BID DOCUMENT II SPECIFICATIONS (VOL-2/4) · new bohol airport construction and sustainable environment protection project (loan no: ph-p256) bid document ii specifications (vol-2/4)

NEW BOHOL AIRPORT CONSTRUCTION

AND SUSTAINABLE ENVIRONMENT

PROTECTION PROJECT

(Loan No: PH-P256)

BID DOCUMENT II

SPECIFICATIONS (VOL-2/4)

Section 2000 Series: Civil Works Section 3000 Series: Utility Works

August 2013

JICA Design Consultant Joint Venture

New Bohol Airport Construction and Sustainable Environmental Protection Project

Specifications

2000 Series: Civil Works

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2000 Series: Civil Works

Section 2000 Series - (i)

SPECIFICATION

SECTION 2000 SERIES: CIVIL WORKS

INDEX

SECTION 2100: EARTHWORKS

SECTION 2050: CIVIL WORKS GENERAL REQUIREMENTS .................................................. 1 1.0 Scope ............................................................................................................................................ 1 2.0 Submisison ................................................................................................................................... 2 SECTION 2110: CLEARING AND GRUBBING .............................................................................. 4 1.0 Scope of Work .............................................................................................................................. 4 2.0 Construction Methods .................................................................................................................. 4 3.0 Measurement and Rates ................................................................................................................ 4 SECTION 2120: TOPSOIL REMOVAL ............................................................................................. 6 1.0 Scope of Work .............................................................................................................................. 6 2.0 Surveys ......................................................................................................................................... 6 3.0 Construction Methods .................................................................................................................. 6 4.0 Measurement and Rates ................................................................................................................ 7 SECTION 2130: EXCAVATION ......................................................................................................... 8 1.0 Scope of Work .............................................................................................................................. 8 2.0 Classfication of Excavation .......................................................................................................... 8 3.0 Construction Methods .................................................................................................................. 9 4.0 Quality Control ............................................................................................................................ 11 5.0 Measurement and Rates ............................................................................................................... 11 SECTION 2140: EMBANKMENT .................................................................................................... 13 1.0 Scope of Work ............................................................................................................................ 13 2.0 Classification of Embankment ................................................................................................... 13 3.0 Materials ..................................................................................................................................... 13 4.0 Construction Method .................................................................................................................. 14 5.0 Compaction Trials ...................................................................................................................... 15 6.0 Control of Traffic on Completed Surfaces ................................................................................. 16 7.0 Quality Control ........................................................................................................................... 16 8.0 Measurement and Rates .............................................................................................................. 16 SECTION 2150: SUBGRADE PREPARATION .............................................................................. 19 1.0 Scope of Work ............................................................................................................................ 19 2.0 Construction Methods ................................................................................................................ 19 3.0 Quality Control ........................................................................................................................... 20 4.0 Measurement and Rates .............................................................................................................. 20 SECTION 2200: PAVEMENT WORKS SECTION 2210: GRANULAR SUBBASE COURSE ...................................................................... 22 1.0 Scope of Work ............................................................................................................................ 22 2.0 Materials ..................................................................................................................................... 22 3.0 Construction Methods ................................................................................................................ 23 4.0 Quality Control ........................................................................................................................... 25


Section 2000 Series - (ii)

5.0 Measurement and Rates .............................................................................................................. 25 SECTION 2220: GRADED CRUSHED AGGREGATE BASE COURSE .................................... 28 1.0 Scope of Work ............................................................................................................................ 28 2.0 Materials ..................................................................................................................................... 28 3.0 Construction Methods ................................................................................................................ 29 4.0 Quality Control ........................................................................................................................... 30 5.0 Measurement and Rates .............................................................................................................. 30 SECTION 2230: ASPHALT TREATED BASE COURSE............................................................... 33 1.0 Scope of Work ............................................................................................................................ 33 2.0 Materials ..................................................................................................................................... 33 3.0 Storage of Materials ................................................................................................................... 34 4.0 Construction Methods ................................................................................................................ 34 5.0 Quality Control ........................................................................................................................... 38 6.0 Measurement and Rates .............................................................................................................. 39 SECTION 2240: ASPHALT CONCRETE SURFACE AND BINDER COURSE ......................... 44 1.0 Scope of Work ............................................................................................................................ 44 2.0 Materials ..................................................................................................................................... 44 3.0 Storage of Materials ................................................................................................................... 45 4.0 Construction Methods ................................................................................................................ 45 5.0 Quality Control ........................................................................................................................... 47 6.0 Measurement and Rates .............................................................................................................. 48 11. SECTION 2250: PRIME COAT ................................................................................................. 52 1.0 Scope of Work ............................................................................................................................ 52 2.0 Materials ..................................................................................................................................... 52 3.0 Construction Methods ................................................................................................................ 52 4.0 Quality Control ........................................................................................................................... 53 5.0 Measurement and Rates .............................................................................................................. 53 SECTION 2260: TACK COAT .......................................................................................................... 56 1.0 Scope of Work ............................................................................................................................ 56 2.0 Materials ..................................................................................................................................... 56 3.0 Construction Methods ................................................................................................................ 56 4.0 Quality Control ........................................................................................................................... 57 5.0 Measurement and Rates .............................................................................................................. 57 SECTION 2270: CEMENT TREATED BASE COURSE ............................................................... 59 1.0 Scope of Work ............................................................................................................................ 59 2.0 Materials ..................................................................................................................................... 59 3.0 Storage of Materials ................................................................................................................... 60 4.0 Contractor’s Equipment and Plant .............................................................................................. 61 5.0 Construction Methods ................................................................................................................ 61 6.0 Quality Control ........................................................................................................................... 62 7.0 Measurement and Rates .............................................................................................................. 63 SECTION 2280: PORTLAND CEMENT CONCRETE PAVEMENT .......................................... 66 1.0 Scope of Work ............................................................................................................................ 66 2.0 Meterials ..................................................................................................................................... 66 3.0 Storage of Meterials ................................................................................................................... 68 4.0 Construction Methods ................................................................................................................ 69 5.0 Quality Control ........................................................................................................................... 82 6.0 Measurement and Rates .............................................................................................................. 83


Section 2000 Series - (iii)

SECTION 2290: PAVEMENT MARKING....................................................................................... 90 1.0 Scope of Work ............................................................................................................................ 90 2.0 Meterials ..................................................................................................................................... 90 3.0 Construction Methods ................................................................................................................ 90 4.0 Quality Control ........................................................................................................................... 91 5.0 Measurement and Rates .............................................................................................................. 92 SECTION 2300: DRAINAGE SYSTEM SECTION 2310: DRAINAGE SYSTEM .......................................................................................... 94 1.0 Applicable Scope of Work .......................................................................................................... 94 2.0 Contractor’s Design .................................................................................................................... 94 3.0 Diversion and / or Drain Canals ................................................................................................. 94 4.0 Meterials ..................................................................................................................................... 94 5.0 Construction ............................................................................................................................... 97 6.0 Quality Control ......................................................................................................................... 100 7.0 Measurement and Rates ............................................................................................................ 100 SECTION 2400: MISCELLANEOUS WORKS SECTION 2410: CURBSTONE, GUTTER AND WALKWAY ..................................................... 104 1.0 Scope of Work .......................................................................................................................... 104 2.0 Materials ................................................................................................................................... 104 3.0 Construction Methods .............................................................................................................. 105 4.0 Measurement and Rates ............................................................................................................ 105 SECTION 2420: FENCE AND GATES .......................................................................................... 107 1.0 Scope of Work .......................................................................................................................... 107 2.0 Standards .................................................................................................................................. 107 3.0 General Requirements .............................................................................................................. 107 4.0 Delivery, Storage and Handling................................................................................................ 107 5.0 Meterials ................................................................................................................................... 109 6.0 Construction Methods .............................................................................................................. 109 7.0 Quality Control .......................................................................................................................... 110 8.0 Measurement and Rates ............................................................................................................. 110 SECTION 2430: ROAD SIGNS AND GUIDE SIGNS ................................................................... 112 1.0 Scope of Work ........................................................................................................................... 112 2.0 Standards ................................................................................................................................... 112 3.0 General Requirements ............................................................................................................... 112 4.0 Delivery, Storage and Handling................................................................................................. 112 5.0 Materials .................................................................................................................................... 113 6.0 Construction Methods ............................................................................................................... 114 7.0 Quality Control .......................................................................................................................... 115 8.0 Measurement and Rates ............................................................................................................. 115 SECTION 2440: FLAGPOLES ........................................................................................................ 117 1.0 Scope of Work ........................................................................................................................... 117 2.0 Delivery and Storage ................................................................................................................. 117 3.0 Components ............................................................................................................................... 117 4.0 Installation ................................................................................................................................. 118 5.0 Measurement and Rates ............................................................................................................. 118


Section 2000 Series - (iv)

SECTION 2500: LANDSCAPING SECTION 2510: TOPSOILING ....................................................................................................... 119 1.0 Scope of Work ........................................................................................................................... 119 2.0 Topsoil ....................................................................................................................................... 119 3.0 Construction Methods ............................................................................................................... 119 4.0 Measurement and Rates ............................................................................................................ 120 SECTION 2520: PLANTING, SODDING AND HAYDROSEEDING ........................................ 121 1.0 Scope of Work .......................................................................................................................... 121 2.0 Planting ..................................................................................................................................... 121 3.0 Sodding ..................................................................................................................................... 125 4.0 Measurement and Rates ............................................................................................................ 130 SECTION 2530: IRRIGTION SYSTEM ........................................................................................ 131 1.0 Scope of Work .......................................................................................................................... 131 2.0 Performance Requirements ...................................................................................................... 131 3.0 Material .................................................................................................................................... 131 4.0 Construction Method ................................................................................................................ 134 5.0 Quality Control ......................................................................................................................... 135 6.0 Measurement and Rates ............................................................................................................ 135 SECTION 2540: MAINTENANCE DURING DEFECT NOTIFICATION PERIOD ............... 136 1.0 Scope of the Work .................................................................................................................... 136 2.0 Method and Procedure .............................................................................................................. 136 3.0 Measurement and Rates ............................................................................................................ 140

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2050: Civil Work General Requirements

Section 2000 / Page - 1

1.SECTION 2050

CIVIL WORKS GENERAL REQUIREMENTS

1.0 SCOPE

1.1. Civil Works under Component-2 shall generally include construction and completion of the following infrastructure as specified in the Drawings and Bill of Quantities:

(1) Construction of Access Road from junction of Bohol Central Highway to the terminal area including earthworks, pavement works, drainage, miscellaneous including signage, road marking, landscaping including sodding and road lighting;

(2) Water supply piping installation and associated works along with the road shoulder of access road from junction with the Central Highway to the pump house in the terminal area;

(3) Construction of runway strip, subgrade and pavement of runway, taxiways and apron as airside infrastructure including earthwork, pavement, drainage and associated works such marking and landscaping;

(4) Construction of perimeter roads and security fencing / gates around the airport boundary and terminal area;

(5) Construction of car parks, road system in the terminal area and associated works including car park lighting, marking, guide sing, walkway, flagpoles and landscaping;

(6) Drainage system of the entire airport boundary and in the terminal area including soaking yard

1.2. The Specifications of Section 2000 Series: Civil Works shall apply generally to all Civil Works under Compoment-2 consisting of construction of Access Road and Airside Infrastructure, and to other relevant works from Component-3 to Component-6 under the Contract.

1.3. Section 2000 Series Specifications shall cover of the following subsections;

(1) Section 2050: Civil Works Particular Requirements

(2) Section 2100: Earthworks

(3) Section 2200: Pavement

(4) Section 2300: Drainage System

(5) Section 2400: Miscellaneous

(6) Section 2500: Landscaping

1.4. The provisions herein are additional to, and are to be read in conjunction with Section 1000, and are particular to this Section 2000 of the Specification.

1.5. The Contractor shall be responsible for preserving the integrity of all pavement structures including all drainage and service trenches therein. In particular the Contractor shall properly coordinate all related mechanical, electrical, utility and aeronautical ground lighting works and plan and execute the Civil Works in such a sequence so as to avoid the breaking up and reinstatement of finished or semi-finished pavement surfaces and structures for drainage, mechanical, electrical or utility works.

1.6. The Particular Requirements are broad-scope and specify requirements in general terms only.

1.7. The Contractor shall be responsible for all works necessary to provide work and operations



as intended under and required by these specifications.

1.8. Any items of Work which are not indicated on the Drawings or described in the Specifications but which are necessary to provide complete and operable Civil Works shall be deemed to be included under the Contract.

1.9. All associated Plant, materials and workmanship included in this Section, (such as concrete, steelwork, metalwork, finishing, electrical, mechanical works and the like) shall comply fully with the Specifications for other Section, unless otherwise particularly specified in this Section.

1.10. Unless specified otherwise, all such associated Plant, materials and workmanship under the respective Section shall be executed in full accordance with the requirements and rules of these other applicable Sections of the Specification.

2.0 SUBMISISON

2.1. Prior to commencement of each works under the Civil Works, the Contractor shall prepare a detailed Method Statement describing the labour, materials and Contractor’s Equipment to be used and the method of work execution and obtain the Engineer’s written approval.

2.2. The Statement shall also describe the safety precautions to be adopted and all measures for compliance with environmental requirements and the preservation and protection of any structures, utilities or services which are to remain in place and operational.

2.3. The Method Statement is to be prepared separately and in detail for each section, for example for Section 2110, 2120, 2130, 2140 and 2150 and similarly for all other section for the Civil Works.

2.4. In addition and prior to commencement of the particular parts of the Civil Works, the Contractor shall prepare and submit the following (as further detailed herein) for the Engineer’s approval:

(1) Details of any equipment or major material manufacturers such aggregates, bitumen, cement, steel bars, paints and of any specialist subcontractor(s) including description of work experience, major equipment, supervision, labour, methods of quality control and safety control;

(2) Manufacturer’s detailed technical data, specifications and installation instructions for all equipment and major materials and other components and accessories within this Section;

(3) Manufacturer’s Certification for all equipment and major materials shall be provided by the Contractor (prior to installation) indicating compliance with the requirements of the Specification.

(4) Where so instructed by the Engineer, the Contractor shall obtain independent certification for materials, equipment and/or systems from independent and approved testing agencies, all at the expense of the Contractor.

2.5. Materials and equipment shall not be ordered or fabricated until the above submissions have been approved by the Engineer.

2.6. Shop Drawings specified in section 1000 shall clearly indicate the particular manufacturer’s document number and fitting details used as reference in the development of the shop drawings.

2.7. Shop drawings shall be complete submissions for approval and, where applicable, shall include scale plans, and details of the equipment, structures, piping, cable and wiring and



shall show the method of installation with all conduits, trays and other cable and pipe support and conveying systems and all foundations supports and accessories.

2.8. All field dimensions shall be verified and included on shop drawings showing exact locations and dimensions.

2.9. Samples and test certificates of materials and equipment as specified or as requested by the Engineer. Any materials delivered thereafter that the Engineer considers not equal to the approved samples, shall be rejected and removed from the Site.

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2110: Clearing and Grabbing


2.SECTION 2110

CLEARING AND GRUBBING

1.0 SCOPE OF WORK

1.1. The work under this Section to be carried out by the Contractor consists of the execution and completion of Clearing and Grubbing, including cutting, removing and disposing of all trees, stumps, roots, shrubs, plants and debris, surface vegetation and protruding obstruction, and all surface paving, roads, tracks, as designated by the Engineer.

1.2. The work shall also include the preservation from injury or defacement of all objects designated to remain.

1.3. Prior to commencement of clearing and grubbing, the Contractor shall obtain the Engineer written instructions regarding work area and approval for the equipment and materials to be used and the method of work execution.

2.0 CONSTRUCTION METHODS

2.1. The Engineer shall establish the limits of work and designate any trees, shrubs, plants and other things to remain. The Contractor shall preserve all objects designated to remain, up to its final place in the completed works.

2.2. All trees, stumps, roots, shrubs, plants and debris surface vegetation and protruding obstructions, and all surface paving, roads, tracks not designated to remain, shall be cleared and all roots, below ground timber, all foundations, bases shall be completely grubbed out, removed and disposed of.

2.3. Except in areas to be excavated, holes resulting from tree root removal and other holes from which vegetation or other obstructions have been removed shall be backfilled with suitable and approved material and compacted to the required density.

2.4. The Contractor shall dispose of all material, waste and debris by removing off the Site in a manner compliant with all laws, ordinances and regulations as applicable in the locality.

2.5. Clearing and grubbing shall be surface stripping of vegetation and grubbing up of roots, etc. This item shall not include topsoil removal or excavation.

2.6. Burning of any material in the site is not allowed.

2.7. All timber, including merchantable timber, and all other material in the areas of Clearing and Grubbing which had not been removed prior to the commencement of the Works, shall become the property of the Contractor, unless otherwise provided.

3.0 MEASUREMENT AND RATES

3.1. Measurement

(1) The units of measurement in the Bills of Quantities (BOQ) shall be the square meter (m²) or lump sum (Sum) according to the item and/or measurement of individual unit basis as indicated.

(2) The actual area of clearing and grubbing to be measured shall be the direct plan area as indicated on the Drawings or as instructed by the Engineer.

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2110: Clearing and Grabbing


(3) Clearing and grubbing shall be surface stripping of vegetation and grubbing up of roots. This item shall not include the Topsoil Removal.

(4) Removal of trees (defined as having trunk diameter (girth) of 300 mm and above, measured one meter above ground level) shall be measured in number. Quality shall be agreed on Site by joint measurement sand survey with Engineer, prior to removal.

3.2. Rates

(1) The rates and lump sums shall be full compensation for all plant, materials, labor, equipment, transport, temporary works, establishment charges, overheads, profit and taxes required to complete the work described in this Section of the Specification and/or shown on the Drawings.

(2) The rates for clearing and grubbing shall further include for:

(a) Disposal off the site to the approval of the Engineer and at the expense of the Contractor;

(b) Backfilling holes resulting from tree root removal and other resulting from removal of vegetation or other obstructions in areas to be filled, with suitable approved material and compacting to the required density

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2120: Topsoil Removal


3.SECTION 2120

TOPSOIL REMOVAL

1.0 SCOPE OF WORK

1.1. The Work under this Section to be carried out by the Contractor consists of the execution and completion of Topsoil Removal to all required areas of the Site.

1.2. Topsoil removal shall include excavation to remove the top layer of soil, hauling to designated storage or disposal area to permit construction of the Works, all as indicated on the Drawings or as instructed by the Engineer and as specified herein.

1.3. Prior to commencement of the Topsoil Removal, the Contractor shall obtain the Engineer’s written instructions regarding work area and depth limits, and approval for the equipment to be used and the method of work execution.

1.4. All materials arising from topsoil removal shall remain the property of the Employer, and the Engineer will direct the Contractor where the materials are to be transported and deposited including any temporary spoil heaps.

1.5. Materials generally shall be set aside and preserved for re-use on the Works, or transported and deposited by the Contractor to locations on the Site according to the written instructions of the Engineer.

1.6. Where instructed in writing by the Engineer that certain materials are not required to be retained by the Employer, the said materials shall be removed by the Contractor from the Site to a disposal area to be selected by the Contractor (and approved by the Engineer), at the expense of the Contractor.

2.0 SURVEYS

2.1. The Contractor shall carry out surveys, in attendance of the Engineer before commencement of Topsoil Removal and after the completion of the same.

2.2. These surveys shall be to a 10m grid unless otherwise directed by the Engineer.

2.3. The surveys shall serve as the basis for the computation of the topsoil removal and for the reference level for work under Section 2130, Section 2140 and Section 2150.


3.1. In the aeronautical area and development areas, topsoil shall be removed by the Contractor to the areas and limits shown on the Drawings.

3.2. Topsoil so removed shall be kept separate from other excavated material, and the Contractor is to take all necessary measures to avoid any losses and to protect and avoid contamination of the topsoil with other excavated materials or debris.

3.3. Topsoil removal shall generally be to depths between 100 to 500 mm.

3.4. If topsoil is not encountered at the ground surface or is less than 100 mm deep, the Contractor shall notify the Engineer to confirm the occurrence and request instructions.

3.5. Where the topsoil is considered by the Engineer to exist below the instructed depth then the

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2120: Topsoil Removal


Contractor shall remove such material to a further depth as directed by the Engineer.


4.1. Measurement

(1) Work under this Section shall be measured according to the item classifications and units contained in the Bills of Quantities (BOQ). Unless classified otherwise, excavation of topsoil shall be measured in cubic meters (m³).

(2) The actual volume to be measured shall be computed from the direct plan area indicated on the Drawings multiplied by the average depth determined by survey on a 10m grid before commencement and repeat survey after removal of topsoil to the designated level indicated on the Drawings or as instructed by the Engineer.

(3) No allowance shall be made in the quantities for bulking or shrinkage.

(4) No allowance shall be made in the quantities for any additional volume that may be required to accommodate working space for any excavations, space for earthwork supports or sloping sides of any excavations even if same is indicated on the Drawings.

4.2. Rates

(1) The rates shall be full compensation for all plant, materials, labor, equipment, transport, temporary works, establishment charges, overheads, profit and taxes required to complete the work described in this Section of the Specification and/or shown on the Drawings.

(2) The rates for Topsoil Removal shall further include for:

(a) Reinstating any existing adjacent surface pavement or sodding disturbed by the topsoil removal;

(b) Removal of all water including surface and groundwater by whatever means necessary;

(c) Forming any trial holes to locate existing pipes or cables;

(d) Excavating by hand or machine;

(e) Additional volumes required to accommodate working space to excavations, earthwork supports or sloping sides of any excavations;

(f) Multiple handling, including relocating spoil heaps as necessary to permit construction of the permanent works;

(g) Removal and disposal off-Site, as instructed by the Engineer; and

(h) Selecting, setting aside, and preserving any material suitable for backfilling or topsoil work purposes as determined by the Engineer.

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2130: Excavation


4.SECTION 2130

EXCAVATION

1.0 SCOPE OF WORK

1.1. The work under this Section to be carried out by the Contractor, consists of the execution and completion of Excavation for both soft and hard soil strata to all required areas of the Site on combined layer of soil and coralline materials.

1.2. Excavation shall include supports to sides or additional excavation to form sloped sides, working space, disposal of all water (including surface water and groundwater), segregation of material suitable for backfilling or embankment, all necessary handling, stockpiling, disposal, shaping and trimming completed excavation surface in accordance with the locations, lines, levels, grades and dimensions shown on the Drawings and as specified herein.

1.3. Excavation includes general excavation to reduce levels, where applicable and structural excavation for foundations and other below ground structures including excavation to expose underground anomalies and remove in fill unsuitable materials found on underground cavities and replaced with suitable materials and compacted in the permanent works to meet the requirements of Section 2140 Embankment all in accordance with the written instruction of the Engineer.

1.4. Excavation shall also include excavation in and the necessary diversion or containment of canals or watercourses, with all necessary pumping, draining, sheeting, bracing and the construction, maintenance and subsequent removal of cribs and cofferdams.

1.5. Prior to commencement of Excavation, the Contractor shall obtain the Engineer’s written instructions regarding work area and depth limits, and approval for the equipment and materials to be used and the method of work execution.

1.6. The work method must include proposals for protecting the excavated areas from slippage and the surface run-off of water and other material to adjacent areas or watercourses.

1.7. All materials arising from Excavation shall remain the property of the Employer and the Engineer will direct the Contractor where the materials are to be transported and deposited.

1.8. The concept of Site development is “cut and fill” and consequently no excavated materials shall be removed from the Site. Excavated materials shall all be set aside for re-use including treating by crushing, grading or otherwise, placed and compacted in the permanent Works to meet the requirements of Section 2140 Embankment, including transporting and placing by the Contractor to various locations around the Site.

1.9. Where specifically and exceptionally instructed in writing by the Engineer that materials are not required to be retained by the Employer, materials shall be removed by the Contractor from the Site to a disposal area to be selected by the Contractor (and approved by the Engineer) at the expense of the Contractor.

2.0 CLASSFICATION OF EXCAVATION

2.1. Excavation shall be classified as:

(1) Common Excavation;

(2) Rock Excavation



2.2. Common Excavation is defined as excavation of fined grained soil, sand, clay, coralline materials and any other soils which can be excavated with hydraulic excavators, scrapers, bulldozers (with or without rippers or similar attachments) regardless of their proportion, hardness except rock and boulder.

2.3. Rock Excavation is defined as excavation of hard, dense coralline materials, rock and boulder, in the opinion of the Engineer, which cannot be excavated with hydraulic excavators, scrapers, bulldozers (with or without rippers or similar attachments) and required to be excavated by using pneumatic drills or jackhammer.

2.4. Classification of earthwork materials made by the Engineer shall be final and binding to the Contractor.


3.1. Excavation Generally

(1) Excavation shall not start until clearing and grubbing and topsoil removal for the work area has been completed in accordance with Sections 2110 and 2120, and approval of the survey before commencement of the excavation works.

(2) The working methods and equipment used for Excavation shall take into account the nature of soils and limestone to be encountered, and the presence of the ground water table.

(3) The Contractor shall provide all necessary means for dewatering excavations and maintaining them free of all water, including groundwater or storm water.

(4) Excavation shall be performed carefully to avoid overbreak or unnecessary disturbance of adjacent surfaces. Any overbreak or disturbance caused by excavation operations shall be backfilled and restored by the Contractor at his expense and as directed by the Engineer.

(5) When unsuitable material is excavated below embankments or below normal sub-grade level, the void so formed shall be backfilled with suitable material, compacted in each 20 cm layer to 90% of its maximum dry density to the approval of the Engineer.

(6) Slopes in excavations shall be formed and maintained to prevent the formation of standing water. All excavations shall be finished to reasonably smooth and uniform surfaces.

(7) Ground water or storm water during excavation works shall not be permitted to flow directly into the existing or new watercourses, sea, ponds or into the uncompleted new drainage system or other construction work areas.

(8) Where pumping is necessary, the material in and around the excavations shall not be disturbed by pumping, and all slumps shall be formed clear or excavations for permanent work.

(9) Water pumping at all low points shall be provided continuously until the permanent drainage systems are finished and connected to the existing drainage network.

(10) Temporary drains shall be built as excavation progresses. The temporary drain for the water coming from the work area, whether on or outside the Site, shall be permanently protected against pollution, maintained and kept clean until the end of work

(11) Effective temporary decantation basins shall be installed before the water is drained into recently completed or existing drainage systems. Murky or polluted storm water shall not be permitted to drain directly outside of the site and into adjacent cultivated areas.

(12) The Contractor shall divert as required all ditches, field drains, foul drains, sewer, water and electrical mains, ducts, etc. wherever encountered during the progress of the



work. Where such diversions are temporary the Contractor shall subsequently reinstate them to the Engineer’s approval.

(13) Existing ditches shall not be filled until diversion ditches have been excavated, or without the Engineer’s permission.

(14) The Contractor shall organize each section of the earthworks rationally so as to eliminate prolonged exposure of subgrades and bottoms of excavations during bad weather.

(15) All excavated grades shall be kept well drained at all times with no storm water standing on the surface and protected as necessary to avoid deterioration.

(16) Any cave-in caused by slides or other forces shall be restored by the Contractor at his own expense.

(17) When the Contractor encounters a hard subsoil strata that he considers it as a possible rock to be excavated, he shall first inform the Engineer of the existence of the same with justifiable reasons that it is classified as the rock, the location and elevation, pictures and probable quantity of rock excavation.

(18) Only after the consent given by the Engineer, the Rock Excavation shall be carried out by the Contractor, and the Contractor shall then keep evidence of the duration, particulars of Contractor’s equipment used, and quantity of the Rock Excavation.

(19) The excavated rock shall be transported to an area temporarily designated by the Contractor and approved by the Engineer, for crushing and blending of the materials for embankment and/or subbase course.

3.2. Re-use of Excavated Material

(1) Suitable material arising from the excavations may be used for backfill to structures or the structural embankment works or mixing to subbase course.

(2) Excavated material suitable for embankments shall comply with Section 2140.

(3) Excavated material suitable for subbase course shall comply with Section 2210.

(4) The Contractor’s working methods shall ensure that the highest proportion of suitable material is cleanly excavated without contamination and suitable material shall be clearly segregated.

(5) Material that becomes unsuitable as the result of incorrect handling or construction methods or contamination by the Contractor shall be conditioned and used or disposed of, and replaced at the expense of the Contractor all in accordance with the written instructions of the Engineer.

3.3. Disposal of Unsuitable or Surplus Excavation Material

(1) All excavated materials, either within or beneath the design excavation limits, which are, in the opinion of the Engineer, detrimental to the permanent works shall be designated “unsuitable material”.

(2) Unsuitable materials shall include soils which:

(a) Have a low natural density less than 800 kg/m³, or;

(b) Are highly expansive, or

(c) Have hazardous chemical or physical properties.

(3) Unsuitable material shall be disposed of according to the instructions of the Engineer generally in common or outer embankment.

(4) All disposal sites provided and used by the Contractor shall comply with the relevant Philippine laws and regulations concerning the Protection of the Environment.



(5) Unsuitable material shall only be removed from the Site following the written instruction of the Engineer.

(6) No other excavated material shall be removed from the Site.

4.0 QUALITY CONTROL

4.1. The dimensional tolerance for finished lines, grades and formations after excavation shall be 50 mm of dimensions shown on the Drawings.


5.1. Measurement

(1) Excavation Generally

(a) Work under this Section shall be measured according to the item classification and units contained in the Bills of Quantities (BOQ). Unless classified otherwise, Excavation shall be measured in cubic meters (m³).

(b) The volume of Excavation shall be computed from the direct plan area necessary to accommodate the permanent works, multiplied by the average depth from the designated ground surface level after clearing and grubbing or topsoil removal as the case may be, to the designated sub-grade or bottom level indicated on the Drawings or as instructed by the Engineer.

(c) The volume of any unsuitable material instructed by the Engineer to be excavated beyond the limits defined above shall be calculated by the site measurement or survey at these locations, included in the total volume and paid for as Excavation.

(d) Any additional fill material required to backfill the additional excavation from (c) above shall be included in the total volume of and paid for under Section 2140.

(e) No allowance shall be made in the quantities for bulking, shrinkage, lost or damaged material.

(f) No allowance shall be made in the quantities for any additional volume of Excavation or Disposal that may be required to accommodate working space to any excavation, space for earthwork supports or sloping sides of excavations, even if same is indicated on the Drawings.

5.2. Rates

(1) The rates shall be full compensation for all plant, materials, transport, labor, Contractor’s Equipment, temporary works, establishment charges, overheads, profit, and taxes required to complete the work described in this Section of the Specification and/or shown on the Drawings.

(2) The rates shall be derived from the manner of construction for different classifications; i.e. for Common Excavation and Rock Excavation likely to be encountered.

(3) Rates for Excavation Generally shall include for:

(a) Reinstating any existing adjacent surface pavement or sodding disturbed by the excavation;

(b) Removal of all water including surface and groundwater by whatever means necessary;

(c) Forming any trial holes to locate existing pipes or cables;

(d) Excavating by hand or machine;

(e) Excavating in any material likely to be encountered including all clays, sands, silts, rocks, boulders, paved areas, old foundations, and coralline materials;



(f) All necessary earthwork supports and protection to uphold and maintain sides of excavation, adjacent paving or other structures;

(g) Temporary protection measures to ensure no slippage occurs in excavated areas nor surface run off of material to adjacent areas or watercourses;

(h) All required additional volume of excavation to accommodate working space including additional backfilling, disposal, earthwork supports and all other additional costs associated therewith;

(i) Selecting, setting aside and preserving any material suitable for backfilling or embankment;

(j) Transporting excavated materials to and about the Site;

(k) Multiple handling including depositing in temporary spoil heaps; and

(l) Removal and disposal of unsuitable material off the Site as instructed by the Engineer

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2140: Embankment


5.SECTION 2140

EMBANKMENT

1.0 SCOPE OF WORK

1.1. The work under this Section to be carried out by the Contractor consists of embankment construction, utilizing materials arising from the general excavation within the airport area, or borrow material suitable for embankment from the outside of the site.

1.2. Prior to commencement of the Embankment work, the Contractor shall obtain the Engineer’s approval for the equipment and materials to be used and the methods of work execution.

1.3. Prior to commencement of the Embankment work, the Contractor shall obtain the Engineer’s approval for the survey of the embankment area.

1.4. Embankments shall be classified as Inner Structural Embankment and Outer or Common embankment.

1.5. Embankment construction shall include for any necessary preparation of original ground below formation level, selecting and obtaining materials, hauling and handling, depositing, spreading, shaping and compacting in accordance with the requirements of location, elevation and grade designated in the Drawings and as specified herein.

2.0 CLASSIFICATION OF EMBANKMENT

2.1. The Embankment is classified into two types, i.e., Inner Structural Embankment and Outer / Common Embankment.

2.2. The Inner Structural Embankment shall be that portion of the embankment below the subgrade with boundaries as follows:

(1) The upper limit shall be the bottom of subgrade line extended out 0.50 m of each side of the subgrade limit; and

(2) The side limits shall extend down and outwards from the upper limit line at a slope of 1 in 1.

2.3. The Outer or Common Embankment shall be all other portions of the embankment constructed to the lines, levels and gradients detailed on the Drawings.

3.0 MATERIALS

3.1. Material for inner structural embankment shall be a well graded crushed material with a smooth and continuous grading curve, free of deleterious material, organic matter and excessive water and comply with the requirements of Table 2140.1. This material shall be obtained from the materials arising from the excavation within the airport.

3.2. Material for outer embankment can comprise material compliant with Table 2140.1 and all other excavated material and surplus topsoil, except unsuitable materials as defined in Section 2130.

3.3. All materials for use in inner structural and outer embankment shall be tested and results submitted to the Engineer for approval.



Table 2140.1 Characteristics and Testing of Inner Structural Embankment Material (Embankment)

Test Item Test Method Frequency Standard Value

Maximum particle size

AASHTO T 27 As directed by the Engineer Not greater than 100 mm

Plasticity Index AASHTO T 90 For each source or change of material

Not more than 10

Density-Moisture Relationship

AASHTO T 180 For each source or change of material

CBR AASHTO T 193 As directed by the Engineer or for each source or change of material

More than 10% when compacted to 95% of MDD

Field Moisture Content

ASTM D 2216 Once a day or for each completed layer of embankment

Within the range – 3% to +1% of OMC

Field Density AASHTO T 191 Once a day or for each completed layer of embankment

Not less than 95% of Maximum Dry Density

4.0 CONSTRUCTION METHOD

4.1. Embankment material shall be spread in horizontal layers not exceeding the following compacted thickness:

(a) Inner Structural Embankment : 200 mm

(b) Outer Common Embankment : 300 mm

4.2. Embankment material arising from excavation in rock shall be treated by crushing, screening and grading to meet the requirement of this Specification.

4.3. Compaction requirements for embankments expressed as percentage of Maximum Dry Density shall be as follows:

(a) Inner Structural Embankment : 90%

(b) Outer Common Embankment : 85%

4.4. Embankment construction shall not start until all clearing and grubbing and topsoil removal (as applicable) has been completed in accordance with the Drawings, over the entire area of embankment proposed by the Contractor, to be constructed in a particular operation.

4.5. Where the embankment is to be constructed on natural slope steeper than 4 to 1, horizontal benches shall be constructed on the natural ground to prevent landslips and keep the embankment firmly founded upon the ground surface.

4.6. In the embankment work, operations shall be started at the lowest elevation and depressions so as to avoid the retention of storm water in the work area.

4.7. Each of the successive layers of the embankment shall be placed and compacted with the proper moisture content of soil to reach the elevation designated on the Drawings.

4.8. Embankment material, generally, shall be placed and spread immediately on the prepared surface upon arrival at the work location. Stockpiling of embankment material will not be permitted, especially during the wet season.

4.9. Embankment material shall be conditioned as necessary to achieve the required moisture content before compaction operations commence.



(1) For dry material the nature of the conditioning shall be to add sufficient water and mix it uniformly into the fill material by discing, ploughing or scarifying or other methods approved by the Engineer.

(2) For materials with moisture content in excess of that required, the material shall be worked by adequately aerating the material, by scarifying or forming windrows or other approved methods, until the correct moisture content is achieved.

4.10. Once embankment fill material is at the correct moisture content the surface shall be graded level before compaction operations commence.

4.11. Hauling and leveling equipment shall be routed and distributed over fill areas in such a manner as to reduce rutting and uneven compaction.

4.12. Compaction equipment shall be capable of achieving the required compaction without having any detrimental effects on the fill material. The equipment shall be carefully controlled to ensure that all areas are uniformly compacted for their full width and depth.

4.13. Successive layers of material will not be placed until the underlying layers have been tested for compliance with the specified quality requirements.

4.14. Embankment construction at structures shall be so controlled as to prevent displacement or overturning of structures or excessive pressure being exerted on them.

4.15. As the embankment height is increased the outer edges of fill layers should be located, wherever possible, to coincide with any benching required in the slope. The Contractor will be required to cut, form and shape all benching shown on the Drawings or as required by the Engineer to ensure stability of the slopes.

4.16. During construction, and until the pavement and permanent drainage works have been completed, the embankment surfaces shall be suitably protected, cambered and graded to drain surface water, through suitable side ditches or gutters to avoid erosion.

4.17. Damaged surfaces of the embankment caused by the construction operation, storm water or the like shall either be removed or be scarified to a reasonable depth and the surfaces shall be reworked to correct the moisture content and compacted again to the prescribed density. Such operations shall be as instructed by the Engineer and shall be at the expense of the Contractor.

4.18. The surface of the embankment slope shall be trimmed, finished, compacted and protected so as to keep the slope firmly settled. Should soil loss or movement take place on the slope because of landslips or other causes, the Contractor shall repair and restore the portion at his own expense to the satisfaction of the Engineer.

4.19. Care shall be taken at all times throughout the execution to protect the embankment against damage or deterioration and all applicable protective measures and materials shall be provided at the expense of the Contractor.

5.0 COMPACTION TRIALS

5.1. Before the Contractor commences the placing, spreading and compacting of embankment material, trial sections shall be prepared, using the relevant material and Contractor’s proposed equipment and work methods, to demonstrate, to the satisfaction of the Engineer, that the Specification will be complied with in all respects.

5.2. Trial sections shall be of a suitable size, but not less than 500 m².

5.3. Trial sections of embankment will be subject to testing by the Contractor, as directed by the



Engineer, for moisture content, density, construction tolerances, visual inspection and any other tests specified herein.

5.4. If the Contractor’s proposed equipment and work methods do not produce finished material that complies with the Specification then suitable amendments shall be made and new trial sections prepared.

5.5. If, during the Contract, the materials or methods of working are changed, for whatever reason, the Contractor shall prepare and test further trial sections to show that any amendments comply with the Specification.

6.0 CONTROL OF TRAFFIC ON COMPLETED SURFACES

6.1. Only traffic necessary for placing, spreading, compaction, testing and supervision of the embankment material shall be permitted in the working area.

6.2. At all times the Contractor shall be responsible for controlling traffic to avoid or eliminate damage to or deterioration of the embankment materials and surfaces. The Contractor shall be responsible for making good, rectifying or replacing any material that is considered to be unsuitable for use in the Works due to vehicular damage.

7.0 QUALITY CONTROL

7.1. The finished levels and grades of embankment shall not be more than 20 mm below or more than 10 mm above for finished level and not be more than 50 mm below and above for intermediate layer.

7.2. Finished embankment slope surfaces shall not vary from the profile shown on the Drawings by more than 100mm.

7.3. Regular testing methods and their frequency during construction for the embankment material shall be as detailed in Table 2140.1.

7.4. Alignment, levels and grades shall be checked regularly by surveying.

7.5. All holes made in completed work by cores or other tests shall be filled with the specified material by the Contractor and compacted to the density and surface tolerance requirements of the Specification.


8.1. Measurement

(1) Work under this Section shall be measured according to the item classifications and units contained in the Bills of Quantities (BOQ).

(2) The quantity of the Works shall be computed from the lengths and cross sectional areas indicated on the Drawings. The Embankment cross section areas shall be bounded by:

(a) The ground formation level surveyed after any topsoil removal and any excavation as applicable, and

(b) The finished embankment profile dimensions and levels shown on the Drawings (excluding the thickness of top soiling and sodding to be measured separately and included with Section 2500).

(3) Final agreed settlement level measured from the settlement plates.



(4) No allowance shall be made for shrinkage or bulking of materials.



8.2. Rates

(1) The rates and lump sums shall be full compensation for all plant, materials, transport, labor, equipment, temporary works, establishment charges, overheads, profit, and taxes required to complete the work described in this Section of the Specification and/or shown on the Drawings.

(2) Rates for Embankment shall further include for:

(a) Multiple handling;

(b) Treating by crushing, screening, grading all as approved or directed by the Engineer;

(c) Placing, conditioning, watering and consolidating in layers including all required tests;

(d) Procurement of borrow material;

(e) Forming benching; and

(f) Grading and trimming to finish profiles and protecting

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2150: Subgrade Preparation


6.SECTION 2150

SUBGRADE PREPARATION

1.0 SCOPE OF WORK

1.1. The work under this Section to be carried out by the Contractor consists of the execution and completion of Subgrade Preparation to all required areas of the Site.

1.2. Upon completion of the work on the subgrade and before the work on the subbase course is started, the finished surface of the subgrade shall be checked and accepted by the Engineer.

1.3. The Contractor shall correct all defects observed by the Engineer to the required condition at the Contractor’s own expense.


2.1. General

(1) Only materials specifically approved by the Engineer shall be permitted to be used in the subgrade or below.

(2) The subgrade construction shall be started, only after the completion of all work for drainage and other underground works to be installed below the pavement, with due regard to the compaction previously performed at the values specified for embankment so as to make the finish of subgrade as shown on the Drawings.

(3) All holes and depressions made as required for the quality control procedures shall be backfilled and compacted by the Contractor to the prescribed density, at his own expense.

2.2. Subgrade in Fill

(1) The material for subgrade in fill shall be that as specified in Section 2140 Table 2140.1.

(2) The subgrade in fill up to 150 mm below the grade and elevation as designated on the Drawings shall be treated as the structural embankment specified in Section 2140, in which each layer of not more than 200 mm shall be compacted with the percentage of compaction of not less than 90% of the maximum dry density as determined by AASHTO T 180.

(3) The last 150-mm thick layer of the subgrade in fill below the grade and elevation as designated on the Drawings shall be compacted with the percentage of compaction of not less than 95% of the maximum dry density as determined by AASHTO T 180.

2.3. Subgrade in Cut

(1) Where the subgrade in cut is required to be excavated and replaced as specified on the Drawings or as may be directed by the Engineer, the material to be used shall be that as specified in Section 2140 Table 2140.1, or when so instructed by the Engineer, the same material derived from excavating the subgrade in cut.

(2) The cost of any work involved with excavation for the subgrade in cut shall not be included with this pay item but shall be deemed to be included in the rates and prices for Section 2130.

(3) When no replacement is required of the subgrade in cut, the Contractor shall scarify the surface of the Subgrade in cut to a depth of 150 mm, and compact the surface until



the moisture content is adjusted to the optimum moisture content of the soil and to not less than 95% of the maximum dry density as determined by AASHTO T 180.

2.4. Finish Protection and Repairs to Subgrade

(1) The surface of the subgrade shall be finished to the shape, grade, cross sections and the prescribed percent compaction as designated on the Drawings approved by the Engineer.

(2) The final finished surface shall be proof-rolled by the method approved by the Engineer. Any defective part discovered as a result shall be reworked as directed by the Engineer at the expense of the Contractor.

(3) The surface of the subgrade shall be protected and maintained to provide adequate drainage at all times. During handling or manipulating of the material, tools and equipment, the Contractor shall take appropriate protective measures against any possible damage to the surface of the subgrade.

(4) Damaged surfaces of the subgrade, caused by construction operations, storm water or the like shall either be removed or scarified to a reasonable depth, and compacted to the prescribed density with the moisture content adjusted to the optimum moisture content of soil. Such operations shall be as instructed by the Engineer and shall be at the expense of the Contractor.

3.0 QUALITY CONTROL

3.1. The quality shall satisfy the standard values shown in Table 2150.1.

3.2. The workmanship shall be controlled in the manner shown in Table 2150.2.


4.1. Measurement

(1) Subgrade shall be measured and the unit of measurement shall be the square meter (m2).

(2) The quantity shall be as the area flat on plan of the top surface calculated from the dimensions indicated in the Drawings.

4.2. Rates




Tables 2150.1 Materials (Subgrade)

WORK ITEM TEST ITEM TEST METHOD FREQUENCY STANDARD VALUE

Subgrade Preparation

Gradation

AASHTO T 88

Once for every 10,000 m2 at positions designated by the Engineer

Soil classified as Crl, GC, SM, SP, SC, CL, by the unified soil classification system shall be used for the subgrade construction On the subgrade in cut only. Action: Analysis data will be submitted for the approval of the Engineer.

Plasticity index of soil

AASHTO T 89, 90

- ditto -

Moisture content of soil

ASTM D 2216

- ditto -

Moisture-density Relations of soil

AASHTO T-180

- ditto -

CBR

AASHTO T-193

As directed by the Engineer or for each source or change of material

More than 7 % when compacted to 95% of MDD

Density of soil in place

AASHTO T-191

Once for every 10,000 m2 at positions designated by the Engineer

Not less than the percentage compaction specified in the Drawings

Proof rolling

By method approved by the Engineer

2 times on the finished surface entirely

By visual check by the Engineer

Remedial action: Defective part, if any, is rolled again, or replaced and compacted

Table 2150.2 Workmanship (Subgrade)

WORK ITEM

TEST ITEM TEST METHOD FREQUENCY STANDARD VALUE

Subgrade Preparation

Finished elevation

As approved by the Engineer

Once for every 400 m2 at points designated by the Engineer

+ 10 mm - 20 mm

Area


All areas as shown in the Drawings

+ 50 mm per linear measurement

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2210: Granular Subbase Course


7.SECTION 2210

GRANULAR SUBBASE COURSE

1.0 SCOPE OF WORK

1.1. This Section shall consist of a subbase course composed of granular materials constructed on a prepared subgrade or underlying course in accordance with these specifications, and in conformity with the dimensions and typical cross section shown on the Drawings.

1.2. The work shall include the processing, hauling, spreading and compacting of the granular material on a prepared subgrade to meet the requirements per location, thickness and grade indicated on the Drawings; and as specified herein.

1.3. The Contractor shall, before the work on the granular subbase course is started, secure the approval of the Engineer on the equipment and materials to be used and the methods of the work execution.

2.0 MATERIALS

2.1. The source and quality of materials to be used for the granular subbase course shall be approved by the Engineer.

2.2. The material for the granular subbase course shall be generally of graded gravel and fragmental coralline limestone and sand, excavated and recovered from the Excavation under Section 2130.

2.3. The material will be mixed, and if necessary blended with coarse aggregate, fine sand, stone dust, or other similar binding or filler materials produced from other sources approved by the Engineer, so as to meet the requirements stipulated herein. The mixture must be uniform and shall comply with the requirements of these specifications as to gradation, soil constants, and shall be capable of being compacted into a dense and stable subbase.

2.4. The composite material shall be free from any dirt, organic matter, vegetable matter, lumps or balls of clay or objectionable material, and shall be of such nature that it can be compacted readily to form a firm and stable subbase.

2.5. The gradation of the material shall be not more than 75 mm in the maximum particle size. The granular subbase material shall conform to the following grading requirements:

Table 2210.1 – Grading Requirements for Granular Subbase

Sieve Designation (Alternative US Standard) as per ASTM C136 & ASTM D422

Percentage by Weight Passing

3″ 100

2″ 90-100

1″ 55-85

No. 4 35-70

No. 8 20-50

No. 200 0-10

2.6. The portion of the material passing the No. 40 (0.450 mm) sieve shall have a liquid limit of



not more than 25 and a plasticity index of not more than 6 when tested in accordance with ASTM D 4318.

2.7. The maximum amount of material finer than 0.02 mm in diameter shall be less than 3%.

2.8. The grading is based on aggregates of uniform specific gravity, and the percent passing the various sieves are subject to correction by the Engineer when aggregates of varying specific gravities are used.

2.9. The soaked CBR value of the material shall not be less than 25% as determined by AASHTO T 193. The CBR value shall be obtained at the maximum dry density as determined by AASHTO T 180 Method D. The sand equivalent as determined by AASHTO T 176 shall have a 25% minimum and Los Angeles Abrasion (AASHTO T 96) of 50% maximum. The sieve analysis of aggregate shall be executed in accordance with AASHTO T-11 and T-27.


3.1. The subbase course shall be placed where designated on the plans or as directed by the Engineer. The material shall be shaped and thoroughly compacted within the tolerances specified.

3.2. Preparation of Surface

(1) Granular subbase which, due to grain sizes or shapes, are not sufficiently stable to support without movement the construction equipment, shall be mechanically stabilized to the depth necessary to provide such stability as directed by the Engineer.

(2) The mechanical stabilization shall principally include the addition of a fine-grained medium to bind the particles of the subbase material sufficiently to furnish a bearing strength, so that the course will not deform under the traffic of the construction equipment. The addition of the binding medium to the subbase material shall not increase the soil constants of that material above the limits specified.

(3) The existing surface shall be graded and finished as provided under Subgrade Preparation, before placing the subbase material. The subgrade shall, as hereinafter described, be brought to the lines, grades, and typical section shown on the Drawings.

(4) All soft and yielding material or other portions of the subgrade, which will not compact readily, when rolled or tamped, shall be removed, and all loose material found shall be removed or broken off to a depth of not less than 150mm below the surface of the subgrade.

(5) All holes or depressions made by the removal of material, as described above, shall be filled with approved material, and the whole subgrade brought to line and grade and compacted to the density specified on the Drawings or as directed by the Engineer.

3.3. Placing

(1) The subbase material shall be placed in a uniform mixture on a prepared subgrade in a quantity which will provide the required compacted thickness. When more than one layer is required, each layer shall be shaped and compacted before the succeeding layer is placed.

(2) The placing of material shall begin at the point designated by the Engineer. Placing shall be from vehicles especially equipped to distribute the material in a continuous uniform layer or wind row. The layer or wind row shall be of such size that when spread and compacted the finished layer will be in reasonably close conformity to the nominal thickness as shown on the Drawings.



(3) When hauling is done over previously placed material, hauling equipment shall be dispersed uniformly over the entire surface of the previously constructed layer, to minimize rutting or uneven compaction.

3.4. Spreading

(1) The subbase material shall be spread on subgrade which has been approved by the Engineer. Subbase material which has been placed on a subgrade not approved by the Engineer shall be removed at the Contractor’s expense.

(2) The subbase material shall be spread in layers not exceeding 150mm in compacted depth. Where the required thickness is 150 mm or less, the material may be spread in one layer.

(3) Where the required thickness is more than 150 mm, the aggregate subbase shall be spread in 2 or more layers of approximately equal thickness, but not to exceed 150mm of compacted depth of any layer, nor shall any layer be less than 75mm thick.

(4) Spreading shall be done by means of approved mechanical spreaders, distributing the material to the required line and grade. The material shall be handled so as to avoid segregation.

(5) Segregated materials shall be remixed until uniform. Suitable precautions shall be taken to prevent rutting of the subgrade during the spreading of the subbase material. No hauling or placement of material will be permitted when, in the judgment of the Engineer, the weather or road conditions are such that the hauling operations will cause loose or rutting of the subgrade or cause contamination of the subbase material.

3.5. Compaction

(1) The moisture content of the subbase material shall be adjusted, if necessary, prior to compaction, by watering with approved sprinklers mounted on trucks, or by drying out, as required in order to obtain the specified density on compaction.

(2) The subbase material shall be compacted to ninety five percent (95%) of the Maximum Dry Density as determined according to AASHTO T 180 Method D.

(3) Immediately following final spreading and smoothening, each layer shall be compacted to the full width by means of approved compaction equipment progressing gradually from the outside towards the center with each succeeding pass uniformly overlapping the previous pass.

(4) Rolling shall continue until the entire thickness of each layer is thoroughly and uniformly compacted to the specified density. Rolling shall be accompanied by sufficient blading, in a manner approved by the Engineer, to ensure a smooth surface free from ruts or ridges and having the proper section and crown.

(5) Any irregularities or depressions that develop shall be corrected by loosening the material at these places and adding or removing material until the surface is smooth and uniform.

(6) Along curbs, gutters, headers and walls, and at all places not accessible to the roller, the subbase material shall be compacted thoroughly with approved tampers or compactors. The finished surface shall be proof-rolled by the method approved by the Engineer. Any defective area discovered as a result shall be reworked as directed by the Engineer at the expense of the Contractor.

3.6. Compaction Trial Sections

(1) If directed by the Engineer, before subbase construction is started, the Contractor shall spread and compact trial sections in an area selected by the Engineer.

(2) One trial section of about 500 m2 shall be made for every type of material and/or construction equipment/procedure proposed for use. The purpose of the 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 by the Contractor.

(3) The materials used in the trials shall be that approved for use as subbase in order to establish the loose depth measurements necessary to result in the specified compacted layer depths, the field moisture content and the relationship between the number of compaction passes and the resulting density of the material.

(4) After final compaction of each trial section, the Contractor shall carry out field density tests and other tests required as directed by the Engineer. The Contractor may proceed with the subbase work only after the methods and procedures established in the compaction trial have been approved by the Engineer.

3.7. Finishing

(1) Immediately prior to the placing of the first layer of base on the subbase, the final layer of subbase shall be at the specified density and the required line and grade.

(2) The surface of the finished subbase shall be tested with a 3 meter straight edge by the Engineer at selected locations. The variation of the surface from the testing edge of the straight edge between any 2 contacts with the surface shall at no point exceed 20mm when placed on parallel or perpendicular to the centerline.

(3) The allowable tolerance or permitted variation from design of compacted subbase shall be as specified hereunder:

(a) Thickness of layer : ± 20 mm

(b) Level of surface : + 10 mm - 20 mm

(c) Crossfall or camber : ± 0.3%

(d) Longitudinal Grade over 25 m length : ± 0.1%

4.0 QUALITY CONTROL

4.1. The quality shall satisfy the standard values shown in Table 2210.2

4.2. The work done shall be controlled in the manner shown in Table 2210.3


5.1. Measurement

(1) The unit of measurement of the Granular Subbase Course shall be the cubic (m3)

(2) The quantity shall be computed from the theoretical values indicated on the Drawings, flat on plan. Thickness shall be that shown on the Drawings.

5.2. Rates

(1) The rates shall be full compensation for all plant, materials, transport, labor, equipment, temporary works, establishment charges, overheads, profit, and taxes required to complete the work described in this Section of the Specification and/or shown on the Drawings.

(2) The rates shall further include for:

(a) Taking from stockpiles;

(b) Loading and hauling;

(c) Producing, crushing and screening;

(d) Depositing, spreading, and compacting;

(e) Maintenance and repair work;



(f) Side and end waste of course; and

(g) Testing



Table 2210.2 – QUALITY STANDARDS (Subbase Course) WORK ITEM


Granular Subbase Course

Gradation

AASHTO T-11, 27

Once for every 500 m² at point designated by the Engineer

Max. Particles size shall be 75 mm. 20 to 50% at the rate of passing the No. 8 sieve. Not less than 10% at the rate of the No. 200 sieve.

Moisture content

ASTM D2216

Once for every 500 m²

Plasticity index

AASHTO T-89, 90

- ditto -

6% or less

Moisture-density Relation

AASHTO T-180

- ditto -

Density of Soil in Place by the Sand Cone Method

AASHTO T-191

Once for every 2,000 m2 or fractions thereof at points designated by the Engineer

95% min.

Proof rolling



By visual check by the Engineer Remedial action: Defective area, if any, is rolled again, or replaced and compacted

Sand Equivalent

AASHTO T 176

As directed by the Engineer

25% min.

Los Angeles Abrasion

AASHTO T 96

500 m2

50% max.

Table 2210.3 – WORKMANSHIP (Subbase Course)

WORK ITEM


Granular Subbase Course

Thickness

ASTM D 3665

Cross-section surveys needed

± 20 mm

Width


Once for every 2,000 m2

+ Not specified - 20 mm


AASHTO T-191


95% min.

Proof rolling



By Visual Check by Engineer

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2220: Graded Crushed Aggregate Base Course


8.SECTION 2220

GRADED CRUSHED AGGREGATE BASE COURSE

1.0 SCOPE OF WORK

1.1. The work under this Section to be carried out by the Contractor consists of the execution and completion of the construction of the Graded Crushed Aggregate Base Course to all required areas.

1.2. The work shall include the production, transport, spreading and compaction of the crushed aggregate material to meet the requirements per location, thickness and grade indicated on the Drawings and as specified herein.

1.3. The Contractor shall, before the work on the graded crushed aggregate base course is started, secure the approval of the Engineer on the materials to be used and the methods of the work execution.

2.0 MATERIALS

2.1. Aggregate for graded crushed base course shall consist of hard, durable particles or fragments of crushed slag or crushed or natural rock and filler of natural or crushed sand or other finely divided mineral matter. The composite material shall be free from any dirt, organic matter, vegetable matter, lumps or balls of clay or objectionable material, and shall be of such nature that it can be compacted readily to form a firm and stable base.

2.2. Aggregates for preliminary testing shall be furnished by the Contractor prior to the start of production. All tests for initial aggregate submittals necessary to determine compliance with the specification requirements will be made by the Engineer at no expense to the Contractor.

2.3. Fine aggregate passing No.4 (4.75 mm) sieve shall consist of fines from the operation of crushing the course aggregate. If necessary, fine may be added to produce the correct gradation. The fine aggregate shall be produced by crushing stone, gravel, or slag that meets the requirements for wear and soundness specified for coarse aggregate.

2.4. The gradation of the aggregate shall be based on the range specified in Table 2220.1

2.5. The sieve analysis of aggregate shall be executed in accordance with AASHTO T-11 and T-27.

Table 2220.1 – Gradation of Aggregate Sieve Designation (Square Opening)

Percentage by Weight Passing Sieves

2" (50 mm) 100

1½" (37.0 mm) 95 - 100

1" (25 mm) 70 - 95

3/4" (19.0 mm) 55 - 85

No. 4 (4.75 mm) 30 - 60

No. 30 (-.60 mm) 12 - 30

No. 200 (0.075 mm) 0 - 5



2.6. The aggregate remaining on No. 8 mesh sieve shall meet the following requirements

(1) The amount of loss is not more than 20% in the soundness test by AASHTO T-104.

(2) The reduced amount of abrasion is not more than 40% in the abrasion test by AASHTO T-96.

(3) The aggregate having length and width ratio of more than 5 to 1 should not be more than 10% in quantity.

2.7. The amount of the aggregate passing the No. 200 mesh sieve shall not exceed 60% of the aggregate passing the No. 30 mesh sieve. The portion of the aggregate passing the No. 40 mesh sieve shall have a liquid limit of not more than 25% and the plasticity index should not be more than 6% tested in accordance with AASHTO T-89 and T-90.

2.8. The material passing the 19mm sieve shall have a minimum soaked CBR value of 80% tested according to AASHTO T 193. The CBR value shall be obtained at the Maximum Dry Density determined according to AASHTO T 180 Method D.

2.9. If filler, in addition to that naturally present, is necessary for meeting the gradation requirements or for satisfactory bonding, it shall be uniformly blended with the crushed base course material at the site or in a pug mill unless otherwise specified or approved. Filler shall be obtained from sources approved by the Engineer, free from hard lumps and not contain more than 15 percent of material retained on the 4.75 mm (No. 4) Sieve.



(1) The underlying course shall be checked and accepted by the Engineer, before the work on the Graded Crushed Aggregate Base Course is started. Any rut or surface abnormalities due to storm water, hauling, or any other cause, shall be corrected and rolled to the prescribed percent compaction, at the expense of the Contractor, before placing the base material.

(2) The underlying course shall be protected and proper drainage shall always be maintained.

3.2. Placing

(1) The material for Graded Crushed Aggregate Base Course shall be combined into a uniform mixture and water added either in a central mixing plant or by watering and mixing in wind rows in a manner approved by the Engineer, before final placement of the material.

(2) When binder is to be added, it may be combined with the aggregate base course by thoroughly mixing separate wind rows of binder and aggregate base course or it may be combined in the central mixing plant. Adding binder by spreading it over the aggregate wind row will not be permitted.

(3) The placing of material shall begin at the point designated by the Engineer and in such quantity which will provide the required compacted thickness. When more than one layer is required, each layer shall be shaped and compacted before the succeeding layer is placed.

3.3. Spreading

(1) Unless otherwise specified, the Graded Crushed Aggregate Base Course shall be delivered to the site in a uniform mixture and shall be placed on the prepared subbase



course or prepared subgrade as the case may be, in a uniform layer or layers not exceeding 150mm in compacted depth, including any binder that is to be blended.

(2) Spreading shall be done by means of any approved mechanical spreaders, distributing the material to the required width and loose thickness. When the required base course thickness is greater than 150mm, the material shall be spread in layers of equal thickness.

(3) The material shall be so handled, as to avoid segregation. All segregated material shall be removed and replaced with well-graded material. No “skin” patching shall be permitted.

3.4. Compaction and Finishing

(1) If directed by the Engineer, prior to starting the graded crushed aggregate base course preparation, the Contractor shall construct trial lengths in accordance with Section 2210.

(2) After placement of Graded Crushed Aggregate Base Course, compaction of the material shall commence immediately. The material shall be compacted to a density of not less than 95% of Maximum Dry Density as determined according to AASHTO T-180 Method D. The field determination of density shall be made in accordance with AASHTO T 191.

(3) Rolling shall be continued until the entire thickness of each layer is thoroughly and uniformly compacted to the density specified. The final rolling of the compacted base course shall be done with a self-propelled roller. Rolling shall be accompanied by sufficient blading in a manner approved by the Engineer, to ensure a smooth surface, free from ruts or ridges and having the proper section and crown.

(4) When additional water is required it shall be added in the amount and manner approved by the Engineer. Each layer of the base course must be completely compacted by the Contractor and approved by the Engineer prior to the delivery of materials for a succeeding layer.

(5) The surface of the finished base course shall be tested with a 3 meter straight edge by the Engineer at selected locations. The variation of the surface from the testing edge of the straight edge between any 2 contacts with the surface shall at no point exceed 6mm when placed on a parallel or perpendicular to the centerline of compacted area. All humps and depressions and thickness deficiencies exceeding the specified tolerances shall be reworked at the expense of the Contractor.

(6) The finished surface shall be proof-rolled by the method approved by the Engineer. Any defective area discovered as a result shall be reworked as directed by the Engineer at the expense of the Contractor.

(7) Following the construction of Graded Crushed Aggregate Base Course, the compacted base course shall be maintained by the Contractor at his expense. The Contractor shall blade, broom and otherwise maintain the base, keeping it free from loose particles, and other defects until such time as the bituminous prime or other surface is applied.

4.0 QUALITY CONTROL

4.1. The quality shall satisfy the standard values shown on Table 2220.2

4.2. The work-done shall be controlled in the manner shown on Table 2220.3




5.1. Measurement

(1) The unit of measurement of the Graded Crushed Aggregate Base Course shall be the cubic meter (m3)


5.2. Rates

(1) The rates shall be full compensation for all plant, materials, transport, labor, equipment, temporary works, establishment charges, overheads, profits and taxes required to complete the work described in this Section of the Specification and/or shown on the Drawings.


(a) Delivery to Site;

(b) Taking from stockpiles;

(c) Loading and hauling;

(d) Producing, crushing and screening;

(e) Multiple handling;

(f) Depositing, spreading, and compacting;

(g) Maintenance and repair work;

(h) Side and end waste; and

(i) Testing



Table 2220.2 – MATERAIL (Base Course)


Graded Crushed Aggregate Base Course

Gradation Percentage by the weight passing sieve 0.6 mm and 0.074 mm

AASHTO T-11 and T-27

Once for every 500 m3 at point designated by the Engineer

Within the gradation range of Table 2220.1 The amount of the material passing the No. 200 sieve shall not exceed 60% of the material passing the No. 30 sieve

Soundness

AASHTO T-104

- ditto -

Not more than 20%

Los Angeles Abrasion Test

AASHTO T-96

- ditto -

Not more than 40%

Flatness

By the Engineer’s Instruction

- ditto -

Not more than 10%

Moisture content

ASTM D-2216

- ditto -

Plasticity index

AASHTO T-89 and T-80

- ditto -

Not more than 6%

Liquid limit

AASHTO T-89

- ditto -

Not more than 25%

Table 2220.3 – WORKMANSHIP (Base Course)

WORK ITEM


Graded Crushed Aggregate Base Course

Thickness

ASTM D 3665

Cross-section survey


Width





AASHTO T-191


95% min.

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2230: Asphalt Treated Base Course


9.SECTION 2230

ASPHALT TREATED BASE COURSE

1.0 SCOPE OF WORK

1.1. The work under this Section to be carried out by the Contractor, consist of execution and completion of Asphalt Treated Aggregate Base Course to all required areas and shall include provision of materials, mixing plant, mixing, hauling, placing, spreading and compacting.

1.2. The asphalt treated base course shall meet the requirements per location, thickness, line and grade designated on the Drawings and as specified herein.

1.3. The Contractor shall, before any asphalt work on the asphalt treated base course is started, design the material proportions in accordance with the requirements of this Section and the Drawings, and secure the Engineer’s approval of the materials to be used, and the method of work execution.

2.0 MATERIALS

2.1. Bituminous Material

(1) The bituminous material to be used shall meet the requirements of the penetration grade of 60 to 70 under ASTM D 946.

2.2. Aggregate

(1) The aggregate shall consist of hard, durable and clean crushed stone. The material shall be free of any dirt, organic matter, chemical contaminants or other deleterious substance, resulting from the crushing of natural rocks.

(2) If deemed necessary, and subject to the Engineer’s instruction and/or approval, part of the fine aggregate shall consist of washed, sharp river sand or crushed hard rock.

(3) The aggregate shall meet the following requirements:

(a) The amount of loss is not more than 5% for Coarse and Fine Aggregate in the soundness test by AASHTO T 104;

(b) The reduced amount by abrasion is not more than 30% in the abrasion test by AASHTO T 96;

(c) The content of the aggregate having length and width ratio of more than 5 to 1 should not be more than 10% (flatness);

(d) Material finer than 200 sieve (river sand) should not be more than 1.0% and 0.25% for fine and coarse aggregates, respectively (AASHTO T-11 and T-27) be more than 0.5% (AASHTO T-113);

(e) Material finer than 200 sieve (manufactured sand) should not be more than 3% (AASHTO T-11 and T-27); and

(f) Lightweight pieces in aggregate should not be more than 0.5% (AASHTO T-113).

(4) The combined gradation of the aggregate shall be based on the range specified in Table 2230.1. The sieve analysis of aggregate shall be executed in accordance with AASHTO T 11 and T 27.



Table 2230.1 – Gradation of Aggregate (ATBC) Sieve Designation

(Square Openings) Percentage by Weight

Passing Sieves (%) Notes

40 mm 100

25 mm 70 to 95

20 mm 55 to 85

No. 4 32 to 62

No. 40 10 to 35

No. 200 0 to 10

2.3. Filler (Quarry Dust)

(1) If filler, in addition to the fine particles naturally present in the aggregate, is necessary, it shall consist of stone dust, Portland cement, or other matter as approved by the Engineer. The mineral filler material shall meet the requirements of AASHTO M 17.

3.0 STORAGE OF MATERIALS


(1) The bituminous material delivered in drums shall be stored in the order of deliveries as received from the refinery which produced it and it shall be used on a first-in / first-out basis.

(2) The asphalt cement delivered by tanker shall, when required to be stored temporarily, be heated as necessary and maintained at the optimum temperature.

3.2. Aggregate

(1) The aggregate shall be stocked by size and type with separate stockpiles for similar sizes, if the material nature is substantially different from others.

(2) In storing the aggregate, care shall be taken to minimize premature mixing and prevent contamination by any deleterious matter as well as ensuring that the storage yard is effectively drained.

3.3. Filler

(1) The filler shall be stored in a damp-proof place and used on a first-in/first-out basis. The stone dust packed in bags shall be stored in the warehouse with the floor elevated 300 mm or more above the ground.


4.1. Quality and Proportioning of Hot Asphalt Cement Mixture

(1) Quality

(a) The hot asphalt cement mixture shall meet the standard values shown in Table 2230.2



Table 2230.2 – Marshall Test Standard Value (ATBC)

Test Item Standards Values Remarks

Bitumen Content-by-Weight of Total Mix 0.30%

Number of Blows 50 ASTM D 1599

Marshall Stability (kg) 500 or more

Flow Value (1/100 cm) 20 to 40

Percentage of Voids (%) 3 to 8

Residual Stability 48 hrs (%) min 75% minimum

Saturation Degree 70-80%

Pavement Density % min 96

(2) Proportioning in Laboratory

(3) In determining the amount of the asphalt cement to be mixed in the hot asphalt cement mixture, the Contractor shall execute the Marshall Stability Test in accordance with the requirements of Table 2230.2 and submit it to the Engineer for approval.

4.2. Proportioning in Place

(1) Before constructing the pavement, the hot asphalt cement mixture with the proportion of the material contents determined in the laboratory shall be produced in the mixing plant to be used for the job mixing, and tested in accordance with the Marshall Stability Test procedure for determining the material proportioning in place. The material proportioning in place shall be subject to the Engineer’s approval.

(2) Determination of Standard Density

(a) The standard density of hot asphalt cement mixture shall be the mean value of densities of the specimens prepared in a set of 3 pieces each by the material proportioning in place, of the morning and afternoon operations respectively for a minimum of 10 days after the construction work is started. The standard density shall be subject to the Engineer’s approval.

(b) The standard density shall be determined by the following formula:

Standard density (g/cm³) =

Where: A: Mass in grams of sample in air B: Mass in grams of surface-dry specimen in air. C: Mass in grams of sample in water rw Density of water (1.0 g/cm³)

4.3. Weather and Seasonal Limitations

(1) The asphalt cement treated base course shall be constructed only when the weather is not foggy or rainy.

4.4. Asphalt Plant

(1) The asphalt plant shall be computerized and conditioned to be capable of producing the prescribed kind and quality of asphalt mixture. The minimum capacity of the plant shall be 80 ton per hour. One unit of asphalt plant shall be provided for the prescribed kind of asphalt mixture.

x rw A B-C



(2) Asphalt plant shall have the function of deodorization system and collection of fine particles and dust.

(3) The type, capacity and location of the asphalt plant shall be subject to the approval of the Engineer. The asphalt plant shall have the functions described below:

(a) Cold feeder: The cold feeder shall be capable of providing accurate mechanical means for uniformly feeding the aggregate into the drier and maintaining uniform levels of both the gradation and temperature.

(b) Storage tank and heating system for asphalt cement: The tanks for the storage of hot asphalt cement, excluding the aggregates, shall be of sufficient capacity to hold the quantity required for a day’s construction work.

(c) The heating system shall be of indirect heating to permit a whole tank content to be heated uniformly to the prescribed temperature. The storage tank for asphalt or the feeder pipeline shall be provided with a recording thermometer at suitable place to make the measurement of asphalt temperature readily available.

(d) Drier: The drier shall have sufficient capacity to thoroughly dry and heat the aggregate to the prescribed temperature and maintain the proper and satisfactory operation of the plant. The drier shall be provided with a recording thermometer at a suitable place near the outlet to allow the measurement of aggregate temperature to be readily available.

(e) Vibrating screen: The screening system shall have normal capacity of screening all aggregate to the sizes and proportion as specified.

(f) Hot bin: The hot bin shall be divided into 3 or more compartments and have sufficient capacity for storing 5 batches or more of various sizes of aggregate. Each compartment shall be provided with overflow pipe to prevent backup of aggregate into other compartment or bins. Also, each compartment shall be provided with its own individual sample collection system.

(g) Dust collector: The asphalt plant shall be equipped with dust collector.

(h) Weighing box or hopper for aggregate, filler and asphalt: The weighing box or hopper for the aggregate, filler, and asphalt shall have sufficient capacity to weigh a full batch of material at a time and shall be equipped with a tight outlet gate so that no material is allowed to leak into the mixture while a batch is being weighed.

(i) The asphalt weighing box or hopper shall have a capacity of 12% or more of the mixer and shall be provided with suitable heat insulation all around the outer face.

(j) Scales for aggregate, filler and asphalt: The scales for aggregate, filler and asphalt shall have sufficient capacity to weigh a full batch of material at a time with reading of gradation at intervals of not more than a two hundredth (1/200) of the required maximum load.

(k) Asphalt discharging device: The spray bar shall have a sufficient number and length of nozzle to ensure that asphalt cement is uniformly distributed.

