PART 1 GENERAL PROVISIONS

Transcription

1 PART 1 GENERAL PROVISIONS SECTION 1.1 ABBREVIATIONS AND DEFINITIONS ABBREVIATIONS Wherever the following abbreviations of titles, terms and units of measurement are used in the Specifications or on the Drawings, the intent and meaning shall be interpreted as described hereunder. AASHTO - American Association of State Highway and Transportation Officials ACI - American Concrete Institute ASTM - American Society for Testing and Materials BS - British Standard CBR - California Bearing Ratio DIN - Deutsches Institute Fur Normalizieung H:V - Horizontal: Vertical ISO - International Organization for Standardization L.L. - Liquid Limit L.S. - Lump Sum P.C. - Prime Cost PCC - Portland Cement Concrete P.G.L. - Profile Grade Line P.I. - Plasticity Index P.L. - Plastic Limit PVC - Polyvinyl Chloride RC - Reinforced concrete RCP - Reinforced Concrete pipe ROW - Right-of-way S.G. - Specific Gravity SI - System International D`Unites ST - Station (location along a survey line) DEFINITIONS The following words and expressions shall have the meanings assigned to them. ACCEPTED - Accepted in writing by the Engineer (or by the Employer where appropriate) as meeting the requirements of the Contract Documents and of any authorized variations thereto. Acceptance means accepted in writing as aforesaid. Acceptable means acceptable to the Engineer as aforesaid. APPROVED - Approved in writing by the Engineer, including subsequent written approval or confirmation of previous verbal approval by the Engineer. Approval means approval in writing as aforesaid.

2 DIRECTED - Directed in writing by the Engineer, including subsequent written direction or confirmation of previous verbal direction by the Engineer. ENGINEER - Project Manager, Engineer, or Supervising Engineer, all mean the Engineer or the consultant who shall be appointed by the client (PECDAR) to supervise the construction of this project. SUBGRADE - The top surface of embankment or excavated area on which the pavement structure and shoulders are constructed. Also referred to as Subgrade Surface or Subgrade Level. SUBGRADE LAYER - The top layer of material, of at least 200 mm compacted thickness, immediately below the subgrade surface. TOPPING - Selected material, comprising gravel or gravely soil of specified grading which is used to construct the subgrade layer for a compacted depth of at least 200 mm below final subgrade level. WORKING DRAWINGS - Shop drawings, steel bending schedules, stress sheets, fabrication and erection drawings, falsework drawings, and any other supplementary drawings or data which the Contractor is required to submit to the Engineer for approval, generally before such works commence. End of Section 1.1

3 SECTION 1.2 SCOPE AND CONTROL OF WORKS INTENT OF CONTRACT The intent of the Contract is to provide for the construction and completion and subsequent maintenance of the works described. The Contractor shall furnish all labor, materials, tools, equipment, transportation, supplies and facilities and shall carry out all permanent and Temporary Works and all other items necessary for proper completion of the works in accordance with all requirements of the Contract Documents CONTRACTORS WORK AREAS The Contractor shall make all necessary arrangements, regarding any land outside the Site that may be needed as work areas. the Employer will not acknowledge any liability in respect of such land. The Contractor shall locate and select sites outside the right-of-way for the use of his plant, equipment, site offices, residences, Temporary Works or any other uses which are essential during the execution of the Contract. The Contractor shall take the necessary measures for using these sites and shall be responsible for all expenses that may become due in return for such use TRAFFIC The Contractor shall at his own cost be responsible for safely maintaining traffic during construction. The Contractor shall provide and maintain all necessary diversions, temporary roads signs with posts, fencing, and lighting. He must follow the Engineer's instructions EXISTING UTILITIES AND OBSTRUCTIONS The Contractor shall, safe guard from injury or damage existing utilities below and above ground such as water lines, drains, sewer pipes, service connections, cables, valve boxes, light poles, pylons, telephone poles and any other services he may encounter within the limits of the proposed construction. The Contractor shall remove and satisfactorily dispose abandoned pipelines fences, structures and any other obstructions as may be directed by the Engineer of the Employer SIGN BOARDS The Contractor shall furnish and erect 2 metal sign boards in Arabic and English as directed by the Engineer, using approved letter sizes. Each sign board shall be erected in an approved position, one at each end of the length of road being constructed. Sign boards shall be maintained in good order at all times and sign boards and supports should be maintained in good condition after the Completion of the Works.

4 1.2.6 SURVEYING EQUIPMENT The Contractor shall provide on site suitable surveying instruments and other equipment for use in setting out and leveling of the works SETTING OUT OF WORKS The Contractor shall set out the works and obtain approval of his setting out before proceeding with construction. If, in the opinion of the Engineer, modification of the lines or grade is advisable, before or after survey, the Engineer will issue detailed instructions to the Contractor who shall revise the setting out accordingly. The Contractor shall be responsible for preservation of all existing stakes, marks and monuments and if any construction stakes or marks are destroyed or disturbed, the Contractor shall replace them at his own expense SITE CLEANING All parts of the Site, and adjacent roads affected by the works, shall be maintained in a clean and tidy condition during progress of the works. All waste and surplus materials and other rubbish resulting from the works or otherwise, shall be cleared away at intervals as directed by the Engineer. The entire site shall be delivered up on completion of the Works, in a clean, neat and presentable condition MEASUREMENT All works prescribed in this section, except relocation of utilities if specified or included in the BOQ, shall not be measured for direct payment, but shall be considered as subsidiary work, the costs of which will be deemed to be included in the Contract prices for pay items. End of Section 1.2

