Tender Documents Volume II: Technical Specifications-Part I

Petra Development and Tourism Region Authority

Rehabiltation of Tourisim Street and Excuting Alternative Street

Tender Documents

Volume II: Technical Specifications-Part I

Tender No. (2019 / ( 4م خ

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Wadi Musa Tourist Zone - Urban Design and Landscaping Rev No. 0 Technical Specifications 28/12/2014

TABLE OF CONTENTS

Table of Contents ........................................................................................................... 0

General Notes ................................................................................................................. 2

Section 01010 - Scope of Work ..................................................................................... 3

Section 01035 - Control of Work ................................................................................... 7

Section 01300 - Administrative Requirements ............................................................ 13

Section 01330 - Submittals .......................................................................................... 17

Section 01400 - Quality Requirements ........................................................................ 23

Section 01500 - Temporary Facilities and Controls .................................................... 28

Section 01700 - Execution Requirements .................................................................... 35

Section 02099 - General Provision for Roads and Earthwork ..................................... 43

Section 02200 - Site Preparation .................................................................................. 47

Section 02222 - Minor Demolition and Remodeling ................................................... 50

Section 02310 - Site Excavation .................................................................................. 54

Section 02315 - Structural Excavation and Backfill .................................................... 57

Section 02320 - Borrow Excavation ............................................................................ 65

Section 02330 - Embankment ...................................................................................... 67

Section 02335 - Sub Grade Construction and Topping ............................................... 75

Section 02530 - Pipes and Fittings for Wastewater ..................................................... 78

Section 02630 - Pipes and Fittings for Stormwater ..................................................... 90

Section 02700 - Pavements ........................................................................................ 141

Section 02720 - Aggregate Base Course ................................................................... 181

Section 02770 - Incident Construction ...................................................................... 185

Section 02775 - Stone Curbs ...................................................................................... 194

Section 02800 - Miscellaneous Works ...................................................................... 198

Section 02820 - Fences and Gates ............................................................................. 223

Section 02920 - Planting Soil .................................................................................... 226

Section 02930 - Planting ............................................................................................ 231

Section 03200 - Concrete Reinforcement .................................................................. 247

Section 03300 - Cast-In-Place Concrete .................................................................... 251

Section 03350 - concrete Finishing ............................................................................ 283

Section 03530 - Concrete Topping ............................................................................ 286

Section 04220 - Concrete Masonry ............................................................................ 291

Section 04450 - Natural Stone Work ......................................................................... 303

Section 05500 - Metal Farications ............................................................................. 314

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Section 05513 - Ladders ............................................................................................ 319

Section 05520 - Handrails and Railings ..................................................................... 322

Section 07130 - Sheet Waterproffing ........................................................................ 329

Section 07140 - Cold Fluid Applied Waterproofing .................................................. 333

Section 07210 - Building Insulation .......................................................................... 337

Section 07260 - Vapor Retarders ............................................................................... 341

Section 07900 - Joint Sealants ................................................................................... 344

Section 08110 - Steel Doors and Frames ................................................................... 351

Section 08120 - Aluminum Doors and Frames .......................................................... 361

Section 08210 - Wood Doors ..................................................................................... 372

Section 08520 - Aluminum Windows ........................................................................ 377

Section 08710 - Hardware ......................................................................................... 382

Section 08810 - Glass and Glazing ............................................................................ 389

Section 09206 - Metal Furring and Lathing ............................................................... 395

Section 09220 - Porland Cement Plaster ................................................................... 400

Section 09300 - Tiles ................................................................................................. 406

Section 09670 - Epoxy Flooring System ................................................................... 414

Section 09900 - Painting ............................................................................................ 420

Section 10270 - Access Flooring ............................................................................... 429

Section 10600 - Partation ........................................................................................... 437

Section 10800 - Toilet, Bath and Laundry Accessories ............................................. 439

Section 12500 - Site Furniture ................................................................................... 442

Section 12500 - Site Furniture -Protective Covers .................................................... 447

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GENERAL NOTES

1. The Specifications cover the materials and works of engineering construction for all types of buildings, tanks, landscape materials, and soft landscape, which described to cover all projects in the tender.

2. Civil and Building Works might carry out in accordance with valid Jordanian Specifications. For any contradiction raised regarding general specifications the special specifications shall prevail.

3. The Standard Specifications forming an integral part of the tender documents shall be the “General Technical Specifications for Buildings, the First Volume of Civil Works and Architectural” issued by the Ministry of Public Works and Housing, Edition 2, 1996 and the “Standard Specifications for Highway and Bridge Construction” issued by the Ministry of Public Works and Housing, Highway Department and shall hereinafter be referred to as the Standard Specifications, 1991.

4. Any Works whether or not shown on the Drawings and/or described in the Specifications but which can reasonably be inferred as necessary for the completion and proper operation of the works will also form part of the extent of the Contract.

5. Materials and works not covered by these specifications will be specified either in the Particular Requirements, Drawings or in the Bill of Quantities (BoQ).

6. The General and Special Specifications shall be read together in conjunction with the Bills of Quantities, Drawings and other Tender Documents, which shall be considered as mutually explanatory.

7. Prior to the commencement of the work for all items the contractor shall submit method statement to the engineer for approval. This should include but not limited to: Details of the arrangements and methods which the contractor proposes to adopt for the execution of the works. No significant alteration to these arrangements and methods shall be made without this having previously been notified to the engineer.

8. All Brands or a commercial name mentioned in this tender document is a reference to the contractor to consider the minimum required level of quality. In the construction phase, the client and the Engineer have the right to approve the brands or equal and /or to request for additional Brands.

9. The Engineer and/or the Client have the right to reject any submittal or proposed samples and request the Contractor for more samples.

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Wadi Musa Tourist Zone - Urban Design and Landscaping Rev No. 0 Technical Specifications May.14

SECTION 01010 - SCOPE OF WORK

PART 1. GENERAL

1.1. DESCRIPTION

A. Work to be performed under these Contract Documents consists of: the construction, servicing, finishing and rehabilitation of the project area as per drawings and other tender documents.

B. Contractor shall perform Works defined in the Contract on the basis of Re-measured contract, in accordance with the BOQ and Conditions of Contract.

1.2. WORK BY OTHERS

A. The Employer reserves the right to let other separate contracts in connection with this work, under similar conditions, in association with the project after signature of the Contract.

B. The Contractor shall allow other Contractors and Suppliers reasonable opportunity for the introduction of their materials and the execution of their work, and shall properly connect and coordinate his work with theirs.

C. The Contractor shall allow other Contractors and Suppliers a separate secure storage area for their equipment and maintain rigid security at all times

1.3. REFERENCES

A. Abbreviations and Symbols. The following abbreviations as referenced in the Contract Documents are defined to mean the associated names. Both the names and addresses are subject to change, and are believed to be, but are not assured to be, accurate and up-to-date as of the date of the Contract Documents.

AASHTO American Assoc. of State Highway and Transportation Officials

444 North Capitol Street, N.W.

Washington, D.C.

ACI

American Concrete Institute

Box 19150 Redford Station

Detroit, Michigan 48219

313/532-2600

ADAAG American Disability Act Access Guidelines for Buildings and Facilities

ASHRAE American Society of Heating, Refrigerating and Air-Conditioning Engineers

ASME American Society of Mechanical Engineers

ASTM American Society for Testing and Materials

1916 Race Street

Philadelphia, Pennsylvania 19103

212/644-7722

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FED. SPEC. United States of America Federal Specifications

General Services Administration

Specification Unit

7th and D Streets, S.W.

Washington, DC 20406

202/472-2205

ISO International Organization for Standardization

1 Rue de Vermbe, Case Postale 56

Geneva 20, Switzerland

NEMA National Electrical Association (American)

2101 L Street, N.W.


202/457-8400

NFPA National Forest Products Association

1250 Connecticut Avenue, N.W.


202/463-2700

OSHA Occupational Safety and Health Association

U.S. Department of Labor

Francis Perkins Building

200 Constitution Avenue, N.W.

Washington DC 20210

202/523-8165

TCA Tile Council of America, Inc.

P.O. Box 326

Princeton, New

Jersey 08540

609/921-7050

UL Underwriters Laboratories Inc.

333 Plingisten

Road

Northbrook,

Illinois 60602

B. Where reference is made in the Contract Documents to one of the above organizations or other associations, comply with the standard or trade association which is in effect at the date of the Contract Documents, except where specifically indicated to comply with a publication of another date.

C. In general, American standard specifications are quoted throughout the Contract Documents, but the use of alternative equivalent standards may be substituted at the discretion of the Engineer upon the written request of the Contractor following award of the Contract. Demonstration to Engineer's satisfaction the suitability and equivalence of the substituted codes and standards is the responsibility of the Contractor

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D. The following abbreviations as referenced in the Contract documents are defined to mean the following:

% Percent

ac Alternating current

AWG American Wire Gauge

°C Degrees Centigrade

C/C Center to Center

CIF Cost, Insurance and Freight

cm Centimeter

cu Cubic

ctrs Centers

d Day

dia or Diameter

g Gram

ga , GA Gauge

g/cu cm Grams per cubic centimeter

h or hr hour

ha Hectare

I.L. OR Inv invert (level)

IPS Iron pipe size

Kg Kilogram

Kg/cm2 Kilogram per square centimeter

kg/cm3 Kilogram per cubic centimeter

K j Kilo joule

kn Kilo newton

kn/m2 Kilo newton per square meter

Kpa Kilopascal

kw Kilowatt

kwh Kilowatt-hour

L Liter

l / m Liters per minute

l/s Liters per second

LM Linear Meter

m Meter

M.R. Linear Meter

m2 or M2 Square meter

m3 or M3 Cubic meter

m3/d Cubic meters per day

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mm Millimeter

mm2 Square Millimeter

mN Mega Newton

mpa Mega Pascal

max Maximum

min Minute or minimum

mg/I Milligrams per liter

MI/d Mega Liters per day

NPT National Pipe Thread

N Newton

No. Number

RCP Reinforced Concrete Pipe

RL Reduced Level

rpm Revolutions per minute

Req'd Required

T Tonne

TWL Top Water Level

typ Typical

VA Volt Ampere

END OF SECTION

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SECTION 01035 - CONTROL OF WORK

PART 1. GENERAL

1.1. PLANT

A. Furnish plant and equipment which will be efficient, appropriate and sufficient to secure a satisfactory quality of Work and a rate of progress which will insure the completion of the Work within the time stipulated in the Form of Tender. If, at any time, such plant and/or equipment appears to the Engineer to be inefficient, inappropriate or insufficient for securing the quality of work required or for producing the rate of progress aforesaid, the Engineer may order the Contractor to increase the plant and/or equipment, and the Contractor shall conform to such order. Failure of the Engineer to give such order shall in no way relieve the Contractor of his obligations to secure the quality of the Work, and rate of progress required. All components of plant and equipment including but not limited to, mufflers, exhausts, lights, signals and warning and safety devices shall be maintained in proper working order.

1.2. PRIVATE & PUBLIC LAND

A. Private or public lands outside of limits of Working Site shall not be entered or occupied by the Contractor, except by permission of the landowners.

1.3. LOCATION OF WORKS

A. The Works shall be located substantially as indicated on the drawings but the Engineer reserves the right to make modifications in locations as may be found desirable during construction to avoid interference with existing structures or for other valid reasons.

1.4. WORKING SITES

A. The Working Site indicated on the drawings will be provided by the Employer for the Contractor's use.

B. Confine the operations, plant, equipment and stores necessary for Execution of the Works to the Working Site indicated on the drawings and any additional working areas secured solely by the Contractor. Provide reasonable facilities for access to the Site and any additional Working Site for any person or vehicle authorized by the Engineer.

C. Acquire all additional working areas in the vicinity of the Works or Elsewhere for the Contractor's site compound, offices, for offices for the Engineer's Representative, and for any additional lands required for construction purposes and access, apart from access along public streets.

D. Apart from transport to and from these areas, confine all local operations under the Contract to these areas.

E. Restrict access to the Working Site to public rights of way. Access to the Site shall be obtained only by such routes as are acceptable to the Engineer. Ensure that persons employed by Contractor or any subcontractor on the Site do not trespass beyond the Site and the routes so utilized.

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F. Take sufficient precautions to minimize the run-off of polluting substances Such as fuels, oils, or other polluting materials harmful to humans, fish, or other life, into the supplies and surface waters and any agricultural land.

1.5. SITE CONDITIONS

A. Before commencing setting out, check all survey stations and bench marks to be used to determine that each survey station and bench mark is in its original position and condition.

B. Check the accuracy of bench marks in the vicinity of the Site to ensure that they conform with at least two other listed bench marks. The leveling loop closing error shall be within 3mm/km before adjustment.

C. Inform the Engineer in writing of the result of these survey checks and whether such bench marks and survey stations are in agreement or not. Should the bench marks or survey station coordinates not be in agreement, the Engineer may direct the Contractor to undertake further survey checks and, thereafter which bench mark values and survey station coordinates to adopt. Reset or replace any stations or bench marks found missing and survey the coordinates and elevations to the standards stated above and adjusted.

D. Provide all survey and measuring instruments and equipment of every kind necessary for the execution of the Works including the requirements specified in the special conditions of contract.

E. Furnish and properly install Safety barriers, caution tapes, construction signs and other means to alert the public of the construction ongoing on site and to prevent public entry to site during construction.

1.6. OPEN EXCAVATIONS

A. Safeguard all open excavations by providing temporary barricades, caution signs, lights and other means to prevent accidents to persons and damage to property. Provide suitable and safe bridges and other crossings for accommodating travel by workmen and public and private vehicles. Remove bridges provided for access during construction when no longer required. The length or size of excavation shall be controlled by the particular surrounding conditions. If the excavation becomes a hazard, or if it excessively restricts traffic at any point, the Engineer may require special construction procedures.

B. Do not open or excavate any street, way or public or private place until all necessary permits have been obtained and existing underground utilities have been located by the Contractor.

1.7. TEST PITS

A. Dig test pits, by hand if necessary, for the purpose of locating underground utilities or structures in advance of the construction. Pits shall be excavated with the knowledge of the Engineer. Backfill test pits immediately after their purpose has been satisfied and restore the surface in a manner satisfactory to the governing authority and Engineer.

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1.8. NUISANCE CAUSED BY THE LITTERING IN PUBLIC AREAS

A. Be responsible for, and do not create any nuisance by littering the Site with earth, mud, debris, and the like, falling off vehicles used for the purpose of this Contract. Failure to comply with this requirement will permit the Engineer to employ laborers or take other necessary action to comply with anti-littering requirements, and the cost incurred thereby will be deducted from any monies due or to become due to the Contractor.

1.9. INSPECTION OF CONSTRUCTION & EQUIPMENT

A. Provide all watchmen as required for the protection and security of the Work during the period of this Contract.

B. Carefully protect all Work from damage in any way. Reconstruct all Damaged Works to the satisfaction of the Engineer.

C. Protect all Works in a manner satisfactory to the Engineer. Should any pipeline, equipment, underground structure, any floors or other parts of structures become heaved, cracked, or otherwise damaged, repair all such damaged portions to the satisfaction of the Engineer.

1.10. CLEAN UP

A. During the course of the Work, keep the Site of operations in as clean and neat a condition as possible. Do not dump unwanted debris on the Site, access roads or open channels and tanks. Remove and dispose of Site, at dumping grounds acceptable to the appropriate authorities, all unwanted debris from the Site. Do not leave empty containers or receptacles in the open that are capable of forming breeding places for insects and attracting rodents. Take all necessary steps to prevent the breeding of insects in the areas of the Work.

B. At the conclusion of the Work, leave the entire Site of the Work in a neat, orderly and clean condition. Protect all finished exterior and interior surfaces, fixtures and equipment from stains, marks, dirt or damage of any kind, from time of their construction, finishing, or installation, until its final completion and acceptance. Perform all necessary cleaning, making good, and touching up that may be required to leave all finished surfaces, fixtures and equipment in acceptable condition in accordance with the full intent and meaning of these Specifications.

1.11. COOPERATION WITH OTHER CONTRACTORS

A. Other construction may be carried out during the same period as Construction under this Contract as described under Paragraph 1.02 of the Scope of Work Section. Plan the Work and cooperate with other contractors to prevent any interference and delay. Delays due to a failure to coordinate such work will not constitute valid claims for extension of time or additional compensation.

PART 2. PRODUCTS

Not used.

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PART 3. EXECUTION

3.1. GENERAL COORDINATION PROVISIONS

A. Inspection of Conditions: Require the Installer of each major component to inspect both the substrate and conditions under which Work is to be performed. Do not proceed until unsatisfactory conditions have been corrected in an acceptable manner.

B. Coordinate temporary enclosures with required inspections and tests to minimize the necessity of uncovering completed construction for that purpose.

3.2. CUTTING AND PATCHING

A. Employ skilled and experienced installer to perform cutting and patching.

B. Execute cutting, fitting, and patching to complete Work, and to:

1. Fit the several parts together, to integrate with other Work.

2. Uncover Work to install or correct ill-timed Work.

3. Remove and replace defective and non-conforming Work.

4. Remove samples of installed Work for testing.

5. Provide openings in elements of Work for penetrations of mechanical and electrical Work.

C. Execute work by methods to avoid damage to other Work, and to provide proper surfaces to receive patching and finishing.

D. Cut masonry and concrete materials using masonry saw or core drill.

E. Restore Work with new products in accordance with requirements of Contract Documents.

F. Fit Work tight to pipes, sleeves, ducts, conduit, and other penetrations through surfaces.

G. Maintain integrity of wall, ceiling, or floor construction; completely seal voids.

H. At penetrations of fire rated walls, partitions, ceiling, or floor construction, completely seal voids with fire stopping material in accordance with Section 07840, to full thickness of penetrated element.

I. Refinish surfaces to match adjacent finishes. For continuous surfaces, refinish to nearest intersection; for assembly, refinish entire unit.

J. Identify hazardous substances or conditions exposed during the Work to Engineer for decision or remedy.

3.3. CLEANING AND PROTECTION

A. Clean and protect construction in progress and adjoining materials in place, during handling and installation. Apply protective covering where required to assure protection from damage or deterioration at Substantial Completion.

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B. Clean and provide maintenance on completed construction as frequently as necessary through the remainder of the construction period. Adjust and lubricate operable components to assure operability without damaging effects.

C. Limiting Exposures: Supervise construction operations to assure that no part of the construction completed or in progress, is subject to harmful, dangerous, damaging or otherwise deleterious exposure during the construction period. Where applicable, such exposures include, but are not limited to, the following:

1. Excessive static or dynamic loading.

2. Excessive internal or external pressure.

3. Excessively high or low temperatures.

4. Thermal shock.

5. Excessively high or low humidity.

6. Air contamination or pollution

7. Water.

8. Solvents.

9. Chemicals

10. Light.

11. Puncture.

12. Abrasion.

13. Heavy traffic.

14. Soiling, staining, and corrosion.

15. Bacteria.

16. Rodent and insect infestation.

17. Combustion.

18. Electrical current.

19. High-speed operation.

20. Improper lubrication.

21. Unusual wear or other misuse.

22. Contract between incompatible materials.

23. Destructive testing.

24. Misalignment.

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25. Excessive weathering.

26. Unprotected storage.

27. Improper shipping or handling.

28. Theft.

29. Vandalism.

END OF SECTION

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SECTION 01300 - ADMINISTRATIVE REQUIREMENTS

PART 1. GENERAL

1.1. SECTION INCLUDES

A. Coordination and project conditions

B. Field engineering

C. Preconstruction meeting

D. Site mobilization meeting

E. Progress meetings

F. Pre-installation meetings

1.2. COORDINATION AND PROJECT CONDITIONS

A. Coordinate scheduling, submittals, and Work of various sections of Project Manual to ensure efficient and orderly sequence of installation of interdependent construction elements.

B. Verify utility requirements and characteristics of operating equipment are compatible with building utilities. Coordinate work of various sections having interdependent responsibilities for installing, connecting to, and placing in service, operating equipment.

C. Coordinate space requirements, supports, and installation of mechanical and electrical Work indicated diagrammatically on Drawings. Follow routing shown for pipes, ducts, and conduit, as closely as practicable; place runs parallel with lines of building. Utilize spaces efficiently to maximize accessibility for other installations, for maintenance, and for repairs.

D. In finished areas except as otherwise indicated, conceal pipes, ducts, and wiring within construction. Coordinate locations of fixtures and outlets with finish elements.

E. Coordinate completion and clean-up of Work of separate sections in preparation for Substantial Completion and for portions of Work designated for Owner/Employer's partial occupancy.

F. After Owner occupancy of premises, coordinate access to site for correction of defective Work and Work not in accordance with Contract Documents, to minimize disruption of Owner's activities.

1.3. FIELD ENGINEERING

A. Employ Land Surveyor registered at Project location and acceptable to Engineer.

B. Locate and protect survey control and reference points. Promptly notify Engineer of discrepancies discovered.

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C. Control datum for survey is that shown on Drawings.

D. Verify set-backs and easements; confirm drawing dimensions and elevations.

E. Provide field engineering services. Establish elevations, lines, and levels, utilizing recognized engineering survey practices.

F. Submit copy of site drawing signed by Land Surveyor certifying elevations and locations of the Work are in conformance with Contract Documents.

G. Maintain complete and accurate log of control and survey work as Work progresses.

H. Protect survey control points prior to starting site work; preserve permanent reference points during construction.

I. Promptly report to Engineer loss or destruction of reference point or relocation required because of changes in grades or other reasons.

J. Replace dislocated survey control points based on original survey control.

K. Make no changes without prior written notice to Engineer.

L. Maintain and periodically update as-built drawings on site

1.4. PRECONSTRUCTION MEETING

A. The Engineer will schedule the Pre-Construction meeting after Notice of Award.

B. Attendance Required: Owner, Engineer, and Contractor.

C. Agenda:

1. Execution of Owner-Contractor Agreement.

2. Submission of executed bonds and insurance certificates.

3. Distribution of Contract Documents.

4. Submission of list of Subcontractors, list of products, schedule of values, and progress schedule.

5. Designation of personnel representing parties in Contract, and the Engineer.

6. Procedures and processing of field decisions, submittals, substitutions, applications for payments, proposal request, Change Orders, and Contract closeout procedures.

7. Contractor’s Baseline schedule

8. Scheduling visits and activities of Geotechnical Engineer and testing lab.

D. Record minutes and distribute copies within two days after meeting to participants, with two copies to Engineer, Owner, and those affected by decisions made.

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1.5. SITE MOBILIZATION MEETING

A. The Engineer will schedule meeting at Project site prior to Contractor’s mobilization.

B. Attendance Required: Owner, Engineer, Special Consultants, Contractor, and major Subcontractors.

C. Agenda:

1. Use of premises by Owner and Contractor.

2. Owner's requirements and partial occupancy.

3. Construction facilities and controls provided by Owner.

4. Temporary utilities provided by Owner.

5. Survey and building layout.

6. Security and housekeeping procedures.

7. Schedules.

8. Application for payment procedures.

9. Procedures for testing.

10. Procedures for maintaining record documents.

11. Requirements for start-up of equipment.

12. Inspection and acceptance of equipment put into service during construction period.

D. Record minutes and distribute copies within two days after meeting to participants, with two copies to Engineer, Owner, and those affected by decisions made.

1.6. PROGRESS MEETINGS

A. Schedule and administer meetings throughout progress of Work at maximum monthly intervals.

B. Engineer will make arrangements for meetings, will prepare agenda with copies for Participants, and will preside over the meetings.

C. Attendance Required: Project Manager, site superintendent, major subcontractors and suppliers, Owner, Engineer, and others pertinent to agenda topics for each meeting.

D. Agenda:

1. Review minutes of previous meetings.

2. Review Work progress.

3. Field observations, problems, and decisions.

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4. Identification of problems impeding planned progress.

5. Review submittals schedule and status of submittals.

6. Review off-site fabrication and delivery schedules.

7. Maintenance of progress schedule.

8. Corrective measures to regain projected schedules.

9. Planned progress during succeeding work period.

10. Coordination of projected progress.

11. Maintenance of quality and work standards.

12. Effect of proposed changes on progress schedule and coordination.

13. Health and Safety

14. Other business related to Work.

E. Record minutes and distribute copies within two days after meeting to participants, with two copies to Engineer, Owner, and those affected by decisions made.

1.7. PRE-INSTALLATION MEETINGS

A. When required in individual specification sections, convene pre-installation meetings at Project site prior to commencing work of specific section.

B. Require attendance of parties directly affecting, or affected by, Work of specific section.

C. Notify Engineer seven days in advance of meeting date.

D. Prepare agenda and preside at meeting:

1. Review conditions of installation, preparation and installation procedures.

2. Review coordination with related work.

E. Record minutes and distribute copies within two days after meeting to participants, with two copies to Engineer, Owner, and those affected by decisions made.

PART 2. PRODUCTS

Not Used.

PART 3. EXECUTION

Not Used

END OF SECTION

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SECTION 01330 - SUBMITTALS

PART 1. GENERAL


A. Submittal procedures

B. Construction progress schedules

C. Proposed products list

D. Product data

E. Shop drawings

F. Samples

G. Design data

H. Test reports

I. Certificates

J. Manufacturer's instructions

K. Manufacturer's field reports

L. Erection drawings

M. Construction photographs

1.2. SUBMITTAL PROCEDURES

A. Transmit each submittal with Engineer accepted form.

B. Sequentially number transmittal forms. Mark revised submittals with original number and sequential alphabetic suffix.

C. Identify Project, Contractor, subcontractor and supplier; pertinent drawing and detail number, and specification section number, appropriate to submittal.

D. Apply Contractor's stamp, signed or initialed certifying that review, approval, verification of products required, field dimensions, adjacent construction Work, and coordination of information is in accordance with requirements of the Work and Contract Documents.

E. Schedule submittals to expedite Project, and deliver to Engineer. Coordinate submission of related items.

F. For each submittal for review, allow 14 days excluding delivery time to and from Contractor.

G. Identify variations from Contract Documents and product or system limitations which may be detrimental to successful performance of completed Work.

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H. Allow space on submittals for Contractor and Engineer review stamps.

I. When revised for resubmission, identify changes made since previous submission.

J. Distribute copies of reviewed submittals as appropriate. Instruct parties to promptly report inability to comply with requirements.

K. Submittals not requested will not be recognized or processed.

1.3. CONSTRUCTION PROGRESS SCHEDULES

A. Submit preliminary outline Schedules within 14 days of the Notice to Proceed. After review, submit detailed schedules within 14 days modified to accommodate revisions recommended by Engineer.

B. Distribute copies of reviewed schedules to Project site file, subcontractors, suppliers, and other concerned parties.

C. Instruct recipients to promptly report, in writing, problems anticipated by projections indicated in schedules.

D. Submit computer generated network analysis diagram as specified in Section 01323,

E. Show complete sequence of construction by activity, identifying Work of separate stages and other logically grouped activities. Indicate early and late start, early and late finish, float dates, and duration.

F. Indicate estimated percentage of completion for each item of Work at each submission.

G. Submit separate schedule of submittal dates for shop drawings, product data, and samples, including Owner furnished, and dates reviewed submittals will be required from Engineer. Indicate decision dates for selection of finishes.

H. Indicate delivery dates for Owner furnished products.

I. Revisions To Schedules:

1. Indicate progress of each activity to date of submittal, and projected completion date of each activity.

2. Identify activities modified since previous submittal, major changes in scope, and other identifiable changes.

3. Prepare narrative report to define problem areas, anticipated delays, and impact on Schedule. Report corrective action taken, or proposed, and its effect including effect of changes on schedules of separate contractors/Sub-Contractors.

1.4. PROPOSED PRODUCTS LIST

A. Within 30 days of the Notice to Proceed, submit list of major products proposed for use, with name of manufacturer, trade name, and model number of each product.

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B. For products specified only by reference standards, give manufacturer, trade name, model or catalog designation, and reference standards.

1.5. PRODUCT DATA

A. Product Data: Submit to Engineer for review for limited purpose of checking for conformance with information given and design concept expressed in Contract Documents.

B. Submit number of copies Contractor requires, plus two copies Engineer will retain.

C. Mark each copy to identify applicable products, models, options, and other data. Supplement manufacturers' standard data to provide information specific to this Project.

D. indicate product utility and electrical characteristics, utility connection requirements, and location of utility outlets for service for functional equipment and appliances.

E. After review, produce copies and distribute in accordance with SUBMITTAL PROCEDURES article and for record documents described in Section 01700.

1.6. SHOP DRAWINGS

A. Shop Drawings: Submit to Engineer for review for limited purpose of checking for conformance with information given and design concept expressed in Contract Documents.

B. Indicate special utility and electrical characteristics, utility connection requirements, and location of utility outlets for service for functional equipment and appliances.

C. When required by individual specification sections, provide shop drawings signed and sealed by professional engineer responsible for designing components shown on shop drawings.

1. Include signed and sealed calculations to support design.

2. Submit drawings and calculations in form suitable for submission to and approval by authorities having jurisdiction.

3. Make revisions and provide additional information when required by authorities having jurisdiction.

D. Submit in form of one reproducible transparency and one opaque reproduction.

E. After review, produce copies and distribute in accordance with SUBMITTAL PROCEDURES article and for record documents described in Section 01700.

1.7. SAMPLES

A. Samples: Submit to Engineer for review for limited purpose of checking for conformance with information given and design concept expressed in Contract Documents.

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B. Samples For Selection as Specified in Product Sections:

1. Submit to Engineer for aesthetic, color, or finish selection.

2. Submit samples of finishes from full range of manufacturers' standard colors, textures, and patterns for Engineer selection

C. Submit samples to illustrate functional and aesthetic characteristics of Products, with integral parts and attachment devices. Coordinate sample submittals for interfacing work.

D. Include identification on each sample, with full Project information.

E. Submit number of samples specified in individual specification sections; Engineer will retain one sample.

F. Reviewed samples which may be used in the Work are indicated in individual specification sections.

G. Samples will not be used for testing purposes unless specifically stated in specification section.

H. After review, produce duplicates and distribute in accordance with SUBMITTAL PROCEDURES article and for record documents purposes described in Section 01700.

1.8. DESIGN DATA

A. Submit for Engineer's knowledge as contract administrator or for Owner.

B. Submit for information for limited purpose of assessing conformance with information given and design concept expressed in Contract Documents.

1.9. TEST REPORTS

A. Submit for Engineer's knowledge as contract administrator or for Owner.

B. Submit test reports for information for limited purpose of assessing conformance with information given and design concept expressed in Contract Documents.

1.10. CERTIFICATES

A. When specified in individual specification sections, submit certification by manufacturer, installation/application subcontractor, or Contractor to Engineer, in quantities specified for Product Data.

B. Indicate material or product conforms to or exceeds specified requirements. Submit supporting reference data, affidavits, and certifications as appropriate.

C. Certificates may be recent or previous test results on material or Product, but must be acceptable to Engineer.

1.11. MANUFACTURER'S INSTRUCTIONS

A. When specified in individual specification sections, submit printed instructions for delivery, storage, assembly, installation, adjusting, and finishing, to

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Engineer for delivery to Owner in quantities specified for Product Data.

B. Indicate special procedures, perimeter conditions requiring special attention, and special environmental criteria required for application or installation.

1.12. MANUFACTURER'S FIELD REPORTS

A. Submit reports for Engineer's benefit as contract administrator or for Owner.

B. Submit report in duplicate within 3 days of observation to Engineer for information.

C. Submit for information for limited purpose of assessing conformance with information given and design concept expressed in Contract Documents.

1.13. ERECTION DRAWINGS

A. Submit drawings for Engineer's benefit as contract administrator or for Owner.

B. Submit for information for limited purpose of assessing conformance with information given and design concept expressed in Contract Documents.

C. Data indicating inappropriate or unacceptable Work may be subject to action by Engineer or Owner.

1.14. CONSTRUCTION PHOTOGRAPHS

A. Provide photographs of site and construction throughout progress of Work produced by an experienced photographer, acceptable to Engineer.

B. Twice monthly submit photographs.

C. Photographs: two prints; color, glossy; 200 x 250 mm size; mounted on 216 x 280 mm soft card stock, with left edge binding margin for three whole punches.

D. Electronic Media: With each submittal, include three (3) Compact Disks (CD), in protective cases, identified by date photographs were taken.

E. Take two site photographs from differing directions and five interior photographs of indicating relative progress of the Work.

F. All expenses in connection with the photographs shall be born by the Contractor.

G. Copy Right: All photographs shall become the property of the Employer and copyright shall be rested in him. Photographs may only be reproduced after written permission has been authorized.

H. Identify each print on back. Identify name of Project, contract number, phase orientation of view, date and time of view, name and address of photographer, and photographer's numbered identification of exposure.

I. Deliver negatives to Owner with project record documents. Catalog and index negatives in chronological sequence; include typed table of contents.

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PART 2. PRODUCTS

Not Used.

PART 3. EXECUTION

Not Used.

END OF SECTION

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SECTION 01400 - QUALITY REQUIREMENTS

PART 1. GENERAL


A. Quality control and control of installation.

B. Tolerances

C. References

D. Mock-up requirements

E. Testing and inspection services

F. Manufacturers' field services

G. Examination

H. Preparation

1.2. QUALITY CONTROL AND CONTROL OF INSTALLATION

A. Monitor quality control over suppliers, manufacturers, products, services, site conditions, and workmanship, to produce Work of specified quality.

B. Comply with manufacturers' instructions, including each step in sequence.

C. When manufacturers' instructions conflict with Contract Documents, request clarification from Engineer before proceeding.

D. Comply with specified standards as minimum quality for the Work except where more stringent tolerances, codes, or specified requirements indicate higher standards or more precise workmanship.

E. Perform Work by persons qualified to produce required and specified quality.

F. Verify field measurements are as indicated on Shop Drawings or as instructed by manufacturer.

G. Secure products in place with positive anchorage devices designed and sized to withstand stresses, vibration, physical distortion, or disfigurement.

1.3. TOLERANCES

A. Monitor fabrication and installation tolerance control of products to produce acceptable Work. Do not permit tolerances to accumulate.

B. Comply with manufacturers' tolerances. When manufacturers' tolerances conflict with Contract Documents, request clarification from Engineer before proceeding.

C. Adjust products to appropriate dimensions; position before securing products in place.

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1.4. REFERENCES

A. For products or workmanship specified by association, trade, or by other applicable entity, comply with requirements of standard, except when more rigid requirements are specified or are required by applicable codes.

B. Conform to reference standard current on the date for receiving bids, except where specific date is established by specifications or code.

C. Obtain copies of standards where required by product specification sections.

D. When specified reference standards conflict with Contract Documents, request clarification from Engineer before proceeding.

E. Neither contractual relationships, duties, or responsibilities of parties in Contract nor those of the Engineer shall be altered from Contract Documents by mention or inference otherwise in reference documents.

1.5. MOCK-UP REQUIREMENTS

A. When required by individual specification section, erect complete full scale mock-up of assembly at project site.

B. Tests will be performed under provisions identified in this section and identified in respective product specification sections.

C. Assemble and erect specified items with specified attachment and anchorage devices, flashings, seals, and finishes.

D. Accepted mock-ups shall be comparison standard for remaining Work.

E. Mock-up may remain as finished work if so indicated in specification section and approved.

F. Where mock-up has been accepted by Engineer and is specified in product specification sections to be removed; remove mock-up and clear area when directed to do so by Engineer.

1.6. TESTING AND INSPECTION SERVICES

A. Employment and payment for services of an independent testing laboratory to perform specified inspecting and testing shall be at the Contractor's expense.

B. All materials and work will be tested as required in the Specifications, testing and inspection shall be carried out at the Contractor's own expense.

C. Prior to start of Work, submit testing laboratory name, address, and telephone number, and names of full time specialist and responsible officer.

D. The independent firm will perform tests, inspections and other services specified in individual specification sections and as required by Engineer

1. Laboratory: Authorized to operate at Project location.

2. Laboratory Staff: Maintain full time specialist on staff to review services.

3. Testing Equipment: Calibrated at reasonable intervals with devices of

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accuracy traceable to Royal Scientific Society or accepted values of natural physica constants.

E. Testing, inspections and source quality control may occur on or off project site. Perform offsite testing as required by Engineer or Owner.

F. Reports will be submitted by independent firm to Engineer, in duplicate, indicating observations and results of tests and indicating compliance or non-compliance with Contract Documents.

G. Cooperate with independent firm; furnish samples of materials, design mix, equipment, tools, storage, safe access, and assistance by incidental labor as requested.

1. Notify Engineer and independent firm 24 hours prior to expected time for operations requiring services.

2. Make arrangements with independent firm for additional samples and tests required for Contractor's use.

H. Testing and employment of testing agency or laboratory shall not relieve Contractor of obligation to perform Work in accordance with requirements of Contract Documents.

I. Re-testing or re-inspection required because of non-conformance to specified requirements shall be performed by same independent firm on instructions by the Engineer. Payment for re-testing or re-inspection will be the full responsibility of the Contractor and at no extra cost to the Contract Price. Any re-inspection cost incurred by the Employer will be deducted from the Contract Price

J. Laboratory Responsibilities:

1. Test samples of mixes submitted by Contractor.

2. Provide qualified personnel at site. Cooperate with Engineer and Contractor in performance of services.

3. Perform specified sampling and testing of products in accordance with specified standards.

4. Ascertain compliance of materials and mixes with requirements of Contract Documents.

5. Promptly notify Engineer and Contractor of observed irregularities or non-conformance of Work or products.

6. Perform additional tests required by Engineer.

7. Attend preconstruction meetings and progress meetings.

K. Laboratory Reports: After each test, promptly submit 3 copies of report to Engineer and to Contractor. When requested by Engineer, provide interpretation of test results. Include the following:

1. Date issued.

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2. Project title and number.

3. Name of inspector.

4. Date and time of sampling or inspection.

5. Identification of product and specifications section.

6. Location in Project.

7. Type of inspection or test.

8. Date of test.

9. Results of tests.

10. Conformance with Contract Documents.

L. Limits On Testing Laboratory Authority:

1. Laboratory may not release, revoke, alter, or enlarge on requirements of Contract Documents.

2. Laboratory may not approve or accept any portion of the Work.

3. Laboratory may not assume duties of Contractor.

4. Laboratory has no authority to stop the Work.

1.7. MANUFACTURERS' FIELD SERVICES

A. When specified in individual specification sections, require material or product suppliers or manufacturers to provide qualified staff personnel to observe site conditions, conditions of surfaces and installation, quality of workmanship, test, adjust and balance of equipment as applicable, and to initiate instructions when necessary.

B. Submit qualifications of observer to Engineer 30 days in advance of required observations. Observer subject to approval of Engineer.

C. Report observations and site decisions or instructions given to applicators or installers that are supplemental or contrary to manufacturers' written instructions.

D. Refer to Section 01330 - SUBMITTAL PROCEDURES, MANUFACTURERS' FIELD REPORTS article.

1.8. CONTRACTOR RESPONSIBILITIES

A. Deliver to laboratory at designated location, adequate samples of materials proposed to be used which require testing, along with proposed mix designs.

B. The Contractor shall allow for all necessary labor, containers, wrappings and labeling in connection with the samples for testing and for all transport charges.

C. Cooperate with laboratory personnel, and provide access to the Work.

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D. Provide incidental labor and facilities to undertake the following:

1. Provide access to Work to be tested.

2. Obtain and handle samples at the site or at source of Products to be tested,

3. Facilitate tests and inspections,

4. Provide storage and curing of test samples.

E. Employ services of an independent qualified testing laboratory and pay for additional samples and tests required by Engineer beyond specified requirements.

PART 2. PRODUCTS

Not Used.

PART 3. EXECUTION

3.1. EXAMINATION

A. Verify existing site conditions and substrate surfaces are acceptable for subsequent Work. Beginning new Work means acceptance of existing conditions.

B. Verify existing substrate is capable of structural support or attachment of new Work being applied or attached.

C. Examine and verify specific conditions described in individual specification sections.

D. Verify utility services are available, of correct characteristics, and in correct locations.

3.2. PREPARATION

A. Clean substrate surfaces prior to applying next material or substance.

B. Seal cracks or openings of substrate prior to applying next material or substance.

C. Apply manufacturer required or recommended substrate primer, sealer, or conditioner prior to applying new material or substance in contact or bond.

END OF SECTION

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SECTION 01500 - TEMPORARY FACILITIES AND CONTROLS

PART 1. GENERAL

1.1. SECTION INCLUDES:

The works shall consist of the provision of Client’s representative and Engineer’s Site offices and facilities by erection a prefabricated building at the discretion of the Engineer, including furnishing and maintaining, for the contract duration plus two months.

A. Temporary Utilities at all construction sites:

1. Temporary electricity and lighting for construction purposes.

2. Temporary heating.

3. Temporary cooling.

4. Temporary ventilation.

5. Telephone service.

6. Temporary water service.

7. Temporary sanitary facilities.

8. Engineer's Vehicles.

B. Construction Facilities at all construction sites:

1. Field offices and sheds.

2. Vehicular access.

3. Parking.

4. Progress cleaning and waste removal.

5. Project identification.

6. Traffic regulation.

7. Fire prevention facilities.

C. Temporary Controls at all construction sites:

1. Barriers.

2. Enclosures and fencing.

3. Security.

4. Water control.

5. Dust control.

6. Erosion and sediment control.

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7. Pollution control.

8. Rodent control.

D. Removal of utilities, facilities, and controls

1.2. GENERAL

1. The office facility shall be suitable insulated from the heat and protected from direct sunrays through windows. The walls shall be sound insulated to acceptable levels and the general construction and fixtures shall be to the approval of the Engineer.

All rooms shall be furnished with new curtains venetian blinds, light fittings and with new furniture and equipment.

2. The Client’s representative and the supervision staff office facilities doors and windows shall have suitable fly screens. The doors shall be fitted with night latches and keys. The facilities shall be provided with the required services including a header tank, potable hot and cold water supply, water-born sewage disposal system, drainage, utilities, electric power and lighting, telephone line and telephone extension in each office, all to the approval of the Engineer.

3. The Contractor shall submit for the Engineer’s approval working drawings and details relating to the supervision staff office facilities.

4. Within two weeks from the Order to proceed, the Contractor shall submit to the Engineer and the Employer catalogues, brochures, specifications and prices, etc.. Relating to the various required main items of the office furniture and equipment for approval. Details shall be supplied from at least three or more manufacturers/suppliers unless a particular make is specified to be purchased.

5. The Contractor shall proceed immediate with the purchase of selected office furniture and equipment and shall arrange for their delivery to the offices and hand over to the Engineer/Employer.

6. Site offices and facilities furniture and equipment including all utilities shall be completed, fully operational and ready for use by the Engineer within 30 days from the Order to proceed.

The Engineer has the right to define a penalty at 2000 JD for each day delay beyond the period 30 days mentioned in this paragraph.

7. All office furniture and equipment shall become the property of the Contractor on completion of the Works and handed over to the Employer.

1.3. SITE FOR SUPERVISION STAFF FACILITIES

The Contractor shall coordinate with the Engineer for the selection of the site for the supervision staff offices. The Supervision Staff Offices shall be detached completely from the Contractor’s own facilities.

1. The Engineer’s site office shall provide a minimum area of 130 square meters and shall include (4) four rooms, a conference room, three toilet rooms and a kitchen. One of them with private toilet for the Client’s representative and shall has external exit, and the site office shall be fully furnished.

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2. The Contractor shall provide, at his expense, at least one external telephone line and switchboard capable of handling both external and internal connections together with all necessary wiring and equipment. Extension of external telephone line shall also be provided in the laboratory.

The Contractor shall also provide two mobile telephones; one for the Engineer and the other for the Client’s representative for the total Contract period.

The cost of telephone calls up to a maximum of 50 JD/month each and the provision of telephone shall be at the Contractor’s expense.

3. The Contractor shall furnish, install and maintain the following new furniture and equipment in the facilities:

Table 0.1:

Item Quantity

Computer, laser printer, and Computer table according to the following requirements:

4

a. Microprocessor

Pentium IV Intel 2800 Mhz with 512 memory

b. Memory:

4 GB DDR3 RAM Memory

c. Data Storage:

500 GB West Digital or Seagate hard disk drive

d. Interface:

serial and parallel ports

Microsoft 101/102 A/E keyboard

Microsoft mouse

e. Video and Monitors:

Geforce 512 MB W/ TV OUT

19 " LCD Monitor (LG)

f. Features:

Mini Tower Case

Dust cover for the computer, monitor and keyboard.

h. Printer

- Laser Printer

- A4 paper size

- Multimedia type (paper, envelopes, …)

- Resolution up to 600 x 600 x 2 dpi

2

Pocket electronic calculator, scientific 4

- Conference Table 200 x 120 cm 1

- Cupboard with Shelves and locks 4

- Chair, with arm rests (revolving) 5

- Chair, without arms 10

- File cabinet, 4 drawer, legal size with lock 3

- Steel drawing file cabinets capable of storing A1 size drawings in a hanging position

1

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Item Quantity

- Storage cabinet 600 cm deep by 900 mm by 2000 mm high with lock 2

- Bulletin board 1200 mm x 2000 mm 2

- Wall boards 250 x 150 cm 2

- Fire Extinguishers 1 kg capacity 2

- First Aid Kit 1

- Refrigerator (14)ft

- Split Air-conditions (hot and cool) for every room

1

5

- Photocopying machine (speed > 30ppm) 1

- Drafting instruments (pens, Leroy sets, set square, template, erasing machine, etc.

2 sets

- Kitchen equipment including gas cooker, electric /kettle, crockery and cutlery

As needed

- Office Supplies

- Digital camera 1

4. Measurements and payment for items above shall be made as shown in the Bill of Quantities which prices shall be full compensation for furnishing all necessary items.

5. The contractor shall provide the Engineer with full time one office boy for the duration of project and any extend of duration.

1.4. TRANSPORTAION OF SUPERVISION STAFF

1.4.1 Requirements

1. The contractor shall provide vehicles for the use of the Engineer on rent basis.

2. 4 Wheel Drive, Double Cabin Pick-Up (Three Nos.) with automatic transmission,

model not before than 2013, for the use of the Engineer’s staff on renting basis.

3. The vehicles shall be brand new latest model and of the following characteristics:

a. Fuel Engine shall be minimum 1500 cc.

b. Automatic Transmission.

c. Air-Conditioning.

d. Heating.

e. AM-FM radio

f. All other required utilities

4. All fuel, insurance, fees and maintenance required for the operation of the

vehicles shall be provided by the Contractor.

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5. The vehicles shall be maintained in a safe and serviceable condition to the

satisfaction of the Engineer.

6. The Contractor shall provide acceptable suitable alternative transportation during

each vehicle’s maintenance. In event of a breakdown or accident, the contractor

shall furnish a replacement vehicle with 24 hours.

7. The Contractor shall furnish, supply and provide as may be necessary, all fuel

coupons, lubricants, tires and other supplies, all maintenance repairs and running

costs at all times and yearly renewal of both license and comprehensive

insurance in the name of the Contractor.

8. All costs and expenses resulting from or in relation to the above shall be borne by

the Contractor on renting basis and shall be deemed to be included in the

Contract rates.

9. The Contractor shall provide these vehicles for the total period of the Contract

and up to the date of certification of the final payment by the Engineer.

10. All related cost of the transportation of supervision staff shall be deemed to be

included in the total amount of the contract.

1.5. Delivery of Vehicles

The vehicles shall be delivered to the Engineer within 10 calendar days of award of the Contract. The Contractor shall provide temporarily rented vehicles (of similar type and capacity) to the Engineer until such time vehicles are delivered.

Vehicles will return back to the contractor after completion of the project.

1.6. VEHICULAR ACCESS

A. Construct temporary access roads from public thoroughfares to serve construction area, of width and load bearing capacity to accommodate unimpeded traffic for construction purposes.

B. Extend and relocate vehicular access as Work progress requires, provide detours as necessary for unimpeded traffic flow.

C. Location approved by Engineer.

1.7. PARKING

A. Construct shaded temporary surface parking areas for the following cars:

1. Engineer's Staff: 4 spaces

2. Visitors: 2 spaces

B. Locate as approved by Engineer.

C. When site space is not adequate, provide additional off-site parking.

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D. Do not allow heavy vehicles or construction equipment in parking areas.

E. Maintenance: Maintain traffic and parking areas in sound condition free of excavated material, construction equipment, products, mud, snow, and ice.

F. Removal, Repair:

1. Remove temporary materials and construction at Substantial Completion.

2. Repair existing facilities damaged by use, to original condition.

1.8. PROGRESS CLEANING AND WASTE REMOVAL

A. Maintain areas free of waste materials, debris, and rubbish. Maintain site in clean and orderly condition.

B. Remove debris and rubbish from pipe chases, plenums, attics, crawl spaces, and other closed or remote spaces, prior to enclosing spaces.

C. Broom and vacuum clean interior areas prior to start of surface finishing, and continue cleaning to eliminate dust.

D. Collect and remove waste materials, debris, and rubbish from site periodically and dispose off-site.

1.9. PROJECT IDENTIFICATION

A. Project Identification Sign:

1. One painted sign for project site of construction, design, and content shown on Drawings, location designated.

2. Project identification sign board shall be illuminated.

3. The sign shall have an area of not less than 2 square meters with painted graphic contents and to include:

a. Name and Logo of Employer.

b. Name and Logo of Designer.

c. Contract number and title of project.

d. Name and Logo of Consultant (Engineer).

e. Name and Logo of Contractor.

f. Contract starting and completion dates.

4. The structure and framing shall be new wood or metal, in sound conditions, and structurally adequate and shall be subject to the Engineer’s approval.

5. Costs for preparation, installation and removal of signboards after completion of construction works shall be on the Contractor’s account and be included in the respective unit rates of construction works.

1.10. REMOVAL OF UTILITIES, FACILITIES, AND CONTROLS

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A. Remove temporary utilities, equipment, facilities, and materials, prior to Substantial Completion inspection.

B. Remove underground installations to minimum depth of 600 mm.

C. Clean and repair damage caused by installation or use of temporary work.

D. Restore existing facilities used during construction to original condition. Restore permanent facilities used during construction to specified condition.

PART 2. PRODUCTS

Not Used.

PART 3. EXECUTION

Not Used.

END OF SECTION

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SECTION 01700 - EXECUTION REQUIREMENTS

PART 1. GENERAL


A. Closeout procedures.

B. Final cleaning.

C. Starting of systems.

D. Demonstration and instructions.

E. Testing, adjusting and balancing.

F. Protecting installed construction.

G. Project record documents.

H. Operation and maintenance data.

I. Manual for materials and finishes.

J. Manual for equipment and systems.

K. Spare parts and maintenance products.

L. Product warranties and product bonds.

M. Maintenance service.

1.2. CLOSEOUT PROCEDURES

A. Submit written certification that Contract Documents have been reviewed, Work has been inspected, and that Work is complete in accordance with Contract Documents and ready for Engineer's review.

B. Provide submittals to Engineer required by authorities having jurisdiction.

C. Submit final Application for Payment identifying total adjusted Contract Sum, previous payments, and sum remaining due.

1.3. FINAL CLEANING

A. Execute final cleaning prior to final project assessment.

B. Clean interior and exterior class, surfaces exposed to view; remove temporary labels, stains and foreign substances, polish transparent and glossy surfaces, vacuum carpeted and soft surfaces.

C. Clean equipment and fixtures to sanitary condition with cleaning materials appropriate to surface and material being cleaned.

D. Clean filters of operating equipment.

E. Clean debris from roofs, gutters, downspouts, and drainage systems.

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F. Clean site; sweep paved areas, rake clean landscaped surfaces.

G. Remove waste and surplus materials, rubbish, and construction facilities from site.

1.4. STARTING OF SYSTEMS

A. Coordinate schedule for start-up of various equipment and systems.

B. Notify Engineer seven days prior to start-up of each item.

C. Verify each piece of equipment or system has been checked for proper lubrication, drive rotation, belt tension, control sequence, and for conditions which may cause damage.

D. Verify tests, meter readings, and specified electrical characteristics agree with those required by equipment or system manufacturer.

E. Verify wiring and support components for equipment are complete and tested.

F. Execute start-up under supervision of applicable manufacturer's representative and Contractors' personnel in accordance with manufacturers' instructions.

G. When specified in individual specification Sections, require manufacturer to provide authorized representative to be present at site to inspect, check, and approve equipment or system installation prior to start-up, and to supervise placing equipment or system in operation.

H. Submit a written report in accordance with Section 01330 that equipment or system has been properly installed and is functioning correctly.

1.5. DEMONSTRATION AND INSTRUCTIONS

A. Demonstrate operation and maintenance of products to Owner's personnel two weeks prior to date of Substantial Completion.

B. For equipment or systems requiring seasonal operation, perform demonstration for other season within six months.

C. Utilize operation and maintenance manuals as basis for instruction. Review contents of manual with Owner's personnel in detail to explain all aspects of operation and maintenance.

D. Demonstrate start-up, operation, control, adjustment, trouble-shooting, servicing, maintenance, and shutdown of each item of equipment at scheduled time, at equipment location.

E. Prepare and insert additional data in operations and maintenance manuals when need for additional data becomes apparent during instruction.

F. Required instruction time for each item of equipment and system is specified in individual sections.

1.6. TESTING, ADJUSTING AND BALANCING

A. Contractor shall appoint, employ, and pay for services of an independent firm to perform testing, adjusting, and balancing.

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B. Independent firm will perform services specified in Division 15.

C. Reports will be submitted by independent firm to Engineer indicating observations and results of tests and indicating compliance or non-compliance with requirements of Contract Documents.

1.7. PROTECTING INSTALLED CONSTRUCTION

A. Protect installed Work and provide special protection where specified in individual specification sections.

B. Provide temporary and removable protection for installed products. Control activity in immediate work area to prevent damage.

C. Provide protective coverings at walls, projections, jambs, sills, and soffits of openings.

D. Protect finished floors, stairs, and other surfaces from traffic, dirt, wear, damage, or movement of heavy objects, by protecting with durable sheet materials.

E. Prohibit traffic or storage upon waterproofed or roofed surfaces. When traffic or activity is necessary, obtain recommendations for protection from waterproofing or roofing material manufacturer.

F. Prohibit traffic from landscaped areas.

1.8. PROJECT RECORD DOCUMENTS

A. Maintain on site one set of the following record documents; record actual revisions to the Work:

1. Drawings.

2. Specifications.

3. Addenda.

4. Change Orders and other modifications to the Contract,

5. Reviewed Shop Drawings, Product Data, and Samples.

6. Manufacturer's instruction for assembly, installation, and adjusting.

B. Ensure entries are complete and accurate, enabling future reference by Owner.

C. Store record documents separate from documents used for construction.

D. Record information concurrent with construction progress, not less than weekly.

E. Specifications: Legibly mark and record at each product section description of actual products installed, including the following:

1. Manufacturer's name and product model and number.

2. Product substitutions or alternates utilized.

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3. Changes made by Addenda and modifications.

F. Record daily "as -built" information on a set of blue or black line opaque drawings.

G. Provide felt tip marking pens, maintaining separate colors for each major system, for recording information.

H. Record daily information concurrently with construction progress. Do not conceal any work until required information is recorded.

I. Record Drawings and Shop Drawings: Legibly mark each item to record actual construction including:

1. Measured depths of elements of foundations in relation to finish first floor datum.

2. Measured horizontal and vertical locations and sizes of underground utilities and appurtenances, referenced to permanent surface elements.

3. Measured locations of internal utilities and appurtenances concealed in construction, referenced to visible and accessible features of construction.

4. Site changes of dimension and detail.

5. Changes made by Modifications.

6. Details not on original Contract Drawings.

7. References to related Shop Drawings and Modifications.

J. Other Documents: Maintain manufacturer's instruction manuals and certifications, inspection certifications, filed test records, and other Documents required by individual Specifications sections.

K. Plant Record: Provide a daily record to the Engineer in a format to be approved by the Engineer, showing the type, model and capacity of all mechanical and power operated plant employed on the works. The Contractor will not be permitted to remove any plant or material unless written approval is obtained from the Engineer. This record shall be incorporated in to the Daily Construction Report in Section 01330 "Submittal Procedures".

L. Labor Record: Provide a daily record to the Engineer in a format to be approved by the Engineer showing the number and description of craftsmen, laborers and other persons employed on or in connection with the works, including those employed by subcontractors. This record shall be incorporated in to the Daily Construction Report in Section 01330 "Submittal Procedures".

M. Visitors Record: Maintain a record of visitors to the Site and submit at monthly intervals to the Engineer.

N. Weather Records:

1. Keep an accurate record of:

a. Daily maximum and minimum air temperatures (including overnight).

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b. Number of hours per day in which work is prevented by inclement Weather.

2. Provide at least two thermometers at agreed locations inside a building.

1.9. OPERATION AND MAINTENANCE DATA

A. Submit data bound in A4 three-ring binders with hardback, cleanable, plastic covers; 50mm maximum ring size. When multiple binders are used, correlate data into related consistent groupings.

B. Prepare binder cover with printed title "OPERATION AND MAINTENANCE INSTRUCTIONS", title of project and subject matter of binder when multiple binders are required.

C. Internally subdivide binder contents with permanent page dividers, logically organized as described below; with tab titling clearly printed under reinforced laminated plastic tabs.

D. Drawings: Provide with reinforced punched binder tab. Bind in with text; fold larger drawings to size of text pages.

E. Contents: Prepare Table of Contents for each volume, with each product or system description identified, typed on white paper, in three parts as follows:

1. Part 1: Directory, listing names, addresses, and telephone numbers of Engineer, Contractor, Subcontractors, and major equipment suppliers.

2. Part 2: Operation and maintenance instructions, arranged by system and subdivided by specification section. For each category, identify names, addresses, and telephone numbers of Subcontractors and suppliers. Identify the following:

a. Significant design criteria.

b. List of equipment.

c. Parts list for each component.

d. Operating instructions.

e. Maintenance instructions for equipment and systems.

f. Maintenance instructions for finishes, including recommended cleaning methods and materials, and special precautions identifying detrimental agents.

3. Part 3: Project documents and certificates, including the following:

a. Shop drawings and product data.

b. Air and water balance reports.

c. Certificates.

d. Originals of warranties.

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1.10. MANUAL FOR MATERIALS AND FINISHES

A. Submit two copies of preliminary draft or proposed formats and outlines of contents before start of Work. Engineer will review draft and return one copy with comments.

B. For equipment, or component parts of equipment put into service during construction and operated by Owner, submit documents within ten days after acceptance.

C. Submit one copy of completed volumes 15 days prior to final inspection. Draft copy be reviewed and returned after final inspection, with Engineer comments. Revise content of document sets as required prior to final submission.

D. Submit two sets of revised final volumes in final form within 10 days after final inspection. Building Products, Applied Materials, and Finishes: Include product data, with catalog number, size, composition, and color and texture designations.

E. Instructions for Care and Maintenance: Include manufacturer's recommendations for cleaning agents and methods, precautions against detrimental agents and methods, and recommended schedule for cleaning and maintenance.

F. Moisture Protection and Weather Exposed Products: Include product data listing applicable reference standards, chemical composition, and details of installation. Include recommendations for inspections, maintenance, and repair.

G. Additional Requirements: As specified in individual product specification sections.

H. Include listing in Table of Contents for design data, with tabbed fly sheet and space for insertion of data.

1.11. MANUAL. FOR EQUIPMENT AND SYSTEMS

A. Submit two copies of preliminary draft or proposed formats and outlines of contents before start of Work. Engineer will review draft and return one copy with comments.

B. For equipment, or component parts of equipment put into service during construction and operated by Owner, submit documents within ten days after acceptance.

C. Submit one copy of completed volumes 15 days prior to final inspection. Draft copy be reviewed and returned after final inspection, with Engineer comments. Revise content of document sets as required prior to final submission.

D. Submit two sets of revised final volumes in final form within 10 days after final inspection.

E. Each Item of Equipment and Each System: Include description of unit or system, and component parts. Identify function, normal operating characteristics, and limiting conditions. Include performance curves, with engineering data and tests, and complete nomenclature and model number of replaceable parts.

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F. Panel board Circuit Directories: Provide electrical service characteristics, controls, and communications.

G. Include color coded wiring diagrams as installed.

H. Operating Procedures: Include start-up, break-in, and routine normal operating instructions and sequences. Include regulation, control, stopping, shut-down, and emergency instructions. Include summer, winter, and special operating instructions.

I. Maintenance Requirements: Include routine procedures and guide for preventative maintenance and troubleshooting; disassembly, repair, and reassembly instructions; and alignment, adjusting, balancing, and checking instructions.

J. Include servicing and lubrication schedule, and list of lubricants required.

K. Include manufacturer's printed operation and maintenance instructions.

L. Include sequence of operation by controls manufacturer.

M. Include original manufacturer's parts list, illustrations, assembly drawings, and diagrams required for maintenance.

N. Include control diagrams by controls manufacturer as installed.

O. Include Contractor's coordination drawings, with color coded piping diagrams as installed.

P. Include charts of valve tag numbers, with location and function of each valve, keyed to flow and control diagrams.

Q. Include list of original manufacturer's spare parts, current prices, and recommended quantities to be maintained in storage.

R. Include test and balancing reports as specified in Section 01400.

S. Additional Requirements: As specified in individual product specification sections.

T. Include listing in Table of Contents for design data, with tabbed dividers and space for insertion of data.

1.12. SPARE PARTS AND MAINTENANCE PRODUCTS

A. Furnish spare parts, maintenance, and extra products in quantities specified in individual specification sections.

B. Deliver spare parts and products required for maintenance to a location designated by the Engineer. Obtain receipt for the delivery of the said parts and products prior to issuance of final payment certificate.

1.13. PRODUCT WARRANTIES AND PRODUCT BONDS

A. Obtain warranties and bonds executed in duplicate by responsible subcontractors, suppliers, and manufacturers, within ten days after completion of applicable item of work.

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B. Execute and assemble transferable warranty documents and bonds from subcontractors, suppliers, and manufacturers.

C. Verify documents are in proper form, contain full information, and are notarized.

D. Co-execute submittals when required.

E. Include Table of Contents and assemble in three-ring binders with durable plastic cover.

F. Submit prior to final Application for Payment.

G. Time Of Submittals:

1. For equipment or component parts of equipment put into service during construction with Owner's permission, submit documents within ten days after acceptance.

2. Make other submittals within ten days after Date of Substantial Completion, prior to final Application for Payment.

3. For items of Work for which acceptance is delayed beyond Date of Substantial Completion, submit within ten days after acceptance, listing date of acceptance as beginning of warranty or bond period.

1.14. MAINTENANCE SERVICE

A. Furnish service and maintenance of components as indicated in individual specification sections other project documents.

B. Examine system components at frequency consistent with reliable operation. Clean, adjust, and lubricate as required.

C. Include systematic examination, adjustment, and lubrication of components. Repair or replace parts whenever required. Use parts produced by manufacturer of original component.

D. Do not assign or transfer maintenance service to agent or Subcontractor without prior written consent of the Owner/Employer.

PART 2. PRODUCTS

Not Used.

PART 3. EXECUTION

Not Used

END OF SECTION

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SECTION 02099 - GENERAL PROVISION FOR ROADS AND EARTHWORK

1. CONTROL OF MATERIALS AND STANDARDS FOR SAMPLING AND TESTING

1.1 STORAGE OF MATERIALS

1. Materials shall be stored as to assure the preservation of their quality and fitness for the Works. Stored materials, approved before storage, may again be inspected prior to their use in the Works. Stored materials shall be located so as to facilitate their prompt inspection.

2. Where materials are stockpiled on Government or private property, such sites shall be abandoned immediately upon utilization of all stockpiled materials and the natural surface shall be restored as far as practicable to the original condition by the Contractor and to the satisfaction of the Engineer.

1. 2 HANDLING MATERIALS

1. All materials shall be handled in such manner as to preserve their quality and fitness for the Works. Aggregates shall be transported to the Works in tight vehicles, constructed so as to prevent loss or undue segregation of materials after loading.

1.3 MATERIALS SUPPLIED BY EMPLOYER

1. The Contractor shall be responsible for all materials furnished by the Employer and shall make good any shortages or deficiencies, from any cause whatsoever, or any damage which may occur, after delivery of such materials.

1.4 LOCAL MATERIAL SOURCES

1. When material deposits are not designated on the Drawings, the Contractor shall be responsible for locating and providing suitable materials from his own sources.

2. Any information provide in the tender documents about sources of local materials is considered as a guideline only and does not relieve the Contractor of his responsibility in respect of investigation and supply of suitable materials as specified.

3. Materials, regardless of their source, shall not be incorporated in the Works until approved by the Engineer.

1.5 SOURCES OF SUPPLY AND QUALITY REQUIREMENTS

1. All materials, including manufactured articles, and machinery incorporated in the Works, shall meet all specified quality requirements and be approved by the Engineer.

2. The Contractor shall, before placing any purchase order for any materials intended for incorporation in the Works, submit for approval a complete description of all such materials, names of the firms from whom he proposes to purchase them and copies of all test reports verifying conformity with the provisions of the Specifications. Materials shall not be ordered without the

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approval for the Engineer. When directed by the Engineer or otherwise specified the Contractor shall submit suitable samples for approval.

3. The Engineer shall have the right to retest all materials which have been tested and accepted at the source of supply after delivery to the Site and prior to incorporation into the Works and to reject any such materials which are clearly defective or, when retested, do not conform with the Specifications.

1.6 SAMPLING AND TESTING PROCEDURES

1. Sampling

1.1 Samples of all materials shall be submitted to the Engineer for inspection, testing and acceptance before incorporation in the Works. All Materials being used will be subject to inspection, testing, or rejection at any time prior to such incorporation.

1.2 Where untested and unaccepted materials have been used without approval of the Engineer, such use shall be at the Contractor's risk.

2. Source Tests

2.1 All source samples shall be taken by the Contractor in the presence of the Engineer, using approved sampling procedures. All source approval tests shall be performed under the supervision of the Engineer or, when so specified, by an independent laboratory approved by the Engineer and engaged by the Contractor.

2.2 After approval of any source of materials, the Contractor shall produce from such source only to the extent that materials produced are of substantially the same quality as the approved samples.

2.3 The Engineer will periodically order retesting of previously approved sources to verify that they continue to conform to the Specifications and may order retesting at the same or at a different laboratory from the one performing the original source approval tests. If retesting indicates that a previously approved source no longer conforms with the Specifications, the Contractor shall forthwith cease production from such source.

3. Job Control tests

3.1 Job control tests shall be performed by the Contractor prior to submitting any materials to the Engineer for approval. The Contractor shall submit details to the Engineer of his job control testing program.

3.2 The Engineer may declare the Contractor's job control testing program unacceptable if frequent rejections of submitted materials occur when subjected to the Project Control Tests.

4. Project Control Tests

4.1 All Project control samples shall be taken jointly by the Engineer and the Contractor. Tests shall be performed in the Site Laboratory, or in situ as appropriate, under the supervision of the Engineer.

4.2 The Engineer may order retesting of any material if there has been a significant delay in the construction operations or if he determines that the

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material has deteriorated since its original acceptance. Material which does not conform with the Specifications will be rejected and shall be removed from the Works and replaced or corrected by the Contractor. The Engineer may order additional testing to ascertain the extent of unacceptable material.

5. Check Tests

5.1 The Engineer may periodically order check tests to verify the accuracy of Project Control testing and equipment. The Engineer may direct that check tests be performed by qualified persons other than those normally responsible for Project Control testing, or he may direct that the samples be sent to the Employer's Central laboratory or to an approved independent laboratory for testing.