(l) Mixer: The mixer shall be a double-shaft pug mill type batching mixer and capable of producing a uniform mix as specified.

4.5. Mixing and Transportation

(1) Mixing

(a) The size of the cold feeder gate openings, volumetric amount for each hot bin and quantity of asphalt cement mixture per batch shall be determined by means of test mixing so as to meet the proportioning in place;

(b) The aggregate shall be heated to complete dryness and screened for the storage in



the respective bins. The amounts of aggregate and dry filler shall be accurately measured to meet the proportioning requirements in place.

(c) All aggregate and filler shall be put into the mixer and dry-mixed for 5 seconds or longer.

(d) The asphalt shall then be added and mixed well for at least 30 seconds until a uniform asphalt cement mixture can be attained;

(e) The temperature of mixing shall be chosen from the temperature range when the kinematic viscosity of asphalt is 150 to 300 centi-stoke (75 to 150 seconds, saybolt). The temperature is hereinafter referred to as designated temperature and

(f) The designated temperature shall not exceed 170 °C. The temperature of heated asphalt shall be the same as the designated temperature.

(2) Transportation

(a) The hot asphalt cement mixture shall be transported by the truck with clean and flat metallic loading bed. The loading bed of the truck shall be provided with thin oil or solution coating on the inner face to avoid cohesion of asphalt cement mixture.

(b) The asphalt cement mixture, once loaded, shall be covered with waterproof covering sheet, to preserve required laying temperature.

4.6. Preparation of Subbase Course

(1) Immediately before placing the hot asphalt cement mixture, the aggregate base course shall be cleaned of loose stones, dirt or other deleterious materials. Any unusual condition found on the aggregate base course shall be promptly brought to the attention of the Engineer for the Contractor’s corrective action.

(2) When the aggregate base course is wet due to rain or other causes, the asphalt cement mixture shall not be placed until it is dry and the Engineer has approved the work execution.

4.7. Spreading and Compacting

(1) The hot asphalt cement mixture shall be spread by means of a paving machine. Bituminous pavers shall be self-contained, power-propelled units with an activated screed or strike-off assembly, heated if necessary, and shall be capable of spreading and finishing courses of bituminous plant mix material which will meet the specified thickness, smoothness and grade.

(2) Pavers used for shoulders and similar construction shall be capable of spreading and finishing courses of bituminous plant mix material in widths shown on the Drawings.

(3) However, where the manual spreading is unavoidable, the mixture shall be spread carefully and thoroughly so that no segregation of the asphalt cement mixture occurs.

(4) The spreading operation shall be immediately suspended when it starts raining during the operation.

(5) The width, thickness and speed of the paving by the asphalt finisher shall be subject to the Engineer’s approval. The asphalt finisher shall be operated in such manner to spread the hot asphalt cement mixture to the full width along the forms set properly meeting the designated lines and in a uniform layer.

(6) When the spreading is completed, it shall have the required width, thickness, proper crossfall and surface smoothness.

(7) The portions immediately adjacent to concrete curbings, manholes or other structures shall be spread with a uniform coating of the bituminous material as accepted by the Engineer. After spreading, the hot asphalt cement mixture shall be thoroughly and



uniformly compacted with the power roller to not less than 96% of the standard density.

(8) The temperature of the hot asphalt cement mixture spread and laid shall not be lower than 120 °C as standard range, with tandem roller or triple axis roller to finish to a flat and smooth surface, eliminating the roller marks left from secondary rolling or small corrugations on the surface.

(9) In the area not accessible to the roller, the hot asphalt cement mixture shall be thoroughly compacted with hand tamper or other suitable tools approved by the Engineer.

(10) The finish thickness of 1 layer shall be 130 mm at the maximum.

4.8. Joints

(1) The hot asphalt cement mixture at the construction joints shall be thoroughly compacted to obtain sufficient adhesion between new and old portions and then finished to secure a smooth and flat surface.

(2) Where the edge of the previously paved course remains to be compacted roughly or has many cracks, the next course shall be worked on only after the defective portions are trimmed to the satisfaction of the Engineer.

4.9. Maintenance and Repair

(1) When a part of the finished asphalt treated base course surface is to be made available for Contractor’s Equipment or temporary works (including the transportation of material) due to the requirements of the work, its use shall be subject to the Engineer’s approval.

(2) As soon as its use is over, said surface shall be restored to the original conditions. During the period of use, the asphalt treated base course shall be provided with sand for the proper maintenance and repair and for the protection of the surface.

(3) The part restored shall be checked and accepted by the Engineer, upon completion of the restoration.

(4) All holes excavated in the work required for the execution of the quality and work-done testing procedures shall be backfilled to the prescribed density with the hot asphalt cement mixture.

5.0 QUALITY CONTROL

5.1. The quality shall satisfy the standard values shown in Table 2230.3(A) through 2230.3(C).


5.3. Test Section

(1) Prior to full production, the Contractor shall prepare a quantity of the mixture according to the job mix formula. The amount of mixture should be sufficient to construct a test section 15 m long and 8 m wide placed in two sections and shall be of the same depth specified for the construction of the course which it represents.

(2) The underlying grade or pavement structure for the test section shall be the same as the remainder of the course represented by the test section. The equipment used in construction of the test section shall be of the same type and weight to be used on the remainder of the course represented by the test section.

(3) If the test section should prove to be unsatisfactory, the necessary adjustments to the mix design, plant operation, and/or rolling procedures shall be made. Additional test



sections, as required, shall be constructed and evaluated for conformance to the specifications.

(4) When test sections do not conform to Specification requirements, the pavement shall be removed and replaced at the Contractor’s expense. A marginal quality test section that has been placed in an area of little or no traffic may be left in place. If a second test section also does not meet Specification requirements both sections shall be removed at the Contractor’s expense. Full production shall not begin without the Engineer’s approval.


6.1. Measurement

(1) The unit of measurement for the asphalt treated base course shall be cubic meters (m3).

(2) The quantity shall be as the area flat on plan of the top surface calculated from dimensions indicated on the Drawings.

6.2. Rates


(2) Rates shall further include for:

(a) Placing, spreading and compacting;

(b) Maintenance and repair work;

(c) Side and end waste;

(d) Curved work;

(e) Cutting of joints; and

(f) Testing



Table 2230.3(A) – MATERIALS (Asphalt Treated Base Course)

Work Item

Test Item Test Method Frequency Standard Value

Asphalt Treated Base Course

Asphalt cement


Once for every 500 tons at receiving materials

To meet the requirements of penetration grade 60 to 70 under ASTM D 946

Manufacturer's test data may be substituted as directed by the Engineer

Combined gradation of aggregate

AASHTO T 11 and T 27

Once for every quarry

To meet the requirements of Table 2230.1

Material finer than 200 sieve



Not more than 1% F.A. (River Sand) Not more than 3% (Manufacturer Sand) Not more than 0.25% (Coarse aggregate)

Abrasion of aggregate

AASHTO T 96

- ditto -

Not more than 30%

Soundness of aggregate

AASHTO T 104

- ditto -

Not more than 5% C.A.

Not more than 5% F.A.

Flatness of aggregate

By the Engineers instruction

- ditto -

Not more than 10% by weight

Absorption of aggregate


- ditto -

Not more than 3% (Dry specific gravity)

Plasticity index aggregate

AASHTO T 90

- ditto -

Not more than 6

Aggregate passing No. 40 sieve including mineral filler

Lightweight pieces in aggregates

AASHTO T-113

- ditto -

Not more than 0.5%



Table 2230.3 (B) - MATERIALS (Asphalt Treated Base Course)

Work Item

Test Item

Test Method

Frequency

Standard Value


Material proportioning in laboratory



To meet the requirements in Table 2230.2

Material proportioning

- ditto -

- ditto -

------------

Report of job

- ditto -

- ditto -

------------

Asphalt Treated Base Course (Asphalt plant)

Asphalt temperature

Kettle

4 times per day

Within +/- 15C of the designated temperature and not more than 170 C

Gradation of aggregate

AASHTO T 27

Once per day at hot bins

Percentage of weight passing 20 mm mesh sieve is within +/- 8% of designated For No. 4 mesh sieve within +/- 4.5 % of designated Designated : Represents the gradation as determined for the job mixing

Aggregate temperature hot bins


Once per day

-------------



Table 2230.3 (C) MATERIALS (Asphalt Treated Base Course)

Work Item Test Item Test Method Frequency Standard Value

Asphalt Plant Moisture of aggregate

- ditto - - ditto - ------------

Filler (stone dust)

screening AASHTO T 37

Once for every 500 tons

of mix

To meet the requirement of AASHTO M 17

Asphalt Treated Base Course (Hot Asphalt

Cement Mixture)

Heating temperature


At random Within +/- 15C of the designated temperature and not more than 170C

Marshall

ASTMD 1599

Once per day

(3 pieces)


Quantitative extraction of

asphalt

AASHTO T 164 or approved by the Engineer

Once per every 500 m. tons

Within 0.3% of the

prescribed amount of

asphalt cement

Asphalt Treated Base Course (Hot asphalt cement Mixture)

Sample screening

ASSHTO T 11 and T 27

Once per day in 3 times screening

Percentage of weight passing 20 mm mesh sieve is within +/- 8% of designated for No. 4 mesh sieve, within 7% of designated For No. 200 mesh sieve 3.5% of designated

Designated: Represents

the gradation as determined for the job mixing

Percent of compaction



Not less than 96% of the standard density.

Measurement of standard

density


------------



Table 2230.4 – WORKMANSHIP (Asphalt Treated Base Course) Work Item

Test Item

Test Method

Frequency

Tolerance


Finish elevation



+ 5 mm

Thickness


- ditto -

+ 5 mm

Width

- ditto -



New Bohol Airport Construction and Sustainable Environment Protection Project Section 2240: Asphalt Concrete Surface & Binder Course


10.SECTION 2240

ASPHALT CONCRETE SURFACE AND BINDER COURSE

1.0 SCOPE OF WORK

1.1. The work under this Section to be carried out by the Contractor, consists of the execution and completion of Asphalt Concrete Surface with Binder Course, constructed and laid hot on the prepared base to all required areas.

1.2. Asphalt Concrete Surface and Binder Course shall include providing dense, durable asphalt concrete surface and binder courses mixed in a central mixing plant and hauling, spreading and compacting the materials to meet the requirements of location, thickness, line and grade designated on the Drawings and as specified herein.

1.3. The Contractor shall, before the work on the asphalt concrete surface and binder course work commences, obtain the Engineer’s approval for the equipment and materials to be used and the methods of work execution.

2.0 MATERIALS


(1) The bituminous material to be used for Section 2240, Asphalt Concrete Surface and Binder Course shall meet the requirements of the penetration grade of 60 to 70 under ASTM D 946.

2.2. Aggregate

(1) The aggregate shall consist of hard, durable and clean crushed stone. The material shall be free of any dirt, organic matter, chemical contaminants or other deleterious substance, resulting from the crushing of natural rocks.

(2) If necessary and subject to the Engineer’s approval, a part of the fine aggregate may consist of washed, sharp river sand.

(3) The aggregate shall meet the following requirements:

(a) The amount of loss is not more than 5% for coarse and fine aggregates in the soundness test by AASHTO T 104;

(b) The reduced amount by abrasion is not more than 30% in the abrasion test by AASHTO T 96; and

(c) The aggregate having length and width ratio of more than 5 to 1, should not be more than 10% (flatness);

(d) Material finer than 200 sieve (river sand) should not be more than 1.0% and 0.25% for fine and coarse aggregate, respectively (AASHTO T-11 and T-27).

(e) Material finer than 200 sieve (manufactured sand) should not be more than 3% (AASHTO T-11 and T-27); and

(f) Lightweight pieces in aggregate should not be more than 0.5% (AASHTO T-113).

(4) The combined gradation of the aggregate shall be based on the range specified in Table 2240.1. The sieve analysis of aggregate shall be executed in accordance with AASHTO T-11 and T-27.



Table 2240.1 - Gradation of Aggregate Sieve Designation (Square Openings)

Percentage by Weight Passing Sieves (%)

1" (25 mm) 100

¾" (19 mm) 95-100

½" (12 mm) 70-90

3/8" (9.5 mm) 68-82

No. 4 (4.75 mm) 35-55

No. 8 (2.36 mm) 20-35

No. 30 (0.60 mm) 11-23

No. 50 (0.30 mm) 5-16

No. 100 (0.15 mm) 4-12

No. 200 (0.075 mm) 2-7

(5) However, if 2 or more kinds of aggregate with different specific gravities, varying not

less than 0.2 are mixed, the gradation of aggregate shall be adjusted with the Engineer’s approval.

2.3. Filler

(1) If filler, in addition to the fine particles naturally present in the aggregate, is necessary, it shall consist of stone dust, Portland cement, or other matter as approved by the Engineer.

(2) The mineral filler material shall meet the requirements of AASHTO M 17.


3.1. Refer to Section 2230 which applies equally herein.


4.1. Quality and Proportioning of Hot Asphalt Cement Mixture

(1) The hot asphalt cement mixture shall meet the standard values shown in Table 2240.2.

Table 2240.2 – Marshall Test Standard Values

Work Standard Values

Number of Blows 75

Marshall Stability (kg) min. 975

Residual Stability, 48 hrs (%) min. 75

Flow value (1/100 cm) 20-40

Percentage of Voids (%) 3-7

Saturation Degree (%) 65-85

Pavement Density (%) min 98

(2) The hot asphalt cement mixture shall have the residual stability of not less than 75% of the value obtained by the following formula:

Residual Stability = Stability after a soak in

Water (60ºC) for 48 hours x 100% Stability

(3) The hot asphalt mixture shall show no segregation when tested in accordance with the method by AASHTO T 182.



4.2. Proportioning in Laboratory

(1) In determining the amount of the asphalt cement to be mixed into the hot asphalt cement mixture, the Contractor shall execute the Marshall Stability Test in accordance with the requirements of Table 2240.2 and submit the results to the Engineer for approval.

(a) Proportioning in Place: Refer to para. 4.1 (1) of Section 2230, which applies equally herein.

(b) Determination of Standard Density: Refer to para 4.1 (d) of Section 2230, which apply equally herein.

4.3. Weather and Seasonal Limitations

(1) Refer to para 4.2 of Section 2230, which applies equally herein.

4.4. Asphalt Plant




4.6. Preparation of Base Course

(1) Immediately before placing the hot asphalt cement mixture, the underlying course shall be cleaned of loose stone, dirt and other deleterious materials.

(2) Any unusual condition found on the underlying course shall be promptly brought to the attention of the Engineer for the Contractor’s proper corrective action.

(3) When the underlying course is wet due to rain or other causes, the asphalt cement mixture shall not be placed until it is dry and the Engineer has approved the work execution.

4.7. Spreading and Compacting

(1) Refer to para. 4.6 of Section 2230, which applies equally herein except where stated as follows:

(2) A wooden form with the same thickness may be installed and fixed with pins at the free edge of each lane.

(3) After spreading, the hot asphalt cement mixtures shall be thoroughly and uniformly compacted with power roller to not less than 98% of the standard density in the surface course of the airport pavement and not less than 95% of the standard density in the road pavement and binder course of the airport pavement.

(4) The temperature of initial rolling shall be from 120°C to 140°C as standard range, however, it shall be determined upon consultation with the Engineer when the rolling is started.

(5) The final rolling shall be performed with the tandem roller or triple axis roller to a flat and smooth surface, eliminating the roller marks left from secondary rolling or small corrugation on the surface.

(6) In the area not accessible to the roller, the hot asphalt mixture shall be thoroughly compacted with plate compactor or other suitable tools approved by the Engineer.

(7) The finish thickness of 1 layer shall be 70mm at the maximum.



4.8. Joints

(1) The hot asphalt cement mixture at the construction joints shall be thoroughly cut or milled to a minimum 30 mm and compacted to get sufficient adhesion and even connection to adjoining pavement between new and old portions and finished to secure a smooth and flat surface.

(2) The edges of previously paved areas at construction joints to subsequent areas will be cut back by a minimum of 50 mm or to a depth of sound material and to the satisfaction of the Engineer.

(3) The lines of joint both for transverse and longitudinal shall be staggered at least 300 mm apart from the lines of joint of the underlying course in order to avoid the matching of both joints.

4.9. Maintenance and Repair

(1) When a part of the finished surface course is to be made available for Contractor’s equipment or temporary works (including the transportation of materials) due to the requirements of the work, its use shall be subject to the Engineer’s approval.

(2) As soon as its use is over, said surface shall be restored to its original condition. During the period of use, the surface course shall be provided with proper maintenance and repair for the protection of the surface as directed by the Engineer.

(3) The part restored shall be checked and accepted by the Engineer, upon completion of the restoration.

(4) All holes excavated in the work required for the execution of the quality control procedures shall be backfilled to the prescribed density with the same hot asphalt cement mixture.

4.10. Opening to Traffic

(1) The time schedule on opening to traffic shall be subject to the Engineer’s approval.

5.0 QUALITY CONTROL

5.1. The quality shall satisfy the standard values shown in Table 2240.3(A) through 2240.3(D).


5.3. Test Section

(1) Prior to full production, the Contractor shall prepare sufficient quantity of asphalt concrete mixture according to the job mix formula. The amount of mixture should be sufficient to construct a test section 15 m long and 7.5 to 8.0 m wide placed in two sections and shall be of the same depth specified for the construction of the course which it represents.

(2) The underlying grade or pavement structure upon which the test section is to be constructed shall be the same as the remainder of the course represented by the test section.

(3) The equipment used in construction of the test section shall be of the same type and weight to be used on the remainder of the course represented by the test section.

(4) If the test section should prove to be unsatisfactory, the necessary adjustments to the mix design, plant operation, and/or rolling procedures shall be made. Additional test sections, as required, shall be constructed and evaluated for conformance to the specifications.

(5) When test sections do not conform to specification requirements, the pavement shall be removed and replaced at the Contractor’s expense. A marginal quality test section



that has been placed in an area of little or no traffic may be left in place. If a second test section also does not meet specification requirements both sections shall be removed at the Contractor’s expense. Full production shall not begin without the Engineer’s approval.


6.1. Measurement

(1) The units of measurement for the asphalt concrete surface and binder course shall be in cubic meter (m3).

(2) The quantity shall be as the area flat on plan of the top surface calculated, from the dimensions indicated on the Drawings.

6.2. Rates

(1) The rates shall be full compensation for all plant, materials, transport, labor, equipment, temporary works, establishment charges, overheads, profit and taxes required to complete the work described in this Section of the Specification and/or on the Drawings.


(a) Placing, spreading and compacting;

(b) Maintenance and repair work;

(c) Side and end waste;

(d) Curved work;

(e) Wooden form;

(f) Cutting of joints; and

(g) Testing



Table 2240.3(A) – MATERIALS (Asphalt Surface & Binder Course)

Work Item

Test Item

Test Method

Frequency

Standard Value

Asphalt Concrete Surface and Binder Course

Asphalt cement



To meet the requirements of penetration grade 60 to 70 under ASTM D 946

Manufacturer's test data may be substituted as directed by the Engineer

Gradation of aggregate and filler



To meet the requirements of Table 2240.1 and gradation range under AASHTO M 17 (Mineral filler)

Abrasion of aggregate

AASHTO T 96 - ditto - Not more than 30%


AASHTO T 104

- ditto -

Not more than 5% C.A.

Not more than 5% F.A.

Flatness of aggregate

By the Engineers instruction

- ditto -


Absorption of aggregate


- ditto -

Not more than 3% (Dry specific gravity)

Plasticity index aggregate

AASHTO T 90

- ditto -

Not more than 6%

Aggregate passing No. 40 sieve including mineral filler



Table 2240.3(B) – MATERIALS (Asphalt Surface & Binder Course)



Material proportioning in laboratory


Once for every change in proportioning


Material proportioning in place

- ditto - - ditto -

Report of job - ditto - - ditto - Mixing

Asphalt Concrete Surface and Binder Course (Asphalt plant)

Asphalt temperature

Kettle

4 times per day

Within +/- 15C of the designated temperature and not more than 170 C


AASHTO T 27

Once per day at hot bins

Percentage of weight passing 20 mm mesh sieve is within ± 8% of designated For No. 4 mesh sieve within ± 4.5 % of designated Designated : Represents the gradation as determined for the job mixing

Aggregate temperature hot bins


Once per day

Moisture content of aggregate


Once per day

Filler (stone dust) screening

AASHTO T 37


To meet the requirements of AASHTO M 17 Aggregate passing No. 8 Sieve including mineral filler

Table 2240.3(C) – MATERIALS (Asphalt Surface & Binder Course)



Heating temperature


Every truck bed

Within ± 15°C of the designated temperature and not more than 170°C

Marshall stability

ASTM D 1599 Once per day (3 pieces)


Placing temperature


Once per day 120°C to 140°C

Quantitative extraction of asphalt

AASHTO T 164 or as approved by the Engineer

Once per every 500 m. tons

Within ± 0.3% of the prescribed amount of asphalt cement

Sample screening

AASHTO T11 and T27

Once per day (3 times screening/once)

Percentage of weight passing 13 mm mesh sieve is within ± 8% of designated For No. 10 mesh sieve within ± 3.5 % of designated Designated : Represents the gradation as determined for the job mixing



Table 2240.3 (D) – MATERIALS (Asphalt Surface & Binder Course)


Asphalt Concrete Surface Course

Percent compaction



Surface course of airport pavement: Not less than 98% of the standard density. Road pavement and binder course of airport pavement: Not less than 95% of the standard density

Measurement of standard density

By the method specified in para 4.1(d)

Table 2240.4 – WORKMANSHIP (Asphalt Surface & Binder Course)



Finish elevation

By surveying specified on Drawings

Once for every 400 m2 at point designated by the Engineer

+ 5 mm

Thickness


Once for every 1,000 m2 at point designated by the Engineer

+ 5 mm

Width

By the Engineer’s instruction



Flatness


As determined by the Engineer

Standard deviation shall be within 2.4 mm.

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2250: Prime Coat


11.SECTION 2250

PRIME COAT

1.0 SCOPE OF WORK

1.1. The work under this Section to be carried out by the Contractor, consists of the execution and completion of provision of Prime Coat to all required areas.

1.2. Prime coat shall be applied on the prepared aggregate base course with material in accordance with the requirements indicated on the Drawings and as specified herein.

1.3. Prior to commencement of the prime coat work, the Contractor shall obtain the Engineer’s approval for the material and equipment to be used and the methods of application.

2.0 MATERIALS

2.1. The bituminous material shall be either cut-back asphalt or emulsified asphalt and shall conform to the requirements of Table 2250.1.

Table 2250.1 – Bituminous Materials (Prime Coat)

Type and Grade

Specification

Application Temperatures (C)

Emulsified Asphalt SS-1, SS-1h MS-2, HFMS-1 CSS-1, CSS-1h CMS-2

ASTM D 977 ASTM D 977 ASTM D 2397 ASTM D 2397

20 to 70 20 to 70 20 to 70 20 to 70

Cut-back Asphalt RC-30 RC-70 RC-250

ASTM D 2028 ASTM D 2028 ASTM D 2028

30 or more 30 or more 30 or more

2.2. The maximum temperature of cut-back asphalt shall be that at which fogging occurs.


3.1. Application Rate of Cut-back Asphalt

(1) The application of the bituminous material by means of distributor shall be 0.70 liter/m2 to 1.2 liters/m2 or at a rate that shall be determined and approved by the Engineer through trial applications.

3.2. Weather Limitations

(1) The prime coat shall be applied when the atmospheric temperature is above 10 C and when the weather is not foggy or rainy. The temperature requirements may be waived, only when so approved by the Engineer.



3.3. Contractor’s Equipment

(1) The Contractor's equipment for the application shall include a self-powered pressure bituminous material distributor and the equipment for heating the bituminous material.

(2) The distributor shall have the capability which allows the bituminous material at even heat to be applied uniformly on the surface at readily controlled rate from 0.70 liter/m2 to 1.2 liters/m2. The distributor equipment shall include a thermometer for reading temperature of tank contents.

3.4. Application of Bituminous Material

(1) Immediately before applying the prime coat, the full width of the surface to be applied shall be swept with a power broom to remove all loose dirt and other objectionable material.

(2) The application of the bituminous material shall be made by means of the pressure distributor at the temperature designated, and in the amount of 0.70 liter/m² to 1.2 liters/m².

(3) Where required by the Engineer, immediately prior to the application of the prime coat, the surface shall be lightly sprayed with water (but not saturated) and/or air blast and if necessary scraped.

(4) After application of the bituminous material is done on the surface of the subbase course or the base course, the surface shall be allowed to dry not less than 48 hours without being disturbed or for such additional time as may be necessary to permit the drying out of the prime coat until it will not be picked by traffic or equipment.

(5) The period shall be determined by the Engineer. Care shall be taken that the application of bituminous material is not in excess of the specific amount, any excess shall be blotted with sand or removed as directed by the Engineer.

(6) All areas inaccessible to the distributor shall be sprayed manually using the device for hand spraying. The surface of structures adjacent to the areas being treated shall be protected in such a manner as to prevent their being spattered or marred.

(7) The Contractor shall maintain and protect the surface where the bituminous material has been applied from any damage until the hot asphalt cement mixture is placed. Where the prime coat failed to properly set and penetrate the surface, the application of the bituminous material shall be made again.

4.0 QUALITY CONTROL

4.1. The quality of the material shall satisfy the standard values shown in Table 2250.2

4.2. The workmanship shall be controlled in the manner shown in Table 2250.3


5.1. Measurement

(1) The unit of measurement for the prime coat shall be the square meter (m²).

(2) The quantity shall be computed as the area flat on plan from the dimensions indicated on the Drawings.

5.2. Rates

(1) The rates shall be full compensation for plant, materials, transport, labor, equipment, temporary works, establishment charges, overheads, profit and taxes required to



complete the work described in this Section of the Specification and/or shown on the Drawings.



Table 2250.2 – MATERIALS (Prime Coat)

Work Item

Test Form

Test Method

Frequency

Standard Value

Prime Coat

Bituminous Material


At every receiving


Manufacturer's test data may be substituted as directed by the Engineer. Not permitted to use the material 3 months after delivery.

Table 2250.3 – WORKMANSHIP (Prime Coat)

Work Item

Test Item

Test Method

Frequency

Tolerance

Prime Coat

Application of the bituminous material


As designated by the Engineer

0.7 liter/m2 - 1.2 liters/m2

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2260: Tack Coat


12.SECTION 2260

TACK COAT

1.0 SCOPE OF WORK

1.1. The work under this Section to be carried out by the Contractor, consists of the execution and completion of provision of Tack Coat to all required areas.

1.2. Tack coat shall be applied on the asphalt treated base course and in-between layers of the asphalt concrete surface courses with the requirements indicated on the Drawings and as specified herein.

1.3. Prior to commencement of the tack coat work, the Contractor shall obtain the Engineer’s approval for the material and equipment to be used and the method of application.

2.0 MATERIALS

2.1. The bituminous material shall be either cut-back asphalt or emulsified asphalt, or tar and shall conform to the requirements of Table 2260.1

Table 2260.1 Bituminous Materials (Tack Coat) Type and Grade Specification Application Temperatures (C)

Emulsified Asphalt SS-1, SS-lh CSS-1, CSS-lh Cut-back Asphalt RC-70 Tar RTCB 5, RTCB 6

ASTM D 977

ASTM D 2397

ASTM D 2028

AASHTO M 52

25 to 55 25 to 55

50 to 70

15 to 50


3.1. Application Rate of Bituminous Material

(1) The application of the bituminous material by means of distributor shall be from 0.3 liter/m2 to 0.7 liter/m2 or at a rate that shall be determined and approved by the Engineer through trial applications.


(1) The tack coat shall be applied only when the existing surface is dry and the atmospheric temperature is above 10 C. The atmospheric temperature requirements may be waived, only when so approved by the Engineer.


(1) The Contractor's equipment to be used for the application shall include a self-powered pressure bituminous material distributor and the equipment for heating bituminous material.



(2) The distributor shall have the capability which allows the bituminous material at even heat to be applied uniformly on the surface at readily controlled rate from 0.3 liter/m2 to 0.7 liter/m2. The distributor equipment shall include a thermometer for reading temperature of tank contents.

3.4. Application of Bituminous Material

(1) Immediately before applying the tack coat, the full width of surface to be treated shall be swept with a power broom and/or air blast to remove all loose dirt and other objectionable material.

(2) Emulsified asphalt shall be diluted by the addition of water when directed by the Engineer and shall be applied a sufficient time in advance of the paver to ensure that all water has evaporated before any of the overlying mixture is placed on the treated surface.

(3) The bituminous material including vehicle or solvent shall be uniformly applied with a bituminous distributor at the rate of 0.3 to 0.7 liter/m2 depending on the condition of the existing surface. The type of bituminous material and application rate shall be approved by the Engineer prior to application.

(4) Following the application, the surface shall be allowed to set without being disturbed for such period of time as may be necessary to permit drying out and setting of the tack coat. This period shall be determined by the Engineer. The surface shall then be maintained by the Contractor until the next course has been placed. Suitable precautions shall be taken by the Contractor to protect the surface against damage during this interval.

4.0 QUALITY CONTROL

4.1. The quality of the material shall satisfy the standards values shown in Table 2260.2



5.1. Measurement

(1) The unit of measurement for the tack coat shall be square meter (m2).


5.2. Rates

(1) The rates shall be full compensation for all plant, materials, transport, labor, equipment, temporary works, establishment charges, overheads, profit and taxes required to complete the work described in this Section of Specification and/or shown on the Drawings.



Table 2260.2 – MATERIALS (Tack Coat)

Work Item

Test Item

Test Method

Frequency

Standard Value

Tack Coat

Bituminous material


At every Receiving


Manufacturer's test data maybe substituted as directed by the Engineer. Not permitted to use the material 3 months after delivery.

Table 2260.3 – WORKMANSHIP (Tack Coat)

Work Item

Test Item

Test Method

Frequency

Tolerance

Tack Coat

Application of the bituminous material


As designated by the Engineer

0.3-0.7 liter/m2

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2270: Cement Treated Base Course


13.SECTION 2270

CEMENT TREATED BASE COURSE

1.0 SCOPE OF WORK

1.1. The work under this Section to be carried out by the Contractor, consists of the construction of Cement Treated Base Course for the pavement composed of aggregate, Portland cement and water in proper proportions, plant-mixed and constructed on prepared subbase in accordance with the specifications herein and in conformity with the lines, levels, grades, thickness and typical cross-sections indicated on the Drawings, and as specified herein.

1.2. The Contractor shall, before any work on the cement treated base course is started, design the material proportions in accordance with the requirements of this Section and the Drawings, and secure the Engineer’s approval of the materials to be used, and the method of work execution.

1.3. Before commencement of the work under this Section, the Contractor shall submit Method Statement stating work plan, materials, design the material proportions, schedule, quality control plan, safety control plan and personnel to be engaged in this work for approval of the Engineer as specified in Section 1000.

1.4. The Contractor shall also prepare the finishing elevation drawing of the area for this work in accordance with the design drawings for approval of the Engineer.

2.0 MATERIALS

2.1. Cement

(1) The cement shall conform to the requirements in Section 1400.

(2) All bags showing initial setting or lumps of caked cement, as well as half used bags, shall be rejected.

2.2. Aggregates

(1) Aggregates shall consist of natural sand, crushed stone or other inert materials with similar characteristics, or combinations thereof, having hard, strong and durable particles approved by the Engineer.

(2) The Aggregate shall not contain more than 3 percent of material passing the 0.075 mm (no. 200 sieve) by washing nor more than 1 percent each of clay lumps or shale. The use of beach sand will not be allowed.

(3) If the fine aggregate is subjected to 5 cycles of the sodium sulfate soundness test, the weighed loss shall not exceed 10 percent.

2.3. Portland Cement

(1) Only Type I Portland Cement conforming to ASTM C 150 shall be used unless otherwise provided for. Different brands or the same brand from different mills shall not be mixed nor shall they be used alternately unless the mix is approved by the Engineer.

(2) Cement which for any reason has become partially set or which contains lumps of caked cement will be rejected. Cement salvaged from discarded or used bags shall not be used.

(3) Samples of cement shall be obtained in accordance with AASHTO T127.



2.4. Water

(1) Water used in mixing, curing or other designated applications shall be reasonably clean and free of oil, salt, acid, alkali, grass or other substances injurious to the finished product. Water will be tested in accordance with Section 1400.

(2) Water which is drinkable may be used without test. Where the source of water is shallow, the intake shall be so enclosed as to exclude silt, mud, grass or other foreign materials.

2.5. Proportioning of Mixture

(1) The amount of cement to be added initially to the aggregate shall be from 3 to 4 percent of the dry mixture. However, the exact percentage to be added shall be fixed by the Engineer on the basis of laboratory test and trial mixes of the materials furnished by the Contractor.

(2) The mixture shall have the following grading characteristics:

Table 2270.1 – Mixture Gradation (CTBC)

Sieve Designation Percent passing cement/aggregate mix

Minimum Maximum

2" (19 mm) 85 100

3/8" (9.50 mm) 55 80

1/4" (6.35 mm) 42 66

No. 4 (4.75 mm) 32 56

No. 10 (2 mm) 23 43

No. 40 (0.50 mm) 11 26

No. 80 (0.20 mm) 7 17

No. 200 (0.075 mm) 4 10

2.6. Strength Requirements

(1) The cement content for construction shall be that at which the mix develops a 7-day compressive strength of at least 5.20 MPs (53 kgs/cm², /750 psi).

(2) The testing procedure shall be as follows: mold and cure specimens in accordance with ASTM D 560; soak specimens in water for 4 hours; cap and break specimens in compression in accordance with ASTM D 1633.

2.7. Mix Design

(1) The mix design shall be submitted to the Engineer for approval and shall be accompanied by test data. A change in the source of materials during the progress of work may necessitate a new design mix.

(2) The mix design shall determine with accuracy the aggregate grading, the cement content and the required water content.


3.1. Storage of Portland Cement

(1) Cement shall be stored in a cement silo or damp proof warehouses, and used on first in/ first out basis.



(2) The Contractor shall, when storing cement in a cement silo, exercise care not to cause lump of cement sticking to the bottom of silo. Bagged cement shall be stacked on the warehouse floor which has been raised by not less than 30 cm above the surrounding ground in such a way to afford easy inspection and handling. Bags of cement shall not be stacked more than 13 bags in height.

(3) Cement which has been stored for a long period and has not passed a pertinent quality test carried out before use or which contains caked lumps, shall not be used.

(4) The Contractor shall cool cement before use if it has been warmed, having been stored in a hot place. Prior to construction, laboratory tests of the approved soil material shall be made to determine the quantity of cement required in the mix.

3.2. Storage of Aggregate

(1) The Contractor shall stockpile coarse and fine aggregate according to their sizes with proper partitions in between.

(2) The Contractor shall take measures to maintain skin moisture content of stockpiled aggregate uniform in the entire mass by providing shade over the aggregate, water sprinkling or other means.

(3) Care shall be exercised when receiving, storing and handling the aggregate not to cause segregation of sizes or allow mixture of dirt, mud or other foreign materials into the aggregate.

(4) The Contractor when stockpiling aggregate under hot climate shall take measure to prevent direct exposure to the sunlight such as a shade not to excessively heat or dry the aggregate.

4.0 CONTRACTOR’S EQUIPMENT AND PLANT

4.1. Equipment and tools necessary for handling materials and performing all parts of the work shall be approved by the Engineer as to design, capacity and mechanical condition.

4.2. The equipment shall be at the site sufficiently ahead of the start of construction operations to be examined thoroughly and approved.


5.1. Central Batching Plant Method

(1) The aggregate shall be proportioned and mixed with cement and water in a central mixing plant. The plant shall be equipped with feeding and metering devices which will introduce the cement, aggregate and water into the mixer in the quantities specified. Mixing shall continue until a uniform mixture has been obtained.

5.2. Spreading, Compacting and Finishing

(1) The material shall be spread by a mechanical spreader of approved type or asphalt paver. In spreading from the wind row, care shall be taken to avoid cutting into the underlying course.

(2) Initial rolling shall be performed with pneumatic tire roller and final rolling with a 3 wheel or tandem-type steel wheel roller. Rolling shall be discontinued whenever it begins to produce excessive pulverizing of the aggregate or displacement of the mixture.

(3) When the compacted thickness of the cement treated base course is to be more than 150 mm, the mixture shall be spread from the wind row and compacted in 2 approximately equal layers, the first layer to be bladed and rolled before the second layer is spread.



(4) Compaction shall continue until field density of not less than 98% of the compacted maximum dry density determined in accordance with AASHTO T 180 Method D has been attained. Field Density test shall be in accordance with AASHTO T 191.

(5) Where cement treated base is required under asphalt concrete pavement, the compacted cement treated base surface shall be scarified to produce corrugation and allow good bonding between layer of asphalt pavement and the cement treated base course.


(1) The cement treated base shall not be applied during windy, rainy or impending bad weather. In the event rain occurs, work shall be promptly stopped and the entire section if damaged shall be reconstructed in accordance with the Specification.

5.4. Protection, Curing and Maintenance

(1) The completed cement treated base shall be cured with prime coat applied as soon as possible after the completion of final rolling. The surface shall be kept moist until the seal is applied.

(2) The rate of application shall be in accordance with Section 2250 of this Specification. The exact rate shall be determined by the Engineer. Curing seal shall be applied in sufficient quantity to provide a continuous film over the base. The film shall be maintained for at least 5 days unless the treated base is protected by a subsequent course.

(3) The Contractor shall be required to maintain at his own expense the entire work within the limits of his Contract in good condition satisfactory to the Engineer from the time he first started work until all work shall have been completed.

(4) Maintenance shall include immediate repair of any defects that may occur before and after the cement treated base course has been compacted and finished, and before any succeeding pavement work is in-place, which work shall be done by the Contractor at his own expense and repeated as may be necessary to keep the cement treated base continuously intact.

5.5. Trial Sections

(1) Before construction is started, the Contractor shall spread and compact trial sections as directed by the Engineer. The purpose of the 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 by the Contractor.

(2) Therefore, the Contractor must use the same material, equipment and procedures that he proposes to use for the main work. One trial section of about 500 m2 shall be made for every type of material and/or construction equipment/procedure proposed for use.

(3) After final compaction of each trial section the Contractor shall carry out such field density tests and other tests required as directed by the Engineer.

(4) If a trial shows that the proposed materials, equipment or procedures in the Engineer’s opinion are not suitable, the materials shall be removed at the Contractor’s expense and a new trial section shall be constructed.

(5) If the basic conditions regarding the type of material or procedures change during the execution of the work, new trial section shall be constructed.

6.0 QUALITY CONTROL





6.3. Tolerances

(1) The cement treated base course shall be laid to the designed level and transverse slopes shown on the Drawings. The allowable tolerances shall be in accordance with the following:

(a) Permitted variation from design: Thickness of Layer : + 0/-10 mm

(b) Permitted variation from design: Level of Surface : + 5/-10 mm

(c) Permitted Surface Irregularity: measured by 3 m straight edge: 5 mm

(d) Permitted variation from design: Cross-fall of Camber : ± 0.2%

(e) Permitted variation from design: Longitudinal Grade over 25 m length: ± 0.1%

6.4. Traffic

(1) The Contractor shall not be permitted to drive heavy equipment over completed portions prior to the end of 5 days curing period except pneumatic tired equipment required for constructing adjoining sections.


7.1. Measurement

(1) The unit of measurement for cement treated aggregate base course shall be the cubic meter (m³).


7.2. Rates

(1) The rates shall be full compensation for all plant, materials, labor, equipment, transport, temporary works, establishment charges, overheads, profit and taxes required to complete the work described in this Section of the Specification, and/or shown on the Drawings.


(a) Extra thickness of cement treated base course below joints between light and heavy pavement and below gutters;

(b) Depositing, spreading, compacting and scarifying;

(c) Curing;

(d) Maintenance and repair work;

(e) Side and end waste;

(f) Additional area for concrete paver side track; and

(g) Protection



Table 2270.2 – MATERIALS (CTBC)

WORK ITEM TEST FORM TEST METHOD FREQUENCY STANDARD VALUE

Cement Treated Base Course

Portland cement As approved by the Engineer


To meet the requirements of Type I Portland Cement conforming to ASTM C 150

Manufacturer test data may be substituted as directed by the Engineer


AASHTO T 11 and T 27 or equivalent



Abrasion of aggregate AASHTO T 96 or equivalent

- ditto - Not more than 30%


AASHTO T 104 or equivalent

- ditto - Not more than 5%

Water Absorption of aggregate

AASHTO T 84 and T 85 or equivalent

- ditto - Not more than 3% (Dry specific gravity)

Plasticity index AASHTO T 90 or equivalent

- ditto - Not more than 6

Aggregate passing No.40 sieve including mineral filler

Moisture-density Relation

AASHTO T 180 Once for every 500 m2 at Point designated by the Engineer

-


AASHTO T 191 Once for every 2,000 m2

98 % or more

Compressive Strength ASTM D 560 and ASTM D 1633


More than 5.20 MPa (53 kgs/cm2 : 754 psi )



Table 20370.3 – WORKMANSHIP (CTBC) WORK ITEM

TEST FORM

TEST METHOD

FREQUENCY

TOLERANCE

Cement Treated Base Course

Finish elevation



+ 5 mm/-10 mm

Thickness

As approved by theEngineer

- ditto -

+0/- 5 mm

Width

- ditto -

At point designated by the Engineer


Evenness of surface

By 3 meters straight edge

- ditto -

Within 5 mm of variation on 2 contacts

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2280: Portland Cement Concrete Pavement


14.SECTION 2280

PORTLAND CEMENT CONCRETE PAVEMENT

1.0 SCOPE OF WORK

1.1. The work under this Section to be carried out by the Contractor, consists of the execution and completion of Portland Cement Concrete Pavement to all required areas.

1.2. Portland Cement Concrete Pavement shall include the construction of Portland cement concrete pavement, with or without reinforcement, constructed on the prepared base in accordance with this Specification and shall include provision of materials, mixing plant, mixing, hauling, placing and consolidating. The work shall meet the requirements of location, thickness, line, and grade indicated on the Drawings and as specified herein.

1.3. The Contractor shall, before the work on the Portland cement concrete pavement is started, design the concrete mixes in accordance with the requirements of this Section and the Drawings, and also secure the Engineer's approval of the materials to be used and the construction method to be employed.

2.0 METERIALS

2.1. Cement

(1) The cement shall conform to the requirements in Section 1400.

(2) All bags showing initial setting or lumps of caked cement, as well as half used bags, shall be rejected.

2.2. Water

(1) The water shall be free of oil, acid, salt, organic matter or other deleterious substances which may have an adverse effect on the quality of concrete.

2.3. Fine Aggregate

(1) Fine aggregate shall consist of natural or manufactured sand, having hard, strong, durable particles. Fine aggregates shall be clean and free from extraneous materials, clay ball organic matter or other detrimental material in accordance with this Specification. The maximum combined quantity of soluble chlorides and sulphates in the fine aggregate shall not exceed 1000 ppm fine aggregate.

(2) The gradation of the fine aggregate shall be based on the range specified in Table 1400-2 of Section 1400.

(3) The sieve analysis of the fine aggregate shall be executed in accordance with AASHTO T 27.

(4) When the fineness modulus of the fine aggregate shows variation of not less than 0.2 as compared with the value established in the material proportioning for concrete, the material proportioning shall be corrected.

(5) The limits of deleterious substance content shall be in accordance with the values specified in Table 1400.1 of Section 1400. The deleterious substances not specified in Table 1400.1 shall be handled as directed by the Engineer.



2.4. Coarse Aggregate

(1) The coarse aggregate shall consist of crushed stone and shall be tough, durable, and free of dirt, organic matter or other deleterious substance, proceeding from the crushing and processing of natural rocks.

(2) The gradation of the coarse aggregate shall be based on the range specified in Table 2280.1. If the coarse aggregate does not meet the gradation specified in this Table, the blending of other materials must be approved by the Engineer. The sieve analysis of coarse aggregate shall be executed in accordance with AASHTO T 27.

Table 2280.1 – Gradation of Coarse Aggregate (PCCP)

Sieve Designations (Square Openings)

From 1 ½" to No. 4 (38 mm to 4.75 mm)

By Weight Passing Sieves

Alternative Standard 2" – No. 4 1"- No. 4

2-1/2" 63.5 mm - -

2" 50.8 mm 100 -

1-1/2" 38 mm 90 to 100 -

1" 25.4 mm 20 to 55 100

¾" 19 mm 0 to 15 90 to 100

½" 12.5 mm - 20 – 55

3/8" 9.5 mm 0 to 5 0 to 15

No. 4 4.75 mm - 0 to 5

(3) The limit of deleterious substance content shall be in accordance with the values

specified in Table 1400-3A of Section 1400. The deleterious substances not specified in Table 1400-3A shall be handled as directed by the Engineer.

2.5. Admixtures

(1) The use of admixtures in the concrete mix shall only be permitted after the approval of the Engineer.

(2) The air entraining admixtures shall meet the requirements of ASTM C 260.

(3) The water reducing admixtures shall meet the requirements of ASTM C 494.

2.6. Joint Filler

(1) The joint filler to be used shall be suitable for expansion and contraction of the concrete slabs, and shall also be durable enough to hold without permanently being collapsed or deformed during the construction.

(2) The joint filler shall meet the requirements of size as indicated on the Drawings, and shall be of sponge rubber type and meet the requirement of ASTM D 1752.

2.7. Joint Sealer

(1) The joint sealer shall be well adapted to expansion and contraction of concrete slabs and shall be excellent in water and oil proofing. It shall also be durable enough to withstand the hot weather and the impact caused by the traffic.

(2) Any joint sealer shall meet the requirements of ASTM D 1854 or approved equivalent.



2.8. Dowel and Tie Bars

(1) Dowel bars shall be plain steel bars of grade 40 and shall meet the requirements of ASTM A 617, and their axis shall be perfectly straight. The dimensions of dowel bars shall be in accordance with the requirements shown on the Drawings.

(2) Tie bars shall be deformed steel bars of grade 40 and conform to the requirements of ASTM A 617. The dimensions of tie bar shall be in accordance with the requirements shown on the Drawings.

(3) 8 No. Earth tie down rings and housings shall be installed at locations designated by the Engineer.

2.9. Underlay Paper

(1) Underlay paper shall be provided according to the instructions of the Engineer at the Contractor’s expense to the areas where Prime Coat is eroded

(2) The underlay paper shall be made of polyethylene film or kraft paper. The material of the underlay paper must be approved by the Engineer.

2.10. Cover Material for Curing

(1) The curing materials shall conform to any of the following requirements:

(a) Liquid membrane-forming compounds for curing concrete shall conform to the requirements of ASTM C 309 TYPE 2;

(b) White polyethylene film for curing concrete shall conform to the requirements of ASTM C 171;

(c) White burlap-polyethylene or jute sack sheeting for curing concrete shall conform to the requirements of ASTM C 171; and

(d) Waterproof paper for curing concrete shall conform to the requirements of ASTM C 171.

3.0 STORAGE OF METERIALS

3.1. Cement

(1) Refer to Section 1400.

3.2. Aggregate

(1) Refer to Section 1400.

3.3. Admixture

(1) The admixture shall be stored separately and kept free from all impurities and shall be used on a first-in/first-out basis.

(2) The admixture in powder form shall be kept free from moisture absorption or caking in storage, while the liquid admixture shall be kept free from decomposition or denaturation. Care should be extended to promptly use the stored materials prior to their indicated expiration dates if there are any.

3.4. Joint Materials

(1) The joint filler and the joint sealer shall be stored in a warehouse with a suitable cover. The joint filler shall be set on a flat surface to prevent deformation.

(2) Care should be extended to promptly use the stored materials prior to their indicated expiration dates if there are any.



3.5. Steel Materials

(1) The steel materials shall not be laid directly on the ground and shall be stored in a warehouse or with suitable cover on them as flat as practicable to avoid initial stresses on the reinforcing materials.

3.6. Underlay Paper

(1) The underlay paper shall not be stored directly on the ground but in a warehouse or with suitable cover on them.


4.1. The Contractor's equipment necessary for handling the materials and performing all parts of the work shall be approved by the Engineer as to design, capacity, and mechanical condition.

4.2. The Contractor's equipment shall be at the job site before the start of construction operations for inspection and approval.

4.3. Batching Plant and Equipment

(1) General

(a) The batching plant shall include bins, weighing hoppers, and scales for the fine aggregate and coarse aggregate. If bulk cement is used, a bin, hopper, and separate scale for the cement shall be included.

(b) The weighing hoppers shall be properly sealed and vented to preclude dusting during the operation. Sufficient dust controls should be installed to conform to any environmental regulation.

(2) Bins and hopper

(a) The bins with adequate separate compartments for the fine aggregate and coarse aggregate shall be provided in the batching plant. Each compartment shall discharge efficiently and freely into the weighing hopper.

(b) Means of control shall be provided so that, as the quantity desired in the weighing hopper is approached, the material may be added slowly and shut off with precision.

(c) A port or other opening for removing an overload of any one of the several materials from the hopper shall be provided.

(d) The weighing hoppers shall be constructed to eliminate accumulations of materials and to discharge fully.

(3) Scales

(a) The scales for weighing the aggregate and cement shall be of either the beam or the springless dial type. They shall be accurate within 0.5 % throughout their range of use.

(b) When the beam-type scales are used, the provisions such as a "telltale" dial shall be made for indicating to the operator that the required load in the weighing hopper is being approached. A device on the weighing beams shall clearly indicate critical position.

(c) The poises shall be designed to be locked in any position and to prevent any unauthorized change. The weigh beam and "telltale" device shall be in full view of the operator while charging the hopper and the operator shall have convenient access to all controls.

(d) The scales shall be inspected and sealed as often as the Engineer may deem



necessary to assure their continued accuracy. The Contractor shall have on hand not less than 23 kg weights for testing of all scales when directed by the Engineer.

(4) Mixers

(a) The concrete shall be mixed in a central mixing plant. The mixer shall have attached in a prominent place a manufacturer's name plate showing the capacity of the drum in terms of volume of the mixed concrete and the speed of rotation of the mixing drum or blades.

(b) A measuring device accurate within 3 % in weight and satisfactory to the Engineer shall be provided at the mixer for determining the amount of air-entraining agent or other admixture to be added to each batch requiring such admixtures.

(c) Central Plant Mixer: The mixing shall be made in an approved mixer capable of combining the aggregates, cement, and water into a thoroughly mixed and uniform mass within the specified mixing period, and of discharging the mixture without segregation.

(d) The central plant mixers shall be equipped with an acceptable timing device that will not permit the batch to be discharged until the specified mixing time has elapsed. The water system for a central mixer shall be composed of either a calibrated measuring tank or a meter and shall not necessarily be an integral part of the mixer.

(e) The mixers shall be examined daily for changes in condition due to accumulation of hard concrete or mortar or wear of blades.

(f) The pickup and throw over blades shall be replaced when they have worn down 19 mm or more.

(g) The Contractor shall have a copy of the manufacturer's design on hand showing dimensions and arrangement of blades in reference to original height and depth.

(h) Dump Truck: Dump trucks shall be used for hauling the central-mixed concrete.

(5) Paving Machine

(a) The paving machine shall consist of concrete spreader, finisher, leveller, built-in vibrators, floating and texturing machines, of appropriate type and capacity, all approved by the Engineer.

(b) Vibrators

(i) The vibrators may be the internal type with either immersed tube or multiple spuds, for the full width of the concrete slab. They may be attached to the spreader of the finishing machine and shall not be in contact with joints of any type, load-transfer devices, subgrade, or side forms.

(ii) The frequency of the internal type shall not be less than 7,000 vibrations per minute for spud vibrators. When the spud-type internal vibrators are used adjacent to the side forms, they shall have a frequency of not less than 3,500 vibrations per minute.

(iii) The hand vibrators should be used to consolidate the concrete along forms and other isolated areas. The number, spacing, frequency, and eccentric weights shall be determined as necessary to achieve an acceptable concrete density and finishing quality.

(iv) Adequate power to operate all vibrators at the weight and frequency required for a satisfactory finish shall be available on the paving machine.

(v) The internal vibrators may be supplemented by vibrating screeds operating on the surface of the concrete. The frequency of surface vibrators shall not be less than 3,500 vibrations per minute.



(vi) The Contractor shall furnish a tachometer or other suitable device for measuring the frequency of the vibrators. The vibrators and tamping elements shall be automatically controlled so that they shall be stopped as forward motion ceases.

(6) Concrete Saw

(a) The Contractor shall provide at the site sawing equipment of 1 meter minimum diameter circular saw blade adequate in number of units and power to complete the sawing to the required dimensions. The Contractor shall provide at least 1 standby circular saw in good working order.

(b) An ample supply of saw blades shall be maintained at the Site of the work at all times during the sawing operations. The Contractor shall provide adequate artificial lighting facilities for night sawing if such night work is permitted. All of this equipment shall be on the job both before and at all times during the concrete placement.

(7) Forms

(a) The straight side forms shall be made of steel having a thickness of not less than 6 mm and shall be furnished in sections of not less than 3 m in length. The forms shall have a height equal to the prescribed edge thickness of the concrete without horizontal joint, and with a base equal to height of the forms.

(b) The forms shall be provided with adequate devices for secure setting so that when in place they will withstand, without visible spring or settlement, the impact and vibration of the consolidating and finishing equipment.

(c) The forms with battered top surfaces and bent, twisted, or broken forms shall be removed from the work. The repaired forms shall not be used until inspected and approved by the Engineer.

(d) Built-up forms shall not be used, except as approved by the Engineer. The top face of the form shall not vary from a true plane more than 3 mm in 3 m, and the upstanding leg shall not vary more than 6 mm.

(e) The forms shall contain provisions for locking the ends of abutting sections together tightly for secure setting.

4.4. Form Setting

(1) The forms shall be set sufficiently in advance of the concrete placement to ensure continuous paving operation. After the forms have been set to correct grade, the base shall be thoroughly tamped, either mechanically or by hand, at both the inside and outside edges of the base of the forms.

(2) The forms shall be staked into place with not less than 3 pins for each 3 m section. A pin shall be placed at each side of every joint.

(3) The form sections shall be tightly locked and shall be free from play or movement in any direction. The forms shall not deviate from true line by more than 6 mm at any point.

(4) The forms shall be so set that they will withstand, without visible spring or settlement, the impact and vibration of the consolidating and finishing equipment. The forms shall be cleaned and oiled prior to the placing of concrete.

(5) The alignment and base elevations of the forms shall be checked and corrections made by the Contractor immediately before placing the concrete, if necessary. When any form has been disturbed or any base has become unstable, the forms shall be reset and rechecked.

(6) The forms shall be removed after 24 hours have elapsed from the concrete placement. However, it shall require the prior approval of the Engineer.



4.5. Conditioning of Base Course, Side-Form Construction

(1) Ruts or depressions in the base course caused by hauling or usage of other equipment shall be filled as they develop with suitable material (not with concrete or concrete aggregates) and thoroughly compacted by rolling.

(2) If damage occurs to the base course, it shall be corrected full depth by and at the expense of the Contractor. Alternatively the damaged areas shall be filled with concrete integral with the pavement.

(3) If required by the Engineer, a multiple-pin template weighing not less than 454 kg per 6.1 m or other approved template shall be provided and operated on the forms immediately in advance of the placing of the concrete.

(4) The template shall be propelled only by hand and not attached to a tractor or other power unit. Templates shall be adjustable so that they may be set and maintained at the correct contour of the base course.

(5) The adjustment and operation of the template shall be such as to provide an accurate retest of the grade before placing the concrete thereon.

(6) All excess material shall be removed. Low areas may be filled and compacted to the proper grade, or filled with concrete integral with the pavement. The template shall be maintained in accurate adjustment at all times by the Contractor, and should be checked daily.

4.6. Handling, Measuring and Batching Material

(1) The proposed batch plant size, layout, equipment, and provisions of material shall be assured by the Contractor for a continuous supply of concrete material to the work.

(2) The aggregate from different sources and of different grading shall not be stockpiled together. Improperly placed stockpiles shall not be accepted by the Engineer.

4.7. Proportions

(1) The proportioning requirements for the concrete shall be designed for a flexural strength of 45 kg/cm2 at 28 days.

(2) The quality of concrete shall be as specified in Table 2280.2.

Table 2280.2 – Quality of Concrete (PCCP)

Work Item

Quality

Test Method

Remarks

Design flexural strength

45 kg/cm2 4.41 MPa (640 psi)

AASHTO T 97

At 28 days

Air content at unloading

5 ± 1.5 %

AASHTO T 121

Slump at unloading

25 to 50 mm AASHTO T 119

(3) Prior to the start of paving operations and after the approval of all materials to be used

in the concrete, the Contractor shall submit to the Engineer test data showing the proportions in place and actual flexural strength obtained from the concrete specimens.

(4) The minimum cement content shall be maintained to produce the concrete of suitable durability and workability.



(5) The maximum water cement ratio for the concrete shall not be exceeded, and the entrained air shall be as required to increase durability and provide workability.

(6) The format for presentation of specified mix shall be in accordance with Table 2280.3, which shall be submitted for the Engineer's approval.

Table 2280.3 – Format of Proportioning Specifications (PCCP)

Item Particulars Value

Aggregate

Target Value of Slump

Plant (cm)

In Place (cm)

Target Value of Entrained Air

Plant (%)

In Place (%)

Water cement

Ratio W/C (%)

Fine Aggregate

Quantity (kg/m3)

Fine Aggregate.

Coarse Aggregate

Admixture

Notes:

Design Compressive Strength kg/cm2:

Compressive Strength of Concrete:

Type of Cement:

Type of Fine Aggregate:

F.M. of Fine Aggregate:

Type of Coarse Aggregate:

Porosity of Coarse Aggregate:

Type of Admixture:

Time required for Transportation:

Time of Construction:




(1) Weighing of Materials

(a) Before weighing the materials, the material proportion in the laboratory shall be adjusted to the equivalent material proportion in place, and shall be approved by the Engineer.

(b) Each material shall be weighed for the quantity to be used in one mixing, except for the quantity of water and liquid admixture which may be volumetrically measured.

(c) Variation in the quantity measure shall not be more than the values shown in Table 2280.4.

Table 2280.4 – Allowance for Quantity Measurement (PCCP)

Type of Material Allowance by Weight (%)

Water, Admixture 1

Cement 2

Aggregate 3

(d) The water used for dissolving or diluting the admixture shall be included in

measuring the total quantity of the water in mixing the concrete.

(2) Mixing

(a) The mixing time of concrete shall be determined by testing. The standard mixing time without the test shall not be less than 1.5 minutes with a tilting mixer and not less than 1 minute with a pan mixer after all materials are charged in the mixer. In no case shall the mixing be continued beyond 3 times the standard mixing time.

(b) No new materials shall be added into the mixer before all mixed concrete is discharged from the mixer.

(c) The mixer shall be cleaned before and after the mixing operation. Proper decantation basins should be provided to collect the washings from the mixers and dump trucks and prevent clogging of drains in the area.

(3) Transportation of Concrete

(a) The concrete shall be transported in such manner as to prevent segregation of material and shall be placed promptly after arrival at the Site.

(b) The time from mixing to commencing the placement shall not exceed the time when concrete will start its initial set. Placing of the concrete shall be performed in a manner that does not damage the concrete already placed ahead.

(c) In the dry season, or in the presence of strong wind or in other conditions the concrete shall be provided with reasonable protection from drying during transportation.

(d) The distance from loading to unloading shall be as short as possible to prevent the concrete from segregation.

(e) The trucks used for the transportation of concrete shall be cleaned before and after use.

(4) Limitations of Mixing

(a) During dry season, the following precautions shall be taken. The forms and the base course shall be sprinkled with water immediately before placing the



concrete. The concrete shall be placed during the coolest hours of the day, and in no case shall the temperature of the concrete when placed exceed 32 C.

(b) The aggregates and mixing water shall be cooled as necessary to maintain the concrete temperature at not more than 32 C.

4.9. Placing Concrete

(1) For the side form method, the concrete shall be deposited on the base course to require as little handling as possible.

(2) Unless otherwise approved by the Engineer, the concrete shall be unloaded into the bucket of the lateral transporter at the adjoining lane and carried to the lane for concrete placing by a side loading machine or a conveyor system, and dumped on the base course to prevent segregation of materials from discharged bucket or hopper of box type spreader.

(3) The placing shall be continuous between the transverse joints without the use of intermediate bulkheads.

(4) Necessary hand spreading shall be done with shovels, and not with rakes.

(5) The workmen shall not be allowed to walk in the freshly mixed concrete with boots or shoes coated with soil or foreign substances.

(6) When the concrete is to be placed adjoining a previously constructed lane of pavement and when mechanical equipment will be operated upon the existing lane of pavement, the concrete shall be at least 7 days old and at a flexural strength approved by the Engineer.

(7) If only finishing equipment is carried on the existing lane, paving in adjoining lanes may be permitted after 3 days, if so approved by the Engineer.

(8) The concrete shall be thoroughly consolidated against and along the faces of all forms and along the full length and on both sides of all joint assemblies by means of vibrators inserted in the concrete.

(9) The vibrators shall not be permitted to come in contact with a joint assembly, the base course, or a side form. In no case shall the vibrator be operated longer than 15 seconds in any one location, nor shall the vibrators be used to move the concrete.

(10) The concrete shall be deposited as near to the expansion and contraction joints as possible without disturbing them but shall not be dumped from the discharge bucket or hopper into a joint.

(11) Should any concrete material fall on a completed slab, it shall be removed immediately by approved methods.

4.10. Strike-off of Concrete

(1) Following the placing of the concrete, it shall be struck off to conform to the cross section specified on the Drawings and to the elevation such that when the concrete is properly consolidated and finished, the surface of the pavement shall be at the elevation specified on the Drawings.

4.11. Longitudinal and Transverse Joints

(1) The longitudinal and transverse joints shall be constructed as indicated on the Drawings and in accordance with these requirements by saw cutting the proposed joints within 16 hours or a time frame that necessitate early cutting to be determined by the Engineer thru trial saw cutting after placing the concrete.

(2) All joints shall be constructed true to line with their faces perpendicular to the surface of the pavement. The joints shall not vary more than 13 mm from the true line or from their designated position.



(3) The vertical surface of the pavement adjacent to all expansion and construction joints shall be finished to the true plane and edged to radius of 6 mm.

(4) The surface across the joints shall be tested with a 3 m straight edge as the joints are finished and any irregularities in excess of 6 mm shall be corrected before the concrete has hardened. The transverse joints shall be at right angles to the longitudinal joints of the pavement and shall extend the full width of the slab.

4.12. Tie Bars

(1) Tie bars shall consist of deformed bars installed in longitudinal joints as shown on the Drawings.

(2) Tie bars shall be placed at right angles to the centerline of the concrete slab and shall be spaced at intervals as shown on the Drawings.

(3) They shall be held in position parallel to the pavement surface and midway between the surfaces of the slab. These bars shall not be painted, greased, or enclosed in sleeves.

4.13. Dowel Bars

(1) The dowel bars shall be placed across transverse or other joints in the manner as specified on the Drawings.

(2) They shall be of the dimensions and spacing as shown and held rigidly in the middle of the slab depth in the proper horizontal and vertical alignment by an approved assembly device to be left permanently in place.

(3) The dowel and joint devices shall be rigid enough to permit complete assembly as a unit ready to be lifted and placed into position.

(4) A metal, or other type, dowel expansion cap or sleeve with spring, shall be furnished for each dowel bar used with expansion joints. These caps shall be substantial enough to prevent collapse and shall be placed on the ends of the dowels as shown on the Drawings.

(5) The caps or sleeves shall fit the dowel bar tightly and the closed end shall be watertight. The portion of each dowel painted with rust preventive paint shall be thoroughly coated with asphalt or an approved lubricant, to prevent the concrete from binding to that portion of the dowel.

4.14. Installation of Tie Bars and Dowel Bars

(1) The top of an assembled joint device shall be set at the designed distance below the pavement surface and the elevation shall be checked.

(2) Such devices shall be set to the required position and line and shall be securely held in place by stake or other means during the pouring and finishing of the concrete.

(3) The premolded joint material shall be placed and held in a vertical position. Dowel bars shall be checked for exact position and alignment as soon as the joint device is staked in place, and the device shall be tested to determine whether it is firmly supported.

(4) The maximum permissible tolerance for dowel bar alignment in either the horizontal or vertical plane shall be 21 mm per meter.

(5) The most effective way to obtain proper alignment is with well-fabricated dowel baskets and dowel assemblies. In lieu of using dowel assemblies at contraction joints, dowel bars may be placed in the thickness of pavement by mechanical device approved by the Engineer.

(6) When the joints in the concrete pavements are sawed, the joints shall be cut as shown on the Drawings.



(7) The equipment shall be as described in this Section. The circular cutter shall be capable of cutting a groove in a straight line and shall produce a slot of at least 8 mm wide and to the depth shown on the Drawings.

(8) The top portion of the slot or groove shall be widened by means of a second shallower cut to provide adequate space for the joint sealer.

(9) Sawing of the joints shall commence immediately within certain hours as determined by the Engineer that the concrete has hardened sufficiently to permit cutting completely without chipping, spalling, or tearing.

(10) The joints shall be sawed at the required spacing consecutively in sequence of the concrete placement, unless otherwise approved by the Engineer.

4.15. Longitudinal Joints

(1) Construction

(a) The longitudinal construction joints necessary for lane construction shall be formed against suitable side forms as indicated on the Drawings.

(b) The edges of the joints shall be finished with a grooving tool or edging tool, and a space or slot shall be formed along the joint of the specified dimensions, to receive the joint sealer, as indicated on the Drawings.

(c) The longitudinal construction joints shall be sawed or formed to provide a groove at the top conforming to the details and dimensions indicated on the Drawings.

(d) Provisions shall be made for the installation of the bars as indicated on the Drawings.

(2) Expansion

(a) The longitudinal expansion joints shall be installed as indicated on the Drawings. The premolded filler shall extend for the full depth and width of the slab at the joint, except for space for sealer at the top of the slab as indicated on the Drawings. The filler shall be securely staked or fastened into position perpendicular to the proposed finished surface.

(b) A metal or wooden cap shall be provided to protect the top edge of the filler and to permit the concrete to be placed and finished. After the concrete is placed and struck off, the cap shall be carefully withdrawn leaving the space over the premolded filler. The edges of the joint shall be finished and tooled while the concrete is still plastic.

4.16. Transverse Joints

(1) Expansion

(a) The transverse expansion joints shall be installed at the locations indicated on the Drawings. The joints shall be installed at right angles to the centerline and perpendicular to the surface of the pavement. The joints shall be installed and finished to ensure complete separation of the slabs.

(b) All devices used for the installation of expansion joints shall be easily removable without disturbing the concrete and held in proper transverse and vertical alignment.

(c) Immediately after forms are removed, any concrete bridging at the joint space at the ends shall be removed for the full width and depth of the joint.

(d) The expansion joints shall be equipped with dowels of the dimensions and at the location indicated on the Drawings. The dowels shall be firmly supported in place and accurately aligned parallel to the centerline of the pavement by means of a dowel assembly which will remain in the pavement and will ensure that the



dowels are not displaced during the construction.

(2) Contraction

(a) The transverse contraction joints shall be installed at the locations indicated on the Drawings. These joints will be installed by forming a groove or cleft by means of an approved iron or wooden separator at the top of the slab while the concrete is still plastic or by sawing a groove into the concrete surface after the concrete has hardened. The dowel bar assemblies shall be installed, where required.

(3) Construction

(a) The transverse construction joints shall be installed at the end of each day's placing operations and at any other points in the progress of paving when the concrete placement is interrupted for more than 30 minutes. The installation of the joint shall coincide with the designed doweled construction joint.

4.17. Final Strike-off, Consolidation and Finishing

(1) Sequence

(a) The sequence of operations shall be the strike-off and consolidation, floating and removal of laitance, straight edging, and final surface finish. The addition of superficial water to the surface of the concrete to assist in finishing operations shall not be permitted.

(2) Finishing at Joints

(a) The concrete adjacent to joints shall be compacted or firmly placed without voids or segregation against the joint material. The concrete adjacent to joints shall be mechanically vibrated as specified herein.

(b) After the concrete is placed and vibrated adjacent to the joints, the finishing machine shall be operated in the manner to avoid damage or misalignment of joints.

(3) Machine Finishing

(a) The concrete shall be spread as soon as it is placed, and it shall be struck off and screeded by an approved finishing machine. Excessive operation over a given area shall be avoided. The tops of the forms shall be kept clean by an effective device attached to the machine.

(b) The travel of the machine on the forms shall be maintained true without lift, wobbling, or other variation tending to affect the precision finish. During the first pass of the finishing machine, a uniform ridge of concrete shall be maintained ahead of the front screed for its entire length.

(c) When in operation, the screed shall be moved forward with a combined longitudinal and transverse shearing motion, always moving in the direction in which the work is progressing. If necessary, this shall be repeated until the surface is of uniform texture, true to the designed grade and free of porous areas.

(4) Hand Finishing

(a) The manual finishing methods shall not be permitted, except under the following conditions. In the event of breakdown of the mechanical equipment, the manual methods may be used to finish the concrete already deposited on the base. The concrete, as soon as placed, shall be struck off and screeded. An approved portable screed shall be used.

(b) The screed for the surface shall be at least 0.6 m longer than the maximum width of the slab to be struck off. It shall be of approved design, sufficiently rigid to retain its shape, and shall be constructed either of metal or of other suitable



material covered with metal. Consolidation shall be attained by the use of a suitable vibrator.

(5) Floating

(a) After the concrete has been struck off and consolidated, it shall be further smoothed, trued, and consolidated by means of a longitudinal float, using one of the following methods.

(b) Hand Method

(i) The hand-operated longitudinal float shall not be less than 1.5 m in length and 150 mm in width, properly stiffened to prevent excessive flexibility and warping.

(ii) The longitudinal float, operated from foot bridges resting on the side forms and spanning but not touching the concrete, shall be worked with a sawing motion, and moved from one side of the pavement to the pavement centerline and passing gradually.

(iii) Forward movement along the centerline of the pavement shall be conducted in successive advances of not more than one-half the length of the float. Any excess water or soupy material shall be wasted over the side forms on each pass.

(c) Mechanical Methods

(i) The Contractor may use a machine composed of a cutting and smoothing float, suspended from and guided by a rigid frame. The frame shall be carried by 4 or more visible wheels riding on, and constantly in contact with, the side forms or pavement subgrade.

(ii) If necessary, long-handled floats having blades not less than 1.5 m in length and 150 mm in width may be used to smooth and fill in open-textured areas of the pavement.

(iii) Long-handled floats shall not be used to float the entire surface of the pavement in lieu of mechanical methods.

(iv) When strike-off and consolidation are done by hand and the crown of the pavement will not permit the use of the longitudinal float, the surface shall be floated transversely by means of a long-handled float. Care shall be taken not to work the crown out of the pavement during the operation.

(v) After floating, any excess water and laitance shall be removed from the surface of the pavement by a straightedge 3 m or more in length. Successive drags shall be lapped one-half the length of the blades.

4.18. Straight - Edge Testing and Surface Correction

(1) After the pavement is struck off, and while the concrete is still plastic, it shall be tested for trueness with a 5 m straightedge. For this purpose the Contractor shall furnish and use accurate 5 m straightedge swung from handles 0.4 m longer than one-half the width of slab.

(2) The straight - edge shall be held in contact with the surface in successive positions parallel to the centerline of the whole area gone over from one side of the slab to the other, as necessary. Advancing shall be in successive stages of not more than one-half the length of the straight edge.

(3) Any excess water and laitance shall be removed from the surface of the pavement. Any depression shall be immediately filled with freshly mixed concrete, struck off, consolidated, and refinished.

(4) High areas shall be cut down and refinished. Special attention shall be given to assure that the surface across joints meet the requirements. Surface testing and correction shall continue until the entire surface is found to be free from observable departures



from the straightedge and until the slab conforms to the required grade and cross section.

(5) The use of long-handled wood floats shall be confined to a minimum; they may be used only in emergencies and in areas not accessible to finishing equipment.

4.19. Surface Texture

(1) The surface of the pavement shall be finished with a broom for all constructed concrete pavements. It shall be applied when the water sheen has practically disappeared.

(2) The equipment shall operate transversely across the pavement surface, providing corrugations that are uniform in appearance and approximately 2 mm in depth. It is important that the texturing equipment does not tear nor unduly roughen the pavement surface during the operation. Any imperfections resulting from the texturing operation shall be corrected.

