This work is governed by IRC: SP: 58-2001 and MoRT&H Specifications for earthen embankments. The core principle is the simultaneous placement and compaction of the fly ash core and the required earth cover.
Bitumen is a viscous, black, sticky, and highly cementitious substance derived from crude petroleum through a refining process. It is primarily composed of hydrocarbons and their derivatives. Often referred to as asphalt cement in North America, bitumen is best known for its use as the binding agent in asphalt concrete for road construction, paving, and roofing applications.
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Thermoplastic Road Marking Methodology | MoRTH 803 | IRC 35 | High Visibility Markings Thermoplastic Road Marking Methodology | MORTH Clause 803 — HighwayQualityTest Home › Road Marking › Thermoplastic Paint Methodology Home › Methodologies › Thermoplastic Road Marking Methodology for Thermoplastic Road Marking Paint (MORTH Clause 803) Published: 21 Nov 2025 · Category: Road Marking On this page Scope Materials Reflective Glass Beads Traffic Arrangement Equipment Work Methodology Finished Properties Notes & References 1. Scope The work shall consist of providing and laying of pavement marking with hot applied thermoplastic paints (type-2) as per Clause 803 of MORTH specifications and IRC:35. 2. Materials Materials of road marking shall be hot applied thermoplastic compound meeting requirements of Clause 803.4 of MORTH specifications. Composition, properties, storage life and container marking are summarised below. 2.1 Composition (Table 800-9) Component White Yellow Binder 18% min 18% min Glass Beads 30% (typ) 30% (typ) Titanium Dioxide 10% min — Calcium Carbonate & Fillers 42% max Manufacturer’s option Yellow Pigments — As specified 2.2 Key Material Properties Luminance: White ≥ 65% (daylight), Yellow ≥ 45%. Drying time: Traffic-worthy in ≤ 15 minutes. Skid resistance: ≥ 45 (BS 6044). Softening point: 102.5°C ± 9.5°C (ASTM D36). Storage life: 1 year; must melt uniformly without skins. Reflectorisation: Achieved by incorporation of beads (Type-1 premix, Type-2 drop-on). 3. Reflective Glass Beads (Type-1 & Type-2) Beads must be transparent, colourless, free from defects and meet gradation, roundness and refractive index requirements. 3.1 Gradation (Table 800-10) Sieve Type-1 (Premix) Type-2 (Drop-on) 1.18 mm 0–3% — 850 µm 5–20% 0–5% 600 µm — 5–20% 425 µm 65–95% — 300 µm — 30–75% 180 µm 0–10% 10–30% <180 µm — 0–15% Other requirements: Roundness ≥ 70% true spheres; Refractive index ≥ 1.50; Free-flowing. 4. Traffic Arrangement & Control Prepare and get approval of traffic diversion plan from AE (MORTH Clause 112 & IRC SP:55). Provide temporary signboards, barricades, flags, lights and flagmen as approved. Install regulatory/warning signs on both sides of working area. 5. Equipment Typical plant & equipment: Pre-melter & Pram-applicator Mechanical broom & Air compressor Truck, water tanker Survey kit & Infra-red (laser) thermometer 6. Work Methodology 6.1 Preparation Clean surface thoroughly (broom & air compressor). Remove dust, grease, oil and moisture. 6.2 Pre-Marking Mark reference centre-line (chalk/rope) to guide applicator and ensure alignment. 6.3 Melting & Heating Melt material in pre-melter with mechanical stirrer. Maintain temperature per manufacturer’s instructions (typ. 180°C ± 10°C). Do not exceed maximum safe heating temperature. Use molten material within recommended period (do not keep molten for more than 4 hours for sensitive binders). 6.4 Application Transfer molten material to applicator and maintain application temperature. Apply lane markings with screed-box; thickness ≥ 2.5 mm. Apply continuous or intermittent lines; use stencils for arrows/letters; hand-spray where required. 6.5 Drop-on Glass Beads Dispense Type-2 beads using forced-feed bead dispenser while the material is hot. Typical application rate: 250 g/m². Ensure uniform mono-layer coverage before thermoplastic cools. 6.6 Weather & Surface Conditions Markings shall be applied on dry surfaces with pavement temperature ≥ 10°C. 7. Properties of Finished Road Marking Shall not lift in freezing weather. No appreciable deformation or discoloration under traffic and road temperatures up to 60°C. Resistant to sodium chloride and oil drippings. Maintain original dimensions, ductility and position without cracking or chopping. 