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    embankment construction

    Embankment Construction

    Leave a Comment / Highway Construction Methodology /

    Methodology for Embankment Construction | Highway Quality Test Methodology for Embankment Construction Scope of Work The work shall consist of the construction of embankment with approved and specified materials obtained from approved borrow areas or suitable material obtained from roadway and drain excavation, in accordance with Clause 305 of MoRTH specifications. Reference Contract Agreement IRC: SP: 84-2014 Ministry of Road Transport & Highways Specifications (MoRTH – 5th Revision) Relevant Drawings Setting Out After completion of site clearance, the limits of embankment shall be marked by fixing pegs on both sides at regular intervals. Chainage boards and working bench marks shall be established outside the construction area limits for accurate reference. Selection of Material and Borrow Areas Material The material used in embankment shall be soil, moorum, gravel, reclaimed material from pavement, fly ash, pond ash, or a combination approved by the Engineer. It must be free from logs, roots, rubbish, and any deleterious matter that could affect embankment stability. Preference shall be given to material available from roadway or structure excavation within the project limits. The material shall conform to the requirements of Clause 305.2 of MoRTH Specifications. Borrow Material The borrow material used for embankment or subgrade construction shall comply with Clause 305.2.2.2 and Clause 903.2 of MoRTH. Materials must be tested and verified for suitability before use, ensuring compliance with grading, plasticity, and compaction standards. Test results should confirm that the borrow material meets the requirements for optimum moisture content (OMC), maximum dry density (MDD), and California Bearing Ratio (CBR) prior to approval. Material Testing & Frequency Sl. No. Item Reference Code Frequency 1.1 Sand Content / Gradation IS:2720 (Part 4), MoRTH Clause 903.2 2 Tests / 3000 m³ 1.2 Atterberg’s Limits IS:2720 (Part 5), MoRTH Clause 903.2 2 Tests / 3000 m³ 1.3 Modified Proctor Test (MDD & OMC) IS:2720 (Part 8), MoRTH Clause 903.2 2 Tests / 3000 m³ 1.4 Moisture Content IS:2720 (Part 2) 1 Test / 250 m³ 1.5 CBR Test for Subgrade IS:2720 (Part 16), MoRTH Clause 903.2 1 Test / 3000 m³ 1.6 Free Swell Index Test IS:2720 (Part 40), MoRTH Clause 903.2 1 Test / 3000 m³ Equipment The following equipment shall be used for the construction of embankment as per MoRTH Clause 305: Hydraulic Excavator Dozer Dumper (Tipper Trucks) Motor Grader Vibratory Roller (8–10 tonne) Water Tanker with sprinkler Tractor Trolleys Survey Kit / Instruments Method of Operation Setting Out and Preparation: After site clearance, mark embankment limits with pegs. Keep construction toe line slightly beyond design toe line for proper compaction along edges. Preparation of Original Ground: Level the original ground, sprinkle water, and compact using rollers to achieve minimum dry density. Remove unsuitable soil and replace with approved material in layers compacted to specification. Testing of Natural Ground: The natural ground shall be tested for suitability. If the in-situ dry density is found to be less than 95% of MDD, the surface shall be scarified, moisture content adjusted to OMC, and re-compacted until the specified density is achieved. Spreading of Embankment Material: Spread material in layers: 250 mm for vibratory roller, 200 mm for static roller. Use dozer and grader. For widening, cut benches into old slope for bonding. Moisture Conditioning: Add water using sprinklers and mix with rotavator or grader until uniform near OMC. Over-wet material should dry before compaction. Compaction: Use vibratory (8–10 t) or static roller depending on soil type. Prepare trial section to determine number of passes. Roll in parallel passes overlapping one-third of roller width. Field test density with Sand Replacement Method (IS 2720 Part 28). Subsequent Layers: Place new layers only after previous layer is tested and accepted. Top levels must conform to approved drawings; maintain tolerances per Table 900-1 of MoRTH. Key Quality Control Points Field density ≥95% for embankment, 97% for subgrade. Moisture within ±2% of OMC. Maintain layer thickness uniformity using grader and survey checks. Perform compaction trials for rolling pattern and passes. Field density tested every 500 m² per layer. Ensure side slope protection and drainage before next layer. Prepared by Kishor Kumar | Source references: MoRTH (5th Revision), IS 2720 series, IRC guidelines, and industry practice. For web reference visit HighwayQualityTest.com. 🏗️ 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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    Los Angeles Abrasion Test IS 2386 Part IV