5.2 The Contractor shall provide the Engineer with all necessary Test Report forms and expendable materials required to perform all required tests. Copies of all test results will be issued to the Contractor.

1.7 SAMPLING AND TESTING STANDARDS

1. Standards to be supplied

1.1 If required by the Special Specifications, the Contractor shall at the commencement of the Contract furnish for use on site by the Engineer and the Contractor one complete set of the following standards. The set shall become the property of the Contractor upon completion of the Works.

1.1.1 AASHTO Standard Specifications for Transportation Materials and Methods of Sampling and Testing (Part I: Specifications, and Part II: Tests).

1.1.2 ASTM Standards for Testing and Materials; Section 00 plus all Volumes in Section 1 to 6 inclusive, plus Specifications, as required, from Sections 7 to 15 inclusive.

1.1.3 Relevant Standards (those referred to in the Specification).

1.1.4 British Standard.

2. Precedence of Materials and Testing Specifications

2.1 All references to methods of testing or specifications of AASHTO, ASTM and others will be deemed to refer to the latest methods of testing as specified in the Contract Documents.

2.2 Unless otherwise specified AASHTO methods of sampling and testing shall be adopted where available. In the case of absence of an appropriate AASHTO specification, the ASTM specification shall govern.

1. 8 UNACCEPTABLE MATERIALS

1. All materials not conforming to the requirements of the Specifications at the time they are used will be rejected and shall be removed immediately from the Site unless otherwise instructed by the Engineer.

2. No rejected materials, the defects of which have been corrected, shall be used until approval has been given.

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1.9 MEASUREMENT

1. Unless shown as Pay Items in the bill of Quantities all sampling, testing and retesting, material resources, quality requirements, certificates inspections, storage and handling requirements, standard specifications to be furnished, and all other Works prescribed in this Section shall not be measured for direct payment, but shall be considered as subsidiary Works the costs of which will be deemed to be included in the Contract prices for Pay Items.

1.10 CONTRACTOR'S PLANT AND EQUIPMENT

1.10.1 General

1. Plant and equipment used on the Works shall be of sufficient size and in such mechanical condition as to meet the requirements of the Specifications and shall be available for use when required by the Engineer. The Engineer may order removal and replacement of unsatisfactory plant or equipment.

2. Wherever plant or equipment of a particular size or type is specified, the Contractor may request permission to use an alternative type in place of that specified. In such cases, the Contractor shall furnish evidence to the Engineer, before approval is given, that the production of the plant or equipment proposed is at least equal to that of the specified type.

1.10.2 Contractor's Schedule of Plant and Equipment

1. The Contractor shall submit together with his Tender, a detailed schedule of the numbers and types of plant and equipment which he proposes to utilize on Site to carry out the Works. The schedule shall contain full details for each item, including type, manufacturer, model, identification number, year of manufacture, number of years in use, and, for all new and previously used items, the manufacturer's brochures, catalogs and specifications.

1.10.3 Provision and Use of Plant and Equipment

1. The Contractor furnishes all plant and equipment listed in his Schedule and necessary for construction of each phase of the Works. Such plant and equipment shall be delivered to the Site, inspected, and approved by the Engineer prior to commencement of the particular phase of the Works for which it is intended. Any plant or equipment, or part thereof, which becomes excessively worn or defective shall be promptly repaired or replaced, as required by the Engineer.

2. The Contractor shall not remove from the Site any approved plant or equipment without the permission of the Engineer.

END OF SECTION

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SECTION 02200 - SITE PREPARATION

PART 1 - GENERAL

1.01 WORK INCLUDED

A. Work in this section includes:

1. Furnishing all labor, materials, equipment and services required for clearing and grubbing, demolition, and removal and disposal of items as specified herein and on the plans.

2. Removal and satisfactory disposal of all vegetation, surface debris and scattered stones and rocks within the limits of the Project boundaries, (except items designated to remain or which are to be removed at a later stage of the Work).

3. Removal, wholly or in part, and satisfactory disposal of all buildings, fences, structures, abandoned pipelines, and any other obstructions, as shown on the Drawings, which are not designated or permitted to remain, except for any obstructions as shown on the Drawings which are to be removed and disposed of at a later stage of the Works. It shall also include the salvaging of designated materials and backfilling the resulting trenches, holes and pits

1.02 RELATED SECTIONS

1. Earthwork

1.03 REGULATORY REQUIREMENTS

1. Conform to applicable local codes for demolition of structures, dust control, and runoff control.

2. Obtain required permits and licenses from appropriate authorities. Pay associated fees including disposal charges.

3. Notify affected utility companies before starting work and comply with their requirements.

4. Do not close or obstruct roadways, sidewalks, or fire hydrants without appropriate permits.

5. Conform to applicable regulatory procedures when hazardous or contaminated materials are discovered.

1.04 QUALITY ASSURANCE

In the course of the work, it may become to remove trees if they interfere with the work. Various municipalities have ordinances regulating the removal, relocation and pruning of trees in the public right-of-way, these ordinances shall be strictly adhered to. The Contractor shall obtain a permit from regulatory agencies having jurisdiction over the work area before removing, relocating and/or pruning any tree. The Contractor shall comply with all requirements and conditions of the permit.

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PART 2 - PRODUCTS

No products are required to execute this work, except as the Contractor may deem necessary.

PART 3 - EXECUTION

3.01 INSPECTION

The Contractor shall examine the Site and record all obstructions and utilities at the commencement of the Works.

3.02 CONSTRUCTION

1. Clearing and Grubbing

A. The Contractor shall set out the approved construction limits and the Engineer will designate all trees, shrubs, plants, vegetation, etc. and other items to remain within the limits of the site. The Contractor shall carefully preserve all such items from damage or defacement.

B. All surface objects, trees, stumps, roots, stones and rocks (up to 0.2 cu.m. or 500 kg individual size or weight), and other protruding obstructions, not designated to be retained, shall be cleared or grubbed to ground level. In case of trees of one meter or less girth should be removed entirely or at least one meter below ground level or as instructed by the Engineer.

C. Stump holes and other holes from which obstructions are removed within the Project boundaries of construction, shall be backfilled with suitable material and compacted in accordance with Section 02330 — “Embankment Construction ", and those holes which are outside the Project boundaries shall be filled to the adjacent level.

D. Perishable material shall be burned under the constant care of competent watchmen at such times and in such a manner that any vegetation or other items designated to remain in the Project boundaries, or other adjacent property, will not be jeopardized. Burning shall be carried out in accordance with applicable laws and ordinances.

E. Materials, stones, rocks, and debris which cannot be burned and approved perishable materials, shall be removed from the Project boundaries and disposed of at approved dumping areas off the Site, provided permission of the respective property owners has been obtained in writing to dump such materials on their land. Where designated on the drawings, the Contractor shall make all necessary arrangements with property owners for obtaining written permission to dispose of materials, at his own expense.

2. Removal of Obstructions and Utilities

A. General

1. The Contractor shall raze, remove and dispose of all buildings, foundations, structures, fences and other obstructions, any portions of which are on the Project boundaries, except utilities and items for which other arrangements for removal have been made. All designated salvageable material shall be removed, without causing unnecessary damage, and in sections or pieces which may be readily transported, and shall be stored by the Contractor at

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approved locations, for later use or possession of others.

2. Unusable perishable material shall be destroyed. Non-perishable material may be disposed of off the Site, provided permission of the respective property owners has been obtained in writing to dump such materials on their land.

3. Basements or cavities left by structure removal shall be filled to the level of the surrounding ground and, if within the prism of construction, shall be compacted to the type of compaction within the range for the adjacent roadway embankment as specified in Section 02330 — “Embankment Construction ".

4. Salvaged pipe culverts and other re-usable structures shall be stored at accessible approved locations on Site and shall become the property of the employer.

B. Removal of Rocks and Boulders

Large rocks and boulders of individual size greater than 0.2 cu.m or greater than 500 kg in individual size or weight which lie within the limits of the Works shall be removed and disposed of as directed by the Engineer.

C. Removal of Utilities

1. The Contractor through the Engineer shall notify all Utility Owners and cooperate with them in respect of removals, disposal and relocations.

2. The Removal of all disconnected or abandoned Utilities within the Project boundaries shall be carried out by the Contactor, unless the Utility Owner indicates his intention to carry out such removal and the salvaging of materials, fittings, parts, etc.

3. The Contractor through the Engineer shall advise each affected Utility Owner in writing of his proposed construction schedule and liaise with the Employer who will arrange for inspection by the Utility Owners and interruption or disconnection of the Utilities as appropriate.

4. All excavation and backfill shall conform with the requirements of Section 02330 — "Embankment Construction" and Section 02315 — "Excavation and Backfill for Structures", as appropriate.

5. All other unused and/or unsuitable fill materials in the site from current and/or previous works.

3.02 PROTECTION OF ADJACENT AREAS

The Contractor shall protect areas shown on the Drawings or designated by the Engineer of Record to remain protected from damage by construction operations by erecting suitable barriers of other acceptable means.

3.03 DISPOSAL

All roots, vegetation and other refuse removed from the site during clearing and/or grubbing operations shall be legally disposed of by the Contractor. Where required, the Contractor shall obtain a permit from the authority and/or other regulatory agencies having jurisdiction over the work area before burning any material on the site.

END OF SECTION

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SECTION 02222 - MINOR DEMOLITION AND REMODELING

PART 1 – GENERAL

1.01 SUMMARY

A. Section Includes: Selective Demolishing, removal and subsequent disposal of utilities, pavements, portions of buildings, and other items indicated to be removed.

B. Related Sections:

1. Section 02300 Earthwork

1.02 REFERENCES

A. Code of Federal Regulations (CFR)

29 CFR Part 19 10 Occupational Safety and Health Standards

29 CFR Part 1926 Safety and Health Regulations for Construction

B. Uniform Federal Accessibility Standards (UFAS) FED-STD-795

1.03 DEFINITIONS

Competent Person: Capable of identifying existing and predictable hazards in the surroundings or working conditions that are unsanitary, hazardous, or dangerous to employees, and who has authorization to take prompt corrective measures to eliminate them.

1.04 SUBMITTALS

A. Provide Submittals in accordance with section 01330

1. Demolition Survey, according to 29CFR 1926.850(a), whenever structural integrity of building components may be compromised or when structure is to be completely demolished.


1. Obtain all permits for demolition, conform to applicable codes for demolition and perform work in accordance with the ministry of public works & Housing (MPWH).

PART 2 – PRODUCTS

Not used

PART 3 - EXECUTION

3.01 EXAMINATION

A. Survey existing conditions prior to beginning on-site demolition operations.

1. Provide written pre-demolition survey to the Engineer that includes the following:

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a. Determination of condition of framing, floors, and walls, and possibility of unplanned collapse of any portion of structure or adjacent structure where employees may be exposed.

b. Various phases of demolition and description of how employees will be protected from unplanned contact with active utilities, exposure to toxic materials and gases, falling objects, structural collapse, and any other hazards routinely associated with demolition activities.

B. Verify that utilities have been disconnected and capped.

C. If unanticipated mechanical, electrical or structural elements that conflict with intended function or design are encountered, investigate and measure nature and extent of conflict.

1. Promptly submit written report to the Engineer.

3.02 SITE CONDICTION

1. Occupancy: Site may continuously occupy areas of site immediately adjacent to areas of selective demolition. Code compliance of the existing facility must be maintained throughout construction, while existing facility is occupied.

3.03 UTILITY SERVICES

A. Maintain existing utilities indicated to remain in service and protect against damage during demolition operations. Extent of electrical and mechanical utilities to be removed is shown on Drawings.

3.04 PREPARATION

A. Conduct demolition operations and remove debris in manner to ensure minimum interference with roads, streets, walks, and other adjacent occupied or used facilities.

B. Conduct demolition operations to prevent injury to people and damage to adjacent buildings and facilities designated to remain.

1. Provide protective measures as required to provide free and safe passage to and from occupied portions of buildings and for the handicapped that meet UFAS.

2. Provide temporary barricades and other forms of protection as required for safety and security.

3. Provide barriers and appropriate signs meeting requirements of 29 CFR 1910 for size and color where necessary to restrict pedestrians from wandering into construction areas.

4. Provide temporary weather protection during interval between demolition and removal of existing construction on exterior surfaces and installation of new construction to ensure no water leakage or damage occurs to structure or interior areas of existing building.

5. Protect walls, ceilings, floors, and existing finish work that are to remain in place and are exposed during demolition operations.

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6. Cover and protect furniture, equipment, and fixtures that are to remain from soiling or damage.

C. Erect and maintain dust-proof partitions and temporary enclosures to limit dust or dust migration, and to separate areas from fumes and noise.

D. Provide and maintain interior and exterior shoring, bracing or structural support to preserve stability and prevent movement, settlement, or collapse of structures and adjacent facilities that are not part of demolition.

E. Provide acceptable temporary security barriers where physical security of buildings or fences is compromised due to demolition work.

F. Notify affected utility companies before work and comply with their requirements and mark location and termination of utilities.

3.05 DEMOLITION

A. General: Perform demolition work in accordance with 29 CFR 1926, with particular attention to requirements set forth in Subpart T, "Demolition".

1. Perform work in safe and systematic manner.

B. Demolish and remove existing construction only to extent required, and as indicated in Contract documents.

C. Should the owner wishes to take any of the materials/items from the existing site before demolishing, Tenderer shall hand over the selected material/item to the owner at the site location.

D. The contractor shall remove the product and dispose of contaminated soil to the places permitted by the competent authorities and according to their instructions.

E. Wear proper personal protective equipment at all times.

F. Use water as necessary to lay dust when chipping, coring, or sawing concrete, masonry or similar materials. Water must be controlled inside buildings by damming, mopping or vacuuming. Prevent water from entering under floor electrical ducts.

G. Completely backfill below-grade areas and voids resulting from utility removal and other demolition work.

H. Remove debris from roof or other above-grade location through enclosed chute or bundle, and lower by hand or with hoisting device.

3.06 REPAIRS

A. Repair demolition performed in excess of that required.

B. Return structures and surfaces not part of demolition, to conditions existing prior to commencement of demolition work.

C. Promptly repair adjacent construction or surfaces soiled or damaged by demolition work at no cost to the Employer.

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D. Relocating, installing and connecting any impeded pipes, cables and connections raised during the demolish works.

3.07 DISPOSAL OF DEMOLISHED MATERIALS

A. General: Promptly dispose of debris, rubbish, and other materials resulting from building site demolition operations.

B. If Contractor encounters material during removal that is suspected to be potential hazard, stop work immediately and notify the Engineer.

C. The Engineer shall determine salvageable items, if not indicated in Contract documents.

3.08 REMODELING

A. General: Perform remodeling work in accordance with Contract documents, drawings and as directed by the Engineer.

3.09 CLEANING

A. Remove tools, equipment and demolished materials from site upon completion of demolition work.

B. Remove protections as approved by the Engineer and leave interior areas broom clean.

END OF SECTION

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SECTION 02310 - SITE EXCAVATION

PART 1 - GENERAL

1.1 WORK INCLUDED

Work in this section includes:

A. These Works shall consist of excavating material in the cut sections of the site, including ditches and wadi relocation's (but excluding borrow pits and structural excavation) all as and where shown on the Drawings, and hauling the excavated material either to locations for embankments or to stockpiles or to waste.

B. These Works shall also include any necessary excavations outside the Project boundaries ordered by the Engineer to safeguard and protected the Works. These may include diversion of existing wadi channels, and excavation of unstable materials, which may slide or encroach into ditches or onto the Project boundaries. Disposal of all such excavated materials shall be as instructed by the Engineer.


1. Earthwork.

PART 2 - PRODUCTS

2.1 MATERIAL

2.1.1 Utilization of Excavated Materials

1. All suitable soils, rock, boulders and other materials complying with standards Jordanian specifications shall be excavated in such a manner that they can be utilized, if intended to be used, as embankment fill or in subgrade, shoulder or elsewhere as appropriate.

2. If the Contractor chooses to excavate suitable material to waste or put it to other uses, and replace it by borrow excavation for embankment areas, this shall be undertaken at no extra cost to the Employer.

3. Material such as exiting concrete, bituminous or other surfaces or other materials shall, if shown on the Drawings, be stockpiled for a specific purpose or for future use. Such materials hall be excavated and handled in a manner that will exclude foreign or undesirable material. Stockpiles shall be neatly formed and maintained in an approved manner.

4. Suitable topsoil material if specified shall be stockpiled during excavation operations and shall subsequently be spread and compacted on embankment slopes and elsewhere as directed, to facilitate re-growth of vegetation.

PART 3 - EXECUTION

3.1 INSPECTION

The Contractor will be deemed to have satisfied himself, at the time of tendering, as to the type and nature of soils and rock that will be encountered, and their location, suitability and sufficiency to meet the specified embankment and other requirements.

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3.2 CONSTRUCTION

3.2.1 Drainage of Excavation Areas

1. During construction, surfaces in excavation areas shall be adequately drained at all times. Side ditches or gutters emptying from cut to embankment shall be so constructed as to avoid damage to embankments by erosion.

2. The Contractor shall, at an early stage of the Works, provide adequate drainage by scheduling ditch and other construction so as to prevent saturation or erosion of embankments and cut slopes. All such drainage ditches and construction grades shall be cleaned and trimmed at regular intervals and when directed so that there will be an unobstructed runoff of storm water during construction.

3. The Contractor at his own expense shall repair Damage to the Works attributable to saturation or erosion through failure to provide adequate drainage.

4. Whenever groundwater is encountered which may adversely affect construction, the Contractor shall advise the Engineer who will evaluate the situation and order necessary remedial measures.

3.2.2 Obliteration of Disused Roadways

Obliteration of roadways which are not longer in use shall include filling of all ditches and rough grading of the old roadway to produce within the Project boundaries a neat and well drained ground surface.

3.2.3 Rock Blasting

Rock blasting shall not be applied.

3.2.4 Excavation of Unsuitable Material

1. Where excavation to finished grades and cross sections exposes unsuitable material in the subgrade, slopes or ditch inverts, etc. the Engineer may require the Contractor to remove the unsuitable material and backfill the excavated areas using approved material. The Contractor shall conduct his operations in such a way that necessary cross section measurements are taken before such backfill is places.

2. The Engineer may designate as unsuitable, soils that cannot be properly compacted in embankment. Unsuitable material shall be disposed of as directed by the Engineer. Wasted unsuitable material shall not be deposited on any cropland.

3. When the Contractor is directed to excavate unsuitable material below the surface of the original ground in fill areas, other than that required for cleaning and grubbing, the depth to which unsuitable material shall be removed will be determined by the Engineer. The Contractor shall schedule the excavation so that cross sections are taken before and after material has been removed.

3.2.5 Slopes, Subgrade and Ditches

1. All excavated slopes, subgrade and ditches shall be finished true to lines, grades and cross sections and shown on the Drawings.

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2. Slopes, except in solid rock or other material which require special treatment, shall be trimmed to slopes not steeper than the specified slope angles and rounded at top and bottom to a smooth profile to blend in with the adjacent terrain. Material shall not be loosened beyond the specified lope lines.

3. In cuts where earth overlays a rock formation, slopes shall be benched in an approved manner.

4. Ditches of all types shall be excavated and trimmed neatly in conformity with the specified grades and cross sections. All projecting rock, stumps, roots or similar shall be removed. Ditches include side ditches, furrow ditches, irrigation ditches, wadi relocations, etc.

5. Where the subgrade is composed of rock as defined in Section 2.07 — "Subgrade Construction and Topping", it shall be undercut to a depth of 200 mm below top of subgrade to allow for subsequent placing and compaction of the subgrade layer (topping).

6. The subgrade in cut, where the soil is unsuitable for retention as the subgrade layer, shall be subexcavated to a depth of 200 mm below top of subgrade to allow for subsequent placing and compaction of the subgrade layer (topping). If the material of the subgrade is suitable for retention as subgrade layer then scarify to the required depth, water and compact.

7. The Engineer shall periodically check all or any part of the Works, to determine conformance to the correct lines, grades and elevations. Tolerances on finished subgrade elevations and on elevations of the surface a the underside of the subgrade layer shall be as specified in Section 2.07 "Subgrade Construction".

3.2.6 Unstable Materials outside Project Boundaries

Material outside the project boundaries or ditch slopes which, in the opinion of the Engineer, are potentially unstable and liable to slide or encroach into the Project boundaries or into the ditches shall be excavated and disposed of as specified for unsuitable material, unless it is approved for use as embankment fill.

3.2.7 Disposal of Unsuitable and Surplus Materials

Unsuitable and surplus materials disposed of elsewhere than within the Project boundaries shall be spread, leveled and shaped as directed so as to present a neat and tidy appearance. No materials shall be disposed of in such a way as to adversely affect natural drainage courses or to cause damage to adjacent public or private property.

If approved by the Employer, Government land can be used for disposal to the maximum extent practicable. If private land is used for disposal, the Contractor shall secure the consent of the landowner or tenant and, if necessary, and at his own expense, pay for the use of such land. The use of cropland for disposal purposes will be permitted.

END OF SECTION

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SECTION 02315 - STRUCTURAL EXCAVATION AND BACKFILL

PART 1 - GENERAL

1.1 WORK INCLUDED

A. Work in this section includes:

1. These Works shall consist of all excavation in any material for bridges, underpasses and overpasses; for buildings and pump houses; for culverts, storm drains, utility ducts and under drains; for drainage and utility structures; for retaining walls of all types; and for other major and minor structures; and including all necessary clearing and grubbing; bailing; drainage' pumping' sheeting' temporary shoring and cribbing' construction of temporary cofferdams or cribs; and disposal of all excavated material and backfilling with suitable approved material; all as and where shown on the Drawings.

2. These Works shall also include the removal of those portions of existing structures below ground which would in any way obstruct or interfere with construction of new structures.

3. The Contractor will be deemed to have satisfied himself, at the time of tendering, as to the type and nature of soils and rock that will be encountered in structural excavations.


1. Earthwork

PART 2 - PRODUCTS

Not Used

PART 3 - EXECUTION

3.1 INSPECTION

The Contractor will be deemed to have satisfied himself, at the time of tendering, as to the type and nature of soils and rock that will be encountered in structural excavations.

3.2 CONSTRUCTION

3.2.1 Excavation

1. General

1.1 The Contractor shall notify the Engineer a sufficient time in advance of the beginning of any excavation for structures so that the Engineer may, where necessary, survey and record the cross sectional elevations and measurements of the existing ground and existing structures affected by the proposed structure. Any material removed or excavated before these measurements have been taken and approved by the Engineer will not be paid for.

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1.2 The Contractor shall be solely responsible for the safety at all times of all foundation and trench excavations whether supported or otherwise. Approval of the Contractor's support system or omission of a support system for any excavations shall not absolve the Contractor from his sole responsibility in this regard.

1.3 The sides of all foundation pits and trenches shall be vertical unless otherwise shown on the Drawings and the walls shall be adequately supported at all times. Walls more than 1.5m in depth shall be sloped at a safe slope or supported in an approved manner unless the material through which the pit or trench is cut is deemed to be sufficiently self supporting and not requiring external support.

1.4 The Contractor shall take all necessary precautions, including shoring or otherwise, to protect employees in the excavation and on the ground above. The Engineer will not enter excavated areas to approve the foundation and further works until he deems the areas to be safe.

1.5 In areas where the excavation is adjacent to public roads and walkways, the Contractor shall erect all necessary barricades, barriers, enclosed walkways, and warning signs necessary to restrict the exposure of the public to the excavation. All such safety measures shall be subject to approval.

1.6 The sides of all foundation pits and trenches shallower than 1.5m shall be vertical and adequately supported at all times unless otherwise shown on the Drawings. Sides more than 1.5m in depth shall be sloped at a stable slope or supported in an approved manner unless the material though which the put or trench is cut is deemed to be sufficiently self supporting and not requiring support.

1.7 Pits and trenches shall be kept free from water until footing concrete has been placed or pipes have been installed. The Contractor shall minimize, to the maximum extent practicable, the length of time excavated areas are open. The Contractor will be held responsible for damage due to weather, equipment, and other caused during periods when the excavations are left open.

1.8 The Contractor shall schedule the works so that no excavation is left if an exposed condition for a period greater than 30 days unless otherwise approved. If the Contractor fails to meet this requirement, the Engineer may order the Contractor to suspend further excavation until the construction progress enables the Contractor to meet such requirements.

1.9 In areas where the excavation is adjacent to public highways and walkways, no excavation shall be scheduled to be left in an exposed condition for more than 7 days unless otherwise approved.

1.10 The Contractor shall schedule excavation and embankment and drainage works so that they complement each other. If the Contractor's earthwork progress exceeds the progress of the drainage construction to the point where the highway becomes a dam to cross drainage, the Engineer may order the Contractor to open adequate waterways through the site at the locations where drainage structures are to be installed. Any damage to the highway caused by water passing through these openings shall be repaired at the Contractor's expense.

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1.11 The Contractor must notify the Engineer of any sign of failure or cracks within or around the excavation immediately when such signs are noticed.

2. Temporary Support System

2.1 When a temporary support system is required to protect adjacent property or to protect the public during construction, the Contractor's design for such support system shall be submitted for approval prior to commencing its construction.

2.2 All temporary support systems shall be designed with adequate factors of safety to serve with minimal maintenance, for the duration of its intended use, and shall include adequate safety provisions to protect the public from construction activities.

2.3 Notwithstanding any approval of temporary support, the Contractor shall be solely responsible for the adequacy of their design and construction and for maintenance and all necessary safety precautions associated therewith.

3. Excavation for Bridges, Underpasses, Overpasses, Buildings and other Major Structures

3.1 The foundations for bridges, underpasses and overpasses, buildings, pump houses and other major structure, shall be excavated in accordance with the dimensions as shown on the Drawings and shall be of sufficient size to permit the placing of the full width and lengths of the footings with full horizontal beds.

3.2 The excavation shall be carried to the elevations shown on the Drawings or as established by the Engineer. Borings and soil tests, and during design, and actual investigation of the completed foundation excavation shall be utilized by the Engineer to determine final depth. No concrete shall be places prior to approval of the excavation pit.

3.3 The Contractor shall be responsible for ensuring by testing or otherwise that the material at foundation level has not less than the bearing capacity as shown on the Drawings.

3.4 Unless shown otherwise on the Drawings, the bottom of all excavations shall be covered with a 75mm minimum depth of lean (blinding) concrete Grade 15 to serve as a working platform.

3.5 Foundation pits or trenches shall be of sufficient size and provide minimum sufficient working space to permit construction of structures or structure footings of the full width and length shown on the Drawings.

3.6 Where footings are to be constructed using formwork, the excavations shall generally not extend more than 500mm beyond the maximum dimension on each side of the proposed footing unless additional working space is clearly required and approved, by the Engineer. Any unauthorized overwidth of excavation beyond the lateral limits shown on the drawings or approved by the Engineer shall be backfilled with selected fill or lean concrete as directed by the Engineer.

3.7 Where footings are to be located, in or adjacent to firm, original ground and where formwork is not required or ordered, any unauthorized overdepth excavation below the approved elevation of base of footing shall be backfilled with blinding concrete. Any unauthorized overwidth of excavation beyond the

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lateral limits shown on the drawings shall be backfilled with selected fill, or blinding concrete as directed by the Engineer.

3.8 Where excavation to rock foundation is required, the excavation shall proceed in such a manner as to allow the solid rock to be exposed and prepared in horizontal beds or properly serrated for receiving the concrete. All loose and disintegrated rock and thin strata shall be removed.

3.9 When unstable material or other unsuitable material is encountered below foundation elevation, the Contractor shall excavate such material and replace it with suitable backfill material or concrete as directed by the Engineer.

3.10 If temporary works are required for maintaining the excavation dry, the Contractor shall be responsible for the design and execution of the works. The proposed design shall be submitted to the Engineer for approval; however, such approval does not relieve the Contractor for his sole responsibility in this regard.

4. Excavation for Culverts, Storm Drains, Ducts and Miscellaneous Structures

4.1 Excavation shall be carried out to the limits required for construction and to the depth required for bedding material or removal of unsuitable material. All trench excavation shall proceed upgrade, commencing at the downstream end.

4.2 Foundation material supporting the bedding or structure shall be AASHTO M 145 Class A-1-a, A-1-b or A-2-4 compacted to 95% AASHTO T 180 maximum density. If the natural material does not meet the classification requirements, it shall be sub excavated to depth of 200mm and replaced with material meeting the specified requirements. Any rock or hard material within 200mm of the bottom of the pipes shall be similarly sub excavated and replaced with material meeting the specified requirements.

4.3 If no special bedding material is required, the foundation for pre-cast and prefabricated culverts shall be formed to the shape of the culver, including all protrusions. The shaping shall extend to 25% of the height of culver.

4.4 Where rock is encountered in the toe wall excavation for concrete box culverts or concrete headwalls or end walls for pipe culverts and the rock is of such quality as will prevent erosion, part of the toe wall may be eliminated in the rock strata as directed and the toe wall shall be keyed into the rock strata in a satisfactory manner.

4.5 Precast concrete pipes and metal pipes if chosen shall be installed in trenches cut into previously constructed and compacted embankment or from top of subgrade. Unless otherwise shown on the Drawings, trench width shall not be greater than the external diameter of the pipe plus 600mm on each side.

4.6 In the case of metal pipes, the bottom of the trench shall be shaped to template so that at least 10% of the overall height of pipe or arch will be in contact with the bottom of the trench as excavated. Recesses shall be excavated to receive any parts of the pipe, which extend below the outside perimeter. Where rock, hardpan or other unyielding material is encountered it shall be removed below design grade or as ordered by the Engineer for a depth of at least 200mm and backfilled as specified.

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4.7 Trenches for cast in situ pipes shall be cut into previously constructed and compacted embankment from top of subgrade or embankment height or twice the nominal span of the pipe whichever is less. Trench width shall not be greater than the external diameter or span of pipe plus 300mm on each side when external forms are used, or external span of pipe plus 100mm on each side when external forms are not used.

4.8 When excavation is required for installation of ducts, the Contractor shall notify the Engineer upon completion of the excavation. No duct shall be laid until the depth and cross section of the excavation has been approved.

3.2.2 Backfilling

1. General

1.1 The Contractor shall obtain approval for his proposed method and rate of placing of backfill, before backfilling commences.

1.2 Backfill materials shall be uniformly graded granular material, capable of being compacted to required compaction, and having adequate permeability to permit free drainage through it. Backfill material shall also conform to the following:

Maximum Plasticity Index 10 per cent

Requirement for bridges, culverts etc., specified in subsequent sections.

1.3 Backfill material shall not be placed any structure until approval is given. Unless otherwise shown on the drawings structures shall be backfilled to the same requirements as specified for the adjacent embankment.

1.4 Backfill shall be placed in level layers for the full width of the excavated area until the elevation of the original ground or surrounding embankment is reached. Backfill next to walls, between columns or in other confined areas, shall be compacted by approved hand or portable equipment.

1.5 Each successive layer of backfill shall contain only sufficient material to ensure proper compaction and in no case shall any layer be greater than 200m thickness (before compaction). The moisture content of the backfill material shall be uniform and within the moisture range designated.

1.6 Jetting of fills or other hydraulic methods involving or likely to involve liquid or semi-liquid pressure, will not be permitted.

1.7 Water shall drained from the areas to be backfilled wherever practicable. In case where, in the opinion of the Engineer, it is not practicable to drain the areas to be backfilled, the initial backfill material shall consist of crushed, open graded material deposited and compacted to an elevation above the water level where normal backfill operations can progress.

1.8 Additional water to be added during placement of backfill material to achieve required compaction shall be fresh water or brackish water approved by the Engineer.

1.9 Minimum tests required during backfilling operations to verify material are:

One Proctor test for each structure.

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One Gradation of Materials when materials changed.

One Plasticity Index and field density of 50% of the layers and for each footing and abutment as per instruction of the Engineer.

2. Backfilling for Bridges, Underpasses and Overpasses

2.1 Structures shall not be subject to the pressures of backfilling or to live loads until the 28-day strength of the concrete has been reached, unless a shorter period is approved in special circumstances where the load is sufficiently slam as not to constitute a risk any damage if the structure in the opinion of the Engineer. If approved this period may be extended if subnormal curing conditions exist.

2.2 Backfill placed around culverts, abutments and piers, shall be deposited on both sides to approximately the same elevation at the same time. Special care shall be taken to prevent any wedging action against the structure and slopes bounding the excavation shall be steeped, where necessary, to prevent such wedge action occurring.

2.3 All backfill intended to support false-work loads, including temporary fills and pier backfill, shall be designed for a minimum support required. As a minimum, such material shall be AASHTO M 145, Class A-1-a, A-1-b or A-2-4, compacted to 90% AASHTO T 180 maximum density.

2.4 Backfill material for bridge abutments and approach embankments within 20m of any part of the substructure shall be AASHTO M 145, Class A-1-a, A-1-b or A-2-4 compacted to 95% AASHTO T 180, maximum density up to the underside of the subgrade layer. The 200mm minimum thickness of subgrade layer shall consist of approved subgrade material placed and compacted to 100% maximum density as specified under Section 2.07 — "Subgrade Construction and Topping". The backfill shall be completed to the level of the original ground to the top elevation of any adjacent embankment.

2.5 Unless shown otherwise Backfill around retaining walls shall be completed to the level of the original ground line and to such height above original ground line or to the levels as shown on the Drawings. Care shall be exercise to prevent forward movement of the wall.

2.6 Unless shown otherwise on the Drawings, when special permeable backfill (sheathing) is to be placed against the back faces of abutments, retaining walls or wing walls, it shall consist of a continuous covering of approved type proprietary filter cloth protected by a continuous wall of 200mm minimum thickness pre-cast, porous (no-fines) concrete blocks laid in stretcher bond with dry joints. Prior to construction of the block wall, a type 1 or type 3 under drain at least 150mm diameter shall be laid along the base of the wall under sheathing in accordance with the relevant requirements "Pipe Under Drains", where the materials for type 1 and 3 under drains are given.

3. Backfilling for Culverts, Storm Drains and Miscellaneous Structures

3.1 Backfill material for culverts, storm drains and miscellaneous structure within 300mm of any part of the structure shall be Class A-1-a, A-1-b, or A-2-4. backfilling and construction of the subgrade layer shall be as specified for bridges, underpasses and overpasses.

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3.2 Backfill around and over pipe culverts shall not commence until headwalls and wing walls have been constructed and attained the specified 28-day strength.

3.3 Water used for compaction of backfill around metal pipes shall be from and approved source and shall not contain more than 0.5% combined chlorides and sulphates nor contain other potentially harmful minerals.

3.4 When pipes or other structure temporarily extend above the grade of the partially constructed embankment, the Contractor shall construct the fill over the structure of sufficient depth to protect the structure from any damage resulting from construction or other traffic.

3.5 In no case shall surplus material be dumped in stream channels. 3.6 Concrete bedding, concrete cradles, concrete haunching and concrete encasement of concrete pipes.

3.7 Over width or over depth excavation for pre-cast concrete pipes shall be made good at the Contractor's expense by provision of an in situ concrete cradle or increased thickness of concrete bedding as directed, or by the use of other approved suitable materials.

3.8 Over width excavation for in situ concrete pipes shall be made good at the Contractor's expense by concrete bedding brought up to the external haunch of the pipe, or by the use of other approved suitable materials. 3.9 Over depth excavation for metal pipes shall be made good by furnishing and backfilling an approved, fine granular material containing not more than 0.5% of combined chlorides and sulfates.

3.10 The Contractor shall complete the backfill around box culverts to the level of the original ground line and to the full width of excavation area. If the top of culvert extends above the original ground line the Contractor shall continue the backfill to the top of culvert and for a width of 3m on each side of the culver for the full width of highway embankment. If the embankment is in place at the time of backfilling. The Contractor shall backfill around the culvert to the top of embankment.

3.11 Backfill around pipe culvers and storm drains shall be completed to the level of original ground line and to the full width of excavation area. If the top of the culvert extends above the original ground line the Contractor shall continue the backfill to the top of culvert for a width of 1.5 times the maximum external width of the culvert on each side of the culvert centerline to the full width of the embankment. If the embankment is in place at the time of backfilling, the Contractor shall backfill around the culver to the top of culvert or as shown on the Drawings.

3.12 Any existing highway pavement cut through, damaged removed during excavation for pipe culvert installation shall be reinstated, after pipe installation and trench backfilling, suing approved base and surfacing course materials at least equivalent to those in the original pavement. Materials and construction shall conform to the relevant requirements of Section 4.10 "Pavement Repairs and Trench Reinstatement Works"/ Jordanian Specifications for Highway and Bridge Construction.

3.13 Miscellaneous structures other than pipe culverts and storm drains shall be backfilled in accordance with the methods specified. Compaction of backfill

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when structures are outside the site boundaries or in approach roads, minor roads or similar areas, shall be to 90% AASHTO T 180 maximum.

END OF SECTION

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SECTION 02320 - BORROW EXCAVATION

PART 1 - GENERAL

1.1 WORK INCLUDED


These Works shall consist of excavated suitable material from borrow pits, channels and designated borrow areas and hauling to locations for highway embankments or to stockpiles, all as approved by the Engineer.


Earthwork.

PART 2 - PRODUCTS

2.1 MATERIAL

1. Borrow shall be material approved as meeting the requirements for the particular embankment, backfill or other use for which the material is intended.

2. The Contractor shall submit representative samples of materials from each of the proposed borrow areas. A minimum of three sets of tests shall be required from each borrow area for each type of material. Testing shall conform to the relevant requirements listed on Table 2.1. No borrow material shall be brought to the site or used in the Works before its approval.

Table 02.1: Required tests and minimum repetition for earthworks at the source of materials

Description Required Tests Repetitions Required for all Tests

Embankment (at -0.8m from P.G.L and

Downward)

1. Classification of Materials as per (AASHTO)

2. Any other tests as required in Special Specifications and Drawings

3. C.B.R

* One test for each borrow pit or suitable cut area for fill

* When materials changed

Subgrade and shoulders (upper three layers, between -0.2m to -0.8m from P.G.L and

Downward)

1. Gradation of Materials

2. Plasticity Index


4. C.B.R

* One test for each borrow pit or suitable cut area for fill

* Or for each 400m3


Selected topping -0.2m from P.G.L or N.L.G


2. Plasticity Index


4. C.B.R

* Test for each source


3. The Engineer will periodically require follow-up testing of borrow materials to verify that no change in quality has occurred since the original approval.

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PART 3 - EXECUTION

3.1 INSPECTION

The Contractor shall be responsible for the location of suitable borrows pits if and when required, and for the suitability and sufficiency of borrow materials to meet the specified embankment and other backfilling requirements.

Borrow pits shall be utilized if there is insufficient suitable excavated material to satisfy the embankment and other backfilling requirements or is the Contractor chooses to excavate suitable material to waste or put it to other uses and replace it by suitable materials excavated from borrow pits.

3.2 CONSTRUCTION

Generally the borrow pits shall not be located within 50m from the toe of embankment slope or top of cut formed slope, unless otherwise approved by the Engineer.

In no case shall borrow pit be located within 200m downstream of a drainage structure without the written approval of the Engineer. Unauthorized borrow pits shall be backfilled and compacted, as directed by the Engineer, at the Contractor's expense.

In each case where a borrow pit is proposed within privately owned property, the Contractor shall secure the consent of the landowner in writing and, if necessary and at his own expense, pay for the use of the material and land. The Contractor shall be responsible for any claims for compensation or complaints arising out of borrow pit operations and shall indemnify and keep the Employer against all such claims.

The Contractor shall be responsible for the stability of the side slopes of borrow pits and channels at all times, until the pit or channel is abandoned.

Details for the Contractor's proposed haul routes and traffic arrangements in relation to borrow pit operations shall be submitted for approval before any borrow excavation commences.

Overburden and any unsuitable top layers within each borrow pit shall be completely removed and stockpiled in the vicinity, ready for re-sue prior to abandonment of the pit.

Prior to abandonment of any borrow pit or borrow area, the Contractor shall spread and level the original overburden over the exposed surfaces and clean up, grade and contour the pit or area and the adjoining properties occupied during execution of borrow operations, whether Government, or privately owned, all to the satisfaction of the Engineer

END OF SECTION

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SECTION 02330 - EMBANKMENT

PART 1 - GENERAL

1.1 WORK INCLUDED


The Works shall consist of constructing highway embankments, including preparation of the areas upon which they are to be placed; placing and compacting approved material within areas where unsuitable material has been removed; and placing and compacting approved embankment material in holes, pits and other depressions within the right-of-way area, all in accordance with the lines, grades and cross sections shown on the Drawings.


Earthwork.

PART 2 - PRODUCTS

2.1 MATERIAL

1. Materials specified in Table 2.1 or in the A-1, A-2-4, A-2-5 or A3 "when confined groups as in AASHTO M145 shall be used when available except for rock fill embankments, if material of this character is not available then materials from A-2-6, A-2-7, A-4, A-5 groups (AASHTO M145) or that specified under "Special Specifications" may be used provided it complies with Table 1 in section 02310 Site Excavation ; however special attention should be given to the design and construction. Materials classified as A6 or A7 shall not be used.

2. The 200mm depths of embankment subgrade layer immediately below the bottom of sub base shall consist of selected subgrade material having a 4-day soaked CBR of at least 15% when tested in accordance with AASHTO T 193 and with a gradation and PI as specified under Section 2.07 "Subgrade Construction" / Jordanian Specifications for Highway and Bridge Construction..

3. In areas subject to flooding and prolonged inundation of the embankment, such as at bridge and culvert sites, the material used in embankment, unless rock, shall conform to AASHTO M 145, Class A-1-a, A-1-b, A-2-4.

4. Where embankments are to be constructed using material classified as A3 (AASHTO M 145) or other material subject to side slope erosion or requiring confinement for stabilization purposes, the embankment plating or confining layer shall be constructed using AASHTO M 145 Class A-1-a, A-1-b or A-2-4 materials or as otherwise approved.

5. The material used in rockfill embankments shall consist predominantly of rock fragments of such size that the material can be placed in layers of the thickness prescribed conforming to the requirements stated in Table 2. in section 02310 “Site Excavation”

6. Rockfill material shall be obtained from excavation and shall be sound, dense, hard and durable rock capable of being spread and compacted as specified. Individual pieces are to be clean and angular. It shall be the Contractor's

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responsibility to excavate material from rock cuts, so that all excavated materials are of suitable size.

7. When suitable materials of widely divergent characteristics are drawn from different sources, such materials may, if approved, be mixed to meet the embankment requirements. Rock and other materials shall be incorporated in such manner as to avoid segregation and an accumulation of boulders, etc at the toe of embankment slopes.

8. Logs, trees, stumps, weeds, heavy grass, frozen soil, vegetable matter or other undesirable and non-compactable materials shall not be placed in embankments.

9. Rocks, broken concrete or other solid materials larger than 100mm in any dimension shall not be used as fill material in areas where piling works are to be carried out.

2.2 SOURCE QUALITY CONTROL (TESTING)

1. General

1.1 The Engineer shall test the compaction of embankment materials in accordance with these specifications to ensure that adequate compaction or consolidation has been achieved. All such tests shall be fully documented by the Contractor, in an approved manner.

1.2 In the case of cohesionless, free draining rock-soil materials, where maximum density tests fail to produce a well defined moisture-density relationship, the relative density test shall be used, alternatively and electronic compaction meter or any other approved test equipment shall be provided by the Contractor and used to determine the degree of compaction achieved.

1.3 To determine the degree of compaction for embankment consisting of rock fill average differential settlement values shall also be determined from surveys of an adequate number of grid point elevations as and when directed, at the commencement of, during and after embankment construction.

1.4 If it is required to determine the modulus of soil reaction by the Plate Bearing test, this shall be undertaken using to method given in AASHTO T 22-81 (1986).

2. Standards of Compaction for Soil and Granular Materials

2.1 The following compaction standards shall apply to embankment materials other than predominantly rock materials. The "maximum density" of soil type materials shall be the modified maximum density determined in accordance with AASHTO T 180 (Method D). The "relative density" shall be the relative density determined in accordance with ASTM D 4253, which identifies the state of compactness of material with respect to its loosest and densest state. The relative density shall be the standard to which the field density is referred for comparison in the case of cohesionless, free draining granular materials.

2.2 Soil type materials shall be compacted to at least 95% modified maximum density for the full depth of embankment. The 600mm of embankment material immediately below the subgrade layer shall be compacted to at least 100%

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modified maximum density. Moisture content shall be within plus or minus 2% of optimum at the time of compaction.

2.3 Cohesionless, free draining granular materials (of 75mm maximum size and with not more than 15% passing 0.075mm (No. 200) sieve) shall be compacted to at least 75% of relative density for the full depth of embankment. The 600mm depth of such materials immediately below the subgrade layer shall be compacted at least 80% of relative density.

2.4 Minimum soil test required during the construction of subgrade and/or embankment are:

Table 2.1: Required tests and minimum repetitions for earthworks during embankment construction

Control on Site (The Road)

Required Tests Repetitions Required

1. Maximum dry density (Proctor) * One test for every 1000 I.m. for each layer

2. Soil Classification as per (AASHTO)

3. Any other tests as required per Special Specifications and Drawings


4. Field Density * For every 1500m2 for each layer

2.5 All suitable surplus material utilized to widen embankment or flatten slopes, etc. within the right-of-way shall be compacted to at least 90% modified maximum density.

3. Degree of Compaction for Rock Materials

3.1 To ensure proper compaction of rockfill embankments, the Contractor shall be required to conduct compaction tests using equipment and materials available in order to determine the best compaction control criteria.

3.2 A rockfill test section shall be placed on a firm surface approved by the Engineer, and the material and layer thickness shall conform to the requirements of these specifications.

3.3 The test section shall be of sufficient dimensions to permit the establishment of at least ten levelling points on a 1.5 meter (1.5m) square grid, and no fewer than 3 points on any one line and no point less than three meters from the edge of the layer. The Engineer shall approve the arrangement of the levelling points.

3.4 Compaction shall then commence with a minimum of three passes of a vibratory roller. Levelling points are then established. Short lengths of painted steel bards hammered flush with the surface of the rockfill have been found suitable for this purpose. A level reading is taken at each levelling point on top of moveable 30cm square flat steel plate. A hole drilled in the center of the plate will enable a visual check to be made that the plate is located centrally over the bar each time.

3.5 Further readings are taken at the levelling points after two additional passes with the roller. If the average settlement is less than half of one percent (0.5%)

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of the average compacted layer thickness, or as determined by the Engineer, the rockfill compaction test is complete.

3.6 If the average settlement is more than half of one percent (0.5%), two additional passes of the roller are required and the levelling procedure repeated. If the average settlement is now less than half of one percent (0.5%), the test is complete. If not, this step is then repeated.

3.7 The total number of passes of the rolling equipment necessary to obtain the required result will establish the minimum number of passes to be used on the rock embankments. The Contractor shall then use this simplified procedure, that is, the equipment, rolling pattern, and number of passes, during the construction of rock embankments. However, in no case shall be number of passes be less than five (5).

3.8 This verification procedure shall be conducted for each change of material and at least once each week during the initial stages of construction until a reliable rolling pattern is established. The frequency verification procedure can then be reduced as approved by the Engineer.

3.9 Documentation of the rockfill compaction tests shall be maintained in the project records.

4. Monitoring Settlement of Rockfill

4.1 On completion of the embankment, the Contractor shall carryout precise leveling of the crest of the embankment. This shall consist of levelling transverse sections (a minimum of five points) at a maximum spacing of 30m along the embankment. These shall be referenced to a stable approved datum. Leveling shall be carried out at suitable time intervals until the average rate of settlement over a period of one month does not exceed 0.05mm per day. No permanent pavement construction will be permitted until the specified criteria are achieved

PART 3 - EXECUTION

3.1 CONSTRUCTION

1. General

1.1 Prior to placing embankment material on any area, it shall have been cleared and grubbed as specified in Section 2.01 — "Clearing and Grubbing"/ Jordanian Specifications for Highway and Bridge Construction, and the foundation prepared as specified herein.

1.2 Equipment used for foundation preparation and for placing, spreading and compacting embankment materials shall be of approved types and furnished in sufficient numbers for the purposes intended. Provision and use of such equipment shall confirm with the relevant requirements set in Section 1.12 / Jordanian Specifications for Highway and Bridge Construction. and with the Contractor's approved Work Program.

1.3 Draglines shall not be used to construct embankment unless approval is given and only when special procedures are adopted to keep the layers uniform and the embankment properly graded and well-drained at all times.

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1.4 Surfaces of embankment layers shall be kept properly shaped and drained at all times. The Contractor shall utilize a sufficient number of motor graders or tractors to level and maintain the surface of each layer of embankment during all placing and compacting operations.

1.5 Rockfill shall not be used in the top 200mm of the embankment below the subgrade. Water must be added as required, and with the approval of the Engineer, to achieve maximum compaction.

1.6 Whenever feasible, trucks, scrapers, tractors and other heavy hauling equipment shall be routed over the embankment in such a manner as will contribute effectively to compaction of the fill material.

1.7 Where an embankment is to be constructed over an area previously occupied by a building basement, cellar, irrigation canal, well, any previous excavation, or adjacent to structures, and where the proper use of normal compaction equipment is not practicable, the embankment shall be constructed and compacted in accordance with the backfilling requirements of Section 2.09 —"Structural Excavation and Backfill" until the use of normal compaction equipment is practicable. Layers shall not exceed 200mm thickness (after compaction) and shall be compacted to the degree of compaction specified for the embankment.

1.8 Each embankment layer shall be tested and approved prior to placing the following layer in accordance with Subsection 2.06.4 "Testing"/ Jordanian Specifications for Highway and Bridge Construction..

1.9 The Engineer may at any time order suspension of delivery of materials to he embankment sites until previously delivered materials have been properly placed and preceding layers are leveled and uniformly compacted to the specified density.

1.10 Unacceptable material placed in any embankment shall be removed and disposed of by the Contractor at his own expense.

1.11 The Contractor shall be responsible for the stability of all embankments and shall replace all embankment sections which, in the opinion of the Engineer, have been damaged or displaced due to carelessness or neglect on the part of the Contractor, or due to normally occurring natural causes, such as storms, and not attributable to the unavoidable movement of the natural ground upon which the embankment is constructed.

1.12 All embankment side slopes shall be neatly finished true to the lines and not steeper than the slope angles as shown on the Drawings. The bottom (toe) of side slopes shall be graded to a well rounded, smooth profile to blend in with the adjacent terrain.

1.13 The side slopes of Rockfill embankments shall be thoroughly blanketed with A-1, A-2-4 material, and compacted to the satisfaction of the Engineer.

1.14 The Engineer may permit the Contractor to utilize suitable surplus material at his own expense to widen embankments or flatten slopes, etc. within the rightof- way. Surplus material uses in such manner shall be compacted 90 percent of maximum density, but this shall not be measured for payment. When widening embankments, the Contractor shall bear the cost of modifying the culverts and any protection work necessary.

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1.15 Rockfill shall not be used within 5m of a structural element (next to bridge abutments footings, etc.).

1.16 Rockfill shall not be used for 60cm on top and bottom of Box and Pipe Culverts Subgrade material shall be used in these areas up to width excavated for structures.

2. Trial Embankment Sections

2.1 If shown on the drawings, or as required by the Engineer, a trial embankment shall be constructed. The trial section shall be at least 2 lanes wide by 100m long at approved locations at or adjacent to the Site. Compaction and other equipment used shall be as specified and listed in the Contractor Equipment Schedule and approved Program of Work.

2.2 The initial sections of highway rock embankment shall serve as the trial sections for rockfill, in order to establish the optimum degrees of consolidation for the different layer thickness. This shall be obtained by compaction trails correlating number of passes of the roller with settlement of the layer, or by different approved methods. The maximum permitted layer thickness shall be related to the unit weight of the vibratory roller and for compaction, as given in Table 2.2 shall not exceed 100mm loose thickness.

Table 2.2:

Maximum Thickness of Layer (Loose Thickness)

Minimum Roller Mass** (Kglm Width)

40cm 2300-2900

60cm 2900-3600

80cm 3600-4300

100cm 4300-5000

• For multiple rollers, this shall be assumed as the high axle load.

3. Foundation Preparation

3.1 If the original surface upon which embankment is to be placed is an existing roadbed, the surface shall be plowed, scarified, or otherwise broken up regardless of the height of the embankment to be placed thereon.

3.2 Clearing and grubbing, and removal of trees stumps, shall be undertaken. The degree of compaction for the area to be cleared shall then be determined. The top 150mm of the surface on which the embankment is to be placed shall be scarified, brought to uniform moisture content within the specified range, and compacted to the density specified for the embankment. Hard and smooth surfaces are to be roughened before filling is places.

3.3 Where embankment is to be placed and compacted on hillsides or where new embankment is to be compacted against excising embankments or where embankment is built part width at a time, the slopes steeper than 3:1 (H:V) when measured at right angles to the highway centreline shall be continuously benched as the embankment is brought up in layers. Benching shall be of sufficient width to permit operation of spreading and compaction equipment, and in any case not less than 2m wide except where insufficient width is available between existing and new embankments. Each horizontal cut shall begin at the intersection of the original ground and the vertical sides of the

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previous cuts. The vertical face of each bench shall not be less than 1m in height and not exceed 2m. Authorized benching shall be measured as highway excavation.

3.4 Where embankment is to be placed and compacted in wadi slopes, the entire slope area shall be graded and trimmed to remove any vertical faces and overhangs. The final graded slope shall not be steeper than 1.5:1 (H:V). The slope shall then be continuously benched as the embankment is brought up layers, all as described above for embankment on hillsides.

3.5 All surfaces to receive rockfill are to be cleared and all vegetation removed off site before filling is placed. All unsuitable soil shall be removed to a depth as required by the Engineer. Soil surfaces are to be scarified and recompacted to at least 95% of the maximum dry density as modified AASHTO (T-180). Compaction is to be to a depth of at least 200mm below ground surface. Hard or smooth surfaces are to be roughened before filling is placed. Existing road surfaces and the like are to be broken up and removed.

3.6 Rockfill shall not be places on any slopes steeper than 1:1. All slopes steeper than 1:1 shall therefore be regarded to a slope of 1:1 or shallower and all vertical faces and overhangs removed.

4. Embankment Construction

4.1 Roadway embankment consisting of soil or granular material shall be placed in horizontal layers not exceeding 250mm thickness (before compaction), shall be compacted as specified and shall be approved prior to placing the next layer. The thickness of the first layer over areas of Class A-3 dune sand may exceed 250mm in order to bridge these areas. Approximately uniform thickness of each layer shall be achieved prior to compaction. As the compaction of each layer progresses, continuous levelling and working of the material shall be carried out to ensure uniform density. The correct moisture content shall be maintained at all times.

4.2 Where embankments are to be constructed to height in excess of 1.5m above top of original ground level the Engineer may approve layer thickness up to 300mm (after compaction) if the Contractor's equipment and the nature of the material result in the required density throughout the layer thickness.

4.3 When the moisture content of the embankment material does not fall within the required moisture range, (optimum moisture ± 3%) water shall be added and thoroughly mixed into the soil by approved methods or the material shall be aerated, whichever is necessary to adjust the material to the required moisture content.

4.4 When water added to embankment material, the amount added shall be sufficient to provide moisture content with the required range plus a reasonable additional amount to compensate for evaporation and other unavoidable losses. Water added in excess of this account shall be removed by aeration or other approved means at the Contractor's expense. Satisfactory methods and sufficient equipment shall be used for the furnishing and handling of the water in a manner that will minimize loss due to evaporation or waste.

4.5 Embankments that consist of rock-soil material with sufficient soil to make rolling feasible, shall be placed and compacted in and approved manner and to

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the required degree of consolidation. Water shall be added as and when directed to assist in the compaction of such materials.

4.6 In the case of embankments which are to be formed of approved rock-soil material containing an appreciable quality (normally not exceeding 30% greater than 80cm) of rock fragments and which cannot be placed in layers of the thickness prescribed without crushing, pulverizing, or otherwise breaking down the fragments, the embankment may be constructed in layers not exceeding in thickness twice the average size of the largest rock fragments and in any case not exceeding 600mm (before compaction). No. A-6 or A-7 material shall be used in the rock soil embankment.

4.7 Rockfill materials shall be placed in such a manner that the larger rocks are well distributed and the voids are filled to the maximum practical extent by smaller particles, each layer shall be bladed into a neat and homogeneous mass prior to compaction. Any rocks found protruding from the levelled surface shall be removed and replaced by smaller particles. Initial breakdown compaction shall be performed with heavy bulldozers. After compaction each layer must be tested, using either the Survey Test or the Plate Bearing test, and approved by the Engineer before the next layer is placed. Survey test shall be carried out for each layer while plate bearing test shall be carried out for every second layer. The top two layers shall be tested by both methods. If plate bearing test result shows successive satisfaction result then the engineer could reduce the number of repetitions of such tests. Oversize rock pieces may be used in high rockfill embankments to a level 3 meters below sub-base. When rock fragments of size exceeding 600mm are used, they should be covered.

END OF SECTION

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SECTION 02335 - SUB GRADE CONSTRUCTION AND TOPPING

PART 1 - GENERAL

1.1 WORK INCLUDED


- These works shall consist of furnishing materials, constructing the subgrade layer and preparing the subgrade surface ready to receive the pavement structure and shoulders, all as and when shown on the Drawings.

- The subgrade layer is the 200mm minimum depth of selected material immediately below the subgrade surface, or as defined in the drawings or directed by the Engineer.


Earthwork.

PART 2 - PRODUCTS

2.1 MATERIAL

1. Topping shall consist of selected borrow material having a 4-day soaked CBR of not less than 25% when tested in accordance with AASHTO T 193 when compacted at 100% of modified proctor AASHTO (T-180-D) and having a maximum PI of 12% topping gradation shall be reasonably smooth without gap grading. All topping material shall pass 75mm sieve and not more than 18% shall pass 0.075mm (No. 200 sieve).

2. In situ material shall be deemed to be rock if it is natural solid mineral matter occurring in large masses; if it is non-ripable by D8 or equivalent; and if 100mm diameter core specimens, when tested in accordance with ASTM D2938, have a crushing strength of at least 7 MN/sq.m (70kg/sq.cm) when dry and at least 4 MN/sq.m (40kg/sq.cm) when tested after soaking in water for 24 hours.

3. Minimum tests required on subgrade are listed in Table 2.1.

Table 2.1: Required tests and minimum repetition for earthworks for sub-grade and topping


Top 60cm of embankment 1. Proctor * One test for every 1000 I.m

below sub-grade layer 2. Gradation of materials for each layer

3. Plasticity Index * When materials changed

4. Classification of materials as per AASHTO

5. C.B.R

6. Any other tests as required in Special Specifications

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and Drawings * Test for every 1500m2 or 100

7. Field Density I.m for each layer

Sub-grade layer (selected 1. Proctor * One test for every 500 I.m for

topping) 2. Gradation of materials each layer

3. Plasticity Index * When materials changed

4. C.B.R


6. Field Density * Test for every 1500m2 or 100

7. Thickness of layer I.m for each layer

4. Topping material shall be prepared for tests in accordance with AASHTO (T-146) — (VVet preparation).

PART 3 - EXECUTION

3.1 INSPECTION

3.2 CONSTRUCTION

The subgrade layer is the 200mm minimum depth of selected material immediately below the subgrade surface, or as defined in the drawings or directed by the Engineer.

1. Subgrade in Cut

1.1 Where the subgrade is located in rock, the subgrade, unless shown otherwise in the Drawings, shall be undercut to a depth of 200mm by drilling or blasting as directed by the Engineer. No rock shall project more than 50mm above the undercut surface elevation. The subgrade layer shall then be constructed using approved subgrade material, as specified for subgrade in embankment.

1.2 Where the subgrade is on in situ soil which is of a quality and CBR value at least equal to those specified for topping, the 200mm depth of such material immediately below top of subgrade shall be scarified and all roots, sod, vegetable and other undesirable matter and stones larger than 75mm in any dimension shall be removed. The material shall then be brought to uniform moisture content within the specified range and compacted to 100% AASHTO T 180 (Method D) maximum density.

1.3 Where the subgrade is on in situ, which is unsuitable for retention, the subgrade layer, the 200mm depth of such material immediately blow the top of subgrade layer shall be sub excavated, hauled away and disposed of unless approved for use as embankment fill. The subgrade layer shall then be constructed using approved topping material, as specified for subgrade in embankment. If the material below subgrade does not satisfy the requirement of top 60cm. It shall be excavated for further 20cm and replaced by suitable material to satisfy the requirements of Section 2.06.3-2/ Jordanian Specifications for Highway and Bridge Construction..

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2. Subgrade in Embankment

2.1 The 200mm minimum depth of embankment immediately below top of subgrade shall consist of selected, approved subgrade material. The topping material shall be spread in one layer over the full width of the top embankment, brought to uniform moisture content within the specified range and compacted to 100% AASHTO T 180 (Method D) maximum density.

3. Surface Tolerances

3.1 All finished elevations, lined and grades shall be in accordance with the details shown on the Drawings. Each cross section shall be checked at maximum intervals of 25m, at each change in cross slope and elsewhere as directed.

3.2 The tolerance on elevations of finished subgrade, top of embankment under the subgrade layer and sub-excavated (undercut) surface shall be as follows:

Surface Tolerances

Finished Subgrade Soil +10 or -30mm

Rock (if approved) +50 or -50mm

Top of embankment or sub-excavated surface Soil +10 or -30mm

3.3 When the finished subgrade surface is tested with a 4m long straightedge placed paralleled to or at right angles to the centerline, the maximum depression of the surface from to testing by straight edge shall be 30mm.

4. Maintenance of Finished Subgrade

4.1 The finished and approved subgrade shall be continuously maintained in smooth, well compacted and properly drained condition until the sub-base (or base) course is constructed. Preapproval of the subgrade will be required if the overlying course is not constructed within 14 days of subgrade completion or if the subgrade layer is damaged by traffic or any other causes prior to the placement of the sub-base layer.

END OF SECTION

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SECTION 02530 - PIPES AND FITTINGS FOR WASTEWATER

PART 1. GENERAL

The following specification is for the sewer pipes and manholes.

The Special Specifications shall be read together in conjunction with the Bills of Quantities, Drawings and other Tender Documents, which shall be considered as mutually explanatory.

1.1 METHOD STATEMENT FOR PIPE LAYING

a. Before the start of any pipe activity, the means of storing, handling, laying and jointing pipes, together with the chosen material and method for compacting the pipe surround and backfilling of pipe-trenches, shall be submitted to the approval of the Engineer. Preliminary details shall be given in appropriate scale.

b. The Contractor shall submit a method statement that shall include the following:

i. Location, size and security arrangements of all proposed storage areas for pipes.

ii. Methods of loading, off-loading and transporting pipes and jointing materials from the point of production or point of importation to the storage areas.

iii. Methods of loading, transporting and stringing out of pipes from the storage areas to the routes of the pipelines.

iv. Methods of excavation of pipe trenches including plant to be used, and methods of dewatering to be employed.

v. Material to be used for bedding surrounding and backfilling of pipes together with plant to be used and methods of compaction to be employed.

vi. Details of the proposed order of work incorporating the specified deflection checks on pipe diameters and hydraulic testing of joints.

1.2 SPECIAL SPECIFICATIONS FOR UNPLASTICIZED POLYVINYL CHLORIDE (UPVC) PIPES

1.2.1 Nominal outside Diameter and Pressures

Un-plasticized PVC pipes joint fittings for gravity sewers and drains shall comply with ASTM3033 or ASTM3034.

Pipes shall normally be delivered in effective lengths of 3m, 6m and 9m. The ends of the pipe shall be plugged or covered.

1.2.2 Joint Requirement

All pipelines shall be jointed with approved Push on joints with electrometric joint rings. The whole joint assembly shall be compatible with pipe construction and with the specified performance of the completed pipelines. Flexible joints may comprise either on integrally formed socket (bell) and spigot assembly with single sealing ring, or a separate sleeve coupling and double spigot assembly with two sealing rings.

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1.2.3 UPVC Pipe and Fittings

uPVC pipes and fittings shall be manufactured and tested to the relevant approved standard for their pressure or gravity duty.

Any pipes exhibiting cracks, notches or deep scratches or other damage will be condemned and shall not be incorporated into the permanent work under any circumstances.

1.2.4 Material of Pipes

The pipes shall be manufactured from unplasticized PVC, without containing fillers. Only those additives may be used that are needed for the manufacture of the polymer and for its subsequent conversion into sound, durable extrusions or moldings of good surface finish and mechanical strength, together with such pigments as are necessary to meet the requirements of pipe and fittings color.

1.2.5 Applicable Codes and Standards

The Codes and Standards generally applicable under this section are listed below, equivalent standards are acceptable codes and standards current at a time of bid shall be used.

• B.S British Standards

• DIN German Standards

1.2.6 Quality Assurance

Governing Standards:

Except as modified or otherwise provided herein, the manufacture of uPVC gravity pipes and joints shall be governed by the BS standard or equivalent.

1.2.7 Submittals

1.2.7.1 Drawings and Data

Drawings specifications and other data showing complete details of the design, fabrication and construction of pipe and fittings together with complete data covering all materials proposed for use in connection therewith, shall be submitted in accordance with the submittals sections. The drawings and data shall include, but shall not be limited, to the following:

Type and material; pipes and fittings.

Pipe length.

Details of joints and gaskets materials.

Complete dimensional data on pipe and fittings.

1.2.7.2 Affidavit of Compliance

The pipe manufacturer shall furnish an affidavit that all delivered materials comply with the requirements of the governing standard and as specified.

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1.2.7.3 Performance and Design Requirements

All joints on uPVC pipe runs shall be bell and spigot type sealed with elastomeric gaskets.

The ring type gaskets shall be of the type which allow for expansion and contraction of the piping.

PART 2. PRODUCTS

2.1 PRODUCTS OF UPVC PIPES AND ACCESSORIES

2.1.1 Materials

UPVC pipe and fittings shall be 16 bars working pressure with elastomeric joints, conforming to ISO standards, unless otherwise stated.

2.1.2 Fabrication and Manufacture

2.1.2.1 Marking of Pipe

All uPVC pipes shall be indelibly marked at maximum intervals of (3m). The fittings shall be indelibly marked or labelled.

The marking shall show at least the following information:

Manufacturer's name and trade mark.

Dimensions (nominal diameter (ND), wall thickness).

Material, material class, and pressure class (PN).

Production period (date).

Serial Number

Batch Number

The pipes and fittings shall be rejected, if the above information for marking is not shown clearly on each piece.

2.1.2.2 Manufacturing Quality Control

Manufacturing Quality Control shall be maintained by frequent, regularly scheduled sampling and testing. Testing shall comply with the governing standard.

2.2 CONSTRUCTION OF GRAVITY PIPES

2.2.1 Installation

Gravity Pipe and fittings shall be installed in accordance with the Installation of Network section.

2.2.2 Pipe Cutting

Pipe shall be cut from measurements taken at the site and shall be cut in a neat manner, without damage to the pipe. Cuts shall be smooth, straight and at right angles to the pipe axis. All pipe cutting shall be done with a fine-toothed hacksaw or

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a portable power driven saw with a steel blade or abrasive discs. Cut ends shall be bevelled suing a plastic pipe bevelling tool which cuts the correct taper automatically. Methods for cutting and bevelling the pipe shall be acceptable to the Engineer.

2.2.3 Pipe Laying

Pipe shall be protected from lateral displacement by placing the specified pipe embedment material. Under no circumstances shall pipe be laid in water and no pipe shall be laid under unsuitable weather or trench conditions.

Bricks or other hard material shall not be placed under the pipes for temporary support, except where a concrete bed is to be provided.

