadam (WMM) This work shall consist of laying and compacting clean, crushed , graded aggregate and granular material , premixed with water ± 2% OMC Laying on prepared sub-grade/sub- base/ base or existing pavement Agg bins Mixing and control unit Water Transporting Laying with sensor paver

25. Base Course_Wet Mix Macadam (WMM) Details For Coarse agg . and Screening Max. particle size 75 mm Aggregate Impact value 30 % Max. Agg . Abrasion value 40 % Max Combined FI + EI 35 % Max Water absorption 2 % Max Plasticity Index 6 Max Layer thickness 75 mm Minimum Speed of roller 5 KMPH Max Density requirement after compaction 98% of Min. Details For Coarse agg . and Screening Max. particle size 75 mm Aggregate Impact value 30 % Max. Agg . Abrasion value 40 % Max Combined FI + EI 35 % Max Water absorption 2 % Max Plasticity Index 6 Max Layer thickness 75 mm Minimum Speed of roller 5 KMPH Max Density requirement after compaction GRADING FOR AGGREGATE Sieve size in mm % passing 53.0 100 45.0 95-100 26.5 - 22.4 60-80 11.2 40-60 4.75 25-40 2.36 15-30 0.6 8-22 0.075 0-5 WMM– Material - Grading Physical requirements for materials for WMM

26. Aggregate used in Bituminous layer_Gradation DENSE GRADED BITUMINOUS MACADAM Grading 1 2 Nominal aggregate size (NMSA) 37.5 26.5 Layer thickness in mm 75-100 50-75 IS Sieve (mm) % Passing % Passing 45 100 - 37.5 95-100 100 26.5 63-93 90-100 19.0 - 71-95 13.2 55-75 56-80 4.75 38-54 38-54 2.36 28-42 28-42 0.3 7-21 7-21 0.075 2-8 2-8 Bitumen content % by mass of total mix Min 4.0* Min 4.5* BITUMINOUS CONCRETE Grading 1 2 Nominal aggregate size (NMSA) 19 mm 13.2 mm Layer thickness in mm 50 mm 30-40 mm IS Sieve (mm) % passing % passing 26.5 100 100 19 90-100 100 13.2 59-79 90-100 9.5 52-72 70-88 4.75 35-55 53-71 2.36 28-44 42-58 1.18 20-34 34-48 0.6 15-27 26-38 0.3 10-20 18-28 0.15 5-13 12-20 0.075 2-8 4-10 Bitumen content % by mass of total mix Min 5.2 Min 5.4**

27. Aggregate Gradation Aggregate gradation influences almost every important property including: Stiffness Stability Durability Permeability Workability Fatigue resistance Skid resistance and Resistance to moisture damage Particle Size (mm) % Passing 19.0 P = (19/19) 0.45 = 1.000 (100.0%) 12.5 P = (12.5/19) 0.45 = 0.828 (82.8%) 9.5 P = (9.5/19) 0.45 = 0.732 (73.2%) 2.36 P = (2.36/19) 0.45 = 0.391 (39.1%) 0.300 P = (0.300/19) 0.45 = 0.155 (15.50%) 0.075 P = (0.075/19) 0.45 = 0.083 (8.3%) A widely used equation to describe a maximum density gradation was developed by Fuller and Thompson in 1907. Their basic equation is: P = (d/D) n Where, P = % Finer than the sieve d=aggregate size being considered D = Maximum aggregate size to be used n = parameter which for adjusting fineness or coarseness (for maximum particle density n ≈ 0.5 according to Fuller and Thompson and n ≈ 0.45 according to FHWA) Calculations for a 0.45 Power Gradation Curve Using 19.0-mm Maximum Aggregate Size

28. Aggregate Gradation Source: pavementinteractive.con Assume Max size 37.5 mm For 19 mm sive *100= 73.64 %   73.64 Assume Max size 19.0 mm For 6.3 mm sive *100= 60.85 %   60.85

29. BC_Grade_2_AGGREGATE Gradation

30. BC_GRADE_1_AGGREGATE GRADATION

31. DBM_GRADE_1_AGGREGATE GRADATION

32. DBM_GRADE_2_AGGREGATE GRADATION

33. WMM_AGGREGATE GRADATION

34. Physical properties requirement in low volume road Low Volume* Road/Low cost Road EARTHEN ROAD GRAVEL ROAD WATER BOUND MACADAM (W.B.M.) ROAD High Volume** Road/High cost Road BITUMINOUS ROAD CONCRETE ROAD * Traffic less than 2 msa considered low volume ** Traffic greater than 2 msa considered high volume

35. EARTHEN ROAD Scope : Cheapest Road, mostly used for rural road ( low volume) Provide camber 3% to 4 % Material specification: Size Not greater than 75 mm in size ( select borrow area or locally available) Specification for material requirement Composition Base course Wearing Course Clay content < 5% 10-18% Silt content 9-32 % 5-15 % Sand content 60-80 % 65-86% WL <35% <25% PI < 6% 4 to 10%