5 SECTION 1.3 CONTROL OF MATERIALS SOURCE TESTS All source samples shall be taken by the Contractor in the presence of the Engineer, using approved sampling procedures. All source approval tests shall be performed under the supervision of the Engineer or, when so specified, by an independent laboratory approved by the Engineer and engaged by the Contractor PROJECT CONTROL TESTS All Project Control samples shall be taken jointly by the Engineer and the Contractor. Tests shall be performed in the Site laboratory, or in situ as appropriate, under the supervision of the Engineer UNACCEPTABLE MATERIALS All materials not conforming to the requirements of the Specifications at the time they are used will be rejected and shall be removed immediately from the Site unless otherwise instructed by the Engineer. No rejected material, the defects of which have been corrected, shall be used until approval has been given. End of Section 1.3

6 SECTION 1.4 SUPERVISION STAFF SITE OFFICE The contractor shall furnish a site office for the Engineer and the Supervision Staff. The Contractor shall keep the office clean and supply it with water and electricity. The Contractor should also furnish the office with suitable furniture, equipment, and provide general services. No direct payment shall be included in the Contract for this work unless otherwise mentioned. End of Section 1.4

7 SECTION 1.5 MEASUREMENT PROCEDURES GENERAL All Works shall be measured net. All units of measurement shall be in the Metric System, unless specified otherwise. All field measurement of quantities for monthly certificates and for final payment shall be made by the contractor in the presence of the Engineer. If the Contractor fails to measure any pay items, the Engineer may, estimate quantities of such items for monthly Payment Certificate or recommend that no payment be made for the items not measured and quantities not computed until it is measured LINEAR AND AREA MEASUREMENTS All items which are to be measured by linear meter, such as pipe culverts, guardrail, under drains, etc., shall be measured parallel to the base or foundation upon which such structures are placed, unless otherwise shown on the Drawings. Unless otherwise specified, longitudinal measurements for area computations shall be made horizontally transverse measurements for area computations shall be the neat dimensions shown on the Drawings or as ordered by the Engineer. No measurements shall be made of rolled down or sloping edges of bituminous courses VOLUME MEASUREMENTS 1. Earthwork Volume Measurements The average end area method shall be used in computing quantities of earthworks. The quantities of excavation paid for under the Contract unit prices shall be limited to the lines shown on the Drawings and on approved cross sections. Excavation beyond lines shown on approved cross sections shall not be paid for unless approved by the Employer. Excavation in excess of approved cross sections will be measured for payment only in the case of unsuitable materials ordered by the Engineer to be removed. 2. Volume Measurements in Vehicles Materials to be measured by volume in the hauling vehicle shall be hauled in approved type vehicles and measured therein at the point of delivery. All vehicles shall be loaded to their level capacity and the Engineer may require loads to be relieved when the vehicles arrive at the point of delivery. End of Section 1.5

8 SECTION 1.6 SCOPE AND BASIS OF PAYMENT SCOPE OF PAYMENT The Contractor shall receive and accept compensation provided for in the contract as full payment for all labor, materials, tools, equipment, duties and other charges, overheads, profit, transport, handling, setting up, payments to others for land or use of land or damage to property of others, all Temporary Works, incidental works, necessary for proper completion of the Works and which are not paid for separately but are subsidiary to the works of pay items, including drainage to protect the works during construction laboratory equipment and personnel for testing, housing and facilities and all other items necessary for or usual to proper execution, completion and maintenance of the Works BASIS OF PAYMENT 1. Quantities determined as specified under the Measurement Subsections shall be paid for at the respective Contract prices per unit of measurement for each of the particular pay items shown in the Bills of Quantities, which prices shall be full compensation for furnishing all items necessary for proper execution, completion and maintenance of the works. 2. Wherever any Measurement Subsection specifies that no measurement shall be made for direct payment of works prescribed in the Section, performance of such works shall not be paid for directly but shall be considered as subsidiary works the costs of which will be deemed to be included in the Contract prices for pay items. 3. Wherever a Measurement Subsection is omitted from any section of these Specifications, the Works prescribed in such section shall not be measured for direct payment unless shown as pay items in the Bills of Quantities, but shall be considered as subsidiary works the costs of which will be deemed to be included in the Contract prices for pay items. End of Part 1

9 PART 2 EARTHWORKS SECTION 2.1 CLEARING AND GRUBBING SCOPE This work shall consist of all clearing and grubbing necessary for the performance of the work covered by the contract in accordance with these specifications. The areas to be cleared and/or grubbed shall be the areas staked, shown on the plans, or designated by the Engineer. The clearing and grubbing shall consist of clearing the designated areas of all trees, down timber, snags, brush, other vegetation, rubbish, and all other objectionable material, and shall include grubbing stumps, roots, and matted roots, and disposing of all spoil material resulting from the clearing and grubbing. It shall also include the removal and disposal of structures that obtrude, encroach upon, or otherwise obstruct the work, except when otherwise provided for on the plans or in the Special Provisions CONSTRUCTION 1. Clearing and grubbing shall be performed on all designated areas. Such individual trees as the Engineer may designate and mark shall be left standing and uninjured. 2. On areas staked for clearing and/or grubbing beyond the road prism slope lines, stumps may be cut flush with the ground in lieu of being removed, when so ordered by the Engineer. 3. All stumps, bushes, roots over 8 cms. in diameter, and matter roots shall be grubbed and removed to such depth that in no case will they extend closer than 45 cms. to any subgrade or shoulder surface. Such areas shall then be compacted to avoid settlement of fill or subgrade, as directed by the Engineer. 4. All organic refuse resulting from the clearing and grubbing operations shall be burned by the contractor at his expense or disposed of in other manners acceptable to the Engineer. During burning operations the contractor shall maintain appropriate safeguards to prevent any fire hazards. All other refuse shall be removed from the right-of-way and disposed of in a manner satisfactory to the Engineer MEASUREMENT The Works prescribed in this section shall not be measured for direct payment, but shall be considered as subsidiary works the costs of which will be deemed to be included in the Contract prices for pay items. End of Section 2.1