8. Notes & References Follow relevant clauses of MORTH (Clause 803, Table 800-9, Table 800-10) and IRC:35 for detailed test methods and sampling. Contractor to provide MTCs and manufacturer certificates for materials. Quick Reference: Thermoplastic Road Marking Quality Control Material Temperature: Apply at 170–200°C as per MoRTH Clause 803 Glass Beads Requirement: Premix: 30%; Drop-on: 250–300 g/m² Thickness: 2.5 mm including glass beads Surface Preparation: Clean, dry, dust-free surface; primer required on concrete Reflectivity: Minimum RL & Qd values as per MoRTH Application Method: Hot-applied using screed/automatic machine Testing: Thickness gauge, retro-reflectometer, adhesion check Top 10 FAQs – Thermoplastic Road Marking What is thermoplastic road marking? Hot-applied pavement marking material containing binder, pigments, fillers, and glass beads. What temperature is required for application? Typically 170–200°C as per MoRTH 803. Why are glass beads used? To provide retro-reflectivity for night visibility. What is the standard thickness? 2.5 mm including beads. Can it be applied on concrete? Yes, but primer is mandatory. What surface preparation is needed? Clean, dry surface free of dust, oil, moisture. Which machine is used? Manual screed applicator or automatic profile marking machine. How is reflectivity tested? Using a retro-reflectometer for RL and Qd values. How long does it take to dry? 2–5 minutes depending on temperature and humidity. What is its durability? Typically 1–3 years depending on traffic and thickness. Prepared by Kishor Kumar | Source: HighwayQualityTest.com Quick Facts Application temp: 180°C ± 10°C Thickness: ≥ 2.5 mm Beads rate: 250 g/m² (Type-2) Storage life: 1 year Min. pavement temp: 10°C Download Want this as a printable PDF or Excel sheet? Request PDF / Excel © HighwayQualityTest • For professional use. Ensure compliance with the latest MORTH & IRC revisions.
PQC Pavement Methodology (M40) — Dowel / Fixed Form — Ready-to-deploy P Pavement Quality Concrete (PQC) Methodology Dowel jointed / Plain concrete — M40 — Fixed form Prepared: Project Specification Print Download HTML Contents 1.0 Scope 2.0 Materials 2.9 Concrete Strength 2.10 Workability 3.0 Construction Procedure 3.2 Joints 3.3 Separation membrane 3.4 Dowel bars 3.5 Tie bars 3.6 Construction by fixed form 4.0 Trial length Sand Patch Test Safety requirements 1.0 Scope This methodology shall be applicable for construction of dowel jointed or plain cement concrete of M40 grade pavement in accordance with the lines, grades, camber and thickness as shown in the drawings using fixed forms. 2.0 Materials (All clauses preserved verbatim from your input — arranged for readability.) 2.1 Cement These shall consist of Ordinary Portland Cement of approved source. The minimum cement content shall be 350 Kg/m³ and maximum 425 Kg/m³. 2.2 Admixtures The admixtures shall conform to IS 6925 and IS 9103 and shall improve the workability of concrete or extension of time and they will not have any effect on the properties of concrete. The performance of these admixtures will be proved both on laboratory trials and in trial paving works. Admixtures containing calcium chloride shall not be used. 2.3 Aggregates The aggregates shall be of crushed stone or naturally available conforming to IS 383. The coarse aggregate shall be clean, hard, strong, dense and durable. The fine aggregate shall be clean natural sand or crushed stone sand or combination of both. These shall be free from clay, shale, loam, mica and other organic matter. 2.4 Water Water used for mixing and curing of concrete shall be free from oil, salt, acid and other substances which are harmful to concrete. 2.5 Mild steel bars for dowel and tie bars These shall conform to the requirements of IS: 432, IS: 1139 and IS: 1786 as relevant. The dowel bars shall conform to Grade S 240 and tie bars to Grade S 415 of I.S. 2.6 Pre-Molded joint filler To be used for expansion joints abutting structures like bridges, culverts and at end of the day’s work. Thickness 20–25 mm or as shown in drawings, complying to IS 1838. It shall be 25 mm less in depth than the thickness of slab and provided in suitable lengths not less than lane width. Holes shall be made to accommodate dowel bars. 2.7 Joint sealing compound Hot poured elastomeric type as per AASHTO M282 or cold poured polysulphide type as per BS 5212-part2, having flexibility, resistance to age hardening and durability. 