Precautions shall be taken to prevent foreign material from entering the pipe during installation. Debris, tools, clothing or other materials shall not be placed in or allowed to enter the pipe.

Whenever pipe laying is stopped, the open end of the pipe shall be sealed with a watertight plug which will prevent trench water from entering the pipe.

Before laying any pipes the Contractor shall provide and fix painted sight rails which will be checked by the Engineer. There shall be no less than three sights rails in position at one time on every length of pipe under construction.

Pipes shall be laid in perfectly straight lines and true gradients in accordance with the plans and sections shown on the drawings or as otherwise directed by the Engineer. Every pipe shall be accurately boned in between two sight rails not more than 30m apart by means of a proper boning rod suitably constructed to fit into and rest on the invert of the pipe.

Alternative means of setting out pipelines, for example by laser apparatus, may be permitted by the Engineer where he is satisfied that the method is appropriate.

Socketed pipes shall be laid singly with the sockets uphill unless shown otherwise on the drawings and with the British Standard Mark (if any) at the top of the barrel, and each spigot end shall be pushed into the next socket so that the space between the surfaces of the joint is one thirtieth of the internal diameter of the pipe or 10mm whichever is less. This space shall be established by marking the spigots or by other approved means.

2.2.4 Reaction Anchorage and Blocking

All exposed piping with mechanical couplings, push-on-or mechanical joints, or similar joints subject to internal pressure shall be blocked, anchored, or harnessed to preclude separation of joints. All unplugged bell and spigot or all-bell tees, Y-branches, bends deflecting 11 1/4 degrees or more, and plugs or caps, which are installed in buried piping subjected to high internal hydrostatic head, shall be provided with suitable reaction blocking, anchors joint harness or other acceptable means for preventing movement of the pipe caused by internal pressure.

Reaction blocking shall extend from the fitting to solid undisturbed earth and shall be installed so that all joints are accessible for repair.

2.2.5 Connections with Existing Piping

Connections between new work and existing piping shall be done using suitable fittings for the conditions encountered. Each connection with an exiting pipe shall be

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made at a time and under conditions which will least interfere with service to users. Facilities shall be provided for proper dewatering and for disposal of all water removed from the dewatered lines and excavations without damage to adjacent property.

2.2.6 Pipe Flexibility

Unless noted otherwise on the Drawings pipes passing out of or into manholes, and under or from under structures, shall have their first flexible joint at a position not greater than one pipe diameter from the manhole or vertical line through the face of the overlying structure.

2.2.7 Junction and Drain Connections

All junctions are to be oblique and unless the connection is to be laid at the time the junction is laid, are to be fitted with suitable stoppers obtained from the manufacturer of the pipe.

No saddles shall be used except with the prior approval of the Engineer which will only be given in exceptional circumstances. If the Contractor omits to lay a junction as directed, then the Engineer may require the necessary pipe or pipes to be taken out and replaced with the proper junction all at the Contractor's expense.

2.2.8 Grip Bonding of UPVC Pipes and Fittings

All uPVC pipes and fittings passing through or into concrete shall be grip bonded in order to get a satisfactory bond with the concrete. This is achieved by painting the surface with solvent cement and whilst it is still wet, sprinkling with dry coarse sand or grit. Once the surface has dried, it is ready to bond directly to concrete.

2.2.9 Testing Gravity Lines

The following requirements should be satisfied in testing of gravity pipes:

i The Contractor shall give to the Engineer in advance written notice of his intention to carry out testing. The form and period of notice are to be agreed between the Engineer and Contractor.

ii. Test Certificates shall be prepared by the Contractor in a form to be agreed and shall be signed by the Engineer's Representative on the satisfactory completion of each test. One copy of each signed certificate shall be kept by the Engineer and one by the Contractor.

iii. In the event of failure of any test the whole test shall be repeated until successfully passed.

v. Wherever possible, testing shall be carried out from manhole to manhole. Short branch drains connected to a main sewer between manholes shall be tested as one system with the main sewer. Long branches shall be tested separately.

Vi/ Unless more stringent requirements are stated in this specification, all testing shall be carried out in accordance with BS8301.

a. The Contractor shall provide the necessary labor and equipment and include in his Tender for testing and work to the requirements and satisfaction of the Engineer and all relevant public authorities.

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b. All pipes shall be tested with air after being laid and jointed but before surround and backfilling is commenced to ensure that the jointing is satisfactory. The results of the test must be approved by the Engineer before connecting.

The air test shall be applied at a pressure equivalent to 100mm head of water shall be held for 5 minutes without further pumping; with loss not exceeding 25mm for satisfactory testing. Where gullies or other ground floor appliances are connected, a 50mm test should be applied with a maximum loss of 12mm over a 5-minute period.

A gauge in the form of a glass 'U' tube shall be provided and connected to the sewer plug of the length of sewer under test.

c. A further water test shall be carried out after the completion of the backfilling and manhole construction, the length tested being between manholes. Test shall be carried out in the manner described in the following paragraph.

d. To facilitate the general building program, tests shall be made of sections as the work proceeds; such testing however will not absolve the Contractor from his liability for any subsequent or final testing.

e. Any defects that become apparent during these tests of any part or parts of the installation shall be rectified at the Contractor's expense and the part, or parts, retested to the satisfaction of the Engineer and the relevant public authorities.

f. For a water test, the pipelines shall be subjected to test pressure of at least 1500 mm. head of water at the highest point of the section under test. Allowance should be made for added water until absorption has ceased, after which the test proper should be commenced and the water level be maintained for a minimum of 30 minutes without the addition of further water.

The same diameter as the pipe at end shall be fitted temporarily, in the socket of the last pipe laid the joints being made watertight. The length under test shall be fitted with water. The length under test shall be filled with water and after allowing for 2 hours absorption and topping up. The water level in the pipe shall be observed for 30 minutes. The test shall be regarded as satisfactory if the loss of water does not exceed:

Pipe Diameter (mm)

Water Loss (liter per meter run)

160 0.08

225 0.12

315 0.15

400 0.20

450 0.24

g. The whole of the installation shall be left clean and free from debris.

h. The Contractor shall keep a record of the tests carried out on the sewerage installation throughout the Contract, recording date of test, by

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who tested and the result, one copy of the records shall be sent to the Engineer on completion of the Contract.

2.2.10 Cleaning Pipelines

Immediately before pipelines and manholes and other works are taken over by the Employer the Contractor shall at his own expense, rod out and flush all sewers and manholes, and wash out all rising mains and other pipe work to ensure that there are no obstructions. The Contractor shall make good any defects located to the satisfaction of the Engineer. The Contractor shall also, in the presence of the Engineer's Representative, pass a loose plug through the whole of the pipelines in order to ensure that they are entirely clear of obstruction and that the invert is smooth. The loose plug shall be in the form of a cylinder, made of timber not less than 25mm thick or any other material approved by the engineer, and the outside diameter shall be 25mm less than the pipe diameter or one tenth of the pipe diameter whichever is the lesser and its length shall not be less than its diameter.

The whole cost of providing the plugs and carrying out this work shall be borne by the Contractor.

2.3 MANHOLES

2.3.1 General

This Section covers standard and drop sewer manholes. All manholes shall be constructed of cast-in-place bases and precast concrete Sections and shall be complete with covers, frames, steps, fittings, and other appurtenances.

Only manholes which are required to have outside pipe and fittings for dropping sewage into the lower line will be designated as drop manholes. Inside drop manholes where the incoming line discharge directly into the manhole and which do not require special fittings will be considered standard manholes.

2.3.2 Applicable Codes and Standards

The codes and standards generally applicable to the work under this section are listed. Codes and Standards current at the time of bid shall be used or equivalent.

2.3.3 ASTM American Society for Testing and Materials

• A48 Gray Iron Casting

• C150 Portland cement

• C478 Precast Reinforced Concretes Manhole Sections

• C595 Blended Hydraulic Cements

• D41 Primer for Use with Asphalt in damp proofing and Waterproofing

• D449 Asphalt for Damp proofing and Waterproofing

• D2240 Rubber Property-Durometer Hardness

2.3.4 Product Handling

2.3.4.1 Delivery

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Precast concrete sections shall not be delivered to the job until representative concrete control cylinders have attained strength of at least 80% of the specified minimum.

2.3.4.2 Inspection

Precast concrete sections shall be inspected when delivered and all cracked or otherwise visibly defective units shall be rejected.

PART 3 EXECUTION

3.1 UPVC PIPES

3.1.1 Pipe Installation

Installation of pipes shall include excavation of trench, supply, laying and testing of pipes, backfilling and all ancillary work.

The pipes shall be positioned and bedded in the trenches on the compacted bedding layer and jointed in an approved manner. The jointing of all pipes shall be carried out in strict accordance with the manufacturer's instructions. All joint holes have to remain uncovered until passing the prescribed pressure test to the Engineer's satisfaction.

The quantity of pipes in place shall be measured as linear meters run along the centreline of the pipe from manhole to manhole without deduction for fittings and manholes. Every type of fitting shall be deemed to be included in the unit rates of the pipe laid.

3.1.2 Building-In of Pipes

The building-in of pipes in manhole walls shall be deemed to be included in the unit price for manholes.

3.2 MANHOLES

3.2.1 Standard Manholes

Manholes shall be made as shown on Standard Drawings accompanying the tender documents and shall be executed to the depth specified in the Bill of Quantities with elbows and drops as indicated in the tender drawings.

The works included in the unit price for manholes shall comprise:

a. Blinding layer below the bottom, concrete C20, thickness 10 cm;

b. Bottom of manholes, cast in place concrete C30, thickness 20 cm;

c. Precast rings, manhole frames and covers to the elevations as indicated on drawings or otherwise directed (structural design);

d. Building-in and grouting of pipe ends (watertight construction) and iron steps (at 300 mm centres);

e. Benching to manholes (plain concrete C30, well formed and smooth trawled).

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Standard manholes (including elbow manholes and drop manholes) shall be quoted as complete units drop fittings, additional pipes (up to DN 400) to be connected and covers for the depth specified in the Drawings and shall be deemed to be included in the unit price for manholes.

3.2.2 Installation of Additional Pipe Connections

The works included in the unit price for manholes shall comprise the building-in and grouting of additional pipe ends (watertight construction):

3.2.3 Backdrops

The supply and placing of drop fittings will be quoted for the depth specified in the Bill of Quantities. The works supply and placing of pipes and fittings.

3.2.4 Manhole Covers

The supply and placing of lockable cast iron manhole covers, 600 mm diameter, including frames and built in airing facilities shall be included in the costs of the manholes and be supplied with the bearing capacity specified in the Bill of Quantities.

3.2.5 Construction of a Manhole on an Existing Pipe

This position covers additional work for a construction of a manhole on an existing and operation pipe, including all additional work in excavation. Concreting, opening of the existing pipe, closing of the existing pipe and pumping of sewerage to the next existing manhole for opening.

3.3 TRENCH EXCAVATION

Items in the Bill of Quantities referring to unit prices for trench excavation are fully comprehensive and shall include:

excavation of any type of ground encountered, whether this excavation has to be made by hand or by machine;

additional excavation to accommodate temporary supports and all working space to carry out the work;

extra excavation for joint holes, fittings, thrust blocks, manholes, encasements and other incidental excavation;

sheeting and piling of trenches, respectively bracing and protection of slopes;

location, maintaining and, where required reinstatement of other services;

levelling, trimming and consolidating the bottom of the trench;

keeping of trenches free from water and maintenance of flow during construction;

disposal of excavated material whether it shall be reused for backfilling or removed as surplus including formation of all temporary spoil heaps and all double handling necessary;

all additional measures necessary to ensure that the dug made to the correct line and level and maintained in a safe and workmanlike manner.

3.3.1 Trench Excavation for Pipes

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Trenches for pipes shall be excavated as open-cut trenches with the following minimum dimensions:

uPVC, pipes (DN>150): DN + 0.6m;

Minimum depth of trench: depth of invert level: d as per drawings;

Trench excavation for pipes will be measured net by linear meters in accordance to the average depth of the pipe line and the length of services laid (payment limits = distance between external walls of neighbouring manholes).

The Contractor shall make his own allowances for additional excavations required for manholes, drops, joint holes and any other incidental excavation.

The demolishment and removal of existing surfaces and the supply of graded aggregates for the improvement of the trench bottom shall be shall be deemed to be included in the unit price for pipe construction.

The preparation of the pipeline route including clearing, grading, stripping of topsoil, demolition works and the backfill shall be deemed to be included in the unit price for pipe construction.

3.3.2 Sheet Walls

Sheeting and piling for bracing and protection of slopes, nearby located structures, water basins and streambeds shall be conducted if ordered by the Engineer. The sheet walls have to be waterproof.

Work includes the setting, maintenance, protection and demolition of sheet piles and shall be shall be deemed to be included in the unit price for pipe construction.

3.4 BACKFILL OF TRENCHES

Trench Backfill includes loading and transport of materials from intermediate stockpiles, placing of fill material in layers, adjusting of moisture content, compaction to the required density and trimming of compacted surfaces.

3.4.1 Embedding of Pipes

All pipes shall be laid on a 150 mm compacted sand bed of maximum size of 10 mm and shall be embedded by sand to a level of 300 mm above the top of the pipes. Embedding of pipes includes for the supply of imported bedding material, preparation of the sand bed, placing of embedding layers (not more than 100 mm compacted thickness) and compaction by hand to at least 90 % maximum density below and around the pipes, placing of appropriate plastic warning tapes.

The use of concrete, imported material and graded aggregates for backfilling and the reinstatement of surfaces shall be deemed to be included in the unit price for pipe construction.

3.4.2 Backfilling of Trenches to Surface

Trenches for pipes shall be backfilled with selected backfill material from the top of the bedding layer up to the finished ground level. The works include loading and transport of material, placing of backfill in layers not exceeding 150 mm and compaction to not less than95% of maximum dry modified proctor density.

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Backfilling of trenches with concrete for crossings, the reinstatement of paved and concreted surfaces and the covering of trenches with gabions shall be deemed to be included in the unit price for pipe construction.

3.5 CONCRETE WORKS

3.5.1 Plain Concrete

3.5.1.1 Blinding

Blinding of trimmed surfaces in excavations and trenches includes placing, compaction and screening of surfaces as specified. Blinding layers shall be made of concrete grade C15, the thickness shall conform the thickness set out in standard drawings, and the reinforcement accordingly and as directed by the Engineer.

3.5.1.2 Pipes Encasements

Placing of concrete grade C30 for encasements includes all extra excavation to the specified depth, formwork, placing into position and compacting of concrete, as specified in the Bill of Quantities, and the reinforcement according with drawings and as directed by the engineer.

The quantity of concrete with steel reinforcement placed into position will be measured net by cubic meter, as specified in standard drawings and as ordered by the engineer.

3.5.1.3 Benching

Benches in manholes shall be made of plain concrete grade C30. The concrete shall be prepared with low water-cement ratio, placed and compacted, well formed and smooth trawelled.

3.5.1.4 Manholes and Concrete Walls

Manholes and concrete walls shall be watertight and made of concrete grade C35 prepared with sulphate resistant cement and as per design drawings. The works include all form work including for openings, placing and compaction of concrete, troweling of the concrete surfaces as required and forming of temporary joints.

3.5.1.5 Concrete Slabs

Concrete slabs for covers of chambers and structures shall be watertight and made of concrete grade C35 prepared with sulphate resistant cement. The works include all form work including for openings, placing and compaction of concrete and troweling of the completed concrete surfaces as required and for forming slopes, falls and the like.

3.5.2 Reinforced Concrete

The rates to be entered in the Bill of Quantities shall include for complying in every respect with the General Specification for Concrete Works and comprise:

a. Supplying all materials, mixing, transporting, placing and compaction of concrete, whether by hand or vibrators;

b. Achieving specified tolerances and forming slopes, falls and the like;

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c. Form work, and forming all temporary joints, stop ends and temporary stops;

d. Use of admixture, if necessary to ensure workability and water tightness.

Steel reinforcement shall be included according to drawing and other specifications. Shall be deemed to be included in the unit price for pipe construction.

END OF SECTION

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SECTION 02630 - PIPES AND FITTINGS FOR STORMWATER

PART 1 - GENERAL

1.1 ORIGIN, QUALITY AND CONDITIONS OF USE FOR EQUIPMENT AND MATERIALS

1.1.1 General

Supply and Quality of Materials

All materials must comply with those standards and specifications laid down by internationally recognized institutions for the water industry such as EN, DIN and ISO.

Storage of Materials

The Contractors shall be responsible for the storage and well being of all materials purchased under this Contract.

The Contractor shall manage and maintain stockyards that can accommodate all materials purchased and approved by the Engineer under this Contract.

The materials shall be stored either in the open or under cover as required by the manufacturer/suppliers instructions, and shall be regularly inspected by the Engineer staff and maintained to the Engineer's satisfaction.

References

Reference to any national standard or publication in these specifications is intended to indicate general configuration, type and quality.

Goods may be furnished which meet other internationally accepted standards, provided that overall quality will at least equal to that required by the specified standards. Support documents /certificates shall be submitted hereto.

Materials & Standards

All materials shall be of EN or DIN standard or equivalent ISO standard and shall be supplied from approved manufacturers from the manufacturers list in the tender documents, only.

The particular standards are set in the chapters below for each item.

The Contractor is required to submit a list of suppliers that he intends to deal with together with his Tender bid in conformity with the manufacturer's authorisation forms.

The materials offered in the tender in the letter of submission, manufacturer's authorisation and particular material specification must match and are binding for the successful tenderer as well as the suppliers mentioned by the tenderer in his bid.

The Contractor shall submit for the approval of the Engineer, before ordering a Master List describing in detail:

a. Type of materials to be used, dimensions, thickness, lengths, shape, weight, class, tolerance limits and quality.

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b. Standards to which the item is manufactured.

c. Details of specials, adaptors, fittings and joint design.

d. Coating and lining methods.

e. Country of Origin

f. Supplier

All pipe and coating materials must be certified for potable water use and shall contain no ingredients that may migrate into water in amounts that are considered to be toxic or otherwise dangerous for health.

All pipes shall be certified as safe for transporting potable water by an independent third party testing laboratory.

1.1.2 Fittings

Fittings unless otherwise specified shall be furnished with a type of joint compatible with the pipe system at the Supplier's option. Any adaptors necessary to joint fittings to the adjacent pipes, even of different materials, shall be provided by the Contractor. Any additional related cost shall be deemed to be included in his unit price of the pipeline.

1.1.3 Toxic Materials

The Contractor is prohibited to import or to use any of the "Acryolamide and N-Methylolarcylamide Grouts" or any other toxic or poisonous materials or sub-materials used in piping, its accessories, lining, coating, sealing etc., or in various kinds of concrete or in soil in any kind of usage.

Any import or usage of the above-mentioned materials by the Contractor is required to be licensed in writing by the Employer; otherwise, the Contractor shall be liable for any legal pursuance or other consequences resulting there from.

1.1.4 Testing and Marking at Place of Manufacture

The Contractor shall submit a certificate from the manufacturer certifying that all the items have been mill tested (at the manufactory) and those they have successfully passed the relative tests prescribed by the relative standards specifications.

Any or all materials and manufactured articles supplied by the Contractor for use in any of the works shall, if so required by the Engineer, be tested in advance at the Contractor's expense in accordance with the tests specified in DIN, EN and ISO approved equal standards.

The materials and workmanship shall be the best of their respective kind and to the approval of the Engineer. In reading of the specification the words to the approval of the Engineer" shall be deemed to be included in the descriptions of all operations for the due execution of the works.

1.1.5 Third Party Control

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The Contractor shall at his own expense provide the services of an accredited, independent third party control agency to ensure that the pipes, fittings, valves, hydrants etc. are all manufactured in accordance with the specific standards and who, among other duties and obligations, shall testify that they have witnessed the relevant mill tests for random samples prescribed by the relative standards and the materials manufactured fulfil in every respect the requirement of the Contract and who shall check the materials in respect of proper packing and certify the quantities of the Bill of Lading.

An approved list of accredited testing agencies is issued by the Government Tenders Directorate and would be provided to bidders upon their request.

The inspections and tests, specified in the relevant standards and the Technical Specifications, shall be conducted on the premises of the Manufacturer or his subcontractor(s).

The Contractor shall, in addition to all other testing requirements, furnish an original certificate from the third party inspection agency showing all test results and analyses required by the applicable standards latest version according to which the materials have been manufactured. The third party inspection agency shall, under this Contract, have witnessed the manufacture and testing operation to verify compliance with the Technical Specifications and the relevant standard.

The third party inspection agency shall, verify that all materials used are eligible for the relevant standard productions requirements. Inspection mark shall be adhered to the pieces and other goods supplied under this Contract.

Further details of testing requirements are included in the Technical Specifications.

1.1.6 Submittals

The Contractor shall submit:

i Detailed manufacturer's proposals for pipes and fittings manufacture, coating, lining, etc.

ii. Certified copies of manufacturer's quality for pipes, fittings and other components.

iii. Certified copies of compliance certificates for pipes, fittings and other components.

"This is to certify that the pipes and specials delivered in this consignment comply with the required specifications".

No payment shall be made in respect of any consignment of pipes and specials in case it is not accompanied by above mentioned certificates.

1.1.7 Quality and Origin of Material

Only materials approved and accepted by the Engineer shall be supplied and installed.

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All materials must be conform with the materials offered in the tender documents and described in the letter of submission stating the country of origin and manufacturer's authorisation forms and schedule of materials.

Materials which are refused shall immediately be removed from the construction site at the cost of the Contractor.

1.1.8 Pipes, Pipe-Fittings and Joints

Uniformity of materials shall be maintained throughout the manufacturing process for each pipe size to the end, so that the test samples are representative of the entire output. All pipes, specials, fittings and accessories supplied under the Contract shall be manufactured in accordance with the EN or ISO Standards.

For all items of supply the Contractor shall submit to the Supervisor a certificate of compliance with the specified Standard. Pipes, T-Pieces and bends shall be preferably from the same manufacturer.

All Supplies shall be new and of appropriate grade and quality suitable for and adequately protected against the prevailing climatic conditions and the water quality. Any supply which is found to be unsuitable for use under these conditions shall be removed and replaced by suitable one entirely at the expense of the Contractor.

All materials, components and workmanship used throughout, except where amended by the Specification, shall comply with the latest relevant EN, ISO and DIN-Standards current at the date of closing tenders. Where other Standards are proposed, they shall be equal or superior to the relevant EN or ISO-Standard. Two copies of each of such Standard (in English) shall be submitted with the Tender.

The acceptance of a Tender based on such Standards shall only signify the Supervisor's general approval to the use of the standards and shall not make him liable to accept any Standard subsequently found inferior to the corresponding ISO, EN and DIN-Standards. The Supervisor shall be empowered to reject any material, components and workmanship found to be inferior to the appropriate EN, ISO and DIN-Standard and the Contractor shall make good the deficiency at his own expense.

Nomenclature, classification, symbols, conditions of manufacturing, characteristics and tolerances, conditions for the preparation of specimen, test rules, identification labels and acceptance clauses of pipes and pipe-fittings must conform to the latest relevant EN or ISO standards.

Pipes, pipe-fittings and joints must be able to withstand normal working conditions especially inner pressure, external strains, overloads and reactions from soil or supports.

They must have a smooth internal surface, irregularity of the surface are not acceptable unless they are accidental and local and do not impair the quality of the piece or violate admissible tolerances; such faults are not to be repaired without previous authorization of the Supervisor.

Equipment must withstand all strains that may occur during operation or tests without damage. Tightness must be assured under all operational or test conditions. Equipment must show permanent resistance to all external factors as such and have interior linings which protect it against the effect of water and exterior coatings to protect it against influences from the soil or other ambient influences.

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Equipment must not in any way modify the physical, chemical, bacteriological or organoleptic quality of the water which normally flows through the network. A NON-TOXICITY certificate of all components must be provided.

All equipment such as pipes, valves, fittings and other important components must display the following information:

a. Name of factory.

b. Stamps or labels stating material identification and nominal admissible pressure.

c. Nominal diameter.

d. Material properties

If considered necessary, the Contracting Authority or his Representative shall inspect pipes, fittings, accessories, at the works of manufacturers. Equipment and laboratory to carry out tests shall be provided by manufacturers. Authority for shipment has to be obtained from the Supervisor according to the General and Special Conditions of Contract.

Pipes, pipe-fittings and joints shall be interchangeable with the materials currently used by the Contracting Authority or the new system (joint system) be standardised; their dimensions and drilling templates must absolutely meet the standards required.

The payable length of the pipes corresponds to their nominal laying length i.e. total length minus socket length.

PART 2 – PRODUCTS

2.1 DUCTILE CAST IRON PIPES AND PIPE-FITTINGS

2.1.1 DI Pipes Standard

DI pipes shall be centrifugally cast, standard length 6 m, with socket and spigot, EPDM rubber gaskets, according to EN 545, or DIN 28600 till DIN 28646 or equivalent ISO 2531, 4179, 6600.

All pipes and welding work shall be C30 and C40.

2.1.2 DI Pipes Class C30 and C40

The joints of ductile iron (DI) pipes and fittings of class C30 and C40 shall be standard joints of the TYTON type according to the above mentioned standards and as indicated on the Drawings and in the Bill of Quantities.

Outside protection coating shall be of 400 g/m2 metallic zinc+aluminium (85%+15%) plus epoxy finishing coat according to EN 545:2002, suitable for ground condition I and II.

Inside protection lining shall be of sulphate resisting blast furnace cement mortar according to DIN 2614, ISO 4179 — 1985.

Dimensions shall be according to DIN 28610, Part 1 as follows or according to equivalent standards as indicated on the Drawings or in the Particular Specifications:

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Table 2: Ductile Cast Iron Pipe Specifications for pipes classes C30 and C40

DI DN [mm]

Class Outside Diameter

[mm] Wall

Thickness [mm]

Cement Lining [mm]

PFA [bar]

150 C40 170 5.0 5.0 62

200 C40 222 5.4 5.0 50

300 C40 326 6.2 5.0 40

400 C30 429 6.5 5.0 30

2.1.3 DI Pipes for Slope Sections

DI pipes and accessories as described before for installation at steep slope sections shall have self restrained push-in joints, System TIS — KINOVOSIT or Universal joints, or similar.

Supply of such pipes shall include for cutting pipes, preparing ends for jointing, and supply of adapting pieces between TYT and TIS - KINOVOSIT or Universal joints, or similar.

Dimensions shall be according to DIN 28610, Part 1, or equivalent standard as given on the Drawings or Specifications. Maximal deflection shall be 3°.

2.1.4 Fittings and Accessories

All fittings and accessories made of DI shall comply with DIN 28600 till DIN 28646 or equivalent ISO 2531, 4179, 6600, DIN 545 Part 1, and with DIN 16451 for all DI fittings.

The joints of ductile iron (DI) fittings shall be according to the above mentioned standards, flanged or socket (TYTON), and as indicated on the Drawings and in the Bill of Quantities.

Flanges shall be drilled to DIN 2501 / EN 1092-2 - PN 16, PN25 or PN40 as specified.

Bolts shall be according to EN 24016 and nuts to EN 24034.

Outside protection shall be according to DIN 30674, bituminous coating, suitable for ground condition I and II) or epoxy powder coated for all DI fittings.

Inside protection shall be according to DIN 2614, with cement lining, or epoxy powder coated for all DI fittings.

All gaskets shall be of EPDM rubber, flat gaskets of NBR rubber, according to ISO 4633-1996. A NON-TOXICITY certificate of all components must be provided.

Flat gaskets shall be fibre reinforced for PN16, steel reinforced for PN25 and PN40.

Identification shall be according to DIN Abbreviations as follows or according to equivalent standards as indicated on the Drawings or in the Particular Specifications:

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Table 1: DIN Abbreviations for Fittings for DI and St Pipes for Transmission Mains

ITEM DIN Abbreviation Detail DIN

Wall Piece WN

Flange Socket Piece EU- 28622

Flange Spigot Piece 28623

Slip over Coupling U- 28624

Double Socket Bend 11° MMK 11 11 1/4° 28629

Double Socket Bend 22° MMK 22 22 1/2° 28628

Double Socket Bend 45° MMK 45 45° 28626

Double Socket Bend 90° MMQ 90° 28625

Socket Spigot Bend 11° to 45° MK 11 to 45 11° to 45° WN

Socket Spigot Bend 90° MQ 90° WN

Flanged-Flanged Bend 11° FFK 11 11 1/4° VVN

Flanged-Flanged Bend 22° FFK 22 22 1/2° \NN

Flanged-Flanged Bend 45° FFK 45 45° 28639

Flanged-Flanged Bend 90° Q 90° 28637

Duck Foot Bend N 90° 28638

Socket-Flange-Socket T Piece MMA 28630

Flange-Flange-Flange T Piece T 28643

Double Socket Taper MMR 28634

Double Flanged Taper FFR 28645

ITEM DIN Abbreviation Detail DIN

Blind Flange X 28646

Treaded Flange XG WN

Reducing Flange XR WN

Spare Flange, normal AF

Spare Flange, restrained ZK

Flange-Flange Pipe FFG 28614

Socket-Flange-Socket T Piece MMA-KS 16451 T2

Double Socket Taper MMR-KS 16451 T5

2.2 STEEL PIPES AND STEEL PIPE-FITTINGS

Spiral Welded Steel Pipes shall be according to DIN 2461, DIN 2448/2458 and EN 10224 with spigot ends, standard length either 6 or 12 m, steel quality St 37.0 minimum, and welding work according to standard.

For purpose of the present project, Spiral Welded Steel Pipes shall be applied for installations at pump stations and reservoirs as specified in the drawings, only.

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Outside protection coating shall be of epoxy powder coating and with epoxy hard glue applied polyethylene film (if specified for ground condition III, only) to normal thickness for ground condition I and II.

Inside protection lining shall be of epoxy powder coating — min. 60pm according to DIN 30677 Part 2.

Dimensions shall be according to EN 10224, as follows or according to equivalent standards as indicated on the Drawings or in the Particular Specifications:

Sheet metal used for spiral welded steel pipes must have the same quality over the whole length of the tube; beads must have no sharp, cutting or protruding edges neither on the inside nor the outside. They shall be continuously welded. Tubes must be exposed to a hydraulic pressure test at the factory which, unless specified otherwise, shall be carried out at such pressures that the strain which the metal is subjected during tests will not exceed 48% of the minimum breaking strength. These tests are to be carried out correctly and the Contractor will furnish proof that factory tests were duly carried out.

Non-welded tubes shall be manufactured by hot rolling. If sleeve joints are required the sleeves must be manufactured in the factory by means of hot process. Parts whose surfaces show dents, cracks, slivers, scales or other imperfections shall not be acceptable. Repairs with welding or any other means are formally not allowed. Tubes shall not be delivered before undergoing an assembly line pressure test which, unless otherwise specified, uses the following pressures:

• up to nominal diameters of 150mm incl. 60 bar

• from 200 to 250 mm incl. 50 bar

• from 300 to 400 mm incl. 40 bar

The jointing of the pipes shall be by on site welding for distances of maximum 120 m, and installation of a standard range coupling joint each section of 120 m and as indicated on the Drawings and in the Bill of Quantities.

Pipe-fittings and pipe-joints (flanges, fittings, pipe bends, tee branches, adapters etc.) shall be either delivered as finished products by the factory, or, where special parts are required, prefabricated components from the factory shall be assembled at the construction site.

In every case, however, joints must have linings or additional linings both on their insides and their outsides which are fitted either in the factory or at the construction site and whose protective qualities must be equal to the pipes of which they are component parts.

2.2.1 Material

The steel for the pipes and fittings shall have a minimum ultimate strength of 350 N/mm2, a reduction of 10% maximum is accepted for the welding connections. It must be suitable for gas welding and for electric arc welding.

Dimensions: The following outside diameter "d" and minimum wall thickness "s" of all pipes and fittings are to be provided.

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Table 2: Dimensions of steel pipes grade x 42

Nominal Diameter (mm)

Outside Diameter, d (mm)

Wall Thickness, s (mm)

100 114.3 4.78

125 141.3 5.56

150 168.3 5.16

200 219.1 7.04

250 273.0 7.80

300 323.9 8.38

350 355.6 8.74

400 406.4 9.25

500 508.0 7.92

600 609.6 8.74

700 711.2 9.52

800 713.1 11.5

The pipes are to be provided according to DIN 2458 and EN 10224, high tensile, spiral welded.

2.2.2 Joints

Socket and Spigot Joints

Joints shall be slip joints (socket and spigot), joints shall meet all radiography, X-ray, thickness, dimension, mechanical and other requirements of DIN.

The thickness of the slip joint, which must be part of the pipe, shall be greater than or equal to the pipe thickness.

The joint shall be welded externally in the field and shall be completed internally by a rubber ring built into the socket. The length of the socket shall be such that the rubber ring does not undergo any damage during the field welding operation.

The jointing ring shall be of ethylene propylene rubber (EPDM) or styrene butadiene rubber (SBR) to an approved shape and shall be securely fitted, by gluing in the plant into the sockets against the cement mortar lining.

All welded and flanged joints of steel pipes shall be protected and coated with the same coating material of pipes.

Flanged Joints

As welding on flanges; from DN 100 up to DN 150 according to DIN 2633, and from DN 200 up to DN 700 according to DIN 2632.

Screwed Connections

With bolts and nuts of steel galvanized according to DIN EN 24016/24034 and gaskets of rubber according to DIN EN 1514-1, min s = 3 mm, fibre reinforced for PN16, steel reinforced gaskets for PN25 and PN40.

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Elbows

According to DIN 2605 with a radius R = 1.5d.

Welded Connections

As built seams: both ends prepared with bevels; to be welded with root, intermediate layer and covering layer.

With sleeves: both ends of the pipe or fitting prepared square, with cement mortar lining flush to ends; fillet welds with root, intermediate and covering layer.

2.2.3 Coating

Internal Coating

Welded steel pipes and fittings shall be sand blasted and lined with approved epoxy powder coating minimum of 60pm according to DIN 30677 Part 2 which shall be odourless and tasteless suitable for the passage of chlorinated potable water 0-5 ppm C12. Any coating material must have the approval "Used for drinking water".

External Coating

External coating of buried steel pipes and fittings shall be polyethylene sheathing (reinforced type) according to DIN 330670, designation: Reinforced sheathing.

The polyethylene sheathing shall be applied at manufacturers works (Plant) extruded and melted on and homogeneous to steel pipes with API 5L-X42 for buried installation.

Between the polyethylene sheathing and the pipe steel there shall be an adhesive film which is applied Electro-statically.

The polyethylene sheathing shall be made continuous extrusion and adhesive films shall be firmly bonded to the steel surface. The coating shall be spark-free when tested with a detector at 25,000 volts. The minimum coating thickness shall be 3.0 mm for pipes up to DIN 500 and 3.5 mm for pipes of DN > 600.

In addition to test to DIN 30670 for coating and coating materials, the coating shall be tested for cathodes disbanding. The polyethylene coating shall be capable of operating at a continuous temperature up to 50 C without any effect on coating and bonding. The polyethylene and adhesive shall stop at a distance of 100 mm plus the insert of the pipe for the spigot and 100 mm for the end of the socket of the pipe.

The internal an d external coating for bevel-ended pipes shall stop 150 mm from each end of the pipes.

2.2.4 Steel Pipes, DN 15 to DN 80

These pipes are to be provided in galvanized milled steel (GMS)according to DIN 2441 threaded at both ends, standard length 6.0 m, threads according to DIN / EN.

2.3 HIGH-DENSITY POLYETHYLENE PIPES (HDPE)

HDPE pipes shall be according to DIN 8074 / 8075, PN 16 and 19 533, and have a hydrostatic design (induced) stress of 50 kg/cm2 at 20°C, resistant against UV radiation and frost. They may be delivered in coils, on reels or in rigid tubing up to a

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diameter of ISO 125 mm. Pipes delivered in rigid tubing shall be of 5,60m max. Length in order to fit into 20 ft containers. The inner diameter of pipe coils depends on the outside diameter of the pipes and has to conform to the requirements defined by the manufacturer. Material of pipes must be PE100.

HDPE pipes shall be in black colour with blue stripes and must be marked with producer, type, pressure and production date as well as length of each coil (if applicable) printed on each pipe.

Diameters and minimum wall thickness of HD-PE pipes are specified according to ISO-4474.

HDPE pipes shall be resistant against UV-radiation and shall have black colour with blew stripe indicating PN10, and red stripe indicating PN16. Pipes shall be marked with dimension, and running meters, producer, type and pressure nominal.

Table 4: Standard Length of rolls of HDPE pipes shall be as follows

HDPE ISO Pipe length on roll [m]

20 100

25 100

32 100

63 50

125 50

2.4 GALVANIZED MILLED STEEL (GMS) PIPES

Galvanized milled seamless steel pipes shall be heavy duty and comply with DIN 2441, ISO 65 or BS 1387, standard length 6 m, with threaded ends. The threaded end shall be protected against damage.

Supply and installation shall include for all cutting, threading, jointing and for all fittings and accessories necessary for laying and installation as shown in the Drawings.

Dimensions shall be according to DIN 2441 as follows or according to equivalent standards as indicated on the Drawings or in the Particular Specifications:

Table 5: GMS Pipes – Dimensions

Nominal Diameter (mm)

External Diameter (mm)

Wall Thickness (mm)

15 21.3 3.2

20 26.9 3.2

25 33.7 4.0

50 60.3 4.5

The galvanization shall be by hot dip zinc process according to DIN 1706 and shall satisfy the copper sulphate test procedure according to DIN 50952, also prescribed in Appendix C of BS 1387 latest addition.

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2.5 LINING OF PIPES AND FITTINGS

Pipes and all joining elements, fittings, valves, equipment etc., must be protected against corrosion both internally and externally. Interior and exterior protections in general have to be in faultless conditions before the pipes are laid. If necessary, the Contractor will renew the protections without waiting for a request by the Supervisor. Otherwise the Supervisor has the right to refuse pipes with defective protection.

External protective linings must adhere firmly to the surface of the base material, fully enclose the same and protect it effectively against the influence of the soil or generally against any other environmental influence.

All interior linings must have food quality and transfer neither taste nor smell or colour to the water they transport. The Contractor must supply a confirmation of non-toxicity of the linings.

In addition, inner linings must have a smooth and even surface and effectively protect the pipes against water corrosion, even if the water is aggressive. Linings are to be applied by centrifugation. The use of bituminous paints is strictly forbidden.

Linings must be applied to surfaces which are dry, degreased and show no evidence of mill scale or fine rust.

The following linings are to be used; other linings may be used if their quality and properties are at least equivalent to those specified below.

2.5.1 Ductile Iron Pipes

Cast iron pipes have to be carefully sandblasted before lining.

2.5.2 External Protection

400g/m2 Zinc aluminium coating (85%-15%) plus epoxy finishing coat for class C30 and C40 according to EN 545:2010.

2.5.3 Internal Protection

Sulphate resisting blast furnace cement mortar. DN80 — DN400 : 3 mm;

2.5.4 Steel Pipes (Laid above Ground)

Pipes have to be carefully sandblasted before lining.

2.5.5 External Protection

either: + one coat of polyethylene, minimum thickness of the coat is 40 % of the thickness of the pipe. The polyethylene shall have an electrical resistance of 40 kV/mm

or: + one coat on the basis of synthetic resin application in the factory: 2 coatings of 5 m2/kg of an anti-rust primer application before installation: 2 coatings of 5 m2/kg, second coat in a colour accepted by the Supervisor

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2.5.6 Internal Protection

either: + special coat on the basis of epoxy resin (non toxic) (thickness minimum 300 microns)

or: + cement mortar ND80 - ND300: 3 mm and above DN 300: 5 mm

2.5.7 Steel Pipes (Underground)

External Protection

Primary adhesive coating on the basis of bitumen, coal pitch or synthetic resin on the sandblasted pipe:

one or several protective coatings on bitumen or coal pitch basis eventually reinforced.

one or several glass fabric or glass cloth reinforcements for each protective coating.

one solar protection coating.

minimum thickness of coatings is 4 mm on the pipe body and 2.5 mm on the seams.

These protective coatings may be substituted by a self-adhesive band of rubber applied to the first bitumen coating.

Internal Protection

See pipes laid above ground.

2.5.6 Hot-Galvanized Steel Pipes

Hot-galvanized components, especially steel and electro-galvanized pipes as well as flame-sprayed pipes must conform to current standards.

A minimum of 500 g/m2 of zinc must be used both for internal and external protection.

2.5.8 PVC and PE Pipes

Apart from careful transport and backfilling of the trench no further protection is required. If pipes have to be laid above ground for technical reasons protection against ultraviolet rays is required.

2.5.9 Steel or Cast Iron Fittings

Before lining couplings have to be sandblasted or steel shot abraded.

External Protection

Epoxy powder coating according to standard, see above.

The external coating must be made good after welding of pipes with an internal and external coating with epoxy powder painting according to standard.

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Internal Protection

Either + by special pure epoxy resin-based lining (non-toxic) applied hot to sandblasted or steel shot abraded beforehand (minimum thickness 300 micron).

Or + by CH F cement mortar for waters with zero or low aggressiveness

by alumina cement mortar for very aggressive waters

DN 80/DN 300: 3 mm min.

above DN 300: 5 mm min.

2.6 PIPE JOINTS

See chapters above.

2.6.1 Ductile Iron Pipes

Either: push-in joints with TYTON-rubber gasket or similar. If requested self-anchoring push-in joints (TYTON SIT gasket or TYTON TIS-K with retaining ring)

Or: flanged joint connection with rubber or elastomer gaskets according to ISO4633- 1996 (for drinking water). For the primary network the gaskets shall be steel reinforced.

2.6.2 Steel Pipes

Flanged joint connection or socket joint connection with rubber or elastomer gaskets.

If welding is necessary (only with Supervisors consent) the Contractor will duly make sure that interior linings are properly repaired after welding. Pipes shall be designed in such a way as to allow easy retro-fitting of interior linings after welding.

Galvanized Steel Pipes

Connection by means of threaded connection.

Rigid PVC Pipes

Non-bonded socket connection push-in joint with rubber or elastomer gaskets, or flanges with rubber gasket.

HD-PE Pipes

Cast iron fittings for polyethylene tubes with anchor and support gasket for connection with pipes or fittings in other material.

Welded connection for PE-pipe connection

2.7 SHIPPING, PACKAGING, PROTECTION

PVC, HD-PE and galvanized steel pipes and other equipment will be shipped in 20 ft welded containers only.

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All cast iron or steel pipes to be shipped in bundles in order to facilitate handling, with wrappings suitable for conditions of transport and adequate protection, according to DIN / EN delivery standard.

Ductile cast iron and steel pipes shall be delivered with a plastic stopper at each end of the pipes.

Handling and storage on site must conform to manufacturer's recommendations and standards. Open-air interim storage of cast iron pipes is permissible if proper positioning is maintained; lined steel pipes as well as PVC and HD-PE pipes must be protected against sunlight.

Materials delivered will be accepted only if proper storage provisions have been made and if equipment which was damaged during shipment is either repaired or replaced.

Generally and unless otherwise specified, containers shall be sealed on leaving the factory and opened only at their final point of destination without opening of the packaging at the port of arrival. Containers therefore have to bear distinctive labels specifying the project they belong to.

2.8 SPECIFICATIONS FOR HYDRAULIC EQUIPMENT AND FITTINGS

Hydraulic equipment and fittings must conform to specified models and fulfil the conditions of these technical specifications. Moulded parts must have perfect outer surfaces without chips and must be finished by means of debarring or filing.

Connecting surfaces of all flanges have to be machined. Flanges must also have one or several circular grooves in order to facilitate grip.

All surfaces which are subject to friction must be machined, bore holes in covers, blind flanges, and flanges which connect pipes have to be produced by means of drills. Manual precision grinding of valve seats and surfaces of sluice valves is required for purposes of stability and accurateness of shut-off elements. Threads of spindles must be machined with straight edges, and have no defects or scarcity of material.

Manufacturer's marks, flow diameter and an arrow indicating flow direction must be visible on the device's outer surface.

Punched or forged special elements will have this information stamped upon them.

2.9 FLANGE CONNECTION

All technical characteristics concerning flanges, machining, diameters, properties of connecting elements, contact surfaces have to conform with ISO 2531 for cast iron pipes and ISO 2584 for steel pipes.

For any other flanged connection, see chapters above.

Flanges will be supplied complete with bolts and nuts and gaskets. Flanges and all other pipe fittings and valve equipment must be able to withstand pressures to which they will be subjected especially when tested at the construction site.

All flange accessories (bolts) must also withstand test pressures. Bolts must be galvanized, have threads and their diameters must conform to standards.

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Contractors must check before delivery for completeness before dispatching them with special attention to the quality of the equipment and drilling templates in order to assure that the components of pipelines, pipe-fittings and valves of each lot are complete and that all components of one lot belong together.

2.10 BOLTS AND NUTS

All bolts and nuts necessary for assembly shall be according to EN 24016 / EN 24034, furnished together with the equipment and conform to the standards which apply to the said equipment.

Bolts and nut have to be protected against corrosion and:

either be made of stainless steel or or have surface protection (zinc- or cadmium plating).

2.11 BLIND FLANGES

2.11.1 Ordinary Blind Flanges

Pipe end shall be covered with blind flanges (round pieces) made of the same material as the pipes and drilled in the way specified above for flanges. The blind flanges shall be epoxy powder coated, as well.

Deliveries will include sealing equipment and bolts for assembly. Blind flanges will have the same corrosion protection as pipes.

2.11.2 Blind Flanges with Central Boss and Threads

Apart from the properties of flanges described above these flanges shall have a central reinforced part with a threaded orifice with 63 (DN50) or for larger 114 mm (DN100 St) diameter and 30 mm minimum length.

These flanges must be machined and supplied complete with stopper.

The contractor must procure or design and manufacture the piece locally according to the above specifications; different solutions shall, however, be acceptable.

The threaded flanges shall be epoxy powder coated as well.

2.12 INSTALLATION DEVICES, GASKETS, JOINTS ETC.

These devices are to be supplied according to type and number of joints required by the Contractor for the delivered goods, with a minimum reserve of 10 %. Delivery shall also include additional fittings which are cut at the construction site, installation equipment, welding rods etc.

Gaskets must be made of "drinking water quality" elastomer, flat gaskets shall be fibre reinforced for PN16 and steel reinforced for PN25 and PN40.

2.13 VALVES AND ACCESSORIES

2.13.1 General

Valves and accessories must conform to current EN, or ISO standards with respect to nomenclature, classification, symbols, and conditions of manufacturing, properties

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and tolerances, conditions for the preparation of specimen, test rules, identification labels and acceptance clauses.

Moulded pieces must have perfect outer surfaces without chips and must be finished by means of debarring or filing.

Connecting surfaces of all flanges have to be machined. Flanges must also have one or several circular grooves in order to facilitate grip. All surfaces which are subject to friction must be machined; bore holes in covers, blind flanges, and flanges which connect pipes have to be produced by means of drills. Manual precision grinding of valve seats and surfaces of sluice valves is required for purposes of stability and accuracy of shut-off elements.

Operating stems must be made of stainless steel. They must be machined complete with straight edges and show no defects or scarcity of material. Toric ring seals must be used for sealing.

Seal bush must be replaceable under pressure.

Manufacturer's marks, flow diameter and an arrow indicating flow direction must be visible on the device's outer surface.

Punched or forged special elements will have this information stamped upon them.

Before materials are accepted or used the Contractor may be required to supply the Supervisor with a sample piece of every hydraulic equipment, fitting, valve and accessory, etc.... that he wishes to install.

All shut-off devices shut in a clockwise sense. This will be indicated by '0' (open) and 'C' (closed) with arrows either on the hand wheel or the head of a piece. Operation of shut-off devices must be easy both for opening and closing. All valves will be flanged.

The following nominal pressures are stipulated:

Table 6: Nominal pressure

Nom inal Pressure Pressure Test Body Seat (Sealing)

10 bar 16 bar 10 bar

16 bar 25 bar 16 ar

2.13.2 Valves

Sluice Valves (Gate Valves)

Resilient Seated Gate Valves with smooth straight-through bore for use with water pipelines shall be made of ductile cast iron EN-GJS-400-18 / EN-JS 1030 according to EN 1563 (GGG 400 — DIN 1693) and EN 558-1 GR 14-short, (DIN 3202 F 4), smooth straight-through bore, wedge gate encapsulated with vulcanized EPDM, inside and outside epoxy powder coated according to DIN 30677-T2 in accordance with DIN 3476 and all quality and test requirements of RAL quality mark 662, suitable for under-ground installation, suitable for nominal working pressure of 16 bars, according to Drawings, Specifications and Bill of Quantities.

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Resilient Seated Gate Valves shall be provided with suitable non-rising stainless steel spindles (St 1.4021 / X20Cr13).

The wedge shall be made of ductile iron EN-GJS-400-18 according to EN 1563 (GGG 400 — DIN 1693), inside and outside fully rubberised with vulcanised of elastomer, suitable for potable water, with drain hole. The wedge guide shall be of wear resistant plastic with high gliding features; optimally placed design guarantees lowest wear and tear and lowest closing torques; the wedge nut shall be of dezincification resistant brass CuZn36Pb3As, generous over sizing of the required thread length in the wedge nut shall guarantee highest possible breaking torques; 0 ring bush of Ms 58; 0 rings of elastomer, suitable for potable water, embedded in non-corrosive material (according to DIN 3547-T1) and replaceable under pressure (according to ISO 7259); Back seal of elastomer, suitable for potable water; Allen screws St 8.8 DIN 912 (body) shall be absolutely corrosion protected by being sunk into the body and sealed, and by passing through bonnet gasket.

Extension spindles shall be galvanised steel and the associated guide brackets shall be of approved type (PE) and shape, manufactured from fabricated steel (galvanized after manufacture). All universal joints shall be supplied and installed in accordance with the details stated on the Drawings and in the Bill of Quantities.

Sluice valves shall be flanged to DIN 28605, drilled to EN 1092-2 PN16 and DIN 2501 — PN25.

Minimum life cycle shall be 250 cycles according to DIN 1074.

Hand wheels shall be suitable for particular valves, epoxy powder coated and have closing and opening indicators.

Butterfly Valves

Butterfly valves shall be according to DIN and EN 593, double eccentric type with face to face dimensions to EN 558-1 GR 14-short (DIN 3202-F4), flange dimensions and drilling to EN 1092-2 PN 16, PN25 and PN40 (DIN 28605 / DIN 2501) and shall be suitable for a nominal working pressure of 16, 25, 40 bars as specified.

Body and disk shall be of ductile iron EN-GJS-400-18 / EN-JS 1030 acc. to EN 1563 (GGG 400 - DIN 1693) and shall be inside and outside epoxy powder coated with a minimum coating thickness of 150pm. Buried valves shall be inside and outside epoxy powder coated complying in general with DIN 30677 Part 2, coating thickness shall be minimum 250pm, freedom from imperfections shall be tested by high-voltage method.

Shaft, body seat, bolts and pins shall be made of stainless steel 304 (minimum 1.4021) (or 316 (minimum 1.4462)) or body seat wear nickel welded overlay, micro finished.

Endless profile sealing ring and 0-rings shall be of EPDM or NBR suitable and approved for potable water.

All butterfly valves shall be equipped, if not otherwise requested in the bill of quantity, with gear box and hand wheel.

Non-Return Valves

Non return Valves shall be with face to face dimension to EN 558-1 GR 48 (DIN 3202 part 1 - F6), flange dimensions and drilling to EN 1092-2 PN 16, PN25, PN40 (DIN

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28605 / DIN 2501) and shall be suitable for a nominal working pressure of 16, 25, 40 bars as specified.

Body and disc of ductile iron EN-JS 1030 (GGG 40), fluidised bed epoxy powder coated inside and outside to DIN 30677-Part 2 in accordance with the quality and test requirements of RAL-Quality Mark 662. The coating thickness shall be minimum 250pm freedom from imperfections shall be tested by high-voltage method. The shaft, all bolts, nuts and washers shall be made from stainless steel. The disc gasket made from EPDM. They are equipped with a ductile iron removable top mounted with bolts and stud bolts and give access to the flap.

For special applications (e.g. reduction of water hammer effects) in pump stations, diaphragm non return valves with rubber membranes instead of flaps or steel-reinforced disks shall be used - as indicated in the drawings and the

BOQ working pressures are standardized to PN16, PN25 and PN40.

2.13.3 Air Valves

Single Air Valve DN 50

Air Valves shall be single automatic air valves, PN 16, with body/bonnet of Acetal with PE shield for UV protection as specified on the Drawings.

Air Valves shall be either with DN 50 female threat or with Flange DN 80 in accordance with the details stated on the Drawings and in the Bill of Quantities

Double Air Valve DN 100

Double orifice air valves shall be of the triple function type with a flanged inlet to EN 1092-2 PN 16 (or 10) (DIN 28605 / DIN 2501/BS 4504) and shall be suitable and approved for the use with potable water at a nominal working pressure from 1 to 16 bar.

Body and cover shall be of ductile iron EN-GJS-400-18 acc. to EN 1563 (GGG 400 -DIN 1693) and shall be inside and outside epoxy powder coated complying in general with DIN 30677 part 2, coating thickness shall be minimum 250pm, freedom from imperfections shall be tested by high-voltage method.

Orifice and float balls shall be of corrosion free material (stainless steel or plastic), all seals shall be of EPDM or NBR suitable and approved for potable water.

Float Valves (Level Control Valve)

Float valves shall be made of GG-500, epoxy powder coated, elbow type, with flange connections as specified on the Drawings and in the Bill of Quantities.

Piston, gear and floater shall be stainless steel.

The flanges of the float valves shall be drilled to DIN 2501 - PN 16.

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Strainers

Strainers shall be made of GG-250, epoxy powder coated, with flange connection as specified on the Drawings and in the Bill of Quantities.

1 The screen of the strainer shall be stainless steel mesh. Max mesh size: L DN50-100 1.2mm; DMDN100 3.2mm.

The flanges of the strainers shall be drilled to DIN 2501 - PN 16

Screens

Screens for Reservoir outlets shall be made of GG-250, epoxy powder coated, with flange connection, without non-return valve, as specified on the Drawings and in the Bill of Quantities.

The screen of the strainer shall be stainless steel.

The flanges of the screens shall be drilled to DIN 2501 - PN 16.

Electromagnetic Flow Meter

Material:

The bodies of the electromagnetic water meters shall be manufactured from the best quality with integrally cast flanges. The metering tube shall be of stainless steel.

Materials in contact with water shall be non-toxic and shall not affect the quality of the water.

The lining shall have the following specification:

PEA – Perfluoro-alkoxy-UKWFBS listed for potable water.

Elastomer-UKWAFBS listed for potable water.

Polypropylene-UKWFBS listed for potable water.

Ebonite, Bonded FEP, Polyurethane and Neoprene.

Electrodes, including earthing electrodes: Non-removable, stainless steel, Hastelloy “C” Titanium, Tantalum and Platinum Iridium.

Meter Design & Performance:

Meters shall be designed for use in a tropical climate for temperatures up to 50ºC.

Working pressure shall be PN 16 bars, and the meters shall comply with the relevant DIN, ISO and BS standards with regard to design and performance.

The meter shall be capable of achieving an accuracy of +/- 0.2% of reading or +/- 0.0001 m/s up to a maximum velocity of 6 m/s.

Power supply shall be as follow:

AC : 90-250 V, 50 Hz to 400 Hz at 20 VA maximum, or

DC : 11 to 40 V at 20 VA maximum.

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The transmitter display shall be a 32 – character (2 line) high temperature LCD alpha-numeric type, capable of recording flow rate and total flow.

The meter shall be either programmed before dispatch from the manufacturer or be capable of being reprogrammed on site to suit prevailing conditions.

Surge Valve Mater Hammer Protection Valve)

For protection from water hammer impacts in case of sudden shut-off of pumps (e.g. electricity cut-off), each pumping main pipe shall be equipped with a Surge Valve that cuts off overpressures.

The Surge Valve shall be an instantaneously opening, steel spring supported diaphragm valve, suitable for potable water at max operating pressures PN 16 or PN 25, PN40, for a working temperature of up to 60°C. Flanges drilled acc. to EN 1092-2 and ISO 7005-2 to ISO PN 16 or PN 25, PN40.

Surge valves DN150 pilot valve controlled.

Valve body (1) and bonnet (2+3) made of ductile iron EN —GJS 450-10 / cast iron EN —GJL 250 - acc. to EN 1561 and EN 1563, internally and externally epoxy powder coating. Spring (9+16) made of steel. Valve seat (6+13) and valve disc (7+14) made of polyurethane / carbide — insensitive to abrasion. Diaphragm (8+15) made of textile reinforced chloroprene. Steel-made fine-adjustment key (10) lockable. With pressure gauge / pressure sensor isolating valve (11).

Dimensioning of size, position and opening pressure of the surge valve shall be made by the Contractor, who shall also submit his detailed calculation of pressure surge-1 water hammer effects — all for approval by the Engineer (dimensioning based on flow rate, working pressure, pipeline length, -DN, -material, -profile and pumps' characteristics)

The surge valve shall be installed on a T-piece installed to a branch line from the pumping main (washout). For maintenance purpose it shall be isolatable from the T-piece by a gate valve. Water overflowing from the surge valve shall be collected in a chamber for proper drainage from the site.

All surge valves must be dimensioned and adjusted accordingly by the manufacturer through a surge calculation carried out by the manufacturer of such valves.

2.13.4 Pressure Reduction Valve (PRV)

Pressure reduction valves shall be provided with diaphragm made of CR/polyamide fabric or EPDM. Control pipes shall be made of high-grade stainless steel. Body shall be made of ductile cast iron, internally and externally epoxy powder coating. Instead of pressure gauge assembles, pressure sensors (for data transmission to SCADA) shall be installed with ball valves at the inlet and the outlet side. Pressure sensors at the inlet shall be for range 0-25 bar and at the outlet shall be for range 0-16 bar.

Secondary pressure shall be adjustable for range from 1 to 15 bar.

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2.14 HYDRANTS

2.14.1 Below Ground Fire Hydrants

Below ground fire hydrants and their surface boxes shall conform to DIN 3221 PN 10/16, to DIN 2501 Part 1 and to the requirements of the appropriate local authority responsible for fire fighting.

It is foreseen to install the hydrant in an assembly consisting of the hydrant-T Piece, connection fittings, gate valve inclusive extension spindle, duckfoot bend, double flanged extension pipe of DI in specified length of 50 to 100 cm , and road surface chamber. Lengths of below ground fire hydrants are indicated in the Drawings and `Bill of Quantities'.

Above ground fire hydrants shall have two (2) outlets suitable for the connection of hose pipes as required by the local authority responsible for fire fighting.

Hydrant bodies shall be of gray cast iron or ductile cast iron and shall be properly corrosion protected by bituminous painting. Hydrant spindles shall be of stainless steel or high tensile brass. Spindle nuts and body seating shall be of gunmetal or high tensile brass. Screw-down valve seats shall be of the resilient type. Stem caps shall be of cast iron and suitable for tee key operation. Hydrants shall show no visible leakage when pressure tested in accordance with the approved standards.

2.14.2 Above Ground Fire Hydrants

Above ground fire hydrants, type 'rigid', shall conform to EN 14384, EN 1074-6 Tested acc. to OVGW /DVGW, max. Working pressure 16 bar, and to the requirements of the appropriate local authority responsible for fire fighting.

Standard Pipe-Cover: 1.00 m

It is foreseen to install the hydrant in an assembly consisting of the hydrant, T-Piece and connection fittings, gate valve, and duck foot bend. Lengths of above ground fire hydrants shall be for a standard pipe cover of 1.00 m.

Above ground fire hydrants shall have two (2) outlets according to BS 336, suitable for the connection of hose pipes as required by the local authority responsible for fire fighting.

British standard BS 336 specifies a 21/2" (65mm) instantaneous connection 21/2" couplings are available with hose tails.

Hydrant head shall be of gray iron or ductile cast iron and shall be properly corrosion protected with epoxy powder and UV resistant coating in RAL 3000, according to DIN 1843.

Hydrant stand pipe shall be of steel tube steel 1.0037 galvanized, UV resistant coated RAL 3000, fire-red.

Operating controls and all inner parts shall be all stainless steel or corrosion free. Hydrant head to be turned from 0° to 360°.

Automatic drain off system with pressure control, drain time less than 10 min, drain outlet connection possible with HDPE pipe IS032 (DN25)

Hydrant head shall be grey iron (EN 1503-3) and painted in fire-red colour RAL 3000.

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2.15 HOUSE CONNECTIONS AND PUBLIC TAPS

2.15.1 House Connections

Customer Connections shall be installed with materials as specified above according to DIN, EN and ISO Norm, in Galvanized Milled Steel or HDPE.

Connections to the distribution system shall be made with pipe saddles corresponding with the main pipe's material and outside diameter.

Drillings shall be made with special equipment, specially designed pipe drilling machines for under pressure drilling.

The Invert level of the connection pipe shall be 90 cm minimum below the surface, if required the connection has to be lowered to the required depth.

The Customer Water Meters shall be generally installed inside a compound (in the basement or a separate chamber), on a "Goose Neck" including stop cock. Chambers shall be constructed in concrete and equipped with cast iron covers. The water meters shall be sealed with a copper wire and lead seal.

2.15.2 Pipe Saddles

Pipe saddles for under pressure drilling shall be of the Universal Type with flexible strap for DI, DI, Steel and AC pipes PN 16, for PE and PVC pipes the pipe saddles shall be suitable and approved for the use with potable water at a nominal working pressure of 16 bar.

The outlet of the saddle shall be female thread and specially protected to avoid corrosion and incrustation.

The body of the pipe saddle shall be of ductile iron EN*-GJS-400-18 acc. to EN 1563 (GGG 400 DIN 1693), inside and outside epoxy powder coated complying in general with DIN 30677 part 2, coating thickness shall be minimum 250pm, freedom from imperfections shall be tested by high-voltage method.

Saddle strap and bolts/nuts/washers shall be made of stainless steel 304 (minimum 1.4021) or 316 (minimum 1.4462). Strap shall be rubber lined to avoid direct contact between the stainless steel strap and the pipe.

Gaskets shall be of EPDM or NBR suitable and approved for potable water.

2.15.3 Service Valves

Service Valves shall be suitable for a direct mounting on the pipe saddle and shall allow a temporary shut-off of the house connection line in case of emergency.

Service valves shall be of the resilient seated gate valve type with a male thread inlet for connection to the pipe saddle and an integrated or adopted restraint push-on outlet for connection to HDPE pipes according to DIN 8074/8075 and female threads for GMS pipe connection, and shall be suitable and approved for underground installation and for the use with potable water.

Valve bodies shall be of GG 250, the bonnet of GGG 400, epoxy powder coated, and non-rising stainless steel spindle (1.4021). The sealing of the restraint socket for connection to HDPE pipes according to DIN 8074/8075 shall be done by an 0-ring

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made from EPDM or NBR (suitable and approved for potable water), grip ring shall be of Poly-acetate.

The service valves shall be installed with an appropriate Extension Spindle made of steel with PE-protection tube to the street surface, additionally protected by a PVC pipe and a service valve surface box.

2.15.4 Electrofusion Connections

General

Connection design, limitations and manufacturer's joining procedures must be observed. Tools and components required to install joints shall be in accordance with the best installation practices and manufacturer's recommendations all in accordance with e.g. ASTM — F 1055-98 Standard Specifications for electro fusions type polyethylene fittings "for outside diameter controlled polyethylene pipe and tubing". However, field connections shall be controlled by and are the responsibility of the field installer, and shall be performed by, or under the supervision of experienced personnel provided by the pipe manufacturer or distributor (proof of personnel qualifications shall be provided by the Contractor by means of an official certificate from a certified trainer, upon request by the Engineer) with proper equipment in addition the procedures recommended by Plastic Pipe Institute (PPI) shall be taken into consideration.

Electrofusion Jointing

Electrofusion fittings, saddles, tees, connectors and Elbows shall be produced from polyethylene material (designation PE 100) PN16 colour black and comply with ISO 4427/1996 or equivalent and shall be installed in accordance with the requirements of the manufacturer’s instructions using appropriate jointing welding equipment.

Fusion Compatibility

Compound designated PE 100 having MFR (190°/5 kg) within the range 0.2g/10 min. to 1.3g/10 min. shall be considered compatible for fusion to each other.

Polyethylene fittings designed as PE 100 PN16 shall be used to join pipes with different designations.

1. All fittings shall be injection moulded from recognized top quality resin PE 100 complying with ISO 4427/1996.

2. All fittings must be packed in such a way to allow instant use on site without additional cleaning.

3. No heating coil may be exposed and is to be fully imbedded into the body of the fitting for protection purposes during assembly.

4. All fittings must have moulded-in identification and product information.

5. A limited path style fusion indicator as visual recognition of completed fusion cycle shall be incorporated into the body of the fitting.

6. Quality control test results regarding "Wire temperature coefficient" and "Heating element and wire resistance" shall be provided by manufacturer.

7. All fitting shall have barcodes.

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8. The pipe and fittings shall be of the same material.

9. Contractor shall provide certificates from manufacturers on the pressure rating for the electrofusion connection to be at least PN16.

General Procedures

The component ends and surfaces to be connected must be clean, dry and free of detrimental surface defects before the connection is made.

Cleaning

Before joining, and before any special surface preparation, surfaces must be clean and dry.

General dust and light soil shall be removed by wiping the surfaces with clean, dry, lint free cloths. Heavier soil shall be washed or scrubbed off with soap and water solutions, followed by through rising with clean water, and drying with dry, clean, lint free cloths.

Domestic Water Meters

Domestic water meters for DN 15 (1/2") and DN 20 (3/4") shall be of the single jet meter type, metrological class B and shall be approved according to EEC 75/33 standards. The meter body shall be made of casted brass (0T58). Body shall be epoxy powder coated.

Roller counter design for single jet meters: 4 black digits before the point, 3 red digits and one counter-wheel behind the point, and one low flow indicator. Roller counter further prepared for afterward installation of Reed- or Radio modules.

Domestic water meters for DN 25 (1") to DN 50 (2") shall be of the multi jet full dry meter type, metrological class B and shall be approved according to EEC 75/33 standards. Internal filter must be exchangeable without dismounting the meter. Body shall be epoxy powder coated.

Roller counter design for multi jet meters: 5 digits black, 4 pointers red and one low flow indicator. Roller counter further prepared for afterward installation of Reed- or Radio modules. Roller counter repairable.

Dimensions shall be as follows:

Table 0.7: Domestic water meter data

DN 15 (1/2") Qn = 1.5 m3/h Qmax = 3 m2/h L = 110 mm

DN 20 (A") Qn = 2.5 rre/h Qmax = 5 rn3/h L = 130 mm

DN 25 (1") Qn = 3.5 m3/h Qmax = 7 m3/h L = 160 mm

DN 32 (1.1/4") Qn = 5.0 ma/h Qmax = 10 rre/h L= 160 mm

DN 40 (1.5") Qn = 10.0 m3/h Qmax = 20 ma/h L = 300 mm

DN 50 (2") Qn = 15.0 m3/h Qmax = 30 m3/h L = 300 mm

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2.15.5 Stop Cocks Upstream of Meters

The stop cocks shall have spherical taps with integrated passage and quarter turn opening.

Design characteristics:

Body: brass

Tap: anti-lime deposit material or metal with anti-lime lining

Seals: Teflon or Perbunan

Stem: brass

Handle: butterfly type, stainless steel

They must be designed for 16 bar working pressure.

