Road Materials Lesson 6 PDF

ROAD MATERIALS LESSON 6: HIGHWAY & RAILROAD ENGINEERING AGGREGATES  Department of Public Works and Highways specifications which generally provides that: “The aggregates shall consist of hard durable particles of fragments of crushed stone, crushed slag, or crushed rock or natural gra...

ROAD MATERIALS LESSON 6: HIGHWAY & RAILROAD ENGINEERING AGGREGATES  Department of Public Works and Highways specifications which generally provides that: “The aggregates shall consist of hard durable particles of fragments of crushed stone, crushed slag, or crushed rock or natural gravel” AGGREGATES  Aggregates to be classified as good quality, must undergo various test enumerated as follows:  Test for strength  Test for soundness  Test for affinity and swell  Test for shape and texture  Test for resistance to polishing  Degradation Test TEST FOR STRENGTH  The criterion for aggregate strength test is the Los Angeles Abrasion Test (AASHTO T 96)  Click the link to watch how the test conducted https://www.youtube.com/watch?v=cZ 4am1vjtrs TEST FOR SOUNDNESS  Soundness refers to the resistance of materials to deterioration from the effect of action like freezing and thawing. The common test for soundness is the application with sodium or magnesium sulfate. (AASHTO T 104)  Aggregate is considered unsound when volume changes in the aggregate induced by weather, such as alternate cycles of wetting and drying or freezing and thawing TEST FOR AFFINITY AND SWELL  Strong and durable pavement must have binder that adhere or stick firmly to the aggregate particles.  Hydrophilic is the term used when the aggregate has greater affinity for water than asphalt. Meaning they like water than asphalt.  If an aggregate is hydrophilic, the chemical bond between the aggregates and water is much stronger than those between aggregates and asphalt. TEST FOR RESISTANCE TO POLISHING  A good asphalt or concrete road design is when “the rubber tire is in direct contact with the aggregate and not with the binder” measured under the following considerations:  The aggregate surface of the road becomes polished and sticky the coefficient of friction between the road surface and the tire will be dangerously low.  The skid resistance has bearing relation with the polishing of the aggregate, prompting the road agency to consider the skid resistance measurement on existing road to be included and part of the road inventory TEST FOR SHAPE AND TEXTURE  A relatively rounded smooth aggregates particles like natural gravel is recommended for Portland Cement Concrete Pavement  The angular or cubical shape and rough surface texture aggregate has been proven excellent material for asphalt pavement because it has stronger interlocking action and well adherence of asphalt binder to the particles  A thin or elongated piece of dirt is considered undesirable material for either asphalt or concrete pavement  The AASHTO Standard Specifications for asphalt pavement aggregate has no specific stipulation as to the control of the shape or surface texture DEGRADATION TEST  Some aggregates degrade in the presence of water. This is measured through mechanical agitation in water under designation test T-210 of AASHTO. AGGREGATE FOR BITUMINOUS PAVEMENT  "The aggregates shall consist of hard, durable particles of fragments of stone or gravel and sand or other fine mineral particles free from vegetable matter and lumps or balls of clay and such nature that it can be compacted readily to form a from, stable layer. It shall conform to the grading requirements shown when tested by AASHTO T-l I and 27". AGGREGATE FOR PORTLAND CEMENT CONCRETE PAVEMENT  In order to obtain high quality concrete, road agencies have imposed almost without exception that all aggregates shall pass appropriate tests for strength, soundness, wear or the combination of these three. DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS STANDARD SPECIFICATIONS FOR AGGREGATES  Aggregate shall consist of hard, durable particles or fragments of crushed stone, crush slug or crushed or natural gravel. Material that breaks up when alternately wetted and dried shall be discarded.  