4.20. Surface Test

(1) As soon as the concrete is hardened sufficiently, the pavement surface shall be tested with a 5 m straightedge. Areas in a slab showing high spots of more than 6 mm but not exceeding 13 mm in 5 m shall be marked and immediately ground down with an approved grinding machine to an elevation that will fall within the tolerance of 6 mm or less.

(2) Where the unevenness exceeds 13 mm, the pavement shall be removed and replaced at the expense of the Contractor as directed by the Engineer. Any area or section so removed shall not be less than 3 m in length nor less than the full width of the lane involved.

(3) When it is necessary to remove and replace a section of pavement, any remaining portion of the slab adjacent to the joints that is less than 3 m in length shall also be removed and replaced.

4.21. Curing

(1) Immediately after the finishing operations have been completed and marring of the concrete has not occurred, the entire surface of the placed concrete shall be cured in accordance with one of the methods described below. In all cases in which curing requires the use of water, the curing shall have prior right to all water supply or supplies.

(2) Failure to provide sufficient cover material of whatever kind the Contractor may elect to use, or lack of water to adequately take care of both curing and other requirements, shall be a sufficient cause for immediate suspension of concreting operations. The concrete shall not be left exposed to the weather for more than 30 minutes during the curing period.

(3) Impervious Membrane Method

(a) The entire surface of the pavement shall be sprayed uniformly with white pigmented curing compound immediately after the finishing of the surface and before the set of the concrete has taken place.

(b) The curing compound shall not be applied during rainfall. The curing compound shall be applied by mechanical sprayers under pressure at the rate of 4 liters to an area not more than 14 m2. The spraying equipment shall be of the fully atomizing type equipped with a tank agitator.

(c) At the time of use, the compound shall be in a thoroughly mixed condition with pigment uniformly dispersed throughout the liquid. During application the compound shall be stirred continuously by effective mechanical means. Hand



spraying of odd widths or shapes and concrete surfaces exposed by the removal of forms will be permitted.

(d) Curing compound shall not be applied to the inside faces of joints to be sealed, but approved means shall be used to insure proper curing for 72 hours (at the joints).

(e) The curing compound shall be of such character that the film will harden within 30 minutes after application. Should the film become damaged from any cause within the required curing period, the damaged portions shall be repaired immediately with additional compound.

(f) Upon removal of side forms, the sides of the exposed slabs shall be protected immediately to provide a curing treatment equal to that provided for the surface.

(4) Polyethylene Films

(a) The top surfaces and sides of the pavement shall be entirely covered with polyethylene sheeting. The units shall be lapped at least 0.5 m.

(b) The sheeting shall be placed and weighted to cause it to remain in contact with the surface covered.

(c) The sheeting shall have dimensions that will extend at least twice the thickness of the pavement beyond the edges of the pavement. The sheeting shall be maintained in place for 72 hours after the concrete has been placed.

(5) White Burlap / Jute Sack

(a) The surface of the pavement shall be entirely covered with the sheeting. The sheeting used shall be of such length (or width) that it will extend at least twice the thickness of the pavement beyond the edges of the slab.

(b) The sheeting shall be placed so that the entire surface and both edges of the slab are completely covered. The sheeting shall be placed and weighted to remain in contact with the surface covered, and the covering shall be maintained fully wetted and in position for 120 hours after the concrete has been placed.

4.22. Removing Forms

(1) The forms shall not be removed from freshly placed concrete until it has set for at least 24 hours, except where auxiliary forms are used temporarily in widened areas. The forms shall be removed carefully to avoid damage to the pavement. After the forms have been removed, the sides of the slab shall be cured by one of the methods indicated in above paragraph.

(2) Major honeycombed areas shall be removed and replaced. Any area or section so removed shall not be less than 3 m in length nor less than the full width of the lane involved.

(3) When it is necessary to remove and replace a section of pavement, any remaining portion of the slab adjacent to the joints that is less than 3 m in length shall also be removed and replaced.

4.23. Protection of Pavement

(1) The Contractor shall protect the pavement and its appurtenances against construction traffic.

(2) The protection of the pavement shall include watchmen to direct traffic and the erection and maintenance of warning signs, lights, and bridges.

(3) Any damage to the pavement occurring prior to final acceptance shall be repaired or the pavement replaced at the Contractor's expense.



(4) In order that the concrete be properly protected against the effects of rain before the concrete is sufficiently hardened, the Contractor will be required to have available at all times materials for the protection of the edges and surfaces of the unhardened concrete.

(5) Such protective materials shall consist of rolled polyethylene sheeting at least 0.1 mm in thickness of sufficient length and width to cover the plastic concrete slab and any edges.

(6) The sheeting may be mounted on either the paver or a separate movable bridge from which it can be unrolled without dragging over the plastic concrete surface.

(7) When rain appears imminent, all paving operations shall stop and all available personnel shall begin covering the surface of the unhardened concrete with the protective covering.

4.24. Application of Joint Sealing Materials

(1) Joints shall be sealed as soon after completion of the curing period as feasible and before the pavement is opened to traffic.

(2) Immediately before sealing, the joints shall be thoroughly cleaned of all dirt, curing compound, and other foreign material. Cleaning shall be accomplished by sandblasting or wire brushing.

(3) Upon completion of cleaning, the joints shall be blown out with compressed air. The joint faces shall be surface dry when the primer is applied.

(4) Prior to installation of sealants, joints shall be inspected for proper width, depth, alignment, and preparation, and shall be approved by the Engineer before sealing is allowed. Sealants shall be installed in accordance with the following requirements:

(a) Backup Material and Breaker

(i) The backup material or the bond breaker shall be filled in the bottom of the joints, if so required on the Drawings.

(ii) Backup material and bond breakers should be compatible with the sealant, should not be deleterious to the sealant. It should be compressible without extruding the sealant, and should recover to maintain contact with the joint faces when the joint is opened.

(b) Cold Poured Sealant

(i) The joint sealant shall be applied uniformly solid from bottom to top and shall be filled without formation of entrapped air voids. A backing material shall be placed as shown on the Drawings and shall be non-adhesive to the concrete or the sealant material.

(ii) A direct connecting pressure type extruding device with nozzles shaped for insertion into the joint shall be provided. Any sealant spilled on the surface of the pavement shall be removed immediately.

4.25. Opening to Traffic

(1) The pavement shall not be opened to traffic until test specimens molded and cured in accordance with AASHTO T 23 have attained a flexural strength of 43 kg/cm2 when tested in accordance with AASHTO T 97.

(2) If such tests are not conducted, the pavement shall not be opened to traffic until 14 days after the concrete has been placed. Prior to opening to traffic, the pavement shall have been cleared of all construction materials, equipment and other obstructions and properly cleaned all to the satisfaction of the Engineer.

5.0 QUALITY CONTROL



5.1. The quality shall satisfy the standard values shown in Table 2280.5 (A) through 2280.5 (E).


5.3. Test Condition

(1) Prior to full production, the Contractor shall prepare a quantity of the Portland Cement Concrete mixture according to the job mix formula. The amount of mixture should be sufficient to construct a test section 15 m long and 7.5 m wide placed in two sections and shall be of the same depth specified for the construction of the course which it represents.

(2) The underlying grade or pavement structure upon which the test section is to be constructed shall be the same as the remainder of the course represented by the test section.

(3) The equipment used in construction of the test section shall be of the same type and weight to be used on the remainder of the course represented by the test section.

(4) If the test section should prove to be unsatisfactory, the necessary adjustments to the mix design and plant operation shall be made. Additional test sections, as required, shall be constructed and evaluated for conformance to the specifications.

(5) When the test sections do not conform to specification requirements, the pavement shall be removed and replaced at the Contractor’s expense. A marginal quality test section that has been placed in an area of little or no traffic may be left in place. If a second test section also does not meet specification requirements both section shall be removed at the Contractor’s expense.

(6) Full production shall not begin without the Engineer’s approval.


6.1. Measurement

(1) The unit of measurement for the Portland Cement Concrete Pavement shall be the cubic meter (m3).


(3) Other items listed in BOQ shall be paid separately.

6.2. Rates



(a) Movable roofing;

(b) All formwork;

(c) Provision of expansion and contraction joints;

(d) Dummy or construction joints;

(e) Tie bars, dowel bars, caps, springs, keys, hinge details, installation of hurricane tie down rings and housings;

(f) Joints to varying thicknesses and types of adjoining pavements, including additional concrete, tie bars and mesh reinforcement where necessary;

(g) Forming edges;



(h) Curved work;

(i) Curing elements;

(j) Transition slabs:

(k) Booming to approved surface texture:

(l) Joint filler and sealant:

(m) Side and end form waste: and

(n) Concrete saw cutting



Table 2280.5 (A) – MATERIALS (PCCP)

Work Item

Test Item

Test Method

Frequency

Standard Value

Portland Cement Concrete Pavement

Cement

As approved by the Engineer.

Once for every receiving of materials

To meet the requirements of Section 1-400 Manufacturer's test data may be substituted as directed by the Engineer.

Fine aggregate: Gradation

AASHTO T 27

Once for every 500 m²

To meet the Requirements of Table 1-400.2 of Section 1-400

Deleterious substances

AASHTO T 11

- ditto -

Not more than 3%

Organic impurities

AASHTO T 104

- ditto -

Brighter than the standard hue

Soundness

AASHTO T 104

- ditto -

Not more than 5%

Specific gravity and absorption

ASTM C 128

- ditto -

---------

Clay lump and Friable Particles

ASTM C-142

- ditto -

1% max. by weight

Light Weight Pieces in Aggregate

ASTM C-123

- ditto -

0.5% max. by weight



Table 2280.5(A) - MATERIALS (cont’d) (PCCP)

Work Item

Test Item

Test Method

Frequency

Standard Value


Coarse aggregate: Gradation

AASHTO T 27

- ditto -

To meet the Requirements in Table 2280.1

Amount of Material Finer than 0.075 mm

AASHTO T 11

- ditto -

Not more than 1%

Soundness

AASHTO T-104

- ditto -

Not more than 5%

Clay Lumps and Friable Particles

AASHTO T-112

- ditto -

0.25% max. by weight

Light weight pieces in Aggregate

AASHTO T-113

- ditto -

0.5% max. by weight

Table 2280.5(B) – MATERIALS (PCCP)

Work Item

Test Item

Test Method

Frequency

Standard Value

Portland Cement

Coarse aggregate abrasion

AASHTO T 96

Once for every 500 m³

Not more than 30%

Flatness


- ditto -


Specific gravity and absorption

AASHTO T 95

- ditto -

--------

Admixture


Once a month

Standard values specified in this Specification

Manufacturer's test data may be substituted as directed by the Engineer.

Joint filler and joint sealer

- ditto -

Once for every receiving of materials

- ditto -

Steel bars

- ditto -

- ditto -

- ditto -



Table 2280.5(C) – MATERIALS (PCCP)

Work Item

Test Item

Test Method

Frequency

Standard Value

Portland Cement Concrete Pavement (Proportioning)

Proportioning of materials

As approved by the Engineer (By test mixing)

Once for every change in the quarry and the proportioning

----------

Mixing at plant

- ditto -

- ditto -

-----------

Portland Cement Concrete Pavement (Mixing Plant)

Aggregate screening

AASHTO T 27

Fine aggregate: 2 times per day Coarse aggregate: Once per day

To meet the requirements of gradation range of Tables 1400.2 and 2280.1

Surface moisture of aggregate

ASTM C 70 or as approved by the Engineer

Fine aggregate: 2 times per day Coarse aggregate: once per day

-----------

Calibration of scales


Every day before starting operation

Allowance of measure: Water, admixture - not more than 1% Cement - not more than 2% Aggregate - not more than 3%



Table 2280.5(D) – MATERIALS (PCCP)

Work Item

Test Item

Test Method

Frequency

Standard Value


Slump

ASTM C 143

4 times per day

25 mm to 50 mm

Flexural strength

ASTM C 78 AASHTO T 97

The following specimen shall be taken once for every 150 m3 or as directed by the Engineer: For 7 days - 1 each For 28 days- 2 each For x days - 1 each Total 4 each

Not less than 45 kg/m2 (at 28 days) 1 each (underwater) 1 each (in the air)

Air content

ASTM C 138 AASHTO T 121

4 times per day or frequency as directed by the Engineer

5 ± 1.5 %

Table 2280.5(E) - MATERIALS

Confirming of Job Mixing :

1. The mixing shall be checked on the materials scale auto-recorder device. In

case the auto-recorder is not installed, the result of mixing shall be checked with attendance of the Engineer.

Concrete Strength Test : 1. The preparation of test specimens shall be in accordance with the requirements of ASTM C 31. However, the curing of such specimens shall be done in field conditions.

2. The flexural strength test shall be in accordance with the requirements of

ASTM C 78. The specimens shall be taken on a random sampling basis. 3. The flexural strength of the concrete shall meet the requirements:

a. The average of any 4 consecutive strength tests, tested at the end of 28 days, shall have an average flexural strength equal to or greater than the design flexural strength.

b. Not more than 20% of the specimens tested at the end of 28 days shall

have a flexural strength less than the design flexural strength.



Table 2280.6 – WORKMANSHIP (PCCP)

Work Item

Test Item

Test Method

Frequency

Tolerance


Thickness

By level survey specified on the Drawings and as approved by the Engineer before and after placing concrete

At points designated by the Engineer (1 point for each 400 m2 as minimum)

+ 10 mm - 0 mm

Slab width


At points designated by the Engineer

+ 30 mm - 20 mm

Difference in slab elevation at joint

- ditto -

At each expansion joint

Not more than 13 mm

Flatness

As described in surface test specified in this Section

Curing


-----------

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2290: Pavement Marking


15.SECTION 2290

PAVEMENT MARKING

1.0 SCOPE OF WORK

1.1. The work under this Section to be carried out by the Contractor, consists of the execution and completion of both hot and cold applied type paint Pavement Markings to all required areas.

1.2. Pavement markings shall be applied in accordance with the requirements per location, dimension, line, type and color indicated on the Drawings conforming to the ICAO's recommendations and as specified herein.

1.3. The Contractor shall, before the work on pavement marking is started, secure the approval of the Engineer on the material to be used and the methods of work execution.

2.0 METERIALS

2.1. Paint

(1) The hot and cold applied paint shall conform to the requirements of JIS K5665 powder type, prepared at each time of use by melting and mixing the materials.

2.2. Reflective Material

(1) The reflective material shall conform to the requirements of JIS R3301.



(1) The paints shall be applied only when the paved surface is extremely dry, and favorable atmospheric temperature and when the weather is not extremely windy, dusty or foggy as determined by the Engineer.


(1) All equipment used for airfield painting shall be subject to the approval of the Engineer.

(2) The mechanical marker for hot-applied paint shall be suitable for applying traffic paint, capable of forming a thin layer of the paint applied uniformly and evenly and to the required limits of area and signs clearly outlined on the Drawings.

(3) The mechanical marker for cold-applied paint shall be an atomizing spray-type paint applicator to produce an even and uniform film thickness at the required coverage and shall be designated so as to apply markings of uniform cross-section and clear-cut edges without running or spattering.

(4) A dispenser shall be furnished which is properly designed for attachment to the marking machines and suitable for dispensing glass spheres reflective material. The spheres shall be applied at the rate of 1.2 kg per liter of paint.




(1) Application of the permanent pavement marking shall be done after at least one month from the laying of the final layer of pavement or as determined and approved by the Engineer. This is to allow sufficient curing of the asphalt and the weathering of curing compound for concrete pavement to ensure good bonding between the pavement surface and paint.

(2) Before painting, the paved surface shall be kept dry and free from soil particles, grease, oil, acids, laitance or other foreign materials which will interfere with the adhesion of the paint to the surface.

(3) Where brooming, blowing or brushing is not sufficient to achieve the required cleanliness, the paved surface shall be cleaned with 10 % sodium phosphate solution by weight. After cleaning the paved surface, the solution shall be washed off and the pavement shall be dried prior to painting.

3.4. Painting

(1) No painting shall be performed until the Engineer has approved the layout of the design details of the paved surface and a trial test area shall be established by the Contractor to determine the rate of application, workmanship, and speed of paint applicators.

(2) The cold-applied paint shall be mixed in accordance with the manufacturer’s instructions and applied to the pavement at the rate of 2.25 to 2.5 m²/liter or as instructed by the Engineer.

(3) The addition of thinner or other additive shall not be allowed without the permission of the Engineer. The reflective materials shall be applied at the rate of 1.2 kg per liter of paint.

(4) The melting of hot-applied paint shall be done in accordance with the manufacturer’s instructions and applied to the pavement at a temperature rate of 50ºC to 80ºC.

(5) The hot-applied paint shall be applied at the rate of 6 kg/m² to 8 kg/m².

(6) The reflective materials mixing into the paint shall be applied at the rate of 15% to 18%.

(7) When applied to the surface, the paint shall be free from excessive sagging, twisting or discoloring.

(8) In the case of painting in rectilinear stripe pattern, reflective coating of the edge lines shall not be in excess of 12 mm per 15m. The tolerance of sign width shall be within 5% of the width.

3.5. Protection

(1) After painting, all work shall be protected until thoroughly dried. The Contractor shall be directly responsible for the protection and shall provide warning sign, flag or fence, protective screen or cover as the case may require.

(2) All paved surfaces shall be protected against stain by splash, spill or drip of paint or other undesirable materials.

4.0 QUALITY CONTROL






5.1. Measurement

(1) The units of measurement of the pavement markings shall be the square meter (m2).

(2) The quantity shall be computed as the finished area of permanent painting from the dimensions indicated on the Drawings.

5.2. Rates

(1) The rates shall be full compensation for all plant, materials, labor, equipment, transport, temporary works, establishment charges, overhead, profit and taxes required to complete the work described in this Section of the Specification and/or shown on the Drawings.


(a) Shapes, letters, figures or patterns;

(b) Curved work;

(c) Any primer required;

(d) Wastage;

(e) Retouching and refinishing overlaps at joints; and

(f) Preparing and applying new pavement markings at the end of the Defects Notification Period to all areas which have been damaged or worn away, including any area damaged by Maintenance operations (de-rubberizing).



Table 2290.1 – MATERIALS (Pavement Marking)

Work Item

Test Item

Test Method

Frequency

Standard Value

Airfield Painting

Paint


At every receiving of materials

JIS K5665

Manufacturer's test data maybe substituted as directed by the Engineer

Reflective material

- ditto -

- ditto -

JIS R 3301

Amount of paint Application

- ditto -

-------

6 to 8 kg./m² – hot applied

2.25 to 2.5 m²/liter - cold applied

Amount of reflective material paint

- ditto -

-------

15% to 18% - hot applied 1.2 kg/lit of paint – cold applied

Table 2290.2 – WORKMANSHIP (Pavement Marking)

Work Item

Test Item

Test Method

Frequency

Standard Value

Airfield Painting

Area of paint application


------

No reflective coating of the edge lines shall be in excess of 12mm per 15m. The tolerance of sign's width shall be within 5% of the width

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2300: Drainage System


16.SECTION 2300

DRAINAGE SYSTEM

1.0 APPLICABLE SCOPE OF WORK

1.1. This Section shall be applied to the execution and completion of open drains, pipes culverts, manholes for drainage, catch basins, inlets, outlets, head wall, gabion, fuel separator, filtration bank and soak yard in accordance with the requirements of location, dimension, shape, line grade and elevation indicated on the Drawings and as specified herein.

1.2. The Contractor shall, before the work of the aforementioned stormwater drainage structures is started, secure the Engineer's approval of the items of Contractor’s design, the equipment and materials to be used and on the methods of the work execution.

2.0 CONTRACTOR’S DESIGN

2.1. The Contractor shall be responsible for reviewing the Drawings of Section 2300 series and for designing all additional measures necessary to facilitate and absorb the effect of differential ground settlement of channels, drains, pipes, culverts, manholes and similar items.

2.2. The Contractor’s review and resultant design shall ensure in the event of any ground settlement or differential settlement that:

(1) Structures, components and systems operate effectively and are not affected or distorted by ground settlement.

(2) Structures remain adequate and are not damaged or weakened.

(3) Waterproofing/water tightness of structures is not affected.

2.3. Without changing the structural details or sizes, the Contractor may consequently alter module lengths if necessary to permit greater flexibility, shall design flexible and waterproof joints and shall include for any further structural supports that may be considered necessary. All such work shall be at the expense of the Contractor and shall be deemed to be covered by the prices in the Bill of Quantities.

3.0 DIVERSION AND / OR DRAIN CANALS

3.1. The Contractor shall implement the construction of temporary to permanent diversion / drain canals together with the provision of regulating pond or detention pond within the Site, as a very high and early priority after commencement of works. This work is necessary due to the presence of beach resorts around the areas for construction, and the absence of discharge area within or adjacent to the Site for silted storm water.

3.2. In the execution of this work the Contractor shall provide all necessary coffering, pumps and temporary works. The costs of maintaining these permanent canals, adapting these during the course of the works and repairing prior to Taking Over shall be included at the Contractor’s expense.

4.0 METERIALS

4.1. The material to be used for the construction of drainage system under this section shall comply with the following requirements.



4.2. Concrete

(1) The concrete to be used shall meet the requirements of the design compressive strength of 180 kg/cm2 for leveling concrete and of 210 kg/cm2 for the structural concrete at 28 days in accordance with Section 1400 of this Specification.

4.3. Reinforcing Bars

(1) The reinforcing bars shall be in accordance with the requirements of AASHTO M 31 and M 42, or as specified in Section 1400 and the tensile strength at yielding point of the reinforcing bars shall not be less than 2,500 kg/cm2 (grade 40). The dimensions of the reinforcing bars shall meet the requirements shown on the Drawings.

4.4. Joint Filler and Premolded Materials

(1) The joint filler and premolded materials shall be in accordance with the requirements specified on the Drawings, and in accordance with Section 1400, unless otherwise designed by the Contractor and approved by the Engineer.

4.5. Stone and Rock for Masonry

(1) The stone and rock for masonry shall be tough and durable, and shall neither be flat nor slender.

(2) The specific gravity shall be more than 2.0.

(3) The weight of one piece shall be more than 15 kg.

4.6. Crushed Aggregate for Base and Granular Bedding

(1) The crushed aggregate for base and granular bedding shall be in accordance with the requirements as specified in Section 2200.

4.7. Mortar

(1) The mortar shall consist of the mixture of Portland cement, sand and water (cement-sand volume ratio of 1 to 2). The Portland cement shall meet the requirements of ASTM C150 (AASHTO M 85), and the sand shall meet the requirements as specified in Section 1400.

(2) Water shall be clean and free from alkaline acid or organic substances or deleterious materials. When the quality is questionable, the water shall be tested in accordance with the requirements of AASHTO T26

4.8. Permeable Backfill Material

(1) The permeable backfill material shall be free from clay, humus or other deleterious substances and shall be in accordance with the gradation requirements on Table 2300.1.

Table 2300.1 Gradation or Permeable Material

Sieve Designation

(square openings)

Percentage by weight passing sieves

Permeable Materials

40 mm 25 mm 10 mm No. 4 No. 8

100%

60 - 100 25 - 60 5 - 40 0 - 20



4.9. Concrete Hollow Blocks (HCB)

(1) All hollow blocks shall be load bearing hollow concrete blocks, machine made, hydraulically pressed and of uniform texture and color and conforming to ASTM C 129 Type 1 minimum 7.00 N/mm² ultimate compressive strength.

(2) Thickness of hollow blocks shall be as shown on the Drawings.

(3) All hollow blocks shall have grooved surface for horizontal reinforcing bar setting.

4.10. Reinforced Concrete Pipe

(1) The reinforced concrete pipe shall meet the requirement of ASTM C-76 M, 95a for Class IV, Wall B pipe.

(2) The tongue and groove shall also be reinforced to provide a factor of safety against breakage during transport and installation.

4.11. Frames, Covers and Grates

(1) The frames, covers and gratings shall conform to the following requirements:

(a) Gray iron castings shall meet the requirements of ASTM A 48;

(b) Malleable iron castings shall meet the requirements of ASTM A 47.

(c) Steel castings shall meet the requirements of ASTM 27; and

(d) Galvanized structural steel for grates and frames shall conform to the requirements of JIS G3101 or equivalent.

4.12. Step Iron and Ladders

(1) The step irons or ladder bars shall be made of stainless steel conformity to JIS 4303, SUS 304, or galvanized wrought iron, or galvanized steel with plastic cover on exposed part as shown on the Drawings.

(2) Wrought iron shall meet the requirements of AASHTO M 100. The steps shall be of the size, length and shape shown on the Drawings.

4.13. Fuel Separator

(1) The fuel separator shall be made of concrete in conformity of the requirements of location, grade, and elevation as indicated on the Drawing.

(2) The concrete to be used shall meet the requirements of the design compressive strength of 210 kg/cm2 at 28 days in accordance with Section 1400.

4.14. Backfill Material under Pavement

(1) Backfill material used under the pavement shall meet the requirement for the embankment specified in Section 2140.

4.15. Geotextile

(1) Geotextile shall comply with the provisions of AASHTO M 288-96 Class 2 or 3 for the purpose of sub-surface drainage.

(2) Geotextile shall be of non-woven and made of polyethylene or polypropylene or polyester. The geotextile shall:

(a) Have a tensile strength more than 4.5 kN/m, and grab elongation corresponding to this limit shall be more than 60 % for both direction of the geotextile in accordance with JIS L-1908 or equivalent standards;

(b) Allow water to flow through it at right angles to its principal plane, in either direction at a rate of not less than 50 litres/sq.m./sec. under a constant head of 100 mm,



determined in accordance with ASTM D4491. The flow rate determined in the test shall be corrected to that applicable to a temperature of 150C using data on variation in viscosity of water with temperature.

(c) Have a minimum puncture resistance of 300 N when determined in accordance with ASTM D 4833.

(d) Have a minimum tear resistance of 200 N when determined in accordance with ASTM D 4533.

(3) The type of geotextile to be used for drains shall be approved by the Engineer prior to starting the works.

4.16. Metal Mesh for Gabion

(1) Metal mesh for gabions shall meet the requirements of JIS A 5513.

4.17. Stones for Gabion

(1) Stones used for filling the gabion boxes or mattresses shall be clean, hard, sound, unweathered and angular rock fragments or boulders.

(2) The specific gravity of the stone shall be not less than 2.50 and the stones shall not absorb water more than 5 percent. The length of any stone shall not exceed three times its thickness.

(3) The smallest dimension of any stone shall be at least twice that of the longer dimension of the mesh of the crate. However smaller size of stones as spalls shall be allowed for filling voids and its volume including voids shall not be more than 20 percent of the total volume of the stones.

5.0 CONSTRUCTION

5.1. Excavation

(1) All earthworks on drainage structures shall conform to the requirements described in Section 2100 and as specified herein.

(2) The excavation for structures or for the foundation of structures shall be performed in conformity of the requirements of location, width, grade and elevation designated on the Drawings and in accordance with Sub-Section 2120.

(3) The Contractor shall provide all safety and precaution materials and equipment for excavations so as to meet the requirements of excavation as specified on the Drawings.

(4) The foundation bed for structures shall be compacted to not less than 90% of the maximum dry density with compaction equipment approved by the Engineer. After the excavation is completed, the Contractor shall inform the Engineer of its completion.

(5) The foundation bed shall be checked and accepted by the Engineer before spreading crushed aggregate, and placing concrete or reinforcing bars.

(6) The Contractor shall remove all timbers, covers, and supports upon completion of the structures. The removal operation shall be performed in a manner that neither will the ground surface be disturbed nor the completed structures be damaged.

5.2. Spreading Crushed Aggregate for Foundation

The crushed aggregate shall be placed in accordance with the requirements of location, grade, elevation and thickness designated on the Drawings. The crushed aggregate shall be compacted to not less than 90% of the maximum dry density.



5.3. Underground Concrete Structures

(1) Concrete structures such as culverts, slotted drains and the like shall be watertight construction. This shall be achieved by using approved type materials and concreting methods.

(2) Joints between units shall be designed by the Contractor to ensure watertightness.

5.4. Placing Reinforcing Bars and Concrete

(1) The concrete structures shall be built on prepared foundations, conforming to the dimensions and shape designated on the Drawings. The construction shall conform to the requirements specified in Section 1420.

(2) Reinforcing bars required shall be placed as designated on the Drawings and shall be approved by the Engineer before the concrete is poured.

(3) All bottoms of concrete structures shall be constructed and shaped accurately so as to smooth, uniform, and cause minimum resistance to flowing water.

5.5. Inlet and Outlet Pipes

(1) Unless otherwise specified, the inlet and outlet pipes shall extend through the outer walls and possibly fixed simultaneously with the concrete pouring of the structures for a sufficient distance beyond the outside surface to allow for connections but shall be cut off flush with the wall on the inside surface.

(2) The installation of inlet and outlet pipes shall if possible be fixed simultaneously with the concreting of the structure. In no case however, this will not permit, mortar shall be placed around these pipes so as to form tight, neat connection with the structures after the concrete is poured.

5.6. Placement and Treatment of Castings, Frames and Fittings

(1) All castings, frames and fittings shall be placed in the positions designated on the Drawings, and shall be set true to line and to correct elevation. If the frames or fittings are to be set in concrete or mortar, all anchors or bolts and the frames or fittings shall be in placed and positioned before the concrete or mortar is placed.

(2) After the frames or fittings have been set in final position and the concrete or mortar has been allowed to harden for 7 days, the grates or covers shall be placed and fastened down.

5.7. Installation of Step Irons and Ladders

(1) The step irons shall be installed as designated on the Drawings. When the step irons are to be set in concrete, they shall be placed and secured in position before the concrete is poured.

(2) In case prefabricated ladders are installed instead of step irons, the ladder shall be held in place by embedding the supports in drilled holes.

5.8. Piping Inside Structures

(1) Cut all pipes accurately by circular cutting machine. Cutting by wheel cutter shall not be permitted.

(2) Rough edges and burrs shall be removed from inside and outside surface.

(3) Adequate clearance shall be provided from walls, soffits and floors.

(4) Where pipes pass through building structures there shall be no pipe joints.

(5) Sleeves shall be provided for all lines passing through concrete walls and floors. Clearance between pipe and sleeve shall not be less than 20 mm.



5.9. Laying and Installing Pipes

(1) The Contractor shall provide the necessary concrete supports to insure installation of the pipe to line and grade designated on the Drawings. The equipment for lowering the pipe into the trench shall be such that neither the pipe nor the trench shall be damaged or disturbed.

(2) The Engineer shall inspect all pipes before they are laid, and reject any pipe that is damaged by handling or is defective to the degree which may materially affect the function and service of the pipe itself. The Contractor shall exercise extreme caution to avoid breakage of joint, i.e. tongue and groove, bell and spigot during installation.

(3) Laying of the pipes in the finished trench shall be started at the lowest point and laid upgrade. When tongue-and-groove pipe is used, the tongue shall be laid upgrade. When placing the concrete pipe fabricated with elliptical reinforcing bars, the pipe shall be set in the direction oriented with manufacturer's markings of top or bottom.

(4) The pipe shall be firmly and accurately set to the line and grade so that the invert will be smooth and uniform. The pipe shall be protected from the storm water during placing, especially until the mortar in the joints has thoroughly set.

(5) The upgrade end of pipelines not terminating in a structure shall be plugged or capped after the day's work is over. The pipe which is not true in alignment, or which shows settlement after laying, shall be taken up and re-laid without extra compensation.

(6) The Contractor shall provide, as necessary, for the temporary diversion of running water at no extra cost, in order to permit the installation of the pipe under dry conditions.

5.10. Pipe Joints

(1) The pipe joints shall be firmly and accurately set to the line and grade so that jointing of the pipe will attain smooth and even invert level.

(2) The internal gap of the pipe joint shall be sealed with cement mortar and the external gap shall be provided with circumferential mortar collar as shown on the Drawings.

5.11. Stone and Rock Rip Rap Lining

(1) The stone or rock rip rap lining shall be made to the specified location, thicknesses, profiles, gradients and types indicated on the Drawings.

(2) Stone shall be approved hard and dense rock, free from cracks, minimum size 300 x 300 x 300 mm. Finished surfaces shall be constructed flush and smooth to tolerance of ±15mm.

5.12. Placing Geotextile

(1) The geotextile shall be placed as shown in the Drawings.

(2) Minimum overlap of each geotextile shall be not less than 300mm.

(3) The surface of the geotextile placed shall not be disturbed or damaged by construction activities and construction equipment. The damage part of the geotextile shall be replaced with a new one without any extra cost to the Employer.

5.13. Backfilling

(1) Backfilling with Excavated Soil

(a) Upon completion of structures, the surrounding space shall be backfilled with the material approved by the Engineer, to the grade and elevation indicated on the Drawings and shall be compacted to not less than 95% of maximum dry density. The finished thickness of each layer shall be 200 mm at the maximum.

(b) The backfilling shall not be made until 7 days has passed since the concrete was



placed or the concrete has attained sufficient strength to provide a factor of safety against any damage or strain in withstanding any pressure created by the backfilling, or by vibrations of the compaction equipment.

(2) Backfilling with Permeable Material

(a) The permeable material where required shall be placed around the pipes laid in trench in the manner designated on the Drawings. The permeable material shall be free from foreign particles, and the soil from both sides of trench containing dried grasses shall be avoided from being mixed into the permeable material. A layer of permeable material spread shall be not more than 200 mm thick and shall be compacted with hand-operating tamper.

(b) The backfilling shall be performed in a way not to damage the pipes by the pressure put on the top or sides. The backfilling with the permeable material in the trench shall be made until it reaches the elevation indicated on the Drawings.

6.0 QUALITY CONTROL

6.1. The quality shall satisfy the standard values shown in the Table 2300.2



7.1. Measurement

(1) The unit of measurement of the open channels, concrete channels and drains, pipe culverts and box culverts shall be the linear meter (m) measured along the centerline over all fillings and joints according to the items classifications described in the Bills of Quantities (BOQ).

(2) Manholes, inlets and outlets, fuel separator, headwall, wingwall shall be enumerated (No.) and the unit of measurement of other items shall be according to the item classifications described in the Bills of Quantities (BOQ).

(3) All quantities shall be computed from the dimensions and numbers with the theoretical values indicated on the Drawings.

7.2. Rates

(1) The rates and lump sums shall be full compensation for all plant, materials, labor, equipment, transport, temporary works, establishment charges, overheads and profit and taxes required to complete the work described in this Section of the Specification and/or shown on the Drawings.


(a) Design of relevant portions and the impact thereof on the Drawings

(b) Watertight construction

(c) All necessary excavation, backfilling, disposal of surplus excavated material, trimming bottoms of excavation, concrete, reinforcement and formwork

(d) Subgrade preparation and base leveling layer

(e) Lean concrete

(f) Temporary drain and diversions

(g) Early construction, repair, modification and completion of Temporary Drain and or Diversionary Canals

(h) Curved work including bends if required



(i) Short lengths of pipes

(j) Joints, Junctions and tees

(k) Frames, covers, gratings and step irons

(l) Nuts, bolts and washers

(m) Waterstops

(n) Step iron / ladder rung



TABLE 2300.2 MATERIALS CONCRETE DITCHES, CHANNELS AND CULVERTS


Open channel, concrete channels and drains, pipes and culverts, manholes, catch basins, inlets and outlets, fuel separator, head wall and wing wall, soaking yard

Concrete As specified in Section 1400 (Design compressive strength at 28 days: 180kg/cm2 and 210 kg/cm2)

Joint filler and premolded materials


At every delivery of materials

To meet the standards shown on the Drawings Manufacturer’s test data maybe substituted as directed by the Engineer.

Reinforcing bars

- ditto -

- ditto -

AASHTO M 31 and Tensile strength at yielding point: 2,500 kg/cm2 (Grade 40)

Mortar

Cement - ditto - - ditto - ASTM C 150 AASHTO M 85

Sand - ditto - - ditto - As specified in Section 1400

Water AASHTO T 26 - ditto -

AASHTO T 26 Potable water maybe used without testing

Crushed aggregate As specified in Section 2220

Frames and gratings As approved by the Engineer


To meet the standards on the Drawings ASTM 48, ASTM A47 ASTM A27 Manufacturer’s test data maybe substituted as directed by the Engineer

Density in place for foundation

AASHTO T 191

Once for every 100 m at points designated by the Engineer

Not less than 90% of maximum dry density as determined by AASHTO T 180

Reinforced concrete pipe

As approved by the Engineer.


ASTM C-76 M

Polyvinyl chloride pipe and fittings

- ditto - - ditto - JIS K 67 41 JIS K 67 39

Steps irons or ladders - ditto - - ditto -

JIS 4303. SUS 304 AASHTO M100

Geotextile - ditto - - ditto - AASHTO M 288-96



TABLE 2300.3 WORKMANSHIP


Open channel, concrete channel and drains, pipes culverts, manholes, catch basins, inlets and outlets, fuel separator, head wall and wing wall, soaking yard

Finish Elevation

By surveying specified in GENERAL REQUIREMENTS and as approved by the engineer

Once for every 20 m at point designated by the Engineer

± 10 mm

Width

By the Engineer’s Instruction

- ditto -

± 20 mm ~ ± 50 mm

Length

- ditto -

- ditto -

± 20 mm ~ ± 50 mm

Thickness

- ditto -

- ditto -

+ 20 mm - 10 mm

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2410: Curbstone, Gutter and Walkway


17.SECTION 2410

CURBSTONE, GUTTER AND WALKWAY

1.0 SCOPE OF WORK

1.1. The work under this Section to be carried out by the Contractor, consists of the execution and completion of Curbstone, Gutters and Walkway to all required areas.

1.2. Curbstone, Gutters and Walkway shall include the provision of all foundations with necessary excavation, formwork, concrete, reinforcement, bedding and jointing, sub-bases and bases all to meet the requirements of strength, location, dimension, line and grade designated on the Drawings and as specified herein.

1.3. Curbstone shall generally be precast concrete unless otherwise approved by the Engineer. Gutters and walkways shall be cast-in-place concrete.

1.4. Prior to commencement of this work the Contractor shall secure the Engineer’s approval for the equipment and materials to be used, the design of the concrete mix, the equipment to be used and the methods of work execution.

2.0 MATERIALS

2.1. Curbstone and Gutters

(1) Curbstone and Gutter shall be the precast concrete Class C2, natural colour, to the section sizes, profiles and lengths as indicated on the drawings.

(2) Special curbs and gutters shall be provided at crossovers, angles, intersections and curves.

(3) Curbs shall be manufactured off-site in an approved facility except for gutters and walkways which shall be cast in-situ.

(4) Curbs shall be cast in steel moulds to produce high quality dense units with a fair, smooth finish.

(5) Specially manufactured shaped curbs shall be provided at all crossovers, intersections, ramps, radiused bends and curves. Cutting and jointing at these locations will not be permitted.

2.2. Concrete Walkways

(1) Concrete in walkways shall meet the requirements of the design compressive strength of 210 kg/cm² at 28 days specified in Section 1400.

2.3. Reinforcing Steel

(1) Steel reinforcing, shall be in accordance with Section 1420.

2.4. Mortar

(1) Mortar for bedding and jointing shall be cement and sand, mix 1:3 as indicated on the drawings and in accordance with Section 1400.

2.5. Crushed Aggregate for Base

(1) Crushed aggregate shall meet the requirements specified in Section 2220.



2.6. Preformed Expansion Joint Filler

(1) Unless otherwise approved by the Engineer, preformed joint filler shall be in accordance with AASHTO M33.

(2) All joints shall be finished with approved sealant.


3.1. Excavation and Surface Preparation

(1) Excavation shall be made to the required depth and gradient, and compacted to a firm, even surface.

(2) All soft and unsuitable material shall be removed and replaced with approved material.

(3) Bedding course material shall be placed and compacted to the required thickness.

3.2. In-situ Concrete Foundations

(1) Concrete foundations shall be in accordance with the Drawings and Section 1400.

(2) When completed, the in-situ concrete shall be covered with suitable materials and kept moist for a period of 3 days. The concrete shall be suitably protected from the weather and traffic until thoroughly hardened.

(3) After the concrete has set sufficiently, the spaces in front and back of the curb and gutter shall be refilled to the required elevation with the proper material, which shall be compacted in layers of not more than 150 mm, until properly compacted.

3.3. Joints

(1) When a curb is placed next to a concrete pavement, expansion joints in the curb shall be located opposite expansion joint in the pavement.

(2) Expansion joints shall also be formed at the approved intervals using preformed expansion joint filler, minimum 10mm thick.

3.4. Laying and Jointing

(1) Curbs shall be bedded and jointed in cement mortar as indicated. Joints shall not exceed 5 mm wide.

(2) Concrete backing shall be provided behind all curbs to provide adequate lateral strength/restraint.

3.5. Tolerances

(1) The finished work shall be true to line grade and level to within 3 millimeters and shall present a smooth appearance free from kinks and distortions visible to the eye.


4.1. Measurement

(1) Work under this Section shall be lump sum (Sum) or measured according to the item classifications and units contained in the Bills of Quantities (BOQ). Unless classified otherwise, Curbstone and Gutters shall be measured in linear meter (m), while Walkways shall be measured in square meters (m²).

(2) Quantities shall be computed from dimensions on the Drawings.



4.2. Rates

(1) The rates shall be full compensation for all plant, materials, transport, labor, equipment, temporary works, establishment charges, overheads, profit, and taxes required to complete the work described in this Specification and/or shown on the Drawings.

(2) Rates for the Curbstones, Gutters and Walkways shall further include for:

(a) Concrete foundations including all excavation, disposal, concrete, reinforcement and formwork;

(b) Bedding, jointing and pointing in cement mortar;

(c) Concrete backing and steel dowel bar reinforcement to curbs;

(d) Specially manufactured shaped curbs at all crossovers, intersections, ramps, radiused bends and curves;

(e) Providing curbstones and gutters as in-situ concrete, if so approved by the Engineer; and

(f) Excavation and preparation of sub-grade for walkways, together with base course, in situ concrete, finishing and jointing

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2420: Fence and Gates


18.SECTION 2420

FENCE AND GATES

1.0 SCOPE OF WORK

1.1. The work under this Section to be carried out by the Contractor, consists of the execution and completion of Fence and Gates to be constructed in accordance with the alignment, location, dimension, line, elevation and finish designated on the Drawings and as specified herein.

1.2. The Contractor shall, before the work on the Fence and Gates is started, secure the Engineer’s approval for the equipment and materials to be used and the methods of the work execution.

1.3. Fencing and Gates shall include the provision of foundations, posts, rails, infill barbed wire or chain link mesh wires, steel woven wire and extension post with barbed wire strands, with all necessary fixings, fittings and accessories all as shown on the Drawings or as directed by the Engineer and as specified herein.

2.0 STANDARDS

2.1. The publications listed below shall form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only.

(1) AASHTO M181: 1983 Chain-Link Fence

(2) ASTM A116: 1981 Zinc-Coated (Galvanized) Steel Woven Wire Fence Fabric

(3) ASTM A120: 1984 Pipe, Steel, Black and Hot-Dipped Zinc-Coated (Galvanized) Welded and Seamless, for Ordinary Uses

(4) ASTM A121: 1981 Zinc-Coated (Galvanized) Steel Barbed Wire

(5) ASTM A641: 1982 Zinc-Coated (Galvanized Carbon Steel Wire)

(6) ASTM A153/A: 1982 Zinc-Coated (Hot-Dip) on Iron and Steel Hardware

(7) Republic of the Philippines Department of Public Works and Highways (DPWH) Standard Specifications:

(8) SS-2 2004 Volume II; Standard Specifications for Highways, Bridges and Airports

3.0 GENERAL REQUIREMENTS

3.1. This section consists of furnishing and constructing posts and chain-link fences and gates and steel woven wire fences in accordance with the details, and at the locations, indicated on the Drawings or as required by the Engineer.

3.2. Regulatory Requirements

(1) Materials and workmanship specified herein shall be in accordance with DPWH SS-2. The applicable requirements of the referenced standard shall apply to this Project.

4.0 DELIVERY, STORAGE AND HANDLING



4.1. The materials shall be delivered to site in an undamaged condition. The materials shall be stored off the ground to provide protection against oxidation caused by ground contact.



5.0 METERIALS

5.1. Barbed Wire

(1) The galvanized barbed wire shall be 3 mm 2-strand twisted steel wire and shall conform to the requirements of ASTM A121.

(2) The barbs shall be spaced approximately 100mm apart.

5.2. Wire Fence / Steel Woven Wire

(1) The chain link steel wire fence fabric shall be heavy duty zinc galvanized (0.66mm thick) chain link and shall be fastened at every 2 meter.

(2) The size of wire span as shown on the Drawings and the material shall conform to AASHTO M181. Mesh shall be 50mm x 50mm, and the steel wire shall be of 3 mm.

5.3. Posts, Posts Tops, Rails, Other Accessories

(1) These materials shall conform to the shapes and dimensions shown on the Drawings, and as approved by the Engineer.

(2) Steel members and other associated hardware shall be zinc galvanized (0.66 mm thick) and conform to ASTM A153/A.

(3) All exposed ends of steel tubing or hollow sections shall be capped with steel plate fully seam welded.

5.4. Welding

(1) The structural members that require welding shall be fully welded by a method that will result in a continuous weld on all sides and faces of the same. Surplus welding materials shall be removed by grinding.

(2) All welding shall conform to the latest edition of A.P.I. Standard 1104 “Standards for Welding Pipelines and Related facilities.”

5.5. Concrete for Foundation

(1) The concrete to be used shall conform to the requirements of the design compressive strength of 210 kg/cm² for structural concrete and 180kg/cm² for leveling concrete at 28 days specified in Section 1400.


6.1. Clearing Fence and Gate Line

(1) The fence line shall be cleared to a minimum of 600 mm on each side of the centerline of the fence. This clearing shall include the removal of all stumps, brush, rocks, trees, or other obstructions which will interfere within cleared area of the fence line and shall be grubbed or excavated.

(2) All holes remaining after stump removal shall be backfilled with suitable soil, or other materials acceptable to the Engineer and shall be compacted properly with tampers.

6.2. Installing Posts

(1) The posts shall be set in concrete foundation in conformity to the requirements designated on the Drawings.

6.3. Installing Gates

(1) The gates shall be hung on gate fittings as designated on the Drawings.



6.4. Cleaning-Up

(1) After the work is completed, the Contractor shall clear the site of surplus materials, dirt, and rubbish, and shall restore the site to the original conditions.

7.0 QUALITY CONTROL

7.1. The quality shall satisfy the standard values shown in Table 2420.1



8.1. Measurement

(1) Work under this Section shall be measured according to the item classification and units contained in the Bills of Quantities (BOQ). Unless classified otherwise, Fence shall be measured in linear meter (m), while Gates shall be enumerated (No.).

(2) Quantities shall be computed from dimensions on the Drawings.

8.2. Rates

(1) The rates shall be full compensation for all plant materials, labor, equipment, transport, temporary works, establishment charges, overheads, profit and taxes required to complete the work described in this Section of the Specification and/or shown on the Drawings.


(a) All necessary clearing, excavation, backfilling, disposal of surplus excavated material, trimming bottoms of excavation, concrete, reinforcement, formwork and post;

(b) All ends and angles;

(c) Straining posts, diagonal strengtheners and all fittings; and

(d) Finish painting



Table 2420.1 – MATERIALS (Fence & Gates) Work Item

Test Item

Test Method

Frequency

Tolerance

Fence and Gates

Barbed wire


At every receiving of materials

To meet the requirements specified in this section Manufacturer's test data may be substituted as directed by the Engineer.

Wire fence

- ditto -

- ditto -

- ditto -

Posts, post tops, and other accessories

- ditto -

- ditto -

- ditto -

Welding

- ditto -

- ditto -

- ditto -

Concrete for foundation

As specified in Section 1400

Design compressive strength at 28 days: 210kg/cm²

Table 2420.2 – WORKMANSHIP (Fence & Gates) Work Item

Test Item

Test Method

Frequency

Tolerance

Fence and Gates

Location of posts


-------

± 100 mm

Height

By the Engineer's Instruction

-------

± 50 mm

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2430: Road Signs & Guide Signs


19.SECTION 2430

ROAD SIGNS AND GUIDE SIGNS

1.0 SCOPE OF WORK

1.1. The work under this Section to be carried out by the Contractor, consists of the execution and completion of Road Signs and Guide Signs in accordance with the strength, location, dimension, line, elevation and finish designated on the Drawings and as specified herein.

1.2. The Contractor shall, before the work on the Road Signs and Guide Signs are started, secure the Engineer's approval on the materials to be used and on the methods of the work execution. No materials shall be used or installed until the Contractor has been notified by the Engineer of his approval.

1.3. Road signs and Guide Signs shall include provisions of foundations and support poles, with all necessary fixings, fittings and accessories all as shown on the Drawings or as directed by the Engineer.

2.0 STANDARDS

2.1. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only.

(1) AASHTO M111: 1980 Zinc (Hot-Galvanized) Coatings on Products Fabricated from Rolled, Pressed and Forged Steel Shapes, Plates, Bars and Strip

(2) ASTM A283: 1985 Low and Intermediate Tensile Strength Carbon Steel Plates, Shapes and Bars

(3) ASTM A501:1984 Hot Formed Welded and Seamless Carbon Steel Structural Tubing

(4) Republic of the Philippines Department of Public Works and Highways (DPWH) Standard Specifications

(5) SS-2 2004 Volume II; Standard Specifications for Highways, Bridges and Airports

(6) PIRS: Philippine International Road Signs Manual (Revised Edition 1982)

(7) RTSS: Road Traffic Safety Study; Standards and Devices (July 1986)

3.0 GENERAL REQUIREMENTS

3.1. This section consists of furnishing and installing road signs and guide signs as shown on the Drawings or as required by the Engineer. The Contractor shall submit design calculations for road/guide signs for approval by the Engineer.

3.2. Materials Design and Workmanship specified herein shall be in accordance with DPWH SS-2, DPWH PIRS and DPWH RTSS. The applicable requirements of the referenced standards and manual, its Items, Sections and paragraphs shall apply to this project.

4.0 DELIVERY, STORAGE AND HANDLING

4.1. The materials delivered to site shall be inspected for damage; they shall be stored with minimum of handling in enclosures or under protective coverings, and off the ground.

4.2. The signs and other accessories shall be handled in a manner to ensure delivery and



installation to site in sound undamaged condition.

5.0 MATERIALS

5.1. Material Requirements

(1) Standard road signs shall be constructed of galvanized steel or aluminum sheets and galvanized structural steel shapes and bars or galvanized steel pipes. The signs may have a rolled or beaded edge for additional rigidity.

(2) In order to stiffen larger signs and prevent damage by bending, horizontal battens or bars shall be fixed to the rear of the sign as supports, and may be utilized to provide mounting to posts.

(3) All steel members shall be zinc galvanized and coated with approved PVC or acrylic finish.

5.2. Sign Panels

(1) Metal sign panels may be of:

(a) Plain carbon steel sheets not less than 1.6mm thick.

(b) Aluminum alloy sheets at least 3.0mm thick.

5.3. Reflective Sheeting

(1) The reflective sheeting used on the road signs shall consist of spherical lens elements embedded within a transparent plastic having a smooth, flat surface with a protected precoat adhesive which shall be pressure sensitive for manual application, or tack free heat activated for mechanical vacuum-heat application.

(2) The minimum reflective brightness values of the reflective sheeting as compared to magnesium oxide (MgO) shall be as given in Table 2430.1.

(3) The brightness of the reflective sheeting when totally wet by rain, shall not be less than 90 percent of the given values.

Table 2430.1 - Reflective Brightness of Traffic Signs Surfaces

Color Angle of Incidence

(in degrees)

Angle of Divergence (in

degrees)

Minimum Reflective Brightness Value

Compared with MgO

Red

-4 20 50

0.5 0.5 0.5

15 10 3

White

-4 20 50

0.5 0.5 0.5

75 70 70

Yellow -4 20 50

0.5 0.5 0.5

35 35 10

Blue -4 20 50

0.5 0.5 0.5

6

4.5 0.5

(4) The reflective sheeting shall be sufficiently flexible to permit application and

adhesion to moderately embossed surfaces. It shall show no damage when bent 90 degrees over a 50mm diameter mandrel.



(5) The sheeting shall be solvent-resistant so as to be capable of withstanding cleaning with petrol, diesel fuel, mineral spirits, and turpentine methanol.

(6) The sheeting shall show no cracking or reduction in reflectivity after being subjected to the dropping of a 25mm diameter steel ball from a height of 2m into its surface.

(7) The adhesive shall permit the reflective sheeting to adhere accurately 48 hours after application at temperatures of up to 90 degrees C.

(8) The reflective material shall be weather-resistant and, following cleaning in accordance with manufacturer's recommendations, shall show no discoloration, cracking, blistering, peeling or any dimensional change.

(9) Samples of reflective sheeting shall be submitted to the Engineer for approval.

5.4. Posts and Attachments

(1) Posts required for the erection of signs shall be structural steel tubing conforming to ASTM A501.

(2) All posts shall be thoroughly cleaned, free from grease, scale and rust and shall be given one coat of rust-inhibiting priming paint and two coats of gray paint.

(3) Fixings and frames shall be fabricated from structural steel conforming to ASTM A283 and shall provide for the positive and robust connection of signs to their posts. Consideration shall be given to distributing attachment loads, such as, the provision of suitably shaped saddles and clamps or brackets for a round post.

(4) Nuts, bolts, washers and other metal parts, attachments and frames shall be hot-dipped galvanized after fabrication in accordance with the requirements of AASHTO M111.

5.5. Concrete for Foundation

(1) The concrete to be used shall conform to the requirements of the design compressive strength of 180kg/cm² and 210kg/cm² at 28 days as specified in Section 1400.


6.1. Excavation and Backfilling

(1) Excavation and backfilling shall conform to the requirements described in Section 2130 and 2140 respectively and as specified herein.

(2) Holes shall be excavated to the required depth to accommodate the concrete foundation as shown on the Drawings or as directed by the Engineer.

(3) Backfilling shall be carried out by using suitable material approved by the Engineer and shall be compacted in layers not exceeding 150mm in depth. Surplus excavated material shall be disposed of by the Contractor as directed by the Engineer.

6.2. Erection of Posts

(1) The posts shall be erected vertically in position inside the formwork of the foundation block prior to placing of the concrete and anchor bolts shall be positioned vertically and fixed accordingly with the bolts required arrangement and shall be adequately supported by bracing to prevent movement of the post and anchor bolts during the placing and setting of concrete.

(2) The posts shall be located at the positions shown on the Drawings.



6.3. Sign Panel Installation

(1) Sign Panel shall be installed in accordance with the details shown on the Drawings. Any chipping or bending of the sign panels shall be considered as sufficient cause to require replacement of the panels at Contractor's expense.

(2) The exposed portion of the fastening hardware on the face of the signs shall be painted with enamels matching the background color.

(3) All newly erected traffic road signs and guide signs shall be covered until ordered removed by the Engineer.

6.4. Cleaning and Restoration of Site

(1) After the work is completed, the Contractor shall dispose of all surplus materials, dirt and rubbish from the site and shall remove tools and equipment and shall restore all disturbed areas to the original conditions.

7.0 QUALITY CONTROL

7.1. The quality shall satisfy the standard values shown on Table 2430.2.

7.2. The workmanship shall be controlled in the manner shown on Table 2430.3.


8.1. Measurement

(1) Road Signs and Guide Signs including posts shall be enumerated (No.) according to the item classification in the Bills of Quantities.

(2) Quantities shall be computed from the values measured on the Drawings.

8.2. Rates

(1) The rates shall be full compensation for all plant, materials, transport, labor, equipment, temporary works, establishment charges, overheads and profit required to complete the works described in this Section of the Specification and/or shown on the Drawings.


(a) Excavation, backfilling, disposal of surplus excavated material and trimming bottoms of excavation;

(b) Concrete, reinforcement and formwork;

(c) Finish painting/coating; and

(d) Protection



Table 2430.2 - QUALITY STANDARDS (Traffic Signs)


Traffic signs (Vertical Signs)

Posts


At every delivery of Materials

Galvanized steel post with a Diameter of 50mm Manufacturer's test data may substitute as directed by the Engineer

Paint coated on posts

- ditto -

- ditto -

ASTM D215 or D1210

Bolts, nuts, washers

- ditto -

- ditto -

9.5mm (3/8 inch) in diameter

Plates for traffic signs

- ditto -

- ditto -

ASTM B308, Type 6063-T6 Thickness : 1.6 mm – Plain Carbon Steel Sheet 3.0 mm – Aluminum Alloy Sheet

Paint for plates, undercoat

- ditto -

- ditto -

ASTM D185 or D1200

Paint for plates, finish coat

- ditto -

- ditto -

ASTM D126 or D1200

Reflective material

- ditto -

- ditto -

ASTM D1155 or D1200

Table 2430.3 - WORK-DONE STANDARDS (Traffic Signs)

Work Item

Test Item

Test Method

Frequency

Tolerance

Traffic signs (Vertical signs)

Location of traffic signs

By the Engineer'sInstruction

-----

As shown on the Drawings or directed by the Engineer

Height of traffic signs

- ditto -

-----

± 50mm

Design and colors

- ditto -

-----

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2440: Flagpoles


20.SECTION 2440

FLAGPOLES

1.0 SCOPE OF WORK

1.1. The work under this Section to be carried out by the Contractor, consists of the execution and completion of flagpoles to all required areas.

2.0 DELIVERY AND STORAGE

2.1. Each shaft shall be tire wrapped in protective paper and shipment made in a hard fiber tube to protect the finish. Protect from corrosion, deformation and other types of damage.

2.2. Store items in an enclosed area free from contact with soil and weather. The Contractor shall replace and remove damaged materials with new.

3.0 COMPONENTS

3.1. Flagpoles

(1) Flagpole shall be aluminum ground mounted type, as manufactured by “Concord Industries” or approved equal.

(2) Aluminum flagpoles shall be from seamless 6063-T6 tubing, designed to withstand winds up to 100 mph.

(3) All shafts shall be uniformly cone tapered approximately 24 millimeters in every 1.70 meters.

(4) Height of flagpoles shall be 9m and 6m respectively, factory fitted with a self-aligning internal sleeve which shall be field assembled without welding.

(5) Flagpoles shall be highly polished with fine grain aluminum oxide pads resulting in a high quality deep luster finish which shall give the appearance of a heavy wax coating.

(6) The extremely fine grain finish provides an elegant soft sheen while remaining maintenance free.

(7) Unexposed portions of the shafts which shall be below grade, shall be given a heavy coat of asphaltum paint, both inside and outside.

3.2. Standard Fittings

(1) Ball

(a) Constructed of No. 14 Ga. aluminum, 200 mm in diameter, with a flush seam and gold anodized, “Deep Luster” finishes.

(2) Truck

(a) Cast of virgin F-214 aluminum, truck shall be double halyard, revolving, non-fouling type, complete with 26 stainless steel ball bearings and two, 60 mm in diameter cast nylon sheaves.

(3) Halyards

(a) Two sets of No. 10, 8 mm, white waterproof polypropylene, each equipped with two cast bronze swivel snaps to secure the flag.

(4) Cleats

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2440: Flagpoles


(a) Provide two 230 mm cast aluminum cleats with “deep luster” finish to match the shaft. Mount with tamperproof stainless socket head bolts.

(5) Collar

(a) Flush collar, or ornamental base, shall be F-214 alloy, cast aluminum. Type FC-11, shall have a minimum wall thickness of 6 mm.

(b) The diameter of the collar shall be at least 25 mm larger than the diameter of the foundation sleeve. The finish shall be “Deep Luster”.

(6) Foundation Sleeve

(a) The sleeve shall be fabricated from No. 16 gauge galvanized steel. Provide a steel base plate with square dimension of at least twice the butt diameter of the shaft.

(b) The thickness of the base plate shall be 12 millimeters. In addition a setting plate, of the same thickness as the base plate.

(c) The setting plate shall be half the size of the base plate. The setting plate shall be securely welded to the ground spike at least 100 mm below the base plate.

(d) The ground spike shall be 19 millimeters in diameter, not less than 450 mm long.

4.0 INSTALLATION

4.1. Flagpole shall be erected in accordance with the manufacturer’s standard installation instruction and the approved shop drawings.

4.2. Joints shall be perfectly membered to close-fitting neat connections. Flagpole shall be erected plumb and straight.


5.1. Measurement

(1) Flagpoles shall be enumerated (No.). The quantities shall be computed from the Drawings.

5.2. Rates

(1) The rates shall be full compensation for all plant, materials, labor, equipment, transport, temporary works, establishment charges, overheads and profit required to complete the work described in this Section of the Specification and/or shown on the Drawings.


(a) Excavation, backfilling, disposal of surplus excavated material, trimming of excavation sides, and cleaning;

(b) All foundation work; and

(c) Protection

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2510: Topsoiling


SECTION 2500: LANDSCAPING

21.SECTION 2510

TOPSOILING

1.0 SCOPE OF WORK

1.1. The work in this Section includes the provision of topsoiling to turfing and landscaped areas around the runway, taxiways, apron, buildings and elsewhere around the Site all as shown on the Drawings or as directed by the Engineer and as specified herein.

1.2. Prior to commencement of this work, the Contractor shall obtain the approval of the Engineer on the materials to be used, the equipment to be used and the methods of work execution. No materials shall be used or installed until the Contractor has been notified by the Engineer of his approval.

1.3. Topsoiling is not required to be provided to slope sides of the embankments. Turing to these the embankments shall be placed as specified in the relevant specification hereinafter.

1.4. All work shall be in accordance with the requirements of location, dimension, line, elevation and finish designated in the Drawings and as specified herein.

2.0 TOPSOIL

2.1. Topsoil shall be fertile, natural soil, typical of the locality free from large stones, roots, sticks, clay, weeds and shall be obtained from an approved source.

2.2. Acidity range (pH) shall be 5.5 to 6.5, containing minimum of 10% and a maximum of 35% organic matter, and it shall not contain toxic material harmful to plant growth. The Contractor shall submit the test result of “pH” of topsoil to be used before placing.

2.3. Topsoil shall be obtained from Topsoil Removal and Storage (Section 2120) or in the event of any deficiency shall be selected and transported by the Contractor to the Site at the expense of the Contractor.


3.1. Preparation and Cleanup

(1) After previous operations and final grading of areas have been completed, the areas to receive the topsoil shall be cleared of all rubbish, debris, waste and obstructions.

(2) If any damage by erosion, landslip or other causes has occurred after the completion of grading and before beginning the work, the Contractor shall repair such damage at his own expense. This may include filling gullies, smoothing irregularities, and repairing other incidental damage with approved material.

3.2. Spreading Topsoil

(1) Topsoil shall be spread and leveled in 200mm thickness.

(2) The topsoil so spread shall be disc harrowed and raked to break down into a fine tilth.

(3) Permissible deviation in topsoil thickness shall be +/- 25mm.

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2510: Topsoiling


(4) The final 50 mm surface layer of topsoil filling shall be included with Section 2520 Sodding.


4.1. Measurement

(1) Work under this Section shall be measured according to the item classifications and units contained in the Bills of Quantities (BOQ). Unless classified otherwise, measurement shall be as follows:

(a) Topsoiling shall not be measured to areas which have been damaged by the Contractor or to reinstating areas of Contractor’s temporary roads or facilities.

(b) Topsoiling shall be measured in cubic meters.

(c) The quantity shall be computed from the direct plan area indicated on the Drawings or as instructed by the Engineer.

(d) No allowance shall be made in the quantities for bulking or shrinkage.

(e) No allowance shall be made in the quantities for any additional area that may be required to accommodate working space for any excavations, space for earthwork supports or sloping sides of any excavations even if same is indicated on the Drawings.

4.2. Rates



(a) Delivery to Site;

(b) Taking from stockpiles;

(c) Loading and hauling;

(d) Multiple handling; and

(e) Depositing and spreading

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2520: Planting and Turfing


22.SECTION 2520

PLANTING AND TURFING

1.0 SCOPE OF WORK

1.1. The work under this Section to be carried out by the Contractor consists of the execution, completion and maintenance of Planting and Turing including Hydroseeding, Slope Protection Net and Sodding in accordance with the Specifications and Drawings.

1.2. Prior to commencement of this work, the Contractor shall obtain the approval of the Engineer on the materials to be used, the equipment to be used and the methods of work execution. No materials shall be used or installed until the Contractor has been notified by the Engineer of his approval.

2.0 PLANTING

2.1. The work under this section shall include all labor, materials, and equipment, specified or incidental necessary to complete fully the work of fine grading, planting, fertilizing, watering, maintenance, clean-up and other work related thereto, to areas as shown on the Drawings.

2.2. Planting works shall also include continued maintenance and responsibility by the Contractor for all the planted areas, throughout the Defects Notification Period, including regular watering, pruning, and replacement of damaged or dead plants and weeding out of unnecessary grass growth as specified in Section 2540.

2.3. Plant and Materials

(1) Quality and size of all plants shall be No. 1 grade, as approved. They shall be fresh, vigorous, of normal growth, free of diseases, insects eggs and larvae.

(2) Sizes of plants shall be as stated on the Drawings or BOQ. No root bound or undersized materials shall be allowed.

(3) Pruning shall not be done, prior to delivery except by special approval.

(4) Inspection of plant materials shall be the responsibility of Contractor, and he shall have secured permits or certificates prior to delivery of plants to Site.

(5) Plants shall be subject to inspection and approved or rejected, at the place of growth and on the project site at any time before or during progress of work, for size, variety condition, latent defects and injuries. Rejected plants shall be removed from the Site immediately.

(6) Protect plants from sun, wind, and rain at all times before planting.

(7) Substitutes will not be permitted unless specifically approved in writing.

(8) Nomenclature conforms to customary nursery usage.

(9) Quantities shall be furnished as needed to complete work on Drawings whether correctly estimated on plans or not.

2.4. Accessories

(1) Wrapping Materials : Quality burlap

(2) Support Stakes : Wood, bamboo

(3) Rope or wire wrapped by sugar palm fiber, coconut fiber.



(4) Fertilizer: Recommended for grass, with fifty percent (50%) of the elements derived from organic sources, of proportion necessary to eliminate any deficiencies of topsoil as indicated in analysis, to the following proportions: Nitrogen 14%, phosphoric acid 14%, soluble potash14%.

(5) Organic Matter: Goat fertilizer, cows fertilizer, chicken fertilizer, compound, mulching, compost, etc. Application of organic matter depends on plant requirement on site. Normally three (3) months until six (6) months a year, and applied after cutting and after rainy season.

(6) Non organic matter: TSP, DS, UREA, KCL, NPK, etc. Application of non-organic matter depends on plant requirement. Normally applied by spreading on soil, or buried around the trees.

(7) Application of fertilizer:

(a) For tree, 2 cc or gram/lit water/tree (non-organic), 5 kg/tree (organic). To be applied once every three (3) months

(b) For shrubs and herbs, 2cc/gr/m² (non-organic), 5 kg/cm² (organic): To be applied once every six (6) months

(c) For groundcover and grass, 2 cc/lit water/m² (non-organic), 5 kg/m² (organic). To be applied once every six (6) months

(8) Water: Clean, fresh and free from harmful substances

(9) Herbicide: for approval

2.5. Delivery, Storage and Handling

(1) Plants shall be obtained and selected from a nursery and approved by the Engineer.

(2) The Contractor shall make a nursery around the project area, and the plants which are not locally grown should be placed first in the nursery for adaptation before the planting process

(3) The plant supply system must be adjusted to the work schedule.

(4) All plants shall be basket or pot-grown, well-formed and healthy. Plant materials shall be kept moist.

(5) Trees must be pruned before they are planted.

2.6. Fertilizing

(1) All planting area indicated on plans shall be scarified to a depth of 150mm below finish grade prior to application of fertilizers.

(2) Fertilizer shall be applied in accordance with manufacturer’s instructions and shall be applied after topsoil has been raked smooth. The fertilizer shall be mixed thoroughly into upper 200mm of topsoil. To aid the dissipation of fertilizer, the topsoil shall be lightly watered.

2.7. Planting

(1) All materials shall be planted as soon as the location is available and weather conditions are suitable, as approved and directed. Planting shall not be done when weather conditions are unfavorable to good work.

(2) Tree pit (approximately W: 1m x L: 1m x D: 1m) shall be excavated and filled back with suitable soil for plants.

(3) The planting of groundcover shall be as follows:

(a) The plant materials shall be placed for review and final orientation by Engineer prior to installation.



(b) Groundcover shall be planted in areas so designated on the Drawings.

(c) Groundcover areas shall be graded to the levels shown on the Drawings, including filling as needed or removing surplus dirt and floating areas to a smooth, uniform grade.

(d) Where no grades are shown, areas shall have a smooth and continual grade between existing or fixed controls (such as walks, curbs, catch basins, elevations at steps or building) and elevations shown on the Drawings.

(e) The ground shall be rolled, scarified, raked, and leveled as necessary to obtain true, even ground cover surfaces. All finish grades shall meet approval of the Engineer before ground covers and plants are planted.

(f) Finish grade of groundcover areas will be 50mm below adjacent walk and curb grades, after settling water. The areas shall be raked, cultivated, floated and rolled until ridges and depressions disappear and areas are in smooth and uniform condition.

(g) Rooted cuttings, pot or can stock shall be planted at spacing indicated on the Drawings.

(h) The soil shall be smoothed about plants and areas left in neat and clean conditions. Soil shall not be piled around crown of any plants.

(i) The areas shall be watered with a light spray.

2.8. The planting of trees and shrubs shall be as follows:

(1) The shrub areas shall be graded to 25mm below the top of adjacent walks, curbs, and headers and the entire beds prepared in the same manner as for “Groundcover” above.

(2) Plant locations shall be staked and approval secured of excavating pits, making necessary adjustments as directed.

(3) Pits shall be excavated with vertical sides for all plants, as directed. Tree pits shall be of sizes shown on the Drawings to permit handling and planting without injury to balls of earth or roots, and shall be of such depth that, when planted, the crown of the plant shall bear the same relation to finish grades that it did to soil surface in place of growth.

(4) Guy trees with not less than three guys per tree to conform to customary practices and as directed by the Engineer.

(5) The tree shall then be tied to the support with pliable rot-proof ties after being wrapped first with black sugar palm fiber or coconut.

(6) Any part of the trunk which touches the stake must be wound with sugar palm or coconut fiber.

(7) The soil shall be thoroughly watered when the hole is half full and again when full. The plant materials shall be watered as indicated.

(8) After planting, the plants are to be thoroughly watered by spraying.

2.9. Maintenance

(1) Maintenance shall begin immediately after each plant and Turf is planted, and shall continue until the end of the Defects Notification Period.

(2) The trees and plants shall be maintained in vigorous thriving condition by watering, cultivating, pruning, spraying and other necessary operations.

(3) All shrub areas shall be kept free from weeds by cultivating or hand digging as necessary.



(4) Ground cover areas shall be maintained by watering, weeding, replanting and other necessary operations. They shall be kept free from weeds and left in clean and acceptable condition by the end of the maintenance.

(5) The grass areas shall be maintained by watering, weeding, replanting, mowing, trimming, edging and other necessary operations; mowing shall be done in such a manner that no deep cuts are made in the Turf areas, shall be filled to conform to adjacent grade and receded as directed.

(6) The grass shall be protected against all damage, including erosion and trespass, and proper safeguards shall be provided as needed.

(7) Commercial fertilizer shall be provided to all Turfs, at the rate of 14 kgs per100 m² at least one (1) week before end of the Defect Notification Period.

(8) Watering shall be carried out twice a day for the young plants:

(9) When the plants are established, then watering is allowed to be carried out once a day

(10) Trimming and thinning shall comprise the removal of superfluous live growth, weak or crossing branches, suckers, shoots and generally thinning to open up the head to admit more light and improve future growth.

(11) Good clean tools shall be used, and all cuts (which are more than 10mm) shall be covered with tar.

(12) Re-shaping shall comprise the treatment of previously lopped trees by removal of all growths except for those selected shoots or branches, necessary to restore the tree to a more natural shape and branch system.

(13) Plants shall be allowed to display fully their individual character and to develop naturally in uncramped conditions.

(14) Loosening of soil and weeding shall be carried out as follows:

(a) The soil around the tree trunk shall be cleared at a distance of 200-500mm, and shall be well loosened.

(b) The soil around the bushes or clusters shall be kept clean and loose to a radius of 200mm.

(c) The grass, groundcovers shall be kept free of weeds.

(15) The plants shall be treated to keep them healthy and fertile, free from any plant disease or garden pests. Treatment shall be carried out by spraying the insecticide every 10-14 days, in the morning when the weather is good.

(16) Final inspection of Turfs and planting will be made at the conclusion of the Defects Notification Period. Written notice, requesting same, shall be submitted by the Contractor at least seven (7) days before anticipated date.

