Quality Assurance Handbook for Rural Roads Volume-I - pmgsy

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3. Section-400 4. Surface Regularity The maximum permitted difference between the lime-flyash stabilized soil subbase layer and 3 m straight edge should be 12 mm for longitudinal profile and 10 mm for cross profile. 5. Minimum Compressive Strength The mix proportion should be designed to obtain a minimum unconfined compressive strength of 1.5 MPa after 28 days of moist curing. The component of soil in the lime-flyash-soil mix can be omitted, provided the specified minimum strength requirement is achieved. 6. Quality Control Tests Quality Control tests for Lime-Flyash Stabilized Soil Subbase and their frequency should be the same as indicated in Tables 403.2, 403.3 and 403.4 for Lime Treated Soil for Improved Subgrade/ Subbase. C. Do’s And Don’ts Do’s Don’ts 1. While spreading lime and flyash, ahead of mixing, take care to prevent raising of dust. 2. The thickness of uncompacted layer to yield the specified compacted thickness after compaction should be determined by field trials. 3. The suitability of a particular equipment for pulverization of soil clods, for mixing and for compaction should be verified on a test strip. 4. Compaction should be completed within 3 hours of mixing or such shorter periods as may be necessary during dry weather. 5. Ensure that the final surface is well closed, free from movement under compaction planes, ridges, cracks or loose material. 6. All loose or segregated or otherwise defective areas on the completed surface should be made good to the full thickness of the layer and re-compacted. 410. INDUSTRIAL WASTES FOR ROAD CONSTRUCTION 72 1. Do not carry out Lime-flyash soil stabilization when air temperature in the shade is less than 100C. 2. Do not allow any soil clods larger than 26.5 mm in size. 3. Do not allow any soft yielding spots, ruts etc. on the subgrade before laying the subbase. 4. Do not allow more than 60 minutes to elapse between the start of moist mixing and start of the compaction process. 5. Do not allow the roller to bear directly on hardened or partially hardened treated material previously laid other than those what may be necessary for achieving the specified compaction at the joint. 6. Do not allow traffic to ply during the curing period. This Subsection covers two commonly used industrial wastes, viz, (a) Flyash (waste material from Thermal Power Stations) in road embankment, subbase/base courses and (b) Slags (waste materials from Iron and Steel industries) A. Methodology I. Flyash (Pond Ash) 1. Use in flyash embankment construction: As per Sub-section 306. 2. Use in lime-flyash stabilized soil sub-base: as per Sub-section 309. 3. Use in Lime-flyash bound macadam:
73 Quality Assurance Handbook for Rural Roads The lime-flyash bound macadam is essentially Water Bound Macadam wherein the filler material used is a mixture of lime, flyash and soil/moorum. The methodology for Lime-flyash bound macadam is as given in Sub-section 405. The filler material shall be a mixture of lime, flyash and soil/moorum, typically in the proportions 1:2:9. For the construction of Soil-Aggregate Base/Surface, where crushed slag is used as coarseaggregate, the methodology given in Sub-section 402 will apply. For WBM construction, where crushed slag is used as coarse aggregate, the methodology given in Sub-section 405 will apply. When crushed slag is used in cement bound granular material, the methodology given in Subsection 404 will apply. B. Quality Control Requirements 1. Materials (i) Flyash (Pond Ash) The quality of flyash varies a great deal from plant to plant. Typical Geotechnical properties of Flyash are given in Table 410.1 TABLE 410.1: TYPICAL GEOTECHNICAL PROPERTIES OF FLYASH Parameter Normal Range Specific Gravity 1.90–2.55 Plasticity Non-Plastic Maximum Dry Density (gm/cc) 0.9–1.60 Optimum Moisture Content (%) 38.0–18.0 Cohesion (kN/m 2 ) Negligible Angle of Internal Friction (j) 30 0 –40 0 Coefficient of Consolidation C V (cm 2 /sec) 1.7x10 -5 –2x10- -3 Compression Index C C 0.05–0.40 Permeability (cm/sec) 8x10 -6 –7x10 -4 Particle Size Distribution (% of materials) Clay size fraction (less than 0.002 mm) 1–10 % Silt size fraction (0.075 to 0.002 mm) 8–85 % Sand size fraction (4.75 to 0.075 mm) 7–90 % Gravel size fraction (80 to 4.75 mm) 0–10 % Coefficient of Uniformity 3–11 % The Flyash to be used in lime-flyash stabilization of soil, should conform to the requirements given in Tables 409.1 and 409.2
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Ministry of Rural Development Gover
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FOREWORD PREFACE ABBREVIATIONS QUAL
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Section 1100 PIPE CULVERTS 163 to 1
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PREFACE A good road network has an
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AE : Assistant Engineer AIV : Aggre
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1. BACKGROUND 1 Quality Assurance H
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3 Quality Assurance Handbook for Ru
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Material tests Workmanship tests Se
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2. Quality Management System (iii)
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2. Quality Management System A typi
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105. CONSTRUCTION EQUIPMENT 13 Qual
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B Do’s and Don’ts Do’s Don’
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Page 44 and 45: SECTION 400 39 Quality Assurance Ha
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Page 48 and 49: 3. Section-400 C Do’s and Don’t
Page 50 and 51: 3. Section-400 TABLE 402.2: GRADING
Page 52 and 53: 3. Section-400 2. The pulverization
Page 54 and 55: 3. Section-400 Table 403.3 : QUALIT
