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    Final Setting Time of Cement

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    Final Setting Time of Cement Test – IS 4031 (Part 5) Objective: The final setting time of cement represents the total time elapsed from the moment water is added to cement until the paste completely loses its plasticity and develops sufficient rigidity to resist a standard penetration, as specified in IS 4031 (Part 5). This property is critical for assessing the suitability of cement in highway, pavement, and concrete construction projects. Incorrect setting times can adversely affect concrete strength, workability, pavement performance, and long-term durability. Therefore, the final setting time test is a mandatory quality control procedure in laboratory and field conditions. 1. Reference Standards IS 4031 (Part 5): Methods of Physical Tests for Hydraulic Cement – Determination of Setting Times IS 4031 (Part 4): Determination of Standard Consistency of Cement Paste IS 8112: Specification for 43 Grade Ordinary Portland Cement (OPC) IS 12269: Specification for 53 Grade Ordinary Portland Cement (OPC) 2. Apparatus Required Vicat apparatus with needle having annular attachment and a 10 mm needle for initial setting time comparison. Non-absorbent base plate or glass plate for placing the mould. Balance with an accuracy of ±0.01 g for weighing cement. Measuring cylinder with an accuracy of ±1 ml for water measurement. Mixing bowl or non-reactive container for paste preparation. Trowel or spatula for mixing and leveling the paste. Stopwatch or digital timer for precise time measurement. Controlled ambient conditions (temperature 27 ± 2°C and relative humidity ≥ 50%) as per IS recommendations. Audit Tip: Ensure the Vicat needle and annular attachment are clean, undamaged, and calibrated before testing. Calibration errors are a frequent cause of non-compliance during NHAI and third-party audits. 3. Sample Preparation Cement Sample: Take 300 g of cement passing completely through a 90 µm IS sieve. Sieving ensures uniform particle size and removes any lumps, which is essential for accurate determination of the final setting time as per IS 4031 (Part 5). Handle the cement carefully to avoid contamination by moisture or dust, which can significantly alter the test results. Water Content: Determine the water required for the standard consistency (P) of the cement paste according to IS 4031 (Part 4). Accurate measurement of water is critical; deviations may lead to inconsistent setting times and unreliable results. Mixing Procedure Gradually add the measured water to the sieved cement to form a paste. Slow addition ensures complete wetting of cement particles and prevents dry pockets. Mix thoroughly for 2–3 minutes using a spatula or trowel. The paste should be smooth, uniform, and free of lumps, with no segregation of water or dry particles. Immediately proceed to fill the Vicat mould placed on a non-absorbent base plate. Level the surface carefully using a trowel to remove trapped air and ensure uniform contact with the needle. Maintain ambient conditions within recommended ranges (temperature 27 ± 2°C, relative humidity ≥ 50%) to prevent accelerated or delayed setting. Audit Note: Incorrect mixing techniques or improper water content can lead to premature or delayed setting. Always follow IS procedures strictly to ensure accurate and repeatable results. 4. Test Procedure – Determination of Final Setting Time Step 1: Filling the Vicat Mould Place the Vicat mould on a non-absorbent base plate. Fill the mould completely with freshly mixed cement paste. Level the surface gently using a trowel or spatula to remove any air bubbles and ensure uniform paste thickness. Step 2: Using the Vicat Apparatus Attach the needle with annular attachment to the Vicat apparatus. Immediately start the stopwatch at the moment water is added to cement. Lower the needle gently onto the cement paste at regular intervals, typically every 5–10 minutes. Observe the impressions on the paste surface. Cement is considered finally set when the needle touches the surface, but the annular attachment fails to make any indentation. Final Setting Criterion: The cement paste is considered finally set when it has completely lost plasticity and can resist the penetration of the Vicat annular attachment. This is the basis for determining the final setting time as per IS 4031 (Part 5). 5. Recording & Calculation Record the elapsed time from the instant water is added to the cement until the paste meets the final setting criterion. Final Setting Time (minutes) = Time at final set – Time of water addition It is recommended to perform the test at least three times and report the average value to account for variability and ensure accuracy. 6. Comparison: Initial vs Final Setting Time Parameter Initial Setting Time Final Setting Time Vicat Needle 10 mm needle Needle with annular attachment Indicates Start of setting Completion of setting Standard Limit ≥ 30 minutes ≤ 600 minutes Site Control Placing & handling Finishing & curing 7. Common Site & Laboratory Mistakes Incorrect water quantity or deviation from standard consistency. Starting the stopwatch after mould filling instead of at water addition. Not cleaning or calibrating the Vicat needle and annular attachment between observations. Testing under high temperature or low humidity, affecting setting times. Using bent, worn, or damaged Vicat needles. Delays in transferring paste into the mould, causing premature setting. Quality Insight: Failure to follow IS procedures for mixing, water content, and testing can lead to non-compliance, material rejection, or project delays. Repeated errors may result in supplier de-empanelment during audits. 8. Practical Tips for Highway and Pavement Projects Always use fresh cement samples, sieved through a 90 µm IS sieve immediately before testing. Maintain laboratory temperature around 27 ± 2°C and relative humidity ≥ 50%. Perform both initial and final setting time tests to fully understand cement behavior. Document all observations and deviations for audit purposes. Use clean, calibrated equipment to avoid measurement errors. 9. Conclusion The final setting time of cement is a critical quality parameter for highway, pavement, and concrete construction. Adhering strictly to IS 4031 (Part 5) ensures reliable measurement, proper workability, adequate strength development, and long-term durability of infrastructure projects. Regular training, audit compliance, and careful attention to mixing, water content, and ambient conditions are essential for accurate determination of the final setting