Coarse aggregate is the material retained on the 2mm (NO. 10) sieve and shall have a percentage of water not more than 50 for sub-base and not more than 45 for base and surface courses  Fine Aggregate is the material passing the No. 10 sieve (2.00mm) consisting of natural, crushed sand, and fine mineral particles. The fraction passing the 0.075mm (No. 200) sieve should not be greater than 0.99 of the fraction passing the 0.425mm (No.40) sieve.  Base course, the fraction passing the 0.425mm (No.40) sieve shall have a liquid limit of not more than 25 and a plastic index (PI) not greater than 6/ For sub-base course, the liquif limit should not be greater than 35m and Plastic Index not greater than 12 MINERAL FILLER  The strength of road pavement Will be increased if dust additives which dense the graded mixture is added. It is called mineral filler that reduces the void contents in the mixture. This dust additive is not the ordinary dust that is being found in our floor or tables.  Dust additive is classified into:  Finely powdered limestone  Slag  Hydrated Lime  Portland Cement  Trap Rock Dust  Fly Ash MINERAL FILLER  The DPWH Standard Specifications relative to mineral filler states that: “Mineral filler shall consist of finely divided mineral matter such as rock dust, slag dust, hydrated lime, hydraulic cement, fly ash or other suitable mineral matter. It shall be free from organic impurities and at the time of use shall be sufficiently dry to flow freely and shall be essentially free from agglomerations”  AASHTO further stipulates that all minerals other than hydrated lime or Portland cement, the Plastic Index (PI) value shall be 4 or less. BITUMINOUS MATERIAL  Bituminous material or Asphalt in short, is a viscous liquid used as binder for aggregates in road construction. At normal temperature, asphalt is either slightly thicker than water or hard but brittle material that breaks under a hammer blow when cold. BITUMINOUS BINDERS  Asphalt cement is used as binder for almost all high types of bituminous pavement. Asphalt cement is a semi solid hydrocarbon retained after fuel and lubricating oils are removed from petroleum. The softest grade used for pavement is the 200-300 penetration. The 60-70 penetrations is the hardest type.  Cutback or Liquid Asphalt  Liquid Asphalt is a petroleum product consisting of asphalt cement with a liquid distillate (diesel, kerosene or gasoline). The less viscous asphalt contains diluents as little as 15%  The use of cutback is being frowned for two reasons (1) It is a usable fuel; (2) It is an air pollutant  Three classification: (1) Slow Curing (SC) road soil; (2) Medium Curing (MC) cutback asphalt; (3) Rapid Curing (RC) cutback asphalt EMULSIFIED ASPHALT  Emulsified asphalt is a kind of mixture wherein the minute globules of asphalt disperses in water. Asphalt content ranges from 55%-70% by weight. Emulsion could be applied or mixed at normal temperature, because when the water content evaporates, the asphalt remains. It has the following characteristics.  Excellent with wet aggregate because the water medium carries the asphalt into a superior contact with particle surfaces  It is an effective material in coating electropositive aggregate such as limestone  The Cationic Emulsion is very effective in high siliceous aggregates  Rejuvenating Agent is an emulsified petroleum resin sprayed over the surface of an old asphalt road that changes to asphaltness causing the binder to harden and cracks. EMULSIFIED ASPHALT OXIDIZED ASPHALT AND ROAD TAR  Oxidized asphalt is suitable only for roofing and similar applications. Highway used of oxidized asphalt is limited to water proofing of structures and filling joints of concrete pavement.  Road tar is a by-product of the distillation process of coal. Tars are produced from gashouse coal tar, cook oven tars and water gas tar. BITUMINOUS PAVEMENT / ASPHALT ROAD  The bituminous pavement is a combination of mineral aggregate and binders.  