2.16 WASHOUTS

The types of Washout specified for this Contract, whether in concrete chambers or buried type, are as shown on the drawings. All Washouts shall be constructed as indicated on the drawings or as instructed by the Engineer.

If the flow cannot be discharged by gravity, manholes can also be constructed beside concrete wash-out chambers. Additional excavation and backfilling works shall be included in the unit rates of the washout.

The lengths of washout discharge lines may vary according to the location requirements on site and shall be agreed with the Engineer's Representative prior to installation. Discharge lines shall be paid for as per unit rates of pipelines included in the Bills of Quantities.

At place shown on the drawings or directed by the engineer, wash-outs shall be installed as follows:

a. For ductile iron main pipeline, the Contractor shall install a suitable flanged tee (T) to install the flanged washout valve. The branch shall be 1/2 of diameter of the main pipe diameter.

b. The washout shall have a gate vale installed directly at the branch from the main pipe and a flap valve at the end where necessary to avoid dirt or animals entering the washout pipe. The flap valve shall be protected by a small concrete wall as per drawings.

c. The wash-out pipes shall be extended to such a length and reach discharge area as is required for every particular site condition as not to flood the trenches or cause any damage to the surrounding area.

The unit rate washout pipe work shall include for the outlet structure and riprap, as shown on the standard drawings, unless noted otherwise.

2.17 PRESSURE GAUGES

Pressure gauges shall be installed at all pressure reducing valves upstream and downstream of the valve and at selected strategic points in the distribution system for

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monitoring pressure fluctuation. They shall be of the bourdon tube type with sensor (for positive and negative pressures) and transmitter for connection to a data logger specified hereunder. All moving parts shall be of stainless steel and shall comply with BS 1180. The dial face diameter shall be 160 mm and the accuracy class 1.6. The gauge must be suitable for a pressure range up to 16 bars, in pump station to 25 or 35 bars.

The installation of the gauge shall be complete and shall include the connecting fittings to the main pipe, the gauge inlet pipe with 3 way cock and screwed joints.

The output of the pressure sensor-transmitter equipment shall be analogue 4-20 mA, electrically insulated.

The Contractor shall install a pressure transmitter of appropriate range in the suction and delivery sides of each of the pumps.

Suitable provision shall be made in the pipe work to accept the pressure transmitter.

The transmitter shall be of the electronic type and shall provide on Output a local analogue pressure indicator and a 4-20 mA signal for transmission to the SCADA outstation.

The local pressure indicator shall be supplied and installed by the Contractor.

Cabling between the transmitter and outstation shall be means of a screened twisted pair cable.

2.18 DISMANTLING JOINTS

Dismantling joints shall be installed where indicated on the drawings for convenient installation or re-installation of valves or similar items.

For prevention of any movement of the pipe joints adjacent to closed valves, dismantling joints shall be provided in general by restrained dismantling pieces (short version) according to DIN 2541 or DIN 2547 or flanged adaptors (see 2.8) as indicated on drawings or as directed by the Engineer.

Body and glands of steel welded dismantling pieces shall be capable of standing a working pressure of 16, 25 and 40 bars (according to specs and drawings) with bolts and nuts of stainless steel. The surface protection shall be epoxy powder coating. Rubber sealing rings made of Perbunan material, nitrile rubber or equivalent quality shall be used.

2.19 SPARE FLANGES, FLANGE ADAPTORS, COUPLINGS, RESTRAINER CLAMPS

All spare flanges, flange adaptors and couplings made of GGG or GG shall comply with DIN equivalent ISO Norm and EN-GJS-400-18 / EN 1563 as indicated on the Drawings and in the Bill of Quantities.

Flanges shall be drilled to DIN 2501 / EN 1092-2 - PN 16 and PN25 where specified.

All flanges and couplings shall be epoxy powder coated according to DIN 30677 Part 2.

Seals shall be made of EPDM or NBR suitable an approved for potable water.

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Restrained Flanges shall have a grip ring of steel for DI and ST pipes and a grip ring of Ms 58 (CuZn36Pb3) for uPVC pipes.

Wide range coupling or flange adaptors for Asbestos Cement / DI connections as indicated on the Drawings and in the Bill of Quantities.

Restrainer Clamps for UPVC pipes (socket to pipe) shall be epoxy powder coated, made of GGG with grip ring made of Ms 58 (CuZn36Pb3).

Couplings shall be made of Steel, epoxy powder coated, with sealing rubber rings and lock-head bolts.

For connection of the existing to the new pipeline system, flexible couplings shall be installed as indicated on the drawings or as directed by the Engineer.

2.20 REINFORCED CONCRETE CHAMBERS

Cost of construction of reinforced concrete chambers shall be included in the unit price quoted for valves, air valves, bulk meters, pressure reducing valves and/or wash-out ....etc.

All external pipe work before entering and after exiting a reinforced concrete chamber shall be fitted with flexible joints at a minimum distance of 300 mm from the external face of the chamber.

Chambers of reinforced concrete shall be constructed for all valves with diameter > 200 mm, air valves in pipes with diameter > 200 mm, all bulk meters and pressure reducing valves.

Chambers and similar structures shall be built into the pipelines as demanded and in accordance with the standard drawings. Given dimensions on the drawings are to be verified by the Contractor so as to suit the pipe installation and the prevailing condition on site.

All chambers shall be placed on a blinding layer of concrete class C with a thickness of 10 cm. The chambers shall contain a pump sump of 40x40x30 cm in one corner of the chamber and shall facilitate appropriate drainage through the ground of the chamber.

Suitable supports for pipes, valves and any other fittings shall be placed at appropriate locations inside the chamber under the direction of the Engineer (even if not shown on the standard drawings). The entire pipe works of the water supply pipes inside the chambers shall only consist of DI.

Cast iron manhole covers with frames shall be installed for all chambers as specified or shown on the drawings. The manhole covers must be of circular shape only with a minimum internal diameter of 60 cm. The wording on each cover shall be agreed with and approved by the Engineer prior to ordering.

Covers to be used in surfaces which are subject to vehicular traffic shall be tested for a load of 400 kN .

Manhole covers with bearing capacities of 400 kN and 250 kN according to DIN 1229 shall be installed as instructed by the Engineer.

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Diameter of manholes (M.H) shall be as follows, if not otherwise indicated: 800 mm

Two pairs of keys for use with each type of cover shall be handed over by the Contractor after completion of the Contract at no extra cost.

All appurtenance chambers shall be equipped with step irons, as indicated on the standard drawings of as directed by the Engineer.

Step irons shall be malleable cast iron, according to DIN 1211 galvanized iron or as directed by the Engineer.

Types of drainage for the chambers shall be according to the standard drawings or decided on site.

Penetration holes with G.S sleeve pipes shall be inserted in the ceiling slabs, details of which are shown on the standard drawings, so as to incorporate the extension spindles of the valves inside the concrete chambers.

Ventilation pipes of DN100 mm or DN150 mm as instructed shall be installed at the highest possible point in all valve chambers (considering traffic load) and lead to the nearest convenient outlet above ground. End of pipe to be flanged with a stand pipe DN100/150 mm of ductile iron equipped with protection cap including non-corrosive insect screen. Lengths of ventilation pipes up to 3 m shall be covered by the lump sum price of the valve chamber.

If approved by the Engineer, the ends of ventilation pipes may be constructed as a double flanged bend as shown on the drawings.

Exposed parts of vent pipe are to be painted with a weather-proof material as instructed by the Engineer.

Structural calculations including reinforcement drawings for all chambers shall be made by the Contractor and submitted for approval by the Engineer. These calculations are to take into consideration the prevailing load and soil conditions.

Reinforcement for concrete chambers shall be included in the unit rates of chambers.

All items as described above as well as additional excavation and backfilling works shall be included in the unit rates for the valves and other appurtenances.

2.21 VALVE INDICATOR PLATES

2.21.1 General

Valve indicator plates shall be installed for all valves.

2.21.2 Specifications

Valves Indicator Plates shall have the following specifications:

The size of the Plates shall be 140 mm by 200 mm. The number of removable plates shall be fixed on concrete pillars with concrete head and the sizes shall be sized for the plates. Indicator plates shall be of plastic, impact resistant, weatherproof with interchangeable characters and shall be of blue colour whereas letters and numbers shall be of white colour.

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The Indicator Plates shall provide the following information:

Valve ID Number.

Distance to the left or right in meter (with one decimal up to maximum 99.9m).

Distance to the front in meter (with one decimal up to maximum 99.9m).

The Valve Indicator Plates shall be scratch, impact and corrosion-resistant, made of non-ageing, UV-resistant and weatherproof material.

All fields shall be exchangeable and fixed by self-locking system. Blank fields shall be available as single double and triple units.

Letters and numbers on fields shall be fully impregnated and coloured through.

The Valve Indicator Plate shall be fixed on a ground plate of non-corrosive, non-ageing, UV-resistant and weatherproof material by means that do not allow unauthorised removal of the Valve Indicator Plates.

Ground plates shall be fixed to the walls or pillars or marker posts by non-corrosive screws.

2.21.2 Locations

For all valves, Valve Indicator Plates shall be mounted onto concrete pillars or marker posts installed for this purpose.

Marker posts shall be precast reinforced concrete as per detail drawings.

The position of the Valves Indicator Plates needs to be marked on the as-built drawings as well as details measurements of each Valve Indicator Plate needs to be recorded separately.

2.22 IDENTIFIERS

2.22.1 General

Electronic identifiers shall be installed over proposed underground steel, ductile iron and polyethylene pipelines where instructed and in accordance with the following specifications.

2.22.2 Specifications

The design and construction of the electronic identifiers shall be rugged, reliable and durable. The cross section area shall be small in order to fit in tight places.

The following is the required specification:

Colour Frequency Range (Depth)

Operating Temp.

Storage Temp.

Housing

Life Expectancy

RCL

Field Trials

Circuit

Blue (Water)

145 7 KHz 60-150

cm -40° to +70°C

-40° to +85°C

Water Proof

45 Years Min.

Required Ferrite Core

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Samples of electronic identifier shall be submitted by the Contractor to be approved by the Engineer without any additional cost.

2.23 WARNING TAPE

50 cm above the pipelines a polyethylene tape with metal rod of 500 microns ± 5 % thickness shall be laid. The width of this tape shall not be less than 200 mm. The top surface of this tape shall be printed in both Arabic and English with a suitable font with the following:

Caution Water Pipeline

تحذير

خط مياه تحت األرض

The breaking strain per 150 mm of width shall not be less than 75 kg.

For primary pipelines yellow coloured tape shall be used and blue for secondary pipeline.

2.24 PAINTING & METAL PROTECTION

All items of equipment shall be painted or otherwise protected as detailed in this specification. The Contractor shall be responsible for bringing to the notice of all various suppliers the appropriate clauses concerning the painting and/or protection of their equipment.

All right metal parts shall be covered before shipment with an approved protective compound and adequately protected during shipment to site. After erection these parts shall be cleaned.

2.25 SURFACE BOXES

Cast Iron surface boxes with round lid according to DIN 4056 shall be supplied for operation of valves as described. Surface boxes shall be suitable for a 400 kN load.

The surface box made of cast iron or ductile iron shall be situated at ground level on the road or pavement.

The hinge of the lid shall be of non-corrosive material. Circular lids shall be used for valves (gate and butterfly).

Surface boxes shall have a cold applied bituminous black paint coating.

Surface boxes shall be supported by reinforced concrete slabs of 40 x 40 x 26 cm according to standard drawings to suit the surface box.

2.26 PRESSURE RELIEF VALVE

Flanged pressure relief (reducing) valves and appurtenances shall be complete and operable, in accordance with the specifications.

DI pipes DN 200 shall be reduced to DN 150, DN 150 pipes to DN 100. HDPE DN 100 pipes shall not be reduced. The required armatures (valves, strainer, PRV, bulk meter, DCI pipes) shall be accordingly DN100 or DN150, before expanding the diameter again to the original diameter.

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Pressure reducing valves shall be installed in chambers included in the unit price according to the detailed standard drawings, where requirement is specified and.

2.26.1 Valve Characteristics

The pressure relief valve shall open when the inlet pressure exceed a set maximum level it shall maintain that level and gradually close as the inlet pressure drops below the maximum pressure. The valve shall be a hydraulically operated, adjustable, pilot controlled, diaphragm or piston type glove or angle valve as indicated. All necessary repairs shall be possible without removing the valve from the pipeline.

2.26.2 Valve Body

Pressure relief valves for use with water pipelines shall be made of ductile cast iron EN-GJS-400-18 according to EN 1563 (GGG 400), epoxy powder coated, suitable for nominal working pressure for PN25, PN40 bars, according to Drawings, Specifications and Bill of Quantities.

Pressure relief valves shall be provided with suitable two numbers of manometers (glycerine) inclusive an optical indicator of the valve position. All seats shall be stainless steel as well as all operational and adjustment pipes.

Flanges shall be drilled to EN 1092-2 PN16.

2.26.3 Factory Tests and Warranty

Valves shall be factory testes with hydrostatic test and a functional test and certificate shall be submitted to the Engineer prior to delivery of the valves. Each valve shall be warranted for a period of (3) years from the date of shipment to be free of defects in materials and workmanship.

PART 3 - EXECUTION

3.1 GENERAL

This section is concerned with the delivery and installation of all types of pipes, fittings and pipe equipment (valves, air valves, and connections to existing lines etc.).

The pipes and fittings are to be handled in accordance with the Manufacturer's recommendations.

Where items to be stored have a limited life or require special storage arrangements, the method of storage shall be approved by the Engineer and in accordance with Manufacturer's instructions.

The installation of pipes includes the elaboration of as built drawings, which shall be submitted by the contractor as soon as the pipes are laid, tested and backfilled, according to the specifications of the Engineer. All survey works and elaboration of the as built drawings shall be included in the price for pipe laying for all kind of pipes including service connections. The remuneration for pipe laying shall be as follows:

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Activities to be completed for remuneration Remuneration in Percent (%) of Total

Excavation, pipe laying, bedding an cover of pipe 50

Pressure testing, backfilling, road reinstatement 75 ok

Sterilization, flushing, chlorination, submittal of as built drawings 100

3.2 EARTHWORK

3.2.1 Earthwork - General

Earthwork in the following clauses includes excavation, backfill for the pipe-laying, foundations and under layers to structures, for roads, parking areas and ditches. Everything said in this Specification with regard to the execution of excavation, disposal of excavated material, etc. shall equally apply to the various types of soil, unless stated otherwise.

Earthwork shall be carried out in accordance with DIN 18300, or relevant recognized Standards.

3.2.2 Classification of Excavation

Excavation shall be classified as "common excavation" or "rock excavation" in accordance with the following definitions:

"Rock" is defined as material of such hardness and texture that cannot be loosened or broken by hand-drifting picks, mechanical excavators including rooters, or power-operated hand tools, but requires drilling and blasting or wedging, barring and sledging where blasting is not permitted or unsuitable for the proper execution of the work, and also all boulders or detached pieces of rock (as defined above) more than one cubic meter in volume in open excavation or more than 0,5 cubic meter in volume when excavating in narrow trenches.

No material, except as aforesaid, shall be defined as rock and classified, as such for the purposes of payment, whether loosened by blasting, power tools or otherwise.

To remove any doubt it shall be understood that hardpan, cemented gravel, shale etc. even though it may be advantageous to use explosives or power tools for their removal shall in no case be classified as rock.

The excavation of all other materials, whether hard or soft, to which the definition of "rock" as above does not apply, shall be considered as "common excavation".

3.2.3 General and Foundation Excavation

Everything said in this clause with regard to the execution of excavations, disposal of excavated material etc. shall apply to all materials, unless otherwise stated.

All excavations shall be carried out to the lines and limits shown on the excavation plan and other Drawings, or defined in the Specification. Said lines and limits may be amended by the Engineer to suit soil and other conditions encountered during actual excavation and field inspection. When excavating in any material other than hard rock for foundation levels under any structure, the last 15 cm of excavation shall be taken out not more than 24 hours before placing of foundations or fill. If, owing to the Contractor having carried down excavations to within 15 cm below foundation levels or having excavated to foundation levels, too early, requiring, trimming below

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foundation level, the extra excavation shall be treated as excess excavations as specified below. The bottoms of excavations shall be levelled and trimmed to full width to required lines and levels and where under foundations shall be well watered and rammed before placing of concrete.

The Contractor shall well and effectively hold up the sides and ends of all trenches and excavations wherever necessary with strong, close timbering, and shall prevent any fall or run of earth or sand from portion of the ground outside of the trench of excavation. If, despite such precautions, or by reason of their neglect, any portions of the bottom sides or ends of any trenches or excavations shall give way or be excavated without instructions from the Engineer, the Contractor shall excavate and remove all the ground thereby disturbed both within and without the limits of the trench or excavation, and such extra excavation shall be treated as excess excavation as specified below.

Shall the Contractor exceed in depth or extend the excavation of the foundations or be ordered to take out extra excavation for the reasons given above, no payment will be made for such extra excavation, and he shall, if so ordered by the Engineer, make it good with well rammed fill or in such class of concrete as may be ordered by the Engineer and at the Contractor's expense.

Before commencing any pipe-laying, building or earth filling work, all shattered and loose material must be removed by hand, the excavation being performed in such a manner as the Engineer shall direct so as to ensure that the work rests on an absolutely solid and clean foundation or abuts tightly against solid ground.

In no case must pipes, concrete or earth fill be placed in an excavation till the surface onto which such pipes, concrete and earth fill are to be placed has been approved by the Engineer.

3.2.4 Excavation of Pipe Trenches

Trench Excavation and related works must be executed according to DIN 19630 and 18300 and international technical specifications. The Memorandum for Backfilling of Trenches must be considered.

The Invert Level of the pipe is specified to be 100 cm + pipe diameter, and is explained as the average Bottom of the Pipe, excluding the specified sand bedding of 15 cm below the pipe. (road areas)

The average excavation depth is the invert level plus the thickness of the sand bed of 15 cm below the pipe. The minimum trench excavation depth must hence be 115cm + pipe diameter. (road areas)

Where trench digging machinery is employed in excavating trenches, the last 15 cm bottom shall be excavated by hand.

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Depends on diameter.

The excavated trench to the specified depth has to be levelled. Before pipe laying the pipe bedding sand or quarry dust shall be filled to a level of minimum 15 cm. Pipe sockets shall be kept free from bedding to enable jointing.

The trench width at the ground surface may vary with and depend upon the depth and the nature of the ground encountered. The minimum clear width of un-sheeted or sheeted trench measured at the horizontal diameter of the pipe shall be:

DE + 0.40 m for pipe diameters up to DN 300.

No trench shall be opened up for more than 100 meters in towns or more than 300 meters elsewhere in advance of pipe-laying.

In case that the minimum depth for the trench cannot be adopted, the pipe shall be covered with concrete. The thickness of the concrete layer will be equal to the diameter DN/2 and minimum of 10 cm.

Ledge rock, boulders and large stones shall be removed to provide clearance to each side of and below all pipe and accessories as required. Excavations in rock or boulders below sub-grade so required or shown shall be refilled to sub-grade and thoroughly compacted.

Excavation Depth 115 cm + pipe diameter

Invert Level 100 cm + pipe diameter

A 0 Pipe

30 cm

cm

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Where pipes are laid on curves of larger radius, the trench shall be widened so as to ensure that no part of the pipe shall be nearer to the sides of the trench than clearance required.

Wherever necessary to prevent caving, trench excavations in soils such as sand, gravel and sandy soil shall be adequately sheeted and braced.

Where sheeting and bracing are used, the net trench width after sheeting shall not be less than that specified. As backfill is placed and if sheeting is to be withdrawn, it shall be withdrawn in increments of not more than 30 cm and the void left by the withdrawn sheeting shall be filled and compacted.

The excavated material shall be deposited along the edge of the trench in such a manner that it shall not fall into the trench or interfere with the proper execution of work or obstruct sidewalks and driveways. Gutters shall be kept clear or other satisfactory provision made for street and other drainage. Special materials forming the surface and foundations of streets, roads, footpaths and pave areas shall in every case be carefully stripped and set aside for replacement.

In case that a pipe is laid parallel to cables the minimum distance between the pipe and the cable will be 80 cm.

3.2.5 Excavation for Chambers

Excavation for chambers, thrust blocks etc. as far as it extends outside the regular trench profile, shall be included in the unit prices for pipe-laying and for the construction of the valve chambers. In case of excavation for chambers outside the regular trenches the volume measured for payment correspond to the outside dimensions of the chambers as shown on the Drawings or as directed by the Engineer with no addition for slopes or working space but with extra over excavation and addition for excavation in rock.

The unit price in the Bill of Quantities shall include excavating; removing and storing the material removing all sides backfill of over excavated material with well com-pacted material or concrete, backfilling with selected material from approved borrow pits.

3.2.6 Rock Excavation

Ledge rock, boulders and large stones shall be removed to provide clearance to each side of and below all pipe and accessories as required under the Specification and shown on the Drawings.

Excavations in rock or boulders below sub grade so required or shown shall be refilled to sub grade with material approved by the Engineer and thoroughly compacted and shall be treated as excess excavation.

3.2.7 Explosives and Blasting

The Contractor shall provide a special proper store for explosives in accordance with local regulations and shall provide experienced men for handling explosives to the satisfaction of the Engineer and the authorities concerned. The Contractor shall take all necessary precautions to prevent loss, injury or accident to persons or property or work completed or under construction and shall be entirely liable for any accident or damage that may result from the use of explosives.

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The Engineer shall have power to regulate, restrict or prohibit blasting if in his opinion it is necessary to do so for the safety of persons or property or to safeguard the foundations or sides of the excavation and the Contractor shall have no claim against the Contracting Authority in respect of such regulation or prohibition.

The greatest care shall be taken in the use of explosives, the charge being so placed and of such amount as in no way to shake or loosen the permanent foundations or sides of the excavation. Special care shall be taken as the foundation bottom is approached, and a thickness of not less than 60 cm above the foundation bottom shall be completed with small charges in holes not exceeding 60 cm in depth.

The last 15 cm of rock above foundation level shall be removed by use of power tools or by hand.

Explosives shall not be used within 10 meters (or greater or lesser distance as the Engineer may direct) either from concrete placed for the permanent structure or from existing buildings.

The cost of drilling holes for blasting and of supplying, storing and using explosives shall be included in the rates for excavation in rock.

Blasting for excavation will be permitted only after the approval of the Engineer has been secured and only when proper precautions have been taken for the protection of persons and property. The hours of blasting shall be fixed by the Engineer. Any damage caused by blasting shall be repaired by the Contractor at his expense. The Contractor's procedure and methods of blasting shall conform to local laws and regulations.

3.2.8 Limitation in Length of Open Trench

Unless otherwise directed by the Engineer no trench shall be opened up for more than 100 meters in towns or more than 300 meters elsewhere in advance of pipe-laying. If these lengths of open trench are exceeded or if in the opinion of the Engineer there is undue delay in:

testing the pipelines;

removing surplus material;

general tidying-up of areas where pipes have been laid;

partial restoration or maintenance of surfaces;

The Engineer may order that no further trenches shall be opened until the outstanding work has been carried out to his satisfaction, and the Contractor shall have no grounds for a claim against the Contracting Authority on this account.

3.2.9 Rates for Excavation

The rates for excavation shall include for excavating in all classes of soil, rock, curve excavation, draining and pumping, timbering, trimming sides and bottoms of trenches, setting aside selected material for re-use, re-handling and depositing in backfill, disposal of surplus or rejected material including running to soil and forming soil tips or spreading and levelling as directed by the Engineer, supply and haulage of selected material from approved borrow pits and replacing all surfacing materials and making good all work disturbed.

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3.2.10 Preparation of Foundation

The Contractor shall prepare the areas of excavations against which concrete is to be placed or on which pipe is to be laid in a manner suitable for forming a foundation. Foundations in earth upon which concrete is to be placed shall be finished accurately to the dimensions shown on the Drawings or prescribed by the Engineer, brought to proper moisture content by sprinkling as required, and thoroughly compacted with suitable tools. No boulders shall be left projecting within the minimum excavations lines shown on the Drawings.

Foundations for concrete on bedrock shall be trimmed to the prescribed lines, thoroughly cleaned of mud and debris, and moistened in advance of placing concrete. All foundation surfaces shall be free from pools of water at the time of placing concrete. Whenever any excavation in earth has been made below grade without the Engineer's instructions, it shall be refilled and treated as excess excavation.

3.2.11 Padding Trench Bottom

Where the trench bottom is in rock or where the Engineer shall decide that the trench bottom is unsuited for the laying of pipes on it, the Contractor shall pad the trench bottom with a thick layer of selected material containing stones not larger than 1,0 cm measured in any direction and no more than 10 % by volume of stones.

The surface of the padding shall be finished to grade as given on the Drawing so as to provide an even and solid support for the pipes to be laid. The cost of providing filling materials, spreading, wetting, compacting including imported material from approved sites and the extra cost of hauling selected material from approved sites is subject of a separate unit rate.

3.2.12 Disposal of Excavated Material

All suitable materials removed in excavation or as much thereof as may be needed, shall be used for backfill. Material removed from trenches shall be placed alongside the trench at a sufficient distance from the trench to prevent it from falling into the trench, or its weight causing the trench sides to cave in. Where necessary, selected material required for backfill and topsoil and/or sod for later replacement shall be stored separately. Rock and waste material not suitable or not required for backfill shall be spread or carted away as instructed by the Engineer.

The Contractor shall make arrangements for sites for tipping the soil and shall include in his rates for excavation the cost of hauling and tipping of soil and all expenses in connection with the obtaining of sites and paying of compensation.

3.2.13 Backfilling - General

All excavations shall be backfilled to the level of the original ground surfaces unless otherwise shown on the Drawings or ordered by the Engineer, and in accordance with the requirements of the Specification. The material used for backfill, the amount thereof, and the manner of depositing and compacting shall be subject to the approval of the Engineer, but the Contractor will be held responsible for any displacement of pipe or other structures any damage to their surfaces, or any instability of pipes and structures caused by improper depositing of backfill materials.

A.C. pipes shall not be backfilled until three successive pipes with specials have been placed in position and jointed. Steel pipes jointed with mechanical couplings

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shall be backfilled after the exterior coating at field joints has attained sufficient age, taking such precautions as may be necessary to prevent injury to the exterior coating, during backfilling operations.

Pipes surround and structures of concrete shall be backfilled as soon as the concrete has attained sufficient strength, as determined by the Engineer, to sustain the load imposed.

3.2.14 Backfilling for Foundations

All foundation excavation shall be backfilled to the level of the original ground surfaces, unless otherwise shown on the Drawings or ordered by the Engineer, and in accordance with the requirements of the Specification. Backfill around foundations and where required below floors shall be done in layers not exceeding 15 cm in thickness after compacting, well watered and compacted, special care being taken to obtain affective bond between layers and with sides of excavation. Surfaces of backfill below floors shall be trimmed and otherwise treated as specified above.

Shall the material obtained from the required excavation for the various buildings prove to be unsuitable for filling under floors and around foundations, approved inert soil shall be imported from outside the site and used in filling as described above.

The Engineer may require or permit the use of hard-core to form a base course in the upper part of the backfill below floors. Such hard-core fill shall consist prevalently of stones as large as possible but not larger than the thickness of the required course with a sufficient quantity of smaller stones to fill the voids between the large stones and seal the top of the course to permit the laying of a plastic foil or so as to avoid undue loss of concrete from the blinding layer cast on top of it.

3.2.15 Backfilling of Trench before Tests

The trench, with the exception of the pipe joints shall be refilled with selected approved material free from stones from the excavation, hand punned into place under and around the pipe and up to 30 cm above the top of the pipe in layers of 15 cm after compacting. Subsequent refilling shall be placed and consolidated in 15 cm layers after compacting and carried to the level necessary to allow for the temporary restoration of road and path surfaces, and also for hard-core (if and where ordered) on roads or to such level as will leave the requisite space for the top soil, tarmac etc. to be reinstated as directed by the Engineer.

3.2.16 Backfilling of Trench after Tests

On completion of pressure and leakage tests exposed couplings and welded joints shall be covered with approved selected backfill placed above the top of the pipe and couplings, in accordance with the requirements of the Specification.

The balance of backfill shall contain no stones more than 10 cm in their largest dimension and the backfill mixture shall not contain more than 25 percent stones. The Contractor shall not permit excavation to be used for disposal of refuse.

Trenches in the right of way of a road shall be backfilled with selected material placed in layers not exceeding 10 cm in thickness after compacting, wetted and compacted to a density of not less than 90 percent of the maximum dry density at optimum moisture content, or the surrounding material.

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Trenches not in the right of way may be backfilled without tamping. Any deficiency in the quantity of material for backfilling the trenches shall be supplied by the Contractor at his expense.

The Contractor shall at his own expense make good any settlement of the trench backfill occurring after backfilling and until the expiry of the Period of Maintenance.

On no account shall any excavation material be dozed back when backfilling trenches in roads and no such backfilling shall be carried out unless in the opinion of the Engineer sufficient mechanical rammers are in operation on that portion of the work.

In no case shall any soft material be used in filling any part of any trench within a road reservation.

The cost of backfilling trenches not in the right of way of a road shall be included in the rate of excavation.

3.2.17 Backfilling around Structures, Chambers

After the completion of structures and the like, the space between the walls and the excavation shall be backfilled with compacted material. Such backfill shall be placed in layers of 20 cm measured before compacting wetted if necessary to optimum moisture and compacted to the density of the surrounding natural soil.

Embankment around reservoirs shall be done at levels and with slopes as shown in the Drawings. Embankment shall be compacted and covered with 15 cm top fertile soil and planted with tough, deep rooted hardy grass.

The backfilling around structures, chambers, etc. can only start after acceptance of the foundations by the Engineer.

3.2.18 Site Formation

Site formation shall consist of bringing the areas of the various sites to the required levels indicated on drawings, or directed by the Engineer, by excavation or fill.

The surfaces of site excavation shall be finished and levelled to the exact required lines and slopes as shown on drawings and as ordered.

Where required, the site areas shall be brought up to the required levels by well compacted selected material obtained from required excavations or elsewhere as directed by the Engineer. Areas on which such fill is to be placed shall be stripped of productive soil to a depth not exceeding 30 cm and the filling material shall be spread in layers not exceeding 15 cm in thickness, watered as required, compacted by the use of approved rollers or hand operated mechanical tampers, and finished to the Drawings or as directed by the Engineer.

3.2.19 Disposal of Surplus Materials

The Contractor shall immediately upon completion of backfilling load up and cart away all surplus excavated material to temporary dumps if required for subsequent use or to permanent soil heaps and the Contractor shall make his own arrangements for sites for tipping the soil and shall include in his rates for excavation the cost of hauling and tipping of soil and all expenses in connection with the obtaining of sites and paying of compensation.

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3.2.20 Work on Bush Land

Where pipelines pass through bush land the Contractor shall clear a track along the route of the pipeline within a strip of 2 m wide on either side of the pipeline.

Work shall include the clearing and removal of perishable and objectionable material including trees, bush, shrubs, logs, stumps, roots, weeds, rubbish and other organic material above the surface of the ground.

All trees, stumps and roots shall be removed to a minimum of 30 cm below the finished grade of the pipeline, or killed within a strip of 2 m on either side of the pipe-line.

The Contractor shall exercise due care in removing crop trees and foodstuff from along the route. Before removing such items he shall count and report their numbers to the Engineer in writing.

3.2.21 Restoration and Clean-Up-General Requirements

The Contractor shall restore or replace all removed or damaged curbing, sidewalk paving, gutters, shrubbery, fences, sod, and other disturbed surfaces or structures in a condition equal to that before the work began, to the satisfaction of the Engineer and as specified in the following clauses, and shall furnish all labour and material incidental thereto. In restoring paved surfaces, new pavement shall be laid, except that granite paving blocks and sound bricks, flagstones and asphalt paving blocks may be re-used. No permanent surfacing shall be placed within 30 days after the backfilling has been completed except by order of the Engineer.

Surplus pipeline material, tools, and temporary structures shall be removed by the Contractor. All dirt, rubbish and excess earth from excavations shall be hauled to a dump provided by the Contractor, and the site shall be left clean to the satisfaction of the Engineer.

3.2.22 Reinstatement of Roads - General

Where any public road surface is removed or damaged by the Contractor's operations it shall be replaced or repaired to the satisfaction of the appropriate authority responsible for the maintenance of the road. The materials and methods used for such reinstatement shall be similar to those used for the original pavement and shall comply with the following standard Specifications.

The procedure for reinstatement of roads shall be as follows:

Upon completion of backfilling operations in accordance with the Clauses 2.14 to 2.17 the Contractor shall carry out the interim reinstatement of roads. The period for completion of reinstatement at any point of a road computed from the completion day of backfilling until completion of interim reinstatement, shall not exceed seven (7) days

Upon completion of interim reinstatement the road shall be opened to traffic for a period of not less than 30 days or a longer period if ordered by the Engineer to allow for its consolidation.

As soon as in the opinion of the Engineer the road has been satisfactorily consolidated, the Contractor shall carry out the permanent reinstatement of roads.

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Nothing contained herein or shown on the Drawings shall relieve the Contractor from his obligations in respect of the maintenance of public roads.

3.2.23 Maintenance of Reinstatement of Roads and Footpaths

The surface of the permanent reinstatement shall be the finished level with the adjacent carriageway or footpath and shall be maintained in a safe condition at all times. The Contractor shall carry out any necessary maintenance of any trenches immediately in order to obviate danger to road users. If the Contractor fails to carry out such maintenance of reinstatement the necessary repairs will be carried out immediately by the Public Works Department or other Agent and the cost of the same shall be deducted by the Contracting Authority from any sum due to the Contractor.

3.3 PIPE LAYING OF DUCTILE IRON (DI) PIPES

In general all DI pipes shall be laid in accordance with the standard drawings. Ductile iron pipes and fittings shall be laid true to lines and grades shown on the drawings and specified herein unless otherwise approved by the Engineer's Representative. Pipes and fittings shall be lowered carefully into the trench in such a manner to prevent damage to the exterior surface and interior lining. Under no circumstances shall pipes or fittings be dropped into the trench. All trenches shall be dewatered prior to installation of pipes.

The spigot and socket ends to pipes and fittings shall be inspected prior to installation and all lumps, blisters and excess coatings shall be removed. The spigot and socket ends of pipes and fittings shall be wiped clean and dry of all dirt, sand and foreign material. The rubber gasket shall be placed in the correct direction, and be correctly seated.

Lubricant, furnished by Manufacturer of the pipe, shall be applied to the previously cleaned spigot end of the pipe. The Contractor shall ensure that the spigot end of the pipe is bevelled, as square or sharp edges may damage or dislodge the gasket and cause a leak. All pipes cut in the field shall have the spigot bevelled with a heavy file or grinder to remove all sharp edges. The spigot end shall be pushed into the socket end of the pipe or fitting making sure the joint is straight and the spigot cantered in the socket.

The Contractor shall familiarize himself fully with all literature furnished by the Manufacturer with respect to installation of ductile iron pipes and fittings prior to installation of pipes and fittings.

At the close of a day's work or wherever pipe laying is not in progress, the open ends of the pipe shall be plugged, capped or otherwise made watertight to prevent the entry of foreign material of any nature.

Care must be taken to be responsible for all damages to the installed pipes, fittings and valves resulting from floatation or any cause.

Flanged joints shall incorporate full-faced, one piece gaskets. Flange faces shall bear uniformly on the gasket, and bolts shall be tightened uniformly until the joint is perfectly tight. The Contractor shall use torque wrenches, for tightening all bolts.

When it is necessary to deflect pipes from a straight line in a horizontal or vertical plane, said deflection shall be accomplished after the spigot has been properly

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installed in the socket ends of the pipe. Deflections shall not exceed the values recommended by the pipe Manufacturer.

To suit the requirements of DI passing through concrete walls of valve chambers, as indicated on the standard drawings, pipes shall be cut to suitable lengths and be furnished with welding neck flanges.

Pipes shall be protected by concrete slabs or encasements under surfaces which are subject to vehicular traffic or other internal loads and if the cover above the top of the pipe is less than 1.00 m or as directed by the Engineer. Cost of the encasements works is deemed to be included in the unit price of the pipeline. Execution of works shall be according to the standard drawings.

3.3.1 Thrust Blocks and Collars

The Contractor shall construct all thrust blocks and collars (end caps) as shown on the drawings and/or specified herein. Thrust blocks shall be constructed at all bends, tees, tapers, valves, and dead-end pipes with push-on joints.

Thrust blocks and collars shall be constructed of cast-in-place concrete in accordance with the requirements of specifications. The bearing faces of the thrust blocks shall be placed against undisturbed natural earth except as specified hereinafter.

Thrust forces and silting of anchor blocks shall conform to the field test pressure and be calculated by the Contractor considering the prevailing soil bearing capacity. Dimensions given on the standard drawings are only approximate.

In concrete chambers, the concrete walls by means of puddle flanges welded on the pipes shall absorb thrust forces from closed valves. Necessary additional structural reinforcements are to be provided by the Contractor.

All concrete thrust blocks and collars shall be allowed to cure for at least 7 days before backfilling the thrust blocks and prior to any loads being applied to the blocks and collars. The cost of construction of the thrust blocks is included in the unit price of the pipeline.

3.3.2 Field Adjustments

The pipe and methods of jointing shall be such that the locations of fittings and lengths of pipe can be adjusted in the field to suit field conditions and variations in stationing. A reasonable tolerance in the locations of lines will be allowed upon approval of the Engineer's Representative.

3.3.3 Reinforced Concrete Encasement (RCE)

The Contractor shall supply all materials and construct reinforced concrete encasement (RCE), as shown on the Drawings or directed by the Engineer where required.

RCE, shall be constructed of cast-in-place reinforced concrete in accordance with the detailed typical Drawings.

All (RCE) shall be allowed to cure for at least (7) days before backfilling of the trenches.

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The costs of (RCE) includes reinforced concrete, reinforcement steel, formwork, additional excavations, backfilling ... etc. and shall be paid separately as an extra item over pipelines installation, as indicated in BOQ.

3.4 CONNECTIONS TO EXISTING WATER MAINS

Connections shall be made to the existing lines according to the following principles:

The connections shall be made from existing plugged ends or from existing lines to be cut, whether dry or under pressure.

Connections of new pipes (diameter greater OD63) in a right angle to existing pipes shall be installed with all flanged T-pieces of required diameters. Spare flanges for new pipes shall be supplied as well as wide range couplings for the connection to existing pipes of variable outer diameter. Connections of new pipes (diameter greater OD63) in line with the existing network shall be connected with wide range couplings suitable for the required diameter and material.

The connection of new pipes OD63 to the existing network shall be carried out with pipe saddles (electro fusion) according to material and diameter of the existing pipe with a 2" outlet and the required couplings for the connection of the new pipe HDPE OD63.

The Contractor shall always check the level of any existing line before work is started.

The Engineer's Representative will issue to the Contractor detailed instructions regarding each interconnection that has to be made to the existing mains. Cutting into the existing main pipe and effecting the interconnection shall be made in the presence of the Engineer or Employer at the time specified by the Employer.

Cutting into the existing main pipe and installation of the interconnecting pipe work shall be carried out efficiently and rapidly so as to reduce to a minimum the interruption of the public water supply.

Existing mains shall only be cut using special equipment approved by the Engineer. Under no circumstances shall oxyacetylene or electric arc cutters be used. The cut shall be perpendicular to ensure that the new pipe work shown on the drawings may be installed. The Contractor shall agree with the Engineer's Representative the length of existing pipe work to be removed.

The Contractor shall take every care to avoid any dirt or extraneous material entering existing pipes.

The Contractor shall have available at the site of the connection an efficient dewatering pump before commencing any cut into the existing main in order that excavation remains dry at all times and to reduce the risk of dirty or contaminated water entering the existing distribution system. The work shall be carried out in a clean and efficient manner. Sufficient length of hoses shall be provided to dispose the water to safe places.

The Contractor shall provide at the site of the connection sufficient quantities of clean water containing 10 ppm chlorine solution. Every item of new pipe work to be installed shall be submerged in the chlorine solution for at least 15 minutes immediately before being installed in the permanent works.

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The Employer may put into use the interconnection as soon as possible after its installation and will carry out an inspection to detect any evidence of leakage; any remedial work necessary to eliminate leakage shall be carried out by the Contractor. No pipe work shall be covered or backfilled until the Engineer's Representative is totally satisfied that the interconnection is free from any leakage.

No extra cost will be paid to the Contractor for this connection work and is deemed to be included in the unit prices for the pipes.

3.4.1 Disconnection of Existing Pipes (Decommissioning)

In the course of commissioning the new distribution network, the disconnection of a number of existing pipes is required. Where abandoned pipes, which are connected to remaining existing pipes, remain in the ground, the old (redundant) pipes shall be disconnected, from the functional network.

The disconnection of pipes shall be carried out efficiently and rapidly so as to reduce to a minimum the interruption of the public water supply.

For the decommissioning of pipes all interconnections to the existing network need to be removed in order to prevent any water loss through the old pipe network.

The removed connections and pipe ends at the new network shall be plugged and sealed properly with pipe repair clamps, threaded adaptors and plugs, blind flanged including thrust blocks, or (if required) by replacing a piece of the existing pipe of up to 2 meters. Abandoned pipes do not need any further treatment.

Existing mains shall only be cut using special equipment approved by the Engineer. Under no circumstances shall oxyacetylene or electric arc cutters be used. The Contractor shall take every care to avoid any dirt or extraneous material entering pipes of the new network.

The Contractor shall have available at the site of the connection an efficient dewatering pump before commencing any cut into the existing main in order that excavation remains dry at all times and to reduce the risk of dirty or contaminated water entering the existing distribution system. The work shall be carried out in a clean and efficient manner. Sufficient length of hoses shall be provided to dispose the water to safe places.

The Employer may put into use the network in the vicinity of disconnections as soon as possible and will carry out an inspection to detect any evidence of leakage; any remedial work necessary to eliminate leakage shall be carried out by the Contractor at no extra cost. No pipe work shall be covered or backfilled until the Engineer's Representative is totally satisfied with the decommissioning and the disconnection is free from any leakage.

3.5 HYDROSTATIC PRESSURE TESTING OF DI PIPES

After completing the installation of a water main, or a section of the line, and before the joints are covered, a hydrostatic test of the line shall be made by the Contractor. A sufficient time for the curing of concrete thrust blocks must be allowed before the test is made. All backfilling and compaction over and around the pipes and thrust blocks must be completed except for the pipe joints to be left open for observation of any leaks, before the test is made.

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The Contractor will receive already prepared Pressure Test Protocols (format) according to DIN 4279, Part 2 and Part 3, from the Engineer's Representative.

This detailed procedure for performing hydrostatic pressure tests of installed pipes, fittings and valves must be used. Procedures for performing the hydrostatic pressure test shall indicate the location and capacity of the test pump for each test section, test pressure at the pump, procedure for venting the air from the pipeline, procedure of filling the pipe with water, length of the pipe section, and procedure for discharging water after test, flushing, drying and cleaning of the pipeline.

Primary pipes shall be tested to a maximum of 1,000 m each section.

Secondary pipes and tertiary pipes (ISO 63) shall be tested to a maximum of 500 m each section.

The pressure tests must be performed with adequate pressure loggers or recorders.

3.5.1 Duration of Pressure Test

The preliminary pressure test shall be performed with pressure applied for a period of 24 hours before the main tests are assumed to begin, to allow for a soaking period. After that, all joints shall be carefully inspected for evidence of leakage.

The test pressure for the main test shall be applied for at least three hours for pipe diameters up to DN200 and six hours for pipe diameter DN250 to DN600.

The test pressure shall not be allowed to fall below 24 bars for PN16, below 37 bars for PN25 and 60 bars for 1.5 * PN40 for pipe lines. If and when it does during the test period, the pressure shall be increased to the stated value and a record kept of the additional water added.

3.5.2 Procedure

The pressure for the preliminary test will start with the working pressure (16 bars) and shall reach the test pressure within the last 6 hours of the preliminary test.

Test pressure to be taken at the lowest point of the pipelines to be tested and corrected to the elevation of the test gauge.

The test pressure of the main test is 1.5 times the nominal pressure for the pipe or as per instruction of the Engineer's representative.

The main tests in particular have to be carried out in the presence of the Engineer's Representative in accordance with the relevant standards for the pipe material applied.

When filling the pipe system, the Contractor shall not exceed the amount of water charged into the system as follows:

Up to DN200 diameter 1.5 litres/second





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The test pressure shall be applied by a suitable pump equipped with connection valves and gauges, etc. to the satisfaction of the Engineer's Representative. The gauges and meters shall be new and accompanied by a certificate for test and calibration.

The results of the tests, specifying the layout of sections of system, pipes and fittings tested including all relevant data of testing as weather, time, duration, filling time, pressure, etc., shall be produced in the form of a report by the Contractor and signed by the Contractor's and the Engineer's Representative.

This report shall not relieve the Contractor of his responsibility for care and maintenance of the system until the date of final acceptance of the completed work.

3.5.3 Stop Ends

A simple stop end consists of a section of steel pipe about 0.5 - 1.0m long onto which a closing plate has been welded, containing the necessary openings for accommodating ingoing water and out coming air. The stop end may also include an opening through which the test water may be pumped from the line, if necessary. The stop end may be jointed to the pipe to be tested by means of a standard coupling or other method approved by the Engineer's Representative. Thrust blocks or a temporary anchorage must be provided to hold the stop end in place against the test pressure.

3.5.4 Air Removal Before Test

Before applying the test pressure, all air shall be expelled from the pipe. After all the air has been expelled, all cocks shall be closed and the test pressure applied as specified above. The line shall be filled slowly to prevent possible water hammer.

3.5.5 Examination During Test

All exposed pipes, fittings, valves, hydrants and joints shall be carefully examined during the pressure test. All joints showing leaks shall be rejoined until tight, or the pipe material replaced.

Any defective pipes or joints, fittings or valves discovered as a result of this pressure test shall be repaired or removed and replaced by the Contractor at his own expense with sound material and the test shall be repeated until proved satisfactory to the Engineer's Representative.

3.5.6 Permissible Addition of Water

Additional water is defined as the quantity of water that must be applied to the laid pipe, or any section thereof, to maintain the specified test pressure after the pipe has been filled with water and the air expelled. The quantity of additional water pumped into the pipe shall be measured accurately.

No section of the water main will be accepted until the additional water calculated in litres per km per 24 hours for the test pressure is less than 0.3 D, where D is the nominal diameter of the pipe in mm.

The Engineer's Representative shall prepare a written report of results of the leakage test that identifies the specific test, length of the pipe tested, the pressure, the

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duration of the test, and amount of additional water required. The report shall be signed by the Contractor and the Engineer's Representative.

3.6 PRESSURE TEST OF HDPE PIPES

Test pressure shall be (1.5 x nominal working pressure) or 16 bars whichever is greater. The service lines including joints, fittings and appurtenances shall be tested for water tightness in accordance with ISO 1167 as follows:

Allowable quantity of water required to restore pressure at the end of the test period: < 3 litres/km/25 mm diameter of pipe / 3 bars /24 hours.

Hydrostatic testing shall be carried out at ambient temperature (20 °C) otherwise a correction factor shall be applied to the nominal pressure.

Test shall be applied on sections of length less than 800 m with uncovered joints.

Before testing the trench shall be partially backfilled to maintain adequate support and anchoring and to avoid floating of pipes during testing. Test procedure with joints exposed and valves in the open position.

The filling of pipes shall be at a rate giving a maximum water velocity of 0.5 m/s in the pipe to ensure no surge and to give the air the necessary time to be released by the installed temporary air valves or cocks.

Leave to reach equilibrium, i.e., the same temperature as the pipe and the surrounding soil and to remove all existing air for the saturation of pipe material, if any.

Apply test pressure slowly to avoid surge and hold for one hour. The system shall be isolated from the test pump, i.e., no pumping during the one hour test period allowed.

Test pressure shall be applied to service lines including all couplings and fittings in the open position, with consideration to temperature variation.

Apply the equation to determine if the section under test satisfies the requirements of the above.

Finally after completion of the testing, the line shall be emptied slowly to prevent shocks or sudden counteraction of pipes.

3.6.1 Short Pressure Test

The so-called "Short Test" may be used for pipelines up to approximately 30 m and nominal diameter not more than DN 50 mm = ISO 63

The test pressure is applied to the pipe and the first reading taken after 30 minutes. Note that this pressure is usually slightly less than initial pressure due to the normal expansion of the pipeline under pressure, but no additional "top-up" pressure shall be applied.

For the short test the results are deemed to be satisfactory when pressure loss from the HDPE pressure pipeline is = 0.1 bar per 5 minutes.

Short pressure test for testing the house connections can be applied when approved by the Engineer.

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3.7 DISINFECTION OF PIPELINES

After the completed pipeline is tested, approved and backfilled, disinfections shall be performed in the following manner: after flushing the pipes, the system shall be drained completely, all valves shall be closed carefully and the system filled with a chlorine solution.

All pipes, fittings, valves and appurtenances shall be disinfected by the Contractor as specified herein unless otherwise directed by the Engineer's Representative. The Contractor is also responsible for conducting bacteriological test for all pipe laying through WAJ laboratory. The cost of disinfection and the bacteriological test shall be borne by the Contractor.

The attention of the Contractor is directed to the requirements of the Contract whereby he is responsible for preventing the entry of foreign material of any kind from entering the pipe. The Contractor shall take extreme care to keep the interior of the pipelines free of dirt and other foreign material. If in the opinion of the Engineer's Representative, dirt or other foreign material entered a pipe which cannot be removed by flushing, then the Contractor shall clean and swab the interior of the pipe with a five percent hypo-chlorite disinfecting solution to the satisfaction of the Engineer's Representative.

The Contractor shall, during the initial filling of the pipeline, simultaneously introduce feed of chlorine at the same point where the pipeline is being filled. The rate of filling and the feed rate of the chlorine shall be proportioned so that the initial concentration of the chlorine in the water in the pipeline is between 50 and 100 milligrams per litre. To assure that this concentration is maintained, the chlorine residual shall be measured at blow-off, combination air valves, or other locations during the filling operation.

The following is the amount of chlorine required, if either liquid chlorine (gas at atmospheric pressure) or a one percent chlorine solution is used, to produce a 100 milligram per litre concentration in 100 meters of pipe for the various diameters of pipe to be disinfected under this Contract.

Liquid Chlorine Required for Disinfecting 100 Meters of Pipes:

Nominal Pipe Diameter (mm) 100% Liquid Chlorine (kg) 1% Chlorine Solution (Litres)

800 3.60 360

600 2.97 297

400 1.30 130

300 0.75 75

250 0.51 51

200 0.33 33

150 0.18 18

100 0.08 8

80 0.05 5

50 0.02 2

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The use of liquid chlorine shall only be permitted when suitable equipment consisting of a solution feed chlorinator together with a booster pump of injecting the chlorine gas-water mixture into the pipeline to be disinfected is used. Introduction of chlorine gas directly from the supply cylinder shall not be allowed.

After completion of the disinfections operation for one pipeline section the Contractor may reuse this chlorinated water to disinfect adjacent sections of the pipeline by adding additional chlorine as required to produce the specified concentration of chlorine.

The Contractor shall submit a detailed description of the procedure he proposes to use to disinfect the pipeline including a description of all equipment to be used for the Engineer's Representative approval prior to starting the disinfections operations.

Payment for all labour, material, and equipment, including the cost of all water and chlorine required to disinfect the pipeline and appurtenances shall be included in the unit prices for pipe installation.

The chlorinated water shall remain in each section of the pipeline for at least 24 hours and during this period all valves and blow-off shall be operated in order to disinfect these appurtenances. At the end of the 24-hour period, the water in the pipeline shall contain no less then 25 milligrams chlorine per litre throughout the length of the pipeline. Shall the pipeline fail to have the specified chlorine concentration at the end of the 24-hour period, the Contractor shall repeat the operation as necessary to provide complete disinfections.

3.8 FLUSHING OF THE PIPELINE

All pipelines shall be flushed by the Contractor after all hydrostatic pressure tests and disinfections operations have been performed and accepted by the Engineer's Representative.

After draining the chlorine solution the pipe system shall be flushed with potable water until the free chlorine content is between 2 to 4 milligrams per litre.

3.8.1 Electromagnetic Flow Meter Installation

The electromagnetic water meter shall be installed in accordance with the manufacturer's instructions e.g. consideration of straight pipe lengths (without any fittings of valves) on either side of the meter.

3.9 IDENTIFIERS INSTALLATION

Electronic Identifiers shall be installed in the following both manners:

Vertically within the top of the soft backfill layer (bedding) over the pipe at a depth not exceeding 90 cm from ground surface.

Horizontally: one identifier every (12) meters maximum for straight pipeline and (4) meters in long curves and where there are more than one pipeline in the area to the satisfaction of the Engineer.

When all identifiers are installed (before backfilling to surface and after surface reinstatement) a locator shall be used to verify that all identifiers have been installed properly. The locator shall be supplied by the Contractor at his own expense and shall be the property of WAJ after completion.

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Identifiers shall positioned 10 cm minimum away from metallic or magnetic materials.

All water pipelines record drawings shall have note on each, stating that the pipeline in those drawings had electronic identifiers.

For special fixtures (such as valves, meters, bends, tees ..etc.) two identifiers shall be installed (one on each side of the fixture) 50-100 cm apart symmetrically across the main.

END OF SECTION

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SECTION 02700 - PAVEMENTS

PART 1 - GENERAL

1.1 WORK INCLUDED


This work shall consist of furnishing, placing and applying sub base, bases, bituminous

Materials, hot poured joint sealers, prime and tack coats, bituminous concrete and Composition and compaction testing in accordance with the Specification, in conformity

With the lines, grades, thickness and typical cross sections shown on the Drawings.


Earthwork

PART 2 - PRODUCTS

2.1 Material for Base Course

2.1.1 Scope

1. Materials specified for use in the construction of the base course for flexible and rigid pavements, may include any or all of the following:

1.1 Crushed stone, of approved classes, for base course construction.

1.2 Stabilizing materials including Portland cement, bitumen and lime, used where specified in base courses.

2. All material sources and the quality of materials proposed for use in the Works shall be approved prior to procuring or processing material from such sources. Inspection, sampling, testing and retesting as necessary, shall be at the Contractor's expense as prescribed in SECTION 02099 and as specified hereunder for specific materials.

3. Storage and handling of all materials shall conform to the relevant requirements set in Section 02099. Materials shall be stored on hard, clean surfaces or as directed by the Engineer.

2.1.2 General

1. Sources and Production

1.1 Locating sources and manufacturers of materials in accordance with the requirements of Specifications are the responsibility of the Contractor who shall produce the required granular materials and aggregates at the rates and in the quantities necessary to complete the works on time.

1.2 The Contractor shall have satisfied himself as the locations, suitability and quantity of materials available; extent of work necessary to obtain the material

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available; the work required to open the quarry and to crush, screen and wash the materials; and the length of haul to the Site.

1.3 Prior to starting quarry or borrow pit operations, the Contractor shall obtain written permission from the Authorities or Owners concerned.

1.4 Screening plants or crushing and screening plants shall not be put into operation prior to their approval. If, after any plant is put into operation, it fails to perform as intended, the Contractor shall either rectify the defects in the existing plant to the satisfaction of the Engineer, or shall provide alternative approved plant.

1.5 Approval of the crushing and screening plants and other equipment shall in no way relieve the Contractor of this responsibilities in respect of producing granular materials and aggregates which conform to the Specifications and in the quantities required for the completion of the Works on time.

2. Stockpiling

2.1 Stockpile areas shall be surveyed prior to stockpiling to establish control points and to obtain a record of existing cross sections for future use in determining stockpile quantities. The Areas shall be adequately drained at all times.

2.2 Stockpiling procedures shall not result in noticeable degradation or segregation of the stockpiled materials, or introduction of foreign materials into the stockpile or coning. Heights or granular material and aggregate stockpiles shall not exceed 3 m berms.

3. Sampling and Testing

3.1 Sampling and testing procedures shall conform with the relevant requirements of Section 02099 and to the following requirements.

3.2 The Contractor shall submit to the Engineer, 10 days prior to the scheduled beginning of crushing and screening operations, a statement of origin and composition of all stone and/or gravel aggregates and granular materials proposed for use in the Works.

3.3 In order to ascertain the properties of granular and aggregate materials, the Contractor shall submit for testing and approval, representative samples of all materials intended for incorporation in Work, prior to starting quarry or borrow pit operations. The Contractor in the presence of the Engineer shall take the representative samples.

3.4 Tests performed by the Contractor shall be utilized in assessing the locations, extent of deposits and quantities of materials which will conform to the Specifications when properly processed, and shall in no way obviate the need for further testing by the Engineer. Approval of specific sources of materials shall not be considered as final approval and acceptance of materials from such sources.

3.5 The Contractor shall conduct necessary tests in the Field Laboratory in the presence of the Engineer and the Contractor's Materials Engineer.

3.6 Processed materials shall be tested and approved before being stockpiled on Site or incorporated in the Works and may be inspected and tested at any time during their preparation, storage and use. Questionable materials, awaiting

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testing and approval shall not be unloaded and mixed with materials previously approved. If the grading, and quality of any materials delivered to the Site do not conform to the grading and quality of the established control samples, the Engineer will reject such materials.

3.7 Samples shall satisfy all specified test requirements. The Contractor shall permit the Engineer to inspect any and all materials used or to be used, at any time during or after their preparation, or while being used during progress of the Works. Unsatisfactory materials, whether in place or not, shall be removed promptly from the Site. The Contractor shall furnish all necessary labor, transport, tools and equipment required by the Engineer for such inspections.

2.1.3 Aggregate for Base Courses

1. Aggregate for use in base course construction shall be either crushed stone or crushed gravel. The fine aggregate shall consist of screenings obtained from crushed stone, gravel, or sand. Aggregate may be washed, if directed, to remove excessive quantities of clay, silty clay or salts.

2. Crushed stone shall consist of hard, durable and sound particles or fragments of stone, free from dirt or other objectionable matter, and shall contain not more than 30-35% of flat, elongated, soft, or disintegrated pieces.

3. Crushed gravel shall consist of hard durable stones, rocks, and boulders crushed to specified sizes with minimum dry density of 2.1 g/cm3 and shall be free from excess flat, elongated, soft or disintegrated pieces, dirt, or other objectionable matter.

4. The method used in production of crushed gravel shall be such that the finished product shall be as uniform as practicable. The crushing of the gravel shall result in a product, which shall have at least 90% by weight of particles with at least two fractured face. All stones, rocks, and boulders of inferior quality occurring in the pit shall be wasted.

5. Any material passing 4.75 mm (No. 4) sieve and produced in the crushing process shall be incorporated in the base material up to the gradation limits required for the base course aggregated.

6. Crushed aggregate for base course delivered to road site shall meet the requirements of Class A gradations as shown in Table 1.1 when tested in accordance with AASHTO T27 after mixing with water and just before spreading and prior to compacting. The Class of aggregate to be used shall be as shown on the Drawings or otherwise as selected by the Engineer. The actual gradation shall, in all cases, be continuous and smooth with the specified limits of each Class. Gap graded aggregate will not be accepted. If gradation is tested after compacted a tolerance of 3% is allowed in upper limit for percentage of material passing No. 200 mesh sieve.

Table 1.1: Gradation of base course aggregate

Sieve Designation (square openings)

Percent by weight passing

Class A Class B

50 mm (2 n) 100 --

25 mm (1 n) 75-95 100

9.5 mm (3/8 in) 40-75 50-85

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Sieve Designation (square openings)

Percent by weight passing

Class A Class B

4.75 mm (No. 4) 30-60 35-65

2.00 mm (No. 10) 20-45 25-50

0.425 mm (No. 40) 15-30 15-30

0.075 mm (No. 200) "5-15 5-15

* For Open Base Course used in Irish Crossing, Passing No. 200 should be < 5%.

7 The amount of the fraction of material passing the No. 200 mesh sieve shall not exceed 1/2 the fraction passing the No. 40 mesh sieve.

8. The loss in weight shall not exceed 40% after 500 revolutions, when tested in accordance with AASHTO T96 (Los Angeles Abrasion Test).

9. The crushed aggregated base course material shall have a 4-day soaked CBR of not less than 80 when compacted at 98% of modified protector AASHTO (T 180-D) and tested in accordance with AASHTO T193.

10 When tested for soundness in accordance with AASHTO T104, the material shall not show signs of disintegration and the loss by weight after 5 cycles shall not exceed 10% in the case of the sodium sulphate test and 12% in the case of the magnesium sulphate test.

11. The portion of aggregate, including any blended material, passing the 0.425 mm (No. 40) mesh sieve shall have a liquid limit (L.L.) of not more than 25 and plasticity index (PI) of not more than 6 when tested in accordance with AASHTO T89 and T90.

12. If additional fine material is required to correct the aggregate gradation, or for adjusting the L.L. or P.I of the fraction passing the 0.425 mm (No. 40) sieve, it shall be uniformly blended and mixed with the aggregate material at the crushing plant or by an approved plant. Reworking of the material in site to obtain the specified gradation will not be permitted. Additional fine material for these purposes shall be obtained from crushing of stone, gravel, or natural material.

2.1.4 Telford Base Course

Telford base course layer consists of angular stone-boulders having a specific gravity of 2.5 or greater with minimum dimensions of 10 cm and maximum dimensions of 20 cm, laid and compacted. The surface voids in the compacted layer are filled with a layer consisting of single sized angular stones having specific gravity greater than 2.5 and dimensions 5-7 cm laid and compacted making the final total compacted thickness of the Telford boulders and stone layer 20 cm.

2.2 AGGREGATE BASE COURSE

2.2.1 Scope

These works shall consist of furnishing crushed aggregate base course material of the required Class, mixing, spreading on prepared subgrade, compacting and finishing, all as and where shown on the Drawings.

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2.2.2 Materials

All materials shall conform to the relevant requirements of Section 2.01 — "Materials for Base Courses", in respect of crushed aggregate for base course construction.

2.2.3 Surface Preparation

1. Prior to subgrade surface preparation, the subgrade shall be constructed in accordance with the requirements of Section 02335 -Subgrade Construction and Topping" and properly maintained and kept well drained thereafter.

2. All special grade control points, such as at existing pavement etc. The subgrade shall be lowered to a depth sufficient to permit construction of the base course to the specified elevations and thickness. Transitions shall be of sufficient length to avoid abrupt changes of grade and shall be within plus or minus 1% of the final design grade unless otherwise directed. Surplus material shall be removed and disposed of.

3. The subgrade shall be inspected and approved immediately prior to commencement of base construction. Any soft, yielding material shall be removed and replaced by approved topping material. Holes, depressions and other irregularities shall be made good as directed and the subgrade recompacted as necessary and finished ready to receive the base course.

2.2.4 Equipment

Equipment used to handle, place, spread, water, compact and finish base course shall conform with the requirements of Section 02099and to the Contractor's approved Work Program.

2.2.5 Construction of Trial Sections

1. If the Engineer deems it necessary the Contractor shall lay and compact trial sections of varying thickness of base. Each trial section shall be 2 lanes wide by 50 m long, at approved locations on or close to the Site. Each trial section shall be laid using the same materials, mix proportions, mixing, spreading and compaction equipment, and construction procedures, proposed for use in the Works.

2. The objectives of these trials shall be to determine the adequacy of the Contractor's equipment, the loose depth measurements that will result in the specified compacted layer depths, the field moisture content for compaction, and the relationship between the number of compaction passes and the resulting density of the base course material.

3. The Contractor shall not proceed with base course construction until the methods and procedures established in the trials have been approved.

2.2.6 Construction

1. Stockpiling of Aggregate Materials

1. Stockpiling procedures shall conform to the relevant requirements of Section 2.01 — "Materials for Base Course".

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1.2 Methods used for stockpiling aggregate materials and removing them from stockpiles shall not result in significant degradation or segregation nor the introduction of significant amount of foreign materials or extraneous matter.

1.3 Aggregate materials adversely affected, in the opinion of the Engineer, by stockpiling or handling procedures, shall not be incorporated in the Works regardless of previous approval of such material, until the deficiencies have been rectified in an acceptable manner.

2. Mixing and Spreading

2.1 All components of base course material may be premixed with water, in a pug mill mixing plant or on site. The amount of water added, as determined, shall be such that the material will be uniform and within the specified moisture content range at the time of compaction. The Engineer may allow other methods of mixing provided such method(s) do not reduce the standard of work. The Contractor will be required to demonstrate, in the presence of the Engineer, his ability to attain the requirements given in this specification.

2.2 The premixed material shall be placed on the subgrade in uniform layer or layers not exceeding 250 mm in thickness (before compaction). Where the required un-compacted thickness is greater than 250 mm but less than 500 mm, the material shall be placed in layers of equal thickness.

2.3 If approved, heavy-duty vibratory compaction equipment is used and consequently, the maximum layer thickness may be increased up to 350 mm (after compaction) provided compaction tests indicate that the specified compaction standard will be attained.

2.4 The base course material shall be placed to the required width using a self-propelled spreader or motor grader, and shall be delivered such that it is ready for compaction without further shaping.

2.5 The material shall not be handled in such a way as to cause segregation, if the spreader caused segregation in the material, or leaves ridges or other objectionable marks on the surface which cannot be readily eliminated or prevented by adjustment to the spreader operation, the use of such spreader shall forthwith be discontinued and it shall be replaced by a spreader capable of spreading the material in a proper manner.

2.6 All segregated material shall be removed and replaced by well-graded material "Skin" patching will not be permitted. Only minor surface manipulation and watering to achieve the required surface tolerances will be permitted during the compaction process.

2.7 Hauling or placement of material will not be permitted when, in the judgment of the Engineer, the weather or surface conditions are such that hauling operations will cause cutting or rutting of the subgrade or cause contamination of the base course material.

3. Compaction

3.1 The Contractor shall plan the sequence of operations so that the least amount of water will be lost by evaporation from uncompleted surfaces. If the Contractor delays placing of succeeding layers of material to the extent that additional water is required to prevent raveling or excessive drying, the

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application of such water shall be carried out as directed and at the Contractor's expense.

3.2 The base course material shall be compacted by means of approved compaction equipment; processing gradually from the outside towards the center, with each succeeding pass uniformly overlapping the previous pass.

3.3 Rolling shall continue until the entire thickness of each layer is thoroughly and uniformly compacted to 100% AASHTO T180 (Method D) maximum density. Final rolling of the completed course shall be by means of an approved self —propelled roller. Rolling shall be accompanied by sufficient blading, to ensure a smooth surface, free from ruts or ridges and having the proper shape. When additional water is required, it shall be applied in an approved manner.

3.4 Any areas inaccessible to normal compaction equipment shall be compacted by use of portable mechanical tampers until the required standard of compaction is achieved, or to the satisfaction of the Engineer.

3.5 Each layer shall be completely compacted and approved prior to delivery of materials for the following layer.

3.6 Prior to placing a subsequent layer, the surface shall be made sufficiently moist as directed, to ensure proper bond between the layers.

3.7 The edges and edge slopes of the base course shall be bladed or otherwise dressed to conform to the lines and dimensions shown on the Drawings and to present straight, neat lines and slopes as free of loose material as practicable.

3.8 Materials which has dried out prior to final compaction, or which has dried and de-compacted subsequent to final compaction, shall be watered and re-compacted using approved equipment and procedures. If the Contractor is unable to return the material to its original or specified condition with respect to compaction, thickness and surface tolerances, for the final layer only, the Contractor shall scarify the material and reconstruct the base course on a re-approved subgrade surface or to the satisfaction of the Engineer.

4. Tolerances

4.1 The fully compacted and completed base course shall conform to the lines, grades and cross sections as shown on the Drawings.