2.8 Separation membrane A separation membrane of impermeable plastic sheeting 125 microns thick shall be laid between the concrete slab and sub-base by nailing with concrete nails to the lower layer. Where overlap is necessary the same shall be at least 300 mm. 2.9 Concrete Strength The concrete mix design in the laboratory, correlation between flexural and compressive strengths shall be established on the basis of at least thirty tests on samples. Quality control in the field shall be exercised on the basis of flexural strength. Materials and mix proportions shall remain substantially unaltered during daily production. Maximum free water cement ratio: 0.50. The ratio between the 7 and 28 day strengths shall be established in advance by testing pairs of beams and cubes on at least six batches of trial mix. The average 7-day strength divided by average 28-day strength yields ratio R (to three decimals). If any four consecutive 7-day test results fall below the required 7-day strength (derived from R), the cement content shall be increased by 5% by weight (or as agreed by the Engineer) without extra payment. Maintain the increased cement content until four corresponding 28-day strengths have been assessed. Adjust mix to maintain required workability. 2.10 Workability Workability requirements at batching plant and site shall be established by slump tests during trial length. Typical slump values: Slip form — 30 ± 15 mm; Fixed form — 50 ± 15 mm. 3.0 Construction Procedure 3.1 Mixing Materials shall be mixed in a mechanized batching plant with air-conditioned centralized control cabin, minimum 4 bins, weigh hoppers and automatic weighing devices using calibrated load cells. Mixer shall be capable of producing a homogeneous mix without segregation. Mix timing per manufacturer’s recommendations; automatic alarm/timing device recommended. 3.2 Joints The location and type of joints shall be as shown in the drawings. 3.2.1 Transverse Joints Transverse joints shall be contraction and expansion joints constructed at the spacing described in the Drawings. They shall be straight within tolerances except at junctions/roundabouts where drawings govern. 3.2.2 Contraction Joints Contraction joints shall be mechanical saw cut; can start as early as 6–8 hours after paving (initial hardening). Groove width 3–5 mm, depth 1/4 to 1/3 slab depth. Expansion joints shall have joint filler board and prefabricated assemblies. Dowel bars: mild steel as indicated in drawings, positioned at mid-depth within ±20 mm tolerance. Sheathing requirements: contraction joints — sheath at least 2/3 length from one end; expansion joints — sheath 1/2 length + 50 mm with 100 mm cap at sheath end. Use compressible sponge to block cement slurry entry. Dowel support: cradles/chairs in prefabricated assemblies or mechanically inserted ensuring correct placement and full re-compaction around dowels. 3.2.3 Expansion Joint Expansion joints shall consist of a joint filler board complying with MoRT&H Clause 602.2.7 and dowel bars complying with Clause 602.6.5 as detailed in drawings. Adjacent slabs shall be completely separated and space around dowels packed with compressible material to block slurry. 3.2.4 Longitudinal Joints Longitudinal joints shall be saw cut as shown. Groove depth 1/3 slab depth. Tie bars shall be deformed steel (IS 1786), painted with bituminous paint for 75 mm at both ends and positioned within middle third of slab depth. Tie bar assemblies must be rigid and supported. 3.2.5 Construction Joints Transverse construction joints shall be placed whenever concreting is completed for the day’s work or suspended for more than 30 minutes. Provide at regular contraction joint locations using dowel bars. Seal transverse and longitudinal joints …