2.10. Guarantees and Replacements

(1) The grass, shrubs, and ground cover shall be guaranteed until end of the Defects Notification Period.

(2) All trees shall be guaranteed to live in a healthy condition until the end of the Defects Notification Period.

(3) Dead or unhealthy trees shall be replaced as soon as possible after their condition has been determined and their replacements shall be guaranteed for one year after planting.

(4) As soon as weather permits, all dead plants and all plants not in a vigorous condition at the end of the Defects Notification Period shall be replaced.

(5) Plants used for replacement shall be same kind and size as specified in plant list. They shall be furnished, planted and fertilized as specified.



3.0 HYDROSEEDING

3.1. The work under this section shall include all labor, materials, and equipment, specified or incidental necessary to complete fully the work of fine grading, hydroseeding, fertilizing, watering, maintenance, clean-up and other work related thereto, to areas as shown on the Drawings.

3.2. Hydroseeding works shall also include continued maintenance and responsibility by the Contractor for all the hydro seeded areas, throughout the Defects Notification Period including regular watering as specified in Section 2540.

3.3. Seeds

(1) Certified Bermuda grass seed “La Prima” blend with seed count ranging from 2,000,000 – 2,200,000 per kilogram.

(2) Inspection of seed materials shall be the responsibility of the Contractor, and he shall have secured permits or certificates prior to delivery of plants to Site.

(3) Seeds shall be subject to inspection and approved or rejected on the site at any time before or during progress of work, for quality and variety condition. Rejected seeds shall be removed from the Site immediately.

(4) Store seeds in a dry, cool place all times before planting.

(5) Substitutes will not be permitted unless specifically approved by the Engineer.

3.4. Accessories

(1) Hydro seeding machine

(2) Tackifier : Plant based or polymeric emulsion blend (dry powder or liquid form)

(3) Mulch : Coco mulch or saw dust

(4) Fertilizer: Recommended for grass, with fifty percent (50%) of the elements derived from organic sources, of proportion necessary to eliminate any deficiencies of topsoil as indicated in analysis, to the following proportions: Nitrogen 14%, phosphoric acid 14%, soluble potash14%.

(5) Water: Clean, fresh and free from harmful substances

3.5. Delivery, Storage and Handling

(1) Seeds shall be obtained and selected from a certified seed grower and approved by the Engineer.

(2) The Contractor shall make a seed storage area within the project area, where seeds should be stored first before the seeding process.

3.6. Fertilizing

(1) Apply a high quality fertilizer, with a high potassium level, during the initial hydroseeding process to help the young turf start growing and establish a strong root base. Approximately four weeks after seeding, apply a complete, balanced fertilizer to the newly established turf area.

(2) For faster coverage during the establishment year, a rate of 0.50 - 0.70 kilogram of nitrogen per 100 square meters is recommended every month during of the growing season.

3.7. Hydroseeding method

(1) Hydro seeding shall take place as soon as the location is available and weather conditions are suitable, as approved and directed by the Engineer. Hydroseeding shall not be done when weather conditions are unfavorable to good work.



(2) The seeding shall be as follows:

(a) Soil Preparation: Remove existing grass and weeds. If there is an excessive amount of vegetation in the area, a non-selective herbicide, such as Round-Up, can be sprayed over the entire area to kill unwanted weeds.

(b) Prepare a medium-fine, firm seedbed using a light roller. If topsoil is brought in, use a minimum of 10 cm, then level, rake and roll the area for a smooth slightly compacted surface free of any debris, large rocks, leaves and sticks. Ensure that the topsoil is not crusted.

(3) Seeding: Sow half of the seed in one direction, and the other half at right angles to the first half.

(4) Mixture proportion for 1000 square meter of turfing area

(a) Seeds : 10 kilogram / 1,000 m2

(b) Tackifier : 25 kilogram dry powder form / 1,000 m2

(c) Mulch : 200 kilogram / 1,000 m2

(d) Fertilizer : 2.5 kilogram 1,000 m2

(e) Water : 3 ~ 4 cubic meter / 1,000 m2

(5) Watering:

(a) Apply water evenly and with a fine spray 2-3 times each day for the first 2 weeks in order not to disturb the newly planted seed.

(b) Keep the soil continually moist for 10–14 days or with a watering cycle of normally 10 to 15 minutes each until the new turf is well sprouted and has had a chance to get established.

(c) After the seedlings are well established, start reducing the frequency of watering to encourage deep root growth. Once fully established, properly maintained bermudagrass turf will use far less water than many other turf grass species.

(6) Mowing and Maintenance

(a) Results are best when blades are kept sharp. Recommended mowing height is 1/2 to 1-1/2 inches. The new turf shall not be mowed until it is at least two inches high and make sure that the mower is especially sharp for this first cutting to reduce damage to the young grass.

(b) The first 2 or 3 cuttings should not be shorter than 1-1/2 inches. Subsequent cuttings should be about 3/4 of an inch to promote the best growth possible, although bermudagrass can be kept at a 2" height with satisfactory results. Grass clippings can generally be left on the grass, as long as they are not excessive - they will decompose and add nutrients to the root zone.

(7) Pest and Weed Control

(a) Weed control products shall not be applied to new young grass. Because, the new young grass at this stage may react severely to the chemicals and die.

(b) All soil contains weed seeds, which will come up after the Turf has been planted. Weeds germinate quicker than grass seed therefore, do not be concerned when weeds appear.

(c) The fertilizer with a Weed Killer shall not be used for new Turf until it is at least 3 months old. Several weed control products are labeled for bermuda-grass turf during establishment, as well as for later maintenance.



4.0 SLOPE PROTECTON

4.1. Slope protection net shall be provided at the location shown in the Drawings in accordance with the specification hereinafter.

4.2. Slope Protect Net

(1) Slope protection shall be selected from coco-net, straw mat and jute sack which will be decomposed naturally and harmful to the environment considering slope gradient and the soil condition of the slope.

(2) Slope protection net shall be placed and fixed on the slope with timber or bamboo pins at the location shown in the Drawings.

4.3. Application of Hydroseeding

(1) Hydroseeding shall be provided on the Slope Protection Net in accordance with the manner specified above.

(2) Application of fertilizer:

(a) 2cc/gr/m² (non-organic), 5 kg/cm² (organic): To be applied once every six (6) months

(3) Water

(a) Water shall be sufficiently free from oil, acid, alkali, salt, or other harmful materials that would inhibit the growth of grass.

(b) Watering shall be made to avoid flow down of seeding from the net. Damage area shall be repaired by the Contractor with its own cost.

4.4. Maintenance

(1) All grassed areas shall be protected against traffic or trespasser by warning signs or barricades approved by the Engineer.

(2) Surfaces gullied or otherwise damaged following seeding shall be repaired by re-grading and re-seeding as directed by the Engineer.

5.0 SODDING (REFFERENCE)

5.1. General

(1) Sodding shall be provided to the types and areas so indicated on the Drawings.

5.2. Open Sodding

(1) This type of sodding shall be placed in general horizontal site areas with 180 mm topsoil bed (included under Section 2510), sods 50 mm and 50 mm topsoil infill between sods provided under this Section 2520.

5.3. Closed Sodding

(1) This type of the sodding shall be placed on slope protection to steeply sloping sides of embankments, drainage channels and detention pond. This sodding has no topsoil bed but is applied directly to the embankment as tightly fitted sods 50 mm thick and minimum size 200 x 200 mm, covering 100% of the area, with 50% of the sods fixed firmly to the underlying embankment with timber stakes, minimum 300 mm long.

5.4. Sodding shall include cultivation and preparation of the underlying surface, treating with fertilizer, provision of sods, staking to slopes, re-sodding as necessary, weeding, watering, rolling and mowing, all as necessary to provide dense grassed surfaces, all as shown on the



Drawings or as directed by the Engineer and as specified herein.

5.5. Sodding works shall also include continued maintenance and responsibility by the Contractor, for all grassed areas, throughout the Defects Notification Period, including regular watering, mowing and repair.

5.6. All work shall be in accordance with the strength, location, dimension, line, elevation and finish designated on the Drawings and as specified herein.

5.7. Sod Mat

(1) Sod mat furnished by the Contractor shall have a good cover of living or growing grass. All sod shall be obtained from areas where the soil is reasonably fertile and contains a high percentage of loamy topsoil.

(2) Sod mat shall be cut or stripped from living, thickly matted grass and 70% of the plants in the cut sod shall be composed of one species, height of 70 mm or less before sod is lifted.

(3) Sod mat, including the soil containing the roots and the plant growth, shall be cut to a uniform thickness. The sod shall be free of large stones, roots and other materials, which might be detrimental to grass growth.

5.8. Agricultural Lime

(1) Lime shall be ground limestone containing not less than 85% of total carbonates, and shall be ground to such fineness that 90% will pass through a No.20 mesh sieve and 50% will pass through No. 100 mesh sieve.

(2) Dolomitic lime or a high magnesium lime shall contain at least 10% of magnesium oxide. This shall be applied at the rate of 120 g/m2 to areas of Type 1 and Type 2 sodding.

5.9. Fertilizer

(1) The fertilizer shall be of standard commercial fertilizer supplied separately or in mixtures containing nitrogen, phosphoric acid, and water-soluble potash.

(2) Fertilizer shall be applied at the rate of 120 g/m2 and to depth of 50 mm to 100 mm to areas of Type 1 and Type 2 sodding.

(3) It shall be furnished in standard containers with name, weight, and guaranteed analysis of contents clearly marked thereon. No cyanamid compounds or hydrated lime shall be permitted in mixed fertilizers.

(4) The fertilizer may be supplied in one of the following forms:

(a) A dry, free-flowing fertilizer suitable for application by a common fertilizer spreader;

(b) A finely-ground fertilizer soluble in water, suitable for application by power sprayers; or

(c) A granular or pellet form suitable for application by blower equipment.

5.10. Water

(1) Water shall be sufficiently free from oil, acid, alkali, salt, or other harmful materials that would inhibit the growth of grass

5.11. Work Method

(1) The work shall be undertaken as soon as practicable after topsoiling works have been completed.



(2) If any damage by erosion, landslip or other causes has occurred after the completion of grading or topsoiling and before beginning application of fertilizer and lime, the Contractor shall repair such damage. This may include filling gullies, smoothing irregularities, and repairing other incidental damage.

(3) Upon completion of the preparation and spreading of topsoil described above, fertilizer and lime shall be uniformly spread at a rate which will produce specified quantity of each. These materials shall be incorporated into the soil to a depth of 50mm to 10mmm by dicing, raking or other methods acceptable to the Engineer.

(4) After inspection and approval of the source of sod by the Engineer, the sod shall be cut with approved sod cutters to such a thickness that after it has been transported and placed on the prepared bed, it shall have a uniform thickness of at least 50mm (before being compacted).

(5) Sod sections shall be cut in squares of not less than 250mm, but of such size as may be readily lifted without breaking, or tearing, or loss of soil. The Contractor may be required to mow high grass before proceeding to cut sod mat.

(6) The sod shall be transplanted within 24 hours from the time it is stripped, unless circumstances beyond the Contractor’s control make storing necessary. In such cases, sod shall be kept moist, and protected from exposure to the sun.

(7) Sod shall be cut and moved only when the soil moisture conditions are such that favorable results can be expected. Where the soil is too dry, permission to cut may be granted only after it has been watered sufficiently to moisten the soil to the depth of sod to be cut.

(8) The sod shall be laid as follows:

(a) Sodding work shall be undertaken during an appropriate period.

(b) Sodding may be allowed during periods of drought with approval of the Engineer, provided that the sod bed is moistened to a depth of at least 100 mm immediately prior to removing and laying the sod.

(c) Sods shall be moist and shall be laid on a moist earth bed. Pitch forks shall not be used to handle sod, and dumping from vehicles shall not be permitted.

(d) Sodding shall be carefully placed by hand, in rows at right angle to the slopes, commencing at the base of the area to be sodded and working upward.

(e) Sods shall immediately be pressed firmly into contact with the sod bed by tamping or rolling with approved equipment to a true and even surface, and to ensure knitting without displacement of the sod or deformation of the surface of sodded area and the workmen when replacing it shall work from ladder or on a detached work stage to prevent further displacement.

(f) Screened topsoil complying with Section 2510 shall be used to fill between sods. The quantity of the fill soil shall not cause smothering of the grass.

(g) Where the grades are such that run-off of storm water will be from paved surfaces across sodded areas, the surface of the soil in the sod after compaction shall be set approximately 30 mm below the pavement edge. Where the flow will be from the sodded areas towards the pavement surfaces such as around manholes and inlets, the surface of the soil in the sod after compaction shall be made flush with pavement edges.

(h) Adequate water and watering equipment must be on hand before sodding begins, and sod shall be kept moist until it has become established and its continued growth is assured. In all cases, watering shall be done in a manner which will not cause damage to the finished surface.



5.12. Maintenance and Care of Sod

(1) All grassed areas shall be protected against traffic or trespasser by warning signs or barricades approved by the Engineer.

(2) The Contractor shall mow the grassed areas with approved mowing equipment, depending upon climatic and growth conditions and the need for mowing.

(3) Surfaces gullied or otherwise damaged following seeding shall be repaired by re-grading and re-seeding as directed by the Engineer.

(4) The Contractor shall water as directed, mow and maintain the sodded areas in a satisfactory condition throughout the Defects Notification Period.


6.1. Measurement

(1) Work under this Section, shall be measured according to the item classifications and units contained in the Bills of Quantities (BOQ).

(2) The quantity for planting shall be computed from the dimensions and numbers indicated on the Drawings and BOQ.

6.2. Rates


(2) The rate of planting shall also include exaction of pits, decomposed soil and backfilling of the pits.

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2530: Irrigation System


23.SECTION 2530

IRRIGTION SYSTEM

1.0 SCOPE OF WORK

1.1. This Section includes installation of quick coupling valves, pop-up sprays, spray controller with power cabling, piping, valves, and boxes for irrigation system.

1.2. The Contractor shall, before the work o is started, submit the method statement stating execution plan of the work under this section, including materials and equipment to be used, execution team organization, work schedule and maintenance plan for approval of the Engineer.

1.3. The water for the irrigation system is to be provided through the main irrigation pipe networks from Treated Water Tank, and hte pumps will be installed under the scope of Component 3-4: U4-Sewage Treatment Plant.

2.0 PERFORMANCE REQUIREMENTS

2.1. Location of the pop-up sprays and quick coupling valves shown in the drawings is approximate. Minor adjustments necessary to avoid plantings and obstructions such as signs and light standards shall be made.

2.2. Minimum working pressures for lateral piping, valves and quick coupling is 3 bars (40 psi).

3.0 MATERIAL

3.1. Quick Coupling Valve

(1) The quick coupling valve shall be a one (1)-piece type.

(2) The valve body shall be constructed of heavy cast brass.

(3) The cover shall be a durable, protective self- closing, locking rubber cover.

(4) The valve shall be opened and closed by a brass key and hose swivel supplied by valve manufacturer having a 34 mm male top pipe threads and 26 mm female top pipe threads outlet.

(5) The valve throat shall have a keyway with detent positions for regulating water flow.

(6) The keys and hose swivel are to be from same manufacturer to ensure compatibility for the connection to be provided for every five valves.

3.2. uPVC pipes and Polyethylene (P.E.) Tubing

(1) uPVC Pipes: For uPVC Pipes irrigation, refer to Section 3110 Unplastized PVC Pipes and fittings. Pressure rating of pipes shall be class 150 (10 bar working pressure).

(2) All joints in pipe shall be made by solvent welding using adhesive solvent and primer as recommended, in writing, by the manufacturer and approved by the Engineer. All cans of solvent and primer shall have labels intact and shall be stamped with date of manufacture. No cans dated over two years old will be permitted. No thinning of solvent or primer will be permitted.

(3) Sleeves for pipes passing beneath paving shall conform to ASTM D2241, Schedule 40. Minimum diameter of 2 inch or 2 sizes larger than pipe scheduled to pass through them.



3.3. Gate Valves

(1) Gate valves 50mm (2") in diameter and smaller shall have non-rising stem and be manufactured from bronze.

(2) Valves installed below ground shall be provided with valve box. Nominal pressure rating for the valves shall be 16 bar or more.

3.4. Solenoid Valves

(1) Solenoid control valves shall be normally closed electrically operated, by means of an integrally mounted heavy duty 24 volt AC 50 Hz waterproof solenoid, having a maximum inrush current of 0.41 amps and a maximum 0.23 amp holding current.

(2) Valves shall be specifically designed for operation in arid areas with temperatures up to 500 c and 100% humidity.

(3) The valve shall be serviceable without removing it from the system and shall have a manually-operated flow adjustment stem for throttling.

(4) The diaphragm shall be nylon reinforced nitrile rubber.

(5) Valves shall be specifically rated for operation with dirty or effluent water. Control lines shall be protected by self-flushing nylon or ASTM Grade 316 stainless steel screens, or equivalent, that project into the stream flow or by a stainless steel “scrubber” arrangement designed to clean control passages every time the valve opens..

3.5. Valve Boxes

(1) All solenoid valves, flush valves, quick coupling valves and wire pull boxes shall be installed in lockable access boxes of sufficient size to permit ready removal of the valve and inner assembly.

(2) Valve boxes shall be constructed from HDPE or equivalent and shall be supported on block work to prevent shrinkage.

(3) The inside of the box and cover shall be labeled with permanent paint or plastic tags with valve identification details.

(4) All valve boxes shall be installed in non-traffic areas and preferably in landscape zones. No irrigation valve box shall be placed in pavement areas unless otherwise shown on the Drawings.

3.6. Pop-up Sprays

(1) The sprinklers shall have a high level impact strength corrosion resistant body, stem and nozzle. Pop - up height should be 4".

(2) The sprinkler shall have a heavy duty stainless steel retraction spring with minimum diameter of 1.5mm.

(3) The sprinkler shall incorporate a wiper seal to protect the internal mechanism against ingress of foreign material and prevent pressure blow out and shall have an easily accessible under nozzle screen.

(4) The wiper seal should be co-moulded type that ensures flow-by of less than 0.10 gpm at low pressure and complete sealing at pressure greater than 10 psi. The sprinkler shall have 12mm (½") threaded inlet.

3.7. Reinforced Rubber Hoses

(1) Rubber, vinyl or other high tensile thermoplastic material reinforced with woven fabric, with quick couplings to match the hose taps.



(2) Hose shall be flexible, of such construction as to prevent snaking and allow easy coiling.

(3) The hoses should be made of reinforced fabric to be continuous nylon or polyester fibers; inner and outer liners to be high tensile thermoplastic of high resistance to heat and sun and abrasion when dragged over concrete.

(4) End connections shall be of brass, factory installed on hose and watertight.

(5) Head end: quick coupling, water tight swivel female thread or socket snap-on-type to fit the water tap outlet.

(6) Tail end: male threaded with all brass hand-trigger type discharge nozzles with adjustable pattern and flow to complete shut off. Springs shall be of stainless steel.

(7) The hose is to maintain its flexibility and pressure requirements between -2 and 60 deg. C.

(8) Hose is to withstand pressure of six (6) bars when discharge nozzle is closed, and comply with the requirements of ASTM D3901-85 as appropriate for the materials selected.

(9) Hose is to have an inside diameter of 25 mm and a length of 30 m excluding end fittings.

3.8. Underground Electrical Cables

(1) All electric wires for underground use shall be single core solid "Underground Feeder" type, insulated with flame retardant thermoplastic compound rated for 600 volts and suitable for direct burial

(2) All wire connections at electric control valves and all splices of wire in the field shall be made using wire connectors. The wire connectors shall be specially designed to ensure water-proof underground wire connectors.

(3) The connector shall consist of precision moulded PVC base socket, moulded sealing plug, wire crimping sleeve and shall be easily installed in the field to give a permanent water-proof joint by using sealer for joint make up.

(4) All wire connections to be arranged in plastic pull boxes at fixed interval distances of maximum 100 meters and/or at any change of direction.

3.9. Irrigation Controller

(1) Irrigation controller shall be solid state of independent timed operation.

(2) The controller should have the capability of incorporation into a centralized computer control system, and have the following features:

(a) Transformer input: 120/240 VAC, 60 Hz

(b) Transformer output (24 VAC): 1.4 A

(c) Dual voltage transformer (120/240 VAC)

(d) Station output (24 VAC): 0.56 A

(e) Simultaneous station operation: 5 valves

(f) Pump/Master Valve (24 VAC): 0.28 A

(g) Sensor inputs: Plastic: 2; Metal: 3

(h) Operating temperature: 0 ºC to 50 ºC

(3) Controller input shall be 240 VAC 60 Hz. Output shall be nominally 24 VAC and shall be sufficient to accommodate the maximum number of valves.

(4) Field wires shall be terminated in screw terminal blocks connected to the controller by a pre-installed cable harness.



(5) The programme memory shall be non-volatile in the event of a power failure and shall have the capability of remaining effective for a minimum of 10 years.

(6) The real time shall be maintained without re-setting in the event of a power failure lasting a minimum of 24 hours.

3.10. Spare Materials

(1) Furnish extra materials described below that match products installed and that are packaged with protective covering for storage and identified with labels describing contents.

(2) Quick Coupler Units: Equal to 5% percent of amount installed for each type and size indicated.


4.1. Earthwork

(1) Refer to Section 2100: Earthwork for excavating, trenching, and backfilling.

(2) Install piping and wiring in sleeves under sidewalks, roadways, parking lots.

(3) Provide minimum cover over top of underground piping according to the following:

(4) Irrigation Main Piping: Minimum depth of 800 mm below finished grade

4.2. Preparation

(1) Set stakes to identify locations of proposed irrigation system.

4.3. Piping Applications

(1) Install components having pressure rating equal to or greater than system operating pressure.

(2) Piping in control-valve boxes and above ground may be joined with flanges instead of joints indicated.

4.4. Piping Installation

(1) Location and Arrangement: Drawings indicate location and arrangement of piping systems. Install piping as indicated unless deviations are approved on Coordination Drawings.

(2) Install piping free of sags and bends.

(3) Install groups of pipes parallel to each other spaced to permit valve servicing.

(4) Install fittings for changes in direction and branch connections.

(5) Lay piping on solid sub-base, uniformly sloped without humps or depressions.

4.5. Joint Construction

(1) Refer to Section 3110 for basic pipe joint construction.

4.6. Valve Installation

(1) Underground Gate Valves: Install in valve box with top flush with grade.

(2) Install valves and uPVC pipe with push-on joints.

(3) Control Valves: Install in control-valve box.



4.7. Labeling and Identifying

(1) Equipment Nameplates and Signs: Install engraved plastic-laminate equipment nameplates and signs on each automatic controller.

(2) Text: In addition to identifying unit, distinguish between multiple units, inform operator of operational requirements, indicate safety and emergency precautions, and warn of hazards and improper operations.

(3) Refer to Section 3130 for equipment nameplates and signs.

4.8. Cleaning

(1) Flush dirt and debris from piping before installing quick couplers and other devices.

5.0 QUALITY CONTROL

5.1. Perform the following field tests and inspections and prepare test reports:

(a) Pressure Test : Refer to Section 3110

(b) Leak Test : Refer to Section 3130.


6.1. Measurement

(1) The unit of measurement shall be the quantity unit specified in the Bill of Quantities. .

6.2. Rates

(1) The rates and lump sums shall be full compensation for all plant, materials, labour, equipment, transport, permits, establishment charges, overheads, profit and taxes required to complete the work described in this Section of the Specification and/or shown on the Drawings.

New Bohol Airport Construction and Sustainable Environment Protection Project Section 2540: Maintenance during Defect Notification Period


24.SECTION 2540

MAINTENANCE DURING DEFECT NOTIFICATION PERIOD

1.0 SCOPE OF THE WORK

1.1. This Section shall apply to the maintenance of all plantations of trees, shrubs, sodding, hydroseeding planted and irrigation system in accordance with the Specifications 2500 series.

1.2. The Contractor shall be responsible for maintenance of trees and sodding planted under the Contract during the Defect Notification Period in accordance with the manner and procedure specified herein after.

2.0 METHOD AND PROCEDURE

2.1. Trees:

(1) Trees shall be maintained in a healthy, vigorous growing condition, free from disease and large concentrations of pests.

(2) Prune trees dead, diseased, broken, dangerous, or crossing branches shall be removed.

(3) Paint all cuts immediately with a black, asphalt-base anti-septic tree paint.

(4) Discard all tree trimmings off-site using a legal method.

(5) Any tree found to be dead or missing shall be replaced with plant material of identical species at the landscape maintenance contractor's expense, unless the loss was due to excluded damage.

(6) Replacement trees shall equal in size to the originally installed tree at the time it was planted at the site.

(7) Replacement trees shall be approved for size and appearance by the owner's authorized representative prior to planting. Replacement trees shall be double staked with 2 inches (5 cm) diameter stakes unless otherwise approved by the Engineer.

(8) Remove tree stakes from trees when the trunks are larger than 2 inches (5 cm) caliper and the trees are able to support themselves. Remove stakes from site and dispose of by a legal method. Recycle used stakes if possible.

(9) Once a year, prune all trees to encourage a high-branching structure. Remove all non-structural branches between the ground and a point half the tree's total height (for very tall trees don't remove branches higher than 20' [6 m] above the ground).

(10) Trees planted for screening purposes, such as those at rear perimeters of many sites shall not be pruned except as needed to remove dead, diseased, broken, dangerous, or crossing branches.

(11) The cutting blades on pruning shears, clippers, blades, saws, etc. shall be sterilized after pruning each tree to minimize the possibility of spreading disease. When pruning trees known or suspected to be diseased, cutting blades shall be sterilized after each cut. Sterilize blades by dipping them in a solution of 1 part bleach and 9 parts water or heavily spray them with a disinfectant spray, such as Lysol. After dipping or spraying, wait 20 seconds before using again.



2.2. Shrubs and Vines

(1) Shrubs and vines shall be kept in a healthy, vigorous condition, free from disease and large concentrations of pests.

(2) Shrubs shall be pruned weekly only as needed to remove branches that are dead, broken, extending beyond the face of curbs or sidewalks, or are climbing building walls (unless they are intended to climb the wall, such as climbing vines). Formal hedges and topiary shall be regularly pruned to maintain a uniform height and width. Except as noted previously, allow the shrubs to grow unpruned to their natural sizes!

(3) Shrubs uniformly planted in rows, where it is clear the extent was to create a hedge, shall be pruned so as to encourage a hedge. Shrubs in hedges shall be encouraged through pruning to form a dense, continuous, hedge, branching fully to the ground. All other shrubs shall be pruned only as required for safety, visibility, and plant health, and allowed to develop into the natural shapes expected of the plant variety.

(4) Any shrub found to be dead or missing shall be replaced with plant material of identical species at the landscape maintenance Contractor's expense, unless the loss was due to excluded damage.

(5) Replacement shrubs shall be at least 18 inches (45 cm) in height when planted, unless otherwise approved by the owner's authorized representative. Place 2 slow-release fertilizer tablets in backfill material, 6 inches (15 cm) deep on opposite sides of the root ball, but not touching the root ball.

(6) The cutting blades on pruning shears, clippers, blades, saws, etc. shall be sterilized between every three shrubs to minimize the possibility of spreading disease. When pruning shrubs known or suspected to be diseased, the cutting blades shall be sterilized after each cut. Sterilize blades by dipping them in a solution of 1 part bleach and 9 parts water or heavily spray them with a disinfectant spray, such as Lysol. After dipping or spraying, wait 20 seconds before using again.

2.3. Groundcover

(1) Groundcover shall be maintained in a healthy, vigorous growing condition.

(2) Any groundcover found to be dead or missing shall be replaced with plant material of identical species at the landscape maintenance contractor's expense, unless the loss was due to excluded damage. If the loss resulted from excluded damage, replacement will be paid for as additional work. Submit a quote for replacement within two weeks of the loss as outlined in the General Requirements section of these specifications. Replacement groundcover shall be planted at 8 inches (20 cm) spacing from flats to encourage quick coverage. Prior to planting replacement groundcover, the soil shall be tilled to a depth of 6 inches (15 cm) to prepare it for the new plants.

(3) Keep groundcover trimmed back from sidewalks, curbs, and paved areas on a weekly basis. Do not create vertical edges when pruning groundcover.

(4) If regular foot traffic through a planter is preventing the groundcover from reaching full coverage of the soil, contact the Employer's authorized representative to discuss options for redirecting the foot traffic.

2.4. Fertilizer:

(1) Foliar applied fertilizer shall be water soluble and non- burning. Formulation shall be 15-30-15 or similar. Apply at manufacturer's maximum recommended concentration for plant type. Saturate the entire foliage of each plant with foliar spray until it runs off.

(2) Granular fertilizer shall be 16-16-16 formulation or similar, applied at maximum label rate for plant type an 90 day interval. Water immediately after applying to move the fertilizer into the soil and wash the fertilizer off of plant surfaces.



(3) When applying granular fertilizers to drip-irrigated areas, the fertilizer must be washed in by hand or rainfall before turning on the drip system. Running the drip system immediately after application will push the fertilizer away from the emitters, resulting in a high concentration of fertilizer at the edge of the wetted zone. This highly-concentrated fertilizer can kill or damage plants. It is recommended that granular fertilizers be applied to drip-irrigated areas only in early spring, just prior to a moderate rainfall.

2.5. Weed Control:

(1) Weeds in planted areas, sidewalks, curbs, gutters, or pavement shall be removed or killed weekly as the weeds emerge. Weeds shall be removed (not just killed) if they are larger than 2 inches (5 cm) in height or diameter. Dispose of weeds off-site. Pre and post-emergent herbicides may be used at the contractor's option. No additional payments will be made for herbicide applications. The cost of all weed control work shall be included in the contract price for landscape maintenance. Regular maintenance of the mulch or decorative rock layer will help minimize weeds in shrub and groundcover areas.

2.6. Turf

(1) Turfs shall be kept in a healthy, vigorous condition, free of disease and pests, except as noted below.

(2) Turf height shall not exceed 5 inches (13 cm) at any time.

(3) Mow, edge and trim Turfs weekly or as required to maintain an even, well-groomed appearance.

(4) Remove visible Turf clippings and dispose of them off-site in a legal manner. The contractor is encouraged to use mulching mowers which cut clippings into small pieces that sift down into the Turf.

(5) Weeds shall be controlled in Turf areas as noted above under the weed-control section.

(6) Any turf found to be dead or severely yellowed shall be replaced with plant material of identical species at the landscape maintenance contractor's expense, unless the loss was due to excluded damage.

2.7. Irrigation System

(1) Water Application & Scheduling:

(a) Hand water as needed to supplement natural rainfall and maintain plantings in a healthy, stress-free condition. It is the Contractor's responsibility to make sure that plants receive adequate water regardless of weather conditions.

(b) It is the responsibility of the Contractor to conserve water and assure that all watering rules and regulations are followed. Any penalties, fines, or citations for watering ordinance violations shall be paid by the Contractor.

(c) The Contractor is responsible for the complete operation and maintenance of the irrigation systems, except as noted below. The Contractor shall examine the irrigation system for damage or malfunction weekly and shall report damage or malfunction to the owner's authorized representative in writing. If the Contractor fails to report the broken or malfunctioning irrigation system components within two (2) weeks of the breakage or malfunction, the Contractor shall be responsible for all damages resulting from the broken irrigation system component.

(d) When breakdowns or malfunctions exist, the Contractor shall hand water, if necessary, to maintain all plant material in a healthy condition. .

(2) Irrigation System Scheduled Maintenance:



(a) Each valve zone shall be observed for signs of damage on a weekly basis during the irrigation season.

(b) The landscape maintenance Contractor shall maintain the irrigation system, including cleaning of filter screens yearly or more often as needed, and flushing pipes, as part of this contract.

(c) Drip irrigation systems need periodic flushing to remove sediment. When flushing is necessary, it shall be performed as part of this contract. Drip systems shall be flushed at least once a year. Open ends of drip lines and run for at least 15 minutes at full flow to flush. It may be necessary to install flush outlets in order to flush the drip system.

(d) Run-off of water from irrigation systems into or onto streets, sidewalks, stairs, or gutters is not permitted. The Contractor shall immediately shut down the irrigation system and make adjustments, repairs, or replacements as soon as possible to correct the source of the run-off.

(3) Irrigation System Repair:

(a) The landscape maintenance Contractor shall replace or repair, at the landscape maintenance Contractor 's expense, any irrigation components damaged, unless due to excluded damage. Repair shall be made within two (2) weeks of the day the damage occurred.

(b) Any replacement of irrigation system components shall be made with materials of the same manufacturer and model as the original equipment. Substitutions of materials other than original equipment will be approved only when the original equipment has been discontinued and is no longer available for purchase at any location. The substituted equipment must be completely compatible with the original and must be approved in advance by the owner's authorized representative.

(c) The Contractor shall check the entire irrigation system weekly for items such as dry spots and missing or malfunctioning irrigation components. Check for leaking valves, water running across sidewalks, water standing in puddles, or any other condition which hampers the correct operation of the system or the public safety. The Contractor shall carefully observe plant materials for signs of wilting, indicating a lack of water. Plants which die due to irrigation failure will be considered to have died due to the Contractor's negligence and shall be replaced at the Contractor's expense.

(d) Plastic sprinkler nozzles with bad patterns shall be replaced with new nozzles of the same gallonage and arc as part of the regular maintenance of the sprinkler system. Do not attempt to clean plastic nozzles by sticking knife blades or wire into the openings. The plastic will be scratched and the pattern will be ruined. Brass nozzles may be carefully cleaned if needed.

2.8. Clean up and Litter Removal

(1) The Contractor shall sweep or blow-off all walks, curbs, and gutters weekly excluding parking paved area.

(2) The Contractor shall not sweep or blow trash, leaves, clippings, or landscape debris into planters or onto adjacent property and collect all debris swept or blown from landscape areas and remove from the site.

(3) The Contractor shall not use blowers prior to 7:00 A.M. or after 8:00 P.M. or at any other hours restricted by law, and not use blowers around parked vehicles to avoid scratching vehicle paint with blowing sand and debris.

(4) Blowers may not be used where prohibited by law.



(5) All litter shall be removed from sidewalks, gutters, and all planted areas each week. In no case shall trash, litter, or leaves be blown or swept onto the property of others. All trash, litter, leaves, etc. shall be collected, hauled away, and disposed of legally.

(6) In addition to removing all litter from sidewalks, gutters, and planted areas, the Contractor shall remove and dispose of any large miscellaneous debris or trash in the parking lot.

(7) For the purpose of this contract, "large" shall mean items the size of a small beverage cup or larger. The intent of this requirement is that the Contractor's workers should take sufficient pride in the appearance of the site that they would pick up any significant litter they come across at the site. Sweeping of the parking lots is not included in the landscape maintenance. All litter shall be removed from planter areas and sidewalks, regardless of the size of the litter.

2.9. Chemicals, Herbicides and Pesticide

(1) All chemicals shall be used in accordance with label directions and the manufacturer's recommended handling methods. All chemicals shall be handled in accordance with all applicable regulations. Registered chemicals shall be used only on the advice of a qualified, licensed if required, pest control advisor.

(2) Pesticides shall not be applied within one hour of the start of operating hours for businesses at the site. In the event that it is not possible to complete the application by one hour prior to business hours (ie; 24 hour operations), applications shall be made at times when customer presence is minimal. Areas to be treated shall be blocked off and warning signs posted.

(3) The Contractor shall take precautions to keep persons away from pesticide and herbicide-treated areas until the applied material is fully dry and the treated area is safe for entry. And follow the recommendations of the pesticide manufacturer and all applicable governmental and industry regulations.

(4) The Contractor shall place information and precaution notice boards to public immediately after application of Chemicals, Herbicides and Pesticide

2.10. Communications and Reports

(1) The Contractor shall prepare a daily record of maintenance activities and submit it daily to the Employer or its representative at site. The record shall include, but not limited to, the following contents:

(a) Name and phone number of the responsible person and organization for maintenance team;

(b) Check list for daily, weekly and monthly maintenance activates;

(c) Major daily activities by area;

(d) Schematic drawing of activities:

(e) Record of fertilizer, herbicides and pesticide provided (name, quantity and area); and

(f) Photographs of maintenance activities

(2) The Contractor shall keep close coordination with the Employer’s representative at site, and shall provide a notice of the commencement and finishing of maintenance activities at each time.

(3) At the end of each month, this record shall be compiled as a Monthly Maintenance Report for submission.




3.1. Measurement

(1) The work under this Section shall be measured as specified in the Bills of Quantities (BOQ).

3.2. Rates



(a) Multiple handling;

(b) Laying of sods;

(c) Make up topsoil between sods;

(d) Fertilizer and lime;

(e) Herbicides and pesticides;

(f) Watering and maintaining during Defects Notification Period; and

(g) Replacements of damage trees, sodding and grass weeding; and


New Bohol Airport Construction and

Sustainable Environmental Protection Project

Specifications

Section 3000 Series: Utility Works

New Bohol Airport Construction and Sustainable Environment Protection Project Section 3000 Series: Utility Works

Section 3000 / (i)

SPECIFICATION

SECTION 3000 SERIES: UTILITY WORKS

INDEX SECTION 3100: WATER SUPPLY SYSTEM SECTION 3105: GENERAL REQUIREMENTS FOR WATER SUPPLY SYSTEM .................... 1 1.0 Scope of Work ................................................................................................................................ 1 2.0 Design Condition ............................................................................................................................ 1 3.0 Codes and Standards ....................................................................................................................... 2 4.0 Materials and Equipment .......................................................................................................... 2 5.0 Tests and Inspections .................................................................................................................. 2 6.0 Civil Works ................................................................................................................................... 4 SECTION 3110: WATER SUPPLY PIPE LINE ................................................................................. 5 1.0 Scope of Work ................................................................................................................................ 5 2.0 Interface with the Building Management System (BMS) .............................................................. 5 3.0 Polyethylene Plastic Pipe (PE) ................................................................................................... 5 4.0 Polyvinyl Chloride Pipe (PVC) ................................................................................................. 11 5.0 Mortar Lined and Enamel or Mortar Coated Steel Pipe ............................................................... 16 6.0 Cast iron water pipe ...................................................................................................................... 25 7.0 Galvanized Steel Pipe ................................................................................................................... 26 8.0 Painting and Coatings ................................................................................................................... 26 9.0 Valve and Fittings ......................................................................................................................... 30 10.0 Check Valves ................................................................................................................................ 32 11.0 Air Release Valve ......................................................................................................................... 33 12.0 Flowmeter ..................................................................................................................................... 33 13.0 Construction Method .................................................................................................................... 34 14.0 Thrust and Anchor Blocks ............................................................................................................ 38 15.0 Concrete Bed, Haunch and Surround ........................................................................................... 38 16.0 Tolerances ..................................................................................................................................... 38 17.0 Measurement and Rates ................................................................................................................ 38 SECTION 3130: WATER STORAGE ............................................................................................... 40 1.0 Scope of Work .............................................................................................................................. 40 2.0 Submittals ..................................................................................................................................... 40 3.0 water receiving tank ..................................................................................................................... 40 4.0 Quality Control ............................................................................................................................. 41 5.0 Measurement and Rates ................................................................................................................ 42 SECTION 3150: WATER DISTRIBUTION ..................................................................................... 43 1.0 Scope of Work .............................................................................................................................. 43 2.0 PIPE and fittings ........................................................................................................................... 44 3.0 Valves and fittings ........................................................................................................................ 44 4.0 Level Control Valve ...................................................................................................................... 46 5.0 Mechanical Works ........................................................................................................................ 46 6.0 Fire Pumps .................................................................................................................................... 46 7.0 electrical works ............................................................................................................................. 49 8.0 Measurement and Rates ................................................................................................................ 50


Section 3000 / (ii)

SECTION 3200: POWER SUPPLY SYSTEM SECTION 3205: GENERAL REQUIREMENTS FOR POWER SUPPLY SYSTEM ................. 53 1.0 General ......................................................................................................................................... 53 2.0 Scope of Work .............................................................................................................................. 53 3.0 Codes and Standards ..................................................................................................................... 53 4.0 Design and Manufacture .......................................................................................................... 53 5.0 Spare Parts .................................................................................................................................... 54 6.0 Tool and Appliances ..................................................................................................................... 56 7.0 Measuring equipment ................................................................................................................... 58 8.0 General Technical Requirement ................................................................................................... 59 9.0 Electric Power Source .................................................................................................................. 61 10.0 Civil Works ................................................................................................................................... 62 11.0 Tests and Inspections .................................................................................................................... 62 12.0 Training of Personnel ................................................................................................................... 66 13.0 Operation and Maintenance Manuals ........................................................................................... 67 14.0 Cable Works ................................................................................................................................. 67 15.0 Measurement and Rates ................................................................................................................ 71 SECTION 3210: ELECTRICAL POWER SUPPLY ....................................................................... 72 1.0 Scope of Works ............................................................................................................................. 72 2.0 13.2 KV Switchgear Panel (Indoor Type) .................................................................................... 72 3.0 4.16kV Vacuum Switchgear Panel (indoor) ................................................................................. 73 4.0 230V Distribution Panel ............................................................................................................... 88 5.0 Power Transformers ..................................................................................................................... 89 6.0 4.16KV Switchgear Panel and Transformer (Outdoor Cubicle Type) .......................................... 93 7.0 Vacuum Circuit Breaker ........................................................................................................... 94 8.0 UPS System for CCR ................................................................................................................... 96 9.0 Measurement and Rates .............................................................................................................. 101 SECTION 3230: STANDBY GENERATOR ................................................................................... 103 1.0 Scope of Works ........................................................................................................................... 103 2.0 General ....................................................................................................................................... 103 3.0 System Requirements ................................................................................................................. 103 4.0 Technical Requirements ............................................................................................................. 103 5.0 Operation Requirment ................................................................................................................ 104 6.0 Protection System ....................................................................................................................... 105 7.0 Diesel Engine ........................................................................................................................... 105 8.0 Generator .................................................................................................................................... 110 9.0 Electrical Equipment .............................................................................................................. 111 10.0 Test and Commissioning ............................................................................................................ 112 11.0 Measurement and Rates .............................................................................................................. 113 SECTION 3250: PHOTOVOLTAIC POWER GENERATION SYSTEM ...................................114 1.0 General ....................................................................................................................................... 114 2.0 Scope of Works ........................................................................................................................... 114 3.0 Sysyem Requirements ................................................................................................................ 114 4.0 Technical Specificaiton of Components ..................................................................................... 115 5.0 Personnel Training .................................................................................................................. 120 6.0 Tests, Inspection and Setting ...................................................................................................... 121 7.0 Measurement and Rates .............................................................................................................. 125 SECTION 3270: POWER DISTRIBUTION .................................................................................. 126 1.0 Scope of Work ............................................................................................................................ 126 2.0 Cable Ducts ............................................................................................................................... 126


Section 3000 / (iii)

3.0 Trenches for Electrical Cable Ducts ........................................................................................... 127 4.0 Manholes and Handholes ........................................................................................................... 127 5.0 Cable Installation ........................................................................................................................ 128 6.0 Underground identification ........................................................................................................ 129 7.0 Marking of Cables ...................................................................................................................... 129 8.0 Control Cable and Communication Cable .................................................................................. 130 9.0 Underground Cable .................................................................................................................... 130 10.0 Cable Entrance ........................................................................................................................... 131 11.0 Cable size for Power and Control Cables ................................................................................... 131 12.0 Demarcation of Common Items Provision for cabling and wiring............................................. 131 13.0 Measurement and Rates .............................................................................................................. 131 SECTION 3290: ROAD AND CAR PARKING LIGHTING ........................................................ 134 1.0 Scope of the Works ..................................................................................................................... 134 2.0 Lighting System ......................................................................................................................... 134 3.0 Power Supply System ................................................................................................................. 134 4.0 Equipment .................................................................................................................................. 135 5.0 Cable work ................................................................................................................................. 136 6.0 Installation .................................................................................................................................. 137 7.0 Testing and Commissioning ....................................................................................................... 137 8.0 Measurement and Rates .............................................................................................................. 138 SECTION 3300: SEWAGE TREATMENT SYSTEM SECTION 3305: GENERAL REQUIREMENTS .......................................................................... 141 1.0 General ....................................................................................................................................... 141 2.0 Codes and Standards ................................................................................................................... 142 3.0 Materials and Equipment ............................................................................................................ 142 4.0 Training ...................................................................................................................................... 142 5.0 Tests and Inspections .................................................................................................................. 142 6.0 Measurement and Rates .............................................................................................................. 144 SECTION 3310: CIVIL WORKS .................................................................................................... 145 1.0 Scope of Works ........................................................................................................................... 145 2.0 STP Structures ............................................................................................................................ 145 3.0 Sewer Main ................................................................................................................................. 146 4.0 Measurement and Rates .............................................................................................................. 147 SECTION 3330: BUILDING WORKS ........................................................................................... 149 1.0 Scope of Works ........................................................................................................................... 149 SECTION 3350: MECHANICAL WORKS ................................................................................... 150 1.0 Scope of Work ............................................................................................................................ 150 2.0 mechanical equipment ................................................................................................................ 150 3.0 Installation of the Mechanical Equipment .................................................................................. 158 4.0 Pipes and Fittings ....................................................................................................................... 159 5.0 Measurement and Rates .............................................................................................................. 160 SECTION 3370: ELECTRICAL WORKS ..................................................................................... 162 1.0 Scope of Work ............................................................................................................................ 162 2.0 Electrical Equipment .................................................................................................................. 162 3.0 Measurement and Rates ......................................................................................................... 169


Section 3000 / (iv)

New Bohol Airport Construction and Sustainable Environment Protection Project Section 3105: General Requirements for Water Supply System

Section 3000 / Page -1

1.SECTION 3100: WATER SUPPLY SYSTEM

2.

3.SECTION 3105

GENERAL REQUIREMENTS FOR WATER SUPPLY SYSTEM

1.0 SCOPE OF WORK

1.1. This work shall cover the supply and installation of water transmission pipe line, water storage tanks, and water distribution lines, as detailed herein in the following Sections 3110, 3130 and 3150.

1.2. The work shall be constructed in accordance with the requirements of location, dimension layout, line and all associated works designated on the Drawings and as specified herein.

1.3. The work shall also cover such other incidental construction activities as indicated on the Drawings and the construction method of which shall meet the requirements specified in the applicable section of this Specification.

1.4. Any item of work that is not specifically indicated but that is necessary for safe and efficient operation of the facilities shall be deemed to be included in the scope of works and included in the Contract Price.

1.5. The Contractor shall obtain all necessary clearances, permits and licenses from the local government unit or other public or private authorities concerned for the proper implementation of the Contract. Any payments or deposits for such permits and licenses shall be borne by the Contractor.

1.6. Coordination with the Bohol Waterworks District and the Local Water Utilities Administration (LWUA)

(1) Water source shall be supplied from the Bohol Waterworks District / LWUA’s existing distribution pipelines.

(2) The Contractor shall coordinate with the Bohol Waterworks District /LWUA and give all notices, obtain all permits and pay all fees and associated cost in connection with the works including connection charges and obtaining the final approval prior to commencement of work.

2.0 DESIGN CONDITION

2.1. The Contractor shall carefully examine this Specification and the Drawings to secure the following design condition for this work.

2.2. Water Supply Quantity

Table 3105.1 Design Supply Water Flow

Water Demand Water Supply to the

Airport Water Demand of the

Airport

Average Day Demand 366 m3/d 333 m3/d

Maximum Day Demand 420 m3/d 383 m3/d

Peak Hour Demand - 35 m3/hr



3.0 CODES AND STANDARDS

3.1. Applicable Codes and Standards are:

(1) ANSI : American National Standard Institute

(2) ASTM : American Society for Testing and Materials

(3) AWWA : American Water Works Association

(4) PNS : Philippine National Standards

(5) JIS : Japan Industrial Standard

(6) JWWA : Japanese Water Works Association

(7) LWUA : Local Water Utilities Administration

(8) NEC : National Electrical Code

(9) PEC : Philippine Electrical Codes, Part 1 & 2

(10) NFPA : National Fire Protection Association

4.0 MATERIALS AND EQUIPMENT

4.1. The material and equipment to be used in all work shall be new, unused, and as hereinafter specified.

4.2. All pipe laying works and its component structure shall be required to conform to the highest standard of workmanship.

4.3. Samples of materials or manufacturer’s specifications including brochures/catalogues shall be submitted for approval to the Engineer prior to the installation.

4.4. The equipment shall, at all times during construction, be adequately protected against mechanical injury or physical damage. If any equipment has been damaged, such damaged items shall either be replaced or repaired, as directed by the Engineer at the Contractor’s own expense.

4.5. All exposed piping shall be adequately supported with devices of appropriate design. Where details are shown, the supports shall conform thereto and shall be placed as indicated; provided that support for all piping shall be complete and adequate regardless of whether or not supporting devices are specifically shown.

4.6. All pipes shall be laid in a uniform profile as shown on the drawings.

5.0 TESTS AND INSPECTIONS

5.1. General

(1) The provisions of Section 1145 of this Specification are applicable and are to be referred to in connection with Section 3100.

(2) The following provisions are additional to, and are to be read in conjunction with, Section 1145, and are particular to this Section of the Specification.



5.2. Inspection

(1) Materials, equipment and the completed installation shall be inspected by the Engineer. All equipment, materials or work rejected because of the defects or nonconformance with the Drawings and the Specification shall be replaced or corrected by the Contractor as directed at no additional cost.

(2) All transmission lines laid from the Bohol Water District’s existing pipeline to end of the bulk water meter included under this Contract shall be subject to inspection and approval by LWUA’s authorized representative who shall, at all times, have access to all places of manufacture where the materials are being produced or fabricated or where tests are being conducted and who shall be accorded full facilities for inspection and observation of tests.

(3) Any transmission pipelines or part that he may determine as not conforming to the requirements of this standard shall be made satisfactory or it shall be rejected and replaced.

(4) The Contractor is required to submit an affidavit of compliance with the requirements of this standard.

5.3. Leakage Test

(1) The water transmission line and water distribution and irrigation pipeline shall be tested under a hydrostatic pressure of 10 kg/cm² (150 psi).

(2) The outdoor hydrant pipeline shall be tested at 13.33 kg/cm² (200 psi).

(3) The above tests shall be for two (2) hours or longer when directed by the Engineer. If any leakage is observed, the Contractor shall repair the leaks as directed by the Engineer. The above test procedure shall be repeated until no leaks are observed.

(4) The Water Receiving Tank (WRT) shall be tested by filling them to high water level as approved and in the amount directed by the Engineer.

(5) If any leakage is observed during the ensuing 48 hours, the Contractor shall repair the leaks as directed by the Engineer. The above test procedure shall be repeated until no leaks are observed.

5.4. Testing

(1) Upon completion and prior to acceptance of the water supply storage and distribution installations the Contractor shall subject the systems to operating test to demonstrate satisfactory functional and operational efficiency. The Contractor shall furnish all materials, instruments, equipment and test personnel required for the tests.

(2) If any portion of the system or any piece of equipment fails to pass the test, the Contractor shall make the necessary repairs or adjustment and the test shall be repeated until satisfactory performance is achieved at the Contractor’s expense.

5.5. Disinfection of Pipeline

(1) Upon satisfactory completion of the above, all potable water pipelines and the Water Receiving Tank shall be flushed and disinfected to the satisfaction of the Engineer prior to commissioning of the system for general usage.

(2) Testing and disinfection of the potable water pipelines shall be carried out in accordance with AWWA C601 and the procedure and recommendations contained



in LWUA Technical Standards. In case of conflict AWWA C601 (Standards for Disinfecting Water Mains) should be used.

(3) Testing and inspection of the Water Receiving Tank shall be carried out in accordance with the procedures and recommendations contained in LWUA Technical Standards or other applicable AWWA Standards.

(4) The disinfection chemicals shall be in accordance with the following:

(a) AWWA B300 : Hypochlorite

(b) AWWA B302 : Ammonium Sulphate

(c) AWWA B303 : Sodium Chlorite

6.0 CIVIL WORKS

6.1. Civil Works required under this Section shall meet the requirements of 2000 series of this Specification.

6.2. Concrete, mortar, Formwork/Finishing, and Joints / Waterstops / Sealants to be required under this Section shall meet the requirements specified in Section 1400.

6.3. Where not specifically referenced, pipework shall meet the requirements specified in Section 5050.

New Bohol Airport Construction and Sustainable Environment Protection Project Section 3110: Water Supply Pipe Line


4.SECTION 3110

WATER SUPPLY PIPE LINE

1.0 SCOPE OF WORK

1.1. This work shall cover the supply and installation of water transmission pipe line for the potable water system of the New Bohol Airport and Sustainable Environment Protection Project in accordance with the Specifications and Drawings.

1.2. The work shall include all pipes, fittings, closure pieces, supports, bolts, nuts, gaskets, jointing materials, and appurtenances as shown and specified, and as required for a complete and workable piping system

1.3. All bolts, nuts, and studs in the assembly of piping shall conform to the requirements of this Specification

1.4. All exposed piping shall be adequately supported with devices of appropriate design. Where details are shown, the supports shall conform thereto and shall be placed as indicated; provided that support for all piping shall be complete and adequate regardless of whether or not supporting devices are specifically shown

2.0 INTERFACE WITH THE BUILDING MANAGEMENT SYSTEM (BMS)

2.1. The Contractor shall provide, if shown and/or as directed in the drawings, all BMS interface points for the BMS to monitor the following but not limited to:

(1) Duty cycle operation of Booster Pumps;

(2) On/off status of all pumps;

(3) Alarm/trip monitoring of all pumps; and

(4) High water level alarm for Drain Pumps

2.2. The Contractor shall provide dry contact, transducers and other interface equipment necessary to interface with the BMS.

2.3. Discrete/digital input and output such as contact status maintained, momentarily, etc. as well as voltage and current signal requirements shall be coordinated with the BMS to ensure proper operation.

3.0 POLYETHYLENE PLASTIC PIPE (PE)

3.1. General

(1) The pipes shall be manufactured from polyethylene containing only those antioxidants, UV stabilizers and pigments necessary for the manufacture of pipes conforming to this specification and for its end use, including weldability when it is possible

(2) The pipes for drinking water shall be either black or blue or black with blue stripes.

(3) For black pipes, the carbon black content in the compound shall be (2.25±0.25) % by mass, when measured in accordance with ISO 6964.



(4) The use of the color blue or black with blue stripes shall be specified in accordance with national requirements.

(5) The material for the stripes shall be of the same type of resin as used in the base compound for the pipe.

(6) Dispersion of Pigments in Compounds

(a) When determined in accordance with ISO 11420, the dispersion of the carbon black shall be equal to or less than grade 3.

(b) When determined in accordance with ISO 13949, the dispersion of blue pigments shall be equal to or less than grade 3.

(7) Thermal Stability

(a) When determined in accordance with ISO/TR 10837, the induction time for materials PE 63, PE 80, and PE 100 shall be either at least 20 minutes when tested at 200°C or an equivalent period when tested at 210 °C, provided the equivalence is supported by a clear correlation between results obtained at 200 °C or 210 °C, respectively.

(b) In cases of dispute, the test temperature shall be 200°C.

(8) Reworked material

(a) Clean reworked material generated from a manufacturer’s own production of pipe in accordance with this specification may be used if it is derived from the same resin as used for the relevant production.

3.2. Effect on water quality

(1) When used under conditions for which they are designed, materials in contact with or likely to come into contact with drinking water shall not constitute a toxic hazard, shall not support microbial growth and shall not give rise to unpleasant taste or odor, cloudiness or discoloration of the water.

(2) The concentration of substances, chemicals and biological agents leached from materials in contact with drinking water, and measurements of the relevant organoleptic/physical parameters shall not exceed the maximum values recommended by the World Health Organization in its publication "Guidelines for Drinking Water Quality, Volume I Recommendations”, or as required by the ECC Council Directive of July 1980 on the quality of water intended for human consumption, whichever is the more stringent in each case.

(3) Conformance to this provision shall be certified by a testing institute accredited by the Bureau of Product Standards.

3.3. Designation and classification

(1) The compound shall be designated by the material type (e.g. PE 80) conforming to the applicable level of minimum required strength (MRS) specified as follows:

Designation of Material

MRS at 50 yrs and 20℃, MPa

Maximum allowable hydrostatic design stress σs, MPa

PE 100 10 8 PE 80 8 6.3 PE 63 6.3 5



(2) When the lower confidence limit σLCL for the compound is determined in accordance with ISO/TR 9080 and this σLCL is classified in accordance with ISO 12162 to obtain the MRS.

3.4. Melt flow rate and density

(1) When measured in accordance with ISO 1133, the melt flow rate shall conform to the following conditions:

(a) The melt flow rate of the compound shall not deviate by more than ± 30% from the value specified by the manufacturer.

(b) The change in MFR caused by processing, i.e. the difference between the measured value for material from the pipe and the measured value for the compound, shall not be more than 25%.

3.5. Geometrical characteristics

(1) The dimensions of pipes shall be measured in accordance with ISO 3126.

(2) Nominal outside diameters shall conform to ISO 161-1. The selected outside diameters and the wall thickness in accordance with the selected nominal pressures are given as follows:

For polyethylene pipes PE 100 (PE 3408) with design stress σs of 8 MPa Nominal Outside

Diameter dn, mm

Nominal Wall Thickness, en, mm

S8/SDR 17 PN10

S6.3/SDR 13.6PN 12.5

S5/SDR 11 PN 16

20 - - 2.3 25 - - 2.3 32 2.3 2.4 3.0 50 3.0 3.7 4.6 63 3.7 4.7 5.8 75 4.5 5.6 6.8 90 5.4 6.7 8.2 110 6.6 8.1 10.0 160 9.5 11.8 14.6 200 11.9 14.7 18.2 225 13.4 16.6 20.5 280 16.6 20.6 25.4 315 18.7 23.2 28.6 355 21.1 26.1 32.2 400 23.7 29.4 36.3 450 26.7 33.1 40.9

For polyethylene pipes PE 80 (PE 2406) with design stress σs of 6.3 MPa

Nominal Outside

Diameter dn, mm

Nominal Wall Thickness, en, mm S10

SDR21 PN 10

S8 SDR17 PN 8

S6.3 SDR13.6

PN 10

S5 SDR11 PN12.5

S4 SDR9 PN10

20 - - - - 2.3 25 - - - 2.3 2.8 32 - 2.3 2.4 3.0 3.6 50 2.4 3.0 3.7 4.6 5.6 63 3.0 3.8 4.7 5.8 7.1 75 3.6 4.5 5.6 6.8 8.4 90 4.3 5.4 6.7 8.2 10.1



110 5.3 6.6 8.1 10.0 12.3 160 7.7 9.5 11.8 14.6 17.9 200 9.6 11.9 14.7 18.2 22.4 225 10.8 13.4 16.6 20.5 25.2 280 13.4 16.6 20.6 25.4 31.3 315 15.0 18.7 23.2 28.6 35.2 355 16.9 21.1 26.1 32.2 39.7 400 19.1 23.7 29.4 36.3 44.7 450 21.5 26.7 33.1 40.9 50.3

For polyethylene pipes PE 63 with design stress σs of 5 MPa

Nominal Outside

Diameter dn, mm

Nominal Wall Thickness, en, mm S16

SDR33 PN 3.2

S12.5 SDR26 PN 4

S8.3 SDR17.6

PN 6

S8 SDR17 PN 6.3

S6.3 SDR13.6

PN8

S5 SDR11 PN10

S4 SDR9

PN12.5

S3.2 SDR7.4PN16

20 - - - - 2.3 2.3 2.3 2.8 25 - - - 2.3 2.3 2.3 2.8 3.5 32 - 2.3 2.4 2.3 2.4 2.9 3.6 4.4 50 2.4 3.0 3.7 3.0 3.7 4.6 5.6 6.9 63 3.0 3.8 4.7 3.8 4.7 5.8 7.1 8.6 75 3.6 4.5 5.6 4.5 5.6 6.8 8.4 10.3 90 4.3 5.4 6.7 5.4 6.7 8.2 10.1 12.3 110 5.3 6.6 8.1 6.6 8.1 10.0 12.3 15.1 160 7.7 9.5 11.8 9.5 11.8 14.6 17.9 21.9 200 9.6 11.9 14.7 11.9 14.7 18.2 22.4 27.4 225 10.8 13.4 16.6 13.4 16.6 20.5 25.2 30.8 280 13.4 16.6 20.6 16.6 20.6 25.4 31.3 38.3 315 15.0 18.7 23.2 18.7 23.2 28.6 35.2 43.1 355 16.9 21.1 26.1 21.1 26.1 32.2 39.7 48.5 400 19.1 23.7 29.4 23.7 29.4 36.3 44.7 54.7 450 21.5 26.7 33.1 26.7 33.1 40.9 50.3 61.5

(3) The tolerances on the outside diameters shall be in accordance with ISO 11922-1, Grade A for normal tolerance (NT) pipes, and Grade B for close tolerance (CT) pipes.

(4) Nominal wall thickness en shall be in accordance with ISO 4065. The tolerance on the minimum wall thickness (ey, min) permitted at any point shall conform to ISO 11922-1, i.e. Grade T for ey, min ≤16 mm and Grade U for ey, min ≥16 mm.

(5) The ovality of pipes at the manufacturer after extrusion but prior to coiling shall conform to ISO 11922-1, specifically Grade N for PE 63, PE 80, and PE 100.

(6) The minimum diameter of a drum of coiled pipe shall be 18 x dn and in any case such that kinking of the pipe is prevented.

(7) The length of straight pipes and coils shall not be less than that agreed between the supplier and user.

3.6. Mechanical Properties

(1) Hydrostatic Strength

(a) When tested in accordance with ISO 1167, the pipes shall conform to the following materials:

Pipe Material Test Stress, MPa

100h at 20℃ 165h at 80℃ 1000h at 80℃



PE 100 12.4 5.5 5.0 PE 80 9.0 4.6 4.0 PE 63 8.0 3.5 3.2

(2) Retest in cases of failure at 80°C

(a) A brittle failure in less than 165h shall constitute a failure.

(b) If, in the 165h test, a test piece fails in a ductile mode in less than 165h, a retest shall be performed at a lower stress.

(c) The new stress, and the new minimum failure time, shall be selected from the line through the stress/time points given below:

PE 63 PE 80 PE 100 Stress

MPa

Minimum failure time

h

Stress

MPa


h

Stress

MPa


h 3.5 165 4.6 165 5.5 165 3.4 285 4.5 219 5.4 233 3.3 538 4.4 283 5.3 332 3.2 1000 4.3 394 5.2 476 - - 4.2 533 5.1 688 - - 4.1 727 5.0 1000 - - 4.0 1000

3.7. Physical Characteristics

(1) Thermal stability of pipes manufactured from PE 63, PE 80 and PE 100

(a) When determined in accordance with ISO/TR 10837, the induction time for test specimens taken from pipes manufactured from PE 63, PE 80 and PE 100 shall be either at least 20 minutes when tested at 200°C, or an equivalent period when tested at 210°C, provided the equivalence is supported by a clear correlation between results obtained at 200°C or 210°C, respectively.

(b) The test specimens shall be taken from the inside surface of the pipe.

(2) Longitudinal Reversion

(a) The value of the longitudinal reversion shall not be greater than 3%, when determined in accordance with ISO 2505-1, method A or B, using 110°C ± 2°C for PE 63, PE 80 and PE 100 and the test time given in ISO 2505-2.

(b) For pipes with an outside diameter greater than 200 mm, longitudinally cut segments may be used.

(3) Weathering of non-black pipes

(a) To determine effects of weathering, pipes shall be exposed to outdoor conditions in accordance with the procedures adopted by the Bureau of Product Standards and described in ISO 4607.

(b) After exposure to a total solar energy of a least 3.5 GJ/m2, the pipe shall conform to the following requirements:

- Hydrostatic strength, when determined with 2.6 (1) at 80°C for at least 165h, shall be the minimum required;

- The elongation at break, when determined in accordance with ISO 6259-1 and ISO 6259-3, shall not be less than 350%;



- The induction time, when measured in accordance with ISO/TR 10837 using a test specimen taken from the outside surface of the pipe, shall be at least 10 minutes at 200°C.

3.8. Fusion Compatibility

(1) If pipes manufactured from PE 63, PE 80 or PE 100 are to be joined by butt fusion or using electro fusion fittings mixing different pipe materials, the joints shall conform to the requirements specified in 2.6 (1) (80°C/165h).

(2) Compounds designated PE 63, PE 80 or PE 100 having a melt flow rate MFR (190°C/5kg) within the range 0.2g/10min to 1.3g/10min shall be considered compatible for fusion to each other.

3.9. Markings

(1) All pipes shall be indelibly marked at maximum intervals of 1 m. The marking shall indicate at least the following information:

(a) The manufacturer’s name and/or trademark

(b) The Bureau of Product Standards “Q” check mark

(c) The number of this PNS standard

(d) The dimensions (nominal outside diameter ≈ nominal wall thickness)

(e) The outside diameter tolerance (A or B)

(f) The designation of the pipe material (e.g. PE 100, PE 80, PE 63)

(g) The nominal pressure (PN)

(h) The pipe series ( S or SDR)

(i) The production period (date or code)

(j) The number of the national standard

(k) The words “potable water” have to be included if the pipe is intended for drinking water

(l) Other markings that may be specified by the owner.

3.10. Sampling and Testing Schedule

(1) The manufacturer shall adhere to the following sampling and testing schedule as specified by PNS ISO 4427: 2002 Annex B as follows:

Requirements Minimum Frequency per Extruder

General Requirements 1. Diameter and wall thickness Per roll/hourly 2. Length Every 8 hours 3. Appearance Every 8 hours

Type Test 1. Materials Every 6 months or every changed of material

brand/pipe 2. Carbon Black Do. 3. Weathering and Thermal Stability

Do.

4. Effect of Material on Water Quality

Do.



5. Density Do. 6. Melt Flow Rate Do.

MRS Test 10,000 hrs. test for master batches Every change of material Supplier/Brand

Hydrostatic Strength 1. 100 hrs. test Every 6 months or every change or material 2. 165 hrs. test Do. 3. 1000 hrs. test Do.

Quality Control Test Longitudinal Reversion Every 8 hours

4.0 POLYVINYL CHLORIDE PIPE (PVC)

4.1. General

(1) This standard specifies the requirements for unplasticized polyvinyl chloride (uPVC) pipes with nominal outside diameter of 63 mm to 500 mm intended for the conveyance of potable water under pressure and of temperatures up to 450C for use below ground.

(2) The pipe shall conform with the requirements of the Philippine National Standard Specification for Unplasticized Polyvinyl Chloride (uPVC) Pipes for Potable Water Supply (PNS 65:1993) except as otherwise specified herein.

(3) For the purpose of this standard, the following definitions shall apply:

(a) Nominal pressure (PN) - The normal maximum internal pressure that the pipe can sustain in continuous use; This is expressed in megapascals (MPa) at 280 oC.

(b) Design maximum induced stress - The estimated maximum tensile stress on the wall of the pipe along the transverse axis due to internal pressure to which the pipe can be subjected continuously without failure. This is used in calculating the wall thickness of the pipe. For the purpose of this standard, the maximum induced stress is 8.5 MPa at 280C.

(c) Pipe series (s) - It is used in classifying the pipe, which is the ratio of the design maximum induced stress to the nominal pressure of the pipe. The pipe series number may be rounded off to the nearest whole number.

(d) Nominal dimensions - Nominal dimensions and values indicated herein are minimum limits as defined in this standard.

(e) Unplasticized polyvinyl chloride (uPVC) pipe - A pipe produced basically from an extrusion grade PVC material of high molecular weight which does not contain any plasticizer.

(f) Rework material - PVC plastics from a processor's own production that has been reground, pelletized or solvated after having been previously processed.

4.2. Classification

(1) Pipes shall be classified in accordance with the pipe series and/or the nominal pressure as follows:

(a) Series 10 (PN 0.86 MPa)

(b) Series 8 (PN 1.03 MPa)

(c) Series 7 (PN 1.25 MPa)



(d) Series 5 (PN 1.60 MPa)

4.3. Maximum Induced Stress for Other Temperatures

(1) In designing the maximum nominal pressure of the uPVC pipe under ambient temperatures other than 28C, Maximum Induced Stress for Other Temperatures may be utilized in arriving at the maximum induced stress to be used.

(2) The Table may also be used in derating the nominal pressures of the pipe specified in this standard.

Maximum Induced Stress for Other Temperatures

Water Temperature (t oC)

Coefficient to be Applied to the Maximum Induced Stress

0 < t < 25 1 25 < t < 35 0.8 35 < t < 45 0.63

4.4. Requirements

(1) The material from which the pipes are made shall consist substantially of polyvinyl chloride that conforms to PNS 291, to which may be added only those additives necessary to facilitate the manufacture of quality pipes of good surface finish and sound physical, mechanical and chemical properties.

(2) None of the additives shall be used separately or together in quantities sufficient to constitute a toxic, organoleptic or microbial growth hazard or to impair the fabrication or welding properties of the product, or to impair the chemical, mechanical and physical properties (particularly long-term hydrostatic and impact strength) as defined in this standard.

(3) The use of the manufacturer's own clean rework material produced during the manufacture and production testing of products conforming with this standard is permissible. No other rework material shall be used.

4.5. Dimensions

(1) Standard Configurations - Shown in Figure 3110.1 are the standard configurations of uPVC pipes with elastomeric sealing ring socket ends (sizes 63 mm to 500 mm)

uPVC Pipe with Elastomeric Sealing Socket End (63 mm~500mm)

(2) Dimension and Tolerances - The outside diameters, socket depths, socket diameters, minimum wall thicknesses, effective lengths of the different pipe series/nominal pressures and the tolerances are indicated in the standard specification Table of PNS 65:1993.

(3) Length - Unless otherwise specified by the purchaser, the length of the pipe shall be



taken to mean the effective length, Le, as shown in Figure 3110.1.

(4) The minimum effective lengths are indicated in the standard specification Table of PNS 65:1993. A tolerance of +20 mm is allowable.

4.6. Physical Characteristics

(1) Appearance - The pipe shall be homogeneous throughout and free from cracks, holes, encrustations and other foreign inclusions. Excessive die lines and/or stress marks (particularly in the socket and bell groove) as well as discernible material marbling are not allowed. The ends of the pipe shall be cleanly cut and square to the axis of the pipe.

(2) Color - The color of the pipe shall be blue nearest to RAL 5012 and shall be uniform throughout the entire surface of the pipe.

(3) Effect of Materials on Water Quality - When used under the conditions for which they are designed, non-metallic materials in contact with, or likely to come into contact with potable water shall not constitute a toxic hazard, shall not support microbial growth and shall not give rise to unpleasant taste or odor, cloudiness or discoloration of the water.

(4) Concentration of substances, chemicals and biological agents leached from materials in contact with potable water, and measurements of the relevant organoleptic/physical parameters shall not exceed the maximum values recommended by the World Health Organization in its publication "Guidelines for Drinking Water Quality" Vol. 1 "Recommendations" (WHO, Geneva, 1984).

(5) If lead or mono/di-alkyl tin compounds are permitted to be used as stabilizers, the quantities of lead or tin measured as metals shall be determined in accordance with the method described in PNS 966/ISO 3114.

(6) The permitted levels shall not exceed the limits specified in Table 3110.2.

Table 3110.2 Maximum Levels of Toxic Substances

Toxic Substances Extraction

1st – 3rd Total Concentration of

3 Extracts

Lead, mg/L 1.00 0.05

Di-alkyl Tin, C4 and other higher monologues measured as tin, mg/L

0.02

Cadmium, mg/L 0.01

Mercury, mg/L 0.001

(7) Physical Properties - The pipe shall conform to the physical properties specified in Table 3110.3

Table 3110.3 Physical Properties Property Value Test Method Vicat Softening Temperature, ºC, minimum

76 PNS 952/ISO 2507

Longitudinal Reversion, %, max. 5 PNS 951/ISO 2505

Water Absorption, g/m2, max. 40 PNS 953/ISO 2508

(8) Resistance to Acetone - The pipe shall not show signs of delamination or



disintegration when immersed in acetone. Flattening and/or swelling of the pipe shall not be deemed to constitute failure when tested in accordance with PNS 978/ISO 3472.

(9) Resistance to Sulfuric Acid - The mass of the specimen shall not increase by more than 0.316 g nor decrease by more than 0.013 g when tested in accordance with PNS 979/ISO 3473. The effect of the acid on the surface appearance of the specimen (roughening, bleaching or blackening) shall be ignored.

4.7. Mechanical Properties

(1) The pipe shall conform with the applied pressure for the hydrostatic pressure tests indicated in Table 3110.4 of PNS 65:1993 when tested in accordance with PNS 509/ISO 1167.