4.2 The elevations of the finished base course shall be checked by the Contractor in the presence of the Engineer at intervals of 10 m on straight lines, on curves, and at intermediate points as directed.

4.3 The tolerances (for final layer only) on elevations of finished surface shall not exceed + 10 mm or -15 mm.

4.4 When the finished surface is tested with a 4 m long straightedge, placed parallel to, or at right angles to the centreline, the maximum deviation of the surface from the testing edge between any 2 contact points shall not exceed 12 mm.

4.5 All areas which exceed the specified tolerances shall be corrected by removing the defective sections of base course and reconstructing them or, by scarifying and adding new material of re-compacting and finishing to the specified standard.

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5. Maintenance of Completed Base

Following completion and acceptance of the base course, It shall be maintained by the Contractor at his own expense. The surface shall be broomed, rolled and otherwise maintained, keeping it free from raveling and other defects until such time as the following course is placed. Water shall be applied at such times and in such quantities as directed.

2.2.7 Testing

1. Base course material shall be tested in accordance with Table 1.2 after mixing with water at the mixing plant for source of material tests and in-situ after dry mixing prior to spreading and compaction for control on site tests and if satisfactory shall be approved for use. This approval shall not be deemed to constitute acceptance of the base course for full payment purposes.

2. Sampling and testing shall conform with the relevant requirements set in Section 02099.

3. Compaction shall be tested in accordance with AASHTO T191 or AASHTO T205 or any acceptable method. If there is a significant delay between the construction of any layer and the following layer, the Engineer may require of the lower layer re-verified to ensure that it has not loosened due to traffic, passage of construction equipment, adverse weather conditions or otherwise.

Table 1.2: Required tests and minimum repetition for base course material

Source of Materials Control on Site (The Road)

Required Test (A) Repetition Required for all Tests in (A)

Required Tests (B) Repetition Required for all Tests in (B)


* Test for each source

1. Proctor * Tests for every 500

2. Plasticity Index LM for each layer

3. Abrasion * For every 200 cu.m 2 Gradation of Materials

* When Materials changed

4. C.B.R. * When Materials

changed 3. Plasticity Index

5. Sand equivalent C.B.R.

6. Percentage of fractured

5. Abrasion

7 Grains/Basecourse 6. Sand equivalent

7. Clay Lumps & Friable particles

8. Field Density*

9. Thickness*

10. Other tests as required in the specifications

* Test for every 1500 sq.m. and for every layer

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2.3 MATERIALS FOR BITUMINOUS CONSTRUCTION

2.3.1 Scope

1. Materials specified for use in the construction of the various bituminous pavement courses include the following:

1.1 Coarse and fine mineral aggregates and filler.

1.2 Bitumen products including penetration graded bitumen, cutback bitumen, emulsified bitumen, modified bitumen, and rejuvenating agents for use in bituminous courses and surface treatments.

2. All material sources and the quality of materials proposed for use in the Works shall be approved prior to procuring or processing material from such sources. Inspection, sampling, testing and retesting as necessary, shall be at the Contractor's expense as prescribed in Section 02099and as specified hereunder for specific materials.

3. Storage and handling of all materials shall conform to the relevant requirements set in SECTION 02099. Materials shall be stored on hard, clean surfaces.

2.3.2 Aggregate Materials Generally

1. Sources and Production

1.1 Locating sources and manufacture of materials in accordance with the requirements of the specifications are the responsibility of the Contract, who shall produce the required aggregates at the rates and in the quantities necessary to complete the Works on time.

1.2 The Contractor shall have satisfied himself as to the location, suitability and quantity of materials available; extent of work necessary to obtain the material available; the work required to open the quarry and to crush, screen and wash (if necessary) the materials; and the length of haul to the Site.

1.3 Prior to starting quarry operations, the Contractor shall obtain written permission from the Authorities or owners concerned.

1.4 Crushing and screening plants shall not be put into operation prior to their approval. If, after any plant is put into operation, it fails to perform as intended, the Contractor shall either rectify the defects in the existing plant to the satisfaction of the Engineer, or shall provide alternative approved plant.

1.5 Approval of the crushing and screening plants and other equipment shall in no way relieve the Contractor is his responsibilities in respect of producing aggregates which conform to the Specifications and in the quantities required for the completion of the Works on time.

2. Stockpiling

2.1 Stockpile areas shall be surveyed prior to stockpiling to establish control points and to obtain a record of existing cross sections for future use in determining stockpile quantities. The Areas shall be adequately drained at all times.

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2.2 Stockpiling procedures shall not result in degradation or segregation of the stockpiled material, or introduction of foreign materials into the stockpile. Heights or aggregate stockpiles shall not exceed 5 m.


3.1 Sampling and testing procedures shall conform with the relevant requirements set in SECTION 02099 and to the following requirements.

3.2 The Contractor shall submit to the Engineer, 30 days prior to the scheduled beginning of crushing and screening operations, a statement of origin and composition of all aggregates proposed for use in the Works.

3.3 In order to ascertain the properties of aggregate materials, the Contractor shall submit for testing and approval, representative samples of all materials intended for incorporation in the Works, prior to starting quarry operations. The Contractor in the presence of the Engineer shall take the representative samples.

3.4 Tests performed by the Contractor shall be utilized in assessing the locations, extent of deposits and quantities of materials, which will conform to the Specifications when properly processed. The Contractor, in his own laboratory, or an outside laboratory, approved by the Engineer, shall carry out any special tests that may be required by the Engineer. All testing as carried out by the Contractor shall in no way obviate the need for further testing by the Engineer. Approval of specific sources of materials shall not be construed as final approval and acceptance of materials from such sources.

3.5 The Contractor may conduct necessary tests in the Field Laboratory in the presence of the Engineer.

3.6 Processed materials shall be tested and approved before being stockpiled on Site or incorporated in the Works and may be inspected and tested at any time by the Engineer during their preparation, storage and use. Questionable materials, awaiting testing and approval, shall not be unloaded and mixed with materials previously approved. If the grading, and quality of any materials delivered to the Site do not conform to the grading and quality of the established control samples, the Engineer will reject such materials.

3.7 Samples shall satisfy all specified test requirements. The Contractor shall permit the Engineer to inspect any and all materials used or to be used, at any time during or after their preparation, or while being used during progress of the Works. Unsatisfactory materials, whether in place or not, shall be removed promptly from the Site. The Contractor shall furnish all necessary materials, labour, tools and equipment and transport required by the Engineer for such inspections.

2.3.3 Aggregate for Bituminous Paving Mixes

1. Aggregate for use in bituminous base course, binder and wearing courses, levelling course, and macadam and cold mix courses, shall consist of crushed rock or crushed gravel.

2. Coarse aggregate shall be the fraction of crushed aggregate material retained on 4.75 mm (No. 4) sieve. Fine aggregate shall be the fraction of crushed aggregate material passing 4.75 mm (No. 4) sieve. Mineral filler shall be added

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when the combined grading of coarse and fine aggregates in deficient in material passing 0.075 mm (No. 200) sieve.

3. The material from hot bins passing the number 40 sieve (0.425 mm) when tested in accordance with AASTO T 90 shall be non plastic. In addition the material from cold bins should not have PI larger than 4.

4. Aggregates shall not contain gypsum more than 1% and the coarse fraction of the aggregate shall not contain more than 5% chert.

5. Aggregates shall be of uniform quality, free from decomposed stone, organic matter, shale.

6. The percentage by weight of friable particles, clay lumps, and other deleterious matter shall not exceed 1% as determined by AASHTO T 112.

7 Aggregate particles shall be clean, hard, durable and sound. Crushing shall result in a product such that, for particles retained on 4.75 mm (No. 4) sieve, at least 90% by weight shall have 2 or more fracture faces.

8. The flakiness index and the elongation index test should be conducted in accordance with BS 812, the following are maximum limits:

Wearing Course Binder & Bituminous Base Course

Flakiness Index F.I 25 30

Elongation Index E.I 25 30

9. Aggregates shall be washed if directed, to remove any clay lumps, organic matter, adherent dust or clay films or other extraneous or deleterious matter that may prevent or detract from proper adhesion of bitumen to the aggregate particles.

10. Mineral filler shall consist of finely divided mineral matter such as limestone dust if added separately; hydrated lime; other non-plastic mineral filler, free from clay and organic impurities; or Portland cement, conforming to AASHTO M 17.

11. Combined coarse and fine aggregate for bituminous mixes, including mineral filler, when tested in accordance with AASHTO T 27 and T 11, shall conform to the gradations shown in Table 1.3.

Table 1.3 Gradation of Aggregates for Bituminous Mixes

Sieve Size Recent Passing

Binder Wearing

2" (50.0 mm) -- -- --

1" (25.0 mm) 100 100 100

3/8" (9.5 mm) 50-85 60-100 --

No. 4 (4.75 mm) 35-65 50-85 55-100

No. 10 (2.00 mm) 25-50 40-70 40-80

No. 40 (0.425 m) 15-30 25-45 20-50

No. 200 (0.75 m) 2-8 2-8 2-8

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12. The loss in weight of aggregate after 500 revolutions, when tested in accordance with AASHTO T 96, shall not exceed 35%.

13. When tested for soundness in accordance with AASHTO T 104 the coarse aggregate (retained on No. 4 sieve) shall not show signs of disintegration and the loss by weight after 5 cycles shall not exceed 9% in the case of the sodium sulphate test and 12% in the case of the magnesium sulphate test.

14. When tested for resistance to stripping in accordance with the AASHTO T 182 at least 95% coated particles should be achieved. Scandinavian test shall be carried out and at least 60% of the coarse aggregate surface area shall remain coated with a bitumen film especially for exposed surfaces otherwise anti stripping agent must be added to achieve the required coating.

15. The material shall contain a minimum 50% sand equivalent, test sample shall be taken from hot bins.

2.3.4 Aggregate for Seal Coats

1. Cover aggregates for bituminous seal coats shall consist of screening of crushed stone. Aggregate for slurry seals shall consist of crushed stone fines or natural sand blended with not less than 50% crushed stone fines. For heavy duty applications slurry aggregate shall consist of 100% crushed fines. wadi gravels shall not be used for seal coats, suitability of suggested crushed stone fines for use in slurry seal shall be demonstrated prior to use.

2. Aggregates shall not contain crystalline or amorphous gypsum (expressed as S03) more than 1 %, and shall not contain more than 5% chert (flint/amorphous silica)

3. Aggregate particles shall be clean, hard, durable and sound. For particles retained on 4.75 mm (No. 4) sieve, at least 90% by weight shall have 2 or more fractured faces and 100% by weight shall have one or more fractured faces.

4. Flakiness Index and Elongation Index when tested in accordance with BS-812 shall not exceed 25% for each of flakiness and elongation index. The percentage by weight of clay lumps and friable particles as determined by AASHTO T 112 shall not exceed 3%. Light weight aggregate of specific gravity of 2 or less shall not exceed 3% by weight as determined by AASHTO T 113.

5. If necessary, aggregates shall be washed, or processed by any alternative approved method, to remove any clay lumps, organic matter, adherent dust or clay films or other extraneous or deleterious matter that may prevent or detract from proper adhesion of bitumen to the aggregate particles.

6. Cover aggregates and aggregate for slurry seals, when tested in accordance with AASHTO T 27 and T 11, shall conform to the gradations given in Table 1.4.

Table 1.4: Gradation of Aggregates for Seal Coats

Sieve Designation (Square Openings)

1st Application Grading B

2nd Application Grading C

Slurry Aggregate

25.0 mm (1 in) 100 -- --

19.0 mm (3/4 in) 90-100 -- --

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Sieve Designation (Square Openings)

1st Application Grading B

2nd Application Grading C

Slurry Aggregate

12.5 mm (1/2 in) 20-55 100 --

9.50 mm (3/8 in) 0-15 58-100 100

4.75 mm (No. 4) 0-5 10-30 90-100

2.36 mm (No. 8) -- 0-10 65-90

1.18 mm (No. 16) -- 0-5 45-70

0.60 mm (No 30) -- -- 30-50

0.30 mm (No. 50) -- -- 18-30

0.15 mm (No. 100) -- -- 10-20

0.075 mm (No. 200) 0-1.0 0-1.0 5-15

7. The loss in weight of aggregate after 500 revolutions, when tested in accordance with AASHTO T 96 (Los Angeles Test), shall not exceed 35%.

8. When tested for soundness in accordance with AASHTO T 104, the aggregates shall not show signs of disintegration and the loss by weight shall not exceed 10% in the case of the sodium sulphate test or 12% in the case of the magnesium sulphate test.

9. When tested for resistance of striping in accordance with AASHTO T 182, at least 95% of the aggregate surface area shall remain coated with a bitumen film.

10. The material shall contain a minimum 50% of sand equivalent as determined by AASHTO T 176.

2.3.5 Bitumen Generally

1. Type and Grade

The grade of bitumen may be changed by the Engineer by one grade either side of the specified grade at no extra cost to the Employer. When more than one type or grade is specified under any item, the Engineer will select the type and grade to be used in the Works.

2. Transporting Bitumen

2.1 All transporting of bitumen shall be by conveyances that are free from contamination. Tank cars or tank trucks used for transporting bitumen shall be carefully inspected, drained, and cleaned if necessary, before loading, to prevent contamination of the bitumen from residues of previous loads. Bitumen may also be delivered and transported in metal drums.

2.2 Tank trucks trailers used to transport bitumen shall be equipped with an approved sampling device which shall be built into the tank or re-circulating of discharge line in such a manner that a sample can be drawn during circulation or discharge.

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3. Storage of Bitumen

3.1 The Contractor shall provide an adequate storage facility for bitumen, at the site of the mixing plant. This facility should be clean and stable and provided with cover and shelter from excessive temperatures.

3.2 No open fires or smoking shall be allowed in or around the storage facility.

3.3 The storage capacity should be sufficient to maintain a uniform operation while allowing for delayed shipments and time for testing. Different batches of bitumen should be separated, so as to allow for easy identification.

3.4 If the bitumen is delivered to the site in metal drums, on arrival the drums shall be inspected for:

Perforations Rusting

Melting

Other defects that would directly cause pollution or chemical changes to the bitumen.

Any drum(s) showing any of these defects shall be rejected at the discretion of the Engineer.

3.5 The stored bitumen products should be protected from temperatures which may exceed the range of -5°C to +60°C or as required according to flash point test as determined by AASHTO T 48.

4. Heating of Bitumen

4.1 Heating equipment shall be of an approved type. Any method of agitation or heating that introduces free steam or moisture into the bitumen will not be approved. During the process of its manufacture, conveyance, storage, or construction use, bitumen of whatever type shall not be heated to temperatures more than 10 degrees C above the maximum application temperature specified for the respective type of bitumen nor above 170 degrees C, whichever is the lower. Materials heated in excess of these temperatures will be rejected and shall not be used in the Works.

4.2 Tanks for heating and storage of bitumen shall be capable of heating the material, under effective and positive control at all times, to the specified temperature. The system shall provide uniform heating for the entire contents of the tank. The circulation system shall be of adequate size to ensure proper and continuous circulation of the bitumen during the entire operating period. Suitable means shall be provided, either by steam or oil jacketing, or other insulation, for maintaining the required temperature of bitumen, weigh buckets, spray bars, and other containers.

4.3 Thermometers of approved type and adequate range (calibrated in 2 degrees C increments) for accurately measuring the temperature of the bitumen while heating, shall be located so as to be readily visible and shall be kept clean and in proper working order at all times.

4.4 Where storage tanks are required, their capacity shall be sufficient for at least one day's production.

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4.5 Bitumen materials, wasted through careless handling or rendered unsuitable for use by overheating shall not be used in the Works.


5.1 Procedures for sampling of bituminous materials shall conform to AASHTO T 40.

5.2 General requirements and procedures for sampling and testing of the various types of bitumen shall conform to the requirements set in Section 02099.

5.3 Testing for conformity of bitumen products to AASHTO and other specified standards shall, unless otherwise directed, by performed at the laboratories of the Supplying Company.

2.3.6 Bitumen Products

1. Penetration Graded Bitumen

1.1 The various grades of penetration graded bitumen Asphalt cement shall conform generally with the requirements of AASHTO M 20 as given in Table 1.5.

Table 1.5: Properties of Penetration Grade Bitumen

Penetration Grade

40-50 60-70 80-100

Min. Max. Min. Max. Min. Max.

Ductility at 25°C (cm) 100 100 100 --

Penetration at 25°C (0.1 mm) 40 50 60 70 80 100

Softening Point (°C) 50 58 48 56 45.8 48

Specific gravity at 25°C 1.01 1.06 1.01 1.06 1.0 --

Loss on heating to 163°C (%wt) 0.8 0.8 1.0

Penetration of residue % of original 58 54 50 --

Solubility in Trichloroethylene (%wt) 99 99 99 --

Ash content %wt 1.0 1.0 1.0

Flashpoint (Cleveland Open cup. (°C)) 232 232 232

1.2 Sampling and testing shall be in accordance with the AASHTO standard method listed in AASHTO M 20.

1.3 The application temperature range of penetration bitumen shall be such that appropriate viscosity range for each application is achieved. If however viscosity curves are not available the values given in Table 1.6 shall be generally considered as guidance.

Table 1.6: Application Temperature for Different Bitumen Grade

40150 60/70 80/100

Application Temperature °C 150-170 145-165 140-160

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2. Bitumen Modifier

2.1 An approved modifier (Catalyst) shall be incorporated in all penetration graded bitumen whenever specified immediately prior to the time of use, unless otherwise shown on the Drawings. The modifier (catalyst) shall serve to polymerize the bitumen by converting the benzylic carbon groups into ketones.

2.2 The modified bitumen shall demonstrate significantly reduced temperature susceptibility and/or improved adhesive qualities. The workability of the modified bitumen shall be unchanged from that of unmodified bitumen.

2.3 The mixing and preparation of Modified Bitumen shall be carried out in accordance with the manufacturer’s instructions, and with the approval of the Engineer.

3. Rapid-Curing (RC) Cutback Bitumen

3.1 RC cutback shall conform to the requirements of AASHTO M 81, which covers Grades RC-70, RC-250, RC-800 and RC-3000 and are listed in Table 4.1.5.

3.2 Sampling and testing shall be in accordance with the AASHTO standard methods listed in AASHTO M 81.

3.3 RC cutback bitumen spraying temperature ranges shall be as follows:

RC Cutback Grade Spraying Temp. 'C

RC-70 40-75

RC-250 65-105

RC-800 90-115

RC-3000 105-134

4. Medium-Curing (MC) Cutback Bitumen

4.1 MC cutback shall conform with the requirements of AASHTO M 82, which covers Grades MC-30, MC-70, MC-250, MC-800 and MC-3000 and are listed in table below.

4.2 Sampling and testing shall be in accordance with the AASHTO standard methods listed in AASHTO M 82.

4.3 MC cutback bitumen spraying temperature ranges shall be as follows:

MC Cutback Grade Spraying Temp. 'C

MC-30 21-63

MC-70 45-80

MC-250 70-110

MC-800 95-125

MC-3000 110-145

5. Slow-Curing (SC) Cutback Bitumen

5.1 SC cutback shall conform with the requirements of ASTM D 2026 which covers Grades SC-70, SC-250, SC-800, SC-3000 and are shown in Table below.

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5.2 SC cutback bitumen spraying temperature ranges shall be as follows:

SC Cutback Grade Spraying Temp. 'C

SC-70 45-80

SC-250 70-110

SC-800 95-125

SC-3000 110-145

5.3 Sampling and testing shall be in accordance with the appropriate ASTM standard methods.

6. Emulsified Bitumen Generally

6.1 Selection and use of emulsified bitumen shall generally be in accordance with the recommendations in AASHTO R 5, subject to the following requirements.

6.2 Emulsified bitumen which have been subjected to freezing temperature while in storage shall be retested and acceptance or rejection of the material shall be based on the results of the retest.

6.3 The manufacturer shall furnish samples of the base bitumen used in the emulsion.

6.4 When samples of undiluted emulsion are not readily available for test purposes, tests may be made on the diluted emulsion and the respective specifications modified to reflect the changes in properties resulting from dilution of the bitumen.

6.5 All emulsified bitumen shall adhere firmly to the surface of the mineral aggregate or the highway surface as appropriate. Failure of the emulsified bitumen to perform satisfactorily on the job shall be deemed cause for its rejection regardless of satisfactory laboratory test results.

7. Anionic Emulsion Bitumen

7.1 Anionic emulsified bitumen shall, prior to dilution, conform to the requirements of AASHTO M 140, for types SS-1 and SS-1h and as listed in Table 1.7.

Table 1.7: Properties of R.C. Cutback Bitumen

RC-70 RC-250 RC-800 RC-3000

Min. Max. Min. Max. Min. Max. Min. Max.

Kinematic viscosity at 60°C centistokes

70 140 250 500 800 1600 3000 6000

Flash point (tag, open-cup degree - - 27 - 27 - 27 -

°C

Water, percent - 0.2 - 0.2 - 0.2 - 0.2

Distillation test:

Distillate, percentage by volume of total distillate to 360°C

to 190°C 10 -

-

to 225°C 50 - 35 - 15 - -

to 260°C 70 - 60 - 45 - 25 -

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RC-70 RC-250 RC-800 RC-3000


to 315°C 85 - 80 - 75 - 70 -

Residue from distillation to 360°C volume percentage of sample by difference

55 - 65 - 75 - 80 -

Tests on residue from distillation:

Absolute viscosity at 60°C poises 600 2400 600 2400 600 2400 600 2400

Ductility, 5 cm/min. at 25°C cm 100 - 100 - 100 - 100 -

Solubility in Trichloroethylene, percent 99 - 99 - 99 - 99 -

Sport test with:

Standard naphtha Negative for all grades

Naphtha-xylene solvent, -percent xylene

Negative for all grades

Heptane-xylene solvent, -percent xylene


Table 1.8: Properties of MC Cutback Bitumen

MC-30 MC-70 MC-250 MC-800 MC-3000

Min. Max. Min. Max. Min. Max. Min. Max. Min. Max.

Kinematic viscosity at 60°C centistokes

30 60 70 140 250 500 800 1600 3000 6000

Flash point (tag, open-cup degree

38 - 38 - 66 - 66 - 66 -

°C

Water, percent - 0.2 - 0.2 - 0.2 - 0.2 - 0.2

Distillation test:

Distillate, percentage by volume of total distillate to 360°C

to 225°C

- 25 0 20 0 10 -

- -

to 260°C 40 70 20 60 15 55 0 35 0 15

to 315°C 75 93 65 90 60 87 75 - 80 -

Residue from distillation to 360°C volume percentage of sample by difference

50 - 55 - 67 - 75 - 80 -

Tests on residue from distillation:

Absolute viscosity at 60°C poises

300 1200 300 1200 300 1200 300 1200 300 1200

Ductility, 5 cm/min, cm 100 - 100 - 100 - 100 - 100 -

Solubility in Trichloroethylene, percent

99 - 99 99 - 99 - 99 -

Sport test with:

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MC-30 MC-70 MC-250 MC-800 MC-3000

Min. Max. Min. Max. Min. Max. Min. Max. Min. Max.

Standard naphtha Negative for all grades

Naphtha-xylene solvent, -percent xylene


Heptane-xylene solvent, -percent xylene


Table 1.8: Properties of SC Cutback Bitumen

SC-70 SC-250 SC-800 SC-3000


Kinematic viscosity at 60°C CSt

70 140 250 500 800 1600 3000 6000

Flash point (Cleveland open cup), degree °C

66 - 79 - 93 - 107 -

Distillation test:

Total distillate to 360°C Volume %

10 30 4 20 2 12 - 5

Solubility in Trichloroethylene %

99 - 99 - 99 - 99 -

Kinematic viscosity on distillation residue at 60°C, CSt

4 70 8 100 20 160 40 350

Asphalt residue:

Residue of 100 penetration, % 50 - 60 - 70 - 80 -

Ductility of 100 penetration 100 - 100 - 100 - 100 -

Residue at 25°C, cm water, % - 0.5 - 0.5 - 05 - 0.5

Table 1.9: Properties of Anionic Emulsified Bitumen

Slow-Setting

SS-1 SS1h

Min. Max. Min. Max.

Tests on emulsions:

Viscosity, Saybolt Furol at 25°C, s


Storage stability test, 24-h, %

Cement mixing test, %

Sieve test, %

Residue by distillation, %

20

-

-

-

-

57

100

-

1

2.0

0.1

-

20

-

-

-

-

57

100

-

1

2.0

0.1

-

Tests on residue from distillation test:

Penetration, 25°C, 100g, 5s

Ductibility, 25°C 5 cm/min, cm 100 40

200 -

40 40

90

Solubility trichloroethylene, % 97.5 - 97.5 -

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7.2 Sampling and testing shall be in accordance with AASHTO T 59.

7.3 Emulsified bitumen spraying temperature range shall be so that appropriate viscosity for each application is achieved, if however the viscosity curves are not available these values, generally considered as guidance, shall be 25-65 degrees C (except for Grade RS-2 where the range shall be 50-75 degrees C). The temperature range for pug mill mixing for medium and slow setting types shall be 15-65 degrees C.

8. Cationic Emulsion Bitumen

8.1 Cationic emulsion bitumen shall, prior to dilution, conform to the requirements of AASHTO M 208, for type CSS-1 and as listed in Table 1.10.

Table 1.10: Properties of Cationic Emulsified Bitumen

Slow-Stetting

CSS-1

Min. Max.

Tests on emulsions:


Storage stability test, 24-h%

Particle charge test

Sieve test, %

Cement mixing test, %

20

Positive

100

1

0.10

2.0

Distillation:

Residue by distillation, % Residue, % 57

Tests on residue from distillation test: Penetration, 25°C, 100g, 5s

Ductibility, 25°C 5 cm/min, cm

100 40

250

Solubility trichloroethylene, % 97.5

8.2 Sampling and testing shall be in accordance with AASHTO T 59.

8.3 Emulsified bitumen spraying temperature range shall be such that appropriate viscosity for each application is achieved, if however the viscosity curves are not available, these values should be generally considered as guidance shall be 25-65 degrees C (Except for Grade CRS-2 where the range shall be 50-75 degrees C). The temperature range for pug mill mixing for medium and slow setting types shall be 15-65 degrees C.

2.4 BITUMINOUS PRIME AND TACK COATS

2.4.1 Scope

These Works shall consists of furnishing and applying MC cutback bitumen prime coat to a previously constructed subgrade, sub-base or aggregate base course, highway shoulders, or concrete pavement; and furnishing and applying RC cutback bitumen or emulsified bitumen as a tack coat to a previously constructed bituminous base or wearing surface to provide bond for superimposed bituminous course; all as and where shown on the Drawings.

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2.4.2 Materials

1. Medium-Curing Cutback Bitumen

MC cutback bitumen (for prime coats) shall be as recommended by ASTM D2399-83. Generally MC 70 shall be used unless otherwise specified.

2. Rapid-Curing Cutback Bitumen

RC cutback bitumen (for tack coats) shall be Grades RC-70 or RC-250 as appropriate and as specified in Section 2.03 — "Materials for Bituminous Construction".

3. Slow-Curing Emulsified Bitumen

Slow-setting emulsified bitumen (for tack coats) shall be slow-setting Grades SS-1, SS1h, CSS-1, or CSS-1h, as appropriate and as specified in Section 2.03 — "Materials for Bituminous Construction", or as required by the Engineer.

2.4.3 Equipment

Equipment used for diluting emulsified bitumen, heating cutback bitumen, spraying cutback and emulsified bitumen, and for application of blotting material to prime coats, shall conform with the requirements set in Section 02099and to the Contractor's approved Work Program.


1. The Engineer may, if he deems necessary, require trail sections to be constructed prior to the commencement of on Site prime or tack coat applications. The Contractor shall construct trial sections using varying application rates of bitumen, as selected by the Engineer. Each trail section shall be 2 lanes wide by 50 m long, at approved locations on or close to the Site.

2. Each trial section shall be constructed using the same materials, mixing and spraying equipment, and construction procedures, proposed for use in the Works.

3. The objectives of these trials shall be to determine the adequacy of the Contractor's equipment and the most suitable application rates for cutback bitumen prime and tack coats.

4. The Contractor shall not proceed with any site coat applications until the methods and procedures established in the trails have been approved.

2.4.5 Application Procedures

1. General

1.1 All equipment used for surface cleaning, heating, bitumen (if required) and application of prime and tack coats, shall be adequate for the purposes intended and shall be approved before use.

1.2 All surfaces to received prime or tack coats shall conform with the specified tolerances and compaction requirements and shall be properly cleaned using

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power brooms or power blowers. The surfaces shall be approved before applying any bitumen material.

1.3 Application of prime coats and tack coats shall be performed only when the surface to be treated is sufficiently dry, for tack coat and sufficiently moist for prime coat, and when the atmospheric temperature is above 10°C for the application of tack coat, 15°C for the application of prime coat. There should be no fog, rain, strong winds, dusty conditions, or dust storms.

1.4 The surfaces of all structures, cubs, gutters and other highway appurtenances shall be protected in an approved manner to prevent them from being splattered or stained with bitumen or damaged during equipment operation. The Contractor shall be responsible for making good any such staining or damage to the satisfaction of the Engineer.

1.5 Traffic shall not be permitted on surfaces after they have been cleaned and prepared for prime or tack coat application.

1.6 If there are undue delays in scheduling priming or subsequent paving after priming, the surface tolerances and compaction of the granular course shall be re-verified and deficient areas corrected to replaced in an approved manner at the Contractor's expense.

1.7 The Contractor shall maintain prime coats and tack coats intact until they are covered by the subsequent pavement course. Any area where the coats have been damaged shall be cleaned of all loose material, any surface defects repaired and the coat re-applied at the Contractor's expense.

2. Prime Coat Application

2.1 If required by the Engineer, when the surface is an untreated subgrade or a granular surface, the cleaned surface shall be given a light application of water and allowed to dry to the condition deemed appropriate by the Engineer before the bituminous material is applied.

2.2 Heating of MC cutback bitumen and its temperature at the time of application shall conform to the relevant requirements of Section 2.03 — "Materials for Bituminous Construction".

2.3 Areas to be primed shall be as shown on the Drawings and including 200mm widths outside the edges of the pavement line, top of embankment slopes to pavement lines, and between curbs or gutter edges for bridge checks.

2.4 Application rates for prime coat will be determined by the Engineer from the trial sections, and shall be generally within the following ranges:

Range of Application Rates for Prime Coat:

Type of Surface Itr/sq.m

Untreated subgrade surfaces, shoulders; sub-base and base courses

0.75-2.0

Other surfaces As determined from field tests or trials

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2.5 The Engineer may order additional trial sections and/or alter the previously established rates of application during progress of the Works.

2.6 Prime coat (MC-70) cutback, or other grade if ordered by the Engineer, shall be applied at the rate selected by the Engineer, using approved type of pressure distributors operated by skilled workmen. The spray nozzles and spray bar shall be adjusted and frequently checked so that uniform distribution is ensured. Spraying shall cease immediately upon any clogging or interference of any nozzle, and corrective measures taken before spraying is resumed.

2.7 Hand spraying will be approved only for priming small patches or inaccessible areas that cannot be primed by normal operation of the pressure distributor.

2.8 Application of prime at the junction of spreads shall not be excessive. Any excess shall be removed from the surface and any skipped areas or recognized deficiencies shall be corrected by use of hand sprays.

2.9 When required by the Engineer, a light covering of blotting material shall be applied to the prime coat 48 hours after spraying and when it has not dried sufficiently to withstand damage by traffic. The blotting material shall be smooth fine sand, or other approved material.

2.10 Prime coats shall be cured for 3 days before traffic is allowed on it or before the succeeding pavement layer is placed, or as directed by the Engineer.

3. Tack Coat Application

3.1 Tack coat application shall be (as shown on the Drawings) on clean dry surface and the rate shall be as ordered by the Engineer. Emulsified bitumen shall be diluted and thoroughly mixed with an equal amount of water before application.

3.2 Heating of RC cutback bitumen and its temperature at the time of application shall conform to the relevant requirements of Section 2.05 “Bituminous Courses". Where slow-curing emulsified bitumen (SS or CSS Type) is used for tack coat, it shall not normally require heating except in temperatures below 20 degrees C.

3.3 The Engineer shall approve the rate of application and after trial tests are carried out, it shall be between 0.1 and 0.6 kg/sq.m. Depending on whether RC cutback or emulsified bitumen is used and the surface condition of the bituminous course on which the tack coat is to be sprayed. The Engineer may alter the previously established rages of application during progress of the Works, if he deems it necessary.

3.4 The tack coat shall be allowed to dry only until it is in a suitable tacky condition to receive the superimposed bituminous course. Tack coat application shall not proceed so far in advance of the following course that it dries out completely.

3.5 Spraying procedures shall be as specified for prime coat application.

3.6 Blotting material shall not be applied to tack coats.

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2.5 BITUMINOUS COURSE

2.5.1 Scope

1. These Works shall consist of the general requirements for furnishing materials, mixing at a central mixing plant, and spreading and compacting various bituminous concrete and other bituminous mixes, including installation of reinforcing fabric when specified, all as and where shown on the Drawings.

2. Requirements with particular application to bituminous base course, binder and wearing courses, levelling course macadam course, cold mix courses, or recycled bituminous base course, are specified in the respective Sections relating to such courses.

2.5.2 Materials

1. Bituminous plant mixes shall generally be composed of coarse mineral aggregate, fine mineral aggregate, mineral filler or cement if required, and penetration-graded bitumen with mix additives if specified, cutback bitumen or emulsified bitumen appropriate to the type of bituminous course to be constructed.

2. All materials shall conform to the relevant requirements of Section 2.03 —"Materials for bituminous Construction".

2.5.3 Job Mixes and Project Mixes

1. At least 30 days prior to the date the Contractor intends to begin production at the mixing plant and after receiving approval of the aggregates, and after the delivery to the Site of the bitumen specified, the Contractor shall submit for approval his proposed Job Mix Formula.

2. The Job Mix Formula shall stipulate a single combined grading of all aggregate and filler materials showing the specified % by weight passing each sieve size and the specific % by weight of each material to be used in the total mix.

3. The Job Mix Formula shall be established by the Contract, under the supervision of the Engineer, in the field laboratory. Mix design procedures shall conform with the Marshall method of mix design and relevant procedures contained in Asphalt Institute Manual MS-2 (latest edition). All trial mixes shall be prepared and tested by the Contractor in the presence of the Engineer.

4. The Job Mix Formula shall specify a combination of mineral aggregates including filler and bitumen (plus bitumen modifier if any) in such proportions as to produce a Job Mix which is within the limits of the specified gradation and bitumen content ranges and which meets the Marshall test requirements, as prescribed for each particular type of bitumen course. It shall also stipulate the mixing temperature at discharge from the mixer, which, unless otherwise directed, shall be 170 degrees C.

5. The Marshall test procedure shall be used to determine the percentage of bitumen to be incorporated in the mix. The Job Mix Formula shall take into consideration the absorption of bitumen into aggregates. Air voids shall be calculated in accordance with the procedure given in the Asphalt Institute Manual, MS-2 (latest edition).

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6. When compacting specimens in accordance with the Marshall test procedure, the number of blows applied with the compaction hammer shall be 75 on each side, unless otherwise specified.

7. In order to meet the requirements, an approved additive such as Portland cement hydrated lime or liquid anti-strip agent, may be required in the Job Mix. Portland cement shall meet the requirements of AASHTO M 85. Hydrated lime shall meet the requirements of ASTM C 207, Type N.

Cement or hydrated lime will normally be required in the approximate range of 2-3% by weight of the aggregates and shall be added at the cold feed in dry or slurry form as directed. Liquid anti-stripping agent, if needed will normally be required in the approximate range of 0.6-0.1% by weight of the bitumen, or according to the manufacturers specifications.

8. Upon receipt of approval of the Job Mix Formula, the Contractor shall adjust his mixing plant to proportion the individual aggregates, mineral filler and bitumen to produce a final project mix within the limits given in Table 1.11 with respect to the Job Mix gradations:

Table 1.11: Maximum Variations of Project Mix from Approved Job Mix

Sieve Designation (square openings) Specified tolerances

9.5 mm (3/8 in.) and above + or — 5.0%

4.75 mm (No. 4) + or — 4.0%

2.00 mm (No. 1) + or — 4.0%

0.425 mm (No. 40) + or — 4.0%

0.18 mm (No. 80) + or — 4.0%

0.075 mm (No. 200) + or — 1.5%

Bitumen Content to be recommended by designer + 0.3

Temperature of Mix on Discharge + or — 5°C of the specified mixing temperature

9. Any deviation from these limits shall be made only with the approval of the Engineer.

10. Conformance to gradation requirements will be determined on the extracted aggregate in accordance with AASHTO T 30. The bitumen content shall be determined in accordance with AASHTO T 164.

11. The Engineer will test the project mix at least twice daily during plant operation and, if necessary, direct the Contractor to readjust the plant to conform to the Job Mix Formula. If, due to differing cold feed or hot bin gradations, the Contractor cannot consistently produce a project mix meeting the Job Mix requirements, production shall cease, the Job Mix shall be redesigned and re-approved and the plant readjusted to produce a new Job Mix.

12. The participation of the Engineer in the preparation of the Job Mix Formula shall in no way relieve the Contractor of responsibility for producing project mixes meeting the specified requirements.

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2.5.4 Equipment

1. General

1.1 Plant and equipment for mixing, transporting, spreading and compacting bituminous mixes, shall conform with the requirements set in Section 02099 and to the Contractor's approved Work Program.

2. Mixing Plant

2.1 Bituminous mixes shall be produced in an approved type batch mixing plant of adequate size with a minimum capacity of not less than 80 ton/hr and a mixer capacity of not less than 750 kg batch. The plant shall conform to the relevant requirements of AASHTO M 156.

2.2 A mechanical batch counter shall be installed as part of the timing device and shall be designed to register only completely mixed batches.

2.3 The mixing plant shall be fully equipped to control the gradation of hot dry aggregates and of cold damp aggregates. A suitable dust collection system shall be installed, capable of returning all dust to the mixture whenever required. Suitable filters shall be incorporated whenever the mixing plant is in the vicinity of town, or whenever law requires them. The plant should be equipped with separate bin of mineral filler material.

2.4 The cold feed system shall be of continuous belt feed type or other approved system. It should be easily modified to allow hydrated lime slurry to be added to the mix prior to heating, and dry powered lime added after heating.

2.5 An approved type automatic weighing, cycling and monitoring system shall be installed as part of the batching equipment. Facilities for easy sampling of the aggregates from the hot bins whilst the plant is in operation shall also be provided.

2.6 The use of a continuous mixing plant will only be considered in special circumstances. In such cases, if the Contractor proposes to use a continuous mixing plant for all or part of the bituminous mixing, full details of the plant including its in-service record if not new and the manufacturer's specifications, shall be submitted for approval before proceeding with the purchase or delivery to Site of such plant.

2.7 The Contractor shall systematically inspect and verify, in the presence of the Engineer, on weekly basis and also whenever suspect the following key operational aspects of the mixing plant:

State of repair of the screens, and their frame mountings.

Proper working of cold and hot bin gates.

Accuracy of batching scales for filler, aggregates and bitumen.

Proper working of the nozzles of the mixer bitumen sprayer.

State of repair of the paddle tips and liners of the mixer.

Thermometers in working conditions.

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2.8 The Contractor shall furnish, for reference and retention by the Engineer, one complete set of the manufacturer's instruction and operating manuals for the mixing plant intended for use.

2.9 At the commencement of the Contract, 2 copies each of the latest editions of Asphalt Institute Specification SS-1 and Manuals MS-2, MS-3, MS-8 and MS-22 shall be furnished by the Contractor for use by the Engineer's supervisory staff and, in addition, one copy of each as appropriate shall be issued to each of the Contractor's senior staff involved in bituminous course Works. At the end of the Contract all the copies shall become the property of the Employer.

3. Spreading and Finishing Equipment

3.1 Bituminous course shall be spread and finished using approved type, self-contained, power-propelled pavers of sufficient capacity to be capable of laying up to 80 ton/hr. Pavers shall be provided with electronically controlled vibratory screed or strike-off assembly with devices for heating the screed, and shall be capable of spreading and finishing the various courses of bituminous plant mix to the proper thickness and in lane and shoulder widths applicable to the typical cross sections shown on the Drawings, and in incremental widths down to 2.4 m minimum and up to 8 m maximum.

3.2 The pavers shall employ mechanical devices such as equalising runners, straightedge runners, evener arms or other compensating devices, to maintain trueness of grade and confine the edges of the mix to true lines without the use of stationary side forms. Joint levelling devices shall be provided for smoothing and adjusting longitudinal joints between lanes.

3.3 The paver shall be equipped with a receiving hopper having sufficient capacity for a uniform spreading operation. The hopper shall be equipped with a distribution system to place the mix uniformly in front of the full length of the screed.

3.4 The screed or strike-off assembly and extensions shall effectively produce a finished surface of the required evenness and texture without tearing, shoving, or gouging the mix.

3.5 The paver shall be capable of being operated at forward speeds consistent with satisfactory laying of the mix. Speed shall be fully adjustable between 3 m/min and 6 m/min.

3.6 The automatic controls shall consist of an automatic linkage arrangement such that, through the process of automatically adjusting the screed thickness control, the mix can be placed and finished to a predetermined grade and a uniform crown or cross section. Articulated averaging beams shall be at least 9 m in length.

3.7 If during construction, the spreading and finishing equipment in operation leaves in the pavement surface tracks or indented areas or other objectionable irregularities that are not satisfactorily corrected by scheduled operations, the use of such equipment shall be discontinued and other satisfactory spreading and finishing equipment shall be provided by the Contractor.

3.8 The Contractor shall make available, for reference by the Engineer, the manufacturer's instruction and operating manuals for each paver intended for use.

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1. Immediately prior to finalization of the Job Mix Formula, the Contractor shall lay trial sections of the various bituminous mixes intended for use in the Works. Each trial section shall be 2 lanes wide by 50 m long at approved locations close to the Site. Each trial section shall be laid using the same materials, proposed Job Mix, mixing, spreading and compaction plant and spreading and compaction procedures, proposed for use in the Works.

2. Each trial section shall serve as a field verification of the Job Mix design. The mix density achievable and the air voids at that density shall be determined and, if less than required, the Job Mix Formula shall be adjusted accordingly.

3. Each trial section shall also demonstrate the adequacy of hauling, spreading and compaction equipment and the suitability of the construction methods and organization proposed.

4. If the trial section meets the required specification, the Job Mix Formula will be approved.

5. The trial section shall be carried out at the Contractor's expense and is to be removed from Site, if required by the Engineer.

2.5.6 Mixing Procedures

1. Each aggregate ingredient shall be heated and dried such that the temperature recorded in the hot fines bin after screening shall not exceed 170 degrees C. If any aggregates contain excess moisture so as to cause foaming in the mixture or their temperature is in excess of 170 degrees C, they shall be removed from bins and disposed of as directed.

2. Immediately after heating, the aggregates shall be screened into at least 3 sizes and conveyed into separate bins ready for batching and mixing with the bitumen. When the aggregates furnished are of such size and grading that separating into 3 binds is impractical, the number of required separations may, if approved, be reduced to 2 only. Screening operations shall produce, at plant operating capacity, gradations in each of the sizes of heated and dried aggregates that are reasonably uniform and will result in the production of a mix conforming to the Job Mix requirements.

3. The dried and heated aggregate and (cold) mineral filler shall be combined in the plant in the proportionate amounts as determined by the Job Mix. Just prior to bitumen entering the mixer, bitumen modifier (catalyst) or anti-stripping additive, if required, shall be thoroughly mixed with the bitumen which shall then be introduced into the pug mill mixer in the proportionate amount determined by the Job Mix.

4. The temperature of the bitumen upon entering the pug mill shall be within 15°C of the aggregate temperature. Unless otherwise directed, the viscosity of the bitumen and the temperature shall be as given.

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Table 1.12:

Type and Grade of Asphalt Viscosity (Centistokes) Max. Temperature 'C of

the Mix. Immediately after discharge from Pugmill

80 — 100 pen. 170 ± 20 160

60 — 70 pen. 170 ± 20 165

40 — 50 pen. 170 ± 20 170

5. Any mix subjected to higher temperature than those shown in Table 4.3.2 shall be rejected.

6. The mixing time required in order to obtain a homogeneous mix and adequate coating of the aggregates with bitumen shall be determined by the Contractor in the presence of the Engineer. This time shall be determined whenever the source of aggregate for the mix changes.

7 in batch plants, mixing time shall begin upon entry of bitumen into the pug mill.

8. Mixing time for continuous mixing plants will be determined by the following formula or other approved methods:

Mixing time (sec) = Pug mill dead capacity (kg) divided by pug mill output (kg/sec).


1. When the bituminous mix is to be placed on a prepared subgrade, sub base, or base, the surface shall be prepared to meet the appropriate specified compaction and surface tolerance requirements. The surface shall then be primed as specified in Section 4.02 "Bituminous Prime and Tack Coats"/ Jordanian specifications for highway and construction. No bituminous mix shall be laid on a prime coat until it has been inspected and approved.

2. When the bituminous mix is to be placed on an existing bituminous surface, the surface shall be cleaned of all foreign material and broomed free of dust. Any loose, broken or shattered bituminous material along the edges of the existing surface shall be removed and the exposed subgrade, and a sufficient width of the shoulder adjacent to the edge of the existing surface, shall be shaped, bladed, compacted and broomed to provide a uniform firm subgrade for the new surface course.

3. Broken, soft, or unstable areas of existing bituminous surface, base or subgrade shall be removed and replaced. The areas shall be excavated to a depth as directed and refilled with the specified bituminous mix.

4. Prior to placing of the bituminous mix on an existing bituminous surface when required, a tack coat as specified in Section 4.02 — "Bituminous Prime and Tack Coats" / Jordanian specifications for highway and construction shall be applied to the existing surface at the rate determined by the Engineer. No mixture shall be laid on a tack coat until it has been inspected and approved.

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2.5.8 Delivery, Spreading and Finishing

1. Delivery of Mix to Site

1.1 A sufficient number of haul vehicles shall be provided so that adequate supplies of mix are delivered to ensure that continuous paving will be achieved.

1.2 Hauling equipment for aggregates and bituminous mixes shall consist of vehicles having dump bodies suitable for dumping materials in a windrow or in spreader boxes. The bodies shall be so constructed that their volume measurement can be accurately determined. They shall be constructed and maintained such that loss of materials during hauling operations will not occur. Dump controls shall be capable of operation from the driver's seat.

1.3 Hauling equipment for hot bituminous mixes shall have tight, clean, smooth metal beds which are periodically thinly coated with a lime solution or other approved material to prevent adherence of the mix. All hauling units shall be equipped with a canvas or other approved type cover which shall be used to cover the hot material upon loading at the mixing plant and shall not be removed until the mix is discharged into the paver.

1.4 The dispatching of the hauling vehicles to the Site shall be so scheduled that all material delivered is placed at least 90 minutes before sunset to allow sufficient time for compaction, unless the use of artificial light is approved. Delivery of material shall be at a uniform rate and in an amount well within the capacity of the paving and compacting equipment.

1.5 The mix at delivery to the paver shall be not more than 10°C below discharge temperature at the mixing plant. The minimum temperature for the commencement of breakdown rolling is 120°C. Mix loads of temperature less than 120°C shall not be accepted, and the load shall be disposed of and another load used. If there is consistent failure to meet the temperature requirements, the Engineer shall order paving operations to stop until suitable measures are taken by the Contractor to ensure that temperature requirements are met.

1.6 Each haul vehicle shall be weighed after each loading at the mixing plant and accurate records shall be kept of the gross weight and net weight of each load, for each vehicle and dates and time of loading.

2. Setting Out and Reference Lines

2.1 The Contractor shall survey the centre line profile and crown of the existing surface or base and determine a reference grade line, which will be submitted for approval. A reference line of wire or suitable cord shall be installed at a uniform grade parallel to the approved reference grade line such that conformance with the required geometrics, surface tolerance and minimum thickness requirements shall be ensured. The reference line shall be supported at 8 m maximum spacing unless there is noticeable sag in the line or the pavement surface, in which case the maximum spacing shall be 4 m.

2.2 The reference line shall be maintained taut and free from sags at all times during spreading and initial compacting operations.

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2.3 Except where the paver is matching a previously placed layer, a wire or cord reference line shall be installed on both sides of the paver for the initial bituminous course being laid. Thereafter only one reference line will normally be required, if the paver is equipped with adequate automatic super elevation control.

3. Spreading and Finishing

3.1 Bituminous mixes shall be laid only when the air temperature is at least 5 degrees C or above, when the existing surface is free from moisture, and when the weather is not foggy, rainy, dusty or excessively windy (particularly at low temperatures).

3.2 After completion of surface preparation, the bituminous mix shall be spread and finished true to crown and grade by approved automatically controlled bituminous pavers. The mix may be spread and finished by approved hand methods only where the Engineer determines that machine methods are impracticable. Hand methods include heated hand tampers of at least 10 kg weight and approved type mechanical (vibratory) tampers.

3.3 The paver shall spread the bituminous mix without tearing the surface and shall strike a finish that is smooth, true to cross section, uniform in density and texture and free from hollows, transverse corrugations and other irregularities.

3.4 The paver shall be operated at a speed, which gives the best results for the type of paver being used, and which coordinates satisfactorily with the rate of delivery of the mix to the paver. A uniform rate of placement shall be achieved without repeated intermittent operation of the paver.

3.5 The mix shall be delivered to the paver in time to permit completion of spreading, finishing and compaction of the mix during daylight hours.

3.6 If during laying, the paver is repeatedly delayed because of lack of mix or if the paver stands at one location for an extended period, resulting in the (unrolled) mat under and adjacent to the rear of the spreader falling below the minimum temperature for breakdown rolling, the affected portion of mat shall be cut out and discarded and a transverse joint shall be constructed. Paving shall not recommence until the Engineer is satisfied that paving will proceed without interruptions.

3.7 Contact surfaces of curbing, gutters, manholes, and similar structures shall be painted with a thin, uniform coating of tack coat material. The bituminous mixture shall be placed uniformly high near the contact surfaces so that after compaction it will be 10 mm above the edge of such structure.

3.8 If during the paving operations the spreading and finishing equipment in operation leaves in the pavement surface tracks or indented areas or other objectionable irregularities that are not satisfactorily corrected by the scheduled operations, the use of the equipment shall be discontinued, until faults are corrected to the approval of the Engineer. If this is not possible, the Contractor shall provide other satisfactory spreading and finishing equipment.

3.9 Unless otherwise directed by the Engineer, where successive bituminous layers are to be placed, the surface of each existing layer shall be swept clean with a power broom, or by other approved means and a tack coat applied at

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the rate designated by the Engineer and in accordance with the relevant requirements of Section 2.04 — "Bituminous Prime and Tack Coats".

3.10 Transverse joints in succeeding layers shall be offset by at least 2 m longitudinal joints shall be offset by at least 150 mm.

3.11 Bituminous mix shall be spread in one or more layers so that, after rolling, the nominal thickness of each layer of the compacted bituminous material does not exceed 2 to 3 times maximum size of aggregate. This maximum thickness may be increased slightly when such increase is more appropriate to total pavement thickness and provided the Engineer determines that such increased thickness will not be detremental to the quality of the finished bituminous course, and the Contractor can show that the required density is attained throughout the layer thickness.

3.12 Transitions and structure approaches shall meet the design criteria for geometric, the surface tolerance specifications, and shall not be visually discontinuous or abrupt in appearance.

3.13 Side roads, entrances and lay-bys shall be paved in accordance with the details shown on the Drawings.

4. Joints and Edges

4.1 All joints between old and new pavements or between successive days' work shall be such as to ensure thorough and continuous bond between the old and new material.

4.2 Before placing fresh mix against previously laid or against old pavement, the contact surface shall be cut back to a near vertical face, and shall be sprayed or painted with a thin uniform coat of tack coat material unless otherwise directed. Longitudinal joints shall be made by over lapping the paver screed on the previously laid material (cut back as necessary) and depositing a sufficient amount of fresh mix so that the joint formed will be smooth and tight.

4.3 The Contractor shall schedule paving operations so as to minimize the exposure of the leading lane of longitudinal joints prior to the completion and compaction of the joint. As a minimum, the leading lane shall not be laid in advance of the adjacent trailing lane by more than one half day of paving, and in no case shall the leading lane be more than 0.5 km ahead of the trailing lane without approval. In the event of failure to conform to these requirements, the Engineer may temporarily suspend paving on the leading lane.

4.4 Unsupported edges of bituminous layers shall be rolled immediately following the rolling of the longitudinal joint. The material long the unsupported edge may, if approved, be raised slightly by hand methods, to ensure that the full weight of the roller will bear fully on the edge material.

4.5 On completion, the longitudinal edges of bituminous pavement shall be true to the width and alignment as shown on the Drawings. The edges shall be cut back if necessary prior to rolling, additional mix placed manually in a longitudinal strip adjoining each pavement edge, and the edge rolled down to a neat 3:1 (H:V) slope or as shown on drawings.

4.6 Transverse joints shall be carefully constructed and thoroughly compacted to provide a smooth riding surface. Joints shall be straight-edged and string-lined

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to assure smoothness and true alignment. If the joint is formed with a bulkhead, such as a board, to provide a straight line and vertical face, is shall be checked with a straight edge before fresh material is placed against it to complete the joint. If a bulkhead is not used to form the joint and the roller is permitted to roll over the end of the new material, the line shall be located back of the rounded edge a sufficient distance to provide a true surface and cross-section. If the joint has been distorted by traffic or by other means, it shall be trimmed to line. In either case, the joint face shall be painted with a thin coating of asphalt before the fresh material is placed against it.

5. Compaction

5.1 Competent and experienced operators in accordance with the manufacturer's instructions, copies of which shall be submitted to the Engineer, shall operate Rollers. Rollers shall be kept in operation continuously if necessary, so that all parts of the pavement receive substantially equal compaction at the time desired.

5.2 After spreading and strike-off, and as soon as the mix conditions permit the rolling to be performed without excessive shoving or tearing, the mixture shall be thoroughly and uniformly compacted, using approved types, sizes and numbers of rollers. Rolling shall not be prolonged to the point where cracks appear or shoving or displacement occurs.

5.3 All rollers shall be self-propelled vibratory steel wheel, 2-axle tandem steel- tired and pneumatic-tired types, in proper operating condition. Capable of reversing without backlash or tearing of the surface, and shall be operated at speeds slow enough to avoid displacement of the bituminous mix. The minimum number of rollers required is 3, of which one must be a pneumatic type. The Contractor shall select a suitable method and pattern of rolling that will achieve the required compaction, to the Engineers approval.

5.4 Prior to use on Site of pneumatic-tired rollers, the Contractor shall furnish, for reference and retention by the Engineer, manufacturer's charts or tabulations showing the contact areas and contact pressures for the full range of tire inflation pressures and for the full range of tire loadings for each type and size of compactor tire to be used. The Contractor shall ensure that tire pressures are maintained at all times in conformity with such charts or tabulations. The maximum allowable tolerances shall be plus or minus 35 kN/sq.m (5 psi).

5.5 Rollers should move at a slow but uniform speed, generally with the drive roll or wheels nearest the paver. Recommended speeds are shown in Table 1.13 (km/hr).

Table 1.13: Recommended Speeds or Rollers (km/hr)

Breakdown Intermediate Finish

Steel Tired Static Weight Rollers 3 5 5

Pneumatic Tired Rollers 5 5 9

Vibratory Rollers 4.5 4.5

5.6 If vibratory rollers are used, when it is required to change direction the vibration should be turned off before the roller is stopped, and turned on after motion in the new direction begins.

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5.7 Rolling shall begin as soon as the mixture will bear the roller weight without undue displacement. The minimum temperature of the mat at which rolling shall be allowed to start is 120°C.

5.8 Breakdown rolling shall consist of 3 complete coverages unless otherwise directed. Rolling shall be longitudinal, beginning at the low side of the spread of material and proceeding towards the high side, overlapping on successive trips by at least one half the width of the rear wheels. Alternate trips of the rollers shall be of slightly differing lengths.

5.9 The speed of the rollers, rolling pattern and, in the case of vibratory rollers, the frequency and amplitude of vibration, shall be approved by the Engineer. To prevent adhesion of the mix to the rollers, the wheels shall be kept properly and lightly moistened with water. An excessive use of water will not be permitted.

5.10 The rolling pattern, type and number of rollers shall be established by a site trial so as to achieve the required compaction. The approved rolling pattern shall be followed.

5.11 Intermediate rolling involving 3 coverages with pneumatic-tired rollers unless otherwise specified shall follow the initial or breakdown rolling. Tire contact pressure shall be as approved by the Engineer.

5.12 Finishing rolling shall then be carried out by means of tandem power steel rollers unless otherwise designated. If, the specified density is not achieved, changes shall be made in size and number of rollers being used to ensure the compaction requirements are met.

5.13 The compacted density for all bituminous courses shall be equal to or greater than 97% of the average Marshall bulk specific gravity for each day's production unless otherwise directed by the Engineer.

5.14 Any mix that becomes loose, broken, mixed with foreign material, or which is in any way defective in finish or density, or which does not conform in all other respects with the specified requirements shall be removed, replaced with suitable material and properly finished.

2.5.9 Sampling and Testing

1. Sampling and testing shall conform with the relevant requirements set in Section 02099 and Table 1.14.

Table 1.14: Tests for bituminous Pavements Minimum Tests Required

Work Item (A)

Tests at source of Material

Frequency of all tests mentioned under (A)

(B) Tests at road site

Frequency of all tests mentioned under (B)

4-1 Materials 1. Specific Gravity - Test for each

used in and Water Source

Asphalt mix absorption - When materials

(at Batching 2. Abrasion test Quality changes

plant) 3. Chert content - As requested

4. Clay lumps and

friable materials

5. Flaky and

elongated

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Work Item (A)

Tests at source of Material

Frequency of all tests mentioned under (A)

(B) Tests at road site

Frequency of all tests mentioned under (B)

Particles

6. Soundness

4-2 Materials 1. Gradation - Test for each

used in 2. Specific Gravity Source

Asphalt mix and water - When materials

(from hot absorption quality changes

Bins) 3. Plasticity index

- As requested

4. Sand equivalent

5. Stripping with Asphalt

4-3 Asphalt mix design each layer (At Batching Plant)

1. Complete mix design in accordance with American Asphalt Institute (MS2)

2. Loss of stability

- For each project

- When materials quality changes

- When results are not consistent with the mix design results

- As requested

4-4 Asphalt for each layer

At Batching Plant:

1. Stability

2. Flow

3. Extraction (binder content and gradation)

4. Air voids

5. Voids in mineral aggregates

6. Daily Marshall Density

- Test each 3 working days

- Test for each batching plant

- As requested

Behind Spreader:

1. Stability

2. Flow

3. Extraction (binder content and gradation)

4. Air voids

5. Voids in mineral aggregates

6. Daily density

- Test each working days

- Test for each batch

- As requested

7. Loss of Stability - Once a week

- As requested

7. Road density and thickness (after final compaction

8. Loss of

Stability

- Test each 200 lin.m. per lane and for each layer

- As requested

- One a week

- As requested

2. The Marshall bulk specific gravity shall be determined in accordance with AASHTO T 166 or AASHTO T 275. The Marshall specimens shall be prepared from the same material used in construction, taken from samples a fresh bituminous mix at the mixing plant or from trucks delivering mix to the Site. Oven, heating for up to 30 minutes to maintain the heat of the sample is permissible.

3. The bulk specific gravity of the mix as placed and compacted in situ shall be determined from 100 mm nominal diameter core samples, or slab samples cut from each compacted layer on the road at locations designated by the Engineer who may require additional tests to determine limits of areas deficient in density, or for recheck.

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4. Samples for in situ bulk specific gravity determinations shall be taken in sets of 2 from each pavement location. Minimum frequency of sampling for each bituminous layer shall be one set/lane/500 m, with a minimum of one set per day of placing bituminous layers.

5. The Contractor shall cut the samples with an approved core drill in the presence of the Engineer. The equipment shall be capable of cutting the mixture without shattering the edges or otherwise disturbing the density of the specimen.

6. The Contractor shall, when necessary, furnish and apply cold water, ice, or other cooling substance to the surface of the pavement to prevent the sample from shattering or disintegrating. The Contractor shall fill and compact all test holes at his own expense.

2.5.10 Surface Tolerances

1. The fully compacted and completed bituminous course shall conform to the lines, grades and cross sections as shown on the Drawings.

2. The elevations of the finished course shall be checked by the Contractor, in the presence of the Engineer at maximum intervals of 10m and at intermediate points as directed.

3. When the finished surface is tested with a 3 m long straightedge, placed parallel to or at right angles to the centre line, the maximum deviation of the surface from the testing edge between any 2 contact points shall not exceed the tolerances specified for each type of bituminous course laid.

4. All areas which exceed the specified tolerances shall be corrected by removing the defective sections of bituminous course and reconstructing them or, if approved, by adding new material and re-compacting and finishing to the specified standard or increasing the thickness of the succeeding course.

5. The tolerances specified for evenness of finished surfaces for all types of bituminous courses, shall not invalidate the tolerances specified for construction thickness and elevations of such courses.

2.5.11 Determination of Thickness of Courses

1. The Contractor shall compensate for minor deficiencies in the thickness of any bituminous course in the pavement structure by increasing the thickness of the subsequent bituminous course. After completion of the final (wearing) course any deficiencies in the thickness of any course which have not been compensated for by increasing the thickness of a subsequent course, will be considered deficiencies in the final (wearing) course.

2. Cylinder core samples shall be taken as specified for in situ bulk specified gravity core samples.

3. Thickness of bituminous courses shall be determined by average calliper measurement of cores, rounded upwards to the nearest mm.

4. Paved sections to be measured separately shall consist of each 300 lin.m section in each traffic lane. The last section in each traffic lane shall be 300 m plus the fractional part of 300 m remaining. Other areas such as intersections, entrances, crossovers, ramps, etc. shall be measured as one section and the

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thickness of each shall be determined separately. Small irregular unit areas may be included as part of another section.

5. The Contractor at approved locations and in the presence of the Engineer shall take one core from each section. When the measurement of the core from any paved section is not deficient by more than 5 mm from the specified thickness, the core will be deemed to be of the specified thickness as shown on the Drawings.

6. When the measurement of the core from any paved section is deficient by more than 5 mm but not more than 20 mm, 2 additional cores spaced at not less than 100 mm shall be taken and used together with the first core to determine the average thickness of such section.

7 When the measurement of the core from any paved section is less than the specified thickness by more than 20 mm, the average thickness of such section shall be determined by taking additional cores at not less than 5 m intervals parallel to the center line in each direction from the affected location until, in each direction, a core is taken which is not deficient by more than 20 mm. Exploratory cores for deficient thickness will not be used in average thickness determinations.

8. Any deficiencies in the total thickness of bituminous courses shall be subject to a proportional reduction in the area of final (wearing) course measured for payment. Alternatively, the Contractor shall construct all at his own expense, a wearing course overlay, if practicable in the judgement of the Engineer. Any such overlay shall be a minimum of 40 mm-compacted thicknesses and to the specific standard of the course it is overlaying.

9. If the deficiency in total asphalt layers thickness is from 0-3 mm, full payment will be made, on condition that deficiencies are not found in more than 10% of the total project. Deficiencies between 3 mm and 10 mm, 80% of the full payment for the bituminous courses will be made.

2.6 BITUMINOUS BINDER AND WEARING COURSES

2.6.1 Scope

These Works shall consist of furnishing materials, mixing at a central mixing plant, spreading and compacting bituminous binder course and bituminous wearing course on an approved base course as and where shown on the Drawings.

2.6.2 Materials

1. All Material shall conform to the relevant requirements of Section 2.03 "Materials for bituminous Construction" / Jordanian specifications for highway and construction.

2. Unless otherwise shown on the Drawings, bitumen for binder and wearing courses construction shall be 60/70 penetrations graded bitumen, and or any other suitable grade for the climatic condition of the project.

3. When an approved modifier (catalyst) is to be added and mixed with the bitumen, the bitumen used shall not be of lower penetration than 80/100 grades.

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2.6.3 Job Mix and Project Mix

1. The Contractor in accordance with the procedures and requirements of Section 2.05 — "Bituminous Courses", shall establish The Job Mix Formula.

2. The Job Mix for bituminous binder and wearing courses shall conform to the following composition limits, as shown in Table 1.16.

Table 1.16: Job Mix Requirements for Bituminous Binder and Wearing Courses

Property Binder Course Wearing Course

Marshall Stability at 60°C (kg) 800 (Min.) 900 (Min.)

Flow (mms) 2.0-4.5 2.0-5.0

Voids in Mineral Aggregate (VMA) % 14 (Min.) 14 (Min.)

Air Voids (°/0) 3-5 3-5

Voids filled with asphalt (VFA) % 65-80 65-80

Residual voids in trial mix after 50 blows 4% (Max.) 4% (Max.)

Index of retained strength (AASTHO 1165) 75% (Min.) 75% (Min.)

3. After the Job Mix Formula has been established and approved, all subsequent mixes shall conform to it within the allowable tolerances.

4. The Job Mix formula shall be re-established if the source of aggregate, filler or bitumen is changed.

2.6.4 Equipment

Plant and equipment for mixing, hauling, placing and compacting bituminous binder course and wearing course materials, shall conform to the relevant requirements of Section 2.05 — "Bituminous Courses" / Jordanian specifications for highway and construction.


Trial sections shall be constructed as and where directed and in accordance with the relevant requirements of Section 2.05 — "Bituminous Courses" / Jordanian specifications for highway and construction

2.6.6 Mixing Procedures

Handling and mixing of bitumen (including modifier and anti-stripping agent, if any) and aggregates (including mineral filler if required) shall be in accordance with the relevant requirements of Section 2.05 — "Bituminous Courses"/ Jordanian specifications for highway and construction.


Preparation of the surface upon which the bituminous binder course and the bituminous wearing course mixes are to be laid, and the use of prime and tack coats, shall be appropriate to the type and condition of such surfaces and shall conform with the relevant requirements of Section 2.05 — "Bituminous Courses"/ Jordanian specifications for highway and construction.

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2.6.8 Delivery, Spreading and Finishing

1. General

The delivery, spreading and finishing of bituminous mixes for binder and wearing courses shall conform with the relevant requirements of Section 2.05 —"Bituminous Courses" / Jordanian specifications for highway and construction and to the following particular requirements.

2. Rollers

2.1 Initial breakdown rolling shall be carried out by use of 2 dual-drum vibrating steel-wheeled vibrating rollers each of minimum weight 7,000 kg and with vibrating frequency of 2,000-3,000 cycles/min. These rollers shall be purpose made for compaction of hot bituminous courses.

2.2 Intermediate rolling shall be carried out by use of at least 2 self-propelled, tandem pneumatic smooth-tired rollers each capable of exerting contact pressures of up to 690 kN/sq.m (100 psi) and ballast-adjustable to ensure uniform wheel loading.

2.3 Final rolling shall be carried out by use of two, 2-axle tandem steel-tired rollers each of minimum weight 10,000 kg, capable of exerting contact pressure of up to 65 kg/cm (350 lb/in).

2.4 The number of rollers used for any stage of rolling may be reduced by the Engineer to one, provided that the course being compacted in less than 5.5 m in width, and provided an equivalent standby roller is available on site as replacement, in the event of breakdown of the operating roller.

3. Standard of Compaction

The compacted density of the bituminous wearing course shall not be less than 97% of the average Marshall bulk density for each day's production.