Qualities of Asphalt Road:  The surface must be free from cracks or raveling due to shrinkage and fatigue failure  It must withstand weather, conditions  It must be resistant to internal moisture such as water vapor  It must possess a tight of porous impermeable surface as the case may be  It must be smooth riding and skid free surface ASPHALT OVERLAY  Asphalt overlay is a layer of asphalt bound aggregate laid to an existing pavement. The purpose is to level out distorted surface or to cover cracks and joints of the pavement. CONSTRUCTION METHODS FOR ASPHALT OVERLAY  Click the link to watch the video: https://www.youtube.com/watch?v=QeqGaNmTCdc  DPWH STANDARD SPECIFICATION ITEM 200 AGGREGATE SUBBASE COURSE and ITEM 201 AGGREGATE BASE COURSE ITEM 200 – AGGREGATE SUBBASE COURSE Item 200 consists of furnishing, placing and compacting an aggregate subbase course on a prepared subgrade in accordance with Specifications and the lines, grades and cross sections shown on the Plans. The subbase is a structural layer which accepts greater compressive strength than the subgrade and thus reduces the deformation of the pavement under traffic loading. It is made of economical materials with a relatively low load bearing capacity which are place on top of subgrade of an embankment materials in order to distribute the wheel load transmitted to the subgrade.  MATERIAL REQUIREMENTS Subbase materials shall consist of hard durable particles or fragments of crushed slag, or crushed natural gravel and filler of natural or crushed sand or other finely divided mineral matter and lumps or balls of clay. REQUIREMENTS SIGNIFICANCE SUBBASE The larger particles of gradations are load bearing and the Fine passing the No. fine particles bind the coarser ones to prevent movement 200 sieve shall not Gradation between them. The gradation of base materials is very exceed two-thirds of important to achieve maximum contact between particles the fraction passing and maximum watertightness. the No. 40 sieve. In general, soils having high values of liquid limit and plasticity Liquid Limit of fines Not more than 35 index are poor as engineering materials. Plasticity Index The plasticity index gives an indication of clay content in soil. Not greater than 12 Mass percent of wear of The abrasion test determines the hardness property of coarse aggregates by Los coarse aggregates (>2mm). Strong aggregates give low Not more than 50 Angeles abrasion test aggregate crushing value. Soaked CBR value The CBR is used to evaluate the potential strength of (California Bearing Ratio) Not less than 30% soil/aggregates at maximum dry density GRADING REQUIREMENTS Liquid Limit: (Tested by ASSHTO T 89) The fraction passing 0.425 mm (No. 40) sieve shall have a liquid limit of not greater than 35 Plasticity Index: (Tested by AASHTO T 90) The fraction passing the 0.425 mm (no. 40) sieve shall have a plasticity index (PI) of not greater than 12 Abrasion Loss or Mass Percent Wear: (Tested by AASHTO T 96) The coarse portion, retained on a 2.0 mm (no. 10) sieve shall have a mass percent of wear not exceeding 50 by the Los Angeles Abrasion Tests. CBR Value: (Tested by AASHTO T 193) The material shall have a soaked CBR value of not less than 30%. This value shall obtained at the maximum dry density (MDD) as determined by AASHTO T 180, Method D). GRADING REQUIREMENTS Strength of Aggregates The following factors increase the shearing strength of aggregates. The first four factors also contribute to increase in density. A well-graded aggregate is stronger than one not well graded. The larger the maximum size of aggregates is, the greater the strength since larger particles provide greater interlocking. The more flat, broken faces the particles have, the greater the strength developed through interlocking. Compaction increases the shearing strength of aggregate of any size, shape and gradation. Rough particle surfaces increases strength because of greater friction between them. GRADING REQUIREMENTS The subbase materials should be well graded and should conform to the following grading requirements as tested by AASHTO T 11 and T 27. SIEVE DESIGNATION MASS % mm inches PASSING 50 2 100 25 1 55 - 85 9.5 3/8 40 - 75 0.075 No. 200 0 - 12 The fraction passing the 0.075 mm (No. 200) sieve shall not be greater than 0.66 (2/3) of the fraction passing the 0.425 mm (No. 40) sieve. CONSTRUCTION REQUIREMENTS Spreading and Compacting Department Order No. 70, Series of 2016 re: Adoption of Compacted Thickness of 200 mm in Item 200 – Aggregate Subbase Course and Item 201 – Aggregate Base Course in Concrete and Asphalt Paving Works