Absolute Viscosity Test of Bitumen – Cannon Manning Vacuum Capillary Viscometer (ASTM D2171) Absolute Viscosity Test of Bitumen – ASTM D2171 The Absolute Viscosity Test measures the flow resistance of bitumen using a Cannon-Manning Vacuum Capillary Viscometer. This method is widely used for quality control of paving-grade bitumen. Table of Contents Objective Apparatus Procedure Calculation Results FAQ 1. OBJECTIVE To determine the absolute viscosity of bitumen using the Cannon-Manning Vacuum Capillary Viscometer at a controlled temperature under a vacuum. 2. APPARATUS Constant Temperature Bath (accuracy ±0.1 °C). Silicone Oil Bath (up to 150 °C) or Water Bath (up to 100 °C). Vacuum System (maintains ±0.05 cm Hg accuracy up to 30 cm Hg). Stopwatch (accuracy 0.5 sec). Cannon-Manning Vacuum Viscometers (Size 12 & Size 13). Viscometer Stand (for 6 tubes). 3. PROCEDURE Collect bitumen sample in a clean container. Heat the sample to 135 ± 5.5 °C. Pour into viscometer up to the fill mark (±2 mm of line E). Allow sample to stand for 10 ± 2 minutes to release air bubbles. Transfer viscometer into the bath maintained at 60 °C. Connect the viscometer to vacuum pump and apply 30 cm Hg vacuum. Start the stopwatch and record the time (T sec) for bitumen to flow from Mark G to Mark H. 4. CALCULATION Formula for Absolute Viscosity Absolute Viscosity (Poises) = K × T K = Calibration factor of viscometer (Poises/sec) T = Flow time in seconds 5. RESULTS The absolute viscosity of the bitumen sample is reported in Poises at 60 °C under a vacuum of 30 cm Hg. Quick Reference: Absolute Viscosity Test (ASTM D2171) Standard: ASTM D2171 – Viscosity by Vacuum Capillary Viscometer Purpose: To measure the flow resistance of bitumen at 60 °C under vacuum Required Vacuum: 30 cm Hg (maintained ±0.05 cm Hg) Test Temperature: 60 °C (constant temperature bath, accuracy ±0.1 °C) Viscometer Used: Cannon–Manning Vacuum Capillary Viscometer (Size 12/13) Sample Heating: Heat bitumen to 135 ± 5.5 °C before pouring in viscometer Flow Timing: Time recorded for bitumen flow between Mark G → Mark H Viscosity Formula: Absolute Viscosity (Poises) = K × T K: Calibration factor of viscometer (provided by manufacturer) T: Flow time in seconds Top 10 FAQs – Absolute Viscosity Test of Bitumen (ASTM D2171) What is the Absolute Viscosity Test? It measures the resistance of bitumen to flow at 60 °C using a vacuum capillary viscometer under a fixed vacuum of 30 cm Hg. Why is a vacuum used in this test? Vacuum minimizes air bubbles and ensures controlled laminar flow inside the capillary tube. Which viscometer is used? Cannon-Manning Vacuum Capillary Viscometer (typically Size 12 for paving grades). What is the test temperature? 60 °C (±0.1 °C). How is viscosity calculated? Viscosity = K × T, where K is calibration factor and T is flow time. Minimum sample heating temperature? 135 ± 5.5 °C before pouring. How long should bitumen stand after filling? 10 ± 2 minutes to release trapped air. Precision required for timing? Stopwatch accurate to 0.5 sec. Typical viscosity values? 800 – 4000 Poises at 60 °C for paving grade bitumen. Why 60 °C? It represents the typical temperature of bitumen in service on roads. Prepared by Kishor Kumar | Source: HighwayQualityTest.com
Ductility Test of Bitumen – Procedure, Apparatus & Limits (IS Method) Home › Bitumen Tests › Ductility Test of Bitumen Ductility Test of Bituminous Material – IS Standard Procedure Table of Contents 1. Objective 2. Apparatus 3. Procedure 4. Results 5. Limits 1. OBJECTIVE To determine the ductility of bituminous material, which measures the distance a bitumen sample can stretch before breaking. 2. APPARATUS Ductility testing machine Briquette moulds Hot knife 3. PROCEDURE Melt the bitumen sample to 75–100°C above its softening point until it becomes fully fluid. Strain the material through a 90-micron sieve, pour into the mould assembly, and place on a brass plate after applying a mixture of glycerine and dextrin to all mould surfaces. Allow it to stand for 30–40 minutes, then place the mould assembly in a water bath maintained at 27°C for 30 minutes. Remove mould from water bath and level the surface using a hot knife to cut off excess material. After trimming, place the specimen back in the water bath at 27°C for 85–95 minutes. Remove sides of mould and attach the clips to the ductility machine carefully without applying initial strain. Start the machine, setting pointer to zero, and apply tension at a uniform speed of 50 ± 2.5 mm/min. Ensure the sample remains immersed in water at a depth of at least 10 mm throughout the test. Record the distance (in cm) at which the bitumen thread breaks. This is the ductility value. 