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    Compressive Strength of Cement

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    Compressive Strength Test of Cement Mortar Cubes – IS 4031 (Part 6) | Step-by-Step with Examples Compressive Strength Test of Cement Mortar Cubes (IS: 4031 – Part 6) 1. Object of the Test To determine the compressive strength of hydraulic cement using standard cement mortar cubes (70.6 mm) compacted by a standard vibration machine as per IS 4031 (Part 6). Quick Summary: IS:4031 (Part-6) specifies the method for determination of compressive strength of cement using standard mortar cubes of size 70.6 mm. Cubes are prepared in a 1:3 cement–standard sand mix, compacted by vibration, cured for 3, 7 and 28 days, and tested at a loading rate of 35 N/mm²/min. The test ensures that cement meets the minimum strength requirements prescribed for OPC-43 and OPC-53 grades. See calculation & examples → Example: This test is used to check whether an OPC 43 or OPC 53 cement bag supplied to site meets BIS strength requirements at 3, 7 and 28 days. 2. Apparatus Vibration machine (12,000 ± 400 vibrations/min) Cube moulds – 70.6 mm × 70.6 mm × 70.6 mm Standard sand (IS 650 : 1966) Prodding rod Non-porous mixing plate Weighing balance Cube crushing testing machine (CTM) Mould oil, petroleum jelly Potable / distilled water Example: If your CTM capacity is 2000 kN and vibration machine speed is calibrated annually, the setup satisfies IS requirements. 3. Standard Sand (IS 650) Particle Size Range Percentage 2.0 mm – 1.0 mm 33.33% 1.0 mm – 500 micron 33.33% 500 micron – 90 micron 33.33% Example: If 900 g of standard sand is tested for gradation, each fraction should weigh approximately 300 g. 4. Mix Proportion Material Quantity Cement 200 g Standard Sand 600 g Water (P/4 + 3)% P = % water required for standard consistency (IS 4031 Part 4) Example: If standard consistency P = 26% Water = (26/4 + 3)% = 9.5% Total mass = 800 g Water = 0.095 × 800 = 76 g 5. Mixing Procedure Dry mix cement + sand for 1 minute. Add calculated water. Mix for minimum 3 minutes. Reject mix if uniform colour is not achieved within 4 minutes. Example: Dry mixing from 10:00–10:01 AM Wet mixing ends at 10:04 AM → ACCEPTABLE If mixing continues beyond 10:05 AM → REJECT batch 6. Moulding of Specimens Oil mould and base plate. Fix mould firmly on vibration table. Fill mortar in layers. Prod each layer 20 times in ~8 seconds. Vibrate for 2 minutes. Finish surface using trowel. Example: 1st layer: 20 rod blows in 8 s 2nd layer: 20 rod blows in 8 s Vibration time: 2 minutes exactly 7. Curing of Specimens Keep moulds in moist room for 24 hours. Demould and immerse in water. Maintain water temperature at 27 ± 2°C. Renew water every 7 days. Example: Casting completed at 4 PM on Day-0 Demould at 4 PM on Day-1 3-day test conducted at 4 PM on Day-3 8. Testing of Specimens Test cubes on their sides. Load rate: 35 N/mm² per minute. Test minimum three cubes. Example: For cube area 50 cm² (=5000 mm²), Load rate ≈ 175 kN per minute 9. Calculation of Compressive Strength Compressive Strength = P / A Example (kg-machine): Crushing load = 7200 kg Area = 50 cm² Strength = 7200 / 50 = 144 kg/cm² Example (kN-machine): Load = 720 kN Equivalent load = 720 × 101.97 = 73418 kg Strength = 73418 / 50 = 1468 kg/cm² 10. Minimum Strength Requirements OPC 43 Grade Cement Age Strength (MPa) kg/cm² 3 Days 23 235 7 Days 33 337 28 Days 43 438 OPC 53 Grade Cement Age Strength (MPa) kg/cm² 3 Days 27 275 7 Days 37 377 28 Days 53 540 ⬇ Download Cement Mortar Cube Test – Excel Sheet Top 10 FAQs – Compressive Strength of Cement What is the compressive strength of cement? It is the maximum load per unit area that a cement mortar cube can withstand under compression. Which IS code governs the compressive strength test of cement? IS:4031 (Part-6) specifies the procedure for determination of compressive strength of cement. Why is standard sand used in cement strength testing? Standard sand (IS:650) ensures uniform grading and repeatable test results. What is the size of cement mortar cube? Standard cube size is 70.6 mm × 70.6 mm × 70.6 mm with a cross-sectional area of 50 cm². What is the mix proportion for cement mortar cubes? Cement : Standard Sand = 1 : 3 by weight. How is water quantity calculated? Water = (P/4 + 3)% of the combined weight of cement and sand, where P is the standard consistency. What are standard curing periods? Cement mortar cubes are tested at 3 days, 7 days, and 28 days. What is the required compressive strength for OPC cement? OPC-43: 23, 33, 43 MPa and OPC-53: 27, 37, 53 MPa at 3, 7, and 28 days respectively. How is compressive strength calculated? Strength (kg/cm²) = Crushing Load (kg) / Area (cm²). Can a compression testing machine display load in kN? Yes. Load in kN must be converted into kg before calculating strength. Prepared by Kishor Kumar | Source: HighwayQualityTest.com Standard Reference: IS 4031 (Part 6) – Methods of Physical Tests for Hydraulic Cement (BIS). Quick Reference: Compressive Strength of Cement (IS:4031 Part-6) Test Objective: Determine compressive strength of standard cement mortar cubes Specimen Size: 70.6 mm × 70.6 mm cube (area = 50 cm²) Mix Proportion: Cement : Standard Sand = 1 : 3 by weight Quantity per Cube Set: Cement = 200 g, Sand = 600 g Water Content: (P/4 + 3)% of combined mass of cement and sand Standard Sand: Conforming to IS:650 (100% passing 2 mm, retained on 90 micron) Compaction: Vibration for 2 minutes @ 12,000 ± 400 vibrations/min Curing Periods: 3 days, 7 days & 28 days Loading Rate: 35 N/mm²/min during compression test Formula: Compressive Strength = P / A (kg/cm²)

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    What is Bitumen? Grade, Types, Properties

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    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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    Road Marking Methodology