of National Roads. ❑ The maximum compacted thickness per layer for both aggregate subbase and base courses is 200 mm, to be spread and compacted in one layer using vibratory roller equipment with at least ten (10) metric tons capacity, until the required field (in-situ) density of at least 100% of the prescribed maximum dry density is attained. CONSTRUCTION REQUIREMENTS Spreading and Compacting ❑ Where the required thickness is more than 200 mm, the aggregate subbase shall be spread and compacted into two (2) or more layers of approximately equal thickness and the maximum compacted thickness of any one (1) layer shall not exceed 200 mm. ❑ The moisture content of subbase material shall, if necessary be adjusted prior to compaction by watering with approve sprinklers mounted on trucks or by drying out, as required in order to obtain the required compaction. CONSTRUCTION REQUIREMENTS Spreading and Compacting ❑ On curbs headers and walls and all places not accessible to the roller, the subbase materials shall be compacted thoroughly with approved tampers or compactors. ❑ Compaction of each layer shall have a field density of at least 100 percent of the maximum dry density determined in accordance with AASHTO T-180, Method D. Compaction operation should be carried out in various stages of construction by layers and only of specified thickness. No succeeding layer shall be laid unless the previously compacted layer has been subjected to field density tests and has attained the required degree of compaction. CONSTRUCTION REQUIREMENTS Spreading and Compacting ❑ Before sub-base construction is started, a trial section shall be conducted in order to check the suitability of the materials and the efficiency of the equipment and construction method which is proposed to be used by the contractor. ❑ One trial section of about 500 m2 shall be made for every type of material and/or construction equipment proposes for use. The purpose of trial sections is to check the suitability of the materials and the efficiency of the equipment and construction method which is proposed to be used. ❑ Rolling shall progress gradually from the sides to the center, parallel to the centerline of the road and shall continue until the whole surface has been rolled. CONSTRUCTION REQUIREMENTS Spreading and Compacting ❑ If a trial section shows that the proposed materials, equipment or procedures in the Engineer’s opinion are not suitable for subbase, the material shall be removed at the Contractor’s expense, and a new trial section shall be constructed. ❑ If the basic conditions regarding the type of material or procedure change during the execution of the work, new trial sections shall be constructed. CONSTRUCTION REQUIREMENTS ALLOWABLE TOLERANCES TO THE DESIGNATED LEVEL AND TRANSVERSE SLOPES FOR A COMPACTED AGGREGATE SUBBASE Permitted variation from design + 20 mm Thickness of Layer Permitted variation from design + 10 mm Level of Surface - 20 mm Permitted Surface Irregularity 20 mm Measured by 3-m straight edge Permitted variation from design + 0.3 % Crossfall or Camber Permitted variation from design + 0.1 % Logitudinal Grade over 25 m length METHOD OF MEASUREMENT Aggregate subbase course will be measured by the cubic meter. The quantity to be paid shall be the design volume compacted in-place as shown on the Plans, and accepted in the completed course. ITEM 201 – AGGREGATE BASE COURSE Item 201 consists of furnishing, placing and compacting an aggregate base course on a prepared subgrade/subbase in accordance with Specifications and the lines, grades, thickness and typical cross-sections shown on the Plans. The base reduces the vertical compressive stress induced by traffic in the subbase and the subgrade. It is made of high quality material with a high load bearing capacity and lies close under the surfacing course material. It provides a relatively non-frost material on which to provide support for surface course and sometimes to carry traffic temporarily. MATERIAL REQUIREMENTS ❑ In some areas where the conventional base course materials are scarce or non-available, the use of 40% weathered limestone blended with 60% crushed stones or gravel shall be allowed, provided that the blended materials meet the requirements