4. RESULTS The ductility value is the distance stretched (in centimeters) by the moving end of the briquette specimen at the point where the bitumen thread breaks. 5. LIMITS (ACCORDING TO IS REQUIREMENTS) A35 & S35 Grade Bitumen: Minimum ductility = 50 cm at 27°C All Other Grades: Minimum ductility = 75 cm at 27°C Related Bitumen Test Guides: ✔ Penetration Test of Bitumen ✔ Softening Point (Ring & Ball) Test ✔ Specific Gravity Test ✔ Ductility Machine Calibration Procedure
Bitumen Extraction Test: A laboratory method to determine exact bitumen (binder) content in asphalt mixes using solvent extraction (centrifuge / reflux). Also used to recover aggregates for gradation. Parameter Details Standard IS 13826 / ASTM D2172 Purpose Determine bitumen content & recover aggregates for gradation Sample ~1000 g typical On this page: Objective Apparatus Procedure Calculation & Example MoRTH Limits Notes & Safety Downloads FAQ 1. OBJECTIVE To determine percentage of binder (bitumen) in a bituminous mix by cold solvent extraction using a centrifugal extractor (ASTM D2172 / IS 13826). 2. APPARATUS Centrifugal extraction machine Analytical balance (0.1 g) Cold solvent (benzene / petrol / trichloroethylene) Filter paper (Watt 60) Oven, beakers, spatula, glass plate PPE: gloves, goggles, extractor ventilation 3. PROCEDURE Weigh a representative sample (W1 ≈ 1000 g) and place into the extractor bowl. Add sufficient commercial benzene (or specified solvent) to cover the sample and allow to stand up to 1 hour to soften the bitumen. Line the bowl with pre-weighed filter paper and assemble the bowl with the paper in place. Place a beaker to collect the solvent/bitumen extract. Start the extractor slowly and increase speed gradually up to 3600 rpm. Maintain until solvent flow reduces significantly. Stop the machine and add about 200 ml fresh solvent. Repeat extraction cycles at least 3 times or until the extract becomes light straw in colour. Remove filter paper with retained fines; dry in air then oven at 115°C to constant weight (record Wf). Recover fines in solvent by centrifuging the extract; dry and weigh recovered fines (W3). Dry remaining aggregate in oven to constant weight and record as W2. Record all weights and proceed to calculation. 4. CALCULATION & EXAMPLE % Binder Content = [(W1 − (W2 + W3)) / W1] × 100 Where: W1 = Original weight of sample (g) W2 = Weight of aggregate after extraction (g) W3 = Weight of fines recovered from extract (g) Parameter Value (g) W1 (sample) 1000.0 W2 (after extraction) 955.2 W3 (fines) 6.8 Binder % 3.80% W1 (g) W2 (g) W3 (g) Calculate 5. MoRTH Binder Content Requirements (Typical) Layer Typical Binder % DBM (Grade-I) 3.5 – 4.5% DBM (Grade-II) 4.0 – 4.5% BC (Grade-I) 5.0 – 5.4% BC (Grade-II) 5.2 – 5.6% 6. NOTES & SAFETY Handle solvents in a ventilated area and use PPE. Ensure extractor lid seals to avoid solvent loss. Dispose used solvent as hazardous waste per local rules. Repeat extraction until extract clears; incomplete extraction underestimates binder %. 7. DOWNLOADS & TEMPLATES Download Extraction Test Register (Excel) Quick Cheatsheet (PDF) 8. FAQ Q: Which solvent is used? A: Commercial benzene, trichloroethylene, or petrol—choose as per lab regulations and safety. Q: How many cycles are needed? A: Typically 3 cycles or until extract becomes light straw in colour. Q: How to calculate binder %? A: % Binder = [(W1 − (W2 + W3)) / W1] × 100 Related Tests Ductility Test Softening Point Penetration Test