10 SECTION 2.2 ROADWAY EXCAVATION SCOPE The Works under this section shall consist of excavating and grading the roadway including side ditches, storm drains, intersections, approaches, and benches under side-hill fills; excavating of unsuitable material from roadbed and beneath embankment areas; all excavation under this section, shall be considered unclassified excavation regardless of the nature of the material excavated. 2.2 EXCAVATION All suitable soils, rock, boulders and other materials shall be excavated in such a manner that they can be utilized, if intended to be used, as embankment fill or in subgrade, shoulder or elsewhere as appropriate. Table 2.1 Soil Suitable for Embankment No. 1. Maximum dry density Not less than 1.7 (T D) 2. Organic Matter Not more than 5% (T - 267) 3. No use of A-6 A-7 Soil (AASHTO M - 145) 4. Maximum size Not more than 2/3 of the layer thickness 5. No use of high to medium expansive soil 6. CBR Not less than 8% (AASHTO T Table 2.2 Rockfill suitable for Embankment No. 1. Size 25% larger than 30 cm 50% larger than 7.5 cm 2. Bulk specific gravity Not less than Water absorption Not more than 6% 4. Testing by: (a) Plate bearing test (ME2/ME1 2.2{E=Young`s Modulus}) (b) Surveying method 5. Filling material Not A-6 or A-7 soil (AASHTO M - 145) If the Contractor chooses to excavate suitable material to waste or put it to other uses, and replace it by borrow excavation for embankment areas, this shall be undertaken at no extra cost to Employer. Materials such as existing concrete, bituminous other surfaces or other materials shall, if shown on the Drawings, be stockpiled for a specific purpose or for

11 future use. Such materials shall be excavated and handled in a manner that will exclude foreign or undesirable materials. Stockpiles shall be neatly formed and maintained in an approved manner. Suitable topsoil material if specified shall be stockpiled during excavation operations and shall subsequently be spread and compacted on embankment slopes and elsewhere as directed, to facilitate regrowth of vegetation MEASUREMENT All excavated material of whatever type shall be measured by cu.m of material excavated, which shall be deemed to include all materials encountered of any nature, including silts, clays, sand, gravel and granular materials and fractured, jointed and solid rock, and unsuitable material PAYMENT PAY ITEM UNIT OF MEASUREMENT (1) Unclassified Excavation Cubic Meter (Cu.M) End of Section 2.2

12 SECTION 2.3 EMBANKMENT CONSTRUCTION SCOPE The works under this section shall consist of constructing embankments, including preparation of the areas upon which they are to be placed: all in accordance with these Specifications and in conformity with the lines, grades, cross sections, and dimensions shown on the plans MATERIALS 1. Material for embankments shall consist of suitable material approved by the Engineer. 2. Material specified in table 2.1 or in the A-1, A-2-4, A-2-5 or A3 When confined groups as in AAHSTO M145 shall be used, if material of this character is not available then materials from A-2-6, A-2-7, A-4, A-5, groups (AASHTO M145) may be used provided it complies with table 2.1; Materials classified as A6 or A7 shall not be used. 3. The material used in rock-fill embankments shall consist predominantly of rock fragments of such size that the material can be placed in layers of the thickness prescribed conforming to requirements stated on table CONSTRUCTION 4. Prior to placing embankment material on any area it shall have been cleared and grubbed as specified in section 2.1 clearing and Grubbing. 5. If the original surface upon which embankment is to be placed is an existing roadbed, the surface shall be plowed, scarified, or otherwise broken up regardless of the height of the embankment to be placed thereon. 6. Roadway embankment consisting of soil or granular material shall be placed in horizontal layers not exceeding 250 mm thickness (before compaction), shall be compacted as specified and shall be approved prior to placing the next layer. As the compaction of each layer progresses, continuous leveling and working of the material shall be carried out to ensure uniform density. The correct moisture content shall be maintained at all times. 7. Embankments that consist of rock-soil material with sufficient soil to make rolling feasible, shall be placed and compacted in an approved manner and to the required degree of consolidation. Water shall be added as and when directed to assist in the compaction of such materials. 8. Rockfill materials shall be placed in such a manner that the larger rocks are well distributed and the voids are filled to the maximum practical extent by smaller particles, each layer shall be bladed into a neat and homogeneous mass prior to compaction.