Table 3110.4 Applied Pressure for Pressure Test at 280 (Mpa) Series 10 8 7 5

Burst Pressure 3.80 4.56 5.49 7.10

Short Term Pressure 3.60 4.30 5.20 6.70

Long Term Pressure 2.50 3.00 3.60 4.65

(2) For specific calculation, the following formula for deriving the applied pressure may be used:

2 x S x tmin.

p = ------------------- Dm - tmin.

where: p : is the applied pressure, MPa

S : is the design stress at 280C, MPa tmin. : is the minimum wall thickness, mm

Dm : is the maximum mean outside diameter, mm

(3) Hydrostatic Pressure Test Requirement

(a) Burst Pressure - The pipe shall withstand the applied pressure for at least 60 seconds without failure. The value for the induced stress used in calculating pressure requirement is 37.5 MPa at 280C.

(b) Short Term Pressure - The pipe shall withstand the applied pressure for at least one hour without failure. The value for the induced stress used in calculating pressure requirement is 35.7 MPa at 280C.

(c) Long Term Pressure - The pipe shall withstand the applied pressure for at least 1000 hours without failure. The value for the induced stress used in calculating pressure requirement is 24.6 MPa at 280C.

(4) Resistance to External Blows - The true impact rate of the batch at 280C shall not exceed 10% when tested in accordance with PNS 967/ISO 3127.

(a) The true impact rate is the total number of broken test pieces divided by the total number of blows, expressed as percentage as if the whole batch had been tested. In practice, test pieces are drawn at random from the batch and only estimate of the true impact rates are obtained.



(5) Flattening - The pipe shall not show evidence of splitting, cracking and breaking when flattened to a minimum of 40% of its outside diameter when tested in accordance with PNS 800/ASTM D2241.

4.8. Joints

(1) Elastomeric sealing ring type joints shall be used for sizes 63 mm up to 500 mm. The elastomeric sealing ring shall conform to PNS 1008/ISO 4633.

4.9. Marking

(1) The pipe shall be clearly marked with the following information spaced at intervals of not more than one meter:

(a) Name of Product

(b) Nominal outside diameter, mm

(c) Series and/or Nominal pressure, MPa

(d) Manufacturer's name and/or its recognized trademark

(e) The words "Made in PHL" or "Made in the Philippines"

(f) The words "For Potable Water"

4.10. Sampling and Testing

(1) At least one piece or set (depending on the quantities specified by the test method) of sample/s per production batch (one production run or one production shift, whichever is shorter) shall be taken at random for testing in accordance with the methods and procedures specified in this standard.

(2) The pipes shall be tested in accordance with the methods prescribed in this standard.

(3) The frequency of sampling and testing of pipes is shown below:

Sampling and Testing Schedule for Assessment of Compliance Clause Minimum Frequency

General Requirements

23.07d2(b): Diameter and Wall Thickness Hourly

23.07d2(c): Length Every 8 hours

23.07d3(a): appearance Every pipe

Type Test

23.07d1: Material Once every 6 months or every change of formulation

23.07d3(c): Effect of Materials on Water Quality Ditto

23.07d3(d): Vicat Softening Ditto

23.07d3(d): Water Absorption Ditto

23.07d3(d): Resistance to Sulfuric Acid Ditto

23.07d4(a)(3): Long Term Pressure Ditto

23.07d5: Joints Ditto

Quality Control Test

23.07d3(d): Longitudinal Reversion Every 8 hours

23.07d3(e): Resistance to Acetone Ditto

23.07d4(a)(1): Burst Pressure Ditto



23.07d4(a)(2) :Short Term Pressure Every 24 hours

23.07d4(b): Resistance to External Blows Every 8 hours

23.07d4(c): Flattening Ditto

4.11. Reference

(1) The following standards through reference in the text form part of the national standard. At the time of publication of the PNS, the editions indicated were valid.

(a) PNS 291:1991, Plastic - Polyvinyl Chloride (PVC) Resins - Specification

(b) PNS 509/ISO 1167-1973, Plastic pipes for the transport of fluids - Determination of the resistance to internal pressure

(c) PNS 800/ASTM D 2241 - 1980, Standard Specification for Polyvinyl Chloride (PVC) Pressure-Rated Pipe (SDR Series)

(d) PNS 951/ISO 2505-1981, Unplasticized polyvinyl chloride (PVC) pipes - Longitu-dinal reversion - Test methods and specification

(e) PNS 952/ISO 2507-1982, Unplasticized polyvinyl chloride (PVC) pipes and fittings - Vicat softening temperature - Test methods and specification

(f) PNS 953/ISO 2508-1981, Unplasticized polyvinyl chloride (PVC) pipes - Water absorption - Determination and specification

(g) PNS 966/ISO 3114-1977, Unplasticized polyvinyl chloride (PVC) pipes for potable water supply - Extractability of lead and tin - Test method

(h) PNS 967/ISO 3127-1980, Unplasticized polyvinyl chloride (PVC) pipes for the transport of fluids - Determination and specification of resistance to external blows

(i) PNS 978/ISO 3472-1975, Unplasticized polyvinyl chloride (PVC) pipes - Specification and determination of resistance to acetone

(j) PNS 979/ISO 3473-1977, Unplasticized polyvinyl chloride (PVC) pipes - Effect of sulphuric acid - Requirement and test method

(k) PNS 1008/ISO 4633-1983, Rubber seals - Joint rings for water supply, drainage and sewerage pipelines - Specification for materials

(l) PNS 1027/ISO 6992-1986, Unplasticized polyvinyl chloride (PVC) pipes for drinking water supply - Extractability of cadmium and mercury occurring as impurities

5.0 MORTAR LINED AND ENAMEL OR MORTAR COATED STEEL PIPE

5.1. General

(1) Mortar lined and enamel or mortar coated steel pipe materials and method of manufacture of straight pipe and pipe specials shall conform with Federal Specifications SS-P385a dated January 31, 1964 and Amendment 1 dated February 27, 1968 (hereinafter referred to as "Fed Spec"), subject to the exceptions and supplemental requirements contained in the following Clauses.

(2) The pipe, of the diameter and class shown, shall be furnished complete with rubber gaskets if required and all specials and bends shall be provided as shown.

5.2. Cement



(1) Cement shall conform with ASTM C-150 and shall be Type 1 for Pipe linings and coatings.

5.3. Aggregate

(1) Aggregate shall conform with ASTM C33.

5.4. Mortar

(1) The cement mortar used for the lining and coating shall be composed of mixtures of portland cement, aggregate and water, well-mixed and of the proper consistency to produce dense, homogeneous lining and coating that will adhere firmly to the steel cylinder. The cement mortar shall develop compressive strength of not less than 18 MPa (2,600 psi) at twenty-eight (28) days.

5.5. Cylinder Material

(1) Cylinders shall be fabricated from hot-rolled carbon steel sheets or plates conforming with ASTM A-570 Grades C, D, or E, ASTM A-283 Grade D; steel pipe conforming with ASTM A-139 Grade B; or, if approved by the Engineer, high-strength low-alloy steel conforming with ASTM A-572 Grade 42.

5.6. Rubber Gasket

(1) The rubber gasket shall be the continuous ring type, made of a special composition rubber.

(2) The compound shall be of first-grade natural crude, synthetic rubber, or a suitable combination thereof.

(3) The gasket shall be so formed and cured as to be dense, homogeneous, and have a smooth surface free of blisters, pits, and other imperfections.

(4) The gasket shall be of sufficient volume to fill substantially the recess provided when the joint is assembled and shall be the sole element depended upon to make the joint watertight.

(5) Gaskets shall be furnished with the pipe. The compound shall conform to the physical requirements listed below:

Physical Requirement Value Tensile strength, min

Natural rubber 15.85 MPa(2300 psi) Synthetic rubber and combination 14.47 MPa(2100 psi)

Ultimate elongation, percent minimum Natural 500% Synthetic and combination 425% Shore durometer, Type A 40-65 Compression set, percent of original deflection, maximum

20%

Tensile strength after aging percent of original tensile strength, minimum (Oxygen pressure test or air heat test)

80%

5.7. Pipe Design

(1) Design parameters shall be as follows:



For cement-lined steel pipes Class 150 Nominal Diameter(mm)

Thickness(mm) of Steel Cylinder, Mortar-coated

Thickness(mm) of Steel Cylinder Surface Painted

300 and under 3.40 4.70 350 – 500 4.70 6.00 600 – 700 6.00 7.90 750 – 900 7.90 9.50

1000 – 1200 9.50 11.10

Outside diameters of cement-lined/cement-coated, coal-tar coated and surface-painted steel pipes

Nominal Diameter(mm)

Outside Diameter(mm)

100 114.30 150 168.30 200 219.10 250 273.10 300 323.90 350 391.00 400 441.80 450 506.60 500 557.40 600 661.60 700 763.20 750 817.80 800 868.60 900 970.20

1000 1075.00 1100 1176.60 1200 1278.20

5.8. Lining

(1) The mortar for pipe lining shall consist of one part cement to not more than three (3) parts sand by weight.

(2) The cement mortar lining shall be applied by the centrifugal method or by a method obtaining equivalent results.

(3) The process used in the application of the lining shall produce a smooth, dense durable surface, free from pockets, voids, over-sanded areas, blisters, and excessively cracked areas.

(4) Except where otherwise specified or shown, lining thickness shall be as follows, with a tolerance of plus or minus twenty-five percent (25%):

Nominal Pipe Diameter Lining Thickness Under 300mm 6 mm 300 to 400mm 13 mm Over 400mm 20 mm

5.9. Cement Mortar Coating

(1) The steel reinforcement in the mortar coating shall consist of:

(a) Helically wound cold drawn steel wire or, a cage of self-furring welded steel wire fabric of 50 mm x 50 mm No. 14 gage fabric or 50 mm x 100 mm No. 13 gage



fabric, or 25 mm No. 18 gage or 37 mm hexagonal No. 17 gage ribbon mesh, twisted wire fabric, salvaged both edges using steel wire.

(b) Helically wound steel wire shall be not less than the thickness of No. 14 gage and shall be embedded at the approximate center of the cement mortar coating.

(2) Mortar for pipe coating shall consist of one (1) part cement to not more than three (3) parts sand by weight.

(3) The cement mortar coating shall be applied by pneumatic placement or by a method producing equivalent results.

(4) Except as otherwise specified or shown, coating shall be 25 mm for all sizes.

5.10. Curing

(1) The pipe shall be water or steam cured, or a combination of both, or the coating may be cured by covering with a plastic membrane.

(2) Water curing and steam curing may be used interchangeably on a time ratio basis of four (4) hours water curing to one (1) hour steam curing.

(3) Steam Curing

(a) Where steam curing is used, the pipe shall be kept in steam maintained at a temperature of 55°C, for the specified period.

(b) The pipe ends shall be tightly capped with waterproofed cover whenever the steam curing is interrupted or completed.

(c) The waterproof covers shall be kept throughout and beyond the curing period. The covers shall not be removed until the pipes are to be laid.

(d) The Contractor shall furnish the Engineer copies of recorded charts showing temperature and duration of curing period.

(4) Water Curing

(a) Where the water curing is used, the pipe shall be kept continually moist by spraying or other means for seven (7) days before being moved to the trench side.

(b) The pipe shall not be allowed to dry either on the inside or outside surfaces during the curing period.

(c) The pipe shall be tightly capped with a waterproof cover immediately upon completion of the lining of each section to prevent the escape of moisture from the interior of the pipe.

(d) When additional moisture is required to maintain a moist condition, water shall be introduced inside the pipe after the mortar has attained sufficient set so that the introduction of water will not damage the mortar.

(e) The pipes shall be water-cured for a minimum of twenty-four (24) hours before application of the coating.

5.11. Compressive Strength for Mortar

(1) Test cylinders shall be cast samples of the mortar used in lining and coating the pipe.

(2) The curing of test cylinders shall be in conformity with the curing of the pipe.



(3) Cylinders shall be molded and tested in accordance with ASTM C39 or C109.

5.12. Hydrostatic Pressure Test

(1) All steel cylinders shall be subjected to a hydrostatic pressure test, which stresses the steel to 172.36 MPa.

(2) While under pressure test, all welds shall be thoroughly inspected and all parts showing leakage shall be marked.

(3) Cylinders which show any leakage under test shall be re-welded at the point of leakage and subjected to another hydrostatic test.

5.13. Specials

(1) Definition

(a) Specials are defined as bends, reducers, wyes, tees, crosses, outlets, and manifolds, wherever located, and all piping above ground or in structures.

(2) Design

(a) Except as otherwise provided herein, materials, fabrication, and shop testing of straight pipe shall conform with the "AWWA Standard for Steel Water Pipe 6 Inches and Larger" (AWWA C-200).

(b) Minimum plate thickness of specials shall be computed using the following formula:

T = DP/2(Y/S) where:

T = plate thickness in inches D = outside diameter of steel cylinder in inches P = design pressure (psi) S = factor of safety, 2.50 Y = specified yield point of steel in psi

But in no case shall the design stress (Y/S) exceed 91 MPa (13,200 psi) nor shall plate thickness be less than the following:

Nominal Pipe Diameter

(mm)

Pipe Manifolds Piping Above Ground Piping in Structures

Fittings Above Ground(mm)

Fittings Underground Installation

(mm)

300 and under 4.70 mm 4.70 mm 350 – 500 6.00 mm 4.70 mm 600 – 700 7.90 mm 6.00 mm 750 – 900 9.50 mm 7.90 mm

1000 – 1200 11.10 mm 9.50 mm

(3) Outlets, Tees, Wyes, and Crosses

(a) Outlets shall be welded to the steel cylinder of the pipe following application of mortar coating to the cylinder.

(b) Following this, all outlets larger than 50 mm (2 in.) in diameter shall be provided with steel reinforcing saddles, wrapper plates, or crotch plates, or they shall be



fabricated in their entirety of steel plates having a thickness equal to the sum of the required thickness of the saddle or wrapper plate, plus the cylinder to which they are attached.

(c) Such saddles or wrapper plates shall be of steel plate at least 1.25 times the thickness of the pipe cylinder to which the outlet is attached.

(d) The total cross-sectional area of the saddle or wrapper plate shall be at least 1.25 times the product of the cut-out length and the plate thickness of the pipe, as determined by the equation in Clause 3.13 (2).

(e) The overall width of the saddle or wrapper plate shall not be more than 2 times, and not less than 1.67 times, the maximum dimension of the cut-out. Outlets 300 mm (12 in.) and smaller may be fabricated from Schedule 30 or heavier steel pipe in the standard outside diameters, i.e., 324 mm (12-3/4 in.), 273 mm (10-3/4 in.), 219 mm (8-5/8 in.), 169 mm (6-5/8 in.), and 114 mm (4-1/2 in.).

(f) Where required, crotch plates shall be provided, designed according to the nomograph method described in AWWA Manual M-11, Clause 19.5, or AWWA Journal, Vol. 47, No.6, June 1955, pp. 617 to 623.

(g) Tees, wyes, and crosses shall either be fabricated of steel plate or provided with wrapper plates or with crotch plates.

(h) The thickness of the plate or plates, exclusive of crotch plates, being such that when multiplied by the diameter of the opening, will be not less than 1.25 times the cross-sectional area of the cut-out.

(i) Where tees, wyes, or crosses are fabricated from steel plate without wrapper plates, the thickness of the plate shall not be less than 2.5 times the required plate thickness shown in the preceding table for such fittings.

(4) Dimensions

(a) Unless otherwise shown, dimensions of specials shall conform with "AWWA Standard for Dimensions for Steel Water Pipe Fittings" (AWWA C-208) for Service in Transmission and Distribution Systems.

(5) Steel Welding Fittings

(a) Steel welding fittings shall conform with ASTM A234.

(6) Ends for Mechanical-Type Couplings

(a) Except as otherwise provided herein, where mechanical-type couplings are indicated, the ends of the pipe shall be banded with Type C collared ends using double fillet welds.

(b) Where pipe 300 mm (12 in.) and smaller is furnished in standard schedule thickness, and where the wall thickness equals or exceeds the coupling manufacturer's minimum wall thickness, the pipe ends may be grooved.

(7) Flanges

(a) Where the design pressure is 1.2 MPa (175 psi) or less, flanges shall conform with either AWWA C-207 Class D, or E, or ANSI B16.5 1.0 MPa (150 psi) class.

(b) Where the design pressure is greater than 1.2 MPa (175 psi), flanges shall conform with ANSI B16.5 2.0 MPa (300 psi) class.

(c) Flanges shall have flat or raised faces.



(d) Flanges shall be attached with bolt holes straddling the vertical axis of the pipe.

(8) Shop testing

(a) Upon completion of welding, but before lining and coating, each special shall be bulk-headed and tested under a hydrostatic pressure of not less than one and one-half (1-1/2) times the pressure for which the pipe has been designed; provided, however, that if straight pipe used in fabricating the special has been previously tested in accordance with Clause 3.13 (2) herein, the circumferential welds may be tested by a dye penetrant process using Turco Dy-Check or approved equal, with no further hydrostatic test.

(b) Any pinholes or porous welds, which may be revealed by the test, shall be chipped out and re-welded and the special retested.

(9) Lining

(a) All requirements pertaining to thickness, application, and curing of lining specified for straight pipe shall apply to specials, with the following provision.

(b) If the special cannot be lined centrifugally, it shall be lined by hand.

(c) In such case, the lining shall be reinforced with 50 mm x 100 mm (2 in. x 4 in.) No. 12 welded wire fabric positioned approximately in the center of the lining.

(d) The wire spaced 50 mm (2 in.) on centers shall extend circumferentially around the pipe with the fabric securely fastened to the pipe.

(e) Splices shall be lapped 100 mm (4 in.) and the free ends tied or looped to assure continuity.

(10) Coating

(a) All requirements pertaining to thickness, application, and curing of coating specified for straight pipe shall apply to specials.

(b) Unless otherwise shown, the coating on the buried portion of a pipe section passing through a structure wall shall extend 50 mm (2 in.) inside the outer surface of the wall, or to the wall flange, if one is indicated. Pipe above ground or in structure shall be field-painted as specified in Clause 4.0 - Painting and Coatings.

(11) Marking

(a) A mark indicating the true vertical axis of the special shall be placed on the top and bottom of the special.

5.14. Cleanliness of Pipe

(a) Interior of each pipe section and special shall be clean and free of foreign materials when they are delivered to the site of the work.

5.15. Transport and Handling

(1) General

(a) Coal tar enamel and cement mortar coated steel pipe shall be transported and handled as specified herein.



(b) Any pipe section that becomes damaged as a result of improper transporting, handling or stockpiling shall be repaired to the satisfaction of the Engineer.

(c) Where damaged areas are extensive or where, in the Engineer's opinion, field repairs are not practicable, the Engineer may order the Contractor to remove the damaged pipe section from the site of the work and replace it with a new section.

(2) Coal Tar Enamel Coated Steel Pipe

(a) Transporting and handling of enamel coated pipe shall conform with the requirements of AWWA Standard C-203.

(b) After enamel coated pipe has been delivered trench side, any section of pipe which, in the Engineer's opinion, indicates possible coating damage, shall be spark-tested by the Contractor, in the presence of the Engineer, at the expense of the Contractor.

(c) Any damaged areas in the enamel coating shall be field-repaired using hot coal tar enamel or the section of pipe replaced as specified above.

(3) Cement Mortar Coated Steel Pipe

(a) Pipe shall be lifted by means of a padded fork lift or by belt slings in such a manner as to minimize bending of the pipe section and prevent damage to the coating.

(b) When being transported, pipe shall be supported in a manner that will prevent distortion or damage to the lining or coating.

(c) When not being handled, pipe shall be stockpiled on timber cradles or properly prepared ground with all rock eliminated.

(d) Damaged pipe shall be repaired or replaced as specified above.

5.16. Installation of Piping

(1) General

(a) Unless otherwise provided, the Contractor shall furnish and install all pipes, specials, fittings, closure pieces, valves, supports, bolts, nuts, gaskets, jointing materials, and all other appurtenances as shown and as required to provide a complete and workable installation.

(b) Where pipe support details are shown, the supports shall conform therewith and shall be placed as indicated; provided, that the support for all exposed piping shall be complete and adequate regardless of whether or not supporting devices are specifically shown.

(c) Concrete thrust blocks, anchor blocks, or welded joints shall be provided at all junctions, changes in direction exceeding 11-1/2 degrees or where otherwise shown.

(d) At all times when the work of installing pipe is not in progress, all openings into the pipe and the ends of the pipe in trenches or structures shall be kept tightly closed to prevent entrance of animals and foreign materials.

(e) The Contractor shall take all necessary precautions to prevent the pipe from floating due to water entering the trench from any source, shall assume full responsibility for any damage due to this cause, and shall at his own expense restore and replace the pipe to its specified condition and grade if it is displaced due to floating.



(f) The Contractor shall maintain the inside of the pipe free from foreign materials and in a clean and sanitary condition until its acceptance by the Owner.

(2) Laying

(a) Trenches shall be in a reasonably dry condition when the pipe is laid.

(b) Necessary facilities including slings shall be provided for lowering and properly placing the pipe section in the trench without damage.

(c) The pipe sections shall be laid to the line and grade when shown and they shall be closely jointed to form a smooth flow line.

(d) Immediately before placing each section of pipe in final position for jointing, the bedding for the pipe shall be checked for firmness and uniformity of surface.

(3) Rubber and Gasket Joints

(a) The rubber gasket joints shall be made by properly lubricating the rubber gasket with a suitable vegetable compound soap before it is placed in the groove at the spigot end.

(b) The gasket shall be stretched over the spigot of the pipe and carefully seated in the groove, with care taken to equalize the stress in the gasket around the circumference of the joint.

(c) The gasket shall not be twisted, rolled, cut, crimped, or otherwise injured or forced out of position during the closure of the joint.

(d) A "feeler" gage shall be used to check the position of the rubber gasket after the joint has been telescoped.

(4) Protective Coatings

(a) With pipe smaller than 450 mm (18 in.) in diameter before the spigot is inserted into the bell, the bell shall be daubed with mortar containing one (1) part cement to three (3) parts sand.

(b) The spigot end then shall be forced to the bottom of the bell and excess mortar on the inside of joint shall be swabbed out.

(c) With pipe 450 mm (18 in.) in diameter and larger, joints shall be pointed on the inside with mortar as specified for field joints in AWWA Standard C205 after the backfill has been placed.

(d) After coated pipe sections have been joined, the coating shall be made continuous across the joints, forming a coating equivalent to the factory-applied coating of adjacent pipe sections.

(e) Coating and spark testing of coal tar enamel field joints shall be as specified in AWWA Standard C203 and shall be performed at the expense of the Contractor.

(f) The use of coal tar tape to provide the required protection will not be permitted.

(g) After the pipe sections on cement mortar coated pipe have been joined, but before backfilling has been completed, the outside annular space between pipe sections shall be completely filled with grout.

(h) The grout shall be poured in such a manner that all exposed portions of metal joints shall be completely protected with cement mortar.

(i) Grout shall consist of one (1) part cement to three (3) parts sand, by weight, and shall be sufficiently fluid to permit it to be poured into the joint space.



(j) Exterior field joints shall be coated with cement mortar, retained by suitable forms, so as to bridge the joint.

(k) The mortar shall be compacted within the form to produce dense coating without voids.

(l) The joint coating shall be kept moist until the backfill is placed.

(5) Butt-straps

(a) Where a butt-strap is used, both the interior and exterior surfaces of the butt-strap shall be given a coating equivalent to the factory-applied coating of the adjoining pipe sections.

(b) Mortar coating shall be reinforced with wire mesh.

(c) The mortar lining shall be reinforced with wire mesh where the exposed length of the butt-strap, as measured between the ends of the connected pipe section, exceeds 100 mm (4-in.).

(d) Butt-straps used as closure pieces shall be provided with hand holes for repair of the lining as shown in the Standard Drawing.

6.0 CAST IRON WATER PIPE

6.1. General

(1) Bell and spigot cast iron pipe shall conform with the requirements of the following:

(a) “Cast Iron Pipe Centrifugally Cast in Metal Molds for Water or Other Liquids”(AWWA C-106) or “Cast Iron Pipe Centrifugally Cast in Sand-Lined Molds for Water or other Liquids” (AWWA C-108), shall be Class 100 or Class 150 where shown on the Drawings and as indicated in the Bid Schedule; or

(b) “ISO Recommendation R-13; Cast Iron Pipes, Special Castings and Cast Iron Parts for Pressure Main Lines”. The pipe shall be Class LA; however, the hydrostatic test pressure shall be 2.45 MPa (355 psi) for all sizes.

6.2. Flanges

(1) Standard flanged cast iron pipe fittings shall conform with the requirements of the “American Standard for Cast-Iron Pipe Flanges and Flanged Fittings” (ANSI B16.1), Class 125.

6.3. Short Body Cast Iron Fittings

(1) Short body cast iron fittings shall conform to the requirements of the “American Standard for Cast-Iron and Ductile Iron Fittings, 2 in. through 48 in., for Water and Other Liquids” (AWWA C-110) or “Cast Iron Pipes, Special Castings and Cast Iron Parts for Pressure Main Lines”, ISO R13.

(2) Fittings shall have a wall thickness of not less than that of the pipe with which they are used and the ends shall have inside diameters suitable for making a watertight joint with the cast iron pipe furnished.

6.4. Cast Iron Pipe Joints

(1) Cast iron pipe shall be furnished with bell and spigot ends with rubber “push-on” joints, flanged joints, or flexible couplings as shown.



(2) At the option of the Contractor, a mechanical joint may be substituted on all cast iron pipe and fittings for which a bell and spigot joint is called for.

(3) The mechanical joint shall conform to the requirements of the “American Standard for Rubber Gasket Joints for Cast-Iron and Ductile Iron Pressure Pipe and Fittings” (AWWA C-111), Class 150, except that inside diameters shall be suitable for making watertight joint with the cast iron pipe furnished.

6.5. Cement Mortar Lining

(1) Cast iron pipe and fitting shall be lined with cement mortar in accordance with the requirements of the “American Standard for Cement-Mortar Lining for Cast-Iron Pipe and Ductile-Iron Pipe and Fittings for Water” (AWWA C-104).

6.6. Installation

(1) Cast iron pipe and fitting shall be installed in accordance with the requirements of the “Standard for Installation of Cast-Iron Water Mains” (AWWA C-600).

7.0 GALVANIZED STEEL PIPE

(1) Pipe unless otherwise shown, shall be galvanized steel pipe in sizes less than 100 mm (4 in.) in diameter and smaller and shall conform with the requirements of the "Specifications for Black and Hot-Dipped Zinc-Coated (Galvanized) Welded and Seamless Steel Pipe for Ordinary Uses" (ASTM A-120) and shall be Schedule 40.

(2) Galvanized steel pipe shall not be cement mortar-lined unless otherwise shown. Fittings for galvanized steel pipe shall be of galvanized malleable iron. Galvanized and black steel pipe shall not be used for buried service, except where shown on the Drawings.

(3) Galvanized steel pipe for service connections shall be allowed only as specifically shown on the Drawings. The pipe shall be wrapped with a 500 micron thick PVC tape to a total thickness of 1000 microns, with half width over lapping.

(4) PVC tape shall be of a type approved by the Engineer and shall be applied in accordance with the manufacturer's recommendations.

8.0 PAINTING AND COATINGS

8.1. General

(1) The work included in this Clause consists of the furnishing of all labor, materials, apparatus, scaffolding, and all appurtenant work in connection with painting and coating in accordance with these Specifications.

(2) Any subcontractor for painting and coating shall be approved by the Engineer.

8.2. Scope

(1) Above ground piping and other metal surfaces are to be painted.

(2) The following surfaces are not to be painted:

(a) Ferrous metals having approved plating or factory applied final paint finishes.

(b) Non-ferrous metals, unless otherwise noted or indicated; galvanized metal shall



not be considered a non-ferrous metal.

(c) Equipment with factory finished surface unless otherwise noted.

(3) In no case shall any surface requiring protection be left unpainted even though not specifically defined herein.

8.3. Protection of the work

(1) The Contractor shall take the necessary steps to protect the work of others during the time his work is in progress.

(2) The Contractor shall be responsible for any and all damage to the work.

(3) Paint shall be applied only during period of favorable weather.

8.4. Workmanship

(1) All work shall be first class and in accordance with best standard practices of the trade.

(2) The Contractor shall examine carefully all surfaces to be painted and, before beginning any of his work, shall see that the work of other trades has been left or installed in workmanlike condition to receive paint.

(3) Metal surfaces shall be clean, dry, and free from mill scale, rust, grease, oil, or any other substances which could affect the quality of the painting.

(4) Each coat of paint shall be applied at proper consistency and brushed evenly, free of brush marks, sags, runs, and with no evidence of poor workmanship. Care shall be exercised to avoid lapping of paint on glass or hardware. Paint shall be sharply cut to lines and finished paint surfaces shall be free from defects or blemishes.

(5) Protective covering shall be used to protect floors, fixtures, and equipment. Care shall be exercised to prevent paint from being spattered onto surfaces which are not to be painted. Surfaces from which such paint cannot be removed satisfactorily shall be painted or repainted, as required, to produce a finish satisfactory to the Engineer.

(6) No painting shall be done under conditions of weather, moisture, or temperature unsuited to good work, nor until previous coat is hard and dry.

(7) All painting materials shall be used in strict accordance with manufacturer’s directions, spread or flowed on smoothly with proper film thickness and without runs, sags, or other defects.

8.5. Preparation of paint

(1) Paint containers shall be delivered to the job site in the manufacturer's unopened containers and shall be opened only when required for use.

(2) Paint shall be mixed only in the designated room or space in the presence of Owner's representative. Paint shall be thoroughly stirred or agitated to a uniformly smooth consistency suitable for proper application.

(3) Unless otherwise specified or approved, no materials shall be reduced, changed, or used except in accordance with manufacturer's label or tag on the container.



(4) In all cases, paint shall be prepared and handled in a manner to prevent deterioration and inclusion of foreign matter.

8.6. Paint to be provided to owner

(1) The Contractor shall leave on the job site a minimum of four (4) litres (1 gal.) of each type and color of finish paint used in the project. Each gallon shall be properly labelled for identification.

8.7. Clean up

(1) Upon completion of his work, the Contractor shall remove all surplus materials. All paint spills shall be removed and the entire premises shall be free from rubbish, debris, etc., caused by his work. He shall present the work clean and free from blemish so that it is acceptable in every way. All glass shall be cleaned of paint spots and polished, and the job made ready for occupancy by the Owner.

8.8. Materials

(1) The Contractor may substitute other paint materials for those specified in Clause 8.11, provided he first receives written approval from the Engineer stating that said proposed substituted materials are equal to that specified and are approved for use.

(2) The painting material shall be delivered to the job in original containers properly labelled without evidence of tampering, substitution of contents, or of deterioration.

(3) A complete list of materials proposed for use shall be submitted for Engineer's approval.

(4) Colors and Samples

(a) All finish colors shall be as selected by the Owner. In multicoat work using color pigmented paints, each coat shall have sufficient variation of color to easily distinguish it from preceding coat.

(b) Using specified or approved materials, three (3) sample panels of each finish, including all coats thereof shall be prepared and submitted for the Owner's approval. Completed work shall match approved colors and samples.

8.9. Preparation of surfaces

(1) General

(a) Except as otherwise specified, surfaces to be painted shall be clean, smooth, and dry.

(b) The Contractor shall report to the Engineer in writing any surface which cannot be properly prepared for painting.

(c) If work is commenced before defects have been reported and corrected, any unsatisfactory finish shall be rectified by the Contractor at no cost to the Owner.

(2) Metal

(a) Dirt, scale, and rust shall be removed by scrapping, wire brushing, and sanding or sandblasting as required. Mill scales shall be completely removed either in the shops or in the field.

(b) Mill scales can be removed in the shop either by cleaning or pickling. In such



case, the steel must be painted before rusting or surface soiling occurs with zinc dust, phenolic primers to effect proper adhesion of the first field coat. Where blasting is not practical, grinding, sanding, or brushing may be used provided satisfactory degree of cleaning is obtained.

(c) Oil and grease shall be removed with mineral spirits or appropriate solvent. Before painting, ferrous metal surfaces, including galvanized ferrous metal surfaces, shall be pretreated with approved phosphoric acid etching cleaner in accordance with manufacturer's direction to produce a chemically clean surface. Unless already performed in accordance with specifications of other sections, abrasions and bare spots in shop prime coatings shall be touched up with metal primer matching shop coatings. Enamel undercoats shall be sandpapered by hand (with No. 00 sandpaper) and dusted clean before applying succeeding coats.

8.10. Application of paint

(1) General

(a) All painting and finishing shall be performed by skilled craftsmen. Each coat of paint shall be applied at proper consistency, evenly, and free of laps, sags, and runs and cut sharply to required lines. Except as otherwise specified or required, paint shall be applied only under dry and dust-free conditions that will insure properly finished surfaces, free of defects and blemishes.

(b) Paint shall not be applied when temperature is likely to be above 32°C (90°F). Sufficient time shall be allowed between coats to insure proper drying. All primer and intermediate coats shall be unscarred and completely integral at time of application of each succeeding coat.

(c) The Engineer shall be notified when each coat has been applied and is ready for inspection. Until each coat is inspected and approved by Engineer, no succeeding coats shall be applied. Whenever two coats of a dark colored paint are specified, the first coat shall contain sufficient powdered aluminum to act as an indicator for proper coverage when applying the second coat.

(2) Methods of Application

(a) Except as otherwise specified or when, in the opinion of the Engineer, a particular method would produce unsatisfactory results, paint may be applied by brush, spray, or other application method at the option of the Contractor.

(3) Priming

(a) Before installation, all surfaces of millwork which are to be painted shall be primed, giving particular attention to sealing of cross-grained surfaces. In all cases, all work shall be primed as soon as possible after delivery to buildings, before or after installation, as required, or, in case of prefabricated items, at fabricator's shop or mill before shipment, if practicable. Except as otherwise specified, primings shall consist of first coat hereinafter specified under Clause 8.11 - Painting Systems.

8.11. Painting systems

Piping, valves, equipment, etc., in rooms are to be painted to match architectural finishes as follows:

MANUFACTURER or its approved equivalent

Dutch Boy Sherwin



Number Williams 1. Galvanized Pipes and Ducts First Coat: Galvanized iron-primer 37-744 B16YXL Second Coat: Interior semi-gloss enamel 22-101 A37WX15

2. Black Steel Pipes First Coat: Rust Inhibitive Metal Primer 041 B16RX1 Second Coat: Interior semi-gloss enamel 22-101 A37WX15

3. Mechanical Items 3.1 Ungalvanized ferrous metal First Coat: Rust inhibitive primer 37-745 B16RX1 Second Coat: Interior semi-gloss enamel 22-101 A37WX15

3.2 Galvanized ferrous metal First Coat: Galvanized iron primer 37-745 B16YX1 Second Coat: Interior semi-gloss enamel 22-101 A37WX15

3.3 Ungalvanized ferrous metal corrosive environment First Coat: Chemical and moisture resistant primer 20-126 B69NX11 Second Coat: Chemical and moisture resistant enamel 20-125 B69WX16

3.4 Galvanized ferrous metal corrosive environment First Coat: Chemical and moisture resistant primer 20-126 B69NX11 Second Coat: Chemical and moisture resistant enamel 20-125 B69WX16

__________________________________ a. Adjoining coal tar enamel coated steel pipe - Coatings shall consist of coal tar epoxy application in two coatings (15 mil. each) and shall be Koppers Bitumastic No. 50, cold applied or approved substitute, following which such surface shall be enclosed in 10 mil thick plastic sheet with all joints and edges lapped and sealed with tape. b. Adjoining all other types of pipe - Rich cement mortar coating to a minimum thickness of 6 mm, following which such surfaces shall be enclosed in 10-mil thick plastic sheet with all joints and edges lapped and sealed with tape.

9.0 VALVE AND FITTINGS

9.1. Valves and fittings shall be in accordance with the following:

(1) Gate Valves

(a) This specification applies to gate valves 50 mm (2 in.) through 300 mm (12 in.) in size. All valves shall conform to the "Standard for Resilient Seated Gate Valves" (AWWA C509).

(b) Gate valves where the pipeline design pressure is 1.0 MPa (150 psi) or less shall be designed for a minimum water working pressure of 1.0 MPa (150 psi) and shall be cast iron bodied, with resilient seats applied to the body or gate.

(c) Discs shall be cast iron with bronze disc rings, and the seat ring shall be bronze and replaceable. The valve shall be non-rising stem with a minimum of two "O" ring seals (at least one above the stem collar), or rising stem when shown on the Drawings.

(d) The valves shall have a 50 mm (2 in.) square operating nut with a cast arrow showing direction in which the nut is to be turned to open the valve. Valves shall be constructed to permit the replacement of the "O" rings above the stem collar under full working water pressure with the valves in the full open position.

(e) The valves shall be coated in accordance with the manufacturer’s recommendation.

(2) Type: Inside screw bronze valve or inside screw and yoke



(a) Materials

Size Material

50mm diameter and smaller Bronze body and trim

65mm diameter and larger Cast-iron body and stainless steel trim

(b) Joint

Size Joint Type

50mm diameter and smaller Threaded ends

65mm diameter and larger Flanged ends

9.2. Testing Requirements

(1) Operation Test

(a) Each valve shall be operated in the position for which it was designed to ensure free and perfect functioning of all parts in the intended manner.

(b) Any defects of workmanship shall be corrected and the test repeated until satisfactory performance is demonstrated.

(2) Shell Test

(a) A hydrostatic test pressure equal to twice the rated working pressure of the valve shall be applied to the body with the gate in the open position.

(b) The test shall show no leakage through the metal, flanged joints, or stem seals.

(3) Seal Test

(a) A test shall be made at rated working pressure to prove the sealing ability of each valve from both directions of flow.

(b) The test shall show no leakage through the metal, pressure-containing joints, or past the seat.

(4) Hydrostatic Test

(a) One prototype valve of each size and class of a manufacturer's design shall be hydrostatically tested with twice the specified rated pressure applied to one side of the gate and zero pressure on the other side.

(b) The test is to be made in each direction across the gate.

(c) Under this hydrostatic test, the manufacturer may make special provisions to prevent leakage past the seats. No part of the valve or gate shall be permanently deformed by the test.

(5) Torque Test

(a) A prototype of each size should be over-torqued in the closed and open positions to demonstrate no distortion of the valve stem or damage to the resilient seat as evidenced by failure to seal at rated pressure.

(b) The applied torque shall be 250 ft-lb for 3 and 4 NRS valves, and 350 ft-lb for 6, 8, 10, and 12 NRS valves (1.0 ft-lb = 0.736 Newton-meter = 0.66 kg-m).



(6) Leakage Test

(a) Two prototype valves of each size chosen by the Owner’s quality control inspector to represent the extremes of seat compression shall be fully opened and closed to a seal for 500 complete cycles with sufficient flow that the valve is at 200 psi pressure differential at the point of opening and closing.

(b) The valves shall be drop-tight under rated pressure differential applied alternately to each side of the gate after completion of the tests.

(7) Pressure Test

(a) One prototype of each valve size shall be tested to 500 psi with the closure member in the open position.

(b) There shall be no rupture or cracking of the valve body, valve bonnet, or seal plate. Leakage at pressure-containing joints shall not be a cause for failure of the test.

(8) All valves shall conform to the "Standard for Resilient Seated Gate Valves" (AWWA C509).

10.0 CHECK VALVES

10.1. Type

Size Type

50mm diameter and smaller Swing check valve

65mm diameter and larger Hammerless check valve

10.2. Materials

Size Type 50mm diameter and smaller Bronze body and trim

65mm diameter and larger Cast-iron body and stainless

10.3. Joint

Size Type 50mm diameter and smaller Threaded ends 65mm diameter and larger Flanged ends

10.4. Pressure Rating 10kg/cm² or 150psi

10.5. Applicable Standard

(1) Check valves 100 mm (4 in.) and larger shall have flanged connections and be of the swing type with outside lever and weight.

(2) The valves shall be designed for a minimum water working pressure of 1.0 MPa (150 psi), and shall have 125-lb American Standard Flanges. Valve bodies shall be cast iron or steel.

(3) The valves shall have bronze gate rings and seat rings and type 18-8 stainless steel hinge pins.

(4) The check valves shall be designed so that disc and body seat may be easily removed without removing valve from the line.



(5) The valves shall be coated in accordance with the manufacturer’s recommendation.

11.0 AIR RELEASE VALVE

11.1. Air release valves up to and including 75 mm (3 in.) in diameter shall have threaded connections, except where otherwise shown on the drawings, and shall be designed for a water working pressure of 1.0 MPa (150 psi).

11.2. The body shall be of high strength cast iron and the float shall be of stainless steel. All internal parts, except the seat, shall be of stainless steel or bronze.

11.3. The seat shall be of material insuring water tightness with a minimum of maintenance.

11.4. The valve shall be designed to automatically permit the escape of accumulated air under pressure while the pipe is in operation. The valves shall be either direct or lever operating.

12.0 FLOWMETER

(1) The Contractor shall furnish and install, in accordance with these specifications, flowmeter complete with compatible steel ring flange, bolts, nuts and gasket and necessary appurtenances.

(2) A test run will be conducted in the presence of the Engineer, Owner and the Contractor. In the event of failure of the flowmeter to operate to meet the specifications, the supplier shall replace the unit and shall receive no additional compensation thereof. For the purpose of payment, the work will not be accepted until the test has been made to the satisfaction of the Owner and the Engineer.

(3) The flowmeter shall be propeller type and shall be furnished with an integral cast body of close grained high tensile cast iron faced and drilled with ANSI flanged ends, and shall be designed and manufactured according to ISO 4064/1-1977, with a nominal working pressure of 150 psi and shall be furnished with non-corrosive, non-toxic liners which shall have straightening vanes. The flowmeter shall be suitable for normal flows for the required capacity and shall register within two percent (2%) of true flows at all flows within the rated range. The register drive shall be completely isolated from water pressure by an O-ring sealed bronze housing. The propeller drive shall be magnetically coupled to the register drive by the use of permanent type ceramic magnet. The propeller shall be fabricated of thermoplastic material resistant to normal water corrosion. The meter shall be furnished with a six-digit straight reading type of totalizer indicating flows in cubic meter and a dial or flow rate indicator in cubic meter per hour (m3/hr) with gradations from 0 to 60 m3/hr.

(4) The flowmeter shall be fitted with a permanent non-corrosive nameplate on which all relevant data shall be stamped or engraved. Data shall include but not limited to the following:

(a) Name of Manufacturer

(b) Nominal Flow (Qn) in m3/hr

(c) Year of Manufacturer and Serial Number

(d) Indicator of Flow Direction

(e) Working Pressure in bar

(5) All flow measurements shall be in accordance with ISO 4006.




13.1. Transport, Handling and Storage of Pipes, Joints and Fittings

(1) Pipes, joints and fittings shall be transported, handled and stored in accordance with the manufacturer’s recommendations and in a manner which shall not result in damage or deformation to the pipes, joints and fittings or in contamination of the pipes, joints and fittings.

(2) Pipes, joints and fittings shall be protected from damage and if damaged shall not be used in the permanent work. Pipes, joints and fittings shall be securely packed and supported to prevent movement when being transported

(3) Bolts and nuts shall be packed in sealed metal containers.

(4) Joint rings shall be packed in bags and lubricant for joints shall be stored in sealed containers marked to identify the contents. The rings and lubricant shall be protected from exposure to conditions which may affect the material.

(5) Boxed or crated materials or those in sealed containers shall remain in their original boxes, crates and containers until used.

(6) Pipes and fittings other than thin walled pipes shall be handled manually or by the use of lifting appliances or chains, wire rope, or canvas slings of a type recommended by the pipe manufacturer; hooks shall not be applied directly to the materials.

(7) Slings shall be placed around the pipes and fittings and padding shall be provided at points of contact between pipes and fittings and metal lifting appliances or slings. Pipes shall not be handled by means of metal slings passed through the pipes.

(8) Pipes and fittings shall not be subjected to rough handling, shock loading or dropping, and shall not be rolled down ramps unless the ramps are adequately padded.

(9) Pipes other than thin walled pipes shall be stored horizontally at least 75 mm above the ground on wedged timber bearers. The bottom layers and the outer pipes in each layer shall be securely wedged to prevent sideways movement.

(10) Bell and spigot pipes shall be stored with the sockets alternating and in such a manner that loads are not applied to the bells.

(11) The height of stacks of pipes shall not exceed 2 meters unless recommended by the manufacturer and permitted by the Engineer.

(12) Pipes shall not be strung out along the route of the pipeline unless permitted by the Engineer.

(13) Valves shall be stored in accordance with the manufacturer’s recommendations in a weatherproof store.

13.2. Laying and Bedding of Underground Pipes

(1) All pipes, joints and fittings shall be inspected before they are laid. Any units that are damaged by handling or are defective to the degree which may materially affect the function and service of the pipe itself shall be rejected.

(2) The Contractor shall allow the Engineer and other authorized personnel to inspect



trenches, bedding, pipes, joints and fittings before pipe laying for the permanent work starts and before backfilling operations.

(3) The Engineer shall be advised at least 24 hours before the start of pipe laying or backfilling in any part of the permanent works, and shall be allowed to be present for the inspection of any such works.

(4) The Contractor shall inspect pipes, joints, fittings and valves, including internal and external coatings, immediately before and after pipe laying.

(5) Valves shall be inspected to ensure that they are in working order and are capable of being fully opened and closed.

(6) Deleterious material shall be removed and damage shall be repaired immediately before and after pipe laying, potable water shall be used for washing.

(7) The inside of pipelines shall be kept clean and free from water, dirt, stones, debris and deleterious material. Except when pipes are being jointed, the open ends of pipelines shall be sealed with a plug or stopper or other methods as agreed by the Engineer.

(8) Measures shall be taken to prevent flotation of pipes.

(9) Pipe laying shall follow as closely as practicable on excavation of the trench.

(10) Pipelines shall be laid in an uphill direction with the bell or groove facing uphill.

(11) Pipes shall be laid in such a manner that water shall not pond in locations with zero or shallow gradients and such that the pipes shall comply with the specified tolerances.

(12) Surfaces of which pipes shall be laid shall be clean and objects which may damage the pipes shall be removed before pipes are laid.

(13) The bottom of trenches on which pipes shall be laid directly shall be shaped to support the pipes uniformly along the length of the barrel; holes shall be dug to prevent pipes resting on the bells and to allow the pipes to be jointed.

(14) The degree of curve of pipes for water supply pipework with flexible joints which are to be laid to a curve shall be equally distributed over all joints within the curved section.

(15) The deflection at a completed joint shall not exceed 3 degrees or three-quarters of the maximum deflection recommended by the manufacturer, whichever is less.

13.3. Compaction of PVC Pipelines

(1) Backfill materials at the sides of the pipes shall be compacted by the use of tamping rods.

(2) The type and number of tamping rods required for every 10 meters of pipeline length shall be determined and approved by the Engineer.

(3) All above pipe zone sections shall be compacted with a rammer compactor. Use of other methods in lieu of the foregoing shall need the approval of the Engineer.

(4) Prior to pipe laying, the said tamping rods and rammer compactor should be presented to the Engineer for inspection.



(5) No pipe laying shall be allowed without the said equipment.

13.4. Bedding

(1) Pipe shall be bedded to the minimum depths shown on the Drawings with compaction of ninety-five percent (95%) of its maximum density.

(2) Bedding material for 50 to 900 mm diameter pipe shall be sand or pea gravel of 13 mm maximum size.

13.5. Pipe Zone

(1) The pipe zone extends to a level 0.15 m above the top of the pipe.

(2) For polyvinyl chloride pipe, polyethylene pipe and coal tar enamel coated steel pipe, backfill in the pipe zone shall consist of selected sandy material compacted to 95% of its maximum density, with a maximum particle size of 25 mm for pipe 900 mm and smaller and 75 mm for pipe larger than 900 mm. Compaction shall be made by tamping.

(3) For concrete pipe, cast or ductile iron pipe, and cement mortar coated steel pipe, backfill in the pipe zone shall consists of ordinary material obtained from the excavation compacted to 90% of its maximum density with a maximum particle size of 25 mm for pipe 900 mm and smaller and 75 mm for pipe larger than 900 mm.

(4) Compaction shall be obtained by tamping or by using excess water and passing a concrete vibrator between the pipe and side of trench.

(5) Backfill materials shall be placed in layers not to exceed 200 mm in thickness and thereafter compacted.

13.6. Above Pipe Zone

(1) For all pipe alternatives, backfill above the pipe zone shall consist of ordinary material obtained from the excavation, compacted to 90% of its maximum density.

(2) The portion 0.30 m below the roadway subgrade shall be compacted to 95% of its maximum density.

(3) Backfill above the pipe zone shall be placed in horizontal layers not to exceed 200 mm in thickness. Each layer shall be moisture, tamped, puddled, rolled or otherwise compacted to the specified percent of maximum soil density.

(4) If the backfill material is sandy or granular in nature, the compaction may be obtained by water flooding the jetting provided this method is approved by the Engineer.

(5) If flooding and jetting is permitted, the backfill may be placed in layers not exceeding 0.50 m in thickness.

(6) Prior to flooding and jetting, the pipe shall be filled with water or otherwise secured so as to prevent floating.

13.7. Installation of Valves

(1) Operating gear and associated fittings shall be installed and fixed at the same time as valves for water supply pipe works are installed.



(2) After installation, valves shall be disinfected inside and outside and left in a closed position.

13.8. Cutting of Pipes

(1) Pipes shall be cut and the ends shall be prepared in accordance with the manufacturer’s recommendations. Purpose-made equipment recommended by the manufacturer shall be used for cutting the pipes.

(2) Cut ends of pipes shall be square or cut to the correct angle and without damage to the pipe or coating. Cut ends shall be trimmed and chamfered to suite the type of joint and in such a manner that elastomeric joint rings shall not be damaged by the cut end.

(3) Pipes required to be cut to form closing lengths shall not be cut until adjacent pipes have been laid and jointed and the length to be cut can be accurately measured.

13.9. Jointing Pipes

(1) Pipes shall be jointed in accordance with the manufacturers’ recommendations and using jointing equipment and jointing materials recommended by the manufacturer.

(2) Surfaces which are to be jointed and joining materials shall be cleaned immediately before jointing.

(3) All joints in pipelines shall be watertight.

(4) The widths of gaps at joint shall be in accordance with the manufacturers’ recommendations.

(5) Gaps at joint in pipes shall be protected after jointing to prevent dirt, stones or other material entering the joint.

(6) Bolt holes in flanged joints and joints incorporating bolted components shall be correctly oriented before the bolts are tightened.

(7) The correct size of bolts and nuts shall be used. Bolt threads shall be lubricated and bolts shall be tightened using the correct size of spanner.

(8) Bolts shall be tightened in diametrically opposite pairs working around the bolt circle until all bolts are tightened to the torque recommended by the manufacturer.

13.10. Pipelines Hydro-testing

(1) At any time, the length of unhydro-tested installed pipelines shall not exceed 7% of the total pipelines to be installed under the contract. No further pipe laying shall be allowed if this provision is not met.

(2) In heavily traveled roads/streets, hydro-testing should the done within 15 days after pipe laying. No further pipe laying shall be allowed in these roads/streets if previous installations were not hydro-tested and properly backfilled.

13.11. Warning Tape

(1) Material: The Contractor shall furnish and install for each pipe above or equal to 50 mm an Alu-Foil warning/detection tape (minimum width is 5 cm) (2") with the words "Attention Water Main" marked in a continuous manner.



(2) Installation

(a) The tape shall be laid flat on top of an intermediate layer of backfill, after compaction of same and prior to backfilling and compacting the final top layer.

(b) The depth of laying the tape shall therefore be about 0.30 m (1 foot) from the finish surface or at about:

(i) 0.45 m from top of pipes with sizes equal to or under 250 mm diameter

(ii) 0.60 m above the top of pipes with sizes equal to or larger than 300 mm diameter

14.0 THRUST AND ANCHOR BLOCKS

(1) The bearing face of concrete thrust and anchor blocks shall be cast directly against undisturbed ground; the faces of excavations shall be trimmed to remove loose material before concreting. Excess excavation and working space shall be filled with concrete of the same grade as the block.

(2) Internal pressure shall not be supplied to the pipeline until thrust and anchor blocks have developed the specified grade strength.

15.0 CONCRETE BED, HAUNCH AND SURROUND

(1) Concrete for concrete bed, haunch and surround shall have a design compressive strength of 13.8Mpa (2000psi).

(2) Pipes shall be supported at the required level by 180 kg/cm2 precast concrete wedges, blocks or cradles. One support shall be placed adjacent to each end of each pipe and the spacing between supports and shall not exceed 3 meters.

(3) Compressive sheeting shall be placed between the pipes and supports.

(4) Flexible joints shall be formed in the concrete bed, haunch and surround at flexible joints in the pipeline and shall extend for the complete thickness of the bed, haunch and surround.

(5) Concrete shall be placed evenly over the complete width of the bed and over the complete length of the pipe. Concrete shall then be placed on one side of the pipe only and worked under the pipe until the concrete spreads under the pipe.

(6) Concrete shall then be placed equally on both sides of the pipe to the specified level.

(7) Pipes which are 1 meter or less, below the surface of a carriageway, shall be protected with a concrete surround.

16.0 TOLERANCES

(1) The line and level of pipelines shall be within 20 mm of the specified line and level.


17.1. Measurement

(1) Work under this Sub-Section shall be measured according to the item classification and units contained in the Bills of Quantities (BOQ) under Water Supply.



17.2. Rates

(1) The rates and lump sums shall be full compensation for all plant, materials, labor, equipment, transport, permits, establishment charges, overheads, profit and taxes required to complete the work described in this Sub-Section of the Specification and/or shown on the Drawings.

(2) The rates for Pipes and Fittings shall include the followings:

(a) Supply and installation of pipes including joints, fittings, and warning/detection tapes, pipe supports, thrust blocks, and testing as per Specifications and Drawings;

(b) The cost shall include for providing and maintaining barricades, warning lights and safety requirements during pipe laying activities and also for provision and maintenance of steel plates over trenches in accordance with the provisions of this specification;

(c) Fixing to and embedding in any surface including providing all clips, brackets, hangers, screws, bolts and the like, cutting out chases and making good surfaces;

(d) Capping open ends of pipework during the progress of the work to prevent ingress of dirt or water;

(e) Wrapping underground pipes with approved anti-corrosive covering material or applying anti-corrosion coating (where applicable);

(f) All short lengths and joints in the running lengths, including the provision of all loose collars, couplings and similar items where required and all jointing and sealing materials including gaskets, bolts and nuts;

(g) Providing all necessary fittings including elbows, tees, reducers, thrust blocks, expansion joints, isolation joints, either special joints and fittings;

(h) Painting identification color bands on concealed pipes and finish painting exposed pipes;

(i) Provision of pipe supports (e.g. clips, saddles, pipe hooks, pipe stays, collars, brackets, rollers, chain, hangers, spring compensators, vibration isolation hangers and the like), seismic restraints and all associated cutting, pinning and painting

(j) Provision of earthing terminals and other suitable connection of equip-potential bonding conductors;

(k) All other works not included in Lump sum Bid Items for any of the separate work items shall be included under unit bid items for Pipes and Fittings;

(l) Excavation of the type indicated in the BOQ with pipe cover of 1.5 meters or less, measured to existing ground surface;

(m) Backfilling using suitable materials from the trench disposal or surplus materials where directed;

(n) Disposal of surplus excavated material, supports, working space, protection and maintenance of sides, dewatering;

(o) Providing sand beds for pipe zone surrounds;

(p) Providing pipe encasement for pipe cross-over culvert as shown in the drawings; and

(q) Interconnection to the existing pipelines which include furnishing of tee and Sleeve Type Coupling

New Bohol Airport Construction and Sustainable Environment Protection Project Section 3130: Water Storage


5.SECTION 3130

WATER STORAGE

1.0 SCOPE OF WORK

1.1. The work shall cover the supply and installation of water receiving tanks for the water supply system as specified herein and indicated on the Drawings.

1.2. The scope of work includes design, fabrication and the corresponding testing of the water tank at both fabrication sites and installation sites.

1.3. The contractor shall comply with the Japan International Standard (JIS) but other international standards for the manufacture of fiberglass tank such as those prescribed in accordance with the American Water Works Association (AWWA), American Society of Mechanical Engineers (ASME) or its equivalent standards are also acceptable subject to approval of the Engineer.

2.0 SUBMITTALS

2.1. The Contractor shall execute the necessary detailed designs and submit these for the approval of the Engineer prior to the commencement of Works. All type of works shall be constructed to meet the performance requirements stated herein in accordance with the Contract and to the approval of the Engineer.

2.2. Samples of materials and equipment to be incorporated in the Works shall be submitted for the Engineer’s approval.

3.0 WATER RECEIVING TANK

3.1. General

(1) Quantity : 2 nos.

(2) Dimension : 17m x 6m x 2.5m and as shown in Drawings

(3) Nominal Capacity : 255m³

(4) Net Working Capacity : 100m³

3.2. Particulars

(1) Tank shall be performed FRP (Glass Fiber Reinforced Plastics) type or FRP panel type and shall be fabricated with faces of FRP and core of synthetic resin closed cellular foam.

(2) FPR shall consist of the following:

(a) Unsaturated polyester resin; JIS K6919 UP-G or equivalent

(b) Glass fiber: Non-alkali, conforming to appropriate requirements of JIS R3411 to R3417

(3) Synthetic resin closed cellular foam shall be rigid and expanded.



(4) Illuminance ratio inside tank shall not exceed 0.1% when tested by the method specified in JIS A 4110.

(5) Side boards, bottom boards and intermediate boards of tanks shall have thermal resistance equivalent to at least 15mm thick synthetic resin closed cellular.

(6) Tank shall have openings for water inlet pipe, water outlet pipe, over-flow pipe, air-vent pipe, etc. and electrode base, etc. Shop drawings indicating layouts and types of these openings shall be submitted for the Engineer’s approval.

(7) Openings shall comply with the requirements of JIS B2211or B2212 (flanges) and JIS B0202 or B0203 (threads).

(8) Tank shall have the following accessories:

(a) Steel base: hot dipped zinc-coated steel, JIS H8641 class 2, Z35 or better.

(b) Ball tap with water wave absorbing plate or electrode with water wave absorbing pipe of PVC

(c) Manhole cover of FPR or other approved synthetic resin; 600mm diameter; hinges of stainless steel; with locksets of weatherproofed.

(d) Internal ladder: made of synthetic resin.

(e) External ladder: made of stainless steel or FRP.

(f) Air vent with synthetic resin insect screen

(g) Anchor bolts, nuts and washers: stainless steel or hot dipped zinc-coated steel (Z35).

(9) Tank of FRP panel type shall further comply with the following:

(a) All panels shall be assembled by bolts, nuts and washers of stainless steel or hot dipped zinc-coated (outside tank) and synthetic resin coated stainless steel (inside tank).

(b) All panels, except around junctions, flanges, etc., shall have thermal resistance equivalent to minimum 15mm thick synthetic resin closed cellular.

(c) Sealant along panel junction, etc. shall be made of synthetic resin or synthetic rubber, meeting the requirements of JIS K6353, and shall not affect water quality.

(d) Metal parts other than bolts, nuts and washers shall be hot-dipped zinc-coated steel (outside tank), and synthetic resin or rubber coated stainless steel (inside tank).

(10) Tank shall be laid on a concrete foundation. (The Contractor shall submit complete foundation design for Engineer’s approval)

(11) All testing requirements shall comply with the corresponding JIS standards for testing of FRP Tanks or the American Society for Testing and Materials (ASTM), D 4097-88 Contact-Molded Glass-Fiber-Reinforced Thermoset Resin Chemical-Resistant Tank or its latest equivalent.

4.0 QUALITY CONTROL

4.1. To ensure consistency and reliability in the manufacturing of fiberglass tanks and piping, the materials shall pass the recommended control standards for materials and processing parameters.



4.2. The Contractor shall require its manufacturer to observe and maintain controls by implementing a quality control program which shall include raw materials inspection, vendor certification, in-process inspection, finished product inspection and testing.

4.3. Outside Party Certification

(1) An outside party certification shall be required and submitted prior to payment.

(2) The certification shall state that all testing requirements have been conducted and that the tank as fabricated passed the required tests.


5.1. Measurement

(1) Work under this Sub-Section shall be measured according to the item classification and units contained in the Bills of Quantities (BOQ).

5.2. Rates

(1) The rates and lump sums shall be full compensation for all plant, materials, labour, equipment, transport, temporary works, establishment charges, overheads, profit and taxes required to complete the work described in this Sub-Section of the Specification and/or shown on the Drawings.

(2) The rates for water receiving tank shall further include for:

(a) Concrete foundation/base;

(b) Valves and connectors;

(c) Pipes and fittings requirements as shown in the drawing;

(d) Steelwork base;

(e) Fixings, anchors and the like;

(f) Internal and external ladders;

(g) Electrode base;

(h) Access cover;

(i) Transport and handling of materials to site;

(j) Cost of inspection by third party;

(k) Leak testing; and

(l) Disinfection of tank

New Bohol Airport Construction and Sustainable Environmental Protection Project Section 3150: Water Distribution


6.SECTION 3150

WATER DISTRIBUTION

1.0 SCOPE OF WORK

1.1. This work shall cover the supply and installation of water service facilities, irrigation system and outdoor fire hydrants.

1.2. The work to be undertaken under this Contract includes, but it is not necessarily limited to, the furnishing of equipment, materials, labor and tools for the following items:

(1) Installation of pipelines and fittings, and construction of related civil works for Water Supply Distribution and Fire Protection System;

(2) Supply and installation of Booster Pumps, and Pressure Tank, including supply and installation of valves, and other appurtenances as specified and shown on the Drawings

(3) Construction of pumping station and supply and installation of generator set,

1.3. Interface with the Building Management System (BMS)

(1) The Contractor shall provide, if shown and/or as directed in the drawings, all BMS interface points for the BMS to monitor the following but not limited to:

(a) Duty cycle operation of Water Service Pumps;

(b) On/off status of all pumps;

(c) Alarm/trip monitoring of all pumps; and

(d) High and low water level alarm of Water Receiving Tanks

(2) The Contractor shall provide dry contact, transducers and other interface equipment necessary to interface with the BMS.

(3) Discrete/digital input and output such as contact status maintained, momentarily, etc. as well as voltage and current signal requirements shall be coordinated with the BMS to ensure proper operation.

1.4. Interface with the Fire Detection and Alarm System

(1) Status of each fire pump shall be monitored by the fire alarm control panel (FCP) which is provided by the Fire Detection and Alarm System.

(2) Motor control panel for fire pumps shall have the “Auto/Off/Manual” selector switch, and other than the “Auto” position, an alarm shall be sent to fire alarm control panel (FCP).

1.5. Interface with other works

(1) The Contractor shall coordinate all interface requirements between Water Distribution work and other related works as may be shown on the Drawings.



2.0 PIPE AND FITTINGS

2.1. Pipes and fittings shall be in accordance with the following standards.

(1) Polyvinyl Chloride Pipe (uPVC)

(a) Pipe : (PNS 65:1993)

(b) Fittings : (PNS 65:1993)

(c) Pipes and Fitting shall be in accordance with the technical specification for PVC Pipes in Sub Section 3110.

(2) Stainless Steel Pipe

(a) Pipe : Dimensions and Weights ANSI/ASME 36.19 or SUS 304 Sch. 20 JIS G 3459 or its equivalent for Pipes and JWWA G 116 or its equivalent for Fittings

(3) Galvanized Steel Pipe

(a) Pipe and Fittings : ASTM A53

(b) Galvanized steel pipes laid underground shall be painted with tar-epoxy coating for corrosion protection.

3.0 VALVES AND FITTINGS

3.1. Valves and fittings shall be in accordance with the following specifications.

3.2. Gate Valves

(1) Type: Inside screw bronze valve or inside screw and yoke

(2) Materials

(a) 50mm diameter and smaller : Bronze body and trim

(b) 65mm diameter and larger : Cast-iron body and stainless steel trim

(3) Joint

(a) 50mm diameter and smaller : Threaded ends

(b) 65mm diameter and larger : Flanged ends

(4) Pressure Rating : 10kg/cm² or 150psi

(5) Applicable Standard

(a) All valves shall conform to the "Standard for Resilient Seated Gate Valves" (AWWA C509).

3.3. Check Valves

(1) Type

(a) 50mm diameter and smaller : Swing check valve

(b) 65mm diameter and larger : Hammerless check valve



(2) Materials

(a) 50mm diameter and smaller : Bronze body and trim

(b) 65mm diameter and larger : Cast-iron body and stainless steel trim

(3) Joint

(a) 50mm diameter and smaller : Threaded ends

(b) 65mm diameter and larger : Flanged ends

(4) Pressure Rating : 10kg/cm² or 150psi

(5) Applicable Standard

(a) Check valves 65 mm (2 1/2 in.) and larger shall have flanged connections and be of the swing type with outside lever and weight.

(b) The valves shall be designed for a minimum water working pressure of 1.0 MPa (150 psi), and shall have 125-lb American Standard Flanges.

(c) Valve bodies shall be cast iron or steel.

(d) The valves shall have bronze gate rings and seat rings and type 18-8 stainless steel hinge pins.

(e) The check valves shall be designed so that disc and body seat may be easily removed without removing valve from the line.

(f) The valves shall be coated in accordance with the manufacturer’s recommendation.

3.4. Water Meter

(1) Water meter shall be cast iron body, direct stream, combination of direct reading and remote measurement.

(2) Type shall be approved and to be calibrated by the Local Water Utilities Administration.

3.5. Strainer

(1) Strainer shall be Y-pattern type, stainless steel and with flanged ends.

3.6. Pressure Gauge

(1) Outside diameter shall be 100mm and equipped with a cock, SUS made, U-siphon.

3.7. Flexible Joint

(1) Flexible joint shall be stainless steel.

(a) Tensile Strength : Not less than 14 kg/cm²

(b) Elongation : Plus 2% to minus 3%

Reinforcing : Stainless steel blade for stainless steel conforming to JIS G4305 or equivalent

(c) Flanged Ends : JIS B2210 or approved equal



4.0 LEVEL CONTROL VALVE

(1) Water level control valve for water receiving tank shall be of differential pressure sensing type with float valve having 10kg/cm² working pressure.

5.0 MECHANICAL WORKS

5.1. Water Service Pump

(1) Type : End Suction Split Type Horizontal Centrifugal Pump

(2) Capacity : 425Liters/min x 33meters TDHx5.5KWx3no (2Duty, 1Stand-by)

(3) Accessories: Control panel, pressure tank SUS 304 (1.20 m3) stop valve, check valve, flow relay, standard controls and other appurtenances necessary to complete the equipment installation

6.0 FIRE PUMPS

6.1. Fire pimps shall comply with following requirements:

(1) Type: Horizontal Split Case Centrifugal Pump – Electrical Motor

Horizontal Split Case Centrifugal Pump - Engine Driven

(2) Capacity: 1,500 gpm – Fire Pump (Electrical Motor)

1,500 gpm – Fire Pump (Engine Driven)

(3) TDH: 231 ft – Fire Pump (Electrical)

231 ft – Fire Pump (Engine Driven)

(4) Power Input: 150 Hp – Fire Pump (Electrical Motor)

6.2. The fire pump shall deliver not less than 150% of the rated capacity at a pressure of not less than 65% of the rated head. The shutoff head shall not exceed 140% of the rated head.

6.3. The pump shall be a horizontal split case, bronze-fitted, centrifugal pump with the pump driver complete with flexible coupling and coupling guard. The pump shall have a common horizontal centerline between the suction and discharge connections. The suction and discharge connections shall be the same size.

(1) Casing: Cast iron, with suction and discharge gage ports, renewable bronze casing wearing rings, seal flush connection, drain plug, flanged suction and discharge.

(2) Impeller: Bronze double suction fully enclosed, balanced and keyed to shaft.

(3) Bearings: Grease lubricated ball bearings, grease able and replaceable without opening casing, selected for minimum 50,000 hour life.

(4) Shaft: Alloy steel with replaceable bronze shaft sleeve.

(5) Seal: Packing gland with minimum four rings graphite impregnated packing and bronze lantern rings, 230 degrees F maximum continuous operating temperature.



(6) Base plate: Cast iron with integral drain rim.

6.4. The products of the manufacturers of Aurora, Peerless, Patterson or Allis-Chalmers generally are acceptable provided their pumps meet or exceed the required specifications.

6.5. Fire Pump Accessories

(1) Eccentric suction reducer and OS&Y gate on suction side of pump. No butterfly valve shall be installed on suction side of pump.

(2) Concentric increaser and check valve in pump discharge and OS&Y gate or butterfly valve on system side of check valve.

(3) Fire pump bypass fitted with normally open and supervised OS&Y gate or butterfly valves and double-check valve assembly.

(4) Suction pressure gauge, 3-1/2 inch minimum diameter dial with snubber, valve cock and lever handle.

(5) Discharge pressure gauge mounted on board attached to pump, 3-1/2 inch minimum diameter dial with snubber, valve cock and lever handle.

(6) Float operated ¾-inch automatic air release valve.

(7) Venturi flow meter system, FM approved, meter reading in GPM, flow sensor, and all required accessories

(8) Fire pump test header with number and size of hose valves per NFPA 20.

6.6. Electric Motor – Fire Pump

(1) The electric motor for the fire pump shall be a standard NEMA design B, open drip proof, continuous duty rated, suitable for wye-delta start with 1.15 service factor and UL listed for fire pump applications.

(2) The locked rotor current shall not exceed the values specified in NFPA 20. The motor shall be wound for 480 volts, three phase, 60 cycles’ operation, and 1750 rpm with operating horsepower as scheduled on Contract Drawings and as required by the fire pump to meet NFPA Standards.

6.7. Diesel Engine – Fire Pump

(1) The pump driver shall be a horizontal shaft internal combustion engine clockwise rotation viewed from the end opposite the pump. The engine shall be provided by the pump manufacturer with, at a minimum, the following accessories for automatic operation.

(a) Cooling water lines, pressure regulator, strainer, bypass lines and necessary fittings for engine cooling system, pre piped and factory mounted

(b) Flexible exhaust connector

(c) Residential exhaust silencer

(d) Engine jacket water heater, factory installed

(e) One set dual batteries, lead acid storage type.

(f) Fuel system as recommended in NFPA 20



(g) Fuel storage tank sized to provide a minimum supply of one gallon of fuel per engine maximum rated horsepower plus 5% for sump area plus 5% for expansion area. The tank shall be furnished with legs for floor mounting and with a direct reading level gauge. Fuel tank shall be dual wall UL listed.

(2) The engine shall be run tested with the pump by the pump manufacturer prior to shipment.

6.8. Fire Pump Controller

(1) The controller shall be UL listed and FM approved for fire pump service and shall meet or exceed all the requirements of the latest editions of NFPA 20 and the National Electric Code, NFPA 70.

(2) The fire pump controller shall be of the combined manual and automatic type designed for wye/delta reduced voltage closed transition type operation having the same horsepower, voltage, phase, and frequency rating as required of the motor, be housed in a NEMA 3R enclosure and include the following:

(a) Time delay circuit breaker set at 300 percent motor full load current.

(b) Isolation switch with single external operating handle interlocked with circuit breaker. Operating mechanism shall be flange or side mounted.

(c) Non-fused control power transformer

(d) START and STOP pushbuttons for manual control.

(e) Ammeter test links and voltmeter test studs

(f) POWER AVAILABLE pilot light to indicate power on the load side of the circuit breaker and PHASE REVERSAL pilot light for the line side of the motor starter. Pilot lights shall be mounted externally

(g) Surge protector wired to the line side of the isolation system.

(h) Solid state pressure switch and transducer with energize to start relay. Pressure switch shall be differential adjustable type with LED indicators for trip and reset.

(i) Minimum run time, adjustable 0 - 10 minutes with timed-out LED indicator; Per NFPA 20 and FM pump should be arranged for “manual stop” the run-timer and auto stop function must be disabled.

(j) Magnetic contactors with externally operable mechanical start mechanism.

(k) Two sets each of dry form "C" contacts for remote indication of PUMP RUNNING, POWER FAILURE and PHASE REVERSAL.

(3) The electric fire pump controller shall also include an automatic start relay of the drop-out type, and a local built-in alarm panel powered from a separate reliable 120 VAC power source.

(4) The local alarm panel shall have individual indicating lights with a common alarm bell and silence button for POWER FAILURE, PUMP RUNNING, PHASE REVERSAL, LOW DISCHARGE PRESSURE, TRANSFER SWITCH IN EMERGENCY, ISOLATION SWITCH OPEN and REMOTE START.