4.6.9 Sampling and Testing

Sampling and testing shall conform to the relevant equipments of Section 2.05 —"Bituminous Courses, and Table 4.3.3.

4.6.10 Surface Tolerances

1. Surface tolerances shall conform with the relevant requirements of Section 2.05 — "Bituminous Courses", and to the following particular requirements.

2. The tolerances on elevations of the final bituminous wearing course surface shall not be greater than ± 10 mms.

3. When the finished wearing course surface is tested with a 3m long straightedge, placed parallel to, or at right angles to the centreline, the maximum deviation of the surface from the testing edge between any two contact points shall not exceed 5 mm.

4. The combination of the permitted tolerances in the levels of the different pavement layers, excluding aggregate base and sub-base courses, shall not result in a reduction of thickness by more than 10 mm from the specified thickness, as shown on the drawings, nor a reduction in the final wearing

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course thickness by more than 5 mm from that specified or shown on the drawings.

2.6.11 Determination of Thickness

1. Procedures for determining the average compacted thickness of bituminous binder and wearing courses shall conform with the relevant requirements of Section 2.05 — "Bituminous Courses", and with the following particular requirements.

2. Cores for thickness measurements of the binder course shall be used to determine if changes are necessary in the constructed thickness of the wearing course to rectify any thickness deficiencies in the binder course.

PART 3 - EXECUTION

3.1 INSPECTION

A. Place and apply sub bases, bases, bituminous materials, hot poured joint sealers, prime and tack coats, bituminous concrete and appurtenances in accordance with this Specification as indicated on the Drawings and in accordance with approved shop drawings and as directed by the Engineer .

B. Provide composition and compacting in accordance with the provisions specified herein.

C. Testing results shall be approved by the Engineer.

END OF SECTION

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SECTION 02720 - AGGREGATE BASE COURSE

PART 1 – GENERAL

1.1 SUMMARY

A. Section Includes: Work provided under this specification shall include the furnishing, placement and compaction of aggregate base course, providing rounded gravel on top of sheet waterproofing for roofs.

B. Related Sections: Refer to the following sections for related work:

1. Earthwork.

2. Cast-in-Place Concrete.

3. Sheet Waterproofing

1.2 REFERENCES

A. American Society for Testing and Materials (ASTM)

1. ASTM C88 Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate.

2. ASTM C131 Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

3. ASTM C136 Method for Sieve Analysis of Fine and Coarse Aggregates

4. ASTM D75 Practice for Sampling Aggregates

5. ASTM D422 Test Method for Particle-Size Analysis of Soils

6. ASTM D1557 Test Methods for Moisture-Density Relations of Soils and Soil Aggregate Mixtures Using 10-lb(4.54-kg) Rammer and 18-in.(457mm) Drop

7. ASTM D2419 Test for Sand Equivalent Value of Soils and Fine Aggregate

8. ASTM D2844 Test Methods for Resistance R-Value and Expansion Pressure of Compacted Soils

9. ASTM D2922 Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth)

10. ASTM D2940 Specification for Graded Aggregate Material for Bases or Subbases for Highways or Airports

11. ASTM D3017 Test Method for Water Content of Soil and Rock in-place by Nuclear Methods (Shallow Depth)

12. ASTM D4318 Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils

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1.3 SUBMITTALS

A. General: Submit the following in accordance with Conditions of Contract and Section 01330, “Submittal”.

B. Product Data: Submit product data for each base course material.

C. Test Reports: Provide laboratory test reports to show that materials comply with requirements specified in 2.01 “Materials” of this specification.

1.4 DELIVERY, STORAGE AND HANDLING

A. Protection: Base course shall be transported in suitable vehicles with a cover. A load shall be covered immediately after loading and remain covered until unloading.

1.5 PROJECT CONDITIONS

Environmental Requirement: In the event of temporary suspension of the Work or inclement weather, or as directed by the Engineer, all of the Work, materials and equipment incorporated therein shall be protected against damage, injury or loss from the weather, whether in storage on or off the site.

PART 2 - PRODUCTS

2.1 MATERIALS

A. General: Provide base course material consisting of fine and coarse aggregate, the combination of materials conforming to the requirements of ASTM D2940.

Base course shall have a resistance value (R-value) not less than 76 as determined by ASTM D2844.

B. Coarse Aggregate: Durable crushed particles of either stone, gravel, asphalt concrete pavement, or Portland cement concrete.

1. Aggregates retained on the No. 4 (4.75 mm) sieve shall be capable of withstanding the effects of handling, spreading, and compacting without degradation production or deleterious fines.

2. Coarse aggregates shall comply with the requirements shown in TABLE 1.1.

C. Fine Aggregate: Aggregates retained on the No. 4 (4.75 mm) sieve shall consist of fines from the operation of crushing course aggregate.

1. Natural sand, or finer mineral matter, or both, may be added where available and suitable.

2. Fine aggregate shall comply with the requirements shown in TABLE 1.1.

ENGINEERING REQUIREMENTS - TABLE 1.1

CHARACTERISTIC Fine Course

Los Angeles Abrasion Wear (ASTM C 13 1) 40% max.

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ENGINEERING REQUIREMENTS - TABLE 1.1

Soundness (5 cycles ASTM C88) 15% max. 15% max.

Crushed Aggregate (% Material Retained on 3/8 inch sieve (9.5 mm) by wt., having at least two (2) fractured faces)

50% max.

Maximum % passing No. 200 (75 pm) 60% of No. 30 (600 pm)

Plasticity Index (Material finer than No. 40 sieve) (425 pm)

4.0 max.

Sand Equivalent Value 35 min.

D. Rounded Gravel: Provide rounded gravel on top of waterproof sheets for roofs, size of Rounded Gravel size from 20mm to 40mm.

E. Gravel for landscape purpose : For location ,material , size ,colour and texture Refer to Landscape Schedule

F. COBBLES : For location ,material , size ,colour and texture Refer to Landscape Schedule

2.2 SOURCE QUALITY CONTROL

A. Tests: A sample of material delivered to the project shall be taken for each 300 tons (270 metric tons) placed or each day’s placement, whichever is greater, and tested for gradation and moisture density relationship.

B. Testing of Materials: The independent Testing Agency shall perform all tests herein specified and any additional tests as may be required and submit test reports to the Engineer.

PART 3 – EXECUTION

3.1 PREPARATION

A. Preparing the site related to irregularities in substrate gradient correction, elevation by scarifying, reshaping and recompaction.

3.2 INSTALLATION

A. General: Each base course shall be placed in lifts which will provide 200mm compacted thickness.

B. Leveling and contouring surfaces to elevations and gradients as indicated.

C. Compaction as described.

3.3 FIELD QUALITY CONTROL

a. The independent Testing Agency shall perform compaction testing and any additional tests as may be required and submit test reports to the Engineer.

b. Testing for compaction density ration under asphalt pavements and under concrete SOG.

c. Crushed aggregate base/sub-base course, compacted to 95% modified

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AASHTO density CBR>=80%.

3.3 CLEANING

Contractor shall keep the premises free from accumulations of waste materials, rubbish, and other debris resulting from the Work.

A. Remove all waste materials, rubbish, and debris from and about the premises.

B. Remove all tools, construction equipment and machinery, and surplus materials.

C. Contractor shall restore to their original condition those portions of the site not designated for alteration by the Contract documents.

END OF SECTION

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SECTION 02770 - INCIDENT CONSTRUCTION

PART 1 - GENERAL

1.1 WORK INCLUDED

These Works shall consist of the furnishing materials and constructing concrete, curbs, gutters, curb-and-gutter combinations and concrete paving to sidewalks and medians, using in site concrete construction or precast concrete units, as and where shown on the Drawings.


1. Earthwork

2. Miscellaneous Works

3. SECTION 09300 Tiles

1.3 SUBMITTALS

A. Submit the following in accordance with Section 01300:

1. Manufacturer’s specification and product data for all miscellaneous work items specified.

2. For informational purposes, submit manufacturer’s printed installation instructions.

3. Submit three (3) samples of each item specified to the Engineer for approval.

PART 2 - PRODUCTS

2.1 MATERIALS AND PRECASTE MANUFACTURE

A. Concrete

Portland cement concrete shall be Grade 25 or Grade 30 for all in situ and precast concrete. All concrete shall conform to the relevant requirements of Division 3 — "Concrete works" and shall be produced by an approved commercial ready-mix plant.

B. Mortar

Mortar shall consist of cement and fine aggregate having the same proportions as used in the concrete construction and shall conform with all relevant requirements of Division 3 — "Concrete Works".

C. Reinforcement

Reinforcing steel shall conform to the requirements of Section 03200 — “Concrete Reinforcement".

D. Precast Concrete Units

1. All precast units shall be manufactured to the dimensions shown on the

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Drawings. Manufacturing tolerances shall be 3 mm in any one dimension. End and edge faces shall be perpendicular to the base.

2. Each precast curb or gutter unit shall normally be 0.5 m in length and this length shall be reduced to 0.25 m or as directed, where units are to be installed along curves of less than 10 m radius.

3. For horizontal curves of radius less than 10 m, curb and gutter units shall be manufactured to the radius shown and in such circumstances where straight elements or portions of straight elements shall not be used. Bullnoses and curved faces shall be of constant radius with a smooth change from radius to plain face.

4. Unless shown otherwise on the Drawings, precast concrete tiles (paving slabs) shall be 400 mm by 400 mm by 40 mm thickness with 5 mm edge bevel. The tile face shall be grooved in squares of a size agreed by the Engineer as appropriate to the tile dimensions. Coloring of the top layer, where required, shall be achieved using mineral oxides.

5. Surfaces of precast units that will be exposed to view after installation shall be true and even, with a dense finish of uniform texture and color, free from cracks, holes, fins, staining or other blemishes or defects. Units failing to meet these requirements will be rejected. Surfaces that will not be exposed or view after installation shall have all fins and irregular projections removed and all cavities, minor honeycombing and other defects made good with mortar after the units have been saturated with water for at least 3 hours.

6. Precast units shall be cast upside down in approved steel under conditions of controlled temperature and humidity. The units shall be stream cured or any other method approved by the Engineer until the concrete attains the full specified 28-day strength.

7. The Contractor shall submit for approval, samples of each of the proposed units together with the manufacturer's certificates and details of the method of manufacture and materials to be used. The Engineer's approval of the samples will not be considered final and the Engineer may reject any precast units delivered to the Site which do not meet the required standards.

E. Preformed Expansion Joint Filler

Preformed expansion joint filler shall conform to AASHTO M 33.

F. Epoxy Adhesive

Epoxy adhesive (for use in attaching precast units to existing concrete pavement surfaces) shall conform to the relevant requirements of Section 8.12

— "Pavement Markings for Traffic" / Jordanian specifications for highway and construction.

G. Ducts

Ducts (if required under sidewalks or medians) shall consist of uPVC plastic pipe conforming to ASTM D 2750, Type II. If jacking is required, duct shall be approved galvanized steel tube.

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H. Bedding

Bedding material shall conform to the relevant requirements of Section "Granular Sub-base Courses" for Class A or Class B granular material.

I. Interlocking Tiles:

Description: Minimum thickness of 40mm, type, size and pattern of the tile as per drawings and to the approval of the Engineer.

Location: as indicated on the drawings.

Note: submit Sample, color, to be approved by the Engineer.

J. Exposed aggregate Tiles:

Aggregates for Exposed Aggregate Finishes (General Categories)

A. Medium Seeded Exposed Aggregate Finish “B “: 7mm.-11mm.

Curing Compound (Omit Where Retarders are Used):

A. Liquid membrane-forming curing compound shall be suitable for spray application and shall conform to ASTM C309, Type 1, clear.

Concrete Finish Retarder:

A. Spray applied, film forming, water based top surface retarder, calibrated for specific sized aggregate and finish requirements.

B. Spray applied film forming protective coating for surfaces adjacent to retarded finish surfaces.


2.2 CONSTRUCTION AND INSTALLATION

A. Cast in Situ Curbs and Gutters

1. The subgrade shall be excavated to the grades and sections shown on the Drawings. If the section is not indicated, the width to be excavated shall be 300 mm each side of the outside edges of the curb or gutter. The subgrade shall be of approved uniform density. The subgrade foundation shall be excavated to a minimum depth of 150 mm and the material replaced with bedding material which shall be compacted to at least 95% AASHTO T180 maximum density. All foundations shall be rolled or compacted to provide a smooth surface and shall be approved before placing concrete.

2. For stationary side form construction, forms for curb or gutter shall be of approved steel type. All forms shall be sufficiently strong and rigid and securely staked and braced to obtain a finished product correct to the dimensions, lines and grades required. Forms shall be cleaned and oiled before each use. Forms may be removed as soon as practicable after concreting, provided no damage results to the curb or gutter and in any case not until 24 hours after completion of concreting.

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3. For slip-form construction, curb or gutter may be constructed by use of approved slip-form or extrusion equipment. The completed curb or gutter shall be true to shape, grade, and line, and the concrete shall be dense and of the required surface texture.

4. Concrete shall be placed upon the previously prepared and moistened subgrade and shall be consolidated with an approved type internal vibrator. The surface shall be shaped by use of a steel screed to produce the section shown on the Drawings. The edges shall be rounded with edgers to form the required radius, which if not shown on the Drawings shall be 5 mm.

5. Contraction and construction joints of the required types shall be constructed at the intervals and locations shown on the Drawings. Adjacent to flexible base or surface courses, weaker plane contraction joints in curbs or gutters may be constructed by sawing through the curb to a depth of not less than 30 mm below the surface of the gutter, or they may be formed by inserting a suitable removable metal template in the fresh concrete, or by other approved methods. Sealing of the joints will not be required unless shown on the Drawings.

6. Exposed surfaces shall be finished full width with a trowel and edger. The top face of curbs or gutters shall receive a light brush finish. Forms for the roadway face of curbs and the top surface of gutters shall be removed 24 hours after concrete has been placed and finishing of the surfaces shall be carried out, provided the alignment tolerances and other requirements have been met.

7. Tolerances on tangent sections of curb and gutter shall be tested using a 4 m straightedge. The finished surface of concrete shall not deviate from the straightedge between any 2 contact points by more than 5 mm. Curved sections shall be true to the specified radius plus or minus 5 mm and all joints shall be flush and neat in appearance.

8. All fins and irregular projections shall be removed and cavities produced by form ties and all other small holes, honeycomb spots, broken corners or edges and other defects shall be rectified. After saturating with water for a period of not less than 3 hours, the surfaces shall be carefully pointed and made true with mortar. All construction and expansion joints shall be left carefully tooled and free of all mortar and concrete. Joint filler shall be left exposed for its full length with clean and true edges. The resulting surfaces shall be true and uniform.

9. A rubbed finish shall then be carried out to surfaces which will be exposed to view after completion of construction. Before rubbing, the concrete shall be kept saturated with water for at least 3 hours. Sufficient time shall have elapsed before the wetting down to allow the mortar used in the pointing of holes and defects to set. Surfaces shall be rubbed with a medium carborundum stone, using mortar on its face. Rubbing shall remove all remaining form marks, projections and irregularities, and result in a uniform surface. The final finish shall involve rubbing with a fine carborundum stone and water until the entire surface is of a smooth texture and uniform color. After the surface has dried, loose powder shall be removed and the surface shall be left clean and free from unacceptable flows or imperfections.

10. Curbs and gutters shall be moist cured stripped and finished, and then membrane cured in accordance with the relevant requirements of Curing compound shall be applied immediately following completion of rubbed finish.

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11. The area adjacent to completed and accepted curbs and gutters shall be backfilled with approved material to the top edges of the curbs or gutters or to the elevations shown on the Drawings. Backfill shall be placed and compacted to 95% AASHTO T180 maximum density.

B. Precast Concrete Curbs and Gutters

1. Subgrade for the concrete base shall be constructed as for in situ curbs and gutters.

2. Forms for the concrete base shall be approved wood or steel. All forms shall be sufficiently strong and rigid and securely staked and braced to obtain a finished product correct to the dimensions, lines and grade required. Forms shall be cleaned and oiled before each use. If approved, forms for the concrete base may be omitted and the concrete placed directly against undisturbed excavated faces.

3. Base course concrete shall be placed, compacted and shaped to the sections shown on the Drawings. Concrete shall be compacted with an approved internal type vibrator or if approved, by hand spudding and tamping. Edges shall be rounded if necessary by the use of wood molding or by the use of an edger as applicable. The concrete base shall be finished to a true and even surface with a wood float. Concrete shall be membrane or water cured for at least 7 days before precast units are placed thereon.

4. Precast units shall be soaked in water immediately before installation. Units shall be set accurately in position in mortar on the concrete base. Joints between precast units shall not be mortared unless otherwise shown on the Drawings. Units shall be closely spaced and every 10 m run shall be provided with an expansion joint.

5. Where curbs or gutters are installed on existing concrete pavement and using epoxy resin adhesive, the installation procedures shall conform with those specified for raised pavement markers in Section 8.12 — "Pavement Markings

for Traffic"/ Jordanian specifications for highway and construction.

6. After curbs have been installed, steel forms shall be erected and concrete backing, if required, shall be placed as shown on the Drawings. Pavement courses shall not be laid against curbs until the concrete backing has membrane or water cured for at least 14 days.

7. The tolerances on alignment of completed precast units shall be as specified for in situ concrete construction.

8. Backfilling shall be carried out as specified for in situ curbs and gutters.

C. In Situ Concrete Paving

1. Excavation shall be carried out to the required depth and to a width that will permit the installation and bracing of the forms. The foundation shall be shaped and compacted to an even surface conforming to the sections shown on the Drawings. All soft and yielding material shall be removed and replaced with approved material.

2. Bedding material shall be placed in layers not exceeding 100 mm in depth and each layer shall be compacted to 95% AASHTO T 180 maximum density. The

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total bedding course thickness shall be as shown on the Drawings, or if not shown, 100 mm minimum thickness.

3. Forms shall be of steel, wood or other approved material and shall extend for the full depth of the concrete. All forms shall be straight, free from warp, and of sufficient strength to resist the pressure of the concrete without displacement. Bracing and staking of forms shall be such that the forms remain in both horizontal and vertical alignment until their removal. All forms shall be cleaned and oiled before concrete is placed.

4. The foundation shall be thoroughly moistened immediately prior to the placing concrete. Concrete shall be deposited in one course in such a manner as a prevent segregation and shall be consolidated by vibrators. The surface shall be finished with a wooden float and light brooming. No plastering of the surface will be permitted. All outside edges of the concrete tiles and all joints shall be edged with a 5 mm radius edging tool.

5. Forms may be removed only when there is no risk of damage to the concrete and in any case not until at least 24 hours after completion of concreting.

6. The smoothness of paved areas shall be tested using a 4 m straightedge. The finished surface of concrete shall not deviate from the straightedge between any two contact points by more than 5 mm. Sections of defective paving shall be removed and replaced as directed, at the Contractor's expense.

7. Expansion joints shall be of the dimensions specified and shall be filled with approved, premolded expansion joint filler. The area being paved shall be divided into sections by weakened plane joints formed by a jointing tool or other acceptable means as directed. These joints shall extend into the concrete 0.20 to 0.25 times the depth and shall be approximately 3 mm wide. Joints shall match as nearly as possible adjacent joints in curb or pavements. Weakened plane joints may be sawn in lieu of forming with a jointing tool.

8. Construction joints shall be formed around all appurtenances such as manholes, utility poles, etc., extending into and through the side-walk or median. Remolded expansion joint filler of 10 mm thickness shall be installed in these joints. Expansion joint filler of the thickness indicated shall be installed between concrete construction and any adjacent fixed structures such as buildings or bridges, etc. The expansion joint material shall extend for the full depth of the concrete.

9. Concrete shall be cured by membrane curing in accordance with the requirements of curing.

D. Precast Concrete Tiles (Paving Slabs)

1. Excavation and the placing of bedding material shall be as specified for in situ concrete paving. The surface of the completed bedding shall be dampened and base course concrete shall be placed and finished to the thickness as shown on the Drawings or if not shown, 40 mm minimum thickness.

2. The base course concrete shall be water or membrane cured as specified for in situ concrete paving, for not less than 7 days before placing precast tiles.

3. Immediately prior to tile laying, the concrete base course shall be dampened and the concrete tiles shall be immersed in water. Tiles shall then be laid true to

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line and grade on a 10 mm to 20 mm thickness of mortar. Joints shall be 3 mm wide.

4. The tolerance on smoothness of precast concrete tiled areas and removal and replacement of defective tiling, shall be as specified for in situ concrete paving.

5. Tiles shall be cleaned 24 to 36 hours after laying and joints shall be mortared using, if approved, a plasticizer in the mortar to improve workability and to enable the mortar to be readily smoothed and finished. As soon as the mortar has partially set, all mortar material shall be raked from the top 3 mm depth of the joint, using in grooving tool to produce a smooth circular section.

6. When the mortar is sufficiently set, the surface shall be sprinkled with water and covered with plastic or nylon sheets during the curing period. The sheets shall be left in place until final hardening of the mortar, or as directed. All foreign matter, wood, concrete, mortar lumps, etc., shall then be removed and the surface cleaned of staining, discoloration and other blemishes.

7. In cases where tiles are required to be cut at the boundaries of tiled areas, or due to the presence of obstacles, poles, hydrants, etc., or in the construction of the driveways or side roads, the Contractor shall cut the tiles or substitute in situ concrete of at least the same quality as the tile concrete. The Engineer will decide, after trials, on the method to be adopted. Cutting of tiles or substitution of in situ concrete shall be kept to a minimum. The Contractor shall complete the areas using uncut precast tiles to the maximum extent practicable.

8. The method of construction and sequence of operations, for areas constructed using precast tiles, shall be the same as for areas constructed using in situ concrete. The Contractor shall ensure that the final appearance of such surfaces, regardless of the method of construction, is substantially the same for both types of construction.

9. Where a sidewalk crosses the entrance to a shop or a house, etc., which is higher than the sidewalk, the Contractor shall construct steps, formed by a curb and a complete or partial tile. Steps shall be backfilled with concrete of the same quality as specified for concrete base course.

10. Steps shall be constructed wherever the difference in elevation between the entrance and the sidewalk is more than 250 mm. The Contractor shall submit for approval, prior to commencing any sidewalk construction, a list of locations where steps will be required, together with design details for their construction.

PART 3 - EXECUTION

3.1 INSPECTION

A. Furnish, place and apply the miscellaneous work items in accordance with this Specification as indicated on the Drawings and in accordance with approved shop drawings.

3.2 Examination

Excavation and Backfill:

A. Excavation and backfill are included in Earthwork Section.

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Exposed Aggregate Concrete Finishing:

A. Medium Seeded Exposed Aggregate:

1. Immediately after the surface of the concrete has been screeded and floated to 7mm. in 300cm. of tolerance and surface water has been removed, hand-spread the aggregate mixture uniformly over the surface to provide uniform maximum coverage.

2. The spread of aggregate mix shall be embedded into the surface by light tamping or floating until the embedded mixture is coated with mortar and the overall surface has been brought to a true plane within 7mm. in 300cm. tolerance in any direction.

3. Finish shall match approved site sample.

Concrete Retarder Application:

A. Preparation and Application

1. Protect all curbs, borders, adjacent stones, pavers, etc. that are not to receive retarded finish prior to application of retarders. Use Protector Face Off by Grace Construction Products.

2. Pour concrete, seed aggregates where called for, float and lightly trowel finish where required.[ Do Not Delay The Application of The Surface Retarder Beyond the Loss of the Initial Bleed Water Especially in Warmer Temperatures for Best Results.]

3. Apply Top Cast Retarders with a low-pressure sprayer at a rate of 6.25-8.75sq.meter/liter. Per manufacturers’ requirements. Material is coloured to allow for verification of even and complete coverage.

4. Once dry (1-2 hours), Top Cast provides protection against intermittent rain or hot, windy conditions and requires no additional covering.

B. Retarder Selection Guidelines

Number Code Etch/Aggregate Size to

Expose* Coverage Color

3 Acid Etch Finish 6.25/8.75 sq. Meter/liter Lt. Blue Violet

5 Lt. Sandblast Finish " Lt. Blue

15 Up to 7mm. " Yellow

25 3mm. to 6mm " Beige

50 3mm. to 10mm " Canary Green

75 3mm. to 10mm. " Blue

100 10mm. to 15mm. " Gray

125 10mm. to 16mm. " Pink

150 10mm. to 16mm. " Green

200 16mm. to 25mm. " Salmon

250 25mm. to 38mm. " Orange

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* Values listed are for standard 6-sack mix. Always test to verify the appropriate grade for specific mix designs

C. Finishing

1. Wash with water rinse/light broom or pressure wash with power equipment within 6 – 24 hours after the retarder is applied. Retarder removal intervals depend on strength of mix, exposed aggregate size and desired washing techniques. Earlier washing for light etch finishes may be necessary. Verify in test panels.

a. Do not over-finish and/or delay application beyond the initial bleeding on the light finishes.

Concrete Placement:

A. Curing and Protection: Immediately following placement, concrete shall be protected from premature drying, hot and cold temperatures, rain, flowing water and mechanical injury. The C.O. shall approve materials and methods for curing. Final curing shall continue for not less than seven days. Approved methods include; ponding, continuously wet mats, and liquid membrane curing compounds.

B. Upon completion of the curing period, but not before 7 days has elapsed since pouring the concrete, remove all concrete spills, overflows, and debris.

3.3 CONTRACT CLOSEOUT

Provide in accordance with DIVISION 1.

END OF SECTION

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SECTION 02775 - STONE CURBS

PART 1 GENERAL

1.1 SUMMARY

A. Section Includes: Precast concrete curbs in accordance with the requirements of the Contract Documents. Work includes but is not limited to the following:

1. Stone Curbs

2. Edge curb

3. Concrete base and Haunching

4. Joint filler


1. Earthwork

2. Cast-in-Place Concrete

1.2 REFERENCES

A. British Standards Institute (BSI)

1. BS 12 - Portland cement

2. BS 882 - Aggregates from Natural Stone

3. BS 4027 - Specifications for Sulphates-Resisting Portland Cement

B. American Society for Testing and Materials (ASTM)

1. ASTM C33 Concrete Aggregates

2. ASTM C150 Portland cement

1.3 SUBMITTALS

A. Provide Data: Submit manufacturer's technical data for the types of manufactured units, including certification that the types of manufactured units comply with specified requirements.

B. Shop Drawing: Submit shop drawings indicating the dimension of units, details of special shapes, installation details showing foundations, conditions at curve setting, butting with adjacent paving, etc.

C. Samples: Submit full size samples using the materials, finishes and shapes as specified for each type. Sample acceptance will be for color, finish and appearance only. Compliance with other requirements is the responsibility of the Contractor.


A. Qualifications: Manufacturer shall have a minimum of five (5) years successful experience in the fabrication of concrete curbs units of the sizes, shapes and

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finishes to the units required for this project and shall have adequate facilities to provide the units.

B. Visual Mock-Up: Following approval of samples of concrete Curb units construct visual mock-up. Coordinate construction of mock-up with that of concrete pavers so that the mock-up construction for both concrete curb and pavers shall be fully representative of the final work in all respect. Mock-up, if approved, may be used in the final work.


A. Transport, store and handle concrete curbs units in a manner to avoid undue cracks, staining or other damage.

PART 2 PRODUCTS

2.1 MATERIALS

General: Curb Stone.

Description: size as per drawings.

Compressive strength: 20-25N/mm2

A. Concrete curb Units

1. Cement Generally: Cement used shall be from the same mill and manufacturer to ensure uniform color for the concrete curb units required for the project.

2. Sulphate Resisting Cement: BS 4027, or ASTM C150, Type V; for grey concrete curbs units.

3. Ordinary Portland cement: BS 12 or ASTM C150.

4. Aggregates

a. ASTM C33 or BS 882.

b. Provide aggregates from a single source, for concrete curb units, to ensure uniformity of color, size and shape.

5. Water: Potable clean water.

6. Admixture: ASTM C260, air-entraining type.

7. Formwork: Comply with Section 03300 "Cast-in-Place Concrete".

8. Mix Design

a. Properties of Mix: Adjust design mix (mixes) as required to obtain the strength specified.

i. Compressive strength: 300 kg/sq.cm. Characteristic cube strength minimum at 28 days.

ii. Slump: 75mm maximum.

iii. Air Entrainment: 3% minimum, 5% maximum.

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B. Concrete Base and Haunching: Provide plain concrete for base and haunching for curb units, where laid on grade, all as shown:

1. Sulphate Resisting Cement: BS 4027 or ASTM C150, Type V.

2. Aggregate: ASTM C33 or BS 882.


4. Compressive Strength of Mix: 150 kg/sq.cm characteristic cube strength minimum 28 days.

C. Size: varying size

D. Setting and Jointing Mortar:

1. Cement: BS 4027 or ASTM C150, Type V, for setting mortar generally and joint mortar for sulphate resisting grey units. BS12 or ASTM C150, Type I or KSS 36; for setting mortar and joint mortar for ordinary grey concrete units.

2. Sand: Clean, natural sand complying with ASTM C144.


4. Mix: One part cement to two parts sand by volume with water as required to produce a workable homogeneous mix.

E. Expansion Joint Filler: comply with Section 07900 "Joint Sealant".

F. Shims: Hardwood of approved type; shape and size as shown and as required.

2.2 FABRICATION OF CURB UNITS

A. Forming: Cast-in-forms to produce accurately formed, finished units of the shapes and dimensions shown, true to line, plane and finish.

B. Color and Finish: Maintain a uniformity of color and finish within the range established by the approved samples. Provide units with smooth, hard finish, on exposed surfaces.

C. Curing: Cure units by steam or water (no curing compound) for a sufficient length of time to permit handling without damage

D. Cleaning: After removal of forms and after concrete is thoroughly dry, clean the surfaces of units to remove all loose particles and foreign materials and protect units from damage.

PART 3 EXECUTIONS

3.1 INSTALLATION

A. Provide cast-in-Place plain concrete foundation for all on grade concrete curb units, in permanent installation, as shown and to required elevations, slopes and curves.

B. Set curb units on full bed of cement and sand mortar, on foundation or on hardwood shims on concrete deck slab, properly aligned, true in level and elevations with abutting paving as shown. Form neat and smooth curves,

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where units are set to curve, using special units. Provide custom made one piece curbs for internal and external angles where required.

C. Install temporary curb units as shown on Drawings.

D. Provide cement and sand mortar joint between units. Maintain uniform joint width wherever possible. Haunch or support units laid on grade as shown, in cast-in-place plain concrete.

E. Provide expansion joint, with compressible joint filler, at every 12.0m length of curb or as approved by The Engineer.

F. Provide complete installations using appropriate curb units and jointing mortars as shown and specified, true in line, elevation, slopes, curves, etc. and matching with adjacent paving abutting with curb units.

3.2 PROTECTION

A. Protect finished work from damage due to subsequent building operation.

END OF SECTION

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SECTION 02800 - MISCELLANEOUS WORKS

PART 1 - GENERAL

1.1 WORK INCLUDED


1. Furnishing and installing bridge parapet and railings as and where shown on the Drawings or as directed by the Engineer.

2. furnishing and installing highway signs, post assemblies and overhead sign gantry structures, including construction of all necessary concrete and reinforced concrete foundations and including all sign panel lettering, as shown on the Drawings. All signs shall be lettered in both Arabic and English, unless otherwise specified.

3. Furnishing and application, or installation, of the traffic markings and raised pavement markers to highway pavements for the guidance, control and safety of vehicular and pedestrian traffic. White (Class A) and yellow (Class B) painted markings shall include centrelines, lane lines, border (edge) lines, pedestrian crossing lines, stop lines, chevron stripping (at gore areas), directional arrows, lettering, and symbols using the following materials as appropriate and as shown on the Drawings:

a. Reflectorized paint (RP).

b. Thermoplastic, reflectorized paint (TRP).

c. Epoxy, thermoplastic, reflectorized paint (ETRP).

d. Preformed, reflectorized, thermoplastic film.

e. Raised pavement markers shall include the following types as appropriate, located and spaced as shown on the Drawings:

f. Ceramic, non-reflective, raised markers.

g. Prismatic, reflective, raised markers.

h. Reflective, catseye type studs.

4. Furnishing, construction and erection of steel guardrail, concrete barriers, impact attenuators, and glare screens as and where shown on the Drawings.


1. Earthwork

2. Incidental Construction

3. Miscellaneous Works

1.3 SUBMITTALS

Submit the following in accordance with section 01330:

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1. Manufacturer’s specification and product data for all miscellaneous work items specified.

2. For informational purposes, submit manufacturer’s printed installation instructions.

3. Submit three (3) samples of each item specified to the Engineer for approval.

PART 2 - PRODUCTS

2.1 BRIDGE PARAPET AND RAILINGS

A. Materials

1. Materials of Construction

The materials of construction of the parapet shall be structural steel or reinforced concrete.

2. Structural Steel

Structural steel used for bridge parapets and railings shall conform to the requirements of steel specifications. The anchorage system shall be as shown on the Drawings or of a type approved by the Engineer.

3. Anchorage System

The anchorage system of parapets and rails, which shall be to the approval of the Engineer, shall be such that damaged metal posts and rails can be readily replaced without the need for cutting the bridge deck or copings or edge units into which the anchorages are located.

B. Construction

1. During erection the parapet units shall be securely held in their correct positions until all connections and fixings are complete and the post fixing have gained adequate strength to develop the full holding down moment. The assessment of the adequacy of the post fixing shall be subject to the Engineer approval. The finished parapets shall be true to line and level throughout their length.

2. Welding of steel parapet units shall be carried out in factory or at site in compliance with steel specifications.

3. The standard of finish of reinforced concrete parapet units shall conform to finish of approved units made before main production commences. Where minor blemishes and discoloration occur on production units making good with an approved epoxy mortar compound will be permitted only with express approval of the Engineer. Units which are considered unacceptable for use in the works by the Engineer will be destroyed. Considerable care will be given during erection of parapet units to avoid cracking or otherwise damaging the concrete unit or its finish.

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2.2 HIGHWAY SIGNING

A. Materials

1. Concrete

a. Concrete for reinforced concrete footings shall be Grade 25. Unreinforced concrete to support single post signs shall be Grade 15.

b. All concrete materials shall conform to the relevant requirements of Division 3 – Concrete Works.

2. Reinforcement

Reinforcing steel shall conform to the relevant requirements of Section 03200- Concrete Reinforcement.

3. Sign Supports

Steel for sign supports shall conform to ASTM A 53, Grade B, unless otherwise shown on the Drawings.

4. Steel Channels

Steel channels shall conform to the applicable standards of AASHTO and ASTM and to the approval of the Engineer.

5. Galvanizing

Unless otherwise shown on the Drawings, all steel supports shall be galvanized in conformity with ASTM A 123. All bolts, nuts, and washers shall be galvanized in conformity with ASTM A 153.

6. Paint

All paint materials shall conform with the relevant requirements of ASTM and to the approval of the Engineer.

7. Sign Materials

a. Aluminum alloy panels, sheets and miscellaneous hardware shall conform with ASTM B 209, B 211, or B 221, as appropriate. All aluminum alloys shall have a minimum tensile strength of 2,500 kg/sq.m and a minimum yield strength of 2,000 kg/sq.cm.

b. Extruded aluminum panels shall have a minimum thickness of 2.7 mm. Panels shall normally be 30 cm nominal width, except when smaller widths are necessary to size a given sign correctly.

c. Sheets for plain aluminum signs shall have a minimum thickness of 3 mm unless otherwise specified.

d. Steel sheets shall conform to ASTM A 336, minimum 1.5 mm thickness, unless otherwise shown on the Drawings.

e. Stainless steel bolts, washers, and self-locking nuts shall conform to ASTM A 276, chromium-nickel grade with a minimum yield strength of

http://sq.cm/

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2,000 kg/sq.cm.

f. Vulcanized Fiber Washers shall conform to ASTM D 710, grey, commercial grade.

g. Hard rubber washers shall be as approved by the Engineer.

h. Nylon and/or neoprene washers, spacers, sleeves, etc. shall be as approved by the Engineer.

8. Reflective Sheeting

a. Reflective sheeting shall be of the "Engineering Grade" or high intensity grade type unless otherwise specified.

b. Reflective sheeting shall consist of synthetic sheet resin or other approved noncellulosic materials, transparent plastic of the colors specified, and a retroreflective system (i.e. glass spheres). These spheres shall adhere to the synthetic sheet resin and be embedded beneath a flexible transparent plastic film forming a smooth flat surface.

c. The reflective sheeting shall have a precoated pressure sensitive adhesive backing, or a precoated tack-free solvent or heat activated adhesive backing. The sheeting shall adhere tightly to the prescribed surfaces when applied in accordance with the manufacturer's recommendations. The precoated adhesive shall not require additional adhesive coats on the reflective sheeting or application surface.

d. After 48 hours ageing at 24 degrees C from time of application, the precoated adhesive shall be capable of withstanding 8 hours of soaking in water at 24 degrees C without appreciable decrease in adhesion.

e. The precoated adhesive shall have no staining effect on the reflective sheeting and shall be mildew resistant. The protective liner for preventing contamination or premature adhesion shall be removable by peeling without the necessity of soaking in water or other solvents.

f. The Contractor shall submit samples of each color of reflective sheeting for approval. Unless otherwise specified, flat angle 'scotchlite' type colors shall be used for all sign face lettering, symbols and borders. Colors shall conform to International Road Sign colors.

g. The Reflective Sheeting shall meet the requirements and satisfy the tests as laid down in the US Federal Specification L-5-300B.

B. Construction and Installation

1. Sign Faces

a. The type, color design and size of all sign faces shall be as shown on the Drawings or shall meet the standards adopted in the "European Rules concerning road traffic, signs and signals" agreed at the 1968 Vienna Convention and subsequent supplementary provisions in the 1971 Geneva Agreements.

http://sq.cm/

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b. The Contractor shall prepare and submit for approval, 3 sets of detailed working drawings for the sign faces, in respect of all required danger, warning, regulatory and informative signs. Complete details of arrangement and spacing for Arabic (and English if specified) lettering, and mounting hole locations, shall be shown on these drawings.

c. Mounting hole spacing for screws, bolts or rivets shall not exceed 200 mm. Characters shall be secured to the sign using non-twist, corrosion resistant screws, bolts or rivets.

d. The correct Arabic (and English) spelling of the official names of towns, districts, roads and streets etc., will be supplied by the Engineer. Sizes and style of lettering and arrows shall be as shown on the Drawings or as established by the Engineer. Sign messages for each direction sign shall be either as indicated on the Drawings or as otherwise directed. Where English lettering is shown, the lateral extent or Arabic and English lettering for each message shall coincide.

e. The rear sign face of all signs shall be painted with 2 coats of priming paint pigmented with chromates or chromes (excluding lead chromes) plus 2 coats of weather-resisting dull silver grey paint. Where connection of large aluminum sheet signs to a steel stiffening frame is required, the studs or screws, bolts and washers shall be painted on the sign face to properly match the color of the surrounding material.

f. Signs delivered to the Site shall be stored off the ground and under cover in an approved manner. Any sign damaged, discolored, or defaced during transportation, storage, or erection will be rejected and shall be replaced at the Contractor's expense.

2. Footings

a. Post footings shall be excavated to the dimensions shown on the Drawings. Footings shall be installed and backfilled flush with the finished ground surface. Grade 25 concrete shall be placed against the undisturbed excavated faces, except that the top 150 mm of each footing shall be formed. Forming of the entire footing will not be permitted unless approved. Concrete shall be thoroughly rodded and spaded to minimize voids. Tops of footings shall be finished with a wood float and all exposed edges shall be rounded with edger.

b. Backfill, where needed, shall be thoroughly compacted using mechanical tampers. Care shall be taken to prevent damage to the finished concrete. Backfill shall be brought up to finished ground level.

c. Pipes or posts to be set in concrete bases shall be firmly supported with the correct orientation and plumbed vertical before any concrete is placed. Posts or pipes that are found to be out of plumb after installation will not be accepted and shall be replaced at the Contractor's expense.

3. Sign Posts and Support Assemblies

a. Signs shall normally be erected so that the edge and face of the sign are truly vertical and the face is at an angle of 87 degrees to the centerline, i.e. facing slightly towards the centerline of the traffic lanes which the sign serves. Where lanes divide or are on sharp horizontal curves, the

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Contractor shall orient sign faces as indicated on the Drawings or as required by the Engineer, so they will be most effective and so as to avoid specular reflection and glare.

b. The Engineer will establish the longitudinal location of each sign which shall be laterally positioned from the shoulder or curb as shown on the Drawings. The Contractor shall establish the location of the sign supports and shall be responsible for the proper elevation, off-set, and orientation of all signs. If any stakes are lost, damaged, displaced, or removed, the Contractor shall have them reset at his own expense.

c. Post lengths shown on the Drawings for small signs are approximate only. The Contractor shall be responsible for determination of post lengths to provide the required vertical clearance. Field cutting of posts shall be performed by sawing off the bottom end.

d. Sign Supports shall be fabricated as detailed on the Drawings. When galvanizing is specified, assemblies shall be hot-dip galvanized after fabrication. All welds shall be mechanically cleaned before galvanizing. Galvanizing materials on which the galvanizing has been damaged in transporting, handling, or erection will be rejected or may, with the approval of the Engineer, be repaired in the field by the zinc alloy stick method. Required filed welds and adjacent areas on which galvanizing has been damaged shall also be galvanized by this method.

e. Zinc alloy sticks for repair work on galvanizing shall be cast from zinc, tin and lead in combination with fluxing ingredients. The compound shall be completely liquid at a temperature not lower than 240 degrees C. The area to be regalvanized shall be thoroughly cleaned, including removal of slag on welds. The surface shall be heated with oxyacetylene torch to approximately 315 degrees C and alloy stick rubbed over the surface to fix a deposit. While the alloy is still liquid, the deposit shall be smoothed evenly over the area using a wire brush. If a heavy deposit or build-up is required to match the original coating, more alloy shall be added immediately to the initial bond deposit and spread with a paddle or brush until the required thickness is obtained. Edges of drilled holes shall be coated with commercially available zinc-rich paint.

f. The Contractor shall submit 3 copies of the fabricator's certificates stating that the material supplied conforms with all of the specified requirements.

g. All exposed steel surfaces, except galvanized surfaces, shall receive one shop coat of Paint No. 1 and two filed coats consisting of Paint No. 5 followed by Paint No. 4.

4. Fastening Signs to Posts

a. Sign panels larger than 1 sq.m in area shall be supported on 2 or more posts as shown on the Drawings.

b. Signs shall be fastened to sign supports in accordance with the recommendations of the sign manufacturer and to the satisfaction of the Engineer. Fasteners shall be vandal resistant to the maximum extent practicable.

c. All bolt heads, screw heads, and washers used to install signs on support

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shall be such that they do not protrude from the surface of the sign. The heads of bolts or screws shall be as nearly as practicable the same colors as the background or message are at the point where the hardware is exposed.

d. Fastener systems shall as far as practicable be designed so as not to require the drilling of the sign face.

e. When steel signs are mounted with aluminum hardware or where aluminum signs are mounted with steel hardware or on steel posts, approved asphalt, nylon or neoprene insulation shall be installed at all points where dissimilar metals may come into contact.

5. Replacement Signs

The Contractor shall furnish replacement signs of the number and type as shown on the Drawings or specified and shall deliver them to the depots or stores nominated by the Employer.

6. Signals During the Defects Liability Period

It shall be the responsibility of the Contractor to provide and maintain signals and protective barriers during the "Defects Liability Period", in the event of faults or damage occurring.

2.3 PAVEMENT MARKINGS FOR TRAFFIC

A. Paint and Thermoplastic Materials

1. Reflectorized Paint (RP)

1. RP shall consist of a mixture of binder, white or yellow pigment, and filler specifically compounded for cold application and adhesion to finished paved areas. Paint shall be reflectorized by adding reflective spheres before the film dries or sets.

2. White and yellow RP shall conform to TTP115. The surface application glass spheres shall conform to AASHTO M 247, Type I.

2. Thermoplastic Reflectorized Paint (TRP)

1. TRP shall consist of a mixture of binder, white or yellow pigment, glass spheres, filler, and other materials in granular form specially compounded for traffic paint that is to be applied to the pavement in a molten state by mechanical means with surface application of glass beads. Upon cooling to normal pavement temperature, this material shall produce an adherent, reflectorized paint line of specified thickness capable of resisting deformation.

2. White and yellow TRP shall conform to AASHTO M 249. Surface application glass spheres (beads) shall conform to AASHTO M 247, Type I, except for the gradation which shall be as follows:

Standard Sieve Size Passing by Weight

1.7 mm (No. 12) 100

0.85mm (No. 20) 100

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Standard Sieve Size Passing by Weight

0.600 mm (No. 30) 75-95

0.425 mm (No. 40) 45-100

0.300 mm (No 50) 15-35

0.180 mm (No. 80) 0-20

0.15 mm (No. 100) 0-5

3. Pre-mixed glass spheres shall occupy 20-25% by weight of the TRP mixture and shall conform with the following requirements:

a. Crushing Resistance: An 18 kg dead weight for No. 20 to No. 30 mesh spheres shall be the average resistance when tested in accordance with ASTM D 1213.

b. Roundness: A minimum of 75% shall be true spheres when tested in accordance with ASTM D 1155. Not less than 70% of the spheres of each sieve size shall be free from imperfections of all types, including film, scratches, pits, clusters, and opaqueness.

c. Index of Refraction: When tested by the liquid immersion method at 25 degrees C the spheres that will be mixed into the material shall have a minimum index of refraction of 1.65 and the spheres that will be applied to the TRP line shall have a minimum index of refraction of 1.5.

d. Gradation: When tested in accordance with ASTM D 1214, the spheres used in the TRP shall have the following gradation:

Standard Sieve Size % Passing by Weight

1.7 mm (No. 12) 100

0.180 mm (No. 80) 0-5

e. Chemical Resistance: The glass shall withstand immersion in water and acids without noticeable corrosion or etching, and shall not be darkened or otherwise decomposed by sulfides. A 3 to 5 gm sample shall be placed in each of 3 glass beakers or porcelain dishes, one covered with distilled water, the second with a 3 N solution of sulfuric acid and the third with a solution of 50% sodium sulfide, 48% distilled water and 2% aerosol 1B or similar wetting agent. No darkening, hazing, or other evidence of instability shall be noticeable in the glass spheres when examined microscopically, after one hour immersion.

f. 2.3.6 Silica Content: The silica content (Si02) of the spheres shall be 60% plus or minus 5% when tested in accordance with Federal Test Method 141a.

3. Epoxy Thermoplastic Reflectorized Paint (ETRP)

1. ETRP shall consist of a formulation of 2 epoxy resins: one solid, one liquid in a 60:40 ratio by weight; calcium carbonate filler, glass spheres, and either titanium dioxide pigment for the white formulation, or silica encapsulated lead chromate pigment for the yellow formulation. Specific

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composition and form of materials shall be as follows:

White ETRP Yellow ETRP

Parts by Weight % by Weight Parts by Weight % by Weight

Solid epoxy resin 30.0 35.7 ± 0.5 30.0 36.0 ± 0.5

Liquid epoxy resin 20.0 23.8 ± 0.5 20.0 24.0 ± 0.5

Titanium dioxide 10.0 11.8 ± 0.3 --

Lead chromate 9.3 11.1 ± 0.3

Calcium carbonate 10.0 11.9 ± 0.3 10.0 12.0 ± 0.3

Glass spheres 14.0 16.7 ± 0.4 14.0 16.8 ± 0.6

2. The liquid and solid resins shall be condensation products of bisphenol A and epichlorohydrin having the following properties:

Liquid Epoxy Resin Solid Epoxy Resin

Average Difference Average Difference

Viscosity, cps

49 degrees C. 20 rpm 680-810 10 --

232 degrees C, 10 rpm 1300-2600 75

Epoxide equiv wgt (gm/equiv) 180-196 10 1600-2300 50

* Between two replicates.

3. The titanium dioxide shall conform to ASTM D 476, Type II. The oil absorption shall be between 13 gm and 30 gm of oil per 100 gm of pigment, with a maximum deviation between replicate samples of 1 gm.

4. The calcium carbonate shall conform to ASTM D 1199, Type GC, Grade I, with a dry brightness not less than 91%. The oil absorption shall be between 9 gm and 21 gm of oil per 100 gm of pigment, with a maximum deviation between replicate samples of 1 gm.

5. The lead chromate shall be the refractory type, silica encapsulated, and with no additive surface treatment. When tested in accordance with ASTM D 1208 for determining the pH using 2.5 gm of pigment in 50 ml of water and ASTM D 153 for determining the specific gravity of the pigment and ASTM D 444 for determining the following properties, the results shall be:

Min. Max. Maximum Deviation between Replicates

pH in 5% water slurry 7.0 9.0 0.20

Specific gravity 3.8 4.5 0.01

Lead, % by wgt 44.0 50.0 0.50

Chromate, (Cr04) by wgt 17.0 27.0 0.60

Chromium (Cr), % by wgt 7.6 12.1 0.50

6. Glass spheres shall conform to ASTM D 2205, Type I, except that the

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gradation when tested in accordance with ASTM D 1214 shall be as follows:

Standard Sieve Size % Passing by Weight

0.850 mm (No. 20) 100

0.600 mm (No. 30) 79-100

0.300 mm (No. 50) 15-60

0.180 mm (No. 80) 0-15

4. Preformed Thermoplastic Reflectorized Film

1. Preformed thermoplastic reflectorized film shall be homogeneous, extruded, prefabricated white or yellow, of specified shape and capable of being affixed to bituminous or cement concrete surfaces. It shall contain reflective glass spheres uniformly distributed, and bonded to the top surface of the material. The film shall be weather resistant and shall not show any appreciable fading, lifting shrinkage, significant tearing, roll back, or other signs of poor adhesion, throughout its useful life.

2. The thermoplastic film without adhesive shall be a minimum of 1.5 mm thick. The film as supplied shall be of good appearance, free from cracks and discolorations, and the edges shall be clean-cut and well defined. It may be supplied complete with a precoated, factory applied, pressure sensitive, adhesive backing with a protective release paper, or with separate adhesives as recommended by the manufacturer.

3. The adhesive shall be such as to allow the plastic film to be repositioned on the pavement surface to which it is applied, before permanently fixing it in its final position.

4. The performed thermoplastic film shall consist of the following:

Minim um % by Weight

Polymeric resins and plasticizers 20

Pigments 30

Reflective glass spheres 20

5. The pigments shall be selected blended to provide a while or yellow marking film which conforms to standard highway colors, throughout the expected life of the film.

6. The plastic film shall be sufficiently flexible so that at a temperature of 26-28 degrees C, an unmounted piece of material (without adhesive and paper backing), 75 mm by 150 mm, may be bent over a 25 mm mandrel until the end faces are parallel and 25 mm apart without showing any fracture lines in the uppermost surface.

7. The plastic film (without adhesive or paper backing) shall have a minimum tensile strength of 0.6 kg/sq.cm when a specimen 150 mm by 25 mm is tested in accordance with the requirements of ASTM D 638. The rate of pull of the test shall be 6 mm/minute. The test shall be conducted at a temperature of 2127 degrees C. The elongation shall be no greater than 75%.

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8. A 150 mm long by 25 mm wide section of the plastic film (without adhesive and paper backing) shall support a dead load weight of 1.8 kg for not less than 5 minutes at a temperature of 21-27 degrees C.

9. The plastic film shall have a maximum loss in weight of 0.25 gm in 500 revolutions when abraded according to Federal Test Method Standard No. 141, Method 6192, using H-18 calibrated wheels with 1,000 gm load on each wheel.

5. Glass Spheres for Performed Thermoplastic Film

1. General: Reflective glass spheres shall be manufactured from glass of a composition designed to be highly resistant to traffic wear and to the effects of weathering. During manufacture of the performed plastic film, the spheres shall be mixed into the material in the amounts indicated previously. A layer of reflective glass spheres shall also be bonded to the top surface of the film.

2. Roundness: Roundness shall be determined in accordance with the requirements of ASTM D 1155. A minimum of 75% of the spheres shall be water-white true spheres free from imperfections of all types, including air inclusions, film scratches, pits, clusters, and surface scoring.

3. Index of Refraction: The glass spheres shall have a refractive index of not less than 1.5 when tested by the liquid immersion method at 25 degrees C.

4. Gradation: The size of the glass spheres shall be such that performance requirements for the preformed plastic film shall be met.

5. Chemical Resistance: The glass spheres shall have the same resistance to corrosion, etching, darkening and hazing, as specified for those used with thermoplastic paint.

6. Ceramic Non-Reflective Raised Pavement Markers

1. Ceramic (non-reflective) raised pavement markers shall consist of a heat-fired, vitreous, ceramic base and a heat-fired, opaque, glazed surface. Markers shall be produced from any suitable combination of intimately mixed clays, shales, talcs, flints, feldspars, or other inorganic material which meet the specified properties. Markers shall be thoroughly and evenly matured and free from defects which affect appearance or serviceability.

2. The underside of markers shall be free from gloss or glaze and shall have a number of integrally formed protrusions projecting from the surface in a uniform pattern of parallel rows. The tips of the protrusions shall not deviate more than 1.3 mm from a flat surface. Each protrusion shall have a face parallel to the underside of the marker and the sides of each protrusion may be tapered up to 15 degrees from the perpendicular.

3. The top surface of the marker shall be convex and the radius of curvature shall be between 90 mm and 150 mm except for a smaller radius near the edge. Any change in curvature shall be gradual. The top and sides shall be smooth and free of mold marks, pits, indentations, air bubbles, or other objectional marks or discolorations.

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4. Ceramic markers shall have the following properties as defined in Test 669 (Department of Transportation of the State of California).

Glaze thickness: 0.18 mm (min)

Hardness: (Moh) 6 min)

Directional reflectance (white markers) Glazed surface:

75 mcd/lx (min)

Body of markers: 65 mcd/1x (min)

Yellowness index (white markers) Glazed surface: 7 (max)

Body of marker: 12 (max)

color (yellow markers) Purity: 76% to 96%

Dominant wave length: 0.579 to 0.585 mm

Total luminous reflectance (Y value x 100): 41 (min)

Autoclave resistance (ASTM C424): Glaze shall not spall, craze, or peel

Strength: 680 kg (min)

Water absorption (ASTM C-373): 2% (max)

7. Plastic Non-Reflective Raised Pavement Markers

1. Plastic (non-reflective) raised pavement markers shall be precast, plastic markers in the form of single-based spheroidal segment, composed of thermosetting resins, pigments, and inerts and shall be of uniform composition throughout. The markers shall not contain glass.

2. The markers shall be of uniform composition and free from surface irregularities, cracks, checks, chipping and other physical damage interfering with appearance or application. The markers shall meet the following requirements:

Property Requirements

Weight 125 grams (min.)

Titanium dioxide 21% by weight (min.)

Resin content 20% by weight (min.)

3. Brightness will be measured with equipment conforming to ASTM E97 using a Brightness Standard of 75%.

4. Impact resistance will be measured by allowing a 454 gram steel ball to fall 380 mm free fall onto the marker, supported by but not bonded to a steel base plate.

5. The shore Durometer Hardness (Type D) when determined in accordance with ASTM D 2240, shall be a minimum of 86 when measured at 22C, and a minimum 83 when measured 74C.

6. The titanium dioxide content will be determined by ashing representative portions of the marker, treating the ash with a boiling (NH4)SO4 and H2SO4 solution, filtering, and measuring the absorbance of the filtrate at

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about 410 millimicrons. This method is calibrated with known samples using ASTM D4563 (1968) or in accordance with the manufacturer's instructions.

7. Resin content will be determined by ashing and igniting representative portions of the marker.

8. Reflective Raised Pavement Markers

1. Reflective raised pavement markers include Plain Prismatic Markers; Aluminum Encased Prismatic Markers; and Catseye Type Pavement (Road) Studs.

2. Color indications shall be as shown on the Drawings or required by the Engineer.

3. Colormetric characteristics will be tested and approved based on standard trichromatic coordinates tested in accordance with ASTM E 308.

9. Plain Prismatic Reflective Markers

1. Plain, prismatic, reflective pavement markers shall consist of a methyl methacrylate or suitably compound acrylonitrile butadiene styrene (ABS) shell filled with a mixture of an inert thermosetting compound and filler material. The exterior surface of the shell shall be smooth and contain one or 2 methyl methacrylate prismatic reflector faces as required.

2. The reflective lens shall not contain any voids or air space and the back of the lens shall be metalized.

3. The shell shall be fabricated in a manner that will provide a mechanical interlock between the thermosetting compound and the shell. The thermosetting compound shall bond directly to the back of the metalized lens surface.

4. The base of the marker shall not deviate from a flat surface by more than 2 mm, shall be rough textured, and free from gloss or substances which may reduce its bond to the adhesive.

5. Markers shall support a load of 1000kg. A marker shall be centered over the open end of a vertically positioned hollow metal cylinder. The cylinder shall be 25.5 mm high, with an internal diameter of 76.2 mm and wall thickness of 6.4 mm. Load shall be slowly applied to the top of the maker through a 25.4 mm diameter metal plug centered on the top of the maker.

6. Markers shall conform to the minimum reflectance requirements specified for aluminum encased prismatic markers.

10. Aluminum Encased, Prismatic Reflective Markers

1. Aluminum encased, prismatic, reflective pavement markers shall consist of replaceable reflectors mounted in an aluminum encasement approximately 127 mm wide (at right angles to the highway centerline), 89 mm long (parallel to the highway centerline) and 20 mm high. The encasement shall permit minimal accumulation of dirt on the reflector surface.

2. Markers shall be cast with an aluminum anchor which will prevent lateral

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displacement of the marker after installation. The anchor shall have a minimum cross sectional area at the bottom face of the marker of 3 sq.cm and may be tapered. The anchor shall be at least 60 mm long, of elliptical or other approved cross section, and deformed or slotted to resist pullout and rotational displacement.

3. When load tested as specified for the plain prismatic, type, the markers shall withstand a load of 1,500 kg.

4. The reflectance properties of the markers shall be as follows:

Reflectance Requirements for Prismatic Pavement Markers (Plain and Encased)

Observation Angle (degrees)

* Entrance Angle (degrees)

"" Minimum Specific Intensity

(Millicandel as per Lux)

Clear or White Red Amber

0.2 0 280 70 170

0.2 0.2 110 28 67

* Observation angle means the angle at the reflector between the observer's line of sight and the axis of the incident light beam.

** Entrance angle means the angle at the reflector between the direction of light incident on it and the direction of the reflector axis.

11. Catseye Type Reflective Pavement Studs

1. Catseye type pavement (road) studs shall consist of mountable aluminum casting. The stud anchor shall be of aluminum approximately 60 mm long and 30 mm in diameter. The anchor shall be suitably deformed or slotted to resist pullout and rotational displacement. Each stud shall have 1 or 2 reflecting surfaces as appropriate.

2. Small catseye type pavement studs shall be approximately 100 mm square by 10 mm high. Each reflecting surface shall have 3 circular clusters of 7 biconvex lenses and shall meet the minimum reflectance requirements given below.

3. Large catseye type pavement studs shall be approximately 150 mm square by 25 mm high. Each reflecting surface shall have 4 circular clusters of 7 biconvex lenses and shall meet the minimum reflectance requirements given as follows.

Reflectance Requirements for Catseye Type Pavement Studs (Large and Small)

Observation Angle

(degrees)

* Entrance Angle (degrees)

"" Minimum Specific Intensity

(Millicandel as per Lux)

Clear or White Red or Green Amber

2.0 14.0 L & R 5 1 2.5

1.0 10.0 L & R 10 2 5.0

0.5 10.0 L & R 15 3 7.5

0.3 5.0 L & R 20 4 10.0

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* Observation angle means the angle at the reflector between the observer's line of sight and the axis of the incident light beam.

* Entrance angle means the angle at the reflector between the direction of light incident on it and the direction of the reflector axis.

When load tested:

1. Small cateye type (10x10cm), shall withstand a load of 1500 kg.

2. Large cateye type (15x15cm), shall withstand a load of 2500 kg.

12. Epoxy Adhesive for Pavement Markers

Adhesive used to install all types of raised pavement markers shall be a 2-component epoxy of high viscosity and rapid setting characteristics, conforming to AASHTO M 237, Class II.

B. Application and Installation

1. Equipment for Pavement Marking

1. The equipment used for pavement marking shall consist of approved types of truck-mounted units, or motorized equipment, or manually operated equipment, depending on the type of markings required. The truck-mounted or motorized unit for centerlines, lane lines, and edge lines shall consist of a mobile, self-contained unit carrying its own material and capable of operating at a maximum speed of 10 km/h while applying paint. The hand applicator equipment shall be sufficiently manoeuvrable to install centerlines, lane lines, edge lines, gore striping, turn lines, crosswalks, stop lines, arrows, and legends.

2. Spraying equipment shall be capable of satisfactorily applying the paint under pressure with a uniformity of feed through nozzles spraying directly on the pavement. Each paint tank shall be equipped with cut-off valves which will enable broken (skip) lines to be sprayed automatically. Each nozzle shall have a mechanical bead dispenser that will operate simultaneously with the spray nozzle and distribute the beads in a uniform pattern at the rate specified. Each nozzle shall also be equipped with suitable line guides and shall provide a method for cleaning the surface of dust just prior to paint application.

3. The spray machine for application of reflectorized paint lines and other markings shall have an attachment to accurately regulate the rate of application and a tachometer or other approved devices to ensure uniform paint application at the designed rate. It shall be adjustable to enable the painting of 1 or 2 adjacent lines simultaneously along the centerline. The paint shall be properly agitated while in operation.

4. Equipment for application of thermoplastic reflectorized paint lines and other markings shall deposit the plastic material in a hot molten state on the pavement, utilizing either an extrusion or spray method. Equipment shall be capable of providing continuous mixing and agitation of the material which will be maintained at the proper placement temperature. The use of direct flame heat will not be allowed.

5. An automatic glass sphere dispenser with synchronized automatic cut-off

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shall be attached to the applicator machine. The dispenser shall utilize pressure type spray guns which will embed the spheres into the surface to at least 0.5 times the sphere diameter. The dispenser shall also be equipped with an automatic cut-off synchronized with the cut-off of the thermoplastic material.

6. Hand equipment shall be used only for painted markings, including arrows, crosswalks, stop lines, symbols and legends, and it shall hold a minimum of 25kg and not more than 100kg of molten material unless otherwise agreed between the Engineer and the supplier.

7. Equipment for application of epoxy thermoplastic material shall provide for continuous mixing, agitation, and indirect oil jacketed heating of the material. The equipment shall be designed to apply the paint and the reflective glass spheres in continuous broken (skip) line patterns. It shall be equipped with a pressure tank, mixer and heating equipment of such capacity as to maintain the thermoplastic at a minimum temperature of 225 degrees C.

8. Heating equipment for application of epoxy thermoplastic material shall consist of a direct thermostatically controlled heat transfer medium. Heating by direct flame will not be allowed. The equipment shall have a low pressure spray system. Atomizing air may be used provided it is heated to a minimum of 175 degrees C. All spray lines and appurtenances leading from the heated pressure tank to the spray nozzle shall be fully insulated or suitably heated so as to allow the heated material to leave spray gun at a minimum temperature of 225 degrees C.

9. Preformed reflectorized, thermoplastic film for traffic markings may be applied by approved manual or machine methods consistent with the type of markings and with the recommendations of the manufacturer.

10. Automatic devices for mixing epoxy adhesive shall be equipped so that the separate components are delivered to the mixing head at the specified ratio by volume. The lines feeding the mixing head shall be equipped with suitable valves that will allow samples to be taken for checking the ratio of each component. The machine shall be capable of metering the amount of adhesive required to secure each raised pavement marker.

2. Setting Out and Pavement Preparation

1. The Contractor shall set out all control points necessary for locating paint lines and markings. On irregular widths of highway, the locations of border (edge) lines shall be adjusted so as to fall continuously on the pavement. The locations of all painted markings and each location for raised pavement markers and studs shall be accurately established and shall be subject to approval before application and installation commences. Markers and studs shall not be located over longitudinal or transverse pavement joints.

2. The area of highway surface on which marking is to take place shall be free of dirt, existing paint lines if directed, curing compound, grease, oil, moisture, loose or unsound layers, and any other material which could adversely affect the bond. The areas shall be thoroughly cleaned to the satisfaction of the Engineer before proceeding with painting or installation

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of markers and studs.

3. Pavement marking shall not proceed when there is moisture on the pavement surface or the air is misty; or the surface temperature of the pavement is below 10 degrees C; or when wind or other conditions may cause a film of dust to be deposited on the surface; or in other conditions that, in the opinion of the Engineer, could displace, damage, or adversely affect the bonding of the material to the pavement surface. Any markings damaged due to water or rain within 20 minutes after application, shall be removed and replaced at the Contractor's expense.

3. Painting and Adhesive Film Application

1. The use of Class A (white) paint or Class B (yellow) paint and the type of paint material shall be in accordance with the design standards and as shown on the Drawings.

2. Application of the various categories of paint to the pavement surface shall be carried out in accordance with the equipment manufacturer's recommendations and as shown on the Drawings and directed by the Engineer.

3. Painting applications may include centerlines, border (edge) lines, 'no passing' lines, intersection markings, chevron stripping (in gore areas), pedestrian crossings, letters, arrows, symbols and other special purpose pavement markings.

4. Preformed reflectorized thermoplastic film shall be utilized only where specified for markings such as intersection markings, lettering, arrows, symbols and other special purpose markings. Application shall be in accordance with the manufacturer's recommendations and shall be carried out in the presence of the Engineer.

4. Reflectorized Paint (RP) Application

1. Traffic paint shall be thoroughly mixed in the shipping container before placing in the machine tank. The paint machine tanks, connections, and spray nozzles shall be thoroughly cleaned each day with thinner before starting any spraying.

2. The minimum wet film thickness for all painted areas shall be 0.4 mm. the minimum rate of application for 100 mm width paint lines shall be as follows:

a. Continuous (solid) paint lines: 40 Itrikm for smooth surfaces and 50 Itr/km for rough surfaces.

b. Broken (skip) paint lines: 14 ltr/km for smooth surfaces and 17.5 ltr/km for rough surfaces (assuming gap length is double the length of paint line) Rates shall be modified proportionately for other widths of traffic lines.

3. The measured application rate shall not vary from the approved rate by more than 5% in any 1/km. At any point where a check indicates a variation in excess of 5%, painting shall be stopped and equipment adjusted or replaced. Identifiable areas of deficiency shall be corrected as

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directed.

4. Immediately following the application of paint, a uniform application of glass beads shall be applied at the rate of 0.6 — 0.7 kg/Itr of paint.

5. Thermoplastic Reflectorized Paint (TRP) Application

1. In addition to normal pavement cleaning requirements specified, the surface of bituminous concrete pavements shall be washed with a detergent solution if and as required, followed by a water rinse to remove any clay coating or accumulation of grease. On new existing cement concrete pavements, the surface shall be abrasive blast-cleaned to remove laitance, curing seal, or other foreign material.

2. A binder-sealer material shall be applied prior to the thermoplastic application. The binder-sealer material shall be applied with conventional mobile paint spraying equipment, and form a continuous film over the pavement surface which will dry rapidly and adhere to the pavement surface. The binder-sealer shall be a product currently used and recommended by the thermoplastic paint manufacturer.

3. To ensure optimum adhesion, the thermoplastic paint shall be applied in a molten state at a temperature range recommended by the manufacturer, but not less than 200 degrees C.