13 2.3.4 TESTING The Engineer shall test the compaction of soils and the consolidation of rock and rock-soil materials in accordance with these Specifications to ensure that adequate compaction or consolidation has been achieved. 1. Soil-type materials Soil type materials shall be compacted to at least 90% modified maximum density for the full depth of embankment. The 400 mm of embankment material immediately below the subgrade layer shall be compacted to at least 95% modified maximum density. Soil-type materials shall be tested as follows: Proctor, classification of materials as per AASHTO: one test for every 500 lin.m or when materials change. Field Density : one test every 100 lin.m. for each layer. 2. Rock-fill type materials Rock -fill type materials shall be compacted initially with a minimum of three passes of a vibratory roller. Leveling points are then established. Short lengths of paisteel bars hammered flush with the surface of the rockfill have been found suitable for this purpose. A level reading is taken at each leveling point on top of a moveable 30 cm square flat steel plate. A hole drilled in the center of the plate will enable a visual check to be made that the plate is located centrally over the bar each time. Further readings are taken at the leveling points after two additional passes with the roller. If the average settlement is less than half of one per cent (0.5%) of the average compacted layer thickness, or as determined by the Engineer, the rockfill compaction test is complete. The total number of passes of the rolling equipment necessary to obtain the required result will establish the minimum number of passes to be used on the rock embankments. The contractor shall then use this simplified procedure, that is, the equipment, rolling pattern, and number of passes, during the construction of rock embankments. However, in no case the number of passes be less than five (5) MEASUREMENT 1. All embankment, of whatever type, shall be measured by cu. m as unclassified which shall be deemed to include all materials of any nature, including silts, clays, sand, gravel and granular materials and fractured, jointed and solid rock. 2. The volume of embankment displaced by pipe culverts, box culverts and associated end walls, bridge piers and abutments, shall be deducted from the measured volume of embankment. 3. Scarifying old roadbeds, testing, and other ancillary embankment works shall not be measured for direct payment, but shall be considered as subsidiary works the costs of which will be deemed to be included in the Contract prices for pay items.

14 2.3.6 PAYMENT PAY ITEM UNIT OF MEASUREMENT Embankment Construction Cubic Meter (Cu. M) End of Section 2.3

15 SECTION 2.4 SUBGRADE CONSTRUCTION AND TOPPING SCOPE These works shall consist of furnishing materials, constructing the subgrade layer and preparing the subgrade surface (top of subgrade) ready to receive the pavement structure and shoulders, all as and when shown on the Drawings. The subgrade layer is the 200 mm minimum depth of selected material (topping) immediately below the subgrade surface (top of subgrade) MATERIALS Topping shall consist of selected borrow material having a CBR of not less than 95% compaction of modified proctor according to AASHTO T 180 (Method D) and having a maximum P.I. of 12%. Topping gradation shall be reasonably smooth without gap grading. All topping material shall pass 75 mm sieve and not more than 18% shall pass (No.200) sieve CONSTRUCTION 1. Subgrade in Cut Where the subgrade is of a quality and CBR value at least equal to those specified for topping, the 200 mm depth of such material immediately below top of subgrade shall be scarified and all roots, sod, vegetable and other undesirable matter and stones larger than 75 mm in any dimension shall be removed. The material shall then be brought to a uniform moisture content within the specified range and compacted to 95% compaction of modified proctor according to AASHTO T 180 (Method D) maximum density. Where the subgrade is unsuitable for retention as the subgrade layer, the 200 mm depth of such material immediately below the top of subgrade layer shall be subexcavated, hauled away and disposed of. The subgrade layer shall then be constructed using approved topping materials, as specified for subgrade in embankment. 2. Subgrade in Embankment The 200 mm minimum depth of embankment immediately below top of subgrade shall consist of selected, approved topping material. The topping shall be spread in one layer over the full width of the top of embankment, brought to a uniform moisture content within the specified range and compacted to 95% compaction of modified proctor according to AASHTO T 180 (Method D) maximum density TESTING 1. Proctor, Gradation, P.I & C.B.R : one test every 500 L.m.or, when materials change 2. Field Density and layer thickness: one test every 100 Lin.m.

16 2.4.5 SURFACE TOLERANCES Finished Subgrade: Soil Rock + 10 or -30 mm + 50 or -50 mm MEASUREMENT Subgrade layer shall be measured by cu.m of approved topping material furnished, spread, compacted, completed, and accepted. No measurement or payment shall be made for Subrade layer or layers in approved in situ material including the removal of undesirable matter, compacted, completed, and accepted PAYMENT PAY ITEM METHOD OF MEASUREMENT (1) Subgrade Layers Cubic Meter (Cu.M) (topping) End of Section 2.4

17 SECTION 2.5 EXCAVATION AND STRUCTURAL BACKFILL SCOPE These works shall consist of all excavation in any material for culverts, utility ducts and underdrains; for drainage and utility structures; for retaining walls of all types; and for other major and minor structures; and disposal of all excavated material and backfilling with suitable approved material; all as and where shown on the Drawings EXCAVATION The Contractor shall notify the Engineer sufficiently in advance of the beginning of any excavation so that cross-sectional elevations and measurements may be taken of the undisturbed ground. The natural ground adjacent to the structure shall not be disturbed without permission of the Engineer. After each excavation is completed, the Contractor shall notify the Engineer to that effect, and no footing, bedding material or pipe culvert shall be placed until the Engineer has approved the depth of excavation and the character of the foundation material BACKFILLING Backfill materials shall be uniformly graded granular material, capable of being compacted to required compaction, and having adequate permeability to permit free drainage through it. Backfill material shall not be placed against any structure until approval is given. Unless otherwise shown on the Drawings structures shall be backfilled to the same requirements as specified for the adjacent embankment. Each layer of backfill shall contain material sufficient to ensure proper compaction and in no case shall any layer be greater than 200 mm thickness (before compaction). The moisture content of the backfill material shall be uniform and within the moisture range designated MEASUREMENT 1. Structural excavation and back-filling shall not be measured for direct payment, but shall be considered as subsidiary works the costs of which will be deemed to be included in the Contract prices for Concrete works. End of Part 2