(5) A local indicating light and two sets of remote alarm contacts shall be furnished to monitor SUPERVISORY POWER of the local alarm panel.

(6) Two sets of dry form "C" remote alarm contacts shall be provided for LOW DISCHARGE PRESSURE, TRANSFER SWITCH IN EMERGENCY and



ISOLATION SWITCH OPEN.

(7) A separate pressure switch shall be supplied to monitor discharge pressure.

(8) All indicators shall be illuminated from the rear by long life LED lamps. Incandescent lamps are not acceptable.

(9) The electric fire pump controller shall be manufactured by Metron, Firetrol, Master or equivalent.

6.9. Jockey Pump

(1) Fire pimps shall comply with following requirements:

(a) Type: Horizontal Split Case Centrifugal Pump - Electrical Motor

Horizontal Split Case Centrifugal Pump - Electrical Motor

(b) Capacity: 20 gpm – Fire Pump (Electrical Motor)

20 gpm – Fire Pump (Electrical Motor)

(c) TDH: 288 ft – Fire Pump (Electrical)

288 ft – Fire Pump (Electrical)

(d) Power Input: 3 Hp – Fire Pump (Electrical Motor)

(e) Electrically operated, horizontal turbine close-coupled or vertical multi-stage centrifugal type with standard open drip-proof motor

(2) The products of the manufacturers of Grundfos, Aurora, Peerless or Allis-Chalmers generally are acceptable provided their pumps meet or exceed the required specifications.

6.10. Jockey Pump Controller

(1) The electric jockey pump controller shall include a circuit breaker, magnet starter with overloads, pressure switch, H-O-A selector switch, minimum run timer, dual fused control power transformer, START pushbutton, two sets of dry form "C" remote alarm contacts for PUMP RUNNING and NEMA 3R enclosure.

(2) The jockey pump controller shall be manufactured by Metron, Firetrol, Master, or equivalent.

7.0 ELECTRICAL WORKS

7.1. Electrical Supply

(1) Refer to the requirements of 3200 series of this Specification which apply equally herein to the supply and distribution of the electrical power.

7.2. Electrical Installations

(1) Refer to the requirements of 6000 series of this Specification which apply equally herein to the electrical installation included in the water supply facilities.

7.3. Construction Method

(1) Refer to the requirements of Sub-Section 3110.




8.1. Measurement


8.2. Rates


(2) The rates for Pipes and Fittings shall include the following:

(a) Supply and installation of pipes including joints, fittings, and excavation, sand bedding, warning/detection tapes, pipe supports, thrust blocks, disposal of surplus excavated materials, and testing as per Specifications and Drawings;

(b) The cost shall include for providing and maintaining barricades, warning lights, and safety requirements during pipe laying activities and also for provision and maintenance of steel plates over trenches for traffic management purposes in accordance with the provisions of this specification;

(c) For parallel pipes laid in trench, the cost associated only with the supply, laying and jointing of the smaller size pipes including the trust block, testing as per specification, and all pipe support shall be included in the payment for the cost of the bigger pipes as indicated in the BOQ;

(d) fixing to and embedding in any surface including providing all clips, brackets, hangers, screws, bolts and the like, cutting out chases and making good surfaces;

(e) Capping open ends of pipework during the progress of the work to prevent ingress of dirt or water;

(f) Wrapping underground pipes with approved anti-corrosive covering material or applying anti-corrosion coating (where applicable);

(g) all short lengths and joints in the running lengths, including the provision of all loose collars, couplings and similar items where required and all jointing and sealing materials including gaskets, bolts and nuts;

(h) Providing all necessary fittings including elbows, tees, reducers, thrust blocks, expansion joints, isolation joints, either special joints and fittings;

(i) Painting identification colour bands on concealed pipes and finish painting exposed pipes;

(j) provision of pipe supports (e.g. clips, saddles, pipe hooks, pipe stays, collars, brackets, rollers, chain, hangers, spring compensators, vibration isolation hangers and the like), seismic restraints and all associated cutting, pinning and painting;

(k) Provision of earthing terminals and other suitable connection of equip-potential bonding conductors

(l) All other works not included in Lump sum Bid Items for any of the separate work items shall be included under unit bid items for Pipes and Fittings.

(3) The rates and lump sums for gate valve, water meter, blow-off valve and air relief valve shall further include for any or all of the following (as may be applicable):



(a) Additional pipes and fittings to install the valves complete as shown in the drawings;

(b) Fabrication and installation of valve box and cover and/or valve housing;

(c) Excavation, backfilling and disposal of surplus excavated material;

(d) Preparation of sub base;

(e) Graded crushed aggregate base course;

(f) Concrete work including formwork and reinforcement:

(g) Joints and waterstops:

(h) Waterproof coatings (where applicable);

(i) Built in anchors, bolts, etc. for equipment;

(j) Fixings, anchors and the like

(4) The rates and lump sums for water meter base, and outdoor hydrant bases shall further include for:

(a) Excavation, backfilling and disposal of surplus excavated material;

(b) Preparation of sub base;

(c) Graded crushed aggregate base course;

(d) Concrete work including formwork and reinforcement;

(e) Joints and waterstops;

(f) Waterproof coatings (where applicable);

(g) Built in anchors, bolts, etc. for equipment; and

(h) Covers

(5) The rates for water service pump and fire water pumps shall further include for:

(a) Concrete foundation/base; and

(b) Fixings, anchors and the like

(6) The cost of providing the hose house structure shall be included in the cost of the Fire Hydrants and shall further include for:

(a) Excavation, backfill and disposal of surplus excavated material;

(b) Subbase preparation;

(c) Graded crushed aggregate base course;

(d) Lean concrete blinding;

(e) Concrete base;

(f) Concrete housing including finish;

(g) Doors; and

(h) Bollards



New Bohol Airport Construction and Sustainable Environmental Protection Project Section 3205: General Requirements for Power Supply System


SECTION 3200: POWER SUPPLY SYSTEM

7.SECTION 3205

GENERAL REQUIREMENTS FOR POWER SUPPLY SYSTEM

1.0 GENERAL

1.1. The provisions of Section 1140 are applicable to some items of Plant and systems and are to be referred to in connection with Section 3200 of the Specification.

1.2. The following provisions are additional to, and are to be read in conjunction with, Section 1140, and are particular to this Section of the Specification.

2.0 SCOPE OF WORK

(1) This work shall cover the following work items:

(2) Electrical Power Supply (Power Substation and Other Buildings)

(a) Standby Generators

(b) Power Distribution System

(c) Road and Car park Lighting

(3) Any item of work that is not specifically indicated but that is necessary for safe and efficient operation of the facilities shall be deemed to be included in the scope of works and included in the Contract Price.


(1) Refer to Item 10.0 Standards of Section 1135

4.0 DESIGN AND MANUFACTURE

4.1. All equipment to be provided under this Specification shall be installed on the Site and shall be capable of working continuously under the following conditions.

Ambient temperature Inside room 10ºC – 45ºC Outside 10ºC – 55ºC

Relative humidity Inside room Max. 95% Outside Max. 100%

4.2. The Contractor shall submit the design documents to the Engineer for approval within one hundred and twenty (120) days from the Commencement Date. The Engineer shall be advised if any change in design is found necessary after original approval is granted. The Engineer may require re-approval if they involve changes in concept, approach, quantity, size or weight, power requirements, performance.

4.3. The design documents shall include UPS and Generator capacity calculations, cable size and voltage drop calculations and schedules of equipment, devices and other items comprising



panels and switchgear.

4.4. The service life of system and equipment (including the computer for the control and monitoring system) shall not be less than 15 years under the normal operation and normal maintenance.

4.5. Not less than sixty (60) days prior to the shipment of the related equipment or structures, two (2) final draft copies of installation instructions, drawings and instruction manuals shall be submitted to the Engineer for approval.

5.0 SPARE PARTS

5.1. General

(1) The provisions of para. 18.0 of Section 1165 are applicable and are to be referred to in connection with Section 3200 of the Specification.

(2) The following provisions are additional to, and are to be read in conjunction with, para. 18.0, Section 1165 and are particular to this Section of the Specification.

(a) The Contractor shall supply spare parts sufficient for two (2) years normal operation of equipment. This two (2) year period commences after the issue date of the Taking-over Certificate.

(b) The Contractor shall assure the availability of spare parts of the same type or substitutes of equal or better quality for at least ten (10) years after the issue of the Performance Certificate.

(c) The spare parts shall be supplied before the issuance of the Taking-Over Certificate.

(d) The Contractor shall be responsible for the spare parts list as recommended. This list shall be prepared by the Contractor and submitted to the Engineer within one hundred and twenty (120) days from the Commencement Date. Thus, during the Defect Notification Period, should any defect occur which would require replacement of parts other than the spare parts recommended by the manufacturer, the Contractor shall supply as soon as possible the needed spare parts at his own expense.

(e) The quantity of spare parts shall be recommended by the manufacturer for the period as stated in para. 5.1 (2), (a) above. The recommended quantity shall be evaluated by the Engineer who shall have the right to approve or reject the quantity offered. The recommended spare parts shall be subject to compatibility to the proposed equipment , if not compatible, the Contractor/Manufacturer shall proposed a new spare parts submitted to the Engineer for evaluation and final comments.

(f) All spares supplied shall be treated and packed for long storage under the climatic conditions prevailing at the Site. Each spare shall be clearly marked or labeled on the outside of its packing with its description and purpose and, when more than one spare is packed in a single case or other container, a general description of the contents shall be shown on the outside of such case or containers and detailed list enclosed. Also, containers and other packages shall be suitably marked and numbered for purposes of identification.

(g) All such cases, containers, cable drums or other packages are liable to be opened for such examination as the Engineer may reasonably require, and all such opening and subsequent repacking shall be at the expense of the Contractor.



5.2. Maximum Requirements

(1) The Contractor shall supply, as a maximum requirement, the spare parts listed below:

(2) Power Receiving Panel, Feeder Panel and Monitor Panel

– Indicator lamp unit with lampholders – Control circuit fuse – Fuse for each size and type – Fuse bases of each type – Relay – Molded case circuit breaker – Ink and/or cartridge for printer – Luminous diodes – Transducers – Closing coil of each type – Shunt trip coil of each type – Arc chutes and protective covers of each type – Signal lamp sockets – Control switch of each type – Terminals of each type – Control socket and plugs of each type and size – Printed – circuit boards – Fluorescent lamp and holders inside panel – Consumables (printing paper, floppy disk)

(3) UPS system

– Thyristor or transistor inverter – Main printed circuit board for control – Relay and auxiliary relay – Main circuit fuse – Control circuit fuse – Control power unit for a UPS and Thyristor transfer switch panel – Purified water for storage battery – Vaseline for storage battery – Consumables (printing paper)

(4) For battery and charger (DC source panel)

– Signal lamp unit – Main circuit fuse – Control circuit fuse – Rectifier element (thyristor, transistor or silicon diode) – Gate controlling device – Auxiliary relay – Purified water for storage battery – Vaseline for storage battery

(5) For diesel engine of standby generator (for one set)

– Cylinder head packing



– Cylinder head gm packing – Injection nozzle with connection tilting – Injection nozzle – Sealing ring – Piston ring – Valve and accessories – Adjustment spring for sealing of valve – Water temperature control valve element – Oil scraper ring – Carbon brush for starter motor – V belt for fan, water pump – Fuel oil filter element – Lubricating oil filter element kit – Packing and gasket – Bolt, nut, washer, locking plate, hexagon head screw and nut – Fuse (main and control circuit) – Signal lamp unit – Relay, auxiliary relay – Lubricating oil – Fuel oil (all fuel tanks to be filled)

(6) For stand by generator (for one set)

– Bearing for generator – Silicon rectifier element – Automatic voltage regulator

(7) For control panel (of diesel generator one set)

– Signal lamp panel – Small fuse – Auxiliary relay – Time lag relay

6.0 TOOL AND APPLIANCES

6.1. General

(1) The provisions of para. 17.0 of Section 1165 are applicable and are to be referred to in connection with Section 3200 of the Specification.

(2) The following provisions are additional to, and are to be read in conjunction with, para. 17.0, Section 1165, and are particular to this Section of the Specification.

(a) Tools and appliances necessary for normal maintenance shall be supplied by the Contractor.

(b) Each tool or appliance shall be clearly marked with its size and/or purpose where necessary.

(c) The tools and appliances with appropriate boxes shall be handed over to the Engineer prior to the issuance of the Taking-over Certificate.

(d) The smaller items or the tools and appliances shall be suitably arranged in fitted boxes of mild steel, wood, or plastic, the number of boxes being determined in relation to the layout of the equipment in question. Each box shall be fitted with a lock and two keys and nameplate shall be painted white and clearly marked in



black letters with the name of the equipment for which the tools and appliances therein are intended.

(e) The tools and appliances supplied shall not be used for erection purposes.

(f) The Contractor shall supply effective and efficient tools and appliances to meet the recommendations for maintenance as set out in ICAO Airport Service Manual Part.9 (Airport Maintenance Practices).

(g) The scope of tools and devices for assembly and maintenance shall include all customary tools and all devices and tools which are specially made and/or required for complete assembling, dismantling, adjustment and maintenance of all equipment.

(h) Selection of tools and devices shall take into consideration that all maintenance and repair work requiring shutdown of the diesel generator sets shall be carried out within the shortest possible time. All components to be dismantled shall be equipped with eyebolts, lugs or other devices to facilitate handling, installation and removal.

(i) The Contractor shall submit tool list with drawings for the approval by the Engineer within one hundred and twenty (120) days from the Commencement Date.

6.2. Minimum Requirements

(1) For UPS system

– Plastic jar (for dilute sulfuric acid): 2 No. – Gravimeter for storage battery (1.100~1.300): 2 No. – Gravimeter for storage battery (1.240~1.300): 2 No. – Funnel for storage battery: 2 No. – Syringe for storage battery: 2 No. – Rod thermometer (glass) for storage battery: 10 No. – Cleaner (230V, 0.5~1 kW): 1 No.

(2) For common use (mainly diesel engine)

– Double end box wrench: 1 No. for each size – Double end box wrench offset on one side: 1 No. for each size – Double end wrench: 1 No. for each size – Single head wrench: 1 No. for each size – Spanner 10 x 12 to 36 x 41, 6 sizes: 1 No. – Plier: 1 No. – Adjustable wrench: 1 No. – Screw driver, (+) and (-): each 1 No. – Socket, 3 size: 1 No. for each size – Pronged socket wrench: 1 No. – Valve gauge: 1 No. – Nozzle tester: 1 No. – Torque wrench: 1 No. – Piston ring plier: 1 No. – Plastic hammer (50mm dia.): 1 No. – Dial gauge (0.01~5mm): 1 No. – Thickness gauge: 1 No. – Gap gauge for motor 1 No. – Iron level (150l x 24mm): 10 No. – Iron level (300l x 24mm): 5 No.



– Plastic jar (for dilute sulfuric acid): 2 No. – Gravimeter for storage battery (1.240~1.300): 2 No. – Funnel for storage battery: 2 No. – Syringe for storage battery: 2 No. – Rod thermometer (glass) for storage battery: 10 No. – Stepladder (4m, lightweight alloy steel): 2 No.

(3) For battery and charger (DC source panel)

– Suction hydrometer: 2 No. – Rod thermometer: 2 No. – Plastic acid jug, 2 liter: 2 No. – Plastic syringe, 180cc: 2 No. – Plastic funnel: 2 No. – DC voltmeter 3-0-3-V: 2 No. – Tool box: 2 No.

6.3. Ancillary Equipment

(1) Generator room shall be equipped with:

(a) Two work benches: dimensions 1.5m long, 0.7m wide and 0.85m high. Surface of hardwood not less than 30 mm thick, rigidly supported by braced steel construction, with storage shelf and drawers.

(b) Two vices: jaw length 150mm, mounted on work bench. Body of cast steel, jaws of carbon steel. Additionally, four loose copper jaws, minimum thickness 3mm, and two loose jaws with V grooves (for pipes) shall be attached.

(c) Four steel made cabinets with lockable door wings and five shelves for tools, spare parts (approx. dimensions 1.95m high, 1.00m wide, 0.45m deep).

(d) Four steel racks with five shelves/boards for tools, spare parts.

7.0 MEASURING EQUIPMENT

7.1. General

(1) Measuring equipment shall be supplied necessary for normal maintenance but not limited to those specified in the relevant sections hereunder.

(2) Measuring equipment shall be provided with all necessary accessories for measuring with adequate supply of spares and also including operation manuals.

(3) Measuring equipment shall have sufficient measuring range and accuracy required by the respective system for which it is intended.

(4) Measuring equipment except for the stationary type shall be easy to transport. If the weight of the measuring equipment is such that it cannot conveniently be carried, suitable hand carts with steerable rubber-tired wheels shall be supplied.

(5) All measuring equipment to be used on AC shall be suitable for 60 Hz, 230 V, single-phase two-wire circuits and be capable of satisfactory operation within voltage variations of ±10 %.

(6) The Contractor shall supply effective and efficient measuring equipment to meet the recommendations for maintenance as set out in ICAO Airport Services Manual Part.9 (Airport Maintenance Practices).



(7) The Contractor shall submit measuring equipment list with related technical data and drawings for the approval by the Engineer within one hundred and twenty (120) days from the Commencement Date.

7.2. Minimum Requirements

(1) For UPS system (for one system)

– Digital voltmeter: 1 No. – Phase detector: 1 No. – Diode checker: 1 No. – Power detector (600V): 1 No. – Digital storage oscilloscope with real-time

capability (DC-60MHz, 2 channels, 20 MS/sec sampling ratty 8-bit resolution 40% words/channel memory length), 6 inches x 6 inches CRT with power fuse, probe, 3P-2P adapter and 32 k byte Memory Cards: 1 No.

– Digital oscillographic waveform paper recorder with touch-activated color LCD display, with four clamped meter with recording paper for one year: 1 No.

– Frequency counter: 1 No.

(2) For Engine Generator (for one set)

– Power detector (600V): 1 No. – Tester (Class AA): 1 No. – Phase detector: 1 No. – Digital voltmeter 1 No.

(3) For general common use

– Battery operated insulation tester: 2 No. (500V, 1000M ohm) – Portable AC voltmeter with instrument

transformer (class 0.5): 4 No. – Portable AC ammeter (class 0.5): 2 No. – Portable DC ammeter (class 0.5): 2 No. – Portable DC ammeter and voltmeter (class 0.5): 2 No. – Clamp-on ammeter: 1 No. – Tool set: 1 set – Power detector: 1 No. – Insulating rubber glove and boots: 2 sets – Frequency counter: 1 No. – Diode checker: 1 No.

8.0 GENERAL TECHNICAL REQUIREMENT

8.1. Cleaning and Painting

(1) All bright metal parts shall be covered before shipment with an approved protective compound and protected adequately during shipment to the Site. After erection these parts shall be cleaned with a correct solvent and polished bright where required.



(2) All metalwork which is normally painted after manufacture, except where finish painted, galvanized or polished in the factory, shall be well brushed down and given one coat of red lead paint before shipment.

(3) All parts which shall ultimately be buried in concrete shall be cleaned and protected before leaving the factory by approved method. Before being built in they shall be thoroughly descaled and cleaned of all rust and adherent matter by the use of strong wire brushes.

(4) Before erection at the Site all exposed steelwork, including bare pipe surfaces and hand railing, shall be well wire brushed down and cleaned, after which all parts shall be given one coat of primer, one undercoat and one finishing coat of a quality paint in colors approved by the Engineer.

(5) For hot surfaces such as exhaust pipes etc., silicone based paints shall be used.

(6) Exterior surface of switchgear, control panel, generator panel, etc. shall be given one prime coat, one undercoat before assembling and two finish coats at factory as follows:

(a) Before prime coat, oil or grease shall be removed with benzine or other solvent and scale, rust and other foreign substances on the surface shall be thoroughly cleaned by sandblasting or bonderizing.

(b) For prime coat an anti-corrosive paint shall be used. They dry film thickness of coating shall be not less than 0.02 mm and the coating weight shall be not less than 0.14 kg/m2.

(c) The coating weight of oil putty shall be decided in accordance with the surface condition of the prime coat. The coating weight of filling shall be not less than 0.15 kg/m2 for each coat.

(d) The dry sanding with paper shall be applied after putty. The dry film thickness of undercoat shall be not less than 0.02 mm and the coating weight shall be not less than 0.14 kg/m2.

(e) The coating weight of finish coat shall be not less than 0.12 kg/m2 for each coat and the dry film thickness of finish coat shall be not less than 0.035 mm.

(7) Interior surface of switchgear, control panel, generator panel, etc. shall be given one prime coat before assembling and two (2) finish coats at factory as follows:

(a) Before prime coat, oil or grease shall be removed with benzine or other solvent and scale, rust and other foreign substances on the surface shall be thoroughly cleaned by sandblasting or bonderizing.

(b) For prime coat an anti-corrosive paint shall be used. The dry film thickness of coating shall be not less than 0.02 mm and the coating weight shall be not less than 0.14 kg/m2.

(c) The coating weight of finish coat shall be not less than 0.12 kg/m2 for each coat and the dry film thickness of finish coat shall be not less than 0.025 mm.

8.2. Locks

(1) Three (3) keys shall be supplied for each lock called for under this Section of the Specification. Locks and keys for all equipment under a particular group to be designated by the Engineer shall be interchangeable.

(2) All locks and padlocks shall be brass and, where fitted to access doors, shall be



chromium plated.

(3) A rack or cabinet of approved design shall be supplied for the accommodation of padlocks and/or keys supplied under this Contract while they are not in use. The padlocks and keys shall be engraved with a suitable identifying code or inscription and this shall be repeated on the racks or cabinets on engraved labels attached thereto.

8.3. Galvanized Works

(1) All materials to be galvanized shall be of the full dimensions shown or specified and all punching, cutting, drilling, screw tapping and the removal of burrs shall be completed before the galvanizing process commences.

(2) All galvanizing shall be done by the hot dip process with spelter, not less than 98 % of pure zinc. No alternative process shall be used without the approval of the Engineer. No components shall be galvanized which are likely to come into subsequent contact with oil. Bolts shall be completely galvanized including the threads, but the threads shall be left uncoated in the case of nuts.

(3) The zinc coating shall be uniform, clean, smooth and as free from spangle as possible. In the case of component parts the zinc coating shall weigh not less than 550 gm/m² of area covered.

(4) Galvanized wire shall comply with the authorized Standard of the country of manufacture. The Engineer may select for test as many components to be weighted after pickling and before and after galvanizing as he may think fit.

(5) All galvanized parts shall be protected from injury to the zinc coating due to differential aeration and abrasion during the periods of transit, storage and erection. Damaged areas of the coating shall be touched up with an approved zinc-dust paint or other approved flake metallic compound.

8.4. Chromium Plating

(1) The chromium plating of those components of the equipment where specified and where offered by the Contractor shall comply with the requirements of the authorized Standard of the country of manufacture.

9.0 ELECTRIC POWER SOURCE

9.1. Electric power source shall be supplied by a 13.2 kV, 60 Hz, three phase overhead lines from the proposed BOHECO 1 10 MVA Substation located in the central road of the island. The overhead facilities from the substation to the Airport site are to be supplied and installed by BOHECO 1 and shouldered by the project.

9.2. The Bill Deposit and cost of the overhead facilities to be charged by BOHECO 1 shall be source from a Provisional Sum (Part of BOQ) that can be used as a whole or in part. The payment for these two undertakings shall be paid by the Contractor to BOHECO 1 in the name of the Employer.

9.3. In the Power Substation all disconnecting switches and vacuum circuit breakers shall be operated in accordance with Sub-Section 3250.

9.4. In the Power Substation three (3) phase 13.2 kV power shall be stepped down to 4.16 kV, and then down to 230 V for distributing to each electrical equipment of the various facilities (Airfield Lighting, Road Lighting, Apron Floodlighting, Control Tower and Operation



Building, Fire Station, Administration Building, Maintenance Building, Power House and Pump Room).

9.5. The system shall also have provision for the necessary emergency power source for the important facilities when any fault occurs in the commercial power system. The emergency power supply shall be provided by diesel engine driver generator.

9.6. CCRs for the essential lights in Aeronautical Ground Lights shall be supplied with power from the UPS.

9.7. The operating method with generating sets shall be in accordance with Sub-Section 3230 of this Specification.

9.8. The Contractor shall contact Electric Power Company (BOHECO 1) who shall provide source of power for Electric Power Supply System (13.2 kV), regarding arrangement for incoming line and related considerations. The Contractor shall be fully responsible for the coordination and submissions necessary to ensure that permanent electrical supply is available within the Time for Completion.

10.0 CIVIL WORKS

10.1. General

(1) Where not specifically referenced below, items of Civil Works shall meet the requirements of 2000 series of the Specifications.

10.2. Concrete

(1) Concrete and mortar shall meet the requirements specified in Section 1400.

10.3. Steel Reinforcement

(1) Steel reinforcement shall meet the requirements specified in Section 1420.

10.4. Formwork/finishing

(1) Formwork and finishing concrete shall meet the requirements specified in Section 1440.

10.5. Joints/Waterstops/Sealants

(1) Joints, waterstops and sealants shall meet the requirements specified in Section 1460.

10.6. Cable trenches

(1) For direct buried cables the cables in the trenches shall be carefully laid over 75 mm of sand cushion. On top of the cables another 75 mm sand layer shall be added before backfilling. To secure for proper horizontal and vertical spacing adequate jibs shall be used during cable laying.


11.1. General

(1) The provisions of Section 1145 are applicable and are to be referred to in connection with Section 3200 Series 6000 and other electrical equipment under



other section of this Specification.


11.2. Scope of Testing

(1) The Contractor shall perform all the test activities specified in this Section.

(2) The Contractor shall prepare and submit at least fifty six (56) days prior to any test carried out by the Contractor, two (2) sets of detailed test procedures and schedules to the Engineer for consideration and approval. Test procedures shall be comprehensive and shall demonstrate equipment hardware compliance with all the requirements of the Specification.

(3) The entire work to be executed by the Contractor is subject to inspection and test by the Engineer during manufacturing, installation and on completion at the Site, but the approval of the Engineer or the passing of any such inspection or test shall not, however, prejudice the right to reject the items of equipment if they do not comply with the Specification when installed.

(4) Test items are shown as follows:

(a) Tests at factory by the Contractor himself

(b) Witness tests at factory

(c) Tests at the Site during construction

(d) Commissioning tests

(e) Reliability test (15 days)

(f) Acceptance tests

(g) Other tests

(5) The Contractor shall submit to the engineer the recommended test procedures by the contractor himself and manufacturer for approval. The Engineer at his own discretion can add a test procedure necessary to complete the test.

11.3. Documents for Tests and Inspections

(1) Before the execution of tests and inspections, the Contractor shall prepare and submit the following documents to the Engineer for his approval.

(a) Complete description in writing about procedure of tests at the factory.

(b) Complete description in writing about procedure of tests at the Site.

(c) Complete description in writing about procedure of commissioning tests at the Site.

(2) Certified readings and data of all tests to be carried out by the Contractor shall be submitted to the Engineer upon completion of each test and the Contractor shall prepare additional four (4) copies of complete set of these test data bound in book form for submission at the time of the commissioning test.

11.4. Factory Tests

(1) Factory tests shall be made by the Contractor on specific equipment to demonstrate



that the equipment complies with applicable specifications and, additionally, any tests called for by the Engineer to ensure that the equipment to be supplied meets the requirements of the Specification. The methods of testing of equipment not covered by any specification or applicable standards shall be agreed with the Engineer.

(2) The Engineer shall be given the option of witnessing all tests. When the equipment is ready for inspection or test, the Contractor shall give a minimum of five (5) working days’ notice to the Engineer together with the data of tests done by himself.

(3) The results of factory tests shall be recorded for submission to the Engineer, copy furnished to the Employer, prior to the shipment of the equipment item.

(4) The test report shall contain the information specified below:

(a) Indicate the performance of each equipment under test and whether it meets the system limits.

(b) A record of any engineering changes necessary due to design deficiencies

(5) The suitability of diagnostics and technical manuals provided by the Contractor and their capability of off-line failure isolation and repair shall be proved by the Contractor.

(6) The Contractor shall include all the costs required for such factory test mentioned below:

(a) Number of person to be dispatched from the Employer/Engineer: Four (4) persons (maximum).

(b) Round trip air ticket between Manila and supplier’s country (For imported items)

(c) Accommodation

(d) Local transportation fee and subsistence allowance.

(e) Test period: Total 10 working days.

11.5. Tests at Site during Construction

(1) During the course of installation, the Engineer shall have the full right for making tests and inspection of the work, as he may deem necessary always with the participation of the Employer’s personnel in all tests at Site if so requested by the DOTC and CAAP (Civil Aviation Authority of the Philippines) for the purpose of on-the-job training.

(2) In this case, the Contractor may have part of the tests conducted by such personnel but shall assume final responsibilities for test results.

11.6. Commissioning Tests

(1) Commissioning tests of the system shall be carried out after it has been installed adjusted and tested. No commissioning tests shall be commenced without prior approval of the Engineer to the schedule and procedure which are to be followed.

(2) At least ten (10) working days’ notice of the Contractor’s readiness to start each site test shall be given to the Engineer.

(3) The Contractor shall conduct the commissioning tests which, however, shall be carried out under the direction of the Engineer.



11.7. Reliability Tests

(1) When the Contractor considers that the installations are ready for commercial service, the Engineer shall be notified accordingly after the commissioning tests. When the Engineer agrees that the installations are ready for commercial service, each system shall be required to operate under the working conditions, either continuously or intermittently as may be convenient, without failure or interruption of any kind for a period of not less than fifteen (15) days.

(2) The systems may be operated by the Employer’s staff during the reliability test period, but the Contractor shall be allowed to make any minor adjustments which may be necessary, provided that such adjustments do not in any way interface with, or prevent commercial use by the Employer.

11.8. Acceptance Test

(1) Acceptance tests of the total system performance including interface with other facilities and each system shall be carried out after the completion of each system. No acceptance test shall be commenced without prior approval of the Engineer.

(2) Established schedules and procedures are to be followed. At least ten (10) working days prior notice of the Contractor’s readiness to start each test shall be given to the Engineer.

(3) The Contractor shall conduct the acceptance tests which shall be carried out under the direction of the Engineer.

(4) When the system has mechanical parts, such as engine generator, 72 hours continuous operation test shall be required.

11.9. Other Tests

(1) The Contractor shall carry out any test other than specified hereinabove wherever so required by the Engineer. All tests shall be carried out in the presence of the Engineer and the personnel of DOTC and CAAP and to their complete satisfaction.

(2) The Contractor may use for this purpose at the Site the measuring equipment supplied by him under the Contract with permission of the Engineer, provided that such equipment be restored to its original condition at the time of commissioning test.

11.10. Retest

(1) Should the systems or any portion thereof fail under test to give the performance required, then any further test(s) which may be considered necessary by the Engineer shall be carried out in a similar manner, but the whole cost of the repeated test(s) shall be borne by the Contractor.

11.11. Rejection

(1) If any item fails to comply with the requirements specified in the Specifications in any respect whatsoever at any stage of manufacture, test, erection or on final completion, the Engineer may reject the item or defective component thereof, whichever is considered necessary, and after adjustment or modification as directed by the Engineer, the Contractor shall submit the item for further inspection and/or test.

(2) In the event of the defect of any item being of such a nature that the requirements in



the Specification cannot be fulfilled by adjustment or modification, such item is to be replaced by the Contractor at his own expense, to the entire satisfaction of the Engineer.

12.0 TRAINING OF PERSONNEL

12.1. General

(1) The provisions of Section 1150 are applicable to be referred to in connection with Section 3200 of the Specification.


12.2. Phases of Training

(1) Training for equipment operation and the maintenance of the equipment and systems shall be provided as specified herein in phases as follows:

(a) Local training

(b) On the job training

(2) All training shall be conducted in the English language and be suitable for trainees with the appropriate level of education. A detailed programme for all training shall be submitted to the Engineer not later than fifty-six (56) days before any training is started.

(3) The Contractor shall update, if deemed necessary by the Engineer, the detailed programme under the Contract not later than twenty-eight (28) calendar days before the date when the Contractor intends to start the programme.

(4) The Employer shall nominate candidates for the trainees whose qualification shall be subject to examination by the Contractor. The Contractor shall reserve the right to reject any or all the candidates deemed disqualified and to request the Employer to nominate other candidates.

(5) The Employer shall have the trainees qualified by the Contractor be ready and available for the training in accordance with the said programme.

12.3. Local Training

(1) Training facilities shall be provided by the Contractor.

(2) Maximum number of trainees to attend the course for theoretical and practical training shall be twelve (12) persons per course.

(3) The duration of the course both for theoretical and practical shall be at least the duration mentioned below:

Course Theoretical Practical

(i) Standby generator 2 days 1 week

(ii) Transformer and Switchgear panel 2 days 1 week

(iii) UPS 2 days 1 week

(4) The Contractor shall include the cost of instruction for the above mentioned courses,



together with training manuals and material to be used in the courses, in his unit rates or lump sum prices, unless identified separately in the Bills of Quantities.

12.4. On the Job Training

(1) OJT shall be rendered by the Contractor, utilizing the manufacturers’ engineers, to the Employer’s trainees for the duration of installation and testing.

(2) The Contractor shall include the necessary cost for such OJT in his unit rates or lump sum prices, unless identified separately in the Bills of Quantities.

13.0 OPERATION AND MAINTENANCE MANUALS

13.1. General

(1) The provisions of para. 16.0 of Section 1165 are to be referred to in connection with Section 3200 of the Specification.

(2) The following provisions are additional to, and are to be read in conjunction with, para. 16.0 of Section 1165, and are particular to this Section of the Specification.

13.2. Draft Manuals

(1) The draft manuals to be submitted shall include, as a minimum, the following:

(a) Introductory material stating the model or type designation, the equipment purpose, and any appropriate general descriptive information

(b) Preparation for use – any special unpacking and assembling requirements shall be explained. Essential installation instructions, such as foundation requirements, plumbing or electrical connections, power requirements and initial lubrication, servicing and inspection instructions shall also be explained.

(c) Operating Instructions – as applicable to the equipment, operating instructions shall include but not be limited to : preliminary adjustment and control settings, starting and stopping the equipment, operation, etc.

(d) Cleaning and lubricating

(e) Trouble-shooting

(f) Preventive maintenance

(g) T Parts list, (including component and parts layout)

(h) Maintenance record log forms and check lists for daily, weekly, monthly, semiannually and annually.

(i) Service life (year or hours) of equipment and main parts and devices

13.3. Final Manuals

(1) As well as the six (6) sets of final manuals, one (1) set of final manual in software media, either in diskette form or in CD in latest MS format, shall be submitted to the Engineer.

14.0 CABLE WORKS

14.1. General



(1) Where no ducts exist anti-corrosive metal armoring shall be used for all cables to be installed outdoors.

(2) The following information shall be marked repeatedly on suitable part of the cable:

(a) Manufacturer’s name and/or Trademark

(b) Voltage rating (for 15kV, 6.6kV cable only)

(c) Year of manufacture

(3) Cable length per cable drum shall be less than 1000 meters and total weight of cable and drum shall be less than 5 tons for easy transportation. The Contractor shall submit cable length list to the Engineer for approval before manufacturing.

(4) Where cable ends projects from a drum they shall be adequately protected to prevent damage during handling and transportation, and a thick PVC wrapper (cap) shall be placed over the cable to prevent the ingress of dirt, dust and grit, etc.

(5) Each drum shall bear a distinguishing number which should be branded with hot iron or neatly chiseled on the outside of one flange. A painted marking shall not be accepted.

(6) Particulars of the cable, i.e. type of cable, rated voltage, length, conductor size, number of cores, gross and net weights, as well as position of cable end, manufacturer’s name and year and month of manufacture shall be clearly shown on the drum. The direction of rolling shall be indicated by an arrow.

14.2. 15kV Power Cable (15kV CV/XLPE) for 13.2kV Circuit

(1) 15kV power cable to be used in this Works shall be single core cross-linked polyethylene insulated and polyvinyl-chloride sheathed cables as follows:

Table 3205.7 Cable Details

No. of Conductor No. 1 1 1 Triplex type

Conductor (Copper)

Size mm2 60 100 150 60 100 150

Shape - CompactStranded

CompactStranded

CompactStranded

Compact Stranded

Compact Stranded

CompactStranded

Dia. mm 9.3 12.0 14.7 9.3 12.0 14.7

Thick. of Insulation (XLPE) mm 6.5 6.5 6.5 6.5 6.5 6.5

Thick. of Sheath (PVC) mm 2.2 2.3 2.4 2.5 2.7 2.9

Approx. Outside Dia of Sheath mm - - - 29 32 35

Approx. Outside Dia. of Cable mm 28 32 34 61 68 75

Approx. Weight of Cable kg/km 1,250 1,650 2,200 3,650 5,090 6,850

AC Withstand Voltage kV/10min. 38 38 38 38 38 38

Conductor Resistance at 20ºC ohm/km 0.305 0.183 0.122 0.311 0.187 0.124

Min. Insulation Resistance Mohm/km 2,500 2,500 2,500 2,500 2,500 2,500

(2) The cable conductor shall be compact round stranded, soft annealed uncoated copper wires.



(3) The average thickness of the insulation shall be not less than 90% of the value given in Table 3205.7. The minimum thickness at any point shall be not less than 80% of the specified value.

(4) The average thickness of the polyvinyl-chloride sheath shall be not less than 90% of the value given in Table 3205.7. The minimum thickness at any point shall be not less than 85% of the specified value.

14.3. 6kV Power Cables for 4,160V Circuits

(1) All power cables of parallel circuits to be used in the Works shall be manufactured and tested in accordance with the following Standards:

IEC - International Electrotechnical Commission Standard

JIS - Japan Industrial Standard

JCS - Japanese Cable Maker’s Association Standards

ICEA Insulated Cable Engineers Association, U.S.A.

PEC Philippines Electrical Code

(2) All power cables, except where otherwise specified, shall be cross-linked polyethylene insulated and polyvinyl-chloride sheathed cables (6.6kV CV cable).

(3) All CV cables shall be manufactured in accordance with JIS C 3606 (high-voltage cross-linked polyethylene insulated cables)

14.4. 600V Power and Control Cables

(1) All power cables of parallel circuits, as well as all control cables to be used in the Works shall be manufactured and tested in accordance with IEC, JIS, JCS, ICEA or equivalent Standard.

(2) All power cables, except where otherwise specified, shall be cross-linked polyethylene insulated and polyvinyl-chloride sheathed.

(3) All control cables, except where otherwise specified, shall be polyvinyl-chloride insulated and polyvinyl-chloride sheathed control cables.

14.5. Bare Copper Wires

(1) The grounding wires to be used in the Works shall be manufactured and tested in accordance with the appropriate Standards authorized in the country of manufacture, or equivalent.

14.6. Power and Control Cable Joint

(1) Joints and terminations of the power cable and control cables shall be executed in a manner to be approved by the Engineer. To enable easy access for maintenance, in principle all joints shall be made in the manholes or handholes.

(2) The Contractor shall submit jointing point location plan for the Engineer’s approval within one hundred and twenty (120) days from the Commencement Date.

(3) For long routes, cables shall be installed in maximum drum lengths and straight through jointing between shorter lengths shall not be permitted without the prior



(4) Full details of all straight through jointing accessories for cables shall be submitted to the Engineer for written approval. No straight through jointing accessory shall be used unless it has received the written approval of the Engineer.

14.7. Cable Installation

(1) The approximate routes of the cables are shown on the Drawings. Actual laying positions of the cable ducts, trenches, and of cable supports shall be determined with due regard to any obstacles that might exist as well as to accessibility of all such routes, subject to the approval of the Engineer prior to the installation.

(2) Where crossing runways, taxiways, roads or aprons, underground cables shall be protected with galvanized steel pipes

(3) The cables shall be buried at least 700 mm below finished grade.

(4) Minimum spacing between underground cables shall be maintained as follows:

Between same voltage cables 60 mm

Between 6.6 kV cables and 5kV/3kV AGL cables 60 mm

Between 6.6 kV cables and 600 V cables 150 mm

Between 6.6 kV cables and light-current cables 300 mm

Between 5 kV/3 kV AGL cables and 600 V cables 150 mm

Between 5 kV/3 kV AGL cables and light-current cables 300 mm

Between 600V cables and light-current cables 300 mm

(5) Each underground cable shall be bear markers of non-corrosive material at each of the manholes, as directed by the Engineer, for easy circuit identification in the future.

14.8. Grounding Systems

(1) The grounding system shall be provided properly for safeguard to personnel and equipment. The grounding of equipment, shall be made mechanically and electrically to ensure the continuous system, and shall be conductive.

(2) Three kinds of grounding electrodes for transformer, lightning arrester and other electrical equipment shall be provided individually and separately.

(3) Grounding for underground cable lightning protection wires shall be installed for linked circuit. The bare copper stranded wire of 14 mm² for lightning protection shall be laid underground to a depth of 300 mm, above and along the entire length of the underground cables. The wire shall be connected to grounding rods, 15 mm in diameter and 3.0 m long, to be installed at intervals of not more than 200 m. Where the cables are installed in parallel and their width exceeds 300 mm, the bare copper wire shall be installed for each 300 mm width. The ground rods shall be made of copper or copper clad steel rod. The grounding resistance as a whole shall not exceed 5 ohms.

(4) For grounding for equipment common grounding wire shall be installed in the cable pits. The wire shall be connected to copper grounding plates, or rods and shall also be connected with the grounding terminal of the equipment items. The copper grounding plates and rods shall be installed underground to a depth of not less than 1.0 m. The grounding resistance of the system as a whole shall not exceed 5 ohms.



(5) A grounding test box shall be installed in each substation and located at a suitable position for testing.

(6) As required by the Electric Cooperative, interconnection of their grounding system and the airport grounding system is part of the pay item in the Grounding System in the BOQ.

(7) Refer to Section 6900 for complete grounding system.

14.9. Cable Ducts and Manholes

(1) Galvanized steel pipes shall be used as cable ducts where cables are to cross the apron shoulder pavement area and airside maintenance road.

(2) A manhole shall be provided on both sides of crossing ducts in order that the cables can be easily installed except the ducts for airside maintenance road. The ducts shall be buried at a depth of more than 1200 mm from the pavement surface to the top surface of ducts.

(3) The Contractor shall submit to the Engineer for approval structural calculations and drawings of manhole structures.


15.1. Measurement


15.2. Rates

(1) The rates and lump sums shall be full compensation for all plant, materials, labour, equipment, transport, temporary works, establishment charges, overheads, profits and taxes required to complete the work contained in this Sub-Section of the Specification and/or shown on the Drawings.

(2) The rates and lump sums shall be fully inclusive as detailed in the following Sub-Sections of this Section 3200.

(3) The rates and lump sums shall further include, if not itemized separately in the BOQ for the following Sub-Sections:

(a) Contractor’s design (where applicable)

(b) Training for equipment and systems

(c) Spare parts

(d) Testing and commissioning

(e) Maintenance tools and special tools

(f) Protection

New Bohol Airport Construction and Sustainable Environmental Protection Project Section 3210: Electrical Power Supply


8.SECTION 3210

ELECTRICAL POWER SUPPLY

1.0 SCOPE OF WORKS

1.1. This Sub-Section covers the specific technical requirements for the following items of electrical equipment.

(1) Metal Enclosed Switchgear

(a) 13.2kV Vacuum Switchgear (Panel)

(b) 4.16kV Vacuum Switchgear (Panel)

(c) 230V Distribution Panel

(2) Power Transformer

(a) 13.2kV/4.16kV Cast Resin Dry Type Transformer

(b) 4.16kV/230V Cast Resin Dry Transformer

(3) 4.16 kV Switchgear (Panel) and Transformer (Outdoor Cubicle type)

(4) Circuit Breaker

(a) 13.2kV Vacuum Circuit Breaker (VCB)

(b) 4.16kV Vacuum Circuit Breaker (VCB)

(c) 230V Molded Case Circuit Breaker (MCCB)

(5) UPS System for CCR

2.0 13.2 KV SWITCHGEAR PANEL (INDOOR TYPE)

2.1. General

(1) The switchgear shall be used for 13.2kV, three phases, Main Disconnect of the system

2.2. Technical Specification

(1) Switchgear Data

Type : Indoor Rated voltage : 17.5kV Design and Operating Voltage : 13.2kV Rated insulation level impulsive withstand voltage (1.2 x 50 micro second)

: 95kV crest

Power frequency withstand voltage : 38kV rms Basic insulation level : 95 kV Rated frequency : 60Hz Rated normal current : 630A Rated short-circuit breaking current : 31.5kA rms Rated short-time current (3 sec) : 31.5kA rms



(2) Circuit Breaker

Type : vacuum type Rated normal current : 630A (at 40ºC) Rated short-time current (3 sec) : 31.5kA rms Rated short-circuit breaking current : 31.5kA rms Rated interrupting time : 3 or 5 cycles

2.3. Enclosures

(1) The cubicle shall have a rigid self-supporting completely metal-enclosed structure suitable for mounting on steel base channels embedded in a concrete floor.

(2) The switchgear shall be metal-enclosed type incorporating vacuum circuit breakers, current transformers, potential transformer, busbar, earth disconnect switch, earthing switch and lightning arrestor.

(3) The equipment proposed shall be the best suited to the specified application. The panels shall be fabricated from steel sheet (not less than 2.3mm thickness).

(4) Blank bottom plate shall be provided for control cable entry. The entry of power cables shall be from the bottom of the power cable compartment provided with blank plate. Cable access areas shall be completely closed off to prevent the entry of vermin into the switchgear enclosures.

(5) The metal enclosure shall afford maximum safety to the personnel under all operating and fault conditions.

(6) The operating mechanism shall be easily accessible from the operator area.

(7) The circuit breaker bay shall include the full complement of disconnecting and grounding switches, instrument transformers, control and protection equipment, interlocking and monitoring facilities.

(8) All other major components for the safe and secure operation of the switchgear shall be as per manufacturer recommendations and standard, and shall be included.

(9) Refer also to paras 3.1 to 3.22 of this Section for general details

3.0 4.16KV VACUUM SWITCHGEAR PANEL (INDOOR)

3.1. General

(1) The Works include the installation of 4.16kV air-insulated (vacuum), metal-enclosed, metal-clad. Medium voltage switchboards, designed for high power, interrupting current HV/MV, MV/MV or MV/LV indoor switchgears.

(2) The switchgear shall meet the recommendations given in the latest editions of the following Standards:

IEC 60694 - Common Specifications for HV Switchgear and Control gear

Standards (2002) IEC 60298 - AC Metal-Enclosed Switchgear and Control gear for Rated

Voltages above 1 kV and up to and including 52 kV (1994) IEC 61166 - HVAC Circuit Breakers (1993) IEC 62271-102 - HV Switchgear and Control gear – Part 102 HVAC



Disconnectors and Earthing Switches (2001) IEC 60044-1 - Instrument Transformer – Part 1: Current Transformers (2000) IEC 60044-2 - Instrument Transformer – Part 2: Inductive Voltage

Transformers (2000) IEC 60801 - Monitoring and Control IEC 60255 - Electrical Relays JEM 1425 - Metal-Enclosed Switchgear and Control gear for Rated Voltage

above 1 kV and up to and including 52 kV (2000)

(3) The switchgear shall be designed and tested according to the following electrical values:

Rated voltage : 7.2kV three-phase Operating voltage : 4.16kV three-phase Rated frequency : 60Hz Insulation level 1-minute power frequency withstand : 20kV BIL (Basic Impulse Insulation Level) : 60kV-1,2/50μs Busbar rated current : 630A Short-circuit current : 25kA Short-circuit withstand time : 3 seconds Earthing system, making capacity : 25kA

3.2. Switchboards

(1) The switchboards shall meet the criteria for indoor, air-insulated, metal-enclosed, metal-clad switchboard in compliance with IEC Standard 60298, section 3, 1990-12 edition, or JEM 1265 (Low Voltage Metal-Enclosed Switchgear and Control gear) (1994).

(2) The environment shall be as follows:

Altitude : less than 1000m Ambient temperature Minimum : - 5 ºC Maximum : +40 ºC Hygrometry At +20ºC : less than 90% At +40ºC : less than 50%

(3) The switchboards shall be modular and extendable on site.

(4) They shall comprise of functional units as defined by IEC Standard 60298, section 3, 104: “part of metal-enclosed switchgear including all the main circuit and auxiliary circuit equipment that contributes to the performance of the same function”. A functional unit shall be, for example, a transformer incomer unit, a motor feeder unit, etc. The factory-made functional units shall be bolted together on site.

(5) The switchboards shall be built so as to require no access to the rear section, for installation or operation, in order to be installed at a distance of 100mm or less from the wall behind them.

(6) The functional unit power circuits shall be interconnected by a busbar designed to switchgear rated current.



(7) The functional unit earthing circuits shall be interconnected by a main earth collector made of copper, the cross-sectional area of which shall allow the flows of the rated short-circuit current.

3.3. Cubicles

(1) The term “cubicles” designates all the functional units other than switchgear and the protection and control system, namely:

(a) The metal enclosure

(b) The compartment partitions

(c) The power circuit

(d) The earthing circuit

(2) The cubicles shall be for the “the metal-enclosed switchgear” type, in accordance with the definition given in IEC Standard 60298, Section 3. The outer enclosures shall therefore be metallic and earthed.

(3) Each cubicle shall be built on a self-supporting chassis made of bent steel plates. The plates, which form the enclosure, shall be made of aluminum-zinc and shall be 2mm thick.

(4) They shall naturally be protected against corrosion, without requiring additional treatment. Since the plates comprise the visible parts of the switchboard, both sides shall be painted. They shall be made of zinc-plated steel. The paint shall be light grey in colour (RAL 9002).

(5) The plates which comprise the cubicle floors shall be made of galvanized steel and shall be 3mm thick.

(6) The cubicle shall be IP3X in accordance with IEC Standard 60298: it must be impossible to insert a rod 2.5mm in diameter.

(7) The cubicles shall have internal arc withstand, verified according to the six criteria of IEC Standard 60298, appendix AA, class A accessibility. The tests shall have been carried out, for each type of cubicle and for each of the three power compartments, namely the cable connection, busbar and switchgear (circuit breaker) compartment.

(8) The cubicles shall comprise four electrically independent compartments, in accordance with the definition of metal clad switchgear given in IEC Standard 60298, Section 3.

(a) All partitions between compartments shall be metallic and earthed.

(b) In order to ensure maximum user safety, it is imperative for the movable inter-compartment shutters to be metallic and earthed.

(c) All the compartments shall be accessible via the front of the cubicle.

(d) Compartment access shall be restricted by the presence of safety mechanisms and interlocks (see section on “operation”).

(9) The compartments shall be the following:

(a) Busbar compartment

(i) The busbar compartment shall be accessible via the front of the cubicle or



the top of the cubicle, by removing the bolted plates.

(ii) It shall be equipped with flaps for evacuating overpressure to the top or back of the cubicle.

(b) Switchgear compartment

(i) This compartment shall not be located in the bottom part the cubicle: withdrawable switchgear devices shall not roll along the floor. To insert or extract the switchgear device, a handling device that can be adjusted according to the floor surface condition shall be used.

(ii) The compartment shall be accessible via the front of the cubicle, by means of a door that may be locked out by a key-type lock.

(iii) It shall only be possible to open the door when the switchgear device is in the “racked out” position.

(iv) The compartment shall be equipped with the two earthed, metallic racking in shutters which, when the circuit breaker is in the “rack out” position, shall ensure isolation from the busbar compartment and the bottom compartment.

(v) The shutters shall be operated mechanically by the movement of the circuit breaker. When the circuit breaker is racked out, the shutters shall be mechanically locked out in the closed position.

(c) Low voltage compartment

(i) This compartment shall be located in the upper part of the cubicle, on the front and shall be included in the overall volume of the cubicle.

(ii) It shall be accessible, with the cables and busbar energized, by means of a door that can be locked out by key-type lock.

(d) Cable connection compartment

(i) According to the functional unit, the compartment shall contain the cable connection terminals or the lower busbar, the cable earthing switch, the current and voltage transformers.

(ii) It shall be accessible via the front of the cubicle by unbolting metal panels.

(10) The power circuits (also called main circuit) comprise the group of components as set out below, within a cubicle, which conduct the electrical current (with the exception of the switchgear devices). The power circuit insulation medium shall be ambient air.

(a) Busbar

(i) A copper busbar of the “flat information” type shall ensure the flow of power within the switchboard. The bars shall be flat, parallel, and identical within each cubicle.

(ii) They shall be bolted to each other and to the cubicle power circuits on site.

(iii) The bars must be insulated by sheathing. In the event of a risk of corrosion (polluted atmosphere, saline humidity, etc), the bars should be silver-plated.

(b) Connections

(i) The connections are the parts of the power circuit that interconnect the main components (busbar/switchgear device, switchgear device/current transformers, etc.)

(ii) They shall be made of copper.



(iii) If the busbar is sheathed, they must be sheathed as well. If the bus bar is silver-plated, they shall be silver-plated as well.

(c) Racking in contacts

The racking in contacts shall be made of molded, extruded aluminum, coated with a silver film.

(d) Cable connection terminals

(i) The cable connection terminals shall be located in the bottom compartment of the cubicle.

(ii) They shall be made of copper.

(iii) It should be possible to connect up to six XLPE type cables per phase and the terminals should accommodate cross-sections as required by th

(iv) Cable connections are bolted.

(v) Access to the cable connection compartment is required for checking prior to closing of cable earthing switch.

(11) The earthing circuit of a functional unit is the group components that contribute to equipment earthing. These components include the following:

(a) Main earth collector

(i) The main earth collector shall be made of copper and must have verified short-circuit current withstand, in accordance with IEC standard 60298.

(ii) The collectors of all functional units shall be interconnected and connected to the facilities’ main earth collector.

(iii) The earth bar shall be installed in the bottom compartment.

(b) Secondary collectors

All the metallic parts of each functional unit shall be connected to the main earth collector, by continuity of the metal frames, or by means of secondary collectors made of copper.

(c) Earthing switch

(i) The MV cables shall be earthed by means of an earthing switch.

(ii) The earthing switch shall have full making capacity (2.5 times the short-circuit thermal current for which the cubicle is calibrated) in accordance with IEC Standard 62271-102.

(iii) A mechanical interlock shall prevent earthing switch operation unless the main switchgear device is in the racked-out position. No key-type lock, padlock or electrical lockout solutions shall be acceptable for the performance of this function.

(iv) The earthing switch operating mechanism shall be of fast-closing type, independent of the operator.

(v) The earthing switch operating device must be anti-reflex, that is, the device prevents any forced-manual opening of the earthing switch at the same instant the earthing switch is closed; this is to avoid risk of arc generation between the contacts.

(vi) A device in the immediate proximity of the earthing switch shall inform the operator that the cables are energized.



(vii) This device shall include a separate neon lamp for each phase, supplied with power by a capacitive insulator connected to each cable connection terminal.

(viii) A lock or padlock system shall be used to lock out the earthing switch in the open or closed position.

(d) Busbar earthing

(i) Busbar earthing truck specially designed for that purpose may be used.

(ii) The truck shall insert the earthing arms through the racking in shutters near the busbar.

(iii) The earthing truck shall have full making capacity.

(iv) It shall be connected to the facilities’ earthing via the earth collector designed to normally be in contact with the withdrawable switchgear device’s earth collector.

(v) Should it be impractical to use a truck, the busbar may be earthed by installing a special-purpose functional unit in the switchboard. That functional unit should have full making capacity.

3.4. Switchgear Device

(1) Out of concern for equipment efficiency and reliability, it is mandatory for the switchgear devices in the functional units to be made by the switchboard supplier, or by a manufacturing plant that belongs to the same company. No solutions that include switchgear devices acquired from different suppliers shall be accepted.

(2) The cubicles shall be equipped with withdrawal switchgear devices:

(a) A withdrawable circuit breaker

(b) A withdrawable contactor, with or without fuses

(3) Racking in and racking out operations shall be carried out with the door closed. The circuit breaker shall be mounted on its racking in / racking out mechanism (cradle) and shall operate as a unit in normal operating conditions.

(4) The circuit breaker shall be designed and tested according to the following electrical values:

Breaking medium is vacuum Rated voltage : 7.2kV three-phase Rated current : 630A Frequency : 60Hz Insulation level 1-minute power frequency withstand : 20kV BIL : 60kV-1,2/50μs Short-circuit current : 25kA Short-circuit withstand time : 3 seconds Number of operations : 10,000 times Number of breaking operation at rated current : 10,000 times

It shall be certified by test reports issued by a recognized body affiliated with an

international organization.



(5) The circuit breaker shall be equipped with an electrical mechanism with fast opening and closing, independent of the operator that is operated by a stored energy mechanism.

(6) The operating mechanism shall be equipped with:

(a) Push-button for opening and closing

(b) Mechanical position indicator for the open or close positions

(c) Stored energy spring charging handle

(d) “Charged-discharged” spring position indicator

(e) Mechanical system for manual spring discharging

(f) System for automatic spring discharging when the switchgear device is racked-out

(g) Trip units and auxiliary contacts

3.5. Protection and Control System

(1) The term “protection and control system” designates all the elements included in the protection system:

(a) Current and voltage sensors

(b) Relays, automation devices

(c) Trip units, associated auxiliaries

(d) The control system

(e) Sensors

(f) Measuring and counting devices

(g) Monitoring and diagnosis devices

(2) The communication interface for integration in a remote monitoring and control system.

(3)

(4) Protection and control unit

(a) The functional units shall be equipped with integrated digital protection and control units, which include the protection, automation, measurement, counting, monitoring, network and switchgear diagnosis and communication functions. Additional functions may however be provided by complementary devices.

(b) Since the Protection and Control unit is integrated as close as possible to the switchgear, it must meet the severest environmental withstand requirements, in particular IEC Standards:

60255-4 impulsive withstand : 5kV 60255-22-1 MHz wave : Class III 60255-22-4 fast transients : Class IV 60255-22-3 electromagnetic 20V/m minimum radiation (30 V/m desirable). The operating temperature shall be from -5 to +70ºC



(c) The Protection and Control unit range shall be designed to accommodate all types of auxiliary power supply voltages: 24, 48, 110, 127, 220 VDC and all types of current sensors 1A CT, 5A CT and voltage sensors 100V, 110V or 120VAC.

(d) The manufacturing process shall be ISO 9002 certified.

(e) The protection unit shall be disconnectable type to facilitate replacement.

(f) It should be possible to withdraw the current circuit connectors without prior short-circuiting.

(g) Each connector shall accommodate 2.5mm² wiring and 6mm² wiring of current circuits.

(h) The output relays shall be capable of withstanding steady state current of 8A.

(i) The logic inputs, which shall the same voltage rating as the auxiliary power supply, shall comply with the Standard (IEC 61131) relative to PLCs and the drawn current shall be at least 6m A (4m A with 220 V DC).

(5) Protection

(a) Each Protection and Control Unit shall contain all the necessary protections, the number and type of which depend on the application being considered.

(b) Each protection device shall have wide setting ranges, in particular for current protection, providing a choice of curve types (direct time) DT, (IDMT) SIT, VIT, EIT, UIT and time delays from instantaneous (50ms) to 500s, as a minimum.

(c) Setting and readings shall be based on primary values. Display that requires multipliers to obtain real readings are not acceptable.

(d) The unit shall allow for the use of upstream and downstream logical discrimination, this applying to protection plans using IDMT times as well.

(e) Protection tripping shall be indicated on the front of the device by a signal lamp, a message indicating the cause of the fault and the trip current value if due to over current.

(f) The protection unit shall be capable of detecting sensitive (low setting) ground faults with the use of core balance CT.

(6) Measurement

Each Protection and Control unit shall include the measurements needed for operation and commissioning, i.e. at least the following:

(a) Phase current measurement.

(b) Maximum phase current demand

(c) Measurement of fault current interrupted in each phase.

(d) Additional measurements such as residual current

(e) Percentage current unbalance to detect load distribution among the three phases

(f) If required by the application, the unit shall include voltage, frequency and energy measurements

(g) For power and energy data, the unit measures real and reactive values and takes into consideration the direction of energy flow (incoming, outgoing)

(h) Measurement accuracy shall be 1% (according to IEC 60255-4).



(7) Operation

The Protection and Control unit shall include an alphanumeric display unit that indicates:

(a) Measurement values

(b) Operating messages in English

(c) Maintenance messages

(d) Circuit breaker open or closed position, displayed on the front of the device by two signal lamps

(e) It shall be possible to make the settings and perform parameter setting either in front, via a portable terminal or through a PC.

(8) Control and monitoring

The Protection and Control unit shall include the input resources and logic output required for control of the breaking devices (circuit breaker or contactor) and for interfacing with the process monitored, comprising of at least the following:

(a) Open and close control

(b) Earthing switch closed position

(c) Lockout

(d) Trip circuit supervision (power supply, wiring and coil)

(e) Operation counter, fault trip counter

(f) Cumulative total of KA² interrupted

(g) Storage of information (even during auxiliary power supply outages)

(9) Communication

The Protection and Control unit may be fitted with a communication interface option of the JBUS/MOD BUS type, RS 485 type, variable baud speed up to 38,400.

(10) Operation dependability

The Protection and Control unit shall include:

(a) An internal function self-monitoring mechanism, which activates fail-safe watchdog changeover contacts

(b) An automatic device for switching to the fail-safe position, with disabling of output controls when an internal failure is detected.

(c) Indication on the front of the device by signal lamps and messages indicating self-test status

(d) Lamp test

(e) Test button to check output relays.

(11) Commissioning

(a) The Protection and Control unit shall be delivered ready to use. Only setting and parameter setting specific to the installation shall need to be performed on site.

(b) Extension of the number of logic inputs and outputs



(c) Modification of the control logic program on request, if necessary

(12) Maintenance

After a spare hardware base has been set up, the proposed system shall enable restarting without any setting or the use of special equipment. The parameter and setting values shall be saved on a movable storage medium which is part of the unit.

(13) Reference

The proposed Protection and Control unit shall have a large number of international references with well-known industries and utilities. The list of references shall be enclosed with the proposal.

3.6. Current Transformers

(1) For the protection and measurement functions, the MV-rated current transformers maybe of two types:

(a) Conventional current transformers 5A secondary

(b) Wide band non-magnetic sensors

(2) Current transformers which do not meet international Standards are not acceptable.

(3) The current transformers shall have the same short time current and rated voltage withstand as the switchgear.

(4) They shall be epoxy resin molded and labeled individually.

3.7. Voltage Transformers

(1) The voltage transformers shall comply with international Standards.

(2) The voltage transformers shall have the same rated voltage withstand as the switchgear. They shall be epoxy resin molded and labeled individually.

(3) The voltage transformers may be separated from the power circuit by isolation. Isolation shall be ensured by the use of withdrawable voltage transformer protection fuses. With this configuration access to the voltage transformers shall only be allowed when the fuses are withdrawn. This function shall be ensured by a mechanical interlock. Key-type lock or latch solutions are not acceptable.

3.8. Electrical Operating Mechanism Interface

(1) The withdrawable switchgear device (circuit breaker) shall be operated by a mechanism that includes the following:

(a) A representation of the position of the switchgear device by LEDs

(b) An electrical mimic diagram

(c) An opening button

(d) A closing button

(e) If necessary, a “local-remote” selector switch in the case of integration to a remote monitoring and control system

(2) This mechanism shall be installed on the front of the low voltage compartment, in the immediate proximity of the protection and control unit.



3.9. Auxiliary Contacts

(1) The following shall be provided with auxiliary contacts.

(a) Switchgear device (circuit breaker) on – off status, racked in / racked out position.

(b) Earthing switch open – close status

(c) Voltage transformers racked in / racked out position.

(2) The auxiliary contacts are connected to terminals blocks already pre-assembled and wired in the factory.

(3) The terminal blocks shall be located in the low voltage compartment.

3.10. Auxiliary Components

(1) The protection and control system shall also be equipped with test block units for the injection of current or voltage into the instrument transformers secondary circuits, installed on the front of the low voltage compartment:

(a) 1 unit for voltage,

(b) 1 unit for measurement current circuits,

(c) 1 unit for protection current circuits,

(d) 1 unit for zero current circuit

(2) Low voltage miniature circuit breakers for protection of control circuits shall be provided and must be located in the low voltage compartment. Fuse protections are not acceptable.

(3) Auxiliary supply voltage for the following components shall be uniform as approved by the Engineer.

- CB closing coil - CB shunt trip - CB motor mechanism - Protection and control unit - Space heater

(4) Supply voltages can have permissible variation range of -15% to +10%.

The low voltage cables shall be of the self-extinguishing, 1000V insulation class type. Both ends of control cables shall be marked to facilitate checking during maintenance operations. For the current circuits, the cable cross-section shall be 2.5mm², and 1.5mm² for the other auxiliary circuits.

3.11. Battery Charger

(1) This Battery Charger will form part of the whole VCB equipment and cost will be included in the proposal of all the VCB Switchgear, the charger shall have the following characteristics;

Type : Phase Firing / SCR controlled Capacity : 100 % Full Load @ as manufacturer’s Standard Input Voltage : 180 – 250 V ac



Input Frequency : 60 Hz No of Phase : Single Nominal Output : 24/ 36 / 48 / 110 / 240 V dc Output Regulation: +_ 1% of Nominal Voltage Efficiency : >_ 85% Operation : Fully Automatic, 100% duty cycle Float / Equalize as per application Connection : Terminal Block Cooling : Natural / Force Protection : Current limit & Breaker Metering : Output Voltmeter and Output Ammeter

3.12. Operating Mechanism

(1) All operating mechanisms and access points shall be on the front of the functional units. In particular, cable and busbar connections must be possible via the front.

(2) Racking out and racking in of the circuit breaker or contactor shall be carried out with the door closed.

(3) The door shall include inspection ports for viewing of the circuit breaker position (racked in or racked out). In no case must the breaking device contacts be visible.

(4) The different operations shall be validated once they have been completed by a special purpose selector switch that may be locked out by key-type lock or padlock.

3.13. Instruction Guide

(1) The operating procedures must be described on the front of each functional unit:

- Opening / closing of the switchgear device. - Racking in / racking out of the switchgear device. - Opening / closing of the earthing switch. - Plugging in / unplugging of the voltage transformer protection fuses.

(2) This shall be described exclusively in the form of explicit symbols and color codes. Instruction guides which use test are not acceptable.

3.14. Mechanical Safety Devices

(1) The functional units shall have fail-safe mechanical devices so as to ensure the safety operation of the switchgears:

- Impossible to earth cables unless the switchgear device is racked out.

- Impossible to rack in or rack out switchgear device when the earthing switch is closed.

- Impossible to rack out a closed switchgear device.

- Automatic discharging of the switchgear device’s stored energy spring in the event of racking out.

- Impossible to open the switchgear compartment door unless the device is racked out.



- Impossible to gain access to the compartment which contains the cables when the earthing switch is open.

- Impossible to gain access to the voltage transformers and their protection fuses unless the fuses have been withdrawn.

- Impossible to extract a switchgear device from a cubicle unless the extraction truck is solidify locked to the cubicle.

- Impossible to unlock the extraction truck unless the circuit breaker is locked to the truck or in the cubicle.

- Locking of the switchgear device to the truck when it is disconnected from the cubicle.

(2) These safety measures may be ensured by the use of a key-lock or padlock.

3.15. Lockout Facilities

The switchgear shall have at least the following locking and lockout by key-lock or padlock facilities:

- Circuit breaker on-off pushbuttons - Circuit breaker rack-in / rack-out position - Earthing switch on-off position

3.16. Installation

(1) The switchgear shall be located in premises reserved for electrical facilities. It shall be set up on steel structures, above a sufficient space which allows for the running of cables.

(2) The minimum clearance to be provided around the switchboard shall be:

- Lateral: 500mm. - Behind the switchboard: 200mm. No solutions that require rear access to the

switchboard are acceptable: - In front of the switchboard: 1800mm, to facilitate any subsequent extraction of

functional units. - Above the switchboard: 700mm

(3) The equipment, on a forklift, should be able to pass through a door 2.5m high and 1.0m wide.

3.17. Cable Connections

(1) Cable inlets should be provided at the bottom of each functional unit.

(2) The bottom plates shall be pre-drilled, and all the holes blocked off by cut-out type rubber or plastic grooves.

(3) The cables shall be connected via the front.

(4) The cables ends shall be bolted to pre-drilled connection terminals.

(5) The cables shall be flanged to cubicles by plastic collars.



(6) When the cables are connected, the floor or each functional unit shall be closed off be a non-magnetic panel.

3.18. Busbar Connections

(1) Busbar connections shall via the front or the roof of each functional unit.

(2) The busbars shall be bolted, to each other and to the ends of the connections.

3.19. Earth Collector Connection

The switchboard’s main collector shall be bolted onto the collector of each functional unit.

3.20. Low Voltage Circuit Connections

(1) The low voltage circuits of each functional unit shall be factory-wired.

(2) Only the LV auxiliary supply, external connections and inter-cubicle control cable connections should be wired on site.

(3) The external control cable inlets may be on the bottom of each functional unit or at either end of the switchboard.

(4) The LV cable ends shall be connected to terminal blocks located in the low voltage compartment.

(5) The inter-cubicle wiring shall be supplied by the supplier.

(6) The wiring shall be identified by codes which comply with indications given in the wiring diagrams which the supplier agrees to include with the switchgear.

3.21. Commissioning

(1) Commissioning of a functional unit should be simple and quick. All the documents necessary for the operation shall be made available by the switchgear supplier.

(2) Settings shall be as follows:

(a) The only settings required during the commissioning of a functional unit shall be parameter setting of the status such as CT rating. VT rating, incomer or feeder application, communication address, and the like

(b) Protection settings provided by the Employer should also be programmed on Site.

(c) The settings shall be made by means of a communication interface in English.

(3) Testing shall be as follows:

(a) In order to reduce commissioning time, the equipment proposed shall be designed so that the commissioning of each functional unit does not require individual testing of each protection and measurement function.

(b) Testing shall be limited to:

(i) Checking of the parameter settings by direct reading

(ii) Checking of the connections to the current and voltage sensors by secondary injection

(iii) Measurement of residual current and voltage for configurations which use



those values

(iv) Checking of logical input/output wiring

(v) Switchgear device operation by push-button

(vi) Inter-cubicle wiring connection test

(vii) Checking of auxiliary supply voltages

3.22. Servicing and Maintenance

(1) The switchgear must be of the low maintenance type. No access to the breaking contacts is possible. In no case shall the switchgear require schedule servicing at less than yearly intervals and operations which call for dismantling of the cubicles for access to the inside of the compartments shall be carried out at intervals of at least ten years.

(2) The cubicles shall require no maintenance in normal operating conditions. The only servicing that may be envisaged is visual inspection of the insulating material, plates and earthing switch contacts, as well as dusting. This operation shall not take place at intervals of less than ten years.

(3) Since the breaking devices medium is vacuum, no servicing of the contacts shall be necessary. The switchgear operating mechanisms shall be tested once a year to check that they operate correctly (opening/closing). In addition, a degreasing/greasing operation shall be carried out every 10,000 operations or every ten years, at most.

(4) Due to its digital technology, the protection and control system should be sufficiently reliable so as not to require schedule servicing.

(5) The functional units shall be equipped with at least the following conditional maintenance capabilities:

(a) Operation counter

(b) Recording of the sum of interrupted currents

(c) Tripping circuit monitoring

(d) Protection and control unit self-monitoring

(6) Remote transmission of this data should be possible via a remote monitoring and control system.

3.23. Testing

(1) The switchgear supplier shall present the following type of testing certificates:

- Impulse dielectric withstand test - Dielectric withstand at power frequency test - Overheating test - Admissible short time current withstand test - Mechanical operation test - Degree of protection check - Electromagnetic compatibility check (EMC test) - Switchgear device breaking capacity checks - Switchgear device making capacity checks



(2) The test shall be carried out in accordance with the corresponding IEC Standard.

(3) The switchgear supplier shall present the following individual series testing certificates:

- Dielectric withstand at power frequency test - Mechanical operation test - Relay and low voltage auxiliary functional test - Checking of conformity with drawings and diagrams

4.0 230V DISTRIBUTION PANEL

4.1. General

(1) The distribution panel shall be used for 460V and 230V, three phases, four wires, 60Hz.

(2) The following Standards shall be applied:

(3) JEM-1265 (Low-Voltage Metal-Enclosed Switchgear and Controlgear) (1994)

(4) IEC-60439 (Low-Voltage Switchgear and Controlgear Assemblies) (2001)

(5) The system shall be:

(a) Three phase, four wire, 60HZ, 230V

(b) Designed interrupting capacity: 10kA

(c) Incoming circuit: cable from the bottom

(d) Outgoing circuit: cable from the bottom

4.2. Enclosures

(1) The panel shall have a rigid self-supporting, completely metal-enclosed structure suitable for mounting on steel base channels, embedded in a concrete floor.