Flakiness & Elongation Index Test – Method Statement Flakiness & Elongation Index Test Procedure • Apparatus • IS Sieve Table • Results format Contents Object Apparatus Theory Procedure IS Sieve & Gauge Table Observations & Formulae Result Notes & References OBJECT # To determine the elongation index of the given aggregates To determine the flakiness index of the given aggregates APPARATUS # The apparatus for the shape tests consists of the following: A standard thickness gauge A standard length gauge IS sieves of sizes: 63, 50, 40, 31.5, 25, 20, 16, 12.5, 10 and 6.3 mm A balance of capacity 5 kg, readable and accurate up to 1 g THEORY # The particle shape of aggregates is determined by the percentages of flaky and elongated particles contained in it. For base course and construction of bituminous and cement concrete types, the presence of flaky and elongated particles is considered undesirable as these cause inherent weakness with possibilities of breaking down under heavy loads. Thus, evaluation of shape of the particles, particularly with reference to flakiness and elongation is necessary. The Flakiness Index of aggregates is the percentage by weight of particles whose least dimension (thickness) is less than three-fifths (0.6 times) of their mean dimension. This test is not applicable to sizes smaller than 6.3 mm. The Elongation Index of an aggregate is the percentage by weight of particles whose greatest dimension (length) is greater than nine-fifths (1.8 times) their mean dimension. This test is not applicable for sizes smaller than 6.3 mm. PROCEDURE # Sieve the sample through the IS sieves (as specified in the table below). Take a minimum of 200 pieces of each fraction to be tested and weigh them, or take the maximum number available up to 200 pieces. To separate the flaky materials, gauge each fraction for thickness on a thickness gauge. The width of the slot used should be of the dimensions specified in column (4) of the table for the appropriate size of the material. Weigh the flaky material passing the gauge to an accuracy of at least 0.1% of the test sample. To separate the elongated materials, gauge the non-flaky material for length on a length gauge. The width of the slot used should be of the dimensions specified in column (6) of the table for the appropriate size of the material. Weigh the elongated material retained on the gauge to an accuracy of at least 0.1% of the test sample. IS SIEVE & GAUGE TABLE # Passing through IS Sieve, mm Retained on IS Sieve, mm Weight of fraction (200 pieces), g Thickness gauge size, mm Weight passing thickness gauge (Xi) Length gauge size, mm Weight retained on length gauge (Yi) 63 50 W1 23.90 X1 – – 50 40 W2 27.00 X2 81.00 Y1 40 31.5 W3 19.50 X3 58.00 Y2 31.5 25 W4 16.95 X4 – – 25 20 W5 13.50 X5 40.5 Y3 20 16 W6 10.80 X6 32.4 Y4 16 12.5 W7 8.55 X7 25.5 Y5 12.5 10 W8 6.75 X8 20.2 Y6 10 6.3 W9 4.89 X9 14.7 Y7 Total W = X = Y = OBSERVATIONS & FORMULAE # Record every fraction’s weights clearly. Use at least two significant figures for percentages and record sample piece counts. Flakiness Index = ((X1 + X2 + …) / (W1 + W2 + …)) × 100 Elongation Index = ((Y1 + Y2 + …) / (W1 + W2 + …)) × 100 Fraction Total pieces taken (Wi) Flaky weight (Xi) Elongated weight (Yi) Remarks 63–50 mm 50–40 mm 40–31.5 mm 31.5–25 mm 25–20 mm 20–16 mm 16–12.5 mm 12.5–10 mm 10–6.3 mm Total RESULT # I. Flakiness Index = X II. Elongation Index = Y NOTES & REFERENCES # This document preserves the original technical content. Do not alter the definitions if your contract specification references a specific IS edition. Reference: IS:2386 (Part 1) — Methods of test for aggregates for concrete (shape tests). Use the latest edition for definitive gauge slot values. Record environmental conditions and the balance calibration status with every test batch for traceability. Document: • Generated: 20 Nov 2025 Enter Values to Calculate Indices W Values X Values Y Values Calculate Results: Flakiness Index: 0% Elongation Index: 0% Quick Reference: Flakiness & Elongation Index Test Applicable Aggregate Size: Only aggregates ≥6.3 mm are tested. Minimum Sample Count: 200 pieces per sieve fraction (or maximum available). Flakiness Index Criterion: Particles with thickness < 0.6 × mean size. Elongation Index Criterion: Particles with length > 1.8 × mean size. Required Gauges: Thickness gauge for flakiness; Length gauge for elongation. Accuracy: Weigh materials to at least 0.1% accuracy of sample weight. Outcome: FI = (Flaky Weight / Total Weight) × 100; EI = (Elongated Weight / Total Weight) × 100. Purpose: Ensures aggregates are suitable for pavement and concrete strength requirements. Top FAQs – Flakiness & Elongation Index Test What is the minimum aggregate size for these tests? Aggregates smaller than 6.3 mm are not tested. Why are flaky and elongated particles undesirable? They reduce pavement strength and break easily under heavy loads. How many aggregate pieces must be tested? A minimum of 200 pieces from each sieve fraction. Which gauges are required? A standard thickness gauge for flakiness and a length gauge for elongation. What are the formulas used? Flakiness Index = (Total Flaky Weight / Total Sample Weight) × 100; Elongation Index = (Total Elongated Weight / Total Sample Weight) × 100. Prepared by Kishor Kumar