of this Item. ❑ The fraction passing the 0.075 mm (No. 200) sieve shall not be greater than 0.66 (two thirds) of the fraction passing the 0.425 mm (No. 40) sieve ❑ If filler, in addition to that naturally present, is necessary to meet the grading requirements or satisfactory bonding, it shall be uniformly blended with the base course material on the road or in a pugmill unless otherwise specified or approved sources, shall be free hard lumps and shall not contain more than 15 percent material retained on the 4.75 mm (No. 40) sieve. MATERIAL REQUIREMENTS ❑ The base course materials should conform to one of the following grading requirements: SIEVE DESIGNATION MASS % PASSING mm inches Grading A Grading B 50 2 100 37.5 1–½ - 100 25.0 1 60 – 85 - 19.0 ¾ - 60 – 85 12.5 ½ 35 – 65 - 4.75 No. 4 20 – 50 30 – 55 0.425 No. 40 5 – 20 8 – 25 0.075 No. 200 0 - 12 2 - 14  MATERIAL REQUIREMENTS Aggregates for base shall consist of hard, durable particles or fragments of crushed stone, crushed slag or crushed/natural gravel and filler of natural or crushed sand or other finely mineral matter and shall meet the following requirements/properties: REQUIREMENTS SIGNIFICANCE BASE The larger particles of gradations are load bearing and the Fine passing the No. fine particles bind the coarser ones to prevent movement 200 sieve shall not Gradation between them. The gradation of base materials is very exceed two-thirds of important to achieve maximum contact between particles the fraction passing and maximum watertightness. the No. 40 sieve. In general, soils having high values of liquid limit and plasticity Liquid Limit of fines Not more than 25 index are poor as engineering materials. Plasticity Index The plasticity index gives an indication of clay content in soil. Not greater than 6 Mass percent of wear of The abrasion test determines the hardness property of coarse aggregates by Los coarse aggregates (>2mm). Strong aggregates give low Not more than 50 Angeles abrasion test aggregate crushing value. Soaked CBR value The CBR is used to evaluate the potential strength of (California Bearing Ratio) Not less than 80% soil/aggregates at maximum dry density MATERIAL REQUIREMENTS Liquid Limit: (Tested by AASHTO T 89) The fraction passing 0.425 mm (No. 40) sieve shall have a Liquid Limit of not greater than 25 Plasticity Index: (Tested by AASHTO T 90) The fraction passing the 0.425 mm (No. 40) sieve shall have a plasticity index (PI) of not greater than 6 Abrasion Loss or Mass Percent Wear: (Tested by AASHTO T 96) The coarse portion, retained on a 2.0 mm (No. 10) sieve shall have a mass percent of wear not exceeding 50. CBR Value: (Tested by AASHTO T 193) The material passing the 19 mm (3/4 in) shall have a soaked CBR value not less than 80%. The CBR value shall be obtained at MDD by AASHTO T 180, Method D CONSTRUCTION REQUIREMENTS Spreading and Compaction The same as construction procedures as in Item 200 – Aggregate Subbase Course. ALLOWABLE TOLERANCES TO THE DESIGNATED LEVEL AND TRANSVERSE SLOPES FOR A COMPACTED AGGREGATE BASE COURSE Permitted variation from design + 10 mm Thickness of Layer Permitted variation from design + 5 mm Level of Surface - 10 mm Permitted Surface Irregularity 5 mm Measured by 3-m straight edge Permitted variation from design + 0.2 % Crossfall or Camber Permitted variation from design + 0.1 % Logitudinal Grade over 25 m length METHOD OF MEASUREMENT Aggregate Base Course will be measured by the cubic meter. The quantity to be paid shall be the design volume compacted in-place as shown on the Plans, and accepted in the completed course. No Allowance shall be given for materials placed outside the design limits shown on the cross sections. Trial sections shall not be measured separately but shall be included in the quantity of aggregate base course. DEFINITION OF TERMS 1. Liquid Limit – is defined as the lowest moisture at which the soil will flow upon the application of a very small shearing force. 2. Plastic Limit – is defined as the minimum moisture content of which the soil can be readily moulded without braking or crumbling. 