(2) The panels shall be fabricated from steel sheet (not less than 2.3mm thickness). The front doors of panels shall be hinged and fitted with a handle which can be locked. Doors shall be provided with hinges inside the panels. Provision shall be made to extend the switchgear assemblies at both ends.

(3) All accessories such as bolts, nuts and washers necessary for mechanical and electrical assembly of the panels shall be supplied. Blank bottom plate shall be provided for control cable entry.

(4) The entry of power cables shall be from the bottom of panel provided with blank gland plate. Cable access areas shall be completely closed off to prevent the entry of vermin into the panel enclosures.

(5) All secondary wiring of relays instruments, etc. shall be 600V class thermoplastic insulated copper conductor.

(6) All panel wiring shall have a minimum cross section of 2.0 mm².

(7) All wires shall be neatly run in groups and shall be securely fixed by duct or bundle.

(8) The DC supplies and AC supplies shall be fed through molded case circuit breakers.



(9) Wiring diagram of control and relay circuits shall preferably be drawn as if viewed from the back and it shall be clearly stated on each diagram which view is employed. They shall show the terminal boards arranged as in service.

(10) All indicating instrument shall be of the semi-flush mounted, back connected, 250 degree scale angle direct-reading, switchboard type, 100 millimeters square, black colour with white dials, black marking and black pointers. The case shall be dust tight, with a black finish. The accuracy of all instruments shall be within the following value:

(a) For ammeters, voltmeters – 1.5 class

(b) Moving elements shall be provided with zero adjustments readily accessible from the front of the instrument without disassembly.

(11) All control and instrument switches shall be of rotary, switchboard type, with handle on the front and the operating contact mechanism on the rear of the panels. All control and instrument switches shall be suitable for operation on 110V AC or 100V DC circuit.

(12) The switch shall be designed for mounting on 2.3mm steel panels and posses round insulated operating handles.

5.0 POWER TRANSFORMERS

5.1. 2000kVA Transformer, 13.2kV/4.16kV

(1) The transformer shall have the following ratings:

(a) Service conditions : Normal service condition

(b) Type and rating: Type : Cast Resign Dry Type

Fully assembled transportable type

(c) Number of phases : 3

(d) Rated capacity : 2000kVA (Primary) / 2000kVA

(Secondary)

(e) Voltage : Primary : 13.2kV

Secondary : 4.16kV

(f) Frequency : 60Hz

(g) Connection : Delta/Delta

(h) Vector-group symbol : Dyn 11

(i) Class of insulation : A class

(j) Polarity : Subtractive polarity

(k) Insulation level : 17.5 kV (Primary) /

7.2 kV (Secondary)

Percent impedance voltage : 7.5% (at 2000kVA, the rated tap)

Sound level : 67dB(A)

(l) Junction : Cable (Primary) / Cable (Secondary)



(2) Technical details are as follows:

(a) The transformer shall be three Phase, Cast Resign Dry Type.

(b) The windings shall be copper and able to withstand impulse voltage in accordance with the relevant IEC or JIS Standards.

(c) The average temperature rise shall be 80ºC. The transformer shall be capable of being operated at full nameplate rating in a 30ºC average (40ºC maximum) ambient without exceeding the specified winding temperature rise.

(d) Transformer cores are to be constructed from accurately cut, burr free, low loss, high grade grain oriented silicone steel. Magnetic flux density shall be kept well below the saturation point. Cores shall be designed and constructed to minimize core losses and noise level. Noise level shall be maintained within permissible value of 60 dB or in compliance with the levels as recommended in IEC or JIS/JEM/JEC provisions.

(e) HV and MV construction shall be porcelain bushing and shall be mounted on the left and right hand side of the wall (or as per manufacturer standard) with flanges or throats for underground connection to the incoming supply and switchgear.

(f) Transformer shall be furnished with four lifting lugs, provisions for jacking or skidding in any direction, diagrammatic nameplate and two ground panels.

(g) Paint finish shall be per manufacturer’s standard.

(h) Transformer shall be furnished with the following accessories:

- On-load tap changer

(i) The transformer shall meet all the latest applicable requirements of JEC-2200 (19

(j) Electrical test shall be in accordance with IEC 60076-1 to 60076-5 Standards.

5.2. 4.16kV Cast Resin (Dry Type) Transformer

(1) The transformer shall be three-phase, cast resin type.

(2) The construction of the transformers shall comply with JEC 2200 – 1995 (Power Transformer) and/or IEC 60726 (Dry-Type Power Transformers) or JIS C 4306 (6kV Encapsulated – Winding Distribution Transformers). (1999)

(3) The transformer shall have the following ratings:

Rated capacity : 700kVA, 600kVA, 250kVA, 100kVA, 50kVA and 15kVA

Number of phase : 3 Primary voltage : 4.16kV ±2.5%, ±5% Secondary voltage : 230V Frequency : 60Hz Primary winding : Delta Secondary winding : Wye Vector group : Dyn 11 Max. temperature rise : 55 degree C Withstand voltage Basic impulse insulation level : 60kV Power frequency : 22kV Insulation class : A class



(4) Technical details are as follows:

(a) Magnetic core

This shall be made from laminations of grain oriented silicon steel, insulated with mineral oxide and shall be protected against with a coat of varnish.

(b) LV windings

(i) These shall be made from copper foil with class F interlayer insulation by encapsulation (impregnation) with synthetic alkyd resin or equivalent. At least the upper part of the LV coils shall be covered with coat of epoxy resin or equivalent and the foil shall be protected everywhere with an insulation material even in the air ducts.

(c) HV windings

(i) These shall be independent of the LV winding and shall be of copper wire or foil with class F insulation.

(ii) The HV windings shall be vacuum cast in a class F fireproof epoxy resin casting system composed of:

An epoxy resin

An anhydride hardener with a flexibilising additive

A flame-retardant filler

(iii) The flame-retardant filler shall be thoroughly mixed with the resin hardener. It shall be composed of trihydrated alumna powder (or aluminum hydroxide) or other flame-retardant products to be specified, either mixed with silica or not.

(iv) The casting system shall be of class F.

(d) HV connectors

(i) The HV connections shall be made from above on the top of the connection bars. Each bar shall drill with a 13mm hole ready for connection of cable lugs on terminal plates.

(ii) The HV connection bars shall be in rigid copper bars protected by heat shrinkable tubing. HV connections in cables are not allowed. The HV connection shall be in copper.

(e) LV connections

(i) The LV connection shall be made from above onto bars located at the top of the coils on the opposite side of the HV connections. Connection of the LV neutral shall be directly made to the LV terminals between the LV phase bars.

(ii) The LV connection bars shall be in copper or in tinned aluminum (according to preference of the manufacturer).

(f) HV tapping

The tapping which act on the highest voltage adapting the transformer to the real supply voltage value, shall be off-circuit bolted links. Tapping with connection cables are not allowed. These bolted links shall be attached to the HV coils.

(g) Accessories and standard equipment

These transformers shall be equipped with:

- 4 flat bi-directional rollers - lifting lugs



- haulage holes on the underbase - 2 earthing terminals - 1 rating plate - 1 “Danger Electricity” warning label (T 10 warning) - 1 routine tests certificate - 1 instructions manual for installation, commissioning and maintenance in

English.

(h) Thermal protection

(i) These transformers shall be equipped with a thermal protection device which

shall comprise: 2 sets of 3 PTC sensor for “Alarm 1”, one for “Alarm 2” per phase, installed in the coils of the transformer. They shall be placed in a tube to enable them to be replaced if ever necessary.

(ii) An electronic converter with two independent monitoring circuits equipped with a changeover switch, one for “Alarm 1” the other for “Alarm 2”. The position of the relays shall be indicated by different coloured indicator lights. A third indicator light shall indicate the presence of voltage.

(iii) These three indicator lights shall be on the front of the converter. The electronic converter shall be installed away from the transformer.

(iv) A plug-in terminal block for connection of the PTC sensors to the electronic converter

(v) The PTC sensors shall be supplied, assembled and wired to the terminal block fixed on the upper part of the transformer. The converter shall be supplied loose with the transformer, packaged complete with the wiring diagram.

(i) Metal enclosure

These transformers shall be equipped with a metal enclosure for indoor and outdoor installation comprising an integral IP 31 (except the base which may be IP 21) metal enclosure with:

- An anti-corrosion protection in the manufacturer’s standard colour. - Lifting lugs enabling the transformer and enclosure assembly to be handled. - A bolted access panel on the enclosure front to allow access to the HV

connections and to the tapping. This shall be fitted with handles, it shall have one “Danger Electricity” warning label (T 10 warning), a rating plate and a visible braid for earthing.

- Blanked off holes for fitting Ronis ELP 1 or alternatively Profalux P1 type key locks on the bolted access panel to enable it to be locked.

- 2 undrilled gland plates on the roof: one on the HV side, one on the LV side (drilling and cable gland not supplied)

- 1 plate at the right HV side on the bottom of the enclosure for the HV cables for connections from the bottom.

(j) Electrical test

(i) Routine tests shall be carried out on all the transformers after the manufacturing, enabling an official test certificate to be produced for each one:

- Measurement of windings resistance - Measurement of the transformation ratio and vector group - Measurement of impedance voltage and load loss - Measurement of no load loss and no load current - Applied voltage dielectric test



- Induced voltage dielectric test - Measurement of partial discharges

(ii) For measurement of the partial discharges, the acceptance criterion shall be:

- Partial discharges less than or equal to 10pC at 1.10Um.

If Um > 1.25Un (Un = rated voltage, Um = system highest voltage), then the 10pC are guaranteed at 1.375Un.

(All these tests are defined in the IEC 60726 and IEC 60076-1 to 60076-5 Standards).

(iii) Type tests or special tests can be requested as option, but are subject to prior

agreement of the supplier:

- Temperature rise test carried out in accordance with the simulated loading method as defined by the IEC 60726 Standard.

- Lighting impulse test. - Short circuit test. - Noise level measurements in accordance with IEC 60551.

(All these tests are defined in the IEC 60726 and IEC 60076-1 to 60076-5 Standards).

(k) Climatic and Environmental classifications

(i) These transformers shall be of climatic class C2 and of environmental class E2 as defined in appendix B of CENELEC HD 464: 1988 / A2: 1991, or equivalent IEC or JIS Standards, C2 and E2 classes, or their equivalent, shall be indicated on the rating plate.

(ii) The manufacturer must produce a test report from an official laboratory for a transformer of the same design as those produced.

(iii) The tests must have been performed in accordance with appendix ZA and ZB of CENELEC HD 464 S1: 1988 / A3: 1992, or equivalent IEC or JIS Standards.

(l) Fire behavior classification

(i) These transformers shall be of class F1 as defined in article B3 of CENELEC HD 464 S1: 1988 / A2: 1991, or equivalent IEC or JIS Standards. F1 class, or its equivalent, shall be indicated on the rating plate.

(ii) The manufacturer must produce a test report from an official laboratory on a transformer of the same design as those produced and on the same transformer which has initially passed the above referenced Climatic and Environmental tests.

(iii) This test must have been performed in accordance with appendix ZC of CENELEC HD 464 S1: 1988 / A3: 1992, or equivalent IEC or JIS Standards.

(m) Others

The Contractor can propose a compartmentalized transformer with complete protection, switching devices and auxiliaries for transformer capacity 100kVA and below.

6.0 4.16KV SWITCHGEAR PANEL AND TRANSFORMER (OUTDOOR CUBICLE TYPE)



6.1. General

(1) The Works shall include an outdoor substation intended for the access road lighting, Sewage Treatment Plant and booster pump pit. The outdoor substation shall consist of switchgear and transformer.

(2) The switchgear for the access road lighting and Sewage Treatment Plant shall be vacuum type, metal enclosed, and designed for extreme outdoor conditions.

(3) These three substations shall each be provided with a fence suitable for outdoor condition and accessible by maintenance people. The substation shall be provided with a warning sign of Danger High Voltage and locked.

6.2. Switchgear

(1) Rating of the vacuum circuit breakers as follows:

Breaking medium is vacuum Rated voltage : 7.2 kV three-phase Rated current : 630 A Frequency : 60 Hz Insulation level: 1-minute power frequency withstand : 20 kV BIL : 60 kV-1,2/50 µs Short-circuit current : 25 kA Short-circuit withstand time : 3 seconds Number of operations : 10,000 times Number of breaking operation at rated current : 10,000 times

(2) Switchgear for booster pump pit shall be a load breaker switch type with power fuse and other protective devices designed for extreme outdoor conditions at 4.16 kV primary.

(3) All relevant characteristics of the switchgear shall be similar to para. 3.0 of this Sub-Section.

6.3. Transformer

(1) The transformer shall be cast resin transformer, pad mounted outdoor type and ratings as follows:

Rated capacity : 50kVA Number of phase : 3 Primary voltage : 4.16 kV ± 2.5% ±5% Secondary voltage : 230 V Primary winding : Delta Secondary winding : Wye Vector Group : Dyn 11

(2) The transformer shall be designed to withstand extreme outdoor conditions and tested under IEC regulations or equivalent.

(3) For ILS/GS, ILS/LLZ and VOR/DME, transformer shall be single phase.

7.0 VACUUM CIRCUIT BREAKER



7.1. 4.16kV Class Vacuum Circuit Breakers

(1) The breakers shall be vacuum interrupting type of horizontal draw out construction and in accordance with JEC 2300 (AC Circuit Breaker) (1998) or JIS C 4603 (AC Circuit Breakers for 3.3kV or 6.6kV) (1990) or IEC 62271-100 (Breaker) shall be stacked in two high units.

(2) Each circuit breaker shall be operated by a solenoid operating mechanism complete with shunt-trip coil, auxiliary switches, operation counter, position indicators, interlock, manual tripping and closing devices and primary and secondary contact devices; all assembled as mobile units for installation into switchgear. All breakers of equal rating shall be interchangeable.

(3) Mechanism shall be mechanically and electrically “trip-free” and electrically “anti-pumping”. Molded barrier between operating mechanism and high voltage parts of the circuit breaker shall be provided.

(4) Both mechanical and electrical life of the breakers shall be more than 10,000 operation times and the breaking unit shall be easily interchangeable.

(5) Control circuit components shall be easily checkable.

(6) Parts such as a tripping coil, closing coil and vacuum interrupter, shall be easily interchangeable.

(7) The primary conductors shall be silver plated copper, designed and fabricated to be self-aligning.

(8) While in the isolated position, the primary conductors shall be disengaged from the stationary contacts and shall be covered by an automatic shutter.

(9) The breaker shall be provided with 4 normally open and 4 normally closed auxiliary contacts.

(10) The minimum position indicators that shall be provided on the circuit breaker are ON/OFF:

The above indicators shall be operated through mechanical means. If the mechanical indicators are not visible to the operator without opening the front cover or door, additional electrical indicator lamps showing the “ON” and “OFF” positions for the circuit breaker shall be provided on the front of the switch panel. Power supply to these electrical indicators shall be fed from the battery charger through an independent circuit.

(11) The ratings shall be as follows:

Rated voltage : 7.2kV Rated current : 630A Rated frequency : 60Hz Interrupting current : 25kA Making current : 31.5kA Short-time current : 2 sec. Interrupting time : 3 cycles Opening time : 0.035 sec. No load closing time (sec) : 0.15 sec. Insulation level Basic impulse insulation level : 60kV



Power frequency : 22kV Operating duty : 0-1 min.-CO-3 min-CO (O: open, C: close) Operating system : Solenoid operation Operating voltage : DC 100V

7.2. 230V Molded Case Circuit Breaker (MCCB)

(1) Molded Case Circuit Breakers shall be used for 230V low voltage power circuits and JIS C 8370 (Molded Case Circuit Breakers) (1996) or IEC 60947-2 (Molded Case Circuit Breakers) (2001) shall have a thermal tripping devices or electromagnetic instant trip device.

(2) The molded case circuit breaker shall have the following ratings:

Rated voltage : 230V Rated current : Refer to Schedule of each substation Number of pole : 4 or 3 or 2 Rated breaking capacity : Not less than 10kA

(3) ELCB (Earth Leakage Circuit Breaker) shall comply with JIS C 8371 (Residual

8.0 UPS SYSTEM FOR CCR

8.1. General

(1) CCR for the more critical Airfield Lighting System shall be supplied with power from the special UPS system for CCR with uninterruptible power for zero transfer (switch-over) time when the primary power supply from BOHCO1 fails or when the

(2) Two (2) sets of batteries shall be capable of operating the facilities for a minimum of 15 minutes without recharging.

8.2. Design Load Capacity of Airfield Lighting System

(1) The following are the designed load capacities of the different elements of the Airfield Lighting System.

(a) PDB-AGL-1 under UPS Designed Load

PALS No.1 (CCR 30 kVA) Single Phase 18.97 kW/22.86kVA REDLNo.1 (CCR 20 kVA) Single Phase 13.59kW/16.38 kVA

REDLNo.2 (CCR 20 kVA) Single Phase 13.13kW/15.83 kVA PAPI (03) (CCR 5 kVA) Single Phase 2.91kW/ 3.50 kVA

PAPI (21) (CCR 5 kVA) Single Phase 2.80kW/ 3.37 kVA SALS (03) (CCR 15 kVA) Single Phase 11.89kW/14.32 kVA

Total Single Phase 63.29kW/76.26kVA

(b) PDB-AGL-2 under Emergency Generator Designed Load

PALS No.2 (CCR30 kVA) Single Phase 20.33kW/24.49kVA TEDL, TXGS (CCR10 kVA) Single Phase 2.67kW/ 3.22kVA Total Single Phase 23.00kW/27.71kVA



(NOTE) Primary capacity (kVA) was based on PF of 0.9 multiplied by 90% efficiency of CCR

(2) The Contractor shall submit CCR capacity calculation based on the proposed light fitting and CCR to the Engineer for approval.

8.3. System Description

(1) The Uninterruptible Power Supply (UPS) system shall be designed to provide uninterruptible power at prevailing environmental conditions. It shall have a rated capacity of not less than 100 kVA and shall be in dual configuration in order to provide redundancy against module failure.

(2) The UPS system shall be comprised of two sets of UPS including rectifier, inverter, one set of by-pass circuit, uninterruptible changeover switch and output, and two sets of valve regulated lead-acid stationary type (MSE) battery and charger. Battery and charger shall be mounted in the cubicle. Normally each module should be load sharing operation. If one module fails, other modules shall take all load without interruption.

(3) The UPS system including bypass circuit shall operate synchronously with commercial power.

(4) When AC input is normal, rectifier shall supply the DC power to the inverter and float charge the battery so that it shall be prepared in case of AC input power failure. The inverter shall supply power to the load.

(5) Upon failure to excessive deterioration of the main supply, the inverter shall continue to supply the critical load from battery power without interruption or

(6) The capacity of the battery shall be sufficient to supply full power for at least fifteen (15) minutes.

(7) When main power is restored, the rectifier/charger shall again power the inverter without interruption or disturbance to the critical load, while at the same time recharging the battery. The rectifier/charger shall include a current limitation device to preserve the life span of the battery.

(8) In the event of batter malfunction or if the total capacity of the battery is already discharged and the main power is still abnormal, the power shall be cut-off from the load and shall not be transferred to the abnormal main supply.

(9) In the event of overloads exceeding the system capabilities (short-circuits, heavy inrush currents, etc.) or inverter shutdown (manual for maintenance or automatic for internal faults), the static bypass transfer switch shall instantaneously transfer the critical load to the bypass source without interruption.

(10) The UPS shall be neatly arranged self-standing cubicle type, fabricated from steel sheet.

(11) The allowable fluctuation of output voltage of UPS shall be within ±10% of the rated voltage in case of tap change of intensity of each CCR due to weather condition.

(12) The fluctuation of output voltage of UPS shall be within ±10% of the rated voltage in case of 100% unbalanced loads due to lighting operation condition by the single phase load of each CCR.



(13) When CCR switch ON or OFF and then load capacity to CCR/UPS shall be sudden (unexpected) change zero to 100% or 100% to zero, output voltage of UPS shall be within ±10% of the rated voltage. UPS shall be withstand rush current in case of sudden change in load.

8.4. Applicable Standard and Regulations

Unless specified otherwise in this Specification, design manufacture, materials, installation and testing of all works under this Contract shall comply with the following Standards, regulation and specification:

(1) JCAB, Standard Specification (L-277),

(2) Special UPS for CCR (CCR-U) (Sep. 1994)

(3) JCAB, Standard Specification of Uninterruptible Power Supply Systems, (UPS-3) (2000)

(4) General Specifications of Electrical Installations Works (Ministry of Land, Infrastructure and Transport (2001)

(5) JEC-2431: Method of specifying the performance and test requirements of Uninterruptible Power Systems. (1985)

(6) JEC-2432: Switches for Uninterruptible Power Systems (UPS switches) (1991)

(7) JIS C 4402: Thyristor rectifiers for floating charge (1986)

8.5. Operational Requirement

(1) The UPS shall be capable of being operated in any of the following modes:

(a) Normal mode

The primary AC power source shall be used to supply power to the rectifier/charger (RF/CH). The RF/CH shall provide converter DC power to support the inverter and also shall provide regulated DC power to maintain the battery in a fully charged condition. The inverter shall receive the stabilized DC power and convert to regulate AC power for the load.

(b) Emergency mode

Upon failure of the primary AC power, input power for the inverter shall be automatically supplied from the battery. When the AC power is restored, input power for the inverter shall be automatically supplied from the RF/CH via DC chopper and input power for recharging the battery shall be automatically supplied from RF/CH. If the input power does not return, the system shall automatically shut itself down in an orderly manner when discharge limit of the battery is reached.

(c) Bypass mode

If UPS must be taken out of service for maintenance or an internal failure, the transfer switch shall be transferred the load to bypass circuit. In the case of internal failure, transfer shall be performed by automatic operation. Re-transfer from bypass to UPS shall be performed by manual operation.

(2) The UPS shall include a manually operated mechanical bypass system for maintenance purposes. To avoid the danger of working on live parts, this system



shall be designed to isolate the inverter and the automatic bypass circuit while maintaining load power via the bypass source. Transfer to the maintenance bypass shall take place without interruption to the critical load. Similarly, an isolating device shall be provided to isolate the rectifier/charger from the main supply.

8.6. Performance Requirement

(1) The UPS shall have the following technical characteristics:

(a) Rating : Continuous

(b) Conversion : High frequency switched mode rectifier by the Insulated Gate Bipolar Transistor (IGBT)

(c) Inversion : High frequency switched mode inverter by the IGBT

(d) Cooling : Forced air-cooling

(e) AC Input

(i) Phase : Three-phase, 3 wires

(ii) Rated frequency : 60 Hz

(iii) Frequency fluctuation : Plus or minus 5%

(iv) Rated voltage : 230V AC

(v) Voltage fluctuation : ±15%

(f) DC Input

(i) Floating voltage : 201.4V ±1.5%

(ii) Allowable voltage range : 90V to 130V

(iii) Charging current : 30A

(iv) Current limit : Less than 6A

(g) AC Output

(i) Output capacity : Not less than 100 kVA

(ii) Phase : Three-phase, 3 wires

(iii) Rated frequency : 60 Hz

(iv) Frequency accuracy : ±0.1 Hz or less (at free running)

(v) Synchronized range : ±3% o5 less

(vi) Rated voltage : 230V AC

(vii) Voltage accuracy : ±2% or less

(viii) Voltage fluctuation : Within 5% at transient full load change

(ix) Wave form distortion factor: 3% or less at rated input and output

(x) Power factor : 0.8 to 1.0 lagging

(xi) Overload capacity : 120%, 10 minutes

(h) Efficiency

(i) AC-DC-AC : 90% or more

(ii) DC-AC : 93% or more

(i) Sound Noise : 60 dB at the point of 1 meter apart from the front panel



and 1 meter above the floor level.

(2) Front panel of the UPS shall be equipped with LCD instrument, operating box and graphic panel for maintenance purpose.

(3) UPS operation shall be displayed with LED on the UPS system block diagram shown on the graphic panel.

(4) Inside the operation box shall be provided with the switches as follows:

(a) Operation

(b) Stop

(c) Reset

(5) The following measurements shall be indicated on the LCD instrument.

(a) Input/output voltage of each phase for three phase

(b) Input/output current

(c) Input/output frequency

(d) Battery charging current

(e) Battery voltage

(f) Output peak current

(g) Available battery time

(h) Percentage load

(6) Front of operation box shall have alarm buzzer for maintenance purpose as follows:

(a) Abnormal output voltage

(b) Abnormal DC voltage

(c) Fuse out

(d) MCCB Trip

(e) Fan stop

(f) Battery voltage low

(g) Fault

(7) Operational status monitor unit

(a) The operational status monitor unit shall be provided with audible and visible indication of the operation status of the UPS.

(b) The operational status monitor unit shall be provided with the following functions:

(i) Operational/failure indication

(ii) Alarm for failure

(iii) Alarm silence control

(iv) Main/battery supply or protection



(8) Lightning surge protection shall be provided on the AC input terminals of the equipment.

(9) Dry contact for the following items shall be provided for remote monitoring

(a) Operation on bypass

(b) Operation on battery

(c) Impending battery shutdown

(d) Normal

(10) UPS shall be the product of an ISO certified manufacturer.

(11) Batteries as stored energy source for UPS system shall be valve regulated lead-acid type (MSE) and contained in transparent container, being mounted on steel type (MSE) and contained in transparent container, being mounted on steel rack and installed in cubicle. Nominal capacity of the battery shall be sufficient to support UPS for the protection time 15 minutes with UPS operated at rated load and not less than 300AH/10HR at the 25ºC. Number of battery cells shall be 180 cells.


9.1. Measurement

Work under this Sub-Section shall be measured according to the item classification and units specified in the Bill of Quantities.

9.2. Rates

(1) The rates and lump sums shall be full compensation for all plant, materials, labour, equipment, transport, temporary works, establishment charges, overheads, profit and taxes required to complete the work contained in this Sub-Section of the Specification and/or shown on the Drawings.

(2) The rates and lump sums for cabling shall include for the following (where not measured separately).

(a) Trenches, excavated by hand or machine, and in all types of ground including backfilling, disposal of surplus material, supports, protection and maintenance of sides, dewatering, etc.

(b) Terminations

(c) Conduit (which term shall include conduit pipe, trunking, cable tray, cable ducting and the like), including all boxes and fittings

(d) Fitting, supports, dividers, restraints, etc.

(3) Where measured separately, the rates for conduits, ducts and special wireways shall further include for:

(a) All short lengths and joints in the running length including the provision of all loose collars, couplings and similar items where required, and all jointing and sealing materials including gaskets, bolts and nuts.

(b) Providing all necessary fittings including joints, marker plates or posts, drawcords and the like and all necessary hangers, supports, braces, etc

(c) Wrapping underground work



(4) The rates and lump sums for high, medium and low voltage equipment shall further include for the following (where not measured separately)


(b) Ancillary fittings and fixtures

(c) Design and provisions of all supporting metal structures

(d) Factory treatment including galvanizing

(e) Site applied protective and decorative treatments

(f) Assembling equipment where necessary

(g) All facilities necessary to achieve proper earth continuity, wiring and termination

(h) Checking and repairing or replacing any damaged parts

(i) Foundations (unless separately measured in the Bills of Quantities)

(j) Foundation and assembly bolts, forming holes, filling with non-shrink grout, wedging under bases and grouting.

(k) Setting and fixing in position on any background including the provision of holding down bolts, fixings, name tags and the like, as described.

(l) Protective weatherproof enclosures and sunshades

(m) Grounding system

(n) Terminations, including gland assemblies and lugs;

(o) Ferrules, seals, earth tags, shrouds, markers and connections

(p) Cable supports and protection, including raceways, rigid or flexible conduits, cable ducts, trays, trunking, ladders and for all fittings, fixings, supports, brackets thereto;

(q) Maintaining earth continuity

(r) Cable sleeves for casting into the structure and caulking between cables and plugging sleeves with fire resistant material

(s) Fixing to and embedding in any surface the foregoing items including providing all clips and fixings, cutting out holes, mortices and chases, finishing over and all making good

(t) Electrical manholes and handholes

(5) The rates and lump sums for outdoor substations shall further include for:

(a) All builders work

(b) Security fence

New Bohol Airport Construction and Sustainable Environmental Protection Project Section 3230: Standby Generator


9.SECTION 3230

STANDBY GENERATOR

1.0 SCOPE OF WORK

1.1. The work covered by this Sub-Section is the supply and installation of standby engine generator sets for building facilities.

1.2. Three (3) 400KVA (320KW) standby engine generating sets including for One (1) maintenance shall be installed in Generator Room in the Power House.

2.0 GENERAL

2.1. Construction

(1) Standby generating sets (abbreviated as SEG) shall be mounted on a common bed made of plate iron, and installed on a concrete base to prevent vibration. The common bed shall be anti-vibration type.

(2) Direct coupling shall be provided between the engine and generator. SEG shall be good quality equipment and system with high integrity and high reliability.

2.2. Auxiliary and Control Power

(1) Auxiliary and control power for SEG are supplied from the distribution panel and battery and charger (DC source panel), specified hereinafter.

(2) Voltage and phase of auxiliary and control power are as follows;

Auxiliary power : 3 phase, 3 wire, 230 V AC, 60Hz

Control power : 24 V DC

3.0 SYSTEM REQUIREMENTS

3.1. SEG shall comprise diesel engine-driven generator as specified hereunder, and all accessories and auxiliary requirements equipment and facilities necessary for the supply of electrical power to the standby power circuits in the event of the main power failure. SEG shall be suitable for continuous operation, more than 4000 hours per year at the rated output.

3.2. Electrical Power of SEG should be of such quality that shall provide the reliability, availability, and voltages and frequencies needed by the facility.

3.3. SEG shall provide power and should operate for minimum 72 hours continuous without refilling, without re-supply of lubricating oil.

3.4. When the necessary load decreases, one or two SEG shall cease operation due to reduced load capacity and this shall be done by means of Auto or Manual operation.

4.0 TECHNICAL REQUIREMENTS

4.1. The rated output power of SEG shall be as follows:

Continuous Power Power Factor



kVA kW SEG No.1~No.2 400 320 80%

4.2. The generator should be a rapid type to start automatically, stabilize the speed, and one (1) among two (2) generators shall be connected to the load within 10 seconds.

4.3. In case of phase-failure and/or phase-reversal of main power line, SEG shall start automatically and restore the power to the facilities. The alarm for indicating (audio and visual) these abnormal conditions shall be required at the monitor panel in the monitor room.

4.4. The diesel engine generators shall be complete with engine control panel, silencer, flexible exhaust pipes, fuel tank (main and daily) and other necessary accessories.

4.5. The diesel environmental engine generator shall be designed to provide precise power at the environmental conditions encountered at the Site.

4.6. 4.6 The Contractor shall submit generator capacity calculation report with load calculations, based on manufacturing design for all equipment, for the Engineer’s approval within 60 days after finalization of actual load.

These calculation reports shall be computed considering demand factor, load factor, power efficiency, power factor, unbalance factor and working availability.

4.7. Unless specified otherwise in this Specification, design, manufacture, materials, installation and testing of all works under this Sub-Section shall comply with the following Standards, regulation and specification.

JIS C 4034 - Rotating electrical machines – part.1: Rating and performance (1999) JIS C 4034 - Rotating electrical machines – part.5: Classification of degrees of

protection provided by enclosures of rotating electrical machines (IP code) (1999)

JIS C 4034 - Rotating electrical machines – part.6: Methods of cooling (IC code) (1999)

JIS B 8009-1 - Reciprocating internal combustion engine driven alternating current generating sets (2001)

JEC-2100 - General requirements for rotating electrical machines (1993) JEC-2130 - Synchronous machines (2000) JEM 1354 - Diesel engine driven a.c. generators for land use (1998) ISO 8528-1 - Reciprocating internal combustion engine driven alternating current

generating set

5.0 OPERATION REQUIREMENTS

5.1. SEG shall be controllable both manually and automatically as specified hereunder.

5.2. Automatic Operation

(1) At normal condition, the operation selector switch is set at AUTO and SEG shall be operative for automatic standby service.

(2) When main power drops to eighty five percent (85%) of normal voltage or rises to one hundred fifteen (115%) of normal voltage at the 4.16kV Incoming Panel at the Power Substation, two (2) SEG shall automatically start within an adjustable time delay of from one-half (1/2) to five (5) seconds.

(3) Once started, two (2) SEG shall run up to normal speed. First one among two (2)



SEG shall switch on to load within 10 seconds from main power failure. Switching on to load shall be performed by automatically operating 2 vacuum circuit breakers provided in the Generator feeder panel in the Operation Building for transfer of commercial and standby power.

(4) Vacuum circuit breaker of commercial power shall be opened and then vacuum circuit breakers of standby power shall be closed.

(5) If one of SEG does not take the load, this SEG shall shut down with a warning indication at the monitor panel and generator control panel.

(6) When main power is restored and main power restoration is confirmed by timer with adjustable time of zero (0) to five (5) minutes, vacuum circuit breakers of generator side shall be opened automatically and vacuum circuit breaker of main power side shall be closed automatically. SEG shall begin automatic stop operation after no load standby running during the operation time of timer with adjustable time of zero (0) to five (5) minutes.

(7) When the next main power failure is followed under the period of no load standby running, vacuum circuit breakers shall be automatically operated to feed to load from generating set immediately.

(8) At the end of automatic stop operation, all equipment of control system shall be automatically reset ready to respond to any future main power failure.

(9) Three (3) SEGs should be interchangeable and the priority of running shall be optionally selected at the generator panel. Automatic control devices shall be provided on the generator panel, as specified hereunder.

5.3. Manual Operation

(1) When the operation selector switch is set at Manual, starting and stopping of SEG, and operation of vacuum circuit breaker shall be operated by controlling of operator.

(2) Manual starting and stopping shall be operable both at the generator control panel and engine side.

6.0 PROTECTION SYSTEM

6.1. SEG shall have protection system with device, alarm, indication and others to safeguard to SEG from being damaged by dangerous operating conditions. The system shall have the following subsystem:

- Stagnation of engine start (within adjustable time of 0-30-sec) - Over speed - Loss of lubricating oil pressure - High temperature of engine jacket cooling water temperature - Fuel oil minimum level (at fuel oil service tank) - Fuel oil maximum level (at fuel oil service tank) - Over current - Overvoltage - Undervoltage - Grounding fault

7.0 DIESEL ENGINE

7.1. Rating and Characteristics



Rating and characteristics of engine shall be as follows;

Rated revolution : 1800 rpm Cycle : Four-stroke Starter : 24 V battery motor or compressed air start

Rated Fuel Consumption

Less than Lubricating Oil

Consumption less than

400 kVA 217.5 g/kW-hr (160 g/PS-hr)

+ 5 %

1.36 g/kW-hr (1 g/PS-hr)

7.2. Running Characteristics

(1) Engine shall run steadily at any load within its rated load, to govern standards as follows:

Load Variation Maximum Change of Speed

1) On sudden taking off, or throwing on 50% rated load

Temporary Change : 10% of Rated Speed Permanent Change : 5% of Rated Speed

2) On a change of load by any step of 20% of rated load

Temporary Change : 3% of Rated Speed Permanent Change : 2% of Rated Speed

(2) When engine is delivering between 10% and 100% of rated power output, steady load speed band shall not exceed 5% of rated speed.

(3) Recovery time from temporary disturbance to within steady load speed band at new load shall not exceed ten (10) seconds after taking off or throwing on rated load, not exceed five (5) seconds after a change of load of 20% of rated load.

(4) The engine shall be capable of satisfactorily providing an output 10% in excess of the rating at the same speed for one (1) hour in any period of twelve (12) hours consecutive running.

(5) Diesel engine shall be capable to reach the rated revolution within 8 seconds when the generator is connected to more than fifty (50) percent load at the rated capacity. Seventy (70) percent is recommendable.

7.3. Engine Control Panel

(1) Engine control panel shall be equipped with the following devices.

1 No. - Start switch 1 No. - Stop switch 1 No. - Lubricating oil pressure gauge 1 No. - Exhaust gas thermometer 1 No. - Cooling water thermometer 1 No. - Tachometer 1 No. - Manual speed adjustable switch

(2) Engine control panel shall be mounted on engine.

7.4. Protection Devices

(1) Engine shall be equipped with the following shut-down devices and others to



safeguard the engine from being damaged by dangerous operating conditions:

(2) Device arranged to give shut-down of the engine upon the loss of lubricating oil pressure to a dangerous level.

(3) Device arranged to give a shut-down of the engine in the event of high engine jacket cooling water temperature.

(4) Device to give an alarm when the fuel oil level in the fuel oil service tank drops to a minimum level and exceeds a maximum level.

7.5. Engine Accessories

(1) Accessories for engine shall be as follows:

- Speed Governor - Lubricating Oil Pump - Lubricating Oil Heat Exchanger - Cooling Water Equipment - Water Thermostats - Exhaust Piping and Silencer - Fuel Oil Equipment

(2) Governors

(a) Electric operated type or mechanical hydraulic governor shall be sufficiently sensitive to ensure engine complies with specified running characteristics.

(b) Manual speed adjustable lever or equivalent shall be provided at engine governor.

(3) Lubricating Oil System

(a) Engine shall have a forced lubricating oil system, including an oil pump driven by engine, priming pump frequently driven by AC induction motor if necessary, cooler, full flow filter, necessary pipe work, and pressure gauges.

(b) Oil Pressure Switch shall be designed to stop engine automatically as soon as lubricating oil pressure drops below permissible level.

(4) Exhaust System

(a) Engine shall be provided with complete exhaust system, including pipes, silencer, flexible pipe connections, wall frame and vibration insulating hangers. All accessories required for installation of complete exhaust system shall be supplied.

(b) Wall frame shall have gasketing material between frame and pipe which shall prevent vibration, maintain waterproof and shall allow for thermal expansion of pipe.

(c) The outlet flange of engine exhaust gas shall be single (1) and the engine shall be provided with an exhaust silencer to be supported inside engine room (Generator House).

(d) The exhaust pipe work between the engine, silencer and the building structure shall include a suitable wall frame through which the piping is to be laid. Any space left within the frame shall be filled with a suitable material to accommodate thermal expansion of the pipe.

(e) Flexible connection shall be provided between the silencer and the pipe to prevent



vibration being transmitted to the building.

(f) Outdoor portion of the exhaust pipe work shall be erected at a sufficient distance from both the building wall and the ground, and shall be protected against invasion of dust, rainwater and vermin.

(g) All supporting steelwork, ducting, and flexible and rigid supports and fixing accessories shall be supplied by the Contractor.

(h) Exhaust pipes shall be installed with heat insulation materials and thin steel plate for indoor part.

(i) The silencer shall be suitable for the prevailing environmental conditions. Exhaust noise level shall be 70 dB or less at the outlet of the exhaust pipe.

(5) Cooling System

(a) Cooling system shall adopt the radiator method. The piping work shall be included in this work.

(b) The cooling water shall be cooled by a radiator. Drawn in by an engine-driven water pump, the cooling water shall cool the lubricating oil heat exchanger and cylinder jackets, etc.

(c) Cooling water circuit shall be cooled by a heat exchanger. This circuit shall be divided into two water flows, one is a bypass flow; the other is a heat exchanger flow. The water flow shall be controlled automatically by a thermostat.

(d) The radiator should draw in the cooling air by a fan. The fan should be driven by the engine shaft or AC motor driven for remote type (option).

(6) Fuel Oil System

(a) Fuel oil system shall comprise a pump fed fuel system, including main tank, service tank, duplex filters, fuel pumps and injectors, and necessary pipework and valves.

(b) One main tank for engine installed outdoor near the Generator house is supplied by this work including installation, fuel oil feed pump from main tank and piping to inlet valve of service tank.

Capacity of Main Tank : 18,000 liter (one set) Capacity of Service Tank : 900 liter (one set)

(c) Requirements of painting and coating for fuel oil main tank and service tank shall be as follows:

(i) Factory prime painting:

The exterior surfaces shall be completely and thoroughly wire brushed or sandblasted clean and free from scale, rust, weld slag, dirt, grease or other matter inhibitive to adhesion of paint. They shall then be painted one complete coat using prime paint of inorganic zinc, 76 micros minimum, zinc in dry film not less than 85%.

(ii) Field coating:

Just prior to setting tank, the surfaces shall be cleaned free from dirt and foreign matter. Damaged or abraded priming shall be replaced by cleaning to bare metal and repainted for complete coverage using the same primer. Two coats of high build epoxy (Polyamide cured) shall then be applied 20 microns minimum total thickness.



(iii) The main tank shall be laid horizontally lengthwise, welded steel construction, and shall be installed on a concrete foundation.

(iv) Main tank liquid level indicator shall be dial type and graduated in liters. Two indicators for the main tank shall be provided, one located directly on main tank and the other with box located in engine room (Generator House).

(v) The service tank shall be of a cubically shaped, welded steel construction. The service tank shall be mounted on the steel structure. Service tank liquid level indicator shall be float type and graduated in liters. Indicator shall be mounted on service tank.

(vi) An electric pump with hand operated bypass pump shall be provided for fuel supply into the service tank, and suitably piped to both the main tank and the service rank. The electric pump shall be automatically controlled to replenish the service tank.

(7) Starting System

Necessary equipment and wiring or piping for electric motor start or compressed air start shall be provided as directed by Engineer.

7.6. Pipework

(1) Pipes used for the supply of cooling water shall be made of galvanized steel except for high temperature portions.

(2) Fuel supply pipes and exhaust pipes shall be made of suitably high quality steel and shall not be galvanized.

(3) All pipes shall be laid through the pits and/or the floor concrete. Where necessary, flexible hose or any other suitable device shall be employed to absorb vibration. All pipe joints shall be welded joints in principle, and shall be made with flanges or screwed unions with oil-proof packing to the Engineer’s approval. Screwed sockets shall not be used. Where necessary, piping joints shall be protected against loosening by vibration. Stop valves shall be installed at places easily accessible for maintenance.

(4) Pipes shall be marked with colour identification for purpose and flow direction. Labels marked “Always Open” or “Always Close” shall be provided for the hand valves as required.

(5) Engine-generator set securely mounted on the common bedplate at manufacturer’s work shall be installed on a concrete base. The steel bedplate shall be fastened to the base by anchor bolts which are to be firmly set in the holes to be provided for this purpose, and the holes shall be reinstated thereafter by the Contractor with concrete, mortar or other suitable material. SEC shall be mounted on the concrete base with anti-vibration isolators, pads, accessories, etc.

(6) The Contractor shall submit structural calculations and drawings of proposed concrete engine bed.

7.7. Ventilation Fan of Engine Room

The Contractor shall install ventilation fans and necessary thermostat switch if necessary.

7.8. Chain Hoists

The manually operated chain hoists shall comply with JIS B 8802.



8.0 GENERATOR

8.1. General

Generator shall be of the salient pole rotation field stationery armature 3 phases, 3 wire star connected type having natural air circuit ventilation system and shall be directly coupled to the engine on the common bed.

8.2. Rating and Characteristics

(1) Ratings and characteristics of generator shall be as follows:

Type : 3 phase, 3 wire, 4 poles, (other options subject to Engineer’s approval), Neutral grounding

Degree of protection : IP 20 (JISC 4004) Rated voltage : 4.16kVA Rated frequency : 60Hz Rated speed : 1800 rpm Rated load power factor : Lag 80 percent Rated capacity : 400kVA Rating : Continuous Insulation class : Class F (Max 155 degree C) Connection : Star with neutral grounding

(2) Generator shall continuously provide power.

(3) Generator shall cater for the 10% overload for maximum period of one (1) hour in any twelve (12) hours.

(4) The neutral point of generator shall be brought out and adequately insulated to a said-mounted terminal box of sufficient size and capacity and shall be suitable for accommodating the necessary current transformer as specified. The neutral point shall be directly earthed with resistance to ground.

8.3. Excitation System

Generator shall be provided with a direct mounted three phase AC exciter to provide generator excitation power through rotating rectifiers to generator field. The exciter shall be the brushless type with the output rectified by rotating silicon rectifiers.

8.4. Automatic Voltage Regulator

(1) For the excitation system, compatible automatic voltage regulator using static electrical components sensing on all three phases shall be supplied with generator.

(2) Regulator shall include setting facilities to adjust the output voltage of the generator within the range of plus and minus 5% of the rated voltage.

8.5. Voltage Regulation

(1) Under steady condition, the output voltage shall be maintained within ±2.5% of the rated voltage, at all loads from zero (0) to full load.

(2) The maximum voltage change shall not exceed 30% of rated voltage when a current equal to 100% of full load current suddenly increases from zero (0) to at any lagging power factor and the voltage shall be restored to within minus 3% (at least 97%) of the rated voltage in less than two (2) seconds.



8.6. Generator Accessories

(1) Accessories for generator shall be as follows:

(a) Space Heater

Space heater shall be installed for the purpose of preventing condensation of moisture on the winding during shutdown periods. Heater shall be usually on while generator is out of service.

(b) Tachometer

Generator tachometer generator or magnetic pick up of engine shall be provided to detect generator speed for overspeed protection.

9.0 ELECTRICAL EQUIPMENT

9.1. Generator Control Panel

(1) Generator control panel shall be designed for indoor installation, sheet steel enclosed, floor mounting cubicle type with a hinged front door and/or generator mounted type.

(2) Transformer, molded case circuit breakers, magnetic contactors, thermal type over current trip devices, control switches for magnetic contactors and the other necessary devices shall be installed in generator control panel for supplying power to the following auxiliary equipment of standby generating set.

- Fuel oil pump - Priming pump - Radiator fan if using remote radiator - Ventilation fan of engine room - Space heater of generator

(3) Each of the above items of auxiliary equipment shall be operable both manually and automatically

(4) Grouped fault lamp indicator or graphic display shall be fitted on front panel to distinguish kinds of faults. Fault indicator shall normally be dark and the alarm condition shall be indicated by a light display annunciation in black letters. Colour of filters shall be red for heavy fault and orange for light fault. On the occurrence of fault the relevant indicator shall light steady and audible alarm sounds. Audible alarm shall be silenced both by pressing the “Bell Stop” button and by timer with adjustable time of zero (0) to thirty (30) seconds. When the alarm condition is cleared, the light shall be extinguished by pressing “Reset” button.

(a) The following fault items for SEG shall be indicated and alarmed:

- Over current - Overvoltage - Undervoltage - Grounding fault - Overspeed - Loss of lubricating oil pressure - High cooling water temperature - Fuel oil minimum level at Fuel oil service tank - Fuel oil maximum level at Fuel oil service tank - Engine start fail (Fail to crank)



- Fault of charger - Fault of the other auxiliary equipment circuits

(b) Grouped lamp indicator and/or graphic display shall be fitted on front panel to indicate the following operational state for SEG:

- SEG running state - Set state of AUTO-MANUAL selector switch

(5) Lamp indicators shall be fitted on front panel to indicate both ON and OFF states of generator circuit breaker.

9.2. Starting Battery and Charger (DC Source Panel)

(1) Starting battery shall be provided for SEG and used as energy source for engine starting DC motor.

(2) Battery shall be lead-acid type, (N-type) and contained in transparent container. Battery shall be mounted on a withdrawable type steel rack and installed in a cubicle.

(3) Nominal voltage of each battery shall be 24 V each and the nominal capacity of each battery shall be sufficient to ensure engine start and shall be large enough for five (5) consecutive starts (15 seconds drive and 15seconds rest interval).The Contractor shall submit the calculation basis of battery to the Engineer for approval.

(4) Charger shall be indoor use, cubicle type self air-cooling, with automatic voltage adjuster. Rectification system shall be three phases, or single phase, thyristor controlled type.

(5) Charger shall have the following ratings:

Rating : Continuous Operation : Automatic and manual AC power source : Three Phase, 60Hz, 230V or single Phase 230V DC setting voltage At floating position : 26.8V At equalizing position : 26.8V by 24Hrs. Output current : 20A

10.0 TEST AND COMMISSIONING

10.1. The following factory tests on generator sets shall be performed, witnessed by representatives of the Engineer and Employer. The Contractor/supplier shall provide all test equipment, fuel and personnel and submit written copies of all test results of the following:

(1) The engine generators shall be subject to the manufacturer’s standard run-in conditioning tests.

(2) Following the run-in tests the engine generators shall be tested at rated speed and voltage for eight (8) hours of continuous operation with two (2) hours each at 50, 75, 100 and 110 percent rated load consecutively, 0.8 power factor or at 1.0 power factor using the water resistance. The generator frequency, phase current and voltage shall be determined and recorded at 15 minute intervals.

(3) The voltage regulators shall be tested to determine the variation in terminal voltage under conditions and constant load, and under conditions of abrupt load changes to



determine the maximum change during the surging period and the time required.


11.1. Measurement


11.2. Rates

(1) The rates shall be full compensation for all plant, materials, labour, equipment, transport, temporary works, establishment charges, overheads, profit and taxes required to complete the work contained in this Sub-Section of the Specification and/or shown on the Drawings.

(2) The rates shall further include for the following (where not measured separately):

(a) Concrete foundation bases

(b) Steelwork supports and framing

(c) Fuel and maintaining full tanks until the issue of the Taking Over Certificate

(d) All fees and charges for attendance, as required, of the equipment manufacturer’s representative to assist in the installation and subsequent testing, balancing and commissioning of the equipment

(e) Maintenance tools and special tools

(f) Protection

New Bohol Airport Construction and Sustainable Environmental Protection Project Section 3250: Photovoltaic Power Generation System


10.SECTION 3250

PHOTOVOLTAIC POWER GENERATION SYSTEM

1.0 GENERAL

1.1. This section specifies the technical requirements for the design, procurement materials, manufacture, installation, testing and commissioning of the Photovoltaic Power Generation System (hereinafter referred to as the “PPGS”) in accordance with this Specifications and Drawings.

1.2. The provisions of Section 1140 are applicable and are to be referred to in connection with 3200.

1.3. The Contractor shall submit three (3) sets of the design documents to the Engineer for approval within one hundred and twenty (120) days from the Commencement Date. The Engineer shall be advised if any change in design is found necessary after the original approval is granted.

1.4. The Engineer may require re-approval if they involve changes in concept, approach, quantity, size or weight, power requirements, and performance.

2.0 SCOPE OF WORKS

2.1. 480kW-capacity of the PPGS shall be installed at the Passenger Terminal Building (hereinafter referred to as the “PTB”) in accordance with the Specifications and Drawings.

2.2. Photovoltaic modules, connection boxes and junction boxes shall be installed on the roof of the PTB, and power conditioner and transformer shall be installed in the electrical room in the ground floor of the PTB.

2.3. The 480kW capacity of PPGS shall be connected to the power system of the PTB in accordance with the Specifications and Drawings. The PPGS shall be a part of the Power Supply System under Section 3200.

2.4. The design, materials, manufacture, testing, inspection and performance of all electrical and electromechanical equipment shall, unless otherwise specified in the technical specifications, comply with the latest revision of the following standards;

The International Electrotechnical Commission Standard (IEC) The Institute of Electrical and Electronics Engineers (IEEE) The Japanese Industrial Standard (JIS) The Japanese Electrotechnical Committee Standard (JEC) The Standards of the Japan Electrical Manufacturers' Association (JEM) The National Building Code of the Philippines The Philippine Electrical Code The Philippine Grid Code

3.0 SYSTEM REQUIREMENTS

3.1. AC output of the PPGS shall be designed for 3 Phase 3 Wire 230V, frequency of 60Hz.

3.2. The PPGS shall be interconnected to the 230V distribution power system in the PTB and



synchronized with the power system.

3.3. The surplus electricity generated by the PPGS shall flow toward to the power system of the airport, however no reverse power flow to the power system of BOHECO-I is permitted since the power generation system shall be registered as “Own-use system”.

3.4. The PPGS shall have the function for the protection of islanding operation, or the function to detect reverse charge.

3.5. The PPGS shall be synchronized with emergency diesel generator in case of service interruption of BOHECO-I system.

4.0 TECHNICAL SPECIFICATION OF COMPONENTS

4.1. Photovoltaic Module / Array

(1) Photovoltaic module shall consist of same type photovoltaic cell, and same type of photovoltaic module shall be selected to form a photovoltaic array. The photovoltaic module shall be designed easily connectable type with auxiliary cable connecter for module interconnection and easily mounted type on the mounting structure.

(2) The type of photovoltaic module shall be crystalline or amorphous or other equivalent-performance photovoltaic cells type. The front face of photovoltaic module shall be made of a high strength and antiglare hard glass, with self-supporting aluminum or stainless steel external frame. Backing material and internal encapsulation material shall be of proven type.

(3) Standard Test Condition (STC) shall be solar insolation 1 kW/m2, Atomic Mass (AM) 1.5 and photovoltaic cell temperature 25 0C. The each photovoltaic module shall clear the test standards as mentioned at JIS or IEC.

(4) Total rated power of photovoltaic module shall be designed more than 480kW at STC. The life time out put power generation capacity of array shall be 90% and above for 10 years period and shall not be below 80% at 20 years period.

(5) Rated power of each photovoltaic module shall not be less than its maximum power (Pmax) at STC.

(6) Each photovoltaic module shall have bypass diode, and the string of module shall function even if single module is not generating power, the string shall be able to supply generated energy to power conditioner if it is within the range of input supply.

(7) The tilting angle shall be 5 to 15 degrees, and the direction shall be facing 300 West from South or 300 East from north following the shape of the roof. All photovoltaic modules in same string shall be faced same direction and tilted in same degree. The array shall not obstruct architectural design. Details shall be designed by the Contractor.

(8) The cover glass shall be anti-glare glass or equivalent not to obstruct aircraft operation and control operation at the control tower.

(9) The available installation area for photovoltaic array is 27 x 162 meter on the PTB and some extra space on the eaves of the roof. The layout of photovoltaic array is shown in the Drawings for reference. The layout shall be designed to avoid the shadows over photovoltaic module at least from 9:00 AM to 3:00 PM in any



seasons. The maintenance space shall be kept at both side of photovoltaic sub-array/array.

4.2. Mount on Metal Roof

(1) The mount on metal roof for the photovoltaic modules shall be installed by the Contractor to satisfy the requirements stated hereinafter. Photovoltaic module shall be rigidly fixed on the mount installed on the roof and strong enough to hold the weights to be installed. The mount for photovoltaic module is shown in the Drawing for reference.

(2) The mount shall be designed considering the design criteria for wind load and seismic load specified in the National Structural Code of the Philippines (NSCP). (Reference: Wind Load for building structure: 55.6 m /sec; Seismic Load for the building structure: Zone 4, and refer to Table 208-12 of NSCP)

(3) The mount and the bolts and nuts for the mount shall be aluminum alloy, hot dip galvanized steel with adequate size or other equivalent-performance, whose life span is more than 20 years without any replacement or repainting.

(4) The mount shall be approved or certified by the manufacturer of the metal roof to install with the metal roof. The mount shall be installed on the roof metal sheet without making any hole on the metal roof.

4.3. Connection Box

(1) The connection box shall be installed to connect between output circuits from string of the photovoltaic modules specified in Clause 4.1 and input circuit to junction box Clause 4.4.

(2) The connection box shall be outdoor type, mounted on the concrete pad on the roof and strong enough to bear the meteorological conditions of the site. The detail of the concrete pad is shown in the Drawings for reference.

(3) The connection box shall be designed and installed by the Contractor to satisfy the following requirements.

Wiring in the connection box shall be connected at terminal block. A diode for reverse power protection shall be provided for each DC input circuit. The Class 2 Surge Protection Device (SPD) for lightning shall be provided at both

DC input and output circuit. Each input circuit shall have disconnecting switch for maintenance purpose. The output shall have circuit breaker. The box shall be outdoor use with waterproof, dustproof and vermin proof. The box shall have connection points for earth. The box shall have key lock facility. The cooling type shall be natural air convection type.

4.4. Junction Box

(1) The junction box shall be installed to connect between output circuits from connection box specified in Clause 4.3 and input circuit to power conditioner specified in Clause 4.5.

(2) The junction box shall be outdoor type and shall be strong enough to bear the meteorological conditions of the site. The junction box shall be designed to be disconnecting the circuits at maintenance.



(3) The junction box shall be designed and installed by the Contractor to satisfy the following requirements.

Wiring in the connection box shall be connected at terminal block. A diode for reverse power protection shall be provided for each DC input circuit. The Class 2 Surge Protection Device (SPD) for lightning shall be provided at both

DC input and output circuit. Each input and output shall have circuit breaker. The box shall be outdoor use with waterproof, dustproof and vermin proof. The box shall have connection points for earth. The box shall have key lock facility. The cooling type shall be natural air convection type.

4.5. Power Conditioner

(1) Power conditioners convert from DC power to AC power. The power conditioners shall have the functions to maximize the functionality of photovoltaic array, to protect the grid system and to disconnect the photovoltaic power generation system at failure. The power conditioner shall have display window to display operation status and errors, and shall hold the error message/number more than 48 hours providing enough time for verification.

(2) The power conditioners installed inside the electrical room specified in Section 3200 and Section 6000.

(3) The power conditioners shall be designed by the Contractor to satisfy the following requirements.

Power conditioner shall be indoor use and self-standing type. Rated capacity shall be more than 480kW. DC input of the power conditioner shall specify by manufacturer. AC output of the power conditioner shall 230V, 3pahses 3wires, 60Hz, otherwise

voltage transformer shall be provided to regulate the said voltage, phase and frequency.

AC output power factor shall be over 90%. Rated efficiency shall be over 95% at 100% load. Voltage and frequency monitoring, automatic voltage regulation, and automatic

start/stop and soft start shall be provided for the protection system. Over Voltage Relay (OVR), Under Voltage Relay (UVR), and Under Frequency

Relay (UFR) shall be provided as a protection device for grid connection. The protection relays shall be possible to adjust at variable ranges and all setting shall be possible to adjust at site(s) as indicated by BOHECO-I.

The function for detection of reverse charge shall be provided, otherwise the functions for protection of islanding operation shall be provided both passive method and active method.

Function of Maximum Power Point Tracking (MPPT) shall be provided to extract effectively maximum energy from photovoltaic array.

Necessary insulating transformers with static shield plate shall be provided between the power conditioner and 230V Low Voltage Switching Gear (LVSG) in Section 3200 and Section 6000.

4.6. Meteorological Monitoring System

(1) Meteorological monitoring system shall be installed to collect the data of solar insolation and ambient temperature at the installation site of the photovoltaic array.



The data shall be transferred to data collecting system specified in Clause 4.7.

(2) The data collecting system and required power supply shall be designed by the Contractor to satisfy the following requirements.

Solar Insolation: A pyrometer shall be installed to collect data for horizontal surface. Sensibility of the Pyrometer shall be 6～8mV/kWm2 .

Ambient temperature: A thermometer shall be installed with a stainless steel protection pipe, nearby photovoltaic array and shall not make any shadow over photovoltaic module. Temperature measuring range of the thermometer shall satisfy from -10 to +50 0C.

Measurement interval: Measurement interval of sampling data shall be continuous. Transducers: The necessary transducers for transportation of the meteorological

data to the data collecting system shall be installed in the transducer box(es).

4.7. Data Collecting System

(1) The data collecting system consists of a set of personal computer, necessary software(s) and any other required equipment to collect data from meteorological monitoring system and operation status data of power conditioner.

(2) The data collecting system including software(s) shall collect and record meteorological and operation status data of photovoltaic power generation system. The selected data shall be displayed on the display monitor for public information as specified in Clause 4.8. Collecting interval of sampling data is ten (10) seconds.

(3) A computer for data collection system shall be installed at Command Control Office (CCO) room in PTB. The installation layout of other devices shall be designed by the Contractor.

(4) Following data shall be collected and stored in the personal computer, and displayed on the monitor.

DC input current (A) and voltage (V) of power conditioner Total DC power (kW) inputted to power conditioner AC voltage (V) of power conditioner AC current (A) of power conditioner AC 230V supply frequency (Hz) of Low Voltage Switching Panel Output power (kW) from power conditioner Total supply power (kW) to 230V LVSG Reduction amount of CO2 (kg/day) (estimated by the power generation and

emission factor configured in the system) Solar radiation (horizontal) Ambient temperature (maximum, minimum and average) Temperature inside electrical room (maximum, minimum and average) Error message from power conditioner

(5) The data collecting system shall have the following functions.

Storing the data from sensors of meteorological monitoring system Storing the data of operation status from power conditioner Displaying the data of the meteorological status and the operational status Generating and sending data for display monitors installed other places than the

electrical room Graphical display and making report of these status data (minimum, maximum,



average) as daily, monthly and yearly by manipulating the personal computer. Moving old data to external recording media e.g. DVD-R Configuration of the emission factor of CO2 and average power consumption of

household by the end user, not by manufacturer

(6) The minimum requirements for the data collecting system are shown below.

Type of personal computer: Notebook type Operating system: Microsoft Windows 7 Professional. or later Monitor for the computer: 15.6V inches or above, 1600*900 pixels or above Main memory: 8GB or above Capacity of hard disk: Enough to store data at least 3 years in its hard disk drive Accessory: Optical mouse or Laser mouse DVD super multi drive USB (2 or more vacant ports) Data files saved in the hard disk and external recording media shall be accessible

by the application software commonly used. Recovery media and installation manual shall be provided for future replacement

of hardware(s).

4.8. Display Monitor

(1) Three (3) sets of display panel shall be installed to provide information on photovoltaic power generation system to the public and PTB maintenance department.

One (1) set: Pre-departure hall One (1) set: Departure hall One (1) set: Arrival hall

(2) The minimum requirements for the display monitor are shown below.

Type: 20 inches LCD monitor Display item (at the minimum):

1) Amount of solar irradiation at tilted surface (kW/m2) 2) Actual generating power (kW) 3) Equivalent number of households based on average power consumption 4) Amount of generated power (kWh in the day) 5) Current Ambient temperature (0C) 6) Reduction amount of CO2 (kg in the day)

4.9. Power Cable

Low voltage power cable shall be provided and installed by the Contractor. Specification of the cable shall meet the requirements specified in Section 3200 and Section 6000.

4.10. Control Cable

All necessary control/communication cable shall be supplied and connected by the Contractor. Specification of the cable shall meet the requirements specified in Section 3200 and Section 6000.

4.11. Test Equipment

The following test equipment for the photovoltaic power generation system shall be provided by the contractor.



One (1) set of clump meter

4.12. Spare Parts and Consumable

The following spare parts of the photovoltaic power generation system are for low voltage as well as for DC systems, and equipment’s shall be provided by the contractor.

One hundred (100) % of fuse for all rating One hundred (100) % of signal lamp or indicator One (1) set of meter, relay and selector switch of each type One hundred (100) % of dust protection filters for all enclosures

5.0 PERSONNEL TRAINING

5.1. General

(1) The provisions of Section 1150 are applicable and are to be referred to in connection with 3300 series of this Specification.

(2) The following provisions are additional to and are to be read in conjunction with, Section 1150, and particular to 3200 series of this Specification.

5.2. Phases of Training

(1) The Contractor shall conduct training for technical personnel who shall operate and maintain the system equipment supplied under the Contract.

(2) The course of training shall be provided in phase as follows:

(3) Factory Training

(4) Local Training

(5) On the Job Training

(6) All training shall be conducted in the English language and be suitable for trainees with appropriate level of education. A detailed programme for all trainings shall be submitted to the Engineer not later than fifty six (56) days before any training is started.

(7) The Contractor shall update, if deemed necessary by the Engineer, the detailed programme under the Contract not later than twenty eight (28) days before the date when the Contractor intends to start the training programme.

(8) The Employer shall nominate candidate for the trainees of the training programme who have been, or shall be, assigned to the same facility and who have the ability to train maintenance personnel after completion of the factory training. The Contractor shall reserve the right to reject any candidate deemed unsuitable/unqualified and to request the Employer to nominate other candidate.

5.3. Factory Training

(1) Factory training of the Employer’s trainees shall be conducted at least covering the following minimum required schedule in the manufacturer’s home country before shipment of equipment. The Contractor shall pay all expense required for such training, such as international flights between Manila and manufacturer’s country, local transportation fares at manufacturer’s country, accommodation and



subsistence allowance.

(a) Training Item

(i) Photovoltaic Module

(ii) Connection Box and Junction Box

(iii) Power Conditioner

(iv) Meteorological Monitoring System

(v) Data Collection System

(b) Number of Trainee and Days

(i) Three (3) persons

(ii) 5 working days and 2 days for travel

5.4. Site Training

(1) Site training shall be conducted by the Contractor covering the minimum required schedule shown below.

(2) Training facilities shall be provided by the Contractor.

(3) The maximum number of trainees for operation and maintenance shall be ten (10) in total for every equipment subject, as indicated in the schedule below.

(4) The test equipment to be supplied shall also be used for this training. The test equipment shall be restored to its original condition after the training.

(5) The Contractor shall include the cost of instruction for the trainees, together with training manuals and materials to be used in the courses, in his unit rates or lump sum prices, unless identified separately in the Bill of Quantities.

(6) The minimum required schedules are shown in below:

Photovoltaic Module Connection Box and Junction Box Power Conditioner Meteorological Monitoring System Data Collection System

5.5. On the Job Training (OJT)

(1) OJT shall be provided by the Contractor, utilizing the manufacturer’s engineers, to Employer’s trainees for the duration of installation and testing.

(2) The Contractor shall include the necessary cost for such OJT in his unit rates or lump sum prices, unless identified separately in the Bill of Quantities.

6.0 TESTS, INSPECTIONS AND SETTING

6.1. General

(1) The provisions of Section 1145 are applicable and are to be referred to in connection with 3300 series of this Specification.

(2) The following provisions are additional to and are to be read in conjunction with,



Section 1145, and particular to 3300 series of this Specification.

6.2. Scope of Testing

(1) The Contractor shall perform all test activities specified in this Section.

(2) The Contractor shall prepare and submit at least fifty six (56) days prior to any test to be carried out, two (2) sets of detailed test procedures and schedules to the Engineer for consideration and approval. Test procedures shall be comprehensive and shall demonstrate equipment hardware compliance with all the requirement of the Specification,

(3) The entire work to be executed by the Contractor is subject to inspection and test by the Engineer during manufacturing, installation and on completion at the Site, but the approval of the Engineer or passing of any such inspection or test shall not, however, prejudice the right to reject the items of equipment if they do not comply with the Specification when installed.

(4) Test items are shown as follows.

Test at factory by the Contractor himself Witness test at factory Preliminary test at Site by the Contractor himself Acceptance tests Reliability tests Other tests

(5) The Contractor shall carry out the tests according to each test item under approved test procedures.

6.3. Factory Test

(1) Factory tests shall be made by the Contractor on all equipment to demonstrate that equipment complies with applicable specifications and any additional tests called for by the Engineer to ensure that the equipment to be supplied meets the requirements of the Specification. The methods of testing not covered by any specification or applicable standards shall be agreed with the Engineer.

(2) In case factory test prior to shipment or any kind of test by third party inspector is required by the statutes of the manufacturing country, the cost thereof shall be deemed to be included in the Contractor’s unit rate or lump sum prices.

(3) Approval or certification of the equipment by the Engineer, Employer’s representative or by a third party inspector, if so required, shall not relieve the Contractor of any of his obligations under the Contract, should it be discovered thereafter that the Contractor failed to comply with his other obligations under this Contract, or that the equipment are not in accordance with the terms of the Speciation.

(4) The result of factory tests shall be recorded for submission to the Engineer, copy furnished to the Employer, prior to the shipment of the equipment item.

(5) The test shall contain the information specified below:

Indicate the performance of each equipment under test and whether it meets system limits

A record of any engineering changes necessary to correct design deficiencies.



(6) Should the equipment, materials or any portion thereof fail under test to give the required performance, further tests which are considered necessary by the Engineer shall be carried out by the Contractor and the whole cost of the repeated test shall be borne by the Contractor. This applies to tests carried out at Contractor’s works as well as sub-contractor’s works.

6.4. Test and Inspection at the Site

(1) The whole of the Works covered by this Contract is subject to inspection and test by the Engineer during installation and on completion at the Site, but such approval shall not, however, prejudice the right to reject the system if it does not comply with the Specification when installed, or to give complete satisfaction in service. The cost of all tests and inspection are to be borne by the Contractor.

(2) The Contractor shall accept participation of other Employer’s personnel in all tests on site if so requested by the Employer for the purpose of on-the-job training. In this case, the Contractor shall assume full responsibilities for test results. The cost of inspection to be incurred by on-the-job trainees, if any, shall be borne by the Contractor.

(3) Should the system or any portion thereof fail under test to give the performance required, then any further test(s) which may be considered necessary by the Engineer shall be carried out in a similar manner, but the whole cost of the repeated test(s) shall be borne by the Contractor including all charges to be incurred by the Engineer and Employer’s representative(s) for such test(s).

(4) If any item fails to comply with the requirements of the Specification in any respect whatsoever at any stage of manufacture, test, installation or on completion at Site, the Engineer may reject the item or defective component thereof, whichever is considered necessary, and after adjustment or repair as directed by the Engineer, the Contractor shall submit the item for further inspection and/or test. In the event the defect of any item is of such nature that the requirements of the Specification cannot be fulfilled by adjustment or repair, such item is to be replaced by the Contractor at his own expense, to the entire satisfaction of the Engineer.

(5) The Contractor can use the test equipment supplied under the Project for this purpose.

6.5. Tests of Equipment at the Site

(1) The Contractor shall carry out the following tests during or after completion of installation works and before the performance test to check individual function of the equipment and to make necessary adjustments and setting for the optimum operation.

(a) Photovoltaic Module/Array:

(i) Appearance inspection

(ii) Measurement of insulation resistance

(iii) Measurement of power generation of each string

(b) Mount on Metal Roof:


(c) Connection Box:





(d) Junction Box:



(e) Power Conditioner:



(iii) Measurement of grounding resistance

(iv) Measurement of input voltage to power system (grid system side)

(f) Meteorological Monitoring System:


(ii) Performance inspection

(g) Data Collecting System:


(ii) Performance inspection

(h) Test Equipment:


(ii) Quantity inspection

(i) Spare parts and Consumable Materials:


(ii) Quantity inspection

(2) For the test of power conditioner, the Contractor shall ask the necessity of the presence of BOHECO-I. The expense shall be borne by the Contractor if necessary.

6.6. Commissioning Test and Reliability Test

(1) The Contractor shall carry out the commissioning test to demonstrate that the entire equipment is properly installed and to ensure the performance of the whole system of the photovoltaic power generation system.

(2) The test shall be conducted complying with JIS C 8907:2005 titled “Estimation method of generating electric energy by PV power system”, however the efficiency parameter shall be based on the specification of the equipment installed by the Contractor.

(3) The reliability test shall be performed under normal operation conditions for at least fourteen (14) consecutive days immediately after successful completion of the commissioning test. The Contractor shall not be entitled to replace or readjust essential parts of the Works during the reliability test.

(4) For connection to the BOHECO-I distribution system indirectly, inspections including protection device performance test of power conditioner shall be carried out in consultation with BOHECO-I. The expense shall be borne by the Contractor if necessary.

6.7. Setting indicated by the Power Distribution Company



(1) The Contractor shall report the progress to BOHECO-I during the installation work and test at the site of the photovoltaic power generation system for the arrangements at BOHECO-I.

(2) For connection to the BOHECO-I distribution system indirectly, the Contractor shall configure the settings of protection relays as indicated by BOHECO-I.

6.8. Tests on Completion

Tests of Each Equipment at the Site, Commissioning Test and Reliability Test shall be considered as the Tests on Completion as defined and referred to in the Condition of Contract. The Taking-Over Certificate for the Works shall not be issued until tests are executed to the satisfaction of the Engineer.

6.9. Other Tests

The Contractor shall carry out any test other than specified herein above wherever so required by the Engineer. All tests shall be carried out in the presence of the Engineer and Employer’s representative to their complete satisfaction.


7.1. Measurement

Work under this Section shall be measured according to the item classification and units specified in the Bill of Quantities.

7.2. Rates

The rates and lump sums shall be full compensation for the design, installation and testing of all plant, materials, labour, equipment, transport, temporary works, trainings, factory tests, establishment charges, overheads, profit and taxes required to complete the work contained in this Section of the Specification and/or shown on the Drawings.

New Bohol Airport Construction and Sustainable Environmental Protection Project Section 3270: Power Distribution System


11.SECTION 3270

POWER DISTRIBUTION

1.0 SCOPE OF WORK

1.1. This work includes the supply and installation of Power and Control cables, counterpoise wire, joints, terminations and cable marking, testing of installation. Manholes, cable ducts, handhole in landside area (not airside) are also included in the scope of Works.