18 PART 3 SUB-BASE & BASE COURSES SECTION 3.1 SUB - BASE COURSE SCOPE This work shall consist of furnishing granular sub-base material of the required class, mixing, spreading on prepared subgrade, compacting and finishing, all as and where shown on the Drawings MATERIALS 1. Granular material for use in sub-base courses, shall be a naturally occurring gravel, blended as necessary with fine or coarse material and screened to produce the specified gradation. 2. Sub-base materials delivered to the road site shall meet the requirement of class A or B as shown in table 3.1, when tested in accordance with AASHTO T-27 after dry mixing and just before spreading and compacting. The class of sub-base material to be used shall be as shown on the Drawings or otherwise as selected by the Engineer. The actual gradation shall, in all cases, be continuous and smooth within the specified limits for each class. Table 3.1 class Sieve No. 21/2 2 11/2 1 1/2 #4 #10 #40 #200 * A % B passing * When gradation test is carried after compaction a tolerance of 3% shall be given to # The sub-base material shall contain a minimum of 25% sand equivalent. 4. The loss in weight of sub-base material shall not exceed 45% after 500 revolutions, when tested in accordance with AASHTO T 96 (Los Angeles Abrasion Test). The ratio of wear loss = Abrasion after 100 Rev., should not be more than 20% of Abrasion after 500 Rev. the maximum allowed abrasion after 500 Rev. 5. The sub-base material shall have a CBR of not less than 30 when compacted at 100% of modified proctor AASHTO (T 180-D) and tested in accordance with AASHTO T When tested for soundness in accordance with AASHTO T 104, the sub-base material shall not show signs of disintegration and the percentage loss in weight after 5 cycles shall not exceed 12% in the case of the sodium sulfate test and 18% in the case of the magnesium sulfate test. 7. The portion of sub-base material, including any blended material, passing the mm (No 40) mesh sieve shall have a liquid limit (L.L.) of not more than 30 and a

19 plasticity index (P.I.) shall neither be less than 2 nor grater than 8 when tested in accordance with AASHTO T 89 and T Maximum dry density (gm/cm3) 2.05min SUBGRADE SURFACE PREPARATION The subgrade shall be inspected and approved immediately prior to commencement of sub-base construction. Any soft, yielding material shall be removed and replaced by approved topping material. Holes, depressions and other irregularities shall be made good as directed and the subgrade recompacted as necessary and finished ready to receive the sub-base course CONSTRUCTION 1. All components of sub-base course material shall be mixed thoroughly and uniformly with water in situ. The amount of water added, as approved by the Engineer, shall be such that the material will be uniform and within the specified moisture content range at the time of compaction. 2. The sub-base material shall be placed on the subgrade in uniform layer or layers not exceeding 200 mm thickness (after compaction). Where the required uncompacted thickness is greater than 250 mm but less than 500 mm, the material shall be placed in layers of equal thickness. 3. The sub-base material shall be placed to the required width using a self-propelled spreader or a motor grader water shall be applied by approved spraying equipment and thoroughly mixed with the sub-base material. 4. The sub-base material shall not be handled in such a way as to cause segregation. All segregated material shall be removed and replaced with well-graded material. 5. The sub-base material shall be compacted by means of approved compaction equipment, progressing gradually from the outside towards the center, with each succeeding pass uniformly overlapping the previous pass. 6. Rolling shall continue until the entire thickness of each sub-base layer is thoroughly and uniformly compacted to 100% compaction of modified proctor according to AASHTO 180 (Method D) maximum density. Final rolling of the completed course shall be by means an approved self-propelled roller. Rolling shall be accompanied by sufficient blading, to insure a smooth surface, free from ruts or ridges and having the proper shape. 7. Any areas inaccessible to normal compaction equipment shall be compacted by use of portable mechanical tampers until the required standard of compaction is achieved. 8. Each layer shall be completely compacted and approved prior to delivery of materials for the subsequent layer. 9. Prior to placing a subsequent layer, the existing surface shall be made sufficiently moist as directed, to ensure proper bond between the layers.

20 3.1.5 TESTING Every 200 lin.m of sub-base material or whenever there is a change in the material source shall be tested and if found satisfactory, shall be approved for compaction. Compaction shall be tested in accordance with AASHTO T 191 or any acceptable method MEASUREMENT Granular sub-base course shall be measured by cu.m of granular material furnished, screened, crushed if so specified, mixed with water, placed, spread, compacted and finished, completed, and accepted PAYMENT PAY ITEM UNIT OF MEASUREMENT (1) Granular Sub-base Course Cubic Meter (Cu.M) End of Section 3.1

21 SECTION 3.2 BASE COURSE SCOPE This works shall consist of furnishing crushed aggregate base course material of the required class, mixing, spreading on prepared sub-base course, compacting and finishing, all as and where shown on the Drawings MATERIALS 1. Aggregate for use in base course construction shall be crushed stone. 2. Crushed aggregate for base course delivered to road site shall meet the requirements of class A or B gradations as shown in Table 3.2, when tested in accordance with AASHTO T 27 after dry mixing and just before spreading and prior to compacting. The class of aggregate to be used shall be as shown on the Drawings or otherwise as selected by the Engineer. The actual gradation shall, in all cases, be continuous and smooth within the specified limits for each class. Table 3.2 class Sieve No. 2 11/2 1 3/4 1/2 3/8 #4 #10 #40 #200 * A % B passing * When gradation test is carried after compaction a tolerance of 3% shall be given to # Crushed stone and crushed gravel shall consist of hard, durable and sound particles or fragments of stone, free from other deleterious substances not mention below, other requirements are gypsum, or flaky particles. 4. The base course material shall contain a minimum of 35% sand equivalent at any stage of construction. 5. The loss in weight shall not exceed 45% after 500 revolutions, when tested in accordance with AASHTO T 96 (Los Angeles Abrasion Test). The ratio of wear loss = Abrasion after 100 Rev., should not be more than 20% of Abrasion after 500 Rev. the maximum allowed abrasion after 500 Rev. 6. The crushed aggregate base course material shall have a CBR of not less than 80 when compacted at 100% of modified proctor AASHTO (T180-D) and tested in accordance with AASHTO T When tested for soundness in accordance with AASHTO T 104, the material shall not show signs of disintegration and the loss by weight shall not exceed 12% in the case of the sodium sulfate test and 18% in the case of the magnesium sulfate test. 8. The portion of aggregate, including any blended material, passing the mm (No.40) mesh sieve shall have a liquid limit (L.L.) of not more than 25 and plasticity index (P.I) 2-6 when tested in accordance with AASHTO T 89 and T 90. In case of using cohesionless base course material the exposed surface shall exhibit intact and coherent surface to resist water erosion and fretting, the contractor at his own expense shall ensure such property.