    Leave a Comment / Aggregate /

    Los Angeles Abrasion Test – Procedure, Grading & Limits (IS 2386) Highway Quality Test › Aggregate Tests Los Angeles Abrasion Test – Step-by-Step Procedure (IS 2386 Part IV) The Los Angeles Abrasion Test determines the resistance of aggregates to abrasion, wear and impact. It is one of the most important quality control tests for highway pavements and concrete works. The test is carried out as per IS 2386 (Part IV) and referenced in MoRTH Specifications (5th Revision, 2013). Step 1 – Purpose of the Test To assess the toughness and abrasion resistance of aggregates when subjected to mechanical wear. Aggregates with lower abrasion values are stronger and more durable. Step 2 – Apparatus Required Los Angeles Abrasion Machine – steel drum rotating at 30–33 rpm Steel Balls (Abrasive Charge) Diameter: 48 ± 2 mm Weight per ball: 390–445 g Hardness: 400–450 HB IS Sieves: 80, 63, 50, 40, 25, 20, 12.5, 10, 6.3 and 1.70 mm Balance: accuracy up to 1 g Oven: capable of maintaining 105–110°C Step 3 – Sample Preparation Take clean aggregates of the required size as per grading. Dry the sample in an oven at 105–110°C to constant weight. Weigh a total of 5000 g of aggregates. Step 4 – Selection of Grading (A–G) Aggregates are classified into grading groups based on nominal size. The grading determines the number of revolutions and steel balls used. Grading Aggregate Size (mm) Sample Weight (g) Revolutions Typical Use A 63–50 5000 500 GSB / Sub-base B 50–40 5000 500 WMM Base C 40–25 5000 500 DBM Base D 25–20 5000 500 Bituminous Macadam E 20–12.5 5000 1000 Bituminous Concrete F 12.5–10 5000 1000 SMA / OGPC G 10–6.3 5000 1000 Seal Coat Step 5 – Steel Ball Requirement Grading No. of Steel Balls Total Weight (g) A 12 5000 ± 25 B 11 4584 ± 25 C 8 3330 ± 20 D 6 2500 ± 15 E 12 5000 ± 25 F 12 5000 ± 25 G 12 5000 ± 25 Step 6 – Test Procedure Place aggregates and steel balls into the drum. Rotate the drum at 30–33 rpm. Run for the specified number of revolutions. Discharge the material and sieve through 1.70 mm sieve. Weigh material retained on sieve (B). Step 7 – Calculation Los Angeles Abrasion Value (%) = ((A − B) / A) × 100 Where: A = Original weight of sample (g) B = Weight retained on 1.70 mm sieve (g) Step 8 – Interpretation Lower abrasion value indicates tougher aggregates with better resistance to wear and longer pavement life. Step 9 – Permissible Limits (MoRTH 2013) Base / Sub-base: ≤ 45% Bituminous Layers: ≤ 35% Wearing Courses: ≤ 30% Frequently Asked Questions (FAQ) Which IS code specifies this test? IS 2386 (Part IV). What is sample weight? 5000 g. Machine speed? 30–33 rpm. Final sieve size? 1.70 mm. Lower value means? Better quality aggregate. © 2025 Highway Quality Test • Author: Kishor Kumar • Reference: IS 2386 (Part IV) & MoRTH (5th Revision, 2013) Related Aggregate Tests for Highway & Concrete Works Explore detailed test procedures, calculations and acceptance criteria as per IS, MoRTH & IRC specifications: ✅ Aggregate Impact Value (AIV) Test – Toughness of Aggregates ✅ Los Angeles Abrasion Test – Wear & Abrasion Resistance ✅ Aggregate Crushing Value (ACV) Test – Strength Evaluation ✅ Flakiness & Elongation Index Test – Shape Characteristics ✅ Water Absorption Test – Durability & Porosity Check 📌 Pro Tip: Use AIV, ACV, Los Angeles Abrasion, and Shape & Water Absorption Tests together to ensure aggregate suitability for bituminous layers & cement concrete as per MoRTH Section 400 & 500.