Page 56 and 57: 3. Section-400 6. The cement stabil
Page 58 and 59: 3. Section-400 6.3 Quality Control
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Page 78 and 79: 3. Section-400 (ii) Slag The broad
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Page 84 and 85: SECTION 500 BITUMINOUS 81 Quality A
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Page 116 and 117: Annex-III & IV DETERMINATION OF IN-
Page 118 and 119: SIMPLE/HANDFEEL TESTS 600 600.1 Bri
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Page 122 and 123: SECTION 600 121 Quality Assurance H
Page 124 and 125: 3. Section-600 4. Build the courses
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3. Section-600 (v) Storage of mater
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3. Section-600 3.3. Quality Control
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700 : STONE MASONRY FOR STRUCTURES
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(v) Stone Masonry 133 Quality Assur
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4.2. Tests / checks during construc
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SECTION 800 CONCRETE FOR STRUCTURES
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3. Section-800 2. Proceed with conc
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3. Section-800 TABLE 800.3: REQUIRE
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3. Section-800 c. The strength of a
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3. Section-800 4.2 Tests / checks d
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SECTION 900 149 Quality Assurance H
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3. Section-900 2. Lower centering g
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3. Section-900 C. Do’s and Don’
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1000 STEEL REINFORCEMENT A. Methodo
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3.2 Tests during construction 159 Q
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1100: PIPE CULVERTS A. Methodology
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165 Quality Assurance Handbook for
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SECTION 1200 167 Quality Assurance
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3. Section-1200 A2 Substructures Th
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3. Section-1200 4. Provide 75 mm ce
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3. Section-1200 (2) Tolerances 1200
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3. Section-1200 3.2 Tests / checks
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3. Section-1300 A-3 Toe Protection
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3. Section-1300 2. Stones for pitch
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3. Section-1400 3. Give streamline
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3. Section-1400 2. Tests during con
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3. Section-1500 5 Mark location and
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3. Section-1500 (iv) Water Water us
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3. Section-1500 TABLE 1501.3: QUALI
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3. Section-1500 2. Check the in-sit
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3. Section-1500 TABLE NO. 1502.3: P
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3. Section-1500 1503: RECTANGULAR C
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3. Section-1500 3.2 Tests during co
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3. Section-1500 1504: INTERLOCKING
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3. Section-1500 2. Quality Control
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3. Section-1600 The prescribed road
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3. Section-1600 C. Do’s and Don
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1700. TRAFFIC SIGNS AND MARKINGS A.
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1904 : MAINTENANCE OF BITUMINOUS SU
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4.6 Settlement and Upheaval 235 Qua
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2. Surface Finish 237 Quality Assur
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1908 : MAINTENANCE OF CULVERTS AND
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4. Quality Monitoring only in excep
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1. SECTION 100: GENERAL 1.1: Qualit
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10 5R 60 106 25 DIA WELDED 21 DIA 1
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4. Section-300 (b) Carry out an ins
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4. Section-300 Photo 1. Visual Clas
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Test 1 261 Quality Assurance Handbo
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4. Section-500 (iii) Check the aggr
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5. SECTION 1100:PIPE CULVERTS 267 Q
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6. SECTION 1300: PROTECTION WORKS A
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4. Section-1500 In case of cracked
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4. Section-1700 2. Road Markings C
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Appendix-1 1.4 Estimating Plasticit
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Appendix-1 1.8 Simple Gadgets for E
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Appendix-1 (ii) Make two identical
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Appendix-1 (ii) Workability: Take a
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Appendix-2 Curing : Covering the c
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Appendix-3 Sr. Code/ Title of the P
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Quality Assurance Handbook for Rura
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