22 9. Elongated and flaky particles should not exceed a maximum of 35% each. 10. Maximum Dry density (g/cm 3 ) 2.1 min CONSTRUCTION 1. All components of base course material may be premixed with water, in a pugmill mixing plant or on site. The amount of water added, as determined, shall be such that the material will be uniform and within the specified moisture content range at the time of compaction. The Engineer may allow other methods of mixing provided such method(s) do not reduce the standard of work required. 2. The premixed material shall be placed on the sub-base in a uniform layer or layers not exceeding 250 mm in thickness (before compaction). Where the required uncompacted thickness is greater than 250 mm but less than 500 mm, the material shall be placed in layers of equal thickness. 3. The base course material shall be placed to the required width using a self-propelled spreader or motor grader, and shall be delivered such that it is ready for compaction without further shaping. 4. The material shall not be handled in such a way as to cause segregation. All segregated material shall be removed and replaced with well-graded material. 5. The base course material shall be compacted by means of approved compaction equipment, progressing gradually from the outside towards the center, with each succeeding pass uniformly overlapping the previous pass. 6. Rolling shall continue until the entire thickness of each base layer is thoroughly and uniformly compacted to 100% compaction of modified proctor according to AASHTO T 180 (Method D) maximum density. Final rolling of the completed course shall be by means of an approved self-propelled roller. Rolling shall be accompanied by sufficient blading, to ensure a smooth surface, free from ruts or ridges and having the proper shape. When additional water is required, it shall be applied in an approved manner. 7. Any areas inaccessible to normal compaction equipment shall be compacted by use of portable mechanical tampers until the required standard of compaction is achieved, or to the satisfaction of the Engineer. 8. Each layer shall be completely compacted and approved prior to delivery of materials for the following layer. 9. Prior to placing a following layer, the surface shall be made sufficiently moist as directed, to ensure proper bond between the layers TESTING Every 200 lin.m of base course material or whenever there is a change in the material source shall be subject to a full set of tests after mixing in situ and if found satisfactory, shall be approved for compaction Compaction shall be tested every 150 Lin.m in accordance with AASHTO T 191 or any acceptable method TOLERANCES

23 The tolerances on elevations of finished surface shall be +10 or -15 mm MEASUREMENT Aggregate Base Course shall be measured by cu.m of aggregate materials furnished, mixed with water, placed, spread, compacted and finished, completed, and accepted PAYMENT PAY ITEM UNIT OF MEASUREMENT (1) Aggregate Base Course Cubic Meter (Cu.M) End of Part 3 PART 4

24 ASPHALT WORKS SECTION 4.1 BITUMINOUS PRIME & TACK COAT SCOPE These works shall consist of furnishing and applying MC cutback bitumen prime coat to a previously constructed subgrade, sub-base or aggregate base course, shoulders, and furnishing and applying RC cutback bitumen or emulsified bitumen as a tack coat to a previously constructed bituminous base or wearing surface to provide bond for a superimposed bituminous course; all as and where shown on the Drawings MATERIALS 1. Medium - Curing Cutback Bitumen MC-70 cutback bitumen (for prime coats) shall conform with the requirements of AASHTO M 82 or equivalent. 2. Rapid-Curing Cutback Bitumen RC-250 cutback bitumen (for tack coats) shall conform with the requirements of AASHTO M 81or equivalent APPLICATION PROCEDURES 1. Application of prime coats and tack coats shall be performed only when the surface to be treated is sufficiently dry for tack coat and sufficiently moist for prime coat, and when the atmospheric temperature is above 10 C for the application of tack coat, 15 C for the application of prime coat. There should be no fog, rain, strong winds, dusty conditions, or dust storms. 2. Traffic shall not be permitted on surfaces after they have been cleaned and prepared for prime or tack coat application. 3. The Contractor shall maintain prime coats and tack coats intact until they are covered by the subsequent pavement course. Any area where the coats have been damaged shall be cleaned of all loose material, any surface defects repaired and the coat reapplied at the Contractor s expense 4. Prime coat (MC-70) shall be applied at the rate selected by the Engineer (1-1.5 kg/m2). 5. Prime coats shall be cured for 3 days before traffic is allowed on it or before the succeeding pavement layer is placed, or as directed by the Engineer.