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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. 🏗️ Highway Construction Methodology Hub Standard construction methodologies for highway works as per MoRTH 5th Revision and IRC Specifications. ✅ Earthwork Methodology ✅ Clearing & Grubbing Methodology ➡️ ✅ Embankment Construction Methodology ➡️ ✅ Flyash Embankment Construction Methodology ➡️ ✅ Subgrade Construction Methodology ➡️ ✅ Granular Work Methodology ✅ Granular Sub-Base (GSB) Methodology ➡️ ✅ Wet Mix Macadam (WMM) Methodology ➡️ ✅ Bituminous Work Methodology ✅ Prime Coat Application Methodology ➡️ ✅ Tack Coat Application Methodology ➡️ ✅ Dense Bituminous Macadam (DBM) Methodology ➡️ ✅ Bituminous Concrete (BC) Methodology ➡️ ✅ Profile Corrective Course of DBM ➡️ ✅ Use of Waste Plastic in Bitumen ➡️ ✅ Use of Waste Plastic in Road Construction ➡️ ✅ Thermoplastic Road Marking Methodology ➡️ ✅ Concrete Methodology ✅ Dry Lean Concrete (DLC) Methodology ➡️ ✅ PQC Road Construction Methodology ➡️ ✅ Kerb Construction Methodology ➡️

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    PQC Methodology

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    PQC Pavement Methodology (M40) – Original + Enhanced Pavement Quality Concrete (PQC) Pavement – M40 Grade 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. Enhancement – Engineering Intent: This clause establishes applicability limits of the methodology and ensures compliance with approved drawings, levels, and pavement thickness essential for structural performance. 2.0 Materials 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. Best Practice: Cement silos shall be moisture-tight. Batch-wise cement consumption shall be recorded to verify compliance with specified limits. 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. Quality Control: Each admixture shall be approved by Engineer-in-Charge based on compatibility tests with cement and aggregates used for the project. 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. Site Control: Aggregate stockpiles shall be segregated by size, kept on paved surfaces and protected from contamination and excessive moisture variation. 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. Compliance: Potable water is generally acceptable. Non-potable sources shall be tested as per IS 456 before use. 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. Execution Control: Alignment, level, and embedment depth of dowel and tie bars shall be checked before concrete placement to ensure effective load transfer. 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. Practical Tip: Joint filler boards shall be stored vertically and protected from moisture to prevent warping. 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. Durability Aspect: Proper joint sealing prevents ingress of water and incompressible materials, reducing pumping and joint deterioration. 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. Purpose: This membrane prevents loss of moisture from concrete and avoids bonding between PQC and underlying layers. 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. Technical Explanation: Flexural strength governs rigid pavement performance as it directly reflects slab behaviour under wheel loads. 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. Field Control: Slump variation beyond limits shall trigger immediate mix adjustment and investigation. 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. Enhancement – MoRTH Reference: Mixing requirements align with MoRTH Clause 602.3.2 ensuring uniformity, accurate proportioning, and consistency of PQC. 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. Engineering Intent: Transverse joints control cracking due to temperature and shrinkage stresses and ensure effective load transfer. 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. MoRTH Clause: Joint cutting and dowel positioning as per

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    Absolute Vicosity Test

    Leave a Comment / Bitumen & Bituminous Mix /

    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. 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 🧪 Bitumen Laboratory Tests – Arranged as per IS Codes ✔ Penetration Test of Bitumen – IS 1203 ✔ Softening Point of Bitumen (Ring & Ball) – IS 1205 ✔ Absolute Viscosity Test of Bitumen – IS 1206 (Part 2) ✔ Ductility Test of Bitumen – IS 1208 ✔ Bitumen Extraction Test – IS 2720 (Part 39) ✔ Marshall Stability & Flow Test – ASTM D6927 / MoRTH

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    Ductility Test

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    Ductility Test of Bitumen – Procedure, Apparatus & Limits (IS Method) Home › Bitumen Tests › Ductility Test of Bitumen Ductility Test of Bituminous Material – IS Standard Procedure 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

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    Bitumen Extraction test

    Leave a Comment / Bitumen & Bituminous Mix, Bituminous Work /

    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 Format (Excel) 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 🧪 Bitumen Laboratory Tests – Arranged as per IS Codes ✔ Penetration Test of Bitumen – IS 1203 ✔ Softening Point of Bitumen (Ring & Ball) – IS 1205 ✔ Absolute Viscosity Test of Bitumen – IS 1206 (Part 2) ✔ Ductility Test of Bitumen – IS 1208 ✔ Bitumen Extraction Test – IS 2720 (Part 39) ✔ Marshall Stability & Flow Test – ASTM D6927 / MoRTH

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