1.2. Underground cable ducts including ducts crossing the runway, taxiway and roadway are included in the scope of work for Aeronautical Ground Lights Works.

1.3. Cable pits inside the buildings are included in the scope of work for Building Works.

1.4. Power distribution system is required to supply reliable and stable power for the operation of the facilities and equipment to be provided under the Project.

2.0 CABLE DUCTS

2.1. Galvanized steel pipes shall be used as cable ducts where cables are to cross the apron shoulder pavement area and airside maintenance road.

2.2. A manhole shall be provided on both sides of crossing ducts (except the ducts for airside maintenance road) in order that the cables can be easily installed. The ducts shall be buried at a depth of more than 1200 mm from the pavement surface to the top surface of ducts, and not less than 700 mm below the surface of unpaved areas.

2.3. The Contractor shall submit to the Engineer for approval structural calculations and drawings of manhole structure.

2.4. PVC pipe with concrete encasement in landside area (not airside) shall be used as cable ducts.

2.5. The size of a cable duct shall be not less than 100 mm inside diameter. The internal surface of a cable duct shall not prevent the ease of travel of the cables through the duct or damage the cable.

2.6. A cable duct shall be laid so as to slope downwards toward handholes and cable duct ends for drainage. Gradients shall be at least 2.5 mm per meter. Where it is not practicable to maintain the slope all one way the cable duct may be sloped from the center in both directions toward manholes, handholes, or cable duct ends. Pockets or traps where moisture may accumulate should be avoided.

2.7. Spacers or another suitable method shall be used in order to ensure uniform spacing between ducts. Joints in adjacent ducts shall be staggered a minimum of 600 mm apart and shall be made waterproof prior to backfilling. No cable duct having a defective joint shall be installed.

2.8. If used as a method of cable installation, each cable duct shall be provided with an adequate strength non-conducting draw cord.

2.9. The flared end of a cable duct coupling shall be installed flush with the concrete encasement or the inside walls of manholes or handholes. The open ends of the closed cable duct shall be plugged.

2.10. Cable duct made of conductive material shall be earthed where it enters or leaves a manhole



or handhole.

3.0 TRENCHES FOR ELECTRICAL CABLE DUCTS

3.1. Trenches for single cable duct lines that are not encased in concrete shall be not less than 150 mm or more than 300 mm wide. The trench for two or more ducts installed at the same level shall be proportionately wider.

3.2. Trench depth shall be not less than 50 mm below the level of the lowest cable. Where rock excavation is encountered the rock shall be removed to a depth of at least 80 mm below the required cable depth.

3.3. Unless required otherwise, all cables in the same location and running in the same general direction should be installed in the same trench. Walls of trenches should be vertical so that a minimum of shoulder surface is disturbed. The bottom surface of trenches should be smooth and free from coarse aggregate.

3.4. A layer of fine material at least 100 mm thick (loose measurement) shall be placed in the bottom of the trench as bedding for the cable duct. The bedding material shall contain no particles large than 6 mm diameter. The bedding material shall be tamped until firm. Trench bottoms for ducts without concrete encasement shall provide uniform support for the cable duct along its entire length.

3.5. After the cable has been installed, the trench shall be backfilled in the following way:

(1) The first layer of backfilling shall be not less than 75 mm deep, loose measurement (50 mm compacted), and shall contain no material aggregate particles larger than 6 mm diameter.

(2) The second backfill layer shall not exceed 200 mm in depth (loose measurement) and shall contain no particles larger than 25 mm diameter.

(3) The third and subsequent layers of the backfilling shall be tamped level with the ground level and shall not exceed 200 mm in depth, loose measurement and shall not contain stones or aggregate larger than 100 mm in diameter.

(4) Where soil is to be placed over the trench, the backfilling shall be stopped at a depth equal to the thickness of the soil to be used. Any excess excavated material shall be removed.

3.6. Trenches shall not be excessively wet and shall not contain pools of water during the backfilling operation.

4.0 MANHOLES AND HANDHOLES

4.1. Manholes and handholes shall be installed at an interval of not more than 100 m and at every corner of cable conduit route so that installation of cable inside the cable conduit can be executed without difficulties.

4.2. Manholes and handholes shall be marked and identified by purpose and reference.

4.3. Splicing of cables shall be done only inside manholes and handholes. Splices or connectors shall be a minimum of 600 mm from the mouth of the cable duct or conduit opening into a manhole. All cables shall be tagged in each manhole or handhole with not less than two tags per cable, one near each cable duct or conduit entrance hole. Tags shall be attached to the cable immediately after installation. Where feasible, splices in different cables should be



staggered.

4.4. End of the conduit pipe inside handholes and manholes shall be provided with bell mouthed PVC sleeve so that cable shall not be damaged during the installation.

4.5. Each cable inside every manhole and handhole shall have identification tags permanently attached to it.

4.6. Cables shall be carefully formed around the interior of manholes or handholes avoiding sharp bends or kinks. All cables and splices within manholes shall be tied to cable hook and/or racks using 3.2 mm diameter nylon line or equivalent.

4.7. Manholes and handholes, when not being worked in, shall be securely closed by covers of sufficient weight or proper design so they cannot be easily removed without tools. Covers should be suitably designed or restrained so that they cannot fall into manholes or protrude into manholes sufficiently far to contact cable or equipment.

4.8. Covers shall be water tight type with neoprene packing with relief mark of POWER.COM. The covers to be installed in runway strip shall have 8 ton bearing strength and the covers to be installed outside of runway strip shall have 4 ton bearing strength, both permanently attached by galvanized chain.

4.9. The covers for 8 ton bearing strength shall be spheroid graphite iron casting (JIS G5502 or equivalent) and the covers for 4 ton bearing strength shall be gray iron casting (JIS 5501 or equivalent). The cover frames both for 8 ton and 4 ton bearing strength shall be the same gray iron casting. The covers and frames shall be painted with synthetic resin paint.

4.10. The Contractor shall furnish and install cable supports and accessories required to make neat cable installation. Appropriate measures shall be taken against the adverse effect of inductive reactance due to mixed installation of cables for power, lighting and communications.

5.0 CABLE INSTALLATION

5.1. Cable shall be installed in one piece, without splices, from connection to connection, using the longest practicable lengths of cable.

5.2. Cable shall be unreeled directly into the open trench or unreeled near and carefully placed in the trench without excessive dragging over the surrounding ground.

5.3. Where cable cutting is required, the ends shall be effectively sealed against moisture until connections are made.

5.4. Cable shall be installed in a manner to prevent harmful stretching of the conductor and damage to the insulation or outer protective covering.

5.5. Damage to the electrical properties of cable may not become evident until long after entering operational service, therefore attention to the radius of bends and pulling strains during installation shall be taken. The appropriate minimum radius and maximum pulling tensions shall be obtained from the manufacturer of the cable.

5.6. All cables, including connections, shall be tested after installation (continuity and insulation tests).

5.7. Where more than one cable is to be installed in a cable duct, all cable shall be installed at the same time. Any combination of a group of cables to be drawn into a cable duct should not exceed the sum of individual allowable tension of each cable plus 15%. A splice or connection shall not be placed in a cable duct.



5.8. The cable to be installed in the cable duct may be pulled by a power winch or by hand. A dynamometer should be used to indicate the proper tension for the cable being pulled or a harness of the proper size that shall safely limit the tension of the pull should be used.

5.9. Not less than one meter of slack loop shall be left at each end of a cable run, and at all points where cable connections are brought above ground. At all cable connections, slack loops shall be provided within 300 mm of the joint. Where a joint is made underground, the slack loop shall be installed at the same depth as the cable run.

5.10. Where cables for power and communication occupy the same manhole/handhole a barrier approved by the Engineer shall be provided or a required spacing shall be implemented using proper cable support.

6.0 UNDERGROUND IDENTIFICATION

6.1. An underground identification polyethylene cloth tape or other suitable method of warning of the presence of cables, water pipes, oil pipe, etc. shall be placed along and immediately above the entire cable or pipe length in the trench.

6.2. The identification cloth tape shall indicate the purpose of cable and pipe with colours.

Utility Lines Colour of Cloth Tape Power Cables Orange Communication Cable Red Telephone Cable Red Water Pipes Blue Sewerage Pipes Brown Gas Pipes Green Oil Pipes Yellow

7.0 MARKING OF CABLES

7.1. Where accessible, including at each cable end, joint or connection, all cables shall be labeled with an indelible and secure identification mark.

7.2. The identification mark should indicate pertinent data such as the circuit identity, its function, the facility which it serves, the type of cable, etc. The type of cable should be marked with “POWER”, “CONTROL”, “TELEPHONE”, or “COAXIAL”, or with suitable abbreviations for these terms. Where telephone type cable is used for control functions, it should be marked as a control cable.

7.3. A cable route shall be identified on the surface by a suitable marker at the start, end at each change of direction, and at each cable joint or splice. The marker shall indicate:

- The identification of the cables - The type of cable installed - Arrows to indicate the direction or change of direction of the cable run - The depth of the cable or ducts.

7.4. Size of concrete slabs shall be at least 200 mm x 200 mm x 200 mm. The concrete slabs should be installed shortly after the final backfill of the cable trench and flat in the ground with the top approximately 25 mm above the finished grade. The top surface should be pained a conspicuous colour (red or orange) to assist in their location.

7.5. Each cable shall have identification tags permanently attached to it at each end, intermediate position preferably middle of cable rack and at eye level position of the cable rack in the EPS



at every floor. It shall be made of non-corrosive metal or plastic plates which is engraved or stamped, with identification number of cable, voltage and conductor size.

7.6. Cable identification numbers shall comply with the cable schedule which shall be prepared by the Contractor according to cable as actually installed. Those cable schedules shall indicate the cable number, cable size, voltage, number of conductor, conductors size, termination and connection at each end and cable route. The cable schedules shall be placed inside hard transparent plastic cases and provided beside every MDF, terminal board and power distribution board concerned.

8.0 CONTROL CABLE AND COMMUNICATION CABLE

8.1. Control cable to be laid outdoor shall be unless otherwise specified, optical fiber cable or 2mm2 CVVS cable, and number of pairs shall include spare pairs of whichever is greater of 5 pairs or 20% of actually required pairs. The ends of these spare pairs shall also be terminated at the terminal block.

8.2. Communication cable to be laid outdoor shall be, unless otherwise specified, 0.9 mm color coded polyethylene insulated polyvinyl-chloride sheathed cable (CPEV cable), and number of pairs shall include spare pairs of whichever is greater of 5 pairs or 20% of actually required pairs. The ends of these spare pairs shall also be terminated at the terminal block.

8.3. Cable shall be manufactured in accordance with the required or equivalent standards.

9.0 UNDERGROUND CABLE

9.1. Outdoor cable shall be, in principle, installed underground through galvanized steel pipe or of PVC conduit. The depth from the top of the conduit pipe and to finished grade shall be as follows:

(a) In case of road crossing or runway crossing, the depth shall be 1200 mm and galvanized steel pipe shall be used.

(b) In case of underneath the paved parking area, the depth shall be 800 mm and galvanized steel pipe shall be used.

(c) The depth shall be 700 mm and PVC pipe shall be used at all other unpaved places, and a depth of 1200 mm and PVC pipe shall be used at paved areas.

9.2. PVC conduit shall be installed under unpaved areas.

9.3. The cable conduits shall be sealed properly at both ends for protection of cables against rodents and inner edge at both ends of each pipe shall be chamfered to avoid damage to cable during the installation.

9.4. No cable shall be installed until the inside of conduit pipes has been cleaned.

9.5. Sum of cross-sectional area of cables installed in a conduit pipe shall be less than forty percent (40%) of inner cross-sectional area of the conduit pipe.

9.6. Cable for power and lighting shall be in separate conduit from any communication and signal cables.

9.7. A concrete marker with appropriate size and notation approved by the Engineer shall be installed above the underground cable conduit at the middle of handholes. In case distance between the handholes is less than fifty (50) m, installation of the marker may be omitted.

9.8. A pulling rope or wire shall be placed in the conduit for cable installation. The ends of the



pulling rope or wire shall be at least one (1) meter at each handhole or manhole.

9.9. In case a spare conduit pipe is installed along a new cable conduit, a pulling rope or wire shall be placed in the spare conduit pipe between handholes or manholes. The end of the pulling rope or wire inside the handhole or manhole shall be at least one (1) meter long.

9.10. An insulation monitoring device shall be provided for the underground power cable circuits for the Access Road. The insulation value shall be measured automatically and an alarm shall be registered when the measured value decreases.

10.0 CABLE ENTRANCE

10.1. Cable entrance to new buildings shall be provided under this Sub-Section. However, the required number of penetrating pipes, size and location thereof including for other work shall be coordinated and determined by the Contractor. In case modification from the Drawings is required, the cost thereof shall be deemed to be included in the Contract Price.

10.2. Where cable passes through a building exterior wall and ground floor, cable holes shall be completely filled in accordance with the work method submitted by the Contractor and approved by the Engineer.

10.3. In the case of openings through which fire may spread from one floor to the other, such holes through floor or walls for the pipe and cables shall be sealed with fire resistant materials.

11.0 CABLE SIZE FOR POWER AND CONTROL CABLES

11.1. The allowable current of L.V power cables shall be more than the rated current of MCCB for circuit protection.

11.2. Cable conductor sizes and MCCB frame sizes are reference only on Drawings. Cable conductor sizes and MCCB frame sizes shall be determined based on the results of computation and analysis of the short-circuit currents and voltage drops (max two (2) percent at the end of cables).

12.0 DEMARCATION OF COMMON ITEMS PROVISION FOR CABLING AND WIRING

12.1. Communication, power and control cables included in the scope of work for this Sub-Section as well as for Building Works and NAVAIDS Works shall be installed between equipment, terminal boards, or power distribution boards along cable racks, duct, trenches and conduit pipes, handholes, etc.

12.2. In order to assure smooth implementation of the installation work, thorough coordination shall be made by the Contractor among different Works including Civil Works. Installation drawings, work drawings and relevant shop drawings shall be prepared after due coordination.

12.3. The common items such as cable rack, duct and grounding system shall be installed under either the NAVAIDS Works or Building Works. The demarcation of providing these items among different Works for smooth and efficient execution shall be coordinated in advance by the Contractor.


13.1. Measurement



Work under this Sub-Section shall be measured according to the item classification and units contained in the Bills of Quantities (BOQ).

13.2. Rates

(1) The rates shall be full compensation for all plant, materials, labour, equipment, transport, temporary works, establishment charges, overheads and profit and taxes required to complete the work contained in this Sub-Section of the Specification and/or shown on the Drawings.

(2) The rates for cabling shall further include for:

(a) Trenches excavated by hand or machine, and in all types of ground including backfilling, disposal of surplus material, supports, protection and maintenance of sides, dewatering, etc.

(b) Galvanized steel or PVC conduit (where not measured separately)

(c) Terminations, including gland assemblies, lugs, ferrules, seals, earth tags, shrouds, markers and connections

(d) Cable supports and protection, including raceways, rigid or flexible conduits, cable trays, trunking, ladders (unless separate pay items have been specifically included in the Bills of Quantities) and for all fittings, supports, brackets thereto

(e) Maintaining earth continuity

(f) Cable sleeves for casting into the structure and caulking between cables and plugging sleeves with fire resistant material

(g) All necessary marker post, marker tape, plates and tiles

(h) Protection

(i) Fixing to and embedding in any surface the foregoing items including providing all clips and fixings, cutting out holes, notices and chases, finishing over and all making good

(3) The rates for underground ducts (where measured separately) shall include for:

(a) Trenches excavated by hand or machine, and in all types of ground including backfilling, disposal of surplus material, supports, protection and maintenance of sides, dewatering, etc.

(b) Bedding

(c) Concrete encasement

(d) All short lengths and joints in the running lengths, including the provision of all loose collars, coupling and similar items where required and all jointing and sealing materials including gaskets, bolts and nuts

(e) Providing all necessary fittings including joints, marker-plates or posts, plugs, draw-cords and the like

(4) The rates for electrical manholes and handholes shall include for:

(a) Excavating by hand or machine, and in all types of ground, including all backfilling, disposal of surplus material, supports, protection and maintenance of sides, dewatering, etc.

(b) Concrete, reinforcement and formwork



(c) Covers and frames and cable support

(d) Forming holes for building in ducts

(e) Forming rebates for and building in frames

(f) Protection

New Bohol Airport Construction and Sustainable Environmental Protection Project Section 3290: Road and Car Park Lighting


12.SECTION 3290

ROAD AND CAR PARKING LIGHTING

1.0 SCOPE OF THE WORKS

1.1. The work shall consist of providing a complete lighting system for the internal roads of the airport, car parking areas and Access Road. The Contractor shall provide all materials, equipment, tools, labour and all necessary ancillaries together with the transportation, storage, assembly, erection, connection and testing in order to supply and install a complete lighting system for all road and car parking areas and as directed by the Engineer.

1.2. Lighting fixtures, ballast, poles, concrete base, excavation, backfill, cable pipes and wiring shall be included.

2.0 LIGHTING SYSTEM

2.1. Internal road lighting shall be provided at approximately 45m or more intervals or in accordance with the Drawings.

2.2. Access road lighting shall be provided at approximately 50m interval or unless otherwise specified the Drawings.

2.3. The illumination level for road lighting shall be at least as specified in Table 3290.1 below, and the average horizontal illumination for car park lighting shall be 20 lux.

Table 3290.1 Road Lighting – Required Average Horizontal Illuminance

Area Average Illuminance (lux)

Asphalt Pavement Concrete Pavement Access Road 15 lux 10 lux Internal Road (around car parking lot) 10.5 lux 7 lux Internal Road (other areas) 7.5 lux 5 lux

2.4. Uniformity ratio of road surface luminance shall not be less than 0.4 (minimum to average). Uniformity ratio of car parking area surface luminance shall not be less than 0.17 (minimum to average), and 0.1 (minimum to maximum)

2.5. Lighting poles, lighting fixtures, concrete foundations and all anchorages shall be designed and installed in such a way to resist a maximum wind velocity of 60m per second.

3.0 POWER SUPPLY SYSTEM

3.1. The electric power source of the internal road lighting and car parking lighting is the indoor lighting panel provided under this Sub-Section. Location of the lighting panel board is at the Power House.

3.2. The electric power supply of the Access Road lighting is the two (2) Pole mounted transformer to be installed along the stretch of the Access Road. It shall be provided with outdoor Panel board (with Fence) and Metering.

3.3. Electrical system of supply circuits shall be 3-phase, 3-wire, 230V, 60Hz. Each light fitting shall be supplied with power, single phase, 3-wire (1 wire is for fitting grounding), 230V, 60Hz at input of ballast.

3.4. The operation of internal road and car park lighting shall be remotely controlled and



operated by the BMS. (Building Management System)

3.5. The operation of access road lighting shall be manual and automatic by the combination of photoelectric control switch.

4.0 EQUIPMENT

4.1. Panel boards

(1) Panel boards for road and car parking lighting shall be manufactured in accordance with IEC 60439-3, or JIS C 8480 (1998), JSIA 300, JSIA 305, JSIA 306 and JSIA 113 (2000). Separated insulation steel plates for outdoor panel boards shall be provided each side and on top apart from the outside of the panel board. Insulation plates and steel plates of the outdoor panel board shall be coated with zinc-aluminum by metal spray application at low temperature.

(2) Road & Car park lighting panel board enclosure shall be of code gauge steel NEMA 1 with gutters at least 100 mm wide (IP23) and shall be wall mounted type.

(3) Access Road lighting panel board (stainless) enclosure shall be NEMA 4X (IP 66) pad mounted type of installation.

(4) All buswork shall be properly secured to withstand available circuit faults.

(5) Panel boards for Road and car park shall be provided with BMS interface controller on each circuit.

4.2. Molded Case Circuit Breakers

(1) Circuit breakers shall consist of a quick-make, quick-break type entirely trip-free operating mechanism with contact, arc-interrupter, and thermal magnetic trip unit for each pole, all enclosed in a molded-phenolic case.

(2) The thermal-magnetic trip unit shall provide time-delayed overload protection, and in case of overload or short circuit current in any one pole, the circuit breaker shall trip, indicating with the tripped position of breaker handle midway between “ON” and “OFF” positions.

4.3. Light Fitting

(1) Road light fittings shall be of the cut-off type using 120W LED lights.

(2) The car park light fittings shall be of the floodlight type and the high pole mounted type using 4 sets of 120 LED lights.

(3) All fittings for road light shall be suitable for pole mounting and specially designed to withstand the high temperature generated by the light sources. The housing for the road light fittings shall be made of die cast aluminum or stainless steel sheet with reflector made of electrolytically polished or high reflection sheet aluminum, with a tampered or borosilicate glass lens with stainless steel hinges and toggles or as required by the Engineer.

(4) All fittings for car parking light fittings shall be suitable for pole (15m) mounting and specially designed to withstand the high temperature generated by the light sources. The housing for the car parking light fittings shall be made of sheet aluminum or stainless steel sheet with the reflector made of electrolytically polished sheet aluminum or as required by the Engineer.



4.4. Poles for Road Lighting

(1) The poles for road lighting shall be approximately 12 m high and suitable for ground mounting base. Each pole shall be continuously tapered and shall have a single tubular cross section complete with a single or double arm(s) to carry lighting fixture(s) at its (their) end(s).

(2) A door opening of adequate dimension shall be provided at the base of each pole to provide access to internally mounted equipment. The sides of the door opening shall be adequately reinforced to restore the full strength of the sections and a weatherproof door shall be provided.

(3) All poles and accessories shall be hot dipped galvanized on both inside and outside uniformly. The coating weight shall be not less than 600 g/m².

4.5. Poles for Car Parking Lighting

(1) The poles for car parking lighting shall be approximately 15 m high and suitable for ground mounting base. Each pole shall be continuously tapered and shall have a single tubular cross section.

(2) A door opening of adequate dimension shall be provided at the base of each pole to provide access to internally mounted equipment. The sides of the door opening shall be adequately reinforced to restore the full strength of the section and a fully weatherproof door shall be provided.

(3) Poles may be delivered to the Site in section of a maximum possible length subject to the limitations imposed by transport and ease of erection on the Site.

(4) All poles and accessories shall be hot dipped galvanized on both inside and outside uniformly. The coating weight shall be not less than 600 g/m².

(5) A conventional lightning rod shall be provided at the top of each pole and grounded to the poles. Two terminals for grounding of lightning rod shall be provided at the inside surface of the bottom before erection or installation on the Site. Lightning conductor size shall not be less than 38mm² (7AWG).

5.0 0 CABLE WORK

5.1. All cables to be used shall comply with Sub-Section 3270.

5.2. Power cable conductor size shall be sufficient to supply voltages with a maximum voltage drop of 3% from source to load.

5.3. All power cables of parallel circuit cables to be used in this Works shall be manufactured and tested in accordance with IEC (International Electrotechnical Commission) publication Standards, JIS (Japan Industrial Standard), JCS (Japan Cable Makers Association) and also equivalent Standards. All power cables except where otherwise specified shall be Cross-linked Polyethylene Insulated Polyvinyl-Chloride Sheathed Cables (CV Cable) or (XLPE).

5.4. All underground cables except the road crossing and under the pavement area shall be protected by PVC (Polyvinyl Chloride) pipe in accordance with JIS K 6741 (Unplasticized Polyvinyl Chloride (PVC) Pipes), or IEC. Where crossing road and under the pavement area, underground cable shall be protected with galvanized steel pipe in accordance with JIS G 3442 Galvanized Steel Pipes for Ordinary Piping). The zinc coating weight of pipes shall not be less than 550 g/m² (minimum) and 600 g/m² (average).



6.0 INSTALLATION

6.1. Lighting Pole Bases

(1) Road lighting and car park lighting shall be fixed on poles set on a mounting base erected on concrete foundations as shown on the Drawings or as directed by the Engineer. All necessary foundation and footings or other concrete works shall be carried out in accordance with the provisions of Sections 1400, 1420 and 1440.

(2) Prior to erecting the concrete base, the Contractor shall place temporary markings to identify the actual installation positions of the light fittings determined by him through detailed site survey, against the corresponding positions indicated on the Drawings and shall notify the Engineer accordingly.

(3) The Contractor shall submit structural calculations and drawings for pole and mounting base of proposed supporting structures.

(4) Anti-corrosion type number plate shall be provided for easy maintenance purposes at each pole and handhole, as directed by the Engineer.

6.2. Cable and Conduit

(1) Underground cables shall be laid as shown on the Drawings or as directed by the Engineer, through pipes. Cables shall be in one piece between connections without splices unless obtaining specific approval of the Engineer in writing. Where wire of straight splices is provided, they shall be made only in manhole or handhole to obtain easy maintenance. Bends in cable shall have an inner radius of not less than 10 times its diameter. Each cable shall bear cable identification markers of non-corrodible material at each termination and in each manhole and handhole.

(2) Pipes shall be laid as shown on the Drawing or directed by the Engineer. Pipes shall be laid not less than 700 mm below surface unpaved areas and not less than 1200 mm below paved road or car parking area.

(3) Handholes shall be provided for each lighting post and installed as shown on the Drawing or as directed by the Engineer, and in any case, at not more than 100 m intervals, straight portion and at every change of direction of the pipe run. Handholes shall be of reinforced concrete not less than 150 mm thick and precast handhole may be approved. Cover shall be cast iron and inscribed as indicated by the Engineer. Cast iron cover shall be provided with rust proof steel chains, other end fixed securely to inside of concrete wall. Top of handhole shall be effectively level with the surrounding paved area, whether footwalk or road, but in unpaved area, the top of the handhole shall project 100 mm over ground level.

(4) The Contractor shall submit cable conductor size calculation report to the Engineer for approval, within one hundred and twenty (120) days from the Commencement Date.

7.0 TESTING AND COMMISSIONING

7.1. General

(1) The provisions of Section 1145 are applicable and are to be referred to in connection with Sub-Section 3290.

(2) The following provisions are additional to, and are to be read in conjunction with, Section 1145, and are particular to this Sub-Section of the Specification.



7.2. Scope of Tests

(1) Tests shall include electrical tests, illuminance tests and mechanical tests in accordance with relevant standards approved by the Engineer. The data shall be submitted to the Engineer for the approval before the commencement of installation. During course of erection, the Engineer retains the right to access to erection site for inspecting progress of work and checking the accuracy as may be required.

(2) All inspection and test data shall be submitted to the Engineer. The following tests shall be carried out on each completed section before the commencement of installation and the commissioning of works:

(a) Insulation Test

(b) For low voltage cables, measurement of insulation resistance using DC insulation resistance meter having an output of 500V, between each circuit and earth.

(c) Continuity and polarity test of each circuit.

(d) Ground electrode and grounding system test.

(e) Performance test to demonstrate the lighting system functions as specified

(f) Check of intensity distribution for each light fitting.

(g) Check of illuminance.

(h) Check of uniformity of illuminance.

(i) All other tests required by the Engineer to prove compliance with Specification.

(3) All tests shall be carried out in the presence of the Engineer and to his satisfaction. Tolerance and quality for earthwork, concrete work and their materials shall be subject to the relevant Sections of this Specification.


8.1. Measurement

Work under the Sub-Section shall be measured according to the item classification and units contained in the Bills of Quantities (BOQ).

8.2. Rates

(1) The rates and lump sums shall be full compensation for all plant, materials, labour, equipment, transport, temporary works, establishment charges, overheads, profit and taxes required to complete the work contained in this -Section of the Specification and/or shown on the Drawings.

(2) The rates for lighting fixtures shall further include for:

(a) Ballast

(b) Wiring

(3) The rates for lighting poles shall further include for:

(a) Reinforced concrete pedestal

(b) Fixings, stiffener plates, anchor bolts, etc.

(c) Building in conduit



(4) The rates for high mast lighting poles shall further include for:

(a) Reinforced concrete pedestal

(b) Raising and lowering gear

(c) Fixings, stiffener plates, anchor bolts, etc.

(d) Building in conduit

(5) The rates for lighting pole and high mast foundations shall further include for:

(a) Excavation, backfill, disposal of surplus material, supports

(b) Reinforced concrete

(c) Lean concrete

(d) Crushed aggregate base course

(6) The rates for cabling shall further include for:

(a) Drawing through cable ducts

(b) Terminations, including gland assemblies and lugs

(c) Ferrules, seals, earth tags, shrouds, markers and connections

(d) Cable supports and protection, including raceways, rigid or flexible conduits, cable trays, trunking, ladders (unless separate pay items have been specifically included in the Bill of Quantities) and for all fittings, supports, brackets thereto

(e) Maintaining earth continuity

(f) Cable sleeves for casting into the structure and caulking between cables and plugging sleeves with fire resistant material

(g) All necessary marker post, marker tape, plates and tiles

(h) Protection

(i) Fixing to and embedding in any surface the foregoing items including providing all clips and fixings, cutting out holes, notices and chases, finishing over and all making good

(7) The rates for electric panel boards shall further include for:


(b) Ancillary fittings and fixtures

(c) Design and provisions of all supporting metal structures

(d) Factory treatment including galvanizing

(e) Site applied protective and decorative treatments

(f) All facilities necessary to achieve proper earth continuity, wiring and termination

(g) Grounding system

(h) Terminations, including gland assemblies and lugs;

(i) Ferrules, seals, earth tags, shrouds, markers and connections

(j) Cable supports and protection, including raceways, rigid or flexible conduits, cable ducts, trays, trunking, ladders and for all fittings, fixings, supports, brackets thereto;



(k) Maintaining earth continuity

(l) Fixing to and embedding in any surface the foregoing items including providing all clips and fixings, cutting out holes, notices and chases, finishing over and all making good

(8) Where measured separately, the rates for conduits, ducts and special wireways shall further include for:

(a) All short lengths and joints in the running length including the provision of all loose collars, couplings and similar items where required, and all jointing and sealing materials including gaskets, bolts and nuts.

(b) Providing all necessary fittings including joints, marker plates or posts, drawcords and the like and all necessary hangers, supports, braces, etc

(c) Wrapping underground work

New Bohol Airport Construction and Sustainable Environmental Protection Project Section 3305: General Requirements


SECTION 3300: SEWAGE TREATMENT SYSTEM

13.SECTION 3305

GENERAL REQUIREMENTS

1.0 GENERAL

1.1. Scope of Work

(1) This work shall cover the construction of Sewage Treatment Plant (STP) as detailed herein in the following Sections 3310, 3330, 3350 and 3370.

(2) This work shall be constructed in accordance with the requirements of location, dimension, layout, line and all associated works designated in the Drawings and as specified herein.

(3) This work shall also cover such other incidental construction activities as indicated in the Drawings and the construction method of which shall meet the requirements specified in the applicable section of the Specification.

(4) Any item of work that is not specifically indicated but is necessary for safe and efficient operation of the facilities shall be deemed to be included in the scope of work and included in the Contract Price.

1.2. Design Flow and Quality

(1) The Contractor shall carefully examine this Specification and the Drawings to secure the following design conditions for this work.

(a) Design Sewage Flow

Table 3305.1 Design Sewage Flow

Phase 1 2 Year 2020 2040

Daily Maximum Flow (m3/day) 400 700 Hourly Maximum Flow (m3/day) 880 1500

(b) Design Sewage Quality

Influent water quality should basically meet the “Class C” standard for discharge water for the Philippines. BOD and SS should meet effluent value of Table 3305.2.

Table 3305.2 Design Quality

Item Unit Design Values Standard Effluent

Values* Influent Effluent pH - 6.0-8.0 6.5-9.0 6.5-9.0 COD mg/l - 60 60 Settleable Solids ml/l 20 0.3 0.3 BOD mg/l 350 20 30 TSS (SS) mg/l 400 30 50 Oil and Grease mg/l 20 5 5 Total Coliform MPN/100 ml 5 x 107 3,000 3,000




Applicable Codes and Standards are: ANSI - American National Standard Institute ASTM - American Society for Testing and Materials JIS - Japan Industrial Standard NEC - National Electrical Code IEC - International Electrotechnical Commission NEMA - National Electrical Manufacturer’s Association PEC - Philippine Electrical Codes, Part 1 & 2 JSWAS - Japanese Sewage Works Association Standard JWWA - Japanese Water Works Association

3.0 MATERIALS AND EQUIPMENT

3.1. The material and equipment to be used in this Work shall be new, unused and as hereinafter specified.

3.2. Workmanship shall be of first class.

3.3. Sample of materials or manufacturer’s specifications including brochures/catalogues shall be submitted for approval to the Engineer prior to installation.

3.4. The equipment shall at all times, during construction be adequately protected against mechanical injury or physical damage. If any equipment has been damaged, such damage shall either be replaced or repaired as directed by the Engineer at the Contractor’s own expense.

4.0 TRAINING

4.1. General

(1) The provisions of Section 1150 are applicable and are to be referred to in connection with Section 3300 of the Specification.

(2) The following provisions are additional to, and are to be read in conjunction with Section 1150, and are particular to this Sub-Section of the Specification.

4.2. Period of Training

The Contractor shall instruct and train the Employer’s operators regarding the operation and maintenance of the STP during the initial start-up operation. The period of instruction and training shall not be less than sixty (60) calendar days.


5.1. General

(1) The provision of Section 1145 is applicable and is to be referred to in connection with Section 3300.

(2) The following provisions are additional to, and are to be read in conjunction with Section 1145, and are particular to this Section of the Specification.



5.2. Scope of Tests

(1) Testing and trial operation shall be conducted by the Contractor prior to the hand-over of the STP.

(2) For this purpose, the Contractor shall conduct leakage tests on all water tanks, perform the test run and undertake the starting and initial operation. Should the equipment and facilities fail to perform as specified or guaranteed, the Contractor shall make all corrections, adjustments and replacement necessary to place same in satisfactory condition.

(3) The Contractor shall at his own expense, provide all necessary engineers, labor, materials and equipment for these tests.

(4) The Contractor shall submit a schedule of tests to the Engineer for approval seven (7) days prior to the tests.

(5) A report of the test run and initial start-up operation shall be submitted to the Engineer not later than 15 days after the said test run and shall be a condition precedent to the issuance of the Taking-over Certificate for the Project.

(6) The period of this testing shall be sufficient to adequately demonstrate the capability and functioning of the plant to the approval of the Engineer.

5.3. Leakage Test

(1) Water containing units such as tanks shall be tested before internal lining individually by filling these units to high water level as approved and in the amount directed by the Engineer. If any leakage is observed during the ensuing 48 hours, the Contactor shall repair the leaks as ordered by the Engineer. The above test procedure shall be repeated until no leaks are observed.

(2) The pipeline shall be tested under a hydrostatic pressure of not less than 1.5 times its working pressure. Test shall be for two (2) hours or longer when directed by the Engineer. If any leakage is observed, the Contractor shall repair the leaks. The above test procedure shall be repeated until no leaks are observed.

5.4. Fresh Water Test Run

(1) Before the starting and initial operation, the test run shall be conducted for a period of approximately ten (10) days by filling the tanks with fresh water up to the level of actual operational conditions.

5.5. Starting and Initial Operations

(1) The Contractor shall seed the STP by the provision of activated sludge and begin its acclimation before starting this plant. The activated sludge shall come from another sewage treatment plant collected by the Contractor by means of vacuum truck. The acclimation period, which needs a minimum of one (1) month, shall be deemed completed after test results confirmed the removal of BOD at 70%. The starting operation shall commence after any required adjustment and repair for the equipment is made, subject to the Engineer’s approval.

(2) The Contractor shall adjust all the equipment to achieve a successful operating condition.

(3) Initial operation shall follow immediately in an undisrupted sequence after



completion of the starting operation with sewage as influent. Necessary tests directed by the Engineer shall also be performed.

5.6. Maintenance and Repair Services

(1) The Contractor shall be responsible for providing full maintenance and repair services for the duration of the Defect Notification Period.

(2) Regular routine maintenance and inspection procedures at intervals detailed in the relevant Operation and Maintenance Manuals for all mechanical parts of the sewage treatment plant, pumps and control system.

(3) The provision of all consumables, lubricants, spare parts and replacement parts

(4) Repair services including an emergency repair capability within 24 hours of a call out from the Employer or Engineer (personnel will be designated in the future for this purpose)


6.1. Measurement


6.2. Rates

(1) The rates and lump sums shall be full compensation for all plant, materials, labour, equipment, transport, temporary works, establishment charges, overheads, profit and taxes required to complete the work contained in this Sub-Section of the Specification and/or shown on the Drawings.

(2) The rates and lump sums shall be fully inclusive as detailed in the following Sub-Sections of this Section 3300.

(3) The rates and lump sums shall be deemed to include all costs relating to testing and initial operations, including the provision of activated sludge from another STP.

(4) The rates and lump sums shall be deemed to include for Contractor Design (where applicable).

New Bohol Airport Construction and Sustainable Environmental Protection Project Section 3310: Civil Works


14.SECTION 3310

CIVIL WORKS

1.0 SCOPE OF WORKS

1.1. This work shall consist of the construction of Sewage Treatment Plant (STP) structures and all other associated civil works in accordance with the requirements of location, dimension, layout, line and details indicated on the Drawings and as specified herein.

1.2. The STP structures shall be liquid retaining structures and shall be subject to Contractor Design requirements.

1.3. This work shall also cover such incidental facilities as to sewer manhole, asphalt pavement, curbstone and walkway, fence and gate and other civil work requirement to be constructed in the STP area. The material and construction method of which shall meet the requirements specified in the applicable Sections of the Specification.

1.4. Where not specifically referenced or described below, the works related to the Civil Works shall meet the requirements of 2000 series of this Specification.

2.0 STP STRUCTURES

2.1. Concrete

(1) The concrete to be used for the STP structures, equipment foundation bases and sewer manhole shall meet the requirements of the design compressive strength 210kg/cm² (for unstructured concrete) and 280kg/cm² (for structure concrete) at 28 days specified in Section 1400.

2.2. Reinforcing Bars

(1) The reinforcing bars shall be in accordance with the requirements of AASHTO M31 and M32 or as specified in Section 1420, and the tensile strength at yield point of the reinforcing bars shall meet the requirements shown on the Drawings.

2.3. Formwork/Finishing

(1) The formwork and finishing of concrete shall meet the requirements specified in Section 1440.

2.4. Joints/Waterstop/Sealants

(1) Joints, waterstops and sealants shall meet the requirements specified in Section 1460.

2.5. Step Irons and Ladders

(1) The step irons or ladder bars to be set in the sewage structures, tanks and pits shall be made of stainless steel to JIS 4303, SUS 304, while those to be set in the incidental manhole (sewage manhole, electrical manhole) shall be cast iron with epoxy paint, galvanized wrought iron, or galvanized steel.

(2) Wrought iron shall meet the requirements of AASHTO M 100.

(3) The steps shall be of the size, length and shape shown on the Drawings.



2.6. Frame, Covers and Gratings

(1) Galvanized steel for gratings and frames shall conform to the requirements of AASHTO M 94.

(2) FRP (glass Fiber Reinforced Plastic) cover shall consist of the following.

(a) Unsaturated polyester resin; JIS K 6919 UP-G or equivalent

(b) Glass fiber; Non-alkali; conforming to appropriate requirements of JIS R 3411 to R 3417

(3) Chequer plate covers shall be stainless steel SUS 304 or galvanized steel plate which is shown on the drawings.

2.7. Mortar

(1) The mortar shall consist of the mixture of Portland cement, sand and water (cement-sand volume ratio of 1 to 2) and shall meet the requirements specified in Section 1400.

2.8. Spreading Loose Crushed Aggregate for Foundation

(1) The crushed aggregate shall be placed in accordance with the requirements of location, grade, elevation, and thickness as indicated on the Drawings or as directed by the Engineer.

(2) The crushed aggregate shall be compacted to not less than 95% of the maximum dry density as determined by AASHTO T 180.

2.9. Backfilling Concrete Structure

(1) Upon completion of structures, the trenches shall be backfilled with material approved by the Engineer, to the grade and elevation indicated on the Drawings and shall be compacted to not less than 95% of the maximum dry density as determined by AASHTO T 180. The finished thickness of each layer shall be 20cm maximum.

(2) Backfilling shall not be commenced until 7 days following concrete placement, or where the concrete has attained sufficient strength to provide a factor of safety against damage or strain in withstanding any pressure created by the backfilling, or by vibrations of the compaction equipment.

2.10. Foundation for Mechanical and Electrical Equipment

(1) Foundations for equipment shall be of sufficient size and thickness as indicated on the Drawings and/or so required by the manufacturer of the respective equipment.

(2) Foundations for Screen Removal System (Human Waste Processing) and Grit Chamber wall shall be connected by stud dowel (D16 @500) to prevent gap between the walls. Contractor must submit detail drawing and specification to the Engineer.

3.0 SEWER MAIN

3.1. Laying, Installing and Backfilling for Sewer Main

(1) Foundation of PVC Pipe (sewer main) shall be made of fine sand, as specified on



the Drawings, which shall be firmly compacted to not less than 95% of the maximum dry density as determined by AASHTO T 180.

(2) The Contractor shall take necessary measures to ensure installation and backfilling of the PVC pipe to line and grade indicated on the Drawings.

(3) The upgrade end of pipelines not terminating in a structure shall be plugged or capped after the day’s work is over.

(4) Upon completion of installing PVC pipes, the Contractor shall obtain Engineer’s approval of the vertical and horizontal alignment of pipes.

(5) The pipe trenches shall be backfilled with find sand to the grade and elevation indicated on the Drawings, and shall be compacted to not less than 90% of the maximum dry density as determined by AASHTO T 180.

(6) Above such grade and elevation of fine sand backfill, the trench shall be immediately backfilled with material approved by the Engineer to ground level. The material shall be compacted to not less than 90% of the maximum dry density as determined by AASHTO T 180.

(7) Pipe which is not true in alignment, or which shows settlement or deviation after laying and backfilling, shall be taken up and re-laid at the Contractor’s expense.

(8) The Contractor shall provide, as necessary, for the temporary diversion of road in order to permit the installation of the pipe.

3.2. Granular Materials for Backfill (Fine Sand)

(1) The gradation of granular materials (Fine sand for backfilling sewer main) shall be in accordance with the requirements shown in Table 3310.1.

(2) The granular material shall be free from any foreign substances.

Table 3310.1 Gradation of Granular Material Sieve Designation

(Square Openings) Percentage by Weight

Passing Sieves (%) Notes

10 mm 100 No. 4 95 – 100

No. 16 45 – 80 No. 30 25 – 55 No. 50 10 – 30

No. 100 2 – 10


4.1. Measurement


4.2. Rates

(1) The rates and lump sums shall be full compensation for all plant, materials, labor, equipment, transport, temporary works, establishment charges, overheads, profit



and taxes required to complete the work contained in this Sub-Section of the Specification and/or shown on the Drawings.

(2) The lump sums for STP structures shall further include for the following:

(a) Excavation, backfill and disposal of surplus excavated material

(b) Lean concrete blinding

(c) Concrete work, including formwork and steel reinforcement

(d) Joints and waterstops

(e) Waterproof linings

(f) Built in anchors, bolts, etc. for equipment

(g) Built in sleeves for pipes

(h) Access ladders

(i) Frames, covers, gratings and the like

(j) Handrails

(3) The lump sum for the sludge drying bed shall further include for

(a) Sand layer

(b) Gravel layer

(4) The rates for sewer line pipe laying shall further include for the following:


(b) Sand bedding and pipe sand cushion

(c) Pipe fittings and accessories

(5) The rates for sewer manhole shall further include for the following:


(b) Manhole cover and ladder rung

New Bohol Airport Construction and Sustainable Environmental Protection Project Section 3330: Building Works


15.SECTION 3330

BUILDING WORKS

1.0 SCOPE OF WORKS

1.1. The architectural, mechanical and electrical works for STP Control Room and all associated works are included in Component-4-6: (B63) STP Control Room.

1.2. Specification for Structural works for SPT Plant shall be referred to Sections 1400, 1420, 1440 and 1460.

New Bohol Airport Construction and Sustainable Environmental Protection Project Section 3350: Mechanical Works


16.SECTION 3350

MECHANICAL WORKS

1.0 SCOPE OF WORK

1.1. The work shall cover the supply and installation of mechanical equipment and/or system for the Sewage Treatment Plant as specified herein and on the Drawings. Any item of work that is not specifically indicated, but is necessary for safe and efficient operation on the facilities, shall be deemed to be included.

2.0 MECHANICAL EQUIPMENT

2.1. Main Inlet Valve

(a) Quantity : One (1) no.

(b) Type : Cast Iron Sluice Valve (Manual Operated)

(c) Specification : Size-Dia.200mm x Approx.910mm (Spindle length)

(d) Material : Body – Cast iron JIS FC200 or equivalent

(e) Accessory : Foundation bolt/nut, Head stock, Spindle cover and coupling, Chain with handle fixing stop attachment etc.

2.2. Screen Removal System (Human Waste Processing)


(b) Type : Automatic Drum Screen

(c) Specification: Capacity – 1.3 m³/min x 2.2kW x 230V x 60Hz

Drum diameter – 800mm Fine screen opening – 5mm Coarse screen opening – 70mm

(d) Material : Screen, Rake, Screw conveyor, Chute, Container, Input equipment, Foundation bolt/nut – 304 Stainless steel or equivalent

Receiving device – 304 Stainless steel or equivalent Influent pipe – 304 Stainless steel or equivalent Discharge pipe – 304 stainless steel or equivalent Drainage pipe – 304 stainless steel or equivalent

(e) Accessory : Foundation bolt/nut, Special tool for maintenance, Grease for all, Container, Input equipment, Chain Block and Geared Trolley, Control panel, Receiving device, Influent pipe, Discharge pipe, Drainage pipe, Inspection grating with handrail, Other necessities

2.3. Inlet Gate


(b) Type : Separate type Stainless Plate (Manual Operated)

(c) Specification : Size – 500mmW x 1,000mmH x 4mmt

(d) Material : Plate – 304 Stainless steel or equivalent



(e) Accessory : Foundation bolt/nut, Gate guide

2.4. Fine Screen A


(b) Type : Bar Screen (Manual operated)

(c) Specification : Size – 500mmW x 1,000mmH

Screen opening – 15 mm

(d) Material : Screen, Rake – 304 Stainless steel or equivalent

(e) Accessory : Foundation bolt/nut

2.5. Fine Screen B


(b) Type : Automatic Belt Traveling Screen

Specification : Size – 500mmW x 1,000mmH x 0.025kW x 230V x 60 Hz, Screen opening – 15mm

(c) Material : Screen, Rake, chute – 304 Stainless steel or equivalent

Opening cover - FRP

(d) Accessory : Foundation bolt/nut, Special tool for maintenance, Grease for all, Container, Opening cover, Other necessities

2.6. Outlet Gate


(b) Type : Separate type Stainless Plate (Manual operated)

(c) Specification : Size – 500mmW x 1,000mmH x 4mmt

(d) Material : Plate – 304 Stainless steel or equivalent

(e) Accessory : Foundation bolt/nut, Gate guide

2.7. Raw Water Pump

(a) Quantity : Three (3) nos. (1 duty, 1 stand-by and 1 stock)

(b) Type : Submersible Sewage Pump (Non-clogging type)

(c) Specification: Dia.65mm x 0.27m3/min x 11mh x 1.5kW x 230V x 60Hz

(d) Material : Casing – Cast iron JIS FC200 or equivalent

Impeller – Stainless steel JIS SCS13 or equivalent, Main shaft, Guide pipe – 304 Stainless steel or equivalent

(e) Accessory : Submerged cable (up to terminal box, Approx. 15m length), Lifting chain and pump removal equipment, Compound and pressure gauge, Air vent and other piping, Power cable terminal box, Special tool for maintenance, Foundation bolt/nut, Other necessities

2.8. Mixer for Equalization tank

(a) Quantity : Two (2) nos.

(b) Type : Submersible Mixer

(c) Specification : Dia.Approx.300mm x 1.5kW

(d) Material : Casing, Impeller, Main shaft - Stainless steel JIS316L or



equivalent, Guide pipe – 304 Stainless steel or equivalent

(e) Accessory : Submerged cable (up to terminal box), Lifting device, Mixer removable equipment, Power cable terminal box, Special tools for maintenance, Foundation bolt/nut

2.9. Pumping Well Connecting Gate


(b) Type : Cast Iron Gate (Manual operated outside screw type)

(c) Specification : Size – 200mmW x 200mmH x Approx. 4160mm (Spindle length)

(d) Material : Door body, Gate guide – Cast iron JIS FC200 or equivalent

Sealing strip – Door body side: Stainless steel

Door guide side: Bronze

Wedge plate – Bronze + stainless steel

Spindle, Anchor bolts– Stainless steel

Opening cover – FRP

(e) Accessory : Head stock, Spindle cover and coupling (Stainless steel), Foundation bolt/nut, Chain with handle fixing stop attachment, Gate guide, Sealing strip, Opening cover

2.10. Adjustable Weir and Overall Weir


(b) Type : Manual operated Cast Iron Weir (Direct mounting type)

(c) Specification : Size – 300mmW x 300mmH x Approx.1000mm (Spindle length)





Spindle, Anchor bolts– Stainless steel



2.11. Aerator

(a) Quantity : Five (5) nos. (4 duty and 1 stock)

(b) Type : Mechanical Screw Type Aerator

(c) Specification : 62kgO2/day/unit x 1.5kW x 230V x 60Hz

(d) Material : Shaft, Screw – 304 Stainless steel or equivalent

Casing – FRP

Bracket for Installation – C.S. (galvanized)



(e) Accessory : Foundation bolt/nut, Lifting equipment for maintenance

2.12. Hoist for Aerator


(b) Type : Chain Block with Caster Type Portal Frame

(c) Specification : Chain Block – 0.5 Ton x 2.5m

Hand chain – 2.0m length

Portal Frame – Reference, 2.5mW x 2.5mL x 2.0mH

(d) Material : Load chain – Galvanized steel or corrosion-resistant material

Hand chain – Stainless steel or corrosion- resistant material

Portal frame – Galvanized steel or corrosion – resistant material

(e) Accessory : Caster, Portal frame, Geared Trolley

2.13. Inlet Distribution Weir


(b) Type : Manual Operated Cast Iron Weir (Direct mounting type)

(c) Specification : 300mmW x 300mmH x Approx. 850mm (Spindle length)





Spindle, Anchor bolt/nut – Stainless steel



2.14. Outlet Distribution Weir


(b) Type : Manual Operated Cast Iron Weir (Direct mounting type)


(d) Material : Door body, Gate guide – Cast Iron JIS FC200 or equivalent




Spindle, Anchor bolt/nut – Stainless steel


(e) Accessory : Head stock, Spindle cover and coupling (Stainless steel), Foundation bolt/nut, Chain with handle fixing stop attachment, Gate guide,



Sealing strip, Opening cover

2.15. Clarifier


(b) Type : Central Driven Type

(c) Specification : Dia. 6m x 3.5mH x 0.4kW x 230V x 60Hz

(d) Material : Blade – Rolled steel or equivalent

Submerged portion bolt/nut– 304 Stainless steel

Centre cage – Rolled steel

Field well – Rolled steel with epoxy coating or stainless steel

Bridge – Rolled steel

Pathway and stair – Rolled steel

Handrail – Steel pipe

Skimmer arm, Scum blade, Baffle plate, Baffle plate bracket – Rolled steel or equivalent

Foundation bolt/nut, Scum container – Stainless steel


(e) Accessory : Foundation bolts and nuts, Drive unit and chain cover, Scum container (with lifting chain), Bridge, Pathway and stair, Handrail, Opening cover

2.16. Return Sludge Pump


(b) Type : Submersible Sludge Pump (Non-clogging type)

(c) Specification : Dia.65mm x 0.28m3/min x 8mh x 1.5kW x 230V x 60Hz


Impeller – Stainless steel JIS SCS13 or equivalent

Main shaft, Guide pipe – 304 Stainless steel or equivalent

(e) Accessory : Submerged cable (up to terminal box), Lifting chain, Pump removable equipment, Compound and pressure gauge, Air vent and other piping, Power cable terminal box, Special tools for maintenance, Foundation bolt/nut, Other necessities

2.17. Waste Sludge Pump



(c) Specification : Dia.65mm x 0.28m3/min x 7mh x 1.5kW x 230V x 60Hz




(e) Accessory : Submerged cable (up to terminal box), Lifting chain, Pump removable equipment, Compound and pressure gauge, Air vent and other



piping, Power cable terminal box, Special tools for maintenance, Foundation bolt/nut

2.18. Sludge Outlet Valve


(b) Type : Manual operated Cast Iron Valve (Non-clogging type)

(c) Specification : Size – Dia.150mm x Approx. 3500mm (Spindle length)


Spindle strip – 304 Stainless steel or equivalent

Anchor bolt/nut – Stainless steel


2.19. Isolate Gate for Sludge Pumping Well


(b) Type : Cast Iron Gate (Manual Operated)


(d) Material : Door body, Guide gate – Cast Iron JIS FC200 or equivalent




Spindle – Stainless steel

Anchor bolt/nut – Stainless steel

Opening cover - FRP


2.20. Utility Water Supply Unit for STP

(a) Quantity : Two (2) nos. (1 duty, and 1 stand-by)

(b) Type : Submersible Pumps and Pressure tank with control panel

Specification : Pumps – Dia.50mm x 0.28m3/min x 30m x 3.7kW x 230V x 60Hz x 2 units, Pressure tank – Reference. 10L or more

(c) Material : Casing – Cast iron or equivalent


Main shaft, Guide pipe, Foundation bolt/nut – 304 Stainless steel or equivalent

Tank – Rolled steel or equivalent

(d) Accessory : Submerged cable (up to terminal box), Lifting chain, Pump removable equipment, Common base, Compound and pressure gauge, Power cable terminal box, Pressure switch, Flow switch, Control panel, Foundation bolt/nut, Outdoor cover, Other necessities



2.21. Utility Water Supply Unit for Irrigation

(a) Quantity : Two (2) nos. (1 duty, and 1 stand-by)

(b) Type : Submersible Pumps and Pressure tank with control panel

Specification : Pumps – Dia.50mm x 0.55m3/min x 40m x 3.7kW x 230V x 60Hz x 2 units, Pressure tank – Reference. 10L or more

(c) Material : Casing – Cast iron or equivalent


Main shaft, Guide pipe, Foundation bolt/nut – 304 Stainless steel or equivalent

Tank – Rolled steel or equivalent

(d) Accessory : Submerged cable (up to terminal box), Lifting chain, Pump removable equipment, Common base, Compound and pressure gauge, Power cable terminal box, Pressure switch, Flow switch, Control panel, Foundation bolt/nut, Outdoor cover, Other necessities

2.22. Treated Water Inlet Screen

(a) Quantity : Two (2) nos. (1 duty and 1 stock)

(b) Type : Wedge Wire Screen (Manual operated)

(c) Specification : Size – 500mmW x 500mmH

Screen opening – 1mm

(d) Material : Body, Screen guide, Lifting chain, Foundation bolt/nut – 304 Stainless steel or equivalent

(e) Accessory : Screen guide, Lifting chain, Foundation bolt/nut, Lifting device

2.23. Chlorine Solution Tank

(a) Quantity : Two (2) nos. (1 duty and 1 stand-by)

(b) Type : FRP or Polyethylene Tank

(c) Specification : Capacity – 0.5m3

(d) Material : Main body – FRP or Polyethylene

Foundation bolt/nut – 304 Stainless steel or equivalent

(e) Accessory : Pump installation stand, Vertical mixer installation nozzle, Cover pump suction, Level gauge, Drainage and drainage valve, Foundation bolt/nut

2.24. Chlorine Solution Pump


(b) Type : Diaphragm Pump (Manually control)

(c) Specification : 15.0ml – 60.0ml/min x 0.2kW x 230V x 60Hz

(d) Material : Pump wetted parts – PVC (Polyvinylchloride)

Pump main body – Rolled steel, Cast iron

Common base – Cast iron or rolled steel

Diaphragm – Teflon or equivalent



Ball valve – Ceramic or equivalent

(e) Accessory : Hose for influent line and effluent line, Common base, Foundation bolt/nut, Special tools for maintenance

2.25. Chlorine Solution Tank Mixer


(b) Type : Vertical Mixer

(c) Specification : Dia.250mm x 1,000mmL x 0.1kW x 230V x 60Hz

(d) Material : Impeller, Main shaft, bolt/nut – Stainless steel

(e) Accessory : bolt/nut

2.26. Disinfection Tank Inlet Valve and By-pass Valve


(b) Type : Cast Iron Sluice Valve (Manual operated)

(c) Specification : Size – Dia.100mm x Approx. 1700mm (Spindle length)


Spindle strip, Foundation bolt/nut – 304 Stainless steel or equivalent


2.27. Thickener


(b) Type : Gravity Thickener Type

(c) Specification : Center Cage – Dia. 300mm x 1.0mL

Influent pipe – Dia. 80mm x Approx.2500mL

Weir plate – 3mmt

(d) Material : Centre cage – 304 Stainless steel

Influent pipe – 304 Stainless steel

Submerged bracket and portion etc. – 304 Stainless steel

Foundation bolt/nut – 304 Stainless steel

Weir plate – 304 Stainless steel

(e) Accessory : Foundation bolt/nut, Bracket

2.28. Thickened Sludge Outlet Valve


(b) Type : Motorized Cast Iron valve (Non-clogging type)

(c) Specification : Size – Dia.150mm x 0.4kW x 230V x 60Hz x Approx. 3250mm (Spindle)


Spindle strip, Foundation bolt/nut – 304 Stainless steel or equivalent




2.29. Thickened Sludge Pump



(c) Specification : Dia.65mm 0.28m3/min x10.0mh x1.5kW x 230V x 60Hz




(e) Accessory : Submerged cable (up to terminal box), Lifting chain, Pump removable equipment, Compound and pressure gauge, Air vent and other piping, Power cable terminal box, Special tools for maintenance, Foundation bolt/nut,

2.30. Hoist for Pumps and Scum Container


(b) Type : Manual operated Geared Trolley Chain block, Lifting/travelling

(c) Specification : Geared Trolley and Chain block – 0.5 ton x 5.5m

Hand chain – 2.0m length

Portal frame – Reference, 1.2mW x 1.5mL x 2.0mH

Center rail for Geared Trolley – 2.0mL

(d) Material : Load chain, Portal frame and Center rail – Galvanized steel or corrosion resistant material,

Hand chain – Stainless steel or corrosion-resistant material

(e) Accessory : Caster, Portal frame, Center rail

3.0 INSTALLATION OF THE MECHANICAL EQUIPMENT

3.1. General

(1) Equipment shall be installed under the strict supervision of the manufacturers and to the approval of the Engineer.

3.2. Lubricant

(1) The Contractor shall provide the lubricants recommended by equipment manufacturers with quantities sufficient for consumption prior to completion, testing, and final acceptance.

3.3. Anchor Bolts and Nuts

(1) Equipment supplier shall furnish anchor bolts, nuts, washers, and sleeves of adequate design as required for proper anchorage of the bases and bedplates to the concrete bases.

(2) Anchor bolts, together with templates or setting drawings shall be provided in advance to permit setting the anchor bolts when the structural concrete is placed.



(3) Anchor bolts and nuts for use in submerged or intermittently submerged condition shall be stainless steel.

3.4. Safety Guards

(1) Belt or chain drives, fan blades, couplings, exposed shafts and other moving or rotating parts or all sides shall be covered with safety guards.

(2) Guards shall be designed for easy installation and removal, complete with necessary supports, accessories, and fastener. Guards shall be designed for outdoor locations to prevent entrance of rain and dripping water.

4.0 PIPES AND FITTINGS

4.1. Pipes shall be installed as shown in Table 3350.1 and on the Drawings.

Table 3350.1 Pipe Materials for each usage

Usage Location Pipe Material

Wastewater

Internal Stainless Steel

PVC (VP)

External Stainless Steel

Ductile Cast Iron

Underground PVC (VP)

Stainless Steel Ductile Cast Iron

Into Water Stainless Steel

PVC (VP)

Air Internal/External

Galvanized Steel Stainless Steel

Underground Galvanized Steel

Stainless Steel Treated Water Underground PVC (VP)

4.2. Pipes and fittings shall be in accordance with the following standards.

(1) Polyvinyl Chloride Pipe (VP)

(a) Pipe : JIS K 6741

(b) Fittings : JIS K 6743

(2) Stainless Steel Pipe

(a) Pipe : JIS G 3459

(b) Fittings : JIS or ISO equivalent

(3) Ductile Cast Iron Pipe


(b) Fittings : JIS G 5527

(4) Galvanized Steel Pipe (for Water)




(b) Fittings : JIS B 2301, JIS B 2311 to 2313

(5) Galvanized Steel Pipe (for Air)

(a) Pipe : JIS G 3452-ZN

(b) Fittings : JIS B 2301, JIS B 2311 to 2313

4.3. Galvanized steel pipes laid underground shall be painted with tar-epoxy coating for corrosion protection.

4.4. Valves

(1) Gate Valves shall be installed as indicated on the Drawings.

(a) Gate valves shall be manufactured in accordance with JIS B 2044 or JIS B 2062, and shall be rising stem type.

(b) Flanges of gate valves which are installed on cast-iron piping shall be JIS or ISO equivalent and installed on other piping shall be JIS 10 kg/cm².

(c) The material of main parts shall be as listed below or equivalent:

(i) Body - cast iron JIS G 5501 FC200;

(ii) Gate - cast iron JIS G 5501 FC200;

(iii) Seal ring - stainless steel JIS G 4304 SUS 304; and

(iv) Stem - stainless steel JIS G 4304 SUS 304

(2) Check Valves shall be installed as indicated on the Drawings.

(a) Check valve shall be manufactured in accordance with JIS B 2045 or JIS B 2025.

(b) Flanges of check valves which are installed on cast-iron piping shall be JIS or ISO equivalent and installed on other piping shall be JIS 10 kg/cm².

(c) The material of main parts shall be as listed below or equivalent:

(i) Body - cast iron JIS G 5501 FC200;

(ii) Disc - cast iron JIS G 5501 FC200;

(iii) Sheet ring - stainless steel JIS G 4304 SUS 304; and

(iv) Stem - stainless steel JIS G 4304 SUS 304

(d) Air Relief Valve

Air relief valve shall be JIS or ISO equivalent.

(i) Body - cast iron JIS G 5501 FC200; and

(ii) Ring / Stem - stainless steel JIS G 4304 SUS 304

4.5. Pipework

Pipework shall meet the requirements specified in Section 5050 and Sub-Section 3110 of this

Specification.




5.1. Measurement


5.2. Rates


(2) The rates for pipework shall further include for the following (where not measured separately):

(a) Excavating by hand or machine all trenches in any material for underground pipes, including all demolition and reinstatement, backfilling, disposal of surplus excavated material, supports, working space, protection and maintenance of sides, dewatering, providing sand or concrete beds, surrounds, markers, indication tape, anchor blocks (where applicable)

(b) Fixing to and embedding in any surface including providing all clips, brackets, hangers, screws, bolts and the like, cutting out chases and making good surfaces

(c) Capping open ends of pipework during the progress of the work to prevent ingress of dirt or water

(d) Pipe cross-overs for underground pipework

(e) Wrapping underground pipes with approved anti-corrosive covering material or applying anti-corrosion coating (where applicable)

(f) All short lengths and joints in the running lengths, including the provision of all loose collars, couplings and similar items where required and all jointing and sealing materials including gaskets, bolts and nuts

(g) Providing all necessary fittings including elbows, tees, reducers, thrust blocks, expansion joints, isolation joints, either special joints and fittings

(h) Painting identification color bands on concealed pipes and finish painting exposed pipes

(i) Provision of pipe supports (e.g. clips, saddles, pipe hooks, pipe stays, collars, brackets, rollers, chain, hangers, spring compensators, vibration isolation hangers and the like), seismic restraints and all associated cutting, pinning and painting

(j) Provision of earthling terminals and other suitable connection of equip-potential bonding conductors

(3) The rates for mechanical work shall be fully inclusive – Refer to the provisions of Section 5050.

New Bohol Airport Construction and Sustainable Environmental Protection Project Section 3370: Electrical Works


17.SECTION 3370

ELECTRICAL WORKS

1.0 SCOPE OF WORK

1.1. The work shall cover the supply, installation and commissioning test of electrical equipment and/or system for the Sewage Treatment Plant as specified herein. Any item of work that is not specifically indicated, but is necessary to make the electrical system complete for safe and efficient operation of the facilities, shall be included.

1.2. Where not specifically referenced or described below, items of Electrical Works shall meet the requirements of Section 3200 and 6000 series of this Specification

2.0 ELECTRICAL EQUIPMENT

2.1. Power Supply and Motor Control Equipment

(1) Motor Control Center (MCC):

Purpose: To receive power from the transformer of outdoor substation at 230V, 3-phase, 60 Hz with the metering and protection devices. Besides, to distribute power to the motors and others in STP to startup and control them

(a) Quantity : 1 set

(b) Specification

Type : Indoor, self-standing, metal-clad switchgear

IP21, single face mount, withdrawal type

(c) Forms of separation : form 3b

(d) Rated insulation voltage : AC600V

(e) Rated current : 600A

(f) Main breaker : ACB 3P 400AF

(g) Rated breaking current not less than 10kA

(h) Molded case circuit breaker: As shown on the drawings

(i) Motor starter : As shown on the drawings

(j) Current transformer (CT) : 3 sets, molded type

(k) Voltage transformer (VT) : 2 sets, molded type

(l) Measuring instrument : As shown on the drawings

(m) Protective relay : As shown on the drawings

(n) Indications : 1 lot

(o) Standard accessories : 1 lot

(p) Accessories: Local switch boxes for outdoor use, IP55:10sets

(2) The items shown below shall be included here and executed.



(a) MCC shall have the manual operating function with change over switches (COS), control switches/push button switches (CS/PBS), indicating lamps, fault indicators for each motor.

(b) Local switch boxes for motor control equipped with the PBS such as run and stop or open and close as accessories.

(c) Emergency stop button shall be equipped for the motors which have risk to harm people in operation just near them.

(d) Power factor of the plant shall be automatically corrected by static capacitors to reach better than 0.95.

(e) Steel support for the panel shall be constructed in the cable trench.

2.2. UPS

(1) Purpose

To distribute uninterruptible power for instrumentation and monitoring devices


(b) Specification

(c) Type : Indoor, self-standing, metal enclosed, IP21

(d) Input : 230V+-10%

(e) Output : 230V+-2% (with AVR function)

(f) Capacity : 3kVA with 60-minute backup

(g) Battery : Sealed lead acid, Maintenance-free type

(h) Charger : Silicon controlled automatic rectifier type for continuous use

Distribution board : MCCB30A, ELCB x7

(i) Protective relays : As shown on the drawings and manufacturer standard

(j) Mounted devices : As shown on the drawings and manufacturer standard

(k) Indications : As shown on the drawings and manufacturer standard

(l) Standard accessories : 1 lot

2.3. Monitoring Equipment

(1) Instrumentation Panel

Purpose: To accommodate devices of automatic control and instrumentation and to monitor instrumentation values.


(b) Specification

Type : Indoor, self-standing, metal-clad switchgear

IP42, single face mount

PLC : 1 lot

Refer to the operational conditions mentioned in the Note below.

(c) Mounted devices : 1 lot



(d) Indication lamps : 1 lot

(e) Standard accessories : 1 lot

(2) The items shown below shall be included here and executed.

(a) The indicators of monitoring devices such as level and flow meters including the integration values shall be equipped on the panel surface.

(b) Any abnormal conditions detected by the level meters and level switches shall be shown with fault indication lamps.

(c) Uninterruptible power shall be led to the panel from the UPS.

(d) A fine screen at the grit chamber shall be operated by 24 hour timer.

(e) A raw water pump shall automatically start when the equalization tank level reaches H.W.L and operate till the level reaches L.W.L. The pump in duty shall automatically operate in a cyclical manner.

(f) In case the equalization tank level reaches H.H.W.L., an alarm indication shall be demonstrated at the panel with an alert sound and the pump in standby shall be able to be operated manually in parallel with the one in duty. Besides, L.L.W.L shall be set for an interlock of the pump operation to prevent them from idle running.

(g) The one of 2 equalization tank level meters utilized to control the raw water pump shall be automatically selected in linkage with the operating pump. In addition, if the level meter is out of order, the other one shall automatically take over as a back-up.

(h) The pumps and mixers shall be automatically stopped when the L.L.W.L of water source tank and the H.H.W.L of destination tank are detected by electrodes as an interlock.

(i) Steel support for the panel and UPS shall be constructed in the cable trench.

(3) Equalization Tank Level

(a) Purpose To measure and monitor the equalization tank level and control raw water pumps.

(b) Quantity : 2 sets

(c) Specification (The quantities shall be for each equipment)

Type : Ultrasonic type

Measurement liquid : Raw sewage

Measurement range : 0~5m

(d) Transmitter : Remotely installed from sensor, IP 55

(e) Power : AC230V (UPS)

(f) Output : Isolated analog 4~20mA DC

(g) Overall accuracy : better than +- 0.5%

(h) Accessories Local indicator : 1 lot

Panel indicator : 1 lot

(i) Alarm setters : 1 lot

Isolators : 1 lot



Surge arresters : 1 lot

(j) Mounting device and accessories : 1 lot

(k) Standard accessories : 1 lot

(4) Inlet Flow

(a) Purpose: to measure and monitor the influent flow to STP at the site and control room

(b) Quantity : 1 set

(c) Specification

Type : Electromagnetic type

Sensor : Fully submersible type, IP 68

Measurement liquid : Raw sewage

Measurement range : 0~3m3/min

Flange connection : ISO PN10 or more

Material (body and flange) : Stainless steel 304 or equivalent

Electrodes : Stainless steel 316 or equivalent

Size (diameter) : 65A







(i) Integrator : 1 lot

(j) Alarm setters : 1 lot

Isolators : 1 lot


(k) Mounting device and accessories : 1 lot


(5) Return Sludge Flow

(a) Purpose: to measure and monitor the return sludge flow from the secondary sedimentation tank at the site and control room.


(c) Specification



Measurement liquid : Return sludge
















Isolators : 1 lot




(6) Excess Sludge Flow

(a) Purpose: to measure and monitor the excess sludge flow from the secondary sedimentation tank at the site and control room.


(c) Specification



Measurement liquid : Excess sludge
















Isolators : 1 lot

Surge arrester : 1 lot



(7) Effluent Flow

(a) Purpose: to measure and monitor the effluent flow of STP at the site and control room.


(c) Specification

Type : Electromagnetic type (Submersible type)


Measurement liquid : treated sewage


Material : Stainless steel 304 or equivalent






(g) Overall accuracy : better than +- 1.0% (sensor single use) better than +- 2.0% (with dummy pipes)

(h) Accessories : Local indicator : 1 lot




Isolators : 1 lot

Surge arrester : 1 lot

Attachment plat (SUS) : 1 lot

Dummy Pipe : 1lot



(8) Thickened Sludge Flow

(a) Purpose: to measure and monitor the thickened sludge flow from the secondary sedimentation tank at the site and control room.


(c) Specification





Measurement liquid : thickened sludge










(h) Accessories : Local indicator : 1 lot

: Panel indicator : 1 lot



: Isolators : 1 lot

: Surge arresters : 1 lot



(9) Level Switches for motor control and alert

(a) Purpose: to detect an alarm of H.H.W.L. and L.L.W.L for interlock of motors and to monitor the emergency alert at the control room

(b) Quantity : 7 sets

(c) Specification (The quantities shall be for each equipment)

Type : Electrode Type Level Switch

Measurement liquid : return sludge, thickened sludge, treated sewage, chlorine solution

(d) Number of electrodes : 3 pieces

(e) Material of electrodes : Stainless steel, type 304

(f) Protection pipe : 1 lot

(g) Mounting device and accessories : 1 lot

(h) Standard accessories : 1 lot

Note: The places of installation are shown on the drawing.

(10) Pressure Switch for motor control and alert

(a) Purpose: to detect an alarm of High Pressure for an interlock of thickened sludge pumps and to monitor the emergency alert at the control room




(c) Specification

Type : Stainless Steel Diaphragm

Measurement liquid : Thickened sludge

(d) Location : Discharge header pipe of thickened sludge

(e) Pumps, 80A

(f) Overall accuracy : better than +- 1.0%

(g) Mounting device and accessories : 1 lot

(h) Standard accessories : 1 lot


3.1. Measurement

Work under this Section shall be measured according to the item classification and units specified in the Bill of Quantities.

3.2. Rates

The rates and lump sums shall be full compensation for the design, installation and testing of all plant, materials, labour, equipment, transport, temporary works, establishment charges, overheads, profit and taxes required to complete.