25 6. Tack coat (RC-250) application shall be applied on clean dry surface and the rate shall be as ordered by the Engineer ( kg/m2). 7. The tack coat shall be allowed to dry only until it is in a suitable tacky condition to receive the superimposed bituminous course. Tack coat application shall not proceed so far in advance of the following course that it dries out completely MEASUREMENT 1. Bituminous Prime Coat shall be measured in Sq.M of bituminous material of each type furnished, applied, completed and accepted. 2. Bituminous Tack Coat shall be measured in Sq.M of bituminous material of each type furnished, applied, completed and accepted PAYMENT PAY ITEM UNIT OF MEASUREMENT (1) Bituminous Prime Coat Square Meter (Sq.M.) (2) Bituminous Tack Coat Square Meter (Sq.M.) End of Section 4.1

26 SECTION 4.2 BITUMINOUS BINDER & WEARING COURSE SCOPE These Works shall consist of furnishing materials, mixing at a central mixing plant, and spreading and compacting bituminous binder course and bituminous wearing course on an approved base course as and where shown on the Drawings MATERIALS 1. Aggregates 1. Aggregates for use in bituminous binder and wearing courses, and leveling course shall consist of crushed stone. 2. Coarse aggregate shall be the fraction of crushed aggregate material retained on 4.75 mm (No. 4) sieve. Fine aggregate shall be the fraction of crushed aggregate material passing 4.75 mm (No.4) sieve. Mineral filler shall be added when the combined grading of coarse and fine aggregates is deficient in material passing mm (No.200) sieve. 3. The material from hot bins passing the number 40 sieve (0.425mm) when tested in accordance with AASHTO T90 shall be non plastic. In addition the material from coldbins should not have P1 larger than The percentage by weight of friable particles, clay lumps, and the deleterious matter shall not exceed 0.5% as determined by AASHTO T The flakiness index and the elongation index test should be conducted in accordance with BS 812, the following are the maximum limits: Wearing Course Binder Course Flakiness Index F Elongation Index E Combined coarse and fine aggregates for bituminous mixes, including mineral filler, when tested in accordance with AASHTO T 27 and T11, shall conform to the gradations shown in Table

27 Table GRADATION OF COMBINED COARSE AND FINE AGGREGATES FOR BITUMINOUS MIXES Sieve Size Percent Passing by-weight Gradation Binder Course Wearing Course Thin Course* Thin Course* (1 ) (3/4 ) (1/2 ) 3/8 ) / / / No No No No No No No No No No No * For less than 4 cms wearing or leveling courses. 7. The loss in weight of aggregate after 500 revolutions, when tested in accordance with AASHTO T 96, shall not exceed 35%. Ratio of wear loss = Abrasion after 100 Rev., less than or equal 25 Abrasion after 500 Rev. 8. When tested for soundness in accordance with AASHTO T 104 the coarse aggregate (retained on No.4 sieve) shall not show signs of disintegration and the loss by weight after 5 cycles shall not exceed 9% in the case of the sodium sulfate test and 12% in the case of the magnesium sulfate test. 9. When tested for resistance to stripping in accordance with the AASHTO T-182 at least 95% coated particles should be achieved. 10. The material shall contain a minimum 60% sand equivalent. Test sample shall be taken from hot bins. 2. Mineral Filler Mineral filler where required shall consist of limestone dust, dolomite dust, Portland cement, or other nonplastic mineral matter from sources approved by the Engineer. It shall be free from foreign or other objectionable material. It shall be dry and free from lumps and when tested by means of laboratory sieves shall meet the following grading requirements:

28 Sieve designation Percentage by weight passing Square mesh sieves (AASHO T 27 No. 30 (.60 mm) 100 No. 80 (.18 mm) No. 200 (.07 mm) Bitumen Unless otherwise shown on the Drawings, bitumen for binder and wearing courses construction shall be 60/70 or equivalent penetration graded bitumen, and or any other suitable grade for the climatic condition of the project. Wearing Course Binder Course Bitumen Content % Job-Mix Formula All mixtures furnished shall conform to the job-mix formula set by the Engineer, within the ranges of tolerance specified. Each day the Engineer shall take as many samples of the materials and mixture as he considers necessary for checking the required uniformity of the mixture. When unsatisfactory results or changed conditions make it necessary, the Engineer may establish a new job mix. Should a change in a material be encountered or should a change in a source of material be made, a new job-mix formula shall be submitted and approved before the mixture containing the new material is delivered. Job materials will be rejected if they are found to have void or other characteristics requiring, for a balanced mix, a bitumen content range greater or less than the specified range. The job mix for bituminous binder and wearing courses shall conform to the following composition limits, as shown in Table Table JOB MIX REQUIREMENTS TO BITUMINOUS BINDER AND WEARING COURSE No Property Heavy Traffic Medium- light Traffic Binder Wearing Binder Wearing 1. Marshall Stability min.(kg) Flow (mm/s) Voids in Mineral Aggregate (VMA) 13 (-1) 14 (-1) 13 (-1) 14 (-1) 4. Air Voids (%) Stiffness (kg/mm) 500 Min 500 Min 400 Min 400 Min 6. * Loss of Stability (%) 25 max 25 max 25 max 25 max *Loss of stability after 30 minutes versus stability after 24 hours for samples immersed in water at 60 C