3. Plasticity index – indicates compressibility, high PI means high degree of compressibility of a soil. It is also related to permeability, the higher the PI the lower the permeability, and vice-versa. The Plasticity Index is the difference between the Liquid Limit and Plastic Limit Plasticity Index = Liquid Limit – Plastic Limit DEFINITION OF TERMS 4. California Bearing Ratio (CBR) – it determines the bearing capacity of soil on its worst condition 5. Sieve Analysis – determines the grain size distribution in soils by sieve, hydrometer or a combined analysis. It is widely used in the classification and identification of soil. It is an important criteria in the classification of highway subgrade materials. 6. Abrasion Test – evaluates structural strength of coarse aggregate. An indication of quality as determined by resistance to impact and wear. DEPARTMENT ORDER AND MEMORANDUM Department Order No. 95, Series of 1991 Use Of Weathered Limestone (Anapog) As Blending Materials For Base Course (Item 201) PURPOSE: To maximize the use of locally available and good quality weathered limestone and to avoid delays in the road construction arising from scarcity/non-availability of conventional base course materials in some areas. APPLICATIONS: The use of 40% weathered limestone blended with 60% crushed stones or gravel is allowed provided that the blended materials meet the requirements of Item 201, Aggregate Base Course of the 1988 DPWH Standard Specifications for Highways, Bridges and Airports, Volume II. Memorandum Order No. 25, Series of 1986 Adequate Compaction of Subgrade, Subbase and Base Course PURPOSE: To deter/prevent the early and rapid deterioration of completed roads Adequate Compaction of Soil Structure will result in the following: Minimal future settlement Greater stability, thus reducing danger of slips Greater resistance to water absorption, or minimal change in water content To have Effective Adequate Compaction on Soil Materials: The required number and kind of compaction equipment should be at the right time and right place. Strictly follow the specified laying thickness of the soil materials Attained the required degree of compaction and observe the proper construction methods in spreading, laying and compaction.  DPWH STANDARD SPECIFICATION IN ASPHALT CONSTRUCTION Material Requirements and Method of Incorporation  ITEM 310 BITUMINOUS CONCRETE SURFACE COURSE – HOT LAID DESCRIPTION This consist of constructing a Bituminous Concrete Surface Course composed of aggregates, mineral filler and bituminous material mixed in a central plant, constructed and laid hot on a prepared base in accordance with plans and specifications. M AT E R I A L R E Q U I R E M E N T S COMPOSITON AND QUALITY OF BITUMINOUS MIXTURE JOB-MIX FORMULA The proportioning of the aggregate and asphalt should be based from laboratory trial mixes. A job-mix formula should be set and strictly followed in all batches of the asphalt mix. This formula should include provision on grading of aggregates, percentage of asphalt, temperature of aggregate and asphalt, temperature of mixture at the time of compaction, etc. M AT E R I A L R E Q U I R E M E N T S JOB-MIX FORMULA The bituminous mixture shall be composed of the following: a. aggregates The bituminous b. mineral filler material commonly used in c. hydrated lime Item 310 is ASPHALT CEMENT d. bituminous material M AT E R I A L R E Q U I R E M E N T S JOB-MIX FORMULA At least three weeks prior to production, the contractor is required to submit the following for each proposed mixture: a. job-mix formula b. laboratory test data c. samples and sources of components d. viscosity-temperature relationship M AT E R I A L R E Q U I R E M E N T S JOB-MIX FORMULA The job-mix formula should contain the following information: a. percentage of aggregates passing each specified sieve b. percentage of bituminous material to be added c. delivery temperature of mixture d. kind and percentage of additive to be used e. kind and percentage of mineral filler to be used M AT E R I A L R E Q U I R E M E N T S JOB-MIX FORMULA After the job-mix is established, all mixture furnished for the project shall conform there to within the following ranges of tolerances: Passing No.4 and larger sieves + 7% Passing No. 8 to No. 100 sieves (inclusive) + 4% Passing No. 200sieve + 2% Bituminous Material + 0.4% Temperature of Mixture + 10° C M AT E R