4. The minimum overall average thickness extruded thermoplastic shall be 2.5 mm. The completed lines shall have a continuous and uniform cross section, and shall have clean, sharp dimensions. The width of paint line specified shall be applied in one application. The lines shall be laid to the following thicknesses unless otherwise agreed between the Engineer and the Supplier:

• Screed Lines: 3 mm minimum

• Sprayed Lines: 1.5 mm minimum

• Extruded Lines: Not less than 2.5 mm or more than 3.5 mm

5. A glass sphere top dressing shall be applied to the completed thermoplastic paint immediately after it has been placed by the automatic glass sphere dispenser attached to the painting machine. The sphere dispenser shall embed at least half the sphere diameter into the surface. The application rate of spheres shall be 0.4 to 0.5 kg/sq.m

6. Epoxy Thermoplastic Reflectorized Paint (ETRP) Application

The application procedures to ETRP shall be as specified for thermoplastic paint, except that a binder — sealer shall not be required and the epoxy thermoplastic shall be sprayed at temperatures between 225 and 235 degrees C at the spray nozzle. The thickness of application shall be 0.45 mm, with a tolerance of plus or minus 0.05 mm.

7. Raised Pavement Marker Installation

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1. The pavement surface on which raised pavement markers or studs are to be installed shall be thoroughly cleaned to remove all materials which may adversely affect the bond of the adhesive.

2. Where holes or recesses are required in the pavement for the particular type of prismatic marker or stud being used, the hole shall be drilled slightly wider and deeper than the stud or maker. All debris from the hole or recess shall be removed and any damage to the pavement surface shall be properly and neatly repaired before installation of the marker or stud. The hole or recess shall be completely filled with adhesive before securing the stud or marker in position.

3. The adhesive for prismatic markers which are to be installed on the pavement surface shall be placed uniformly on the surface or on the bottom of the marker in a quantity sufficient to cover the area of contact, with no voids present and with slight excess after the marker has been installed. The marker shall be placed in position and pressure applied until firm contact is made with the pavement.

4. All excess adhesive shall be promptly removed, using kerosene or other approved solvent which shall not stain or damage the pavement. Markers and studs shall be protected against impact until the adhesive has fully hardened.

5. Markers and studs shall be aligned and pressed into place within 5 minutes after mixing the adhesive components. Any mixed batch of adhesive which becomes so viscous that the adhesive is not readily extruded on application of slight pressure shall not be used.

8. Protection of Markings and Markers

1. Immediately following the application of paint lines and other markings on pavements open to traffic, traffic cones or other approved devices shall be placed alongside or over the paint at intervals not exceeding 10 m and shall remain in place until the paint has dried.

2. Traffic shall be prevented from crossing wet paint lines and the Contractor shall use sufficient numbers of flagmen, barricades, or other protection, particularly at crossings, to prevent traffic from crossing wet paint. Sections of paint which have been damaged by traffic before the paint has cured, shall be repaired and the pavement outside the painted area cleaned at the Contractor's expense.

3. Raised pavement markers and studs shall be protected from all traffic at least 3 hours after placement, when the average ambient temperature is 13 degrees C or above; at least 24 hours when the said temperature is between 4 and 13 degrees C; and at least 48 hours when the said temperature is 4 degrees C or below. The Engineer will determine when the adhesive has set sufficiently to bear traffic. Regardless of the type of adhesive used, markers and studs shall not be placed when the pavement of air temperature is 0 degree C or below; when the relative humidity of the air is greater than 80%; when the pavement is not surface dry; or before a new bituminous concrete pavement has been opened to traffic for at least 14 days (unless otherwise directed).

4. Temporary barricades and signs of the design shown on the Drawings or

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as specified, or required by the Engineer, shall be erected at the beginning and end of the highway section on which the Contractor proposes to apply paint markings or install markers or studs. On completion the temporary barricades and cones shall be moved ahead to the next section. Barricades and cones shall not be left in place overnight. The equipment shall be so operated that it will be unnecessary for public traffic to cross the newly placed material behind the equipment in order to safely pass the equipment.

9. Tolerances and Finish

1. A tolerance of 12 mm over, or 3 mm under the specified line width will be allowed, provided the variation is gradual and does not detract from the general finished appearance of the line. Segments of broken line may vary up to 300 mm from the specified length. Segments shall be square at each end without mist or distortion. Deviations from the control line of up to 25 mm on tangents and 50 mm on curves will be accepted, provided the deviation does not increase or decrease at a rate of more than 15 mm in 10 m. Lines that do not meet these tolerances shall be removed and replaced at the Contractor's expense.

2. When it is necessary to remove paint, this shall be carried out by means satisfactory to the Engineer, and shall not damage the underlying pavement surface. When necessary to correct a deviation which exceeds the permissible tolerance in alignment, the affected length of line shall be removed plus an additional 5 m in each direction, and a new line then painted.

C. Sampling and Testing

1. All material shall be shipped to the job site in undamaged, sealed, original packaging, clearly identifying each material as the name, color, manufacturer, batch number, and date of manufacture. All material shall be accompanied by certified test results verifying compliance with all specified physical and chemical requirements.

2. Reflective raised pavement markers and pavement studs shall be tested for reflectance at the minimum rate of 1 reflector tested per 500 shipped.

3. All paint products and other materials designated by the Engineer shall be sampled for testing. Sampling shall be performed by the Contractor in the presence of the Engineer. Materials shall be sampled in their original containers, except that bulk shipments may be sampled and resealed as approved by the Engineer. All samples shall be packaged for shipment as approved by the Engineer. Samples shall be transported to the mobile filed laboratory or to an approved independent laboratory, as directed by the Engineer. Paint materials and raised pavement markers and studs shall not be used until approved by the Employer.

2.4 STEEL GUARDRAIL AND CONCRETE SAFETY BARRIER

A. Materials

1. Metal Beam Guardrail

1. Rail elements and backup plates for W-Beam rail shall conform to

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AASHTO M 180, Class A, Type 2 galvanized. Rail elements for triple corrugated beam rail used in Guard Rail Energy Absorbing Terminal (G.R.E.A.T) proprietary impact attenuators shall conform to AASHTO M 180, Class B, Type 2 galvanized. Rail element joints shall be fabricated to lap not les than 300 mm and be bolted.

2. Rail metal shall withstand a cold bend, without cracking, of 180 degrees around a mandrel of a diameter equal to 2.5 times the thickness of the sheet metal plate.

3. Rail elements to be erected on a radius of 45 m or less shall be shaped in the shop. The radius of curvature shall be stenciled on the back of each section of rail.

4. Rail elements shall designed to be spliced at intervals not to exceed 4 m and such splices shall be made at posts, unless otherwise shown on the Drawings.

2. Box Beam Guardrail

1. Rails shall be hot-formed welded and seamless carbon steel structural tube or cold-formed welded. Posts splice tongues, and plates shall conform to ASTM A 36. Rails shall conform to ASTM A 500, Grade A or B, or ASTM A 501.

2. Mill transverse welds will not be permitted on rail sections. The resistance shall make longitudinal welds, gas shielded arc, and submerged arc or plasma arc welded process and shall be sound, free from defects, and shall not be repaired. The welded joint, in cold and hot-formed welded rail, shall have a minimum tensile strength specified for the railing when subjected to the tensile strap test specified in ASTM E8M (metric).

3. Rail sections for tangent runs shall be not less than 6 m in length. Rail splices shall be a minimum of 400 mm from the centerline of any post.

3. Wire Rope

1. Wire rope for cable guardrail, cable guardrail anchor terminals and metal beam guardrail anchor terminal, shall conform to AASHTO M 30, Type 11, Class A. Equivalent galvanized wire rope with a minimum breaking strength of 19,400 kg will be acceptable.

2. Wire rope restraining cable for G.R.E.A.T. Hi-Dro and Hi-Dri impact attenuators shall be minimum 22 mm nominal diameter galvanized wire rope conforming to ASTM A 603, Class A.

3. Pull out and secondary cable for HI-Dro and HI-Dri impact attenuators shall be minimum 9.5 mm nominal diameter galvanized wire rope conforming to ASTM A 603, Class A.

4. Posts and Miscellaneous Hardware

1. Unless otherwise shown on the Drawings, all steel posts, plates, angles, channels, brackets and anchor assembly units shall conform to ASTM A 36. Cold rolled post sections shall conform to ASTM A 446, Grade B.

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2. The swaged fittings for anchor terminals shall be machined from hot-rolled carbon steel conforming to ASTM A 576, Grade 1035 and shall be annealed in a manner suitable for cold swaging. A lock pin hole shall be drilled through the swage fitting head to accommodate a 7 mm, plated, spring steel pin to retain the stud in the proper position. The stud shall be steel conforming to ASTM A 449. Prior to galvanizing, a 10 mm slot for the locking pin shall be milled into the stud end. The swaged fitting, stud, and nut shall develop the full breaking strength of the wire cable.

3. Anchor rod eyes shall be hot forged or formed with full penetration welds. After fabrication, anchor rods with eyes that have been formed with any part of the eye below 870 degrees C during the forming operation or with eyes that have been closed by welding shall be thermally stress relieved prior to galvanizing. The completed anchor rod, after galvanizing, shall develop strength of 23,000 kg.

4. Clevises shall be drop forged galvanized steel and shall develop the full-specified breaking strength of the wire cable.

5. The concrete insert assembly for Type 4 anchor terminals (beams of corrosion resistant steel — AASHTO M 180) shall be fabricated as shown on the Drawings. Ferrules shall be steel conforming to ASTM A 108, Grade 12 L 14. Inserts shall be tapped to the dimensional requirements specified in ASTM A 563 for nuts receiving galvanized bolts. Insert assembly wires shall conform to ASTM A 510, Grade 1030, and have a minimum tensile strength of 686 MN/sq.m (7,000 kg/sq.cm). Welded attachment of wire to ferrule shall develop the full tensile strength of the wire.

6. Turnbuckles shall be steel of commercial quality and shall have a minimum breaking strength of 1,500 kg. Turnbuckles shall be galvanized in accordance with ASTM A 153. Compensating and non-compensating cable ends shall be cast steel conforming to ASTM A 27 or malleable iron conforming to the requirements of ASTM A 47M (metric). Compensating devices shall have spring constants of 8,000 kg/m plus or minus 500 kg/m and permit a travel of 150 mm plus or minus 25 mm. All elements shall be galvanized.

7. Cable connecting hardware shall develop the full strength of the wire rope. At all locations where the cable is connected to a cable end with a wedge type connection, one wire of the wire rape shall be crimped over the base of the wedge to hold the cable firmly in place.

8. Restraining chains for G.R.E.A.T. impact attenuators shall be 12 mm nominal size and shall conform to ASTM A 413, Grade 28.

5. Glare Screens

1. Glare screen fabric shall be chain link mesh conforming to ASTM A 491 or ASTM A 392. Mesh size and wire diameter shall be as specified on the Drawings.

2. Posts shall be galvanizes steel pipe conforming to ASTM A 153 and of the diameter shown on the Drawings. Posts shall be furnished with galvanized watertight caps.

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3. Tensions wire shall conform to ASTM A 641 M (metric) — Class 1, Hard Temper, with a minimum diameter of 4.5 mm.

4. Tension wire shall conform to ASTM A 474 or A 475, 6 mm minimum diameter, high strength grade.

5. All hardware shall be typical of the types shown on the Drawings. And shall be galvanized in accordance with ASTM A 153.

6. If shown on the Drawings, the fence fabric, posts and all exposed galvanized hardware shall be coated with a minimum of 0.25 mm coating of bonded PVC. PVC shall be applied by the thermal extrusion process and shall withstand a minimum exposure of 1,500 hr at 62 degrees C without any deterioration when tested in accordance with ASTM D 1499.

7. Slats, when required, shall be either wood or plastic and of the dimensions shown on the Drawings. Wood slats shall be treated with a suitable preservative.

8. plastic slats shall be tubular polyethylene, colour pigmented material consisting of high-density polyethylene and colour pigments designed to retard ultraviolet penetration. The material shall have a minimum wall thickness of 0.7 mm and shall remain flexible without distortion and without becoming brittle through a temperature range of zero degrees C to 60 degrees C.

9. Plastic slats shall be retained in place by means of U-shaped retainer members at the bottom and top of the glare screen. Retainer members shall be of the same material as the slats.

10. Samples for the colour of plastic slats shall be submitted for approval before use.

6. Bolts, Nuts, and Other Fittings

1. All bolts shall conform to ASTM A 307, except those designated on the Drawings as high strength, which shall conform to ASTM A 325 or A 449.

2. All nuts shall conform to ASTM A 563, Grade A or better, except those designated on the Drawings as high strength, which shall conform to ASTM A 563, Grade C or better.

7. Galvanizing

1. All of the exposed materials for guardrail, guardrail anchor terminals, impact attenuators, glare screen, and delineators, which consist of steel or iron, shall be galvanized after fabrication unless otherwise specified. Whenever a galvanizing requirement is not included in the Specifications, it shall be in accordance with ASTM A 123 or ASTM A 153 as appropriate.

2. All components shall be fabricated and galvanized for installation without additional drilling, cutting, or welding. When filed modifications are approved or when minor damage to the galvanized coating occurs, the exposed surface shall be repaired by thoroughly cleaning and applying 2 applications of zinc dust-zinc oxide primer.

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8. Concrete

1. All concrete shall conform to the relevant requirements of "Concrete Specifications".

2. Unless Otherwise shown on the drawings classes of concrete shall be as follows:

Concrete for post supports, buried footings and anchors shall be Grade 20.

All other concrete related to this section shall be Grade 25.

9. Reinforcement

Reinforcing steel shall be of the size and type shown on the Drawings and shall conform to the requirements of "Steel Reinforcement and Fixing Specifications".

10. Delineators

1. Delineators for attachment directly to metal beam and box beam guardrail, or to New Jersey Barrier shall be of the types shown on the Drawings, and to the approval of the Engineer.

2. Hardware shall conform with the requirements shown on the Drawings.

11. Other Materials

Other materials shall be as shown on the Drawings. Special materials for impact attenuators shall be as specified by the manufacturer.

B. Construction and Installation

1. Metal Beam and Cable Guardrail

1. Guardrail shall be installed as and where shown on the Drawings. Posts shall be set in concrete as shown on the Drawings.

2. When posts are set in concrete, the concrete shall be placed against the excavated earth unless otherwise approved.

3. Continuous lengths of rail or cable shall be installed and alignment checked and adjusted before final tightening of bolts, etc. Unless otherwise specified, bolted connections shall be torqued to between 6 and 7 kg-m. Lapped rail shall be installed with exposed ends away from the stream of traffic.

2. Guardrail Anchor Terminals

1. Guardrail anchor terminals shall be installed as and where shown on the Drawings.

2. Posts, anchors and footings shall be driven or installed in concrete as required. Concrete shall be placed against the excavated earth unless otherwise approved.

3. Bolted connections shall be torqued as for guardrail bolts.

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4. Cable guardrail and assemblies shall be attached to the breakaway anchor angle and turnbuckles tightened to provide the spring compression as shown on the Drawings. Backfill above the tops of concrete anchor footings shall not be placed before cables are tensioned. Cables shall be uniformly tensioned prior to bending tabs on end post caps.

3. Delineators

Delineators shall be attached directly to guardrail in an approved, secure manner, as and where shown on the Drawings or in accordance with the requirements of MUTCD as appropriate.

PART 3 - EXECUTION

3.1 INSPECTION

Furnish, place and apply the miscellaneous work items in accordance with this Specification as indicated on the Drawings and in accordance with approved shop drawings.

3.2 CONTRACT CLOSEOUT:

Provide in accordance with Section 01700.

END OF SECTION

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SECTION 02820 - FENCES AND GATES

PART 1 – GENERAL

1.1 SUMMARY

A. Section Includes: Design, supply and install custom made Sliding/Hinged gates in accordance with the requirements of the Contract Documents. Works includes:

1. Steel gates.

2. Fabrication.

3. Foundations.

4. Installation complete with accessories & hardware.

5. Painting



2. Metal Fabrication

3. Steel Doors And Frames

4. Painting.

1.2 REFERENCES

A. American Society for Testing and Materials (ASTM):

1. ASTM A 366-91(93): “Steel, Sheet, Carbon Cold-Rolled, Commercial Quality”.

2. ASTM A 513-94: “Electric-Resistance-Welded Carbon and Alloy Steel Tubing”.

3. ASTM A 570-92(93): “Steel Sheet and Strip, Carbon, Hot-Rolled Structural A Quality”.

4. ASTM F 626-84: “Specification for Fence Fittings”.

5. ASTM F 900-84: “Specification for Industrial and Commercial Swing Gates”.

B. Steel Structure Painting Council (SSPC):

1 Printing Manual, Vol. 1 & 2.

1.3 SUBMITTALS

A. Shop Drawings: Submit to the Engineer, in accordance with the requirements of the Contract Documents, shop drawings, including plan layout and details illustrating fence height, location and sizes of posts, rails, footings, accessories,

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hardware and erection procedure.

B. Product data in the form of manufacturer's technical data, specifications and installation instructions for gate posts, fabric, gates and accessories.

C. Samples: Submit samples as requested by the Engineer of all materials specified herein in accordance with requirements of the conditions of the contract and before ordering materials, obtain approval from the Engineer.


A. Manufacturer Qualification: Provide metal sliding gates as complete unit produced by a single manufacturer with a minimum of five (5) years of experience in similar works.

B. Installer Qualification: Employ only experienced tradesman for both fabrication and installation.


A. Deliver and store materials in a manner to prevent any damage to elements.

B. Items which become rusted or damaged because of non-compliance with these conditions will be liable for rejection, and such items shall be replaced without any additional cost to the Employer.

C. Pre-Installation Meetings: The work of this section shall be completely coordinated with work of other sections. Verify dimensions and work of other trades which adjoin materials of this section before the installation of items herein specified.

1.6 WARRANTY

A. Special Product Warranty: Submit a written warranty, executed by the Contractor, agreeing to repair or replace components or entire units which fail in materials or workmanship within the specified warranty period. Failures include, but are not necessarily limited to, structural failure including excessive deflection, faulty operation of gates, deterioration of metals, metal finishes, and other materials beyond normal weathering and defects in hardware, and other components of work.

B. Warranty period for Gate works shall be Five (5) years after the end of defects liability period.

C. This warranty shall be in addition to and not a limitation of other rights the Employer may have against the Contractor under the Contract Documents

PART2 – PRODUCTS

2.1 ACCEPTABLE MANUFACTURERS

No specified manufacturers for this tender, However Products and materials provided by the contractor shall be comply with the requirements of contract documents and subject to the client and Engineer approval and the Engineer and the client have the right to reject any submittal without any liability towards the contract

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2.2 MATERIALS

General: Refer to drawings for details.

Description: as per drawings.

2.3 FABRICATION

A. Fabricate perimeter frames of gates from metal. Assemble gate frames by welding. Provide horizontal and vertical members to ensure proper gate operation and attachment of panels hardware and accessories.

B. Sliding Gates: Comply with ASTM F 900.

PART3 – EXECUTION

3.1 PREPARATION

A. Job site shall be cleared of excess spillage of concrete, packaging and other debris. No work is to begin prior to final grading, unless otherwise permitted by the Engineer.

3.2 WORKMANSHIP

A. All items shall be installed plumb, straight, square, level and proper elevation, location and alignment with other work. All work shall be designed for adjustment to field variation, fitted with proper joints and intersections, adequately anchored in place.

B. Provide necessary holes for attaching hardware, other items and anchorage for attachment to adjoining construction.

C. Drill or punch holes of correct size required for anchor bolts or connections.

D. Burned holes will not be acceptable.

E. Holes must be correctly located to permit bolts to be placed squarely and without offset.

3.3 ERECTION

A. Frames, Pickets and Rails: Frames and pickets shall be installed truly vertical and all rails shall be truly horizontal.

B. Steel Column Attachment: Attachment to steel columns shall be made by means of welding the panel securely to the column.

3.4 CLEANING

A. Retouching: After installation the complete fence or gate shall be retouched wherever paint has been scratched, abraded or removed. Retouching paint shall be of the same formulation and color as that used for the original painting.

END OF SECTION

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SECTION 02920 - PLANTING SOIL

1. GENERAL

1.1 SUMMARY

A. Section Includes

Planting soil in accordance with the requirements of the Contract Documents, work includes but is not limited to the following:

1. Procurement of materials.

2. Stockpiling of materials.

3. Mixing planting soil.

4. Testing of the soil.

1.2 REFERENCES

A. American Society for Testing and Materials (ASTM) Standards

1. ASTM C136 Sieve or Screen Analysis of Fine and Coarse Aggregates.

2. ASTM D422 Particle-Size Analysis of Soils.

3. ASTM D2607.69 Standard Clarification of Peats, Mosses, Humus and related Products.

4. ASTM D2974 Standard method of test for moisture, ash, and organic matter of peat materials.

5. ASTM D2976 Standard Method of Test of PH Peat Material.

B. Official Methods of Analysis (11th Edition and Supply, 1st October 1970).

1.3 SUBMITTALS

A. The following shall be submitted:

1. Data:

a) Manufacturer's certified analysis of standard packaged products.

b) Provide an independent laboratory analysis for all materials and submit for review by the Engineer.

c) Manufacturer's or Vendor's certified analysis for fertilizer materials.

d) For organic materials, a laboratory analysis containing all of the items indicated below by a laboratory approved by the Engineer.

i. pH

ii. Salinity (ECe)

iii. Moisture Content

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iv. Bulk Density

v. Organic Matter (by ash)

vi. Particle sizes expressed as percent passing

9.51mm Sieve

6.35mm sieve

2.38mm (No.8) sieve*

0.50mm (No.35) sieve*

US Standard sieves

vii. Total Nitrogen (%)

viii. Organic Nitrogen (%)

ix. Nitrate Nitrogen (%)

x. Ammonium Nitrogen (%)

xi. Phosphate Phosphorous (ppm)

xii. Potassium (ppm)

xiii. Callcium (ppm)

xiv. Magnesium (ppm)

xv. Dilute Acid Soluble Iron (%)

xvi. Half Saturation Percentage

xvii. Boron (ppm)by hot water extraction

xviii. CEC-Cartion Exchange Capacity meq/100gm

Note: Item (iii) through (xv) are based on dry weight.

2. Samples

a) As required by Section 1300 submittal

B. For agricultural soil submit 5 kg sample and an analysis of the following items conducted by a laboratory approved by the Engineer:

1. Soil Fertility:

a) Half Saturation (%)

b) Nitrate Nitrogen (ppm)

c) Ammonium Nitrogen (ppm)

d) Phosphate Phosphorous (ppm)

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e) Potassium (ppm)

f) Magnesium )ppm)

g) Calcium (ppm)

2. Agricultural Suitability:

a) Salinity (Ece)

b) pH

c) Calcium(Me/I)

d) Magnesium (Me/I)

e) Sodium (Me/I)

f) Potassium (Me/I)

g) SAR (Sodium Absorption Ratio)

h) Boron (ppm) (by hot water extraction)

i) Lime content (% equivalent CaCO3)

j) Percent Organic Matter\

2. QUALITY ASSURANCE

A. Installer Qualifications:

1. The planting soil works shall be executed by a specialist Installer having at least five (5) years experience in executing similar works.

2. Perform work with personnel experienced in the work required of this section. Laborers shall have minimum of three (3) years experience in similar type of landscape work; foremen shall have ten (10) years experience in similar types of landscape work. The Contractor shall be required to show proof of the qualifications and experience of all personnel proposed for this work.


A. Packaged Materials

1. Store fertilizer separately from pesticides in dry storage away from contaminants and plant material in storage areas as approved by the Engineer.

2. Stockpile bulk materials on site; Cover and protect to prevent deterioration from sun and wind.

3. Packaged materials will be delivered in labeled, sealed containers showing the weight, analysis, name of manufacturer, point of origin and dealer, including expiration date.

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2.2 PRODUCTS

2.2.1 Planting Soil Components

A. Agricultural Soil: Agricultural soil shall be obtained from a source approved by the Engineer's. It shall conform to the following physical and chemical characteristics:

1. Physical Characteristics

a. Material passing a sieve size 5.00mm 100%

b. Material passing a sieve size 1.25mm 85-100%

c. Material passing a sieve size .50mm 35-100%

2. Chemical Characteristics

a. Salinity (ECE x 1000) Less than 6

b. Sar(Sodium Absorption Ratio) Less than 4

c. Boron (Saturation Extract) Less than 1.25PPM

d. PH 6.5-8.5

B. For Areas of 5ocm planting soil depth, extra soil will be required for tree pits between 70cm for tress and 150cm for palms.

2.2.2 Organic Soil Amendments

1. Feedstock: leaves or well-rotted composted manure.

2. Reaction: [pH of 6.5 to 8] Insert range.

3. Soluble-Salt Concentration: Less than [4] dS/m.

4. Moisture Content: [35 to 55] percent by weight.

5. Organic-Matter Content: 30 to 40 percent of dry weight.

6. Particle Size: Minimum of 98 percent passing through a (100-mm) sieve.

2.2.3 Fertilizers

A. Superphosphate: Commercial, phosphate mixture, soluble; a minimum of 33 percent available phosphoric acid.

B. Commercial Fertilizer: Commercial-grade complete fertilizer of neutral character, consisting of fast- and slow-release nitrogen, 50 percent derived from natural organic sources of urea formaldehyde, phosphorous, and potassium in the following composition:

1. Composition: [(0.5 kg/100 sq. m)] of actual nitrogen, 4 percent phosphorous, and 2 percent potassium, by weight.

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2. Composition: Nitrogen, phosphorous, and potassium in amounts recommended in soil reports from a qualified testing agency.

C. Chelated Iron: Commercial-grade FeEDDHA for dicots and woody plants, and commercial- grade FeDTPA for ornamental grasses and monocots.

3. EXECUTION

3.1 PREPARATION

Planting medium shall be well mixed free of decomposed colloidal residue, wood, sulfur and iron, brown, finely shredded with no particles over 5 mm. and with an acidity range from 6.5 to 8.5 pH.

A. Planting soil mix shall conform to the following requirements:

1. Salinity (ECe x 1000) Less than 4.0

2. SAR Less than 4.0

3. pH 6.5 to 8.5

4. Boron (by saturation extract) Less than 2.0 ppm

5. Saturated Weight Less than 960 kg/m3

B. Planting soil shall be mixed in the quantities or proportions as follows:

(80%) local Topsoil, (10%) organic decomposed manure with 10% imported moss peat and 1 kg/m3 compound fertilizer.

C. In the event that the pH of the planting soil exceeds 8.5 the agricultural soil portion of the mix shall be amended with suitable additives (iron sulphate, sulpharic acid, or other approved amendments) to bring the resultant mix into the specified range of 6.5 to 8.5. Such additives shall be added to the sand prior to addition of the organic amendment. After adding such additives, the mix shall be leached to bring the salinity, SAR, pH and Boron content of the resultant mix within the ranges indicated above.

D. Mixing procedure: Mix physical ingredients (as specified in item B) to a uniform mixture. Mixing method shall be by wind-rowing/tilling or other approved technique. The organic amendment portion should be moist. Add controlled release fertilizer at the rate of 2.5 kg/cubic meter.

E. The resultant mix shall be moistened to about 5-10% prior to back filling in designated areas.

END OF SECTION

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SECTION 02930 - PLANTING

1. GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY

A. Section Includes:

1 . P l a n t s .

2 . T ree s tab i l i za t ion .

3. Landscape edgings.

B. Related Requirements:

1. Section 015639 "Temporary Tree and Plant Protection" for protecting, trimming, pruning, repairing, and replacing existing trees to remain that interfere with, or are affected by, execution of the Work.

2. Section 329200 " Grasses" for lawn and meadow planting, hydroseeding, and erosion- control materials.

1.3 DEFINITIONS

A. Backfill: The earth used to replace or the act of replacing earth in an excavation.

B. Balled and Burlapped Stock: Plants dug with firm, natural balls of earth in which they were grown, with a ball size not less than diameter and depth recommended by ANSI Z60.1 for type and size of plant required; wrapped with burlap, tied, rigidly supported, and drum laced with twine with the root flare visible at the surface of the ball as recommended by ANSI Z60.1.

C. Balled and Potted Stock: Plants dug with firm, natural balls of earth in which they are grown and placed, unbroken, in a container. Ball size is not less than diameter and depth recommended by ANSI Z60.1 for type and size of plant required.

D. Bare-Root Stock: Plants with a well-branched, fibrous-root system developed by transplanting or root pruning, with soil or growing medium removed, and with not less than the minimum root spread according to ANSI Z60.1 for type and size of plant required.

E. Container-Grown Stock: Healthy, vigorous, well-rooted plants grown in a container, with a well- established root system reaching sides of container and maintaining a firm ball when removed from container. Container shall be rigid enough to hold ball shape and protect root mass during shipping and be sized according to ANSI Z60.1 for type and size of plant required.

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F. Fabric Bag-Grown Stock: Healthy, vigorous, well-rooted plants established and grown in-ground in a porous fabric bag with well-established root system reaching sides of fabric bag.

Fabric bag size is not less than diameter, depth, and volume required by ANSI Z60.1 for type and size of plant.

G. Finish Grade: Elevation of finished surface of planting soil.

H. Pesticide: A substance or mixture intended for preventing, destroying, repelling, or mitigating a pest. Pesticides include insecticides, miticides, herbicides, fungicides, rodenticides, and molluscicides. They also include substances or mixtures intended for use as a plant regulator, defoliant, or desiccant. Some sources classify herbicides separately from pesticides.

I. Pests: Living organisms that occur where they are not desired or that cause damage to plants, animals, or people. Pests include insects, mites, grubs, mollusks (snails and slugs), rodents (gophers, moles, and mice), unwanted plants (weeds), fungi, bacteria, and viruses.

J. Planting Area: Areas to be planted.

K. Planting Soil: Existing, on-site soil; imported soil; or manufactured soil that has been modified with soil amendments and perhaps fertilizers to produce a soil mixture best for plant growth. See Section 329115 "Soil Preparation (Performance Specification)" for drawing designations for planting soils.

L. Plant; Plants; Plant Material: These terms refer to vegetation in general, including trees, shrubs, vines, ground covers, ornamental grasses, bulbs, corms, tubers, or herbaceous vegetation.

M. Root Flare: Also called "trunk flare." The area at the base of the plant's stem or trunk where the stem or trunk broadens to form roots; the area of transition between the root system and the stem or trunk.

N. Stem Girdling Roots: Roots that encircle the stems (trunks) of trees below the soil surface.

O. Subgrade: The surface or elevation of subsoil remaining after excavation is complete, or the top surface of a fill or backfill before planting soil is placed.

1.4 COORDINATION

A. Coordination with Turf Areas (Lawns): Plant trees, shrubs, and other plants after finish grades are established and before planting turf areas unless otherwise indicated.

1. When planting trees, shrubs, and other plants after planting turf areas, protect turf areas, and promptly repair damage caused by planting operations.

1.5 PREINSTALLATION MEETINGS

A. Preinstallation Conference: Conduct conference at Project site .

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1.6 ACTION SUBMITTALS

A. Product Data: For each type of product.

1. Plant Materials: Include quantities, sizes, quality, and sources for plant materials.

2. Plant Photographs: Include color photographs in digital or (76- by 127-mm) print format of each required species and size of plant material as it will be furnished to Project. Take photographs from an angle depicting true size and condition of the typical plant to be furnished. Include a scale rod or other measuring device in each photograph. For species where more than [20] plants are required, include a minimum of [three] photographs showing the average plant, the best quality plant, and the worst quality plant to be furnished. Identify each photograph with the full scientific name of the plant, plant size, and name of the growing nursery.

B. Samples for Verification: For each of the following:

1. Trees and Shrubs: [Three] Samples of each variety and size delivered to site for review. Maintain approved Samples on-site as a standard for comparison.

2. Mineral Mulch: (1.0 kg) of each mineral mulch required, in sealed plastic bags labeled with source of mulch. Sample shall be typical of the lot of material to be delivered and installed on-site; provide an accurate indication of color, texture, and makeup of the material.

3. Weed Control Barrier: (300 by 300 mm).

4. Proprietary Root-Ball-Stabilization Device: One unit.

5. Edging Materials and Accessories: Manufacturer's standard size, to verify color selected.

6. Root Barrier: Width of panel by (300 mm).

1.7 INFORMATIONAL SUBMITTALS

A. Qualification Data: For landscape Installer. Include list of similar projects completed by Installer demonstrating Installer's capabilities and experience. Include project names, addresses, and year completed, and include names and addresses of owners' contact persons.

B. Product Certificates: For each type of manufactured product, from manufacturer, and complying with the following:

1. Manufacturer's certified analysis of standard products.

2. Analysis of other materials by a recognized laboratory made according to methods established by the Association of Official Analytical Chemists, where applicable.

C. Pesticides and Herbicides: Product label and manufacturer's application instructions specific to Project.

D. Sample Warranty: For special warranty.

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1.8 CLOSEOUT SUBMITTALS

A. Maintenance Data: Recommended procedures to be established by Owner for maintenance of plants during a calendar year. Submit before expiration of required maintenance periods.


A. Installer Qualifications: A qualified landscape installer whose work has resulted in successful establishment of plants.

1. Experience: Five years' experience in landscape installation in addition to requirements in Section 014000 "Quality Requirements."

2. Installer's Field Supervision: Require Installer to maintain an experienced full-time supervisor on Project site when work is in progress.

3. Pesticide Applicator: State licensed, commercial.

B. Provide quality, size, genus, species, and variety of plants indicated, complying with applicable requirements in ANSI Z60.1.

1. Selection of plants purchased under allowances is made by the Engineer, who tags plants at their place of growth before they are prepared for transplanting.

C. Measurements: Measure according to ANSI Z60.1. Do not prune to obtain required sizes, unless indicated otherwise.

1. Trees and Shrubs: Measure with branches and trunks or canes in their normal position.

Take height measurements from or near the top of the root flare for field-grown stock and container-grown stock. Measure main body of tree or shrub for height and spread; do not measure branches or roots tip to tip. Take trunk circumference measurements (150 mm) above the root flare for trees up to (1 000mm) size, and (1000 mm) above the root flare for larger sizes.

2. Other Plants: Measure with stems, petioles, and foliage in their normal position.

D. Plant Material Observation: Architect may observe plant material either at place of growth or at site before planting for compliance with requirements for genus, species, variety, cultivar, size, and quality. Architect may also observe trees and shrubs further for size and condition of balls and root systems, pests, disease symptoms, injuries, and latent defects and may reject unsatisfactory or defective material at any time during progress of work. Remove rejected trees or shrubs immediately from Project site.

1. Notify Architect of sources of planting materials seven days in advance of delivery to site.


A. Packaged Materials: Deliver packaged materials in original, unopened containers showing weight, certified analysis, name and address of manufacturer, and indication of compliance with local and Federal laws if

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applicable.

B. Bu lk Mater ia l s :

1. Do not dump or store bulk materials near structures, utilities, walkways and pavements, or on existing turf areas or plants.

2. Provide erosion-control measures to prevent erosion or displacement of bulk materials; discharge of soil-bearing water runoff; and airborne dust reaching adjacent properties, water conveyance systems, or walkways.

3. Accompany each delivery of bulk materials with appropriate certificates.

C. Deliver bare-root stock plants within 24 hours of digging. Immediately after digging up bare-root stock, pack root system in wet straw, hay, or other suitable material to keep root system moist until planting. Transport in covered, temperature-controlled vehicles, and keep plants cool and protected from sun and wind at all times.

D. Do not prune trees and shrubs before delivery. Protect bark, branches, and root systems from sun scald, drying, wind burn, sweating, whipping, and other handling and tying damage. Do not bend or bind-tie trees or shrubs in such a manner as to destroy their natural shape. Provide protective covering of plants during shipping and delivery. Do not drop plants during delivery and handling.

E. Handle planting stock by root ball.

F. Store bulbs, corms, and tubers in a dry place at (16 to 18 deg C) until planting.

G. Wrap trees and shrubs with burlap fabric over trunks, branches, stems, twigs, and foliage to protect from wind and other damage during digging, handling, and transportation.

H. Deliver plants after preparations for planting have been completed, and install immediately. If planting is delayed more than six hours after delivery, set plants and trees in their appropriate aspect (sun, filtered sun, or shade), protect from weather and mechanical damage, and keep roots moist.

1. Heel-in bare-root stock. Soak roots that are in less than moist condition in water for two hours. Reject plants with dry roots.

2. Set balled stock on ground and cover ball with soil, peat moss, sawdust, or other acceptable material.

3. Do not remove container-grown stock from containers before time of planting.

4. Water root systems of plants stored on-site deeply and thoroughly with a fine-mist spray. Water as often as necessary to maintain root systems in a moist, but not overly wet condition.

1.11 FIELD CONDITIONS

A. Field Measurements: Verify actual grade elevations, service and utility locations, irrigation system components, and dimensions of plantings and construction contiguous with new plantings by field measurements before

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proceeding with planting work.

B. Planting Restrictions: Plant during one of the following periods. Coordinate planting periods with maintenance periods to provide required maintenance from date of Substantial Completion.

1 . Spring Planting.

2 . Fa l l P lan t i ng .

3. Avoid planting in July-August or extreme heat.

C. Weather Limitations: Proceed with planting only when existing and forecasted weather conditions permit planting to be performed when beneficial and optimum results may be obtained. Apply products during favorable weather conditions according to manufacturer's written instructions and warranty requirements.

1.12 WARRANTY

A. Special Warranty: Installer agrees to repair or replace plantings and accessories that fail in materials, workmanship, or growth within specified warranty period.

1 . Failures include, but are not limited to, the following:

a. Death and unsatisfactory growth, except for defects resulting from abuse, lack of adequate maintenance, or neglect by Owner.

b. Structural failures including plantings falling or blowing over.

c. Faulty performance of tree stabilization and edgings.

d. Deterioration of metals, metal finishes, and other materials beyond normal weathering.

2. Warranty Periods: From date of Substantial Completion .

a. Trees, Shrubs, Vines, and Ornamental Grasses: [12] months.

b. Ground Covers, Biennials, Perennials, and Other Plants: [12] months.

c. Annuals: [12] months.

3. Include the following remedial actions as a minimum:

a. Immediately remove dead plants and replace unless required to plant in the succeeding planting season.

b. Replace plants that are more than 25 percent dead or in an unhealthy condition at end of warranty period.

c. A limit of one replacement of each plant is required except for losses or replacements due to failure to comply with requirements.

d. Provide extended warranty for period equal to original warranty period, for replaced plant material.

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2. PRODUCTS

2.1 PLANT MATERIAL

A. General: Furnish nursery-grown plants true to genus, species, variety, cultivar, stem form, shearing, and other features indicated in Plant List, Plant Schedule, or Plant Legend indicated on Drawings and complying with ANSI Z60.1; and with healthy root systems developed by transplanting or root pruning. Provide well-shaped, fully branched, healthy, vigorous stock, densely foliated when in leaf and free of disease, pests, eggs, larvae, and defects such as knots, sun scald, injuries, abrasions, and disfigurement.

1. Trees with damaged, crooked, or multiple leaders; tight vertical branches where bark is squeezed between two branches or between branch and trunk ("included bark"); crossing trunks; cut-off limbs more than (19 mm) in diameter; or with stem girdling roots are unacceptable.

2. Collected Stock: Do not use plants harvested from the wild, from native stands, from an established landscape planting, or not grown in a nursery unless otherwise indicated.

B. Provide plants of sizes, grades, and ball or container sizes complying with ANSI Z60.1 for types and form of plants required. Plants of a larger size may be used if acceptable to Architect, with a proportionate increase in size of roots or balls.

C. Root-Ball Depth: Furnish trees and shrubs with root balls measured from top of root ball, which begins at root flare according to ANSI Z60.1. Root flare shall be visible before planting.

D. Labeling: Label at least one plant of each variety, size, and caliper with a securely attached, waterproof tag bearing legible designation of common name and full scientific name, including genus and species. Include nomenclature for hybrid, variety, or cultivar, if applicable for the plant.

E. If formal arrangements or consecutive order of plants is indicated on Drawings, select stock for uniform height and spread, and number the labels to assure symmetry in planting.

F. Annuals and Biennials: Provide healthy, disease-free plants of species and variety shown or listed, with well-established root systems reaching to sides of the container to maintain a firm ball, but not with excessive root growth encircling the container. Provide only plants that are acclimated to outdoor conditions before delivery and that are in bud but not yet in bloom.

2.2 MULCHES

A. Mineral Mulch: Hard, durable stone, washed free of loam, sand, clay, and other foreign substances, of the following type, size range, and color:

1 . Type: Crushed stone or gravel.

2. Size Range: (19 mm) maximum, (6.4 mm) minimum.

3. Color: Uniform brown color range acceptable to the Engineer.

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2.3 PESTICIDES

A. General: Pesticide registered and approved by the EPA, acceptable to authorities having jurisdiction, and of type recommended by manufacturer for each specific problem and as required for Project conditions and application. Do not use restricted pesticides unless authorized in writing by authorities having jurisdiction.

B. Pre-Emergent Herbicide (Selective and Nonselective): Effective for controlling the germination or growth of weeds within planted areas at the soil level directly below the mulch layer.

C. Post-Emergent Herbicide (Selective and Nonselective): Effective for controlling weed growth that has already germinated.

2.4 TREES-STABILIZATION MATERIALS

A. Root-Ball Stabilization Materials:

1. Upright Stakes and Horizontal Hold-Down: Rough-sawn, sound, new hardwood or softwood, free of knots, holes, cross grain, and other defects, (38-by-38-mm actual) by length indicated; stakes pointed at one end.

a. Upright Stake Dimensions: 1000-1200 m in length, 70-100 mm diameter

b. Horizontal Hold-Down: 500-700 mm length, 40 mm cross section

c. Galvanized wire: 7 strand

2.5 LANDSCAPE EDGINGS

A. Wood Edging: Of sizes indicated on Drawings, and wood stakes as follows:

1. Species: Western red cedar, all heart or Southern pine with specified wood pressure-preservative treatment.

2. Stakes: Same species as edging, (19-by-38-mm actual) by (450 mm) long, with galvanized nails for anchoring edging.

B. Steel Edging: Standard commercial-steel edging, fabricated in sections of standard lengths, with loops stamped from or welded to face of sections to receive stakes.

1 . Edging Size: (3.2 mm) thick by (150 mm) deep.

2. Stakes: Tapered steel, a minimum of [(300 mm)] [(380 mm)] long.

3. Accessories: Standard tapered ends, corners, and splicers.

4. Finish: Zinc coated.

C. Plastic Edging: Standard black polyethylene or vinyl edging,, extruded in standard lengths, with (225-mm) steel angle or plastic stakes.

1 . Edging Size: (2.5 mm) thick by (125 mm) deep .

2. Top Profile: Straight, with top (50 mm) being (6.4 mm) thick.

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3. Accessories: Manufacturer's standard alignment clips or plugs.

2.6 MISCELLANEOUS PRODUCTS

A. Wood Pressure-Preservative Treatment: AWPA U1, Use Category UC4a; acceptable to authorities having jurisdiction, and containing no arsenic or chromium.

B. Burlap: Non-synthetic, biodegradable.

C. Planter Drainage Gravel: Washed, sound crushed stone or gravel complying with ASTM D 448 for Size No. 8 .

D. Planter Filter Fabric: Woven or Nonwoven geotextile manufactured for separation applications and made of polypropylene, polyolefin, or polyester fibers or combination of them.

3. EXECUTION

3.1 EXAMINATION

A. Examine areas to receive plants, with Installer present, for compliance with requirements and conditions affecting installation and performance of the Work.

1. Verify that no foreign or deleterious material or liquid such as paint, paint washout, concrete slurry, concrete layers or chunks, cement, plaster, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, or acid has been deposited in soil within a planting area.

2. Verify that plants and vehicles loaded with plants can travel to planting locations with adequate overhead clearance.

3. Suspend planting operations during periods of excessive soil moisture until the moisture content reaches acceptable levels to attain the required results.

The Palestine Museum A_9.908-Architectural Specification _ Package 6 Heneghan Peng Architects

4.Uniformly moisten excessively dry soil that is not workable or which is dusty.

B. If contamination by foreign or deleterious material or liquid is present in soil within a planting area, remove the soil and contamination as directed by Architect and replace with new planting soil.

C. Proceed with installation only after unsatisfactory conditions have been corrected.

3.2 PREPARATION

A. Protect structures, utilities, sidewalks, pavements, and other facilities and turf areas and existing plants from damage caused by planting operations.

B. Install erosion-control measures to prevent erosion or displacement of soils and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways.

C. Lay out individual tree and shrub locations and areas for multiple plantings.

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Stake locations, outline areas, adjust locations when requested, and obtain Architect's acceptance of layout before excavating or planting. Make minor adjustments as required.

D. Lay out plants at locations directed by Architect. Stake locations of individual trees and shrubs and outline areas for multiple plantings.

3.3 PLANTING AREA ESTABLISHMENT

A. General: Prepare planting area for soil placement and mix planting soil according to Section 329115 "Soil Preparation (Performance Specification)."

B. Placing Planting Soil: Place and mix planting soil in-place over exposed subgrade.

C. Before planting, obtain Architect's acceptance of finish grading; restore planting areas if eroded or otherwise disturbed after finish grading.

3.4 EXCAVATION FOR TREES AND SHRUBS

A. Planting Pits and Trenches: Excavate circular planting pits.

1. Excavate planting pits with sides sloping inward at a 45-degree angle. Excavations with vertical sides are unacceptable. Trim perimeter of bottom leaving center area of bottom raised slightly to support root ball and assist in drainage away from center. Do not further disturb base. Ensure that root ball will sit on undisturbed base soil to prevent settling. Scarify sides of planting pit smeared or smoothed during excavation.

2. Excavate approximately two times as wide as ball diameter for balled and burlapped, balled and potted, container-grown or fabric bag-grown stock.

3. Excavate at least (300 mm) wider than root spread and deep enough to accommodate vertical roots for bare-root stock.

4. Do not excavate deeper than depth of the root ball, measured from the root flare to the bottom of the root ball.

5. If area under the plant was initially dug too deep, add soil to raise it to the correct level and thoroughly tamp the added soil to prevent settling.

6. Maintain angles of repose of adjacent materials to ensure stability. Do not excavate subgrades of adjacent paving, structures, hardscapes, or other new or existing improvements.

7. Maintain supervision of excavations during working hours.

8. Keep excavations covered or otherwise protected overnight .

9. If drain tile is indicated on Drawings or required under planting areas, excavate to top of porous backfill over tile.

B. Backfill Soil: Subsoil and topsoil removed from excavations may be used as backfill soil unless otherwise indicated.

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C. Obstructions: Notify Architect if unexpected rock or obstructions detrimental to trees or shrubs are encountered in excavations.

1. Hardpan Layer: Drill (150-mm-) diameter holes, (600 mm) apart, into free-draining strata or to a depth of (1.5 m), whichever is less, and backfill with free-draining material.

D. Drainage: Notify Architect if subsoil conditions evidence unexpected water seepage or retention in tree or shrub planting pits.

E. Fill excavations with water and allow percolating away before positioning trees and shrubs.

3.5 TREE, SHRUB AND VINE PLANTING

A. Inspection: At time of planting, verify that root flare is visible at top of root ball according to ANSI Z60.1. If root flare is not visible, remove soil in a level manner from the root ball to where the top-most root emerges from the trunk. After soil removal to expose the root flare, verify that root ball still meets size requirements.

B. Roots: Remove stem girdling roots and kinked roots. Remove injured roots by cutting cleanly; do not break.

C. Balled and Burlapped Stock: Set each plant plumb and in center of planting pit or trench with root flare 25mm - 50mm adjacent finish grades.

1 . Backfill: Planting soil. For trees, use excavated soil for backfill.

2. After placing some backfill around root ball to stabilize plant, carefully cut and remove burlap, rope, and wire baskets from tops of root balls and from sides, but do not remove from under root balls. Remove pallets, if any, before setting. Do not use planting stock if root ball is cracked or broken before or during planting operation.

3. Backfill around root ball in layers, tamping to settle soil and eliminate voids and air pockets. When planting pit is approximately one-half filled, water thoroughly before placing remainder of backfill. Repeat watering until no more water is absorbed.

4. Add composted manure or peat moss to backfill mix (25L/tree, 10L/Shrub or vine)

5. Continue backfilling process. Water again after placing and tamping final layer of soil.

D. Balled and Potted and Container-Grown Stock: Set each plant plumb and in center of planting pit or trench with root flare 25mm – 50mm adjacent finish grades.

1 . Backfill: Planting soil . For trees, use excavated soil for backfill.

2. Carefully remove root ball from container without damaging root ball or plant.


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5. Add composted manure or peat moss to backfill mix (25L/tree, 10L/Shrub or vine).

E. Fabric Bag-Grown Stock: Set each plant plumb and in center of planting pit or trench with root flare 25mm – 50mm adjacent finish grades.

1 . Backfill: Planting soil . For trees, use excavated soil for backfill.

2. Carefully remove root ball from fabric bag without damaging root ball or plant. Do not use planting stock if root ball is cracked or broken before or during planting operation.


4. Add composted manure or peat moss to backfill mix (30% organic material, 70% planting soil).


F. Bare-Root Stock: Set and support each plant in center of planting pit or trench with root flare 25mm – 50mm adjacent finish grade.

1 . Backfill: Planting soil. For trees, use excavated soil for backfill.

2. Spread roots without tangling or turning toward surface. Plumb before backfilling, and maintain plumb while working.

3. Carefully work backfill in layers around roots by hand. Bring roots into close contact with the soil.

4. When planting pit is approximately one-half filled, water thoroughly before placing remainder of backfill. Repeat watering until no more water is absorbed.

5. Add composted manure or peat moss to backfill mix (30% organic material, 70% planting soil).


G. Slopes: When planting on slopes, set the plant so the root flare on the uphill side is flush with the surrounding soil on the slope; the edge of the root ball on the downhill side will be above the surrounding soil. Apply enough soil to cover the downhill side of the root ball.

3.6 TREE, SHRUB AND VINE PRUNING

A. Remove only dead, dying, or broken branches. Do not prune for shape.

B. Prune, thin, and shape trees, shrubs, and vines as directed by Architect.

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C. Prune, thin, and shape trees, shrubs, and vines according to standard professional horticultural and arboricultural practices. Unless otherwise indicated by Architect, do not cut tree leaders; remove only injured, dying, or dead branches from trees and shrubs; and prune to retain natural character.

D. Do not apply pruning paint to wounds.

3.7 TREE STABILIZATION

A. Root-Ball Stabilization: Install at- or below-grade stabilization system to secure each new planting by the root ball unless otherwise indicated.

1. Wood Hold-Down Method: Place vertical stakes against side of root ball and drive them into subsoil; place horizontal wood hold-down stake across the top of rootball. Place galvanized wire across the hold-down stake wrap around vertical stake. Nail wire in place.

a. Install stakes of length required to penetrate at least to the dimension indicated on Drawings below bottom of backfilled excavation. Saw stakes off at horizontal stake.

b. Install screws through horizontal hold-down and penetrating at least (25 mm) into stakes. Predrill holes if necessary to prevent splitting wood.

c. Install second set of stakes on other side of root trunk for larger trees.

2. Proprietary Root-Ball Stabilization Device: Install root-ball stabilization system sized and positioned as recommended by manufacturer unless otherwise indicated and according to manufacturer's written instructions.

3.8 PLACING SOIL IN PLANTERS

A. Place a layer of drainage gravel at least (100 mm) thick in bottom of planter. Cover bottom with filter fabric and wrap filter fabric (150 mm) up on all sides. Duct tape along the entire top edge of the filter fabric, to secure the filter fabric against the sides during the soil-filling process.

B. Fill planter with planting soil. Place soil in lightly compacted layers to an elevation of (38 mm) below top of planter, allowing natural settlement.

3.9 GROUND COVER AND PLANT PLANTING

A. Set out and space ground cover and plants other than trees, shrubs, and vines as indicated on Drawings in even rows with triangular spacing.

B. Use planting soil for backfil l and add 2L of composted manure of peat moss.

C. Dig holes large enough to allow spreading of roots.

D. For rooted cutting plants supplied in flats, plant each in a manner that minimally disturbs the root system but to a depth not less than two nodes.

E. Work soil around roots to eliminate air pockets and leave a slight saucer indentation around plants to hold water.

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F. Water thoroughly after planting, taking care not to cover plant crowns with wet soil.

G. Protect plants from hot sun and wind; remove protection if plants show evidence of recovery from transplanting shock.

3.10 PLANTING AREA MULCHING

A. Apply mulch after the installation of irrigation system

B. Mulch backfilled surfaces of planting areas and other areas indicated on drawings.

1. Mineral Mulch in Planting Areas: Apply (60-mm) average thickness of mineral mulch over whole surface of planting area, and finish level with adjacent finish grades. Do not place mulch within (150 mm) of trunks or stems.

3.11 EDGING INSTALLATION

A. Steel Edging: Install steel edging where indicated according to manufacturer's written instructions. Anchor with steel stakes spaced approximately (760 mm) apart, driven below top elevation of edging.

B. Aluminum Edging: Install aluminum edging where indicated according to manufacturer's written instructions. Anchor with aluminum stakes spaced approximately (1200 mm) apart, driven below top elevation of edging.

C. Plastic Edging: Install plastic edging where indicated according to manufacturer's written instructions. Anchor with steel stakes spaced approximately [(1200 mm)] apart, driven through upper base grooves or V-lip of edging.

3.12 PLANT MAINTENANCE

A. Maintain plantings by pruning, cultivating, watering, weeding, fertilizing, mulching, restoring planting saucers, adjusting and repairing tree-stabilization devices, resetting to proper grades or vertical position, and performing other operations as required to establish healthy, viable plantings.

B. Fill in, as necessary, soil subsidence that may occur because of settling or other processes. Replace mulch materials damaged or lost in areas of subsidence.

C. Apply treatments as required to keep plant materials, planted areas, and soils free of pests and pathogens or disease. Use integrated pest management practices when possible to minimize use of pesticides and reduce hazards. Treatments include physical controls such as hosing off foliage, mechanical controls such as traps, and biological control agents.

3.13 PESTICIDE-APPLICATION

A. Apply pesticides and other chemical products and biological control agents according to authorities having jurisdiction and manufacturer's written recommendations. Coordinate applications with Owner's operations and others in proximity to the Work. Notify Owner before each application is performed.

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B. Pre-Emergent Herbicides (Selective and Nonselective): Apply to tree, shrub, and ground-cover areas according to manufacturer's written recommendations. Do not apply to seeded areas.

C. Post-Emergent Herbicides (Selective and Nonselective): Apply only as necessary to treat already-germinated weeds and according to manufacturer's written recommendations.

3.14 REPAIR AND REPLACEMENT

A. General: Repair or replace existing or new trees and other plants that are damaged by construction operations, in a manner approved by Architect.

1 . Submit details of proposed pruning and repairs.

2. Perform repairs of damaged trunks, branches, and roots within 24 hours, if approved.

3. Replace trees and other plants that cannot be repaired and restored to full-growth status, as determined by Architect.

B. Remove and replace trees that are more than [25] percent dead or in an unhealthy condition before the end of the corrections period or are damaged during construction operations that Architect determines are incapable of restoring to normal growth pattern.

3.15 CLEANING AND PROTECTION

A. During planting, keep adjacent paving and construction clean and work area in an orderly condition. Clean wheels of vehicles before leaving site to avoid tracking soil onto roads, walks, or other paved areas.

B. Remove surplus soil and waste material including excess subsoil, unsuitable soil, trash, and debris and legally dispose of them off Owner's property.

C. Protect plants from damage due to landscape operations and operations of other contractors and trades. Maintain protection during installation and maintenance periods. Treat, repair, or replace damaged plantings.

D. After installation and before Substantial Completion, remove nursery tags, nursery stakes, tie tape, labels, wire, burlap, and other debris from plant material, planting areas, and Project site.

3.16 MAINTENANCE SERVICE

A. Maintenance Service for Trees and Shrubs: Provide maintenance by skilled employees of landscape Installer. Maintain as required in "Plant Maintenance" Article. Begin maintenance immediately after plants are installed and continue until plantings are acceptably healthy and well established, but for not less than maintenance period below:

1 . Maintenance Period: 12 months from date of Substantial Completion .

B. Maintenance Service for Ground Cover and Other Plants: Provide maintenance by skilled employees of landscape Installer. Maintain as required in "Plant Maintenance" Article. Begin maintenance immediately after plants are installed and continue until plantings are acceptably healthy and well established,

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but for not less than maintenance period below:

1 . Maintenance Period: Three months from date of Substantial Completion.

END OF SECTION

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SECTION 03200 - CONCRETE REINFORCEMENT

PART 1 - GENERAL

1.1 SUMMARY


1. Reinforcing steel bars for cast-in-place concrete, complete with tie wire.

2. Support chairs, bars supports, spacers for reinforcing. Concrete.

B. Related Section:

1. Section 03300 Cast-in-place concrete.

1.2 REFERENCE STANDARDS

A. BS (British Standard)

1. BS 4449 – Hot rolled steel bars for the reinforcement of concrete.

2. BS 4466- Specifications for Scheduling, Dimensioning, Bending and Cutting of steel Reinforcement for concrete

3. BS 4482 - Specification for cold reduced steel wire for the Reinforcement of concrete.

4. BS 4483 – Steel fabric for reinforcement of concrete.

5. BS 8110 – Code of practice for design and construction of structural concrete.

B. AWS (American Welding Society)

1. AWS D12.1 – Welding reinforcement steel.

C. ACI(American Concrete Institute)

1. ACI 301- Structural concrete for building.

2. ACI 315 – American concrete institute manual of standard.

3. ACI 318- Building code requirements for Reinforced Concrete.

4. ACI SP-66-American Concrete Institute-Detailing manual.

D. ANSI(American National Standard Institute)

1. ANSI/ASTM A497-Welded Deformed Steel Wire Fabric for Concrete.

E. CRSI (Concrete Reinforcing Steel Institute)

1. CRSI 63 – Recommended practice for placing reinforcing bars.

2. CRSI 65 – Recommended practice for placing bar supports specifications and nomenclature.

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A. Perform concrete reinforcing work in accordance CRSI-63 and 65 unless specified otherwise in this section.


A. Submit 3 certified copies of mill test report of supplied concrete reinforcing, indicating physical and chemical analysis.

B. Provide the Engineer with access to fabrication plant to facilitate inspection of reinforcement. Notify of commencement and duration of shop fabrication, in sufficient time to allow for proper inspection.

PART 2 – PRODUCTS

2.1 REINFORCING

Grade Minimum Yield Strength

Deformed high strength steel 420 Mpa

Mild steel 280 Mpa

A. Reinforcing Steel: Deformed High yield wieldable steel bars shall comply with the BS 4482 , BS 4461 or BS 4483.

B. Reinforcing Fabric. 1. welded steel wire Fabric-ASTM A185 or BS 4483.

C. Accessories Materials

Chairs, bolsters bar supports, spacers, sized and shaped for strength and support of reinforcement during concrete placement conditions including load bearing pad on bottom to prevent vapor barrier puncture.

2.2 QUALITY REQUIREMENTS

1. Steel reinforcement shall be hot rolled, high strength and high bond. Grade 420Mpa complying with requirements of BS 4449, BS 4482, BS 4483 and BS 8110, deformed bars.

2.3 FABRICATION

A. Fabricate concrete reinforcing in accordance with BS 4449, BS 4482, BS 4483 and BS 8110.

B. Locate reinforcing splices, not indicated on drawings, at points of minimum stress. Location of splices: to be reviewed by the Engineer.

2.4 ACCESSORY MATERIALS

A. Tie Wire: Minimum 1.5mm gauge annealed type, or patented system accepted by the Engineer.

B. Chairs, Bolsters, Bar Supports, and Spacers: Sized and shaped for strength and support of reinforcing during construction conditions.

C. Special Chairs, Bolsters, Bar Supports, Spacers where adjacent to architectural

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concrete surfaces: Plastic coated type; sized and shaped as required.

PART 3 – EXECUTIONS

3.1 PLACEMENT AND FIXING OF REINFORCEMENT

A. Place reinforcing bar supported and secured against displacement. Do not deviate from true alignment.

B. Before placing concrete, ensure reinforcing bars are clean, free of loose scale, dirt, or other foreign coatings which would reduce bond to concrete.

C. All reinforcement shall be fixed rigidly in position. At intersections the bars shall be bound together with tying wire and the loose ends of the wire shall be turned towards the inside of the member.

D. Reinforcement shall only be spliced or welded where shown on the drawings. All welding procedures shall be subject to approval.

E. Reinforcement shall be fixed in the positions shown on the drawings within a tolerance of 5mm or 5% of the lowest dimension of the cross-section of the member, whichever is greater.

F. The concrete cover to the reinforcement shall be carefully maintained utilizing approved spacers where necessary and Conforms to ACI 318 for Concrete cover over reinforcement. The minimum concrete cover to all steel shall be:

70 mm for concrete below grade for foundations.

25 mm for internal concrete faces above grade.

30 mm for external concrete surfaces.

30 mm for surfaces of concrete below grade, other than foundations.

G. Where concrete spacer blocks are used they shall not exceed 50mm square in section and shall be precast from concrete of similar mix proportions and strength as the adjacent concrete, except that the largest size of aggregate shall be 10mm.

H. Spacer blocks shall not be used where the concrete face will be visible in the finished work, without the approval of the Engineer.

I. Each concrete spacer block shall be securely fixed to the reinforcement with wire or a clip. The wire or clip shall be embedded in the center of the block so that it does not subsequently cause rust marks on the concrete surface.

J. Supports and other subsidiary bars necessary to maintain the reinforcement in position shall be provided at approved intervals with concrete cover not less than that of the adjacent reinforcement.

K. Fabric reinforcement shall be used in standard sheets where possible. Adjoining sheets shall overlap by at least one rectangle or 55 diameters of the bar at the lap, whichever is the greater.

L. Scaffold boards shall be provided to ensure that the reinforcement is not displaced by being walked upon during concreting or other operations.

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M. During concreting operations a competent steel fixer shall be in attendance to ensure that the reinforcement is maintained in the position as pouring and compaction proceeds.

N. Do not displace or damage vapor barrier. Accommodate placement for formed openings.

3.2 MEASUREMENTS AND RATES

A. Calculation of Steel reinforcement bars weight to be calculated as follows:

Diameter (mm) Weight (Kg/m) Diameter (mm) Weight (Kg/m)

6 0.222 20 2.460

8 0.395 22 2.980

10 0.617 24 3.550

12 0.888 25 3.850

14 1.210 26 4.170

16 1.580 30 5.550

18 2.000 32 6.318

END OF SECTION

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SECTION 03300 - CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.1 SUMMARY

A. Section Includes: All cast-in-place concrete work shown on the drawings or inferable there from and/or as specified in accordance with the requirements of the Contract Documents. Work includes but is not limited to following:

1. Formworks

2. PVC or rubber water stops

3. All general concrete works and related finishes but is not limited to the following:

a. Foundations

b. Slab on grade.

c. Suspended slab.

d. Retaining wall

e. All concrete topping.

4. Testing

B. Related Section

1. Section 02775 Stone Curbs.

2. Section 03350 Concrete Finishing.

3. Section 03530 Concrete Topping.

4. Section 07130 Sheet Waterproofing.

5. Section 07140 Cold Fluid Applied Waterproofing.

1.2 REFERENCES


1. ASTM A185-94a Welded Steel Wire Fabric for Concrete Reinforcement.

2. ASTM A416 Specification for Uncoated Seven Wire Stress Relieved Steel Strand for Pre-stressed Concrete.

3. ASTM A615/A615M-94 Deformed and Plain Billet-Steel Bars for Concrete Reinforcement.

4. ASTM A767/A767M-94 Epoxy Coated Reinforced Steel Bars.

5. ASTM C29 Test Method for Unit Weight and Voids in aggregates.

6. ASTM C31-91 Methods of Making and Curing Concrete Test Specimens

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in the Field.

7. ASTM C33-93 Concrete Aggregates.

8. ASTM C39-94 Test Method for Compressing Strength of Cylindrical Concrete Specimens.

9. ASTM C40 Test Method for Organic Impurities in Fine Aggregates for Concrete.

10. ASTM C88 Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate.

11. ASTM C94-94 Ready-Mixed Concrete.

12. ASTM C114 Method for Chemical Analysis of Hydraulic Cement.

13. ASTM C117 Test Method for Material Finer Than 75-um (No.200) Sieve in Mineral Aggregates by Washing.

14. ASTM C125 Definitions of Terms Relating to Concrete and Concrete Aggregates.

15. ASTM C127 Test Method for Specific Gravity and Absorption of Coarse Aggregates.

16. ASTM C128 Test Method for Specific Gravity and Absorption of Fine Aggregates.

17. ASTM C131 Test Method for Resistance to Degradation of Small-size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine.

18. ASTM C128 Test Method for Unit Weight, Yield, and Air Content (Gravimetric) of Concrete.

19. ASTM C142 Test Method for Clay Lumps and Friable Particles in Aggregates.

20. ASTM C143 Test Method for Slump of Portland Cement Concrete.

21. ASTM C150 Portland Cement.

22. ASTM C156 Test Method for Water Retention by Concrete Curing Materials.

23. ASTM C171 Sheet Materials for Curing Concrete.

24. ASTM C172-92 Practice for Sampling Freshly Mixed Concrete.

25. ASTM C227 Test Method for Potential Alkali Reactivity of Cement Aggregate Combinations.

26. ASTM C231 Air Content of Freshly Mixed Concrete by the Pressure Method.

27. ASTM C260-94 Air Entraining Admixtures for Concrete.

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28. ASTM C289 Test Method for Potential Reactivity of Aggregates (Chemical Method).

29. ASTM C309 Liquid Membrane-Forming Compounds for Curing Concrete.

30. ASTM C332 Specification for Lightweight Aggregates for Insulating Concrete.

31. ASTM C403 Time of Setting o Concrete Mixtures by Penetration Resistance.

32. ASTM C470.81 Specification for Molds for Forming Concrete Test Cylinders Vertically.

33. ASTM C494 Chemical Admixtures for Concrete.

34. ASTM C495 Test Method for Compressive Strength of Lightweight Insulating Concrete.

35. ASTM C641 Test Method for Staining Materials in Light-weight Concrete Aggregates.

36. ASTM C979 Specification for Pigments for Integrally Colored Concrete.

37. ASTM C1059 Specification for Latex Agents.

38. ASTM E96 Test Methods for Water Vapor Transmission of Materials.

39. ASTM E154 Methods of Testing Materials for Use as Vapor Barrier Under Concrete Slabs and as Ground Cover in Crawl Spaces.

B. British Standards Institute (BSI)

1. BS 12 Portland Cement.

2. BS 410 Test Sieves .

3. BS 882 Aggregates from natural Sources.

4. BS 1204 Synthetic Resin Adhesives (Phenolic and amino Plastic) for wood.

5. BS 1305 Batch Type Concrete Mixers.

6. BS 1881 Methods of Testing Concrete.

7. BS 3148 Tests for Water for Making Concrete.

8. BS 3797 Lightweight Aggregates for Concrete.

9. BS 4027 Sulphate Resisting Portland Cement

10. BS 4251 Truck Type Concrete Mixers.

11. BS 4446 Bending Dimensions and Scheduling of Reinforcement for Concrete.

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12. BS 4449 Hot Rolled Steel Bars for the Reinforcement of Concrete.