29 5. Tolerances After the job-mix Formula has been established and approved, all subsequent mixes shall conform to it within the following ranges of: Property Passing sieves 3/8 (9.5mm) and larger Passing sieves between 3/8 (9.5 mm) and No. 200 sieve (.075 mm) Passing No. 200 sieve (.075mm) Bitumen Temperature of mixture when emptied from mixer Temperature of mixture on delivery on road Variation + or -5 percent + or -4 percent + or -1.5 percent + or percent + or -11 C + or -11 C The job Mix Formula shall be re-established if the source of aggregate, filler or bitumen is changed CONSTRUCTION 3. Rolling 1. Surface Preparation Preparation of the surface upon which the bituminous binder course and the bituminous wearing course mixes are to be laid, and the use of prime and tack coats, shall be appropriate to the type and condition of such surfaces. 2. Delivery and Spreading Asphalt concrete shall be delivered to site at 130 C to 150 C. The asphalt concrete shall be dumped from the vehicles directly into the paving machine. Stocking is strictly forbidden. The paving machine must be self-propelled. Placement of asphalt concrete shall start with a thickness 15 to 20% more than the required compacted thickness. The contractor shall obtain the approval of the Engineer before starting and coordinate with him regarding the paving method. 1. Initial breakdown rolling shall be carried out by use of steel rollers (10 tons). These rollers shall be purpose made for compaction of hot bituminous courses minimum rolling temperature is 120 C. The asphalt concrete layer must tolerate the movement of rollers without tearing or cracking. If the rolling temperature drops below the minimum, the asphalt layer must be removed and replaced. 2. Intermediate rolling shall be carried out by use of 2 self-propelled, tandem pneumatic smooth-tired rollers with sufficient passes to accomplish the required density. 3. Final rolling shall be carried out by use of 2, 2 - axle tandem steel - tired rollers. 4. Rolling should start at the low side and progress to the high side with overlapping longitudinal trips parallel to the centerline, and from the edge of roads towards the centerline. Each tire of the roller shall be wiped with water as often as necessary to prevent asphalt concrete clinging to the tires. 4. Standard of Compaction

30 The compacted density of the bituminous wearing course shall be not less than 98% of the average Marshall bulk density obtained in the laboratory using 75 blows TESTING 1. The Marshall bulk specific gravity shall be determined in accordance with AASHTO T 166. The Marshall specimens shall be prepared from the same material used in construction, taken from samples of fresh bituminous mix. 2. The bulk specific gravity of the mix as placed and compacted in situ shall be determined from 100 mm nominal diameter core samples, or slab samples cut from each compacted layer on the road at locations designated by the Engineer. - Samples for in situ bulk specific gravity determinations shall be taken with a minimum frequency of sampling of one sample every 200 m. 3. The Contractor shall compensate for minor deficiencies in the thickness of any bituminous course in the pavement structure by increasing the thickness of the subsequent bituminous course. After completion of the final (wearing) course any deficiencies in the thickness of any course which have not been compensated for by increasing the thickness of a subsequent course, will be considered in the final (wearing) course. 4. When the measurement of the core from any paved section is not deficient by more than 3 mm from the specified thickness, the core will be deemed to be of the specified thickness as shown on the Drawings, full payment will be made. 5. Any deficiencies in the total thickness of bituminous courses more than 3mm but not more than 10mm shall be subject to a proportional reduction in the area of final (wearing) course measured for payment. Alternatively, the Contractor shall construct all at his own expense, a wearing course overlay, if practicable in the judgment of the Engineer. Any such overlay shall be a minimum of 40 mm compacted thickness and to the specified standard of the course it is overlaying MEASUREMENT Bituminous Binder Course and Bituminous Wearing Course shall be measured by sq.m of mix furnished, spread compacted, completed and accepted. Measurements shall be of the areas and thickness as shown on the Drawings PAYMENT PAY ITEM UNIT OF MEASUREMENT (1) Bituminous Binder Course Square Meter (Sq.M.) (2) Bituminous Wearing Course square Meter (Sq.M.) End of Section 4.2

31 SECTION 4.3 PATCHING & LEVELING COURSE SCOPE These works shall consist of furnishing materials, mixing at a central mixing plant, and Spreading and compacting bituminous wearing course on an existing pavement surface, as and where shown on the Drawings or directed MATERIALS Unless otherwise mentioned, materials shall conform with the requirements of section Bituminous Binder and Wearing Courses CONSTRUCTION 1. Prior to placing the leveling courses the existing pavement surface shall be prepared in accordance with the relevant requirements of section 4.1 prime and tack coats applications. 2. Damaged pavement surfaces shall, where directed, be repaired by patching prior to receiving the bituminous leveling course. The extent of patching shall be as directed. 3. Areas of existing pavement to be patched shall be cut out to neat lines to a depth ordered by the Engineer, thoroughly cleaned, and the exposed edges of pavement painted or sprayed with a thin coat of rapid curing cutback bitumen Grade RC-250 or equivalent in accordance with the relevant requirements of section 4.1 Bituminous Prime and Tack Coats. The cut out pavement shall be patched with bituminous material as directed. 4. Patching shall be carried out in layers not exceeding 80 mm in thickness. Each layer shall be thoroughly compacted by means of approved pneumatic tampers prior to placing the succeeding layer. Each layer shall be protected from damage and all dirt or foreign material shall be removed before placing subsequent layers. The final layer shall be rolled with a heavy roller. Each layer shall be app-roved prior to placement of subsequent layers. 5. All cut-out pavement material and surplus patching material shall be removed from the site and disposed of by the Contractor prior to placing the leveling courses. 6. In areas where leveling courses are required, the contractor shall take cross sections of the existing pavement after completing any patching. The cross sections will be taken at intervals of 12.5 meters or as directed. When the survey is approved, the Engineer will determine and inform the contractor of the locations, grades and thickness of leveling courses to obtain the desired surface MEASUREMENT Bituminous leveling courses shall be measured by Ton of mix furnished, spread, compacted, completed and accepted. Patching shall be measured by Ton of mix furnished, spread, compacted, completed and accepted.