36. GRAVEL ROAD Scope : Cheapest Road, mostly used for rural road Provide camber 3% to 5% Material specification : Not greater than 75 mm in size -Sand, Moorum, Gravel, Crushed stone Rainfall WL PI >1500 mm <35 4-9 750-1500 mm <40 6-15 <750 mm <55 15-30 CBR 20 % for Low Volume 30% For High Volume FI < 25 EI <20 W.A <2%

37. WATER BOUND MACADAM ROAD ( IRC : 19- 2005) Scope : Low cost road, Clean Crushed aggregate Used as Rural road or as a base course Provided camber 2.5% to 3% Materials specification : Available in 3 Grading Material Sub-base Base Surfacing AIV <40% <30% <30% FI+EI <35% <25% <20% Water absorption <2% <2% <2% Grading -1 = 90-63 mm Grading -2 = 63-45 mm Grading -3 = 53-22.5 mm Binding Material PI-4 to 10 PI <6, Screenings Available in Grading A and B WL-20, PI < 6

38. Concept of Modulus of resilient Why we need it ? Pavement is considered layered structure……..In Design part Chapter_2 we learn in detail The design of Flexible pavement is considered three layer structure Pavement design is based on mechanistic parameter like E – Modulus of elasticity, Thickness of layers   Compacted Sub-grade/Borrowed Sub-grade/Embankment – Min. 500 mm for NH and 300 mm for Rural Road Subgrade soil/Existing Soil Base Course Sub-base Course Binder Course Wearing Course Layer -3 Layer -2 Layer -1 Bituminous layer Granular Layer Subgrade soil M R M R M R h1 h2 h3 µ1 µ2 µ3

39. Concept of Modulus of resilient Force per unit area Units : Kg/cm , Mpa , Types : Bearing, Shear, Compressive, Axial   Ratio of deformation caused by load to the original length of material Units : Dimension less Types : Tensile, Compressive, Shear   Stiffness For elastic materials : Modulus of elasticity, Elastic Modulus, Young`s Modulus   Modulus of resilient Ratio of the amplitude of the repeated axial stress to the amplitude of the resultant recoverable axial strain =is the deviator stress, which is the axial stress in an unconfined compression test is the recoverable strain  

40. IRC:37_2018 method to find Mr_Granular layer The elastic/resilient modulus value of the granular layer is dependent on the resilient modulus value of the foundation or supporting layer on which it rests and the thickness of the granular layer. A weaker support does not permit higher modulus of the upper granular layer because of the larger deflections caused by loads result in de-compaction in the lower part of the granular layer. Equation -1 used for the estimation of the modulus of the granular from its thickness and the modulus value of the supporting layer ………………………………… Equation_1 h = thickness of granular layer in mm = resilient modulus of the granular layer (MPa) = (effective) resilient modulus of the supporting layer (MPa)  

41. IRC:37_2018 method to find Mr_Granular layer Example:1 _ A Subgrade soil sample is tested in Darshan Institute, Geo technical lab for soaked CBR of embankment and subgrade soil it was found 3% and 15% respectively. Calculate effective CBR and modulus of resilient. Based on effective CBR the proposed Sub-base + base course Granular layer ) thickness was 500 mm calculate modulus of resilient of granular layer. Solution : based on chart Effective CBR = 8% Compute Modulus of resilient M RS of subgrade Modulus of resilient M RS = 17.6 * (8) = 66.60 MPa   Compacted Sub-grade/Borrowed Subgrade CBR =15 % Embankment/Existing Soil = CBR=3% 8% M RS = 10.0 * CBR for CBR 5 % M RS = 17.6 * (CBR) for CBR 5 %   15%

42. IRC:37_2012 method to find Mr_Granular layer Based on effective CBR the proposed Sub-base + base course Granular layer ) thickness was 500 mm calculate modulus of resilient of granular layer. h = 500 mm ( Thickness of granular layer) = 66.60 MPa = 218.29 Mpa ( For guidance it will me mostly in between 100 MPa to 500 MPa)   Compacted Sub-grade/Borrowed Subgrade CBR =15 % Embankment/Existing Soil = CBR=3% M RS = 10.0 * CBR for CBR 5 % M RS = 17.6 * (CBR) for CBR 5 %   Mr =17.6(15)^0.64 =99.58 MPa Mr = 3*10 = 30 MPa See the IRC:37-2018- Guidelines for subgrade Mr

43. IRC:37-2018-Guidelines for subgrade Mr IRC:37-2018 suggest the fundamental concept

44. Glimpse of Boussinesq’s theory

45. Glimpse of Boussinesq’s theory

46. IRC:37-2018-Guidelines for subgrade Mr Open IIT_Pave Click on Design New Pavement section

47. IRC:37-2018-Guidelines for subgrade Mr Step_2 Enter E1 , E2 µ1, µ2, Thickness Wheel load, Tyre pressure Analysis point -1, Depth-0 mm, Radial distance – 0 mm Wheel set – 1……..Click on submi t…… Step_3 After Click on submit……Message show “ Value successfully submitted” Then Click on “RUN” If data correct it will show the message “ Done”

48. IRC:37-2018-Guidelines for subgrade Mr Step-4 Output of IIT_Pave Deflection observed = 0.2039 * 10 1 = 2.039 mm