I A L R E Q U I R E M E N T S JOB-MIX FORMULA After the job-mix is established, all mixture furnished for the project shall conform there to within the following ranges of tolerances: Minimum dry compressive strength 1.4 MPa (200 psi) Mass percent air voids 3 to 5 Index of retained strength Not less than 70 The Marshall Stability Method is the most commonly used method in the design and evaluation of bituminous concrete mixes. M AT E R I A L R E Q U I R E M E N T S JOB-MIX FORMULA A new job-mix formula shall be submitted by the Contractor in writing and approved by the Engineer prior to production every time a change in source of materials is proposed or a job-mix formula proves to be unsatisfactory. M AT E R I A L R E Q U I R E M E N T S B I T U M I N O U S M AT E R I A L The bituminous material shall either be: a. Medium Curing (MC) Cut-back Asphalt or b. Asphalt Cement M AT E R I A L R E Q U I R E M E N T S A G G R E GAT E S Aggregates for the mixture shall be sized, graded and combined to meet one of the grading requirements as shown in the Table 703.2 (Please refer to 2012 DPWH Blue Book, Volume II, page 535 of ITEM 703 – Aggregates) M AT E R I A L R E Q U I R E M E N T S MINERAL FILLER Mineral filler shall be graded within the following limits: MAXIMUM PERCENT SIEVE PASSING 0.600 mm (No.30) 100 0.300 mm (No. 50) 95-100 0.075 mm (No. 200) 70-100 It shall have a plasticity index not greater than 4. (PI are not applicable for hydraulic lime and cement) M AT E R I A L R E Q U I R E M E N T S H Y D R AT E D L I M E Type N or S should be used for the filler requirement to bituminous plant mixture because it is expected to provide pavements with greater resistance to the detrimental effects of water. M AT E R I A L R E Q U I R E M E N T S H Y D R AT E D L I M E Chemical requirements for Hydrated Lime It shall conform to the following standard chemical requirements: Calcium and Magnesium Oxides (Non-volatile basis), min % 60 % Carbon Dioxide (as received basis), max.% - If sample is taken at the place of manufacture 5% If sample is taken at any other place 7% Unhydrated oxides (as received basis) for Type S, max % 8% M AT E R I A L R E Q U I R E M E N T S H Y D R AT E D L I M E Physical requirements for Hydrated Lime a.) % Residue - retained on a 0.600 mm (No. 30) sieve shall not be more than 0.57 % - retained on a 0.075 mm (No. 200) sieve shall not be more than 15% b.) Plasticity Putty from Type S, Special Hydrate shall have a plasticity figure of not less than 200 when tested within 30 minutes after mixing with water M AT E R I A L R E Q U I R E M E N T S H Y D R AT E D L I M E Grading requirements for Hydrated Lime Sieve Designation Mass % Passing Std., mm US 0.850 No. 20 100 0.075 No. 200 85-100 M AT E R I A L R E Q U I R E M E N T S H Y D R AT E D L I M E Sampling for Hydrated Lime Samples shall be taken at the place of manufacture or at the destination agreed by concerned parties. Samples shall be taken within 24 hours of the receipt of the material when taken other than the place of manufacture. It should be conducted quickly to avoid undue exposure of material to air. Samples should not be taken from broken packages. M AT E R I A L R E Q U I R E M E N T S H Y D R AT E D L I M E Sampling for Hydrated Lime At least one percent of the packages shall be sampled but in no case shall be less than 5 packages be sampled. Individual packages shall be taken from various parts of the unit being sampled. A sampling tube shall be used to obtain at least 0.5 kg from each package. The material obtained shall be thoroughly mixed and quartered. Triplicate samples of not less than 2.5 kg each shall be taken and sealed in properly labelled, air-tight, moisture proof containers. M AT E R I A L R E Q U I R E M E N T S M I X T U R E P R O P O RT I O N Bituminous materials should be from 5.0 to 8.0 mass percent of the total dry aggregate. The exact percentage to be used shall be fixed by the Engineer in accordance with the job-mix formula and other quality control requirements. Hydrated lime to be added to the mixture during the mixing operation should be 0.5 to 1.0 mass percent of the dry aggregate basis. The lower percentage limit is applicable to predominantly calcareous aggregates. THANK YOU!!!