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    Penetration Test

    Leave a Comment / Bitumen & Bituminous Mix /

    Learn the complete Bitumen Penetration Test procedure as per IS 1203 and ASTM D5. Understand grades, heating precautions, and how penetration value affects pavement performance. Bitumen Penetration Test – Complete Guide for Highway Quality Control Description: Learn the complete procedure of the Bitumen Penetration Test as per IS 1203 and ASTM D5. Includes apparatus, sample preparation, heating process, and its significance in highway construction quality control. 1. Introduction The Bitumen Penetration Test is one of the most common tests performed in highway quality laboratories to determine the consistency or hardness of bitumen. It helps assess the ability of bitumen to resist deformation under load. The test result directly influences pavement flexibility, durability, and service life. 2. Definition and Standard Reference As per IS:1203 (1978) and ASTM D5, the Penetration Test determines the depth (in tenths of a millimetre) that a standard needle penetrates vertically into a bitumen sample under specific conditions of load, time, and temperature. The value obtained is known as the penetration value of the bitumen. 3. Importance of Bitumen Penetration Grade The penetration grade indicates the hardness or softness of bitumen. A higher penetration value means softer bitumen suitable for cold climates, while lower values indicate harder bitumen ideal for hot regions. Common penetration grades used in India are 30/40, 60/70, and 80/100. 4. Climate-Based Selection of Bitumen Grade Selection of bitumen grade should match the climatic conditions and traffic load. Hard grades such as VG-40 are recommended for high-temperature zones and heavy traffic, while softer grades like VG-10 are preferred in colder regions. 5. Apparatus Required for Bitumen Penetration Test Penetrometer with standard needle Water bath maintained at 25°C ± 0.1°C Sample container (metal cup) Thermometer (accurate to 0.1°C) Stopwatch 6. Sample Preparation Procedure Heat the bitumen sample to a pouring consistency (not exceeding 90°C). Pour the sample into a metal cup to a depth of about 35 mm and allow it to cool for 1 to 1.5 hours at room temperature. Place the sample in a water bath maintained at 25°C for at least 1 hour before testing. 7. Test Procedure (As per IS 1203 / ASTM D5) Place the sample under the penetrometer needle. Ensure the needle just touches the surface of the bitumen. Apply a load of 100 g for 5 seconds. Note the penetration value in tenths of a millimetre (dmm). Repeat the test at three different points not less than 10 mm apart. Calculate the average value as the final result. 8. Calculation of Penetration Value Penetration Value (dmm) = Average of three readings Example: (67 + 68 + 69) / 3 = 68 dmm 9. Importance of the Heating Process Heating bitumen must be carefully controlled to prevent oxidation and hardening. Excessive heating alters bitumen’s chemical properties, reducing penetration value and flexibility. Purpose of Heating To bring the bitumen to a fluid state for easy pouring and uniform temperature distribution without causing aging or volatility loss. The 90°C Rule – Preventing Age Hardening Bitumen should never be heated beyond 90°C during sample preparation. Higher temperatures accelerate oxidation and make the bitumen brittle, leading to premature pavement cracking. Pro Tips Always stir the sample gently while heating. Use a controlled water bath for uniform test temperature. Record temperature before and after the test to ensure consistency. 10. Significance of the Bitumen Penetration Test This test ensures that the bitumen used in road construction meets design requirements for flexibility, binding strength, and temperature susceptibility. a. Quality Control Helps verify that the bitumen supplied on site matches the approved specification before mixing. b. Performance Prediction Indicates how bitumen will behave under traffic and climatic stress conditions. c. Consistency Indicator Shows the relative hardness or softness of bitumen, which influences pavement flexibility. d. Prevents Premature Failures Using bitumen of correct penetration value minimizes cracking, rutting, and bleeding in pavements. 11. Final Thoughts The Bitumen Penetration Test is an essential quality control measure that defines the usability and performance of paving bitumen. By maintaining the correct penetration value, highway engineers can ensure durable and flexible pavements suited to Indian climatic conditions. ✅ Expert Tip Always cross-check penetration test results with Softening Point Test (IS 1205) and Viscosity Test (IS 1206) to obtain a complete understanding of bitumen behavior under varying temperature conditions. 🧪 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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