Concrete Compressive Strength Test — Procedure, Calculation & Apparatus Concrete Compressive Strength Test — Procedure & Calculation Practical guide for laboratory technicians, site engineers and QC/QA teams On this page Quick Summary Procedure (step-by-step) Calculation & Representative Strength Apparatus FAQ Procedure Summary Fast reference — perform these checks and steps when testing compressive strength using CTM. Specimens: Cubes or Cylinders (wet) Loading rate: ~140 kg/cm2/min Representative value: Average of 3 specimens Key: Do not use packing; align specimen centrally; record max load and failure mode. Procedure (step-by-step) Preparation: Test specimens immediately after removal from water storage while still wet. Cleaning: Wipe off surface water and grit; remove projections. Measurement: Measure dimensions to nearest 0.2 mm and record weight. Placement: Clean CTM bearing surface; remove loose sand from specimen contact surfaces; align specimen axis with centre of thrust of the spherically seated platen. No packing shall be used. Loading: Apply load without shock, increasing continuously at approximately 140 kg/cm2/min until failure. Recording: Record maximum load and note concrete appearance and failure type. Important: Ensure platens and specimen contact surfaces are clean and that the specimen is centred — misalignment leads to eccentric loading and incorrect strength values. Calculation & Representative Strength The compressive strength is calculated as: Compressive Strength = Maximum Load Applied / Cross-Sectional Area Cross-Sectional Area: Calculate from mean dimensions of the specimen section. Express strength to the nearest kg/cm2. Representative Strength: Take the average of three specimen values. An individual specimen must not differ by more than ±15% from the average. If any specimen exceeds ±15% variation, repeat the tests. Apparatus Compression Testing Machine (CTM): Spherically seated platen recommended to allow slight angular adjustment and ensure uniform loading. Calibrated measuring tools for specimen dimensions (callipers/vernier) with 0.2 mm accuracy. Balance for specimen weight. Wiping cloths and small wire brushes for cleaning contact surfaces. Top 10 FAQs – Concrete Compressive Strength Test (CTM) What is the purpose of the compressive strength test?It determines the load‑carrying capacity of concrete and evaluates concrete quality for structural use. Why should cube/cylinder specimens be tested in a wet condition?To maintain uniform curing conditions and ensure moisture consistency for accurate strength results. What is the standard loading rate for CTM?Approximately 140 kg/cm²/min unless specified otherwise. Why is a spherically seated platen used?It compensates for slight misalignments and ensures uniform load distribution. Is packing or capping allowed during testing?No. Packing alters load transfer and invalidates the test. Capping is allowed only as per standards. How many specimens are required?A minimum of three specimens per batch for representative strength. What is the permissible variation?Individual specimen values must not exceed ±15% from the average strength. How is compressive strength expressed?Commonly in kg/cm² or MPa (1 kg/cm² = 0.0980665 MPa). Why is accurate measurement important?Cross‑sectional area affects strength calculation; small measurement errors lead to large deviations. Can surface defects affect results?Yes. Voids, honeycombing, or chipped edges reduce strength and may require rejecting the specimen. Prepared by Kishor Kumar | Source: HighwayQualityTest.com
The work shall consist of Construction of embankment using fly ash. The Indian Road
Congress (IRC) and MoRT&H specifications for earthen embankments can be broadly
applied in general for construction of fly ash embankments