13. BS 4461 Specification for carbon steel bars for the reinforcement of concrete.

14. BS 4482 Specification for cold reduced steel wire for the reinforcement of concrete.

15. BS 4483 Steel Fabric for Reinforcement of Concrete.

16. BS 4550 Methods of Testing Cement.

17. BS 4757 Nineteen-wire steel strands for prestressed Concrete.

18. BS 5075 Concrete Admixtures.

19. BS 5328 Methods of specifying concrete, including ready mixed Concrete.

20. BS 5337 Code of Practice for the structural Use of Concrete for Retaining Aqueous Liquids.

21. BS 5337 Appendix D, Paragraph D4-Waterstop.

22. BS 5606 Code of Practice for Accuracy in Building.

23. BS 5975 Code of Practice for False work.

24. BS 8110 Part 1: 1985 Code of Practice for the Structural Use of Concrete.

25. BS 8110 Section 6, Para 6.6 Curing.

American Concrete Institute (ACI)

1. ACI 211.1 Practice for Selecting Proportions for Normal, Heavyweight and Mass Concrete.

2. ACI 301 Specifications for structural Concrete for buildings.

3. ACI 301 Chapter 6, Paragraph 6.3 Waterstop.

4. ACI 304 Recommended Practice for Measuring Mixing Transporting and Placing Concrete.

5. ACI 305 Hot Weather Concreting.

6. ACI 309 Consolidation of Concrete.

7. ACI 315 Manual of Standard Practice for Detailing Reinforced Concrete Structures.

8. ACI 318 Building Code Requirement for Reinforced Concrete and Commenting.

9. ACI 347 Recommended Practice for Concrete Formwork.

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C. The applicable provisions of the following standard publications, codes and specifications shall apply throughout the cast-in-place concrete works:

1. AWS D1.4 (American Welding Society )Structural Welding Code-Reinforcing Steel.

2. CRSI (Concrete Reinforcing Steel Institute) Placing Reinforcing Bars.

3. ASHTO M148 Liquid Membrane-Forming Compounds for Curing Concrete.

4. CIRA Data Sheet Concrete Pressure on Formwork (Concrete Society Technical Report No.13)

5. ASHTO M182-94 Burlap Cloth Made From Jute or Kenaf.

6. FHWA-RD-77-85 (Federal highway Administration) Standard Method of Sampling and Testing for Total Chloride Ion in Concrete.

1.3 SYSTEM DESCRIPTION

A. Performance

1. This specification Section shall govern all cast-in-place concrete work for the complete project except where more stringent or specialized requirements are required. All work shall be performed to secure for the entire project homogeneous concrete having the required strength, surface finish, materials, durability, and weathering resistance, without planes of weakness or other structural defects, and free of honeycombs, air pockets, voids, projections, offsets of plane and other defacements of concrete. The Contractor will be fully responsible for any defects or damage in the building arising from faulty materials or workmanship and the costs of remedial measures in order to ensure that the completed work complies with the Contract Documents.

B. Design Requirements:

1. Base construction methodology on the construction indicated in the Contract Documents. No alterations or substitutions of the structural systems shown on the Drawings will be permitted.

2. Supervise and coordinate all phases of the concrete construction process and be responsible for the complete manufacturing process for all concrete work. All methods of manufacture and practices of handling raw materials and manufactured concrete shall be submitted for review by The Engineer prior to execution of the concrete work.

3. Only materials of known quality shall be incorporated in the work. All materials shall be properly selected, reviewed with The Engineer before use, and maintained during shipment, storage and use. Construction systems and techniques shall be properly selected, reviewed with The Engineer before use, and maintained throughout the complete concrete construction phase. Adequate spare equipment, parts, additional components and repair facilities shall be available for all tools and equipment.

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1.4 SUBMITTALS

A. Shop Drawings: Submit detail fabrication and placement drawings for all formwork and reinforcing steel which are correlated with forming and concrete placement techniques and requirements.

1. Reinforcing shall be detailed on shop drawings reviewed and approved by The Engineer.

2. The drawings shall be in such detail as to assure that difficulties in execution of the work in the field are minimized.

3. The drawings shall consist of sections, plan sand details clearly showing locations sizes and spacing of all reinforcing steel, supporting bars and accessories. Include on the shop drawings, schedules and diagrams to indicate bends, sizes and lengths of all reinforcing steel bars.

4. A separate set of shop drawings, which shows the construction joint locations, shall show all floor openings, wall openings and edges of concrete. Floor, wall openings and sleeves for all mechanical, plumbing and electrical work shall be coordinated with the respective trades and shown on these shop drawings in accordance with the criteria indicated on the Contract Drawings and contained in the various applicable Sections of the Specification.

5. No work shall be fabricated until all shop drawings have been reviewed and approved by the Engineer (with corrections and resubmittals as required by the Contract Documents). After review and approval by the Engineer, furnish all copies needed for fabrication and erection, and for use of other trades.

6. The Contractor shall be fully responsible for furnishing and installing all materials called for or required by the Contract Documents even though these materials may have been omitted from the reviewed shop drawings.

7. Submit shop drawings for all formwork showing locations of joints, tie bolts, cones, dummy cones, openings, chamfers, inserts, fittings and accessories for the approval of the Engineer before fabrication of formwork.

8. Submit design calculations in accordance with ACI Standard 301, Chapter 4, Para.4.2, wherever required for the supporting system of the formwork along with the shop drawings for the supporting system, for approval of the Engineer.

B. Samples

1. Provide cut lengths of reinforcing bars for testing or evaluation by an approved Testing Agency. The independent Test Agency shall be responsible for conducting and interpreting the tests, shall state in each report whether or not the test specimens comply with all requirements of the Contract Documents and shall specifically note any deviation there from. The Contractor shall not fabricate any reinforcing bars prior to the approval of The Engineer.

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2. Provide samples of all concrete materials of every type proposed for use including component parts of prefabricated formwork systems and manufacturer's technical literature relating thereto. Prepare mock-ups and carry out such tests on the proposed prefabricated formwork systems as may be required by The Engineer in order that he may be satisfied as to the system's suitability.

3. Furnish reinforcement and accessories for sample panels and mock-up portions of the structure as required using all materials and techniques as they will be used in actual construction.

C. Mill Tests:

Furnish the Engineer with certified mill test reports for cement, steel reinforcement strands.

D. Certifications for Admixtures. As specified under admixtures.

E. Test Reports:

Submit preliminary test results for The Engineer's approval at least three weeks prior to the beginning of the work. In addition to the test reports specified under "Quality Control", submit the following directly to the Engineer:

1. Preliminary Design Mix Reports (BS 8110 Section 6).

2. Aggregate Soundness Test Reports (ASTM C88).

3. Aggregate Staining Test Reports (ASTM C641).

4. Air Entrainment Test Reports (ASTM C260).

1.5 QUALIT ASSURANCE

A. Submit proposed name of independent Testing Agency for the approval of The Engineer. Employ at no extra cost to the owner the approved Testing Agency to perform all tests and submit reports specified in this section. Approval may be withdrawn at the discretion of the Engineer and an alternative Testing Agency approved.

B. Preliminary Tests (Trial Tests)

1. Target Means Strength: The concrete mix shall have at least the required minimum cement content and mean strength greater than the required characteristic strength by at least the current margin. The current margin shall be taken as the lesser of:

a. 1.64 times the standard deviation of cube tests on at least 100 separate batches of concrete of nominally similar proportions of similar materials and produced over a period not exceeding 12 months by the same plant under similar supervision, but not less than one sixth (1/6) of the characteristic strength for concrete of grade 150 or not less than 37.50 kg/m2 for concrete of grade 200 or above.

b. 1.64 times the standard deviation of cube tests on at least 40 separate batches of concrete of nominally similar proportions of

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similar materials and produced over a period exceeding 5 days but not exceeding 6 months by the same plant under similar supervision, but not less than one third (1/3) of the characteristic strength for concrete of grade 150 or not less than 75 kg/cm2 for concrete of grade 200 or above.

If enough data is not available to satisfy the requirements of either (a) or (b) above mentioned, the margin shall be taken as two-thirds (2/3) of the characteristic strength for concrete of grade 150 or 100 kg/cm2 for concrete of grade 200 or above. When required characteristic strength approaches maximum possible strength of concrete a smaller margin but not less than 75 kg/cm2 shall be permitted. Evidence shall be submitted to The Engineer for each grade of concrete showing that at the intended workability, the proposed mixed proportions and manufacturing method will produce concrete of required quality. Declare any change in source of material and any change in cement content, nature and source of each material, full details of tests on trial mixes, proposed quantities of each ingredient per cubic meter of fully compacted concrete.

2. To establish the suitability of any material used in the concrete work, unless specified otherwise, make preliminary tests and prepare design mixes, in accordance with ACI-301, Chapter 3, Paragraph 3.8, Method 1 or Method 2, in a design laboratory acceptable to the Engineer.

3. In addition to the tests required to establish the suitability of materials, make one test for each design mix to verify that the total Chloride (CI) ion content and the total Sulphate (SO3) content of each mix is within the specified limits. Perform Chloride tests in accordance with "Standard Method of Sampling and Testing for Total Chloride Ion in Concrete" as contained in Report No. FHWA-RD-77-85 published by U.S. Department of Transportation, Federal Highway Administration, perform Sulphate (SO3) tests in accordance with ASTM C114.

4. Trial Mixes

a. Where trial mixes are requested by the Engineer, three (3) separate batches of concrete shall be made using materials likely to be typical of the proposed supply and preferably under full scale production conditions.

b. Sampling and testing shall be strictly in accordance with B.S.1881. The workability of each batch of concrete shall be determined and three (3) cubes made from each batch of concrete for test at 28 days. A further three (3) cubes from each batch shall be made for test at earlier age. The trial mix proportions shall be approved by The Engineer if the average strength of nine (9) cubes tested at 28 days exceeds the specified characteristic strength by the appropriate margin or if nine (9) cubes tested at an earlier age indicate that it is likely to be exceeded by this amount. The appropriate margin is the margin as given in Clause 1.05 B.1 herein for concrete of nominally similar proportions and of similar materials to the trial mix. For this purpose if the trial mix does not differ by more than 30 kg/m3 of cement from a reference mix of similar workability, then the proportions may be regarded as "nominally similar" and the current margin for the reference mix can be taken

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as the appropriate margin for the trial mix. If trial mixes re required to demonstrate that the maximum free water/cement ratio is not exceeded, two batches shall be made in a laboratory with cement and saturated sand surface dry aggregate known from past records of the suppliers of the materials to be typical. The proposed mix proportions shall be accepted only if both batches have the correct cement content and free water/cement ratio below the maximum specified value at the proposed degree of workability.

5. Have a representative present when the preliminary tests are made. Whenever a change of band or source for any of the concrete ingredients occurs, additional "preliminary tests" will be required and the cost of these additional tests shall also be borne by the Contractor.

C. Plant and Field Tests and Inspection

1. Concrete work will be subject to detailed inspection and tests at the plant and in the field. Notify The Engineer one day in advance of concrete work. Inspection, field tests and sampling of concrete taken from the job will be carried out under the direction of The Engineer Likewise the conducting of tests carried out by the Contractor shall be under the direction of The Engineer

2. Concrete shall be produced in accordance with BS 5328. BS 5328 requires that tests are made on the constituent materials in accordance with the relevant British Standard, (refer to Part 2 of this Section), and that control tests are made on concrete to ensure compliance with the specified requirements.

3. When tested, the concrete shall meet the appropriate requirements specified in BS 5328, i.e.:

a. Characteristic compressive strength.

b. Specified mix proportions.

c. Minimum or maximum cement content.

d. Maximum free-water/cement ration.

e. Workability.

f. Air content of concrete.

g. Temperature of fresh concrete.

h. Density of fully compacted concrete.

4. Rate of sampling and testing shall be as specified and/or as directed by The Engineer the cost of sampling and testing shall be borne by the Contractor.

5. Facilitate sampling procedure and provide labor and material as required. Notify The Engineer when reinforcing steel is in place in order to facilitate any inspection he deems necessary. Submit checking sheets before placing concrete. Do not place concrete until these inspections have been

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completed and all deficiencies reported by The Engineer have been corrected to The Engineer satisfaction.

6. Supply all moulds required for tests as described below, using moulds of the same type and manufacture for making all test specimens. If field tests show excessive slumps or other violations of the Contract Documents, the entire batch of concrete from which the sample is question was taken will be rejected and shall be removed from the site at the Contractor's expense. The Engineer will inspect all concrete operations in the plant and in the field.

7. If ready-mix concrete is used, each load of concrete arriving at the job shall be accompanied by a delivery ticket which shall be subject to checking by The Engineer at the plant and which shall contain the following information.

a. The strength of the mix of concrete being delivered.

b. The exact time the cement and aggregate were discharged into the delivery truck. If upon reaching the job the concrete cannot be placed within the time limits stated, or if the type of concrete delivered is incorrect, The Engineer will reject the load and it shall be removed from the site at the Contractor's expense.

c. List of admixtures and concentration percentage.

8. Under the supervision and direction of The Engineer the Contractor will take specimens of each class of concrete from different locations on the job as follows:

a. At least twelve (12) specimens for each 40 cubic meters or fraction thereof of each class of concrete and in any case not less than twelve (12) specimens for any one day's operations.

b. Test specimens will be taken at pouring locations to give a fair average of the concrete in the part of the construction indicated.

c. Samples will be obtained in accordance with BS 1881.

d. At least two (2) slump tests: ASTM C143.

e. Testing shall conform to BS 1881 in making, curing and subsequently handling test specimens, except as modified herein. Cubes shall be engraved with the date of placing and the serial number of the cubes (1 to12) plus a universal serial number representing the number of the pour.

f. The cubes shall be placed in laboratory storage on Site under moist curing conditions at approximately temperature 21o C within 24 hours after moulding and maintained therein until ready for testing at the testing agencies Laboratory. Three (3) cube specimens will be tested at seven days, and if the seven day strength is deficient, the Contractor will be notified. Three (3) cubes will then be tested at 14 days, three (3) cubes at 28 days, and the remaining three (3) cubes will be tested as directed by The Engineer , having been cured with curing compound for 28 days.

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g. Two (2) unit weight and yield tests: ASTM C138.

9. Under the supervision and direction of The Engineer The Contractor will take specimens of each class of concrete, and an independent Testing Agency, approved by the Engineer, will perform one test for each 100 cubic meters to verify that the total Chloride ion content and the total Sulphate content are each within the specified limits. As soon as the concrete is no longer plastic, but in no event more than 24 hours after placement, the Testing Agency will perform tests in accordance with the procedures herein specified under Paragraph 1.04E.

10. Keep records of all specimens taken and tests made using a pro-forma approved by The Engineer Such records shall be signed by the Contractor and the Engineer

D. Change of Current Margin: When the results of a sufficiently large number of tests show that the previously established margin has significantly varied, a change in the current margin used for judging compliance with the specified characteristic strength may be appropriate. Recalculation of the margin shall be carried out as before, but the adoption of recalculated value will not generally be justified if the two values differ by less than 18% when based on tests on 40 separate batches or less than 11% when based on tests on 100 separate batches, or less than 5% when based on tests on 500 separate batches. This recalculated margin if adopted becomes the current margin for the judgment of compliance with the specified characteristic strength of concrete.

E. Testing Plan:

1. Each three (3) cubes shall be made from a single sample taken from a randomly selected batch of concrete. The sample shall be taken from the point of discharge from the delivery vehicle. The characteristic strength of concrete shall comply with the following requirements:

a. The average strength determined from any group of four (4) consecutive sets of test cubes exceeds the specified characteristic strength by not less than 0.3 times the current margin.

b. Each individual test result is greater than 85% of the specified strength. The current margin shall be taken as given in Paragraph 1.05B. If only one cube result fails to meet the second requirement mentioned above, that result may be considered to represent only the particular batch of concrete from which that cube was taken, provided the average strength of the group satisfied the first requirement. If more than one cube fails to meet the second requirement or if the average strength of any group of four (4) consecutive tests cubes fail to meet the second requirement, then all the concrete in all the batches represented by all such cubes shall be deemed not to comply with the strength requirements.

2. Enforcement: When the average strength of four (4) consecutive test cubes fail to meet the first requirement mentioned in the testing plan, the mix proportions of subsequent batches of concrete shall be modified to increase the strength. The Engineer shall decide as to what action may be taken for test cubes that fail to meet the requirements mentioned. In estimating the quality of the sub-standard concrete and in determining the action to be taken the following shall be considered.

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a. The validity of test results and confirmation that specimen sampling and testing have been carried out in accordance with BS 1881. Concrete shall be included by the strength of specified characteristic strength, together with the cement content, in comparison with the specified minimum cement content.

b. The mix proportions actually used in concrete under investigation.

c. The actual section of the structure represented by the test cubes.

d. The possible influence of any reduction in concrete quality in the strength and durability of this section of structure.

The Engineer may require tests to be carried out on the hardened concrete in the structure, apart from other tests mentioned in the Contract Documents. The cost of all such tests and making good will be borne by The Contractor irrespective of the test results. Where tests show that concrete is below specified strength, remove all, or a part of, the concrete in all of the batches deemed not to comply with the strength requirement as directed by The Engineer Full cost of removal of low strength concrete and its replacement with concrete of proper specified strength shall be borne by the Contractor, without any additional cost.

3. Strength: Compliance with the specified characteristic strength shall be judged by tests made on cubes at an age of 28 days. Not more than 5% of the cube test results shall be allowed to fall below the characteristic strength of concrete.

F. Lightweight Concrete

1. Mix Design: Design lightweight concrete mix to produce the following physical properties taking into consideration the actual site conditions (i.e. location, temperature, pumping heights, etc.).

a. Oven-Dry Density: 700 - 800 kg/m3.

b. Minimum Compressive Strength: 50 kg/cm2 at 28 days.

c. Use minimum amount of water to produce a workable mix.

d. Do not exceed maximum air content recommended by the relevant standards and/or aggregate manufacturer.

2. Testing: Minimum of 5 Nos. samples of the proposed mix design are to be prepared and tested in accordance with ASTM C495 for approval by The Engineer , prior to proceeding with the work. The minimum oven-dry density of all the samples shall not be less than 700 kg/m3 and the maximum density shall not be more than 800 kg/m3. The minimum compressive strength of all samples shall not be less than 50 kg/cm2.

G. Product Handling

1. Comply with BS 8110, Section 6.

H. Environmental Conditions:

1. Hot Weather Concreting: Refer to Clause 1.02 "STANDARDS" (ACI 105).

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PART 2 - PRODUCTS

2.1 MATERIALS

A. The products and manufacturers specified herein, are specified for the purpose of establishing minimum quality standards. Products equal in quality to, or better than those specified, will be considered acceptable. The decision of acceptability will rest with the Engineer.

B. Cement:

1. Alkali Content For All Types of Cement: Maximum 0.6% equivalent of Sodium Oxide (Na2O) (ASTM C227).

2. Ordinary Cement: BS12 or ASTM C150, Type 1 or K.S.S. 36, non-staining.

3. Sulphate Resisting Portland Cement: BS4027 or ASTM C150, Type V.

4. Sulphate resisting cement shall be used as directed by The Engineer in all work below the ground floor level which is in contact with soil or waterproofing or protection board or vapor barrier.

5. Cement shall originate from sources and manufacturers acceptable to The Engineer and shall be delivered in sealed bags. Only one brand of cement shall be used for each type of cement. When received at the batch plant, all bags shall be intact and cement shall be completely dry. Cement exposed to moisture or wetting of any king during shipment or storage shall not be used on the job.

6. Stale cement or cement which cakes or lumps shall not be used.

7. All cement stored at site shall be kept thoroughly dry and shall be stored in water tight sheds on a floor raised at least 200mm above ground. Cement stacks shall have labels indicating dates of manufacture and arrival at the storage site. A maximum of fifteen (15) bags shall be stacked if the storage period is not more than four (4) weeks and eight (8) bags if the storage period is over four (4) weeks but not more than three (3) months. Any cement stored for more than three (3) months shall not be used without the explicit written permission of The Engineer

8. When tests performed on field samples, subsequent to the original approval tests, show that the cement does not comply with the Specifications, the entire consignment from which the sample was taken shall be rejected. Rejected cement shall not be permitted in storage areas or on the Site and shall be removed within twenty four hours.

9. Cement shall be protected from direct exposure to sun. Cement temperature shall not exceed 50oC.

10. All Type V Cement shall have tricalcium aluminate content not exceeding five percent (5%).

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C. Aggregate:

1. In general, aggregate shall comply with BS 882, "Concrete Aggregates from Natural Sources", or ASTM C33, and shall be graded in accordance with these requirements, irrespective of whether concrete is mixed on site or elsewhere. The Contractor shall nominate the source of supply and shall provide grading curves of aggregate for approval.

2. Aggregate shall consist of fine sand or stone aggregates and crushed stone, crushed rock or gravel. Separate stockpiles of fine aggregate and each size of coarse aggregate gradation shall be used. Each aggregate type shall be from a single consistent source.

3. Storage piles of aggregates shall be placed on concrete hardstand which has good drainage. Stockpiles shall have walls separating adjacent materials and shall be covered to preclude segregation or intrusion of foreign materials and to preserve the gradation. Sufficient storage shall be maintained to assure placement of concrete at the necessary rate. Use properly constructed sheds to protect aggregates from direct sun radiation and from blowing sands.

4. Aggregates shall be hard, durable clean and free from adherent coating and dust and when directed by The Engineer , shall be washed and sieved to remove delirious substances.

5. Aggregates shall not contain harmful materials, such as salts, iron pyrites, coal, mica, shale or similar particles which may reduce the strength or durability of the concrete. Aggregates shall not contain any material that am be chemically active with reinforcement or that may react to cause efflorescence or that may be alkali reactive.

6. Alkali reactive limestone aggregates such as "Dolomitic" shall not be used.

7. The grading of each size of aggregate from each pit, quarry or other sources of supply shall be determined at least once weekly. The results of such tests shall be reported to The Engineer and shall be used to check whether the gradings are similar to those of the samples used in the establishment of the samples used in the establishment of batch weight used.

8. Supplier's certificate shall be submitted to The Engineer for approval of the source of aggregate.

9. Aggregate for exposed unpainted concrete shall be specially selected for color as approved by The Engineer and shall come from a single source.

10. All aggregates shall be screened and washed and shall have less than the following maximum salt contents as acid soluble chlorides and sulphates. The table also shows the maximum salt content allowed in the mixed concrete. Aggregates for colored concrete must be approved by The Engineer prior to use.

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Chlorides Sulphate

Percent of weight of

Fine aggregate

Percent of weight of

Course aggregate

Total percent in concrete as

Percent by weight of cement

0.06

0.03

0.1 (OPC)

0.2 (SRPC)

0.4

0.4

4.0

11. Fine aggregates shall consist of natural sand or crushed gravel sand and shall comply with ASTM C33 or BS 882 "Concrete Aggregates from Natural Sources: having hard and durable particles or other inert materials having similar characteristic conforming to the following requirements:

a. Fineness Modules: 2.4 to 3.0 ASTM C125.

b. Fineness modulus shall not vary more than 0.20 from value used in establishing mix proportions. If greater deviation, the use of such aggregates shall be discontinued until suitable adjustments in mix proportions can be made and reviewed.

c. Magnesium Sulphate Soundness: Max 5% loss, ASTM C88, 5 cycles.

d. Potential Reactivity: Not reactive ASTM C289.

e. Content of Clay Lumps: Max 1% by weight ASTM C142.

f. Gradation requirements as follows:

Size of Sieve Opening

(Square Openings)

Percentage by Weight

Passing – ASTM C33, C117

3/8 inch (9.5mm)

No. 4 (4.75mm)

No. 8 (2.36mm)

No. 16 (1.18mm)

No. 30 (0.60mm)

No. 50 (0.30mm)

No. 100 (0.15mm)

No. 200 (0.075mm)

100

95-100

80-100

50-85

25-60

15-30

3-10

0-5

Other gradations not meeting the above requirements may be permitted upon submission of relevant data and review by The Engineer

g. Fine aggregates shall be free of organic materials (ASTM C40) and other foreign matter.

12. Coarse aggregates for concrete shall consist of crushed gravel or crushed stone. The crushing shall be regulated so that the material retained on the No.8 (2.36mm) sieve, at least 90 percent by weight shall consist of pieces with at least one fractured face and at least 75 percent by weight shall consist of material with at least two fractured faces. In addition, the coarse aggregates shall meet the following requirements:

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a. Magnesium Sulphate Soundness: Max 5% loss. ASTM C88, 5 cycles.

b. Potential Reactivity: Not Reactive ASTM C289.

c. Abrasion: Max 10% loss ASTM C131, 100 revolutions.

d. Flat and Elongated Particles: 3:1 max. 30% ASTM C125 5:1 max 10%.

e. Content of Clay Lumps: Max 0.5% by weight ASTM C142.

f. Shale: Max 2% by weight.

g. Bulk Saturated Surface Dry Specific Gravity: Min 2.58 ASTM C125.

h. Gradation requirements as follows:

Size of Sieve Opening

(Square Opening)

Percentage by Weight

Passing ASTM C33

(37.5mm) (25.4mm) (19.0mm)

Size Size Size

(50.0mm)

(37.5mm)

(25.4mm)

(19.0mm)

(12.7mm)

(9.5mm)

No. 4 (4.75mm)

No. 8 (2.36mm)

100 - -

95-100 100 -

60-85 95.100 100

35-70 60-85 95-100

20-50 25-60 60-75

10-30 15-45 20-55

0-5 0-10 0-10

- 0-5 0-6

Other gradations not meeting the above requirements may be permitted upon submission of relevant data and review by the Engineer

i. The maximum size of aggregates shall be (25.4mm) for columns, walls and basement slabs, and (19.0mm) for slabs and beams. In addition, the maximum aggregate size shall not exceed 20 percent of the narrowest member that is being concreted, nor shall it exceed 75 percent of the clear spacing between adjacent steel reinforcement or between reinforcement and adjacent formwork.

13. Lightweight Aggregates shall comply with ASTM C332.

D. Water:

1. Water for washing aggregates and for mixing of concrete shall be clean, fresh and free of harmful matter such as oil, salts, acids, alkali, sewage, deleterious minerals or organic matter. Water shall be filtered to remove any color or residues present due to contamination from water piping or transportation or storage methods.

2. Water shall comply with the requirements of BS 5328.

3. Water shall be tested in accordance with BS 3148.

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E. Admixture

1. Suitable admixtures of the following approved types may be incorporated in the concrete only with the prior written approval of the Engineer

a. Water reducing set retarders.

b. Set retarders.

c. Water reducing agents.

d. Air entraining admixtures for lightweight concrete.

2. The Engineer shall be informed about the usage of following materials;

a. The typical dosage and detrimental effects of under-dosage and over-dosage.

b. Chemical name(s) of the main active ingredient(s) in the admixture.

c. Whether or not the admixture leads to the entrainment of air when used at manufacturer's recommended dosage.

d. Admixtures containing chlorides in excess of 0.03% by mass of the cement, nitrates, calcium chloride, sulphates and sulphates shall not be used.

e. Admixtures submitted for The Engineer's approval shall be certified in writing by the manufacturer to be in compliance with BS 5075 or ASTM C494.

f. Air-entraining admixtures for lightweight concrete shall comply with ASTM C260 or BS 5075, Part (2).

g. The type of admixture selected in accordance with the above mentioned standards must be to the approval of the Engineer all admixtures must be mutually compatible.

h. Admixture used in the work shall be obtained from reliable manufacturers whose products have previously been used successfully in Jordan or on other international projects in countries having similar climate to Jordan.

i. Admixtures shall be used in strict accordance with manufacturer's printed instructions and recommendations and shall be certified by the manufacturer to be suitable for use during hot weather extremes. Admixtures shall be stored safe from adverse temperatures in accordance with manufacturer's printed instructions or recommendations.

j. The suitability and effectiveness of any admixture approved by The Engineer, shall be verified by trial mixes with the cements, aggregates and other materials to be used in the works before final approval is given.

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k. Notwithstanding what has been stated above, the Contractor must allow in his Tender for testing the type of admixture he proposes to use.

l. Admixtures where approved may be added only by using the manufacturer's recommended dispensers-no adding of admixture by hand is allowed.

m. The entire amount of materials used for concrete shall have controlled sources of individual components such that the total mix meets the requirements of the Contract Documents. Unless specified otherwise, the total Chloride (CI) ion content in the entire mix shall not exceed 0.20 percent of the weight of cement when SRPC is used and 0.1 percent when OPC is used. The total water-soluble Sulphate (SO3) content in the entire mix shall not exceed 4 percent SO3 of the weight of cement in the mix.

The total Calcium Chloride (CaC12 ) content in the total mix shall not exceed 0.01 percent of the weight of cement.

n. The total alkali content of the concrete mix of Ma2O equivalent shall not exceed 3 kg/m3. All sources of alkali shall be taken into account for calculating the total alkali content. In particular the contribution of Sodium Chloride whether from aggregate or from mixing water must be included.

F. PVC or rubber water stops

Description: as directed by the Engineer.

Location: water tanks.

Fixing: as shown on drawings and approved by the Engineer.

G. Bar Supports

1. Spacer blocks with cast in tie wire may be used with written agreement of The Engineer for support of the bottom layer of reinforcing in the slab only. The blocks shall be of minimum size and made from cement sand small aggregate mix to match surrounding concrete strength, appearance and durability.

2. Other support devices and spacers shall be of such materials and of adequate strength and approved design as to be durable and so as to prevent displacement and corrosion of reinforcing steel and prevent discoloration and spalling of concrete cover. The type of spacers acceptable shall be one of the following:

a. High density plastic.

b. Hot-dipped galvanized bar supports with plastic feet.

c. Stainless steel.

3. Individual and continuous slab bolsters and chairs shall be of a type to suit the various conditions encountered and must be capable of supporting a

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140 kg (1.37 KN) concentrated load without measurable permanent deformation of the reinforcement or indentation of the supporting surface.

H. Testing

1. Tests will be required by The Engineer on steel reinforcement and they shall be carried out in strict accordance with the previsions of the above British Standards (BS 4449, 4757 and 4483) or ASTM A615 Grade 60.

2. Tensile tests providing information on elastic limit, ultimate strength, and stress strain curve will be required from each delivery of reinforcement and measurements will also be required of cross-sectional area and deformation/bond characteristics of deformed bars.

3. The Contractor is to allow for four (4) tensile and four (4) bond rests, at his own cost, for each size of bar to be used in the concrete construction.

4. One set of test results for each bar size shall be submitted to The Engineer three (3) weeks before concrete work commences on Site. Remaining tests will be carried out at the discretion of The Engineer

5. Further tests may be called for when the source of supply of reinforcement changes in which case the cost of such extra testing will be borne by The Contractor. When any test results do not conform to the above standard the reinforcement steel shall be removed from the Site and the cost of subsequent testing and any remedial work shall be borne by the Contractor.

I. Curing Materials:

1. Liquid membrane Compound: AASHTO M148 or ASTM C309, Type 1-D with fugitive dye and Type 2; formulated to disintegrate aft 28 days, and guaranteed not to affect the bond of applied finishes.

2. Polyethylene Film: ASTM C171, 025MM thick, opaque black.

3. Reinforced Waterproof Building Paper: ASTM C171, opaque.

4. Burlap: AASHTO M182.

5. Water: BS 5328 and BS 3148.

6. Methods for determining the efficiency of curing compounds shall be in accordance with ASTM C156.

7. Notwithstanding what has been stated above, the Contractor must allow in his Tender for testing the type of curing compound he proposes to use.

J. Expansion Joint filler and sealant: Refer to Section 07900, "Joint Sealant" for expansion joint fillers.

K. Formwork:

1. For unexposed surfaces and rough work, use Exterior type Douglas Fir plywood, complying with BS 1204 Part 1 (4) type BR, minimum 19mm thick. Before reusing forms, withdraw nails and thoroughly clean surfaces to be in contact with concrete.

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2. For exposed surfaces not otherwise specified use special exterior Type Douglas Fir, complying with BS 1204 Part 1 (4) type to BP, minimum 19mm thick or high density (60-60) overlay plyform, Class 1 EXT-APA, sanded grade trade marked by the Engineered Wood Association having a hard semi-opaque resin-fiber overlay on both sides, minimum 19mm thick and constructed so that finished concrete will be straight, smooth, dense, free from honeycombs, bulges, or depressions. Keep joints between plywood sections to a minimum and make tight and strongly backed so that adjoining edges remain flush and true. Unsightly joint marks will not be permitted. Cover joints on exposed surfaces with smooth-faced fiber reinforced tape as approved by the Engineer

3. Location of joints must be submitted to The Engineer for approval.

4. Prefabricated formwork systems may be used for all classes of concrete provided the manufacturer's printed instructions and recommendations are followed and the system has been approved by The Engineer Joints between sections of prefabricated forms shall be taped unless otherwise recommended by the manufacturer and provided always, in the case of such recommendation, the forms are water and mortar-tight to the Engineer 's satisfaction.

L. Forming Coating: B.P. CCM3 (British Petroleum) or B.P CM# ® (British Petroleum) or Calform (Caltex) or Form wax of a type which does not import any stain to concrete nor interfere with the adhesion of any finish, sealant, waterproofing material applied to any concrete surface and must be approved by the Engineer .

M. Form Ties: For securing forms where surfaces will be exposed in the finished work, use tie screws with removable plastic ones, removable bolts, special removable ties, tie wires or Series 300 stainless steel snap ties. For all other forms, either bolts or wires may be used. Use ties of such type that when forms are removed, no metal is closer than 40mm from the finished concrete surface.

N. Non-Shrink Grout:

1. Non-Metallic: One of the following or equal approved:

a. "Sono-Grout" (Sonneborn-Contech).

b. "Five Star Grout" (U.S. Grout Corp.).

c. "Masterflow 713" (Master Builders Company).

d. "Euco NS" (The Euclid Chemical Company).

O. Hardware and Sealer: Refer Section 03350 "Concrete Finishes".

2.2 MIXES

A. Proportioning of Concrete

1. Comply with ACI Standard 211.1, or BS 8110, Section 6, Para. 6.2.4. Assume full responsibility for the strength, consistency, water/cement ratio, and handling of concrete. Cement, fine aggregate and the various sizes of coarse aggregate shall be measured by weight.

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2. Water/Cement Ratio: comply with BS 8110, Section 6, Para. 6.2.4, or ACI 301, Chapter 3, Para. 3.8, Method 1 or 2. The water/cement ratio of a batch of concrete shall not exceed the specified maximum value by more than 5% of that value. If a maximum water/cement ratio has been determined the ability to comply with that requirement at a suitable level of workability, shall be determined by trial mixes. Maximum water/cement ratio may be judged from workability tests and approved by The Engineer.

3. Cement Content: The cement content of any batch of concrete shall not be less than the specified minimum value minus 5% of that value, nor more than the specified maximum value plus 5% of that value. The cement content may be determined from samples representative of any batch of concrete provided suitable test is used to measure the cement content of fresh concrete to an accuracy of +5% of the actual value with a confidence of 95% and approved by The Engineer Table 6.1 of BS 8110. Part 1: 1985 gives the minimum cement required when using a particular size of aggregate in a Portland cement concrete, to provide acceptable durability under appropriate conditions of exposure. The reduced minimum cement contents shall only be used when trial mixes have verified that concrete with maximum free water/cement ratio not greater than that given for a particular condition can be consistently produced and it is suitable for the conditions of placing and compacting. The Engineer shall determine the degree of exposure to be adopted for mix design.

4. Requirement for Fresh Concrete: Workability of concrete shall be such that the concrete is suitable for the conditions of handling and placing so that after compaction it surrounds all reinforcement and completely fills the formwork. Workability shall be assessed by means of the slump test or compacting factor test. An acceptable value for the means slump for each concrete mix shall be agreed with The Engineer and a value of 65mm can be taken as a guide. Following are the limits of workability of concrete for these tests:

Slump ± 25mm or CF ±

±

±

.03 where required value is 0.0 or more.

.04 where the required value is less than 0.9 but more than 0.8.

.05 where required value is 0.8 or less.

The amount of water shall be measured by volume or by weight. The batch weights of aggregates shall be adjusted to allow for moisture content typical of the aggregates being used. The accuracy of the measuring equipment shall be with ±3% of the quantity of cement, water or total aggregates being measured and within ±3% of the quantity of any admixture being used. All measuring equipment shall be maintained in a clean, serviceable condition. The mixer shall comply with the requirements of BS 1305 or BS 4251 where applicable. The mixing time shall be not less than that used by the manufacturer in assessing the mixer performance.

5. Adjustment to Mix Proportions: during production adjustments of mix proportions will be made in order to minimize the variability of strength and to approach more closely the target mean strength as approved by The Engineer Such adjustments are regarded as part of the proper control of production but the specified limits of minimum cement content and maximum water/cement ratio shall be maintained.

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B. Classes of Concrete

1. Schedule of Concrete Types

Grade Characteristic Cube

Strength (28 days) Type and Use

15

20

25

30

35

Lightweight

150 kg/cm2

200 kg/cm2

250 kg/cm2

300 kg/cm2

350 kg/cm2

50 Kg/cm2

Blinding Concrete

As per darwings

As per darwings

As per darwings

Lightweight Concrete

Note: In the case of Reservoir the Patch of Concrete should contain additives material to ensure that Durability is achieved

2. Lightweight Concrete

A. Place lightweight concrete in accordance with manufacturer's instructions, using equipment and procedures to avoid segregation of mix and loss of air content. Density of lightweight concrete shall be 800 Kg/m3 as specified. Maintain thickness and slopes as shown on Drawings. Leave top surfaces in acceptable condition to receive subsequent application.

B. Cure lightweight concrete as recommended by the manufacturer

3. Cyclopean Concrete

A. Cyclopean concrete shall consist of concrete with compressive strength 200 kg/cm2 containing large embedded stones. The stones shall be 15 cm, dia., carefully placed and shall not be dropped into place. They shall be cast to avoid damage to the forms or to the partially set adjacent masonry. Stones shall be washed and saturated with water before placing. Total volume of stone shall not be greater than 40% of total volume of cyclopean concrete.

For retaining walls or piers greater than 60 cm thickness, stone having a maximum size of 25 cm may be used. Each stone shall be surrounded by at least 15 cm of concrete and no stone shall be closer than 30 cm to any top surface nor closer than 15 cm to any coping.

B. Cure Cyclopean concrete as recommended by the manufacturer.

PART 3 EXECUTIONS

3.1 FORMWORK

A. General

1. The responsibility for the safety and adequacy of the whole of the formwork shall rest entirely with The Contractor. Coordinate the work of all other trades affecting or affected by work of this Section.

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2. Except when they are varied by the requirements of these Specifications, the requirements of the British Standard BS 8110 Section 6 shall form a binding part of these Specifications.

3. Give 24 hours minimum notice to The Engineer as to when formwork will be ready for inspection and allow sufficient time for inspection and adjustment.

4. Any work showing signs of damage through premature loading shall be demolished and reconstructed at The Contractor's expense.

B. Workmanship

1. Reference shall be made to BS 5975 and appendix C of the Concrete Society Technical Report No. 13, "Formwork and the CIRIA Data Sheet" "Concrete Pressure on Formwork.

2. Except for areas having suspended false ceiling within the project, most of the structure is either exposed or receiving applied finish. Tolerances specified under this part are more stringent than those specified in BS 5606 or ACI 301.

3. Provide cambers as specified on drawings.

4. All formwork shall be constructed plumb, true, water and mortar tight, sufficiently rigid and strong to prevent sagging between supports and to maintain true position and shape during and after placing of concrete without bowing and distortion.

5. Exceptional care shall be taken to minimize fins, ridges, offsets, leaking of fins and other defects.

6. Only workmen experienced in formwork shall be used for this work.

7. Supports shall be designed to withstand the worst combination of self-weight and other loads including formwork, reinforcement, wet concrete, construction and wind loads together with all incidental dynamic effects caused by placing vibrating and compacting of concrete.

8. Deflection: The maximum permissible deflection under all loads shall not exceed 2mm or 1/600 of the free span, whichever is less.

9. Forms for beams and girders shall be designed to permit removal of at least one side without shock to the partially set concrete and without disturbing the bottom portion of the forms or its supports.

10. Prefabricated formwork shall be used in strict accordance with manufacturer's printed instructions and approved shop drawings.

11. Provide 15 x 15mm wrought hardwood fillet or other suitable material in the angles of the formwork as shown on Drawings or as required by The Engineer to provide chamfers in columns and beams and walls.

12. Anchor bolts, plates, sleeves, pipes, inserts, fixtures, electrical boxes, reinforcing steel, duct openings, conduits, etc., shall be installed as per Drawings. Ample time shall be allowed for the proper installation of such

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items. All steel items (other than reinforcement) embedded in concrete shall be hot-dipped galvanized.

13. Form Cleaning: All forms shall be thoroughly cleaned before placement of concrete and suitable temporary openings provided to permit removal of undesirable materials from the interior without disturbing the whole formwork. All surfaces in contact with concrete shall be wetted or treated with an approved form releasing agent before placing of reinforcement. All formwork shall be thoroughly cleaned of any old concrete or other deposit before re-use.

14. During concreting, formwork and supports shall be inspected by experienced workmen and any portion showing signs of sagging or displacement shall be rectified.

15. All formwork shall be inspected and approved by The Engineer This approval, however, does not relieve the Contractor of any of his liabilities and responsibilities under the Contract.

16. The Contractor must allow in his Tender for cost of testing the type of form releasing agent he proposes to use.

3.2 REINFRCEMENT

A. General

Comply with BS 4449; BS 4482; BS4483; ACI 301 Chapter 5, paragraph 5.1, and ASTM A615 Grade 60.

B. Fixing

1. Comply with BS 8110, Section 7, Para.7.3 or ACI Standard 301, Chapter 5, Para 5.5. Reinforcement shall be secured against displacement outside the specified limits unless specified otherwise.

a. Where reinforcement is located in relation to only one face of a member (e.g. a straight bar in a slab) the actual concrete cover shall not be more than the required cover shown on the Drawings plus:

i. 5mm on bars up to and including 12mm size.

ii. 10mm on bars over 12mm up to and including 25mm size.

iii. 15mm on bars over 25mm size.

2. Spacer chairs or other supports detailed on Shop Drawings, together with such other supports as may be necessary shall be used to maintain the reinforcement in its correct position. In a member where the nominal cover is dimensioned to the links, spacers between the links and formwork shall be of the same dimension as the nominal cover.

3. Non-Structural connections for the positioning of reinforcement shall be made with steel wire or trying devices. Care should be taken to ensure that the projection ends of ties or clips do not encroach into the concrete cover.

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4. The Position of reinforcement shall be checked before and during concreting, particular attention being paid to the position of top reinforcement in cantilever sections. Where there is delay in depositing concrete after the placement of the reinforcement The Engineer may require the Contractor to restore the reinforcement to a satisfactory condition and may require protection of same from further corrosion.

5. Surface Condition of Reinforcement: Concrete shall not be placed unless reinforcement is free from mud, oil, paint, retarders, loose rust, loose mill scale, grease or any other substance. Badly rusted or pitted reinforcement will be rejected. Mechanical brushes shall be used in cleaning steel bars.

6. All reinforcement shall be stored under cover to avoid contact with the ground, moisture, dust and salts and to avoid distortion once bent to shape. Improper storage will be sufficient cause for rejection of reinforcement.

7. Laps and Joints of Reinforcement: Laps and joints shall only be made by methods specified and at the positions shown on the Drawings or as agreed by The Engineer.

8. The splice lengths of all reinforcing bars which have to be spliced shall, unless otherwise shown on the drawings, be in conformity with the following:

a. Deformed Bars (60 x diameter) 600mm minimum.

b. (175mm minimum, but overlap measured between outermost wires of each sheet not less than pitch of secondary reinforcement wires).

c. Spliced bars are to be securely tied together.

9. Splices to be staggered to the approval of The Engineer and the fabric are to be securely tied layer to layer.

10. All reinforcement shall be placed accurately in position and securely fastened in place to prevent displacement during the placing of the concrete. Particular care shall be taken to ensure that the protective cover to reinforcement specified on the drawings is obtained by the use of approved plastic tipped steel chairs for lower reinforcement and cranked bars for upper reinforcement. All bars shall be securely tied together at every alternate intersection, or as approved by The Engineer.

11. Ends of bars which are left projecting for any period exceeding four (4) weeks shall be painted with a heavy coat of neat cement grout which shall be removed prior to continuation of concreting.

12. Concrete cover to reinforcement shall be as shown on the drawings and the allowable tolerances shall be in accordance with BS 8110.

13. The wire shall be annealed iron wire not less than No. 16 gauge or approved fasteners, unless shown otherwise on the drawings.

14. Reinforcement that has in any way been previously used shall not be reused in the work.

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15. Welding of Reinforcement: Welding on site shall be avoided if possible, but where suitable safeguards and techniques are employed and provided that the types of steel (including high yield steel to BS 4449 and BS 4461) have the required welding proportions, it may be undertaken. Generally, however, all welding shall be carried out under controlled conditions in a factory or workshop. The competence of the operators shall be demonstrated prior to and periodically during the welding operation.

16. Cutting and Bending reinforcement: Reinforcement shall be cut and/or bent in accordance with BS 4466. Bends in reinforcement shall have a substantially constant curvature. Where the temperature of the steel is below 5oC, special precautions may be necessary such as reducing the speed of bending or, with The Engineer's approval, increasing the radius of bending. Where it is necessary to bend reinforcement projecting from concrete, care should be taken to ensure that the radius of bend is not less than that specified in BS 4466. The Engineer's written approval shall be obtained before cutting or heating any reinforcement detailed on the drawings. All reinforcement bars, coated and uncoated, shall be bent cold unless otherwise approved by The Engineer. Where it is necessary to reshape steel previously bent, this shall only be done with the Engineer's approval and each bar shall be inspected for signs of fracture.

17. Reinforcement (particularly grade 60(ASTM)) should not be subjected to mechanical damage or shock loading prior to embedment. It is permissible to bend grade 40(ASTM) reinforcement projecting from concrete provided that care is taken to ensure that the radius of bend is not less than that specified in BS 4466.

Grade 60(ASTM) bars should not be rebent or straightened without The Engineer's approval.

3.3 MIXING CONCRETE

A. Ready Mixed Concrete

1. Comply with ASTM C94. Batched mix only shall be used on the site and any account mixing at site is not permitted.

2. Mixing additional water for consistency during transit or any time of pouring concrete is not permitted.

3. Discharge the concrete completely at the Site within one hour after the introduction of the water to the aggregates. In hot weather reduce this time limit so that no stiffening of the concrete shall occur until after it has been placed.

4. Begin the mixing operation within thirty minutes after the cement has been intermingled with the aggregates.

B. Batch Mixing at Site (if permitted by Governmental authority having jurisdiction)

1. Comply with BS 8110, Section 6, or ACI 301, Chapter7, Paragraphs 7.2 nd 7.5.

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2. Excessive mixing requiring the addition of water to preserve the required consistency will not be permitted. Mix concrete to a consistency which can be readily placed without segregation.

3. Where admixtures are specified, equip mixers with a device for measuring and dispensing the admixture.

C. Hand Mixed Concrete: this is not permitted.

3.4 JOINTS AND EMBEDDED ITEMS

A. Construction and Control Joints:

1. Comply with BS 8110, Section 6, Paragraph 6.12, or ACI 301, Chapter 6, Paragraph 6.1 and BS 5337.

2. Construction joints other than when formed at movement joints shall be kept to a minimum possible consistent with convenience of construction and design consideration. Concreting shall be carried out continuously up to locations of construction joints.

3. Where it is necessary to introduce construction joints, careful consideration shall be given to their exact location. The location of construction joints shall be subject to agreement between The Engineer and The Contractor before any work commences. Construction joints shall be at right angles to the general direction of the member and shall take due account of shear and other stresses.

4. Immediately prior to recommencement of concreting on a joint, the surface of the concrete against which new concrete will be cast shall be free from laitance and shall be roughened to the extent that the largest aggregate is exposed but not disturbed. Care shall be taken that the joint surface is cleaned immediately before the fresh concrete is placed against it.

5. Saturate the cleaned surface with water and flush with a coating of 1:1 ½ cement-sand grout. Place new concrete before grout has attained its initial set. Clean horizontal construction joints and pour the cement-sand mortar over joints in walls to a depth of 25mm before depositing concrete. In walls, do not space construction joints more than 15 meters apart, unless otherwise shown.

6. Care shall be taken in the placing of the new concrete close to the joint. This concrete shall be well compacted and vibrated.

B. Embedded Items

1. Comply with ACI 301, Chapter 6, Paragraphs 6.4 and 6.5.

2. Set anchorage devices by line and transit, and coordinate the locating of all anchorage devices to be set for the accommodation of the work of other trades.

3. Locate anchor bolts and/or threaded type inserts and bars as shown on the Drawings and on shop drawings. Obtain necessary templates from the mechanical trades as required for the setting of anchor bolts and other items for mechanical equipment, as required.

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4. Assist other trades in the installation of piping, pipe sleeves, conduit and similar items where such items are to be installed in concrete. Provide frames to security hold anchor bolts and anchorage devices in place during construction, and take care that no displacement occurs during the placing of concrete. Under this Section furnish and set items not furnished by other trades using approved standard type items suitable for their intended purpose.

3.5 PLACING CONCRETE

A. Comply with ACI Standard 301, Chapter 8, Para 8.1 for preparation before placing and with BS 8110, Section 6, Para 6.5 and 6.8. Notify The Engineer 24 hours before each placement so that the forms and reinforcement may be examined. Do not place concrete until inspection has been made or waived.

B. Concrete shall not be mixed or placed at shade air temperature below 2oC on a rising thermometer, or at a shade air temperature below 3oC on a falling thermometer. When the shade air temperature is 32oC and rising, special precautions shall be taken during concrete operations, such as shading of the aggregates, formwork and plant, cooling of the mixing water or other methods approved by The Engineer so that the temperature of the concrete when placed shall not exceed 30oC. The temperature of the concrete can be reduced by cooling the water and the aggregate.

C. Fresh concrete placed at these temperatures shall be shaded from the direct rays of the sun to the satisfaction of The Engineer for a period of 24 hours. Concrete is not to be mixed and placed when the shade air temperature is 38oC or above.

D. Before concrete is placed, clean mixing and conveying equipment from hardened concrete and foreign matter. Check forms for construction and detail. Secure reinforcement sleeves and inserts in correct position. Forms shall be free of water and all debris. Sprinkle with water any semi-porous sub-grade to eliminate suction. Water shall be removed from excavation before depositing concrete, such water shall not be allowed to wash over newly formed concrete.

E. Comply with ACI Standards 301, Chapter 8, Para 8.2 for conveying concrete. Concrete shall be transported from the mixer to the formwork as rapidly as practicable by methods which will prevent the segregation or loss of any of the ingredients and maintain the required workability. Concrete shall be placed and compacted without addition of water. Care shall be taken to avoid displacement of reinforcement or movement of formwork and damage to faces of formwork.

F. Care shall be exercised to prevent segregation of concrete and to prevent splashing the forms while placing concrete. Concrete shall be placed through canvas tremie tubes only equipped with suitable hopper heads. Chutes or trunking shall be of variable lengths so that the free fall of the concrete from the end shall not exceed one meter and a sufficient number shall be used to ensure that the concrete surface is approximately level at all times. Where alternative provisions can be made, which are acceptable to The Engineer, then low slump concrete can be dropped vertically through greater heights than one meter.

G. Concrete shall be thoroughly compacted by vibration, pressure, shock or other means during the operation of placing and thoroughly worked around the reinforcement, around embedded fixtures and into corners of the formwork to form a solid mass free from voids and which will have required surface finish

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when formwork is removed. Vibration shall be applied continuously during the placing of each batch of concrete until the expulsion of air has practically ceased and there is no secretion of ingredients. Care shall be taken that the vibrator is not used any closer than 75mm from the formed surface. Where permanent precast concrete formwork is used in the structure, its energy absorption should be taken into account when deciding on the method of vibration to be used and The Engineer's prior approval shall be obtained in respect thereof.

H. Concrete which has achieved its initial set and cannot be properly compacted shall not be placed in the forms.

I. Concrete topping: Before application the surfaces shall be thoroughly witted and brushed over with a coat of neat cement grout. The topping shall be placed before the grout has started to set.

J. Slope surfaces to drains where indicated. Slope shall be as indicated on Drawings.

3.6 CURING

A. General

1. Comply with BS 8110, Section 6, Para. 6.6 and 6.8 and ACI Standard 301, Chapter 12.

2. The methods of curing and their duration shall be such that the concrete will have satisfactory durability and strength, and the member will suffer a minimum distortion, be free of executive efflorescence and will not cause by its shrinkage, undue cracking in the structure. Insulate the concrete so that it is maintained at a suitable temperature and prevent excessive moisture loss from the concrete. Curing shall be appropriate to different members and products. Where necessary special care shall be taken to ensure that similar components are cured under the same conditions.

3. Curing shall be promptly commenced, be total in coverage and continued without interruption.

B. Curing Methods

1. Ponding with Water: Effective for flat surfaces. Curing water shall not be more than 11oC cooler than the concrete and shall be free of substances that may stain or discolor concrete.

2. Saturated Material: Saturated material shall be held in close contact with concrete surfaces and maintained in moist condition so that a film of water remains on the concrete surface throughout the curing period. Saturated materials shall be kept wet for a minimum of seven days after stripping.

3. Intermittent Spraying with Water: Care shall be taken that newly finished concrete is not damaged by water erosion. If spraying is done at intervals, concrete surfaces shall not dry out between applications of water.

4. Slabs and flat surfaces shall be cured by flooding. Flat concrete surfaces shall be covered immediately after concrete is placed, tamped and leveled, with polyethylene sheet and flooded with water as soon as initial

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hardening of concrete occurs. Covering surface shall follow progress of concrete placement until the whole surface is covered and flooded. Polyethylene sheet may be removed after 24 hours and regular flooding maintained for a minimum of seven (7) days.

5. Use special thermometers of sufficient length of stem to monitor the concrete temperature of the raft foundation slab as soon as concrete is placed to the required level. Monitor temperature of concrete for seven (7) days and provide The Engineer with daily records.

6. Curing Compounds:

a. Where there is lack of adequate supplies of clean water, curing membrane solution shall be applied at the coverage rate recommended by the manufacturer (two coats, one at right angles to the offer), immediately after placing concrete.

b. Concrete surfaces shall be damp when the coating is applied. Curing compounds shall not be used if bond is necessary such as in base slab of two course floor.

c. Conventional curing compounds shall not be used if a special finish is to be applied. In such cases, special resin solutions that do not affect adhesion of finishes may be used as approved by the Engineer

C. Curing Periods: Seven (7) days is the minimum curing period for all cast-in-place concrete. At the discretion of The Engineer the curing period may be extended.

3.6 STRICKING OF FORMWORK

A. Comply with BS 8110: 85, Section 6, Para. 6.9.3 or ACI 301, Chapter 4, Para.4.5.

B. Do not remove forms of supports until the concrete has thoroughly hardened and has attained sufficient strength to support its own weight and construction live loads to be placed thereon. Without damage to the structure. Do not disturb forms or supports until the concrete has attained at least 40% of design strength for side forms and 80% of design strength for bottom forms. Be responsible for proper form removal and replace any work damaged due to inadequate maintenance or improper or premature form removal.

C. The Following shall be the minimum periods before striking formwork, unless otherwise directed by the Engineer :

1. Vertical formwork to columns walls and large beams 24 hours

2. Beam sides 24 hours

3. Beam soffits formwork 15 days

4. Props to beams 21 days

5. Soffit formwork to slab 6 days

6. Props to slab 15 days

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D. The removal time may be decreased with The Engineer's approval where surface temperature of concrete is 16oC and above refer to Table 6.6. Section 6 of BS 8110, Part I.

E. Protect the newly placed concrete from high and low temperatures using suitable means of insulation for the duration of the curing.

F. Care shall be exercised in form removal to prevent chipping of corners and other damage. Experienced foremen shall supervise form removal.

G. Removal of bottom form linings may be permitted, provided the removal is planned sequentially so that props are replaced as each lining is removed, and work is carried out during the presence of The Engineer .

H. No new permanent structure shall be constructed on any part of the erected structure while the latter is still supported by formwork unless walls are built above another wall carried on a properly supported base. This requirement does not prohibit the use of props to take the load of more than one level of framing.

3.7 TOLERANCES

A. Comply with BS 5606 or ASTM E1155, Standard test method for determining floor flatness and levelness, unless noted 117-81, Part 5, unless noted otherwise.

3.8 CLEANING FINISHED EXPOSED CONCRETE SURFACES

A. Efflorescence stains, oils, grease or any unsightly accumulation of foreign materials that are visible on the exposed exterior and/or interior surface of finished concrete, shall be removed. Such action may cover all exposed concrete or when irregular lapping can be avoided, only such parts as are affected by the stains or other unsightly appearances. No such remedial action shall be taken without the approval of The Engineer.

3.9 PATCHING

A. Comply with ACI 301, Chapter 9.

3.10 SCHEDULES - FINISHING

A. General Requirements for Flatwork: Strike off top surfaces of finished fill and monolithic slabs true and level within a tolerance of 3mm in 3 meters and measured with a 3 meter straight edge placed in any direction at any location.

B. Monolithic Floor Finish: Level surface and remove excess laitance by tamping, screeding and preliminary wood floating. When the slab has hardened sufficiently so that water and fine material will not be worked to the top, compact the surface with motor-driven floats of the disc type and trowel smooth with two steel troweling operations. Do the second troweling after the concrete has become so hard that no mortar will adhere to the edge of the trowel. Leave floors with a smooth, hard finish free of blemishes and true to a maximum tolerance of 3mm in 3 meters. Monolithically finish surfaces scheduled to receive the following:

1. Hardener and Sealer.

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C. Motor Float Finish: Level surface and remove excess laitance by temping, screeding, and preliminary wood floating. When the slab has hardened sufficiently so that water and fine material will be worked to the top, compact the surface with motor-driven floats of the disc type. Leave floors/roofs with a smooth finish and true to a maximum tolerance of 3mm in 3 meters. Motor float finish surfaces scheduled to receive the following:

a. Membrane Waterproofing.

D. Rough Slab Finish: Tamp the concrete using special tools to force the aggregate away from the surface, then screed with straight edges to produce a reasonably true and uniform surface. Rough slab finish surfaces scheduled to receive the following:

1. Floor beds.

E. Wood Float Finish: Tamp the concrete using special tools to force aggregate away from the surface, then screed with straight edges to bring surfaces to the required lines. While the concrete is still green, wood float to a true and uniform plane to a 3mm in 3m tolerance with no coarse aggregate visible and apply a medium stiff broom finish striated uniformly at right angles to traffic pattern and in the direction indicated. Apply hardener and sealer to the following:

1. Driveway: Ramps and Parking.

F. Fair Face Finish: Interior Exposed Concrete Surfaces of Slab, Beams, Columns and Walls. Unless otherwise shown, leave a smooth fair face finish, even-textured and free of blemishes. Repair or replace defective areas, as directed. As soon as the face forms are removed, remove all fins and other projections carefully, level offsets and grind where necessary, Repairing, replacing and pointing and filling voids shall be done to The Engineer's satisfaction. Patch as specified under paragraph "Patching". Refer to architectural drawings to determine surfaces scheduled to receive paint.

3.11 LIGHTWEIGT CONCRETE

a. Place lightweight concrete in accordance with manufacturer's instructions, using equipment and procedures to avoid segregation of mix and loss of air content. Density of lightweight concrete shall be 800 Kg/m3 as specified. Maintain thickness and slopes as shown on Drawings. Leave top surfaces in acceptable condition to receive subsequent application.

b. Cure lightweight concrete as recommended by the manufacturer.

END OF SECTION

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SECTION 03350 - CONCRETE FINISHING

PART 1 – GENERAL

1.1 SUMMARY

A. Section Includes: Concrete surface preparation and finishes shown on the drawings or inferable there from and / or as specified in accordance with the requirements of the Contract Documents, work includes but is not limited to the following:.

1. Concrete Floor Sealer.


1. Section 03300 Cast-in-Place Concrete.

2. Section 03530 Concrete Topping.

1.2 REFERENCES

A. American Concrete Institute (ACI):

1 . A C I 3 0 4 :“Recommended Practice for Measuring, Mixing, Transporting and Placing Concrete”.

2 . A C I 3 0 5 :“Hot Weather Concreting”.

B. American Society for Testing and Materials (ASTM):

1. ASTM C 156: “Test method for water retention by concrete curing materials”.

2. ASTM C 171: “Specification for sheet materials for curing concrete”.

3. ASTM C 309: “Specification for liquid membrane forming compounds for curing concrete”.

C. British Standards Institute (BSI):

1. BS 12 : “Portland Cement”.

2. BS 410: “Test Sieves”.

3. BS 882: “Aggregate from Natural Sources”.

4. BS 1881: “Methods of Testing Concrete”.

5. BS 3148: “Tests for Water for Making Concrete”.

6. BS 4550: “Methods of Testing Cement”.


A. Only materials of known quality shall be incorporated in the work. All materials shall be properly selected, reviewed with the Engineer before use and maintained during shipment, storage and use.

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B. Regardless of reviews by the Engineer, the Contractor shall be responsible for all materials, methods and the work. If any work does not satisfy the Contract Documents, implement the removal, replacement or remedial work and revise procedures or materials to prevent recurrence of unacceptable work.

1.4 SUBMITTALS

A. Product Samples: Submit to the Engineer in accordance with the requirements of the Contract Document samples of concrete accessories of every type to be used.

B. Mill Tests: Furnish the Engineer with certified mill test reports for cement.

C. Pre-installation meeting: Four weeks prior to pouring of finished concrete slabs, arrange for an on site pre-installation meeting of the manufacturers of the concrete curing compound, seal and hardener manufacturer, together with Contractor and Engineer to finalize application procedure and site conditions.


A. Applicator Qualifications: Flooring finishes shall be executed by trained and qualified workman.


A. Deliver all packaged materials to the site in original unopened containers clearly indicating manufacturers name, brand name and other identifying information.

B. Store materials in a dry, well ventilated location, off the ground and in such manner as to prevent damage or intrusion of foreign matter. All materials had become damaged or otherwise unfit for use during delivery or storage shall be replaced.

PART 2 – PRODUCTS



2.2 MATERIALS

A. Epoxy paint.

Description: Concrete Floor sealer similar to Aquepoxy or equivalent and approved, is a two-pack Epoxy floor sealer, dispersed in water and solvent-free, non-flammable and provides high chemical, oil, petrol, water and abrasion resistance, superior hardness, wear and hot-tyre resistance

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1. 1st. Coat floor seal.

2. 2nd.Coat final seal.

As per manufacturer's documentations and recommendations.

Location: as indicated on drawings.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Examine the substrate, adjoining construction and the conditions under which the work is to be installed. Do not proceed with the work until unsatisfactory conditions have been corrected.

3.2 PREPARATION

A. Clean the substrates to remove grease Latinate and other substances which may adversely affect the adhesion of the work. Use dilute solution of monistic acid, chipping of the surface, or any other method of cleaning required including light grit blasting surface grinding like similar methods. Leave the surfaces thoroughly clean and wet with as much water as it will absorb.

B. Keep the substrates wet continuously overnight, but in no case for less than 6 hours, before work is applied.

3.3 APPLICATION

1. Apply in accordance with the manufacturer's recommendations.

2. Sprays apply as evenly as possible to the concrete.

3. Apply as soon as the initial surface sleeve has disappeared from the concrete surface.

4. Apply at the rate specified by the manufacturer's recommendation.

3.5 CURING AND PROTECTION

A. Work may be cured in lieu of moist spraying by covering with waterproof paper, polyethylene sheeting or other approved opaque waterproof covering for at least 7 days after finishing.

B. After curing keep the work covered to protect it from damage during the progress of other work.

END OF SECTION

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SECTION 03530 - CONCRETE TOPPING

PART 1 GENERAL

1.1 SUMMARY

A. Section Includes: Concrete toping and accessories in accordance with the requirements of the Contract Documents, work includes but is not limited to the following:

1. Drive area.

2. Water Tanks floors.

3. play yard

4. Workshop.

B. Related Section:

1. Section 03300 Cast-in-Place Concrete.

2. Section 03350 Concrete Finishing.

1.2 REFERENCES

A. British Standards Institute (BSI)

1. BS 12 Portland cement

2. BS 410 Test Sieves

3. BS 882 Aggregate from Natural Sources

4. BS 1881 Methods of Testing Concrete

5. BS 3148 Tests for Water for Making Concrete

6. BS 4550 Methods of Testing Cement

7. BS 4483 Steel Fabric for Reinforcement of Concrete

8. BS 5328 Methods for Specifying Concrete, Including Ready-Mixed Concrete


1. ASTM A185 Welded Steel Wire Fabric for Concrete Reinforcement.

2. ASTM C33 Concrete Aggregates

3. ASTM C94 Ready Mixed Concrete

4. ASTM C150 Portland cement

5. ASTM C171 Sheet Materials for curing Concrete

6. ASTM C979 Specification for Pigments for Integral Colored Concrete

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C. The applicable provisions of the following standard publications, codes and specifications shall apply throughout the concrete finishes works:

1. AASH to M182 Burlap cloth made from Jute or Kenaf

2. ACI 304 Recommended Practice for Measuring, Mixing, Transporting and Placing Concrete

D. Only materials of known quality shall be incorporated in the work. All materials shall be selected, reviewed with the Engineer before use and maintained during shipment, storage and use.

E. The Contractor shall be responsible for all materials, methods and the work, and if any work does not satisfy the Contract Documents, implement removal, replacement of remedial work and revise procedures or materials to prevent recurrence of unacceptable work.

1.3 SUBMITTALS

A. Samples: Submit to the Engineer, in accordance with the requirements of the Contract Documents, samples of concrete accessories of every type to be used.

B. Mill Tests: Furnish the Engineer with certified mill test reports for cement.


A. Deliver all packaged materials to the site in original unopened containers, indicating manufacturer's name, brand name and other identifying information.

B. Store materials in a dry, well-ventilated location, off the ground and in such manner as to prevent damage or intrusion of foreign matter. All materials which, in the opinion of the Engineer have become damaged or otherwise unfit for use during delivery or storage shall be replaced.

PART 2 PRODUCTS

2.1 MATERIALS

A. Portland cement: BS 12 or ASTM C150, Type I, non-staining. Use only one brand of cement from one mill throughout the work. Unless otherwise approved by the Engineer.

B. Coarse Aggregate: BSI 882 or ASTM C33, evenly graded gravel, crushed gravel or stone, or a combination thereof passing a 9.5mm sieve and retained on a 4.5mm sieve.

C. Fine Aggregate: BS 882 or ASTM C33, natural sand.

D. Water: Clean, fresh and free of harmful matter such as oil, salts, acids, alkali, sewage, deleterious minerals or organic matter. Water shall conform to BSI 5328 and shall be tested in accordance with BS 3148.

E. Curing Material

1. Polyethylene Sheeting: ASTM C171, 0.10mm thick, opaque black.

2. Reinforced Waterproof Building Paper: ASTM C171, opaque.

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3. Burlap: AASHTO M 182.

F. Bonding Agent: Polyvinyl acetate or acrylic base.

1. Superior concrete bonder, Dayton Superior Corp.

2. Sonnocrete, Sonneborn-Chemrex.

3. Strongbond, Conspec Marketing and Mfg. Co.

G. Mixes

1. Grout: 1 Part cement to 1 part sand, with sufficient water to make stiff slurry.

2. Bond Coat: 1 Part cement to 1¼ parts sand to 2 parts coarse aggregate mixed with bonding agent as approved by the Engineer. The amount of water shall not exceed 19 liters per 50kg bag of cement or as recommended by manufacturers.

3. Top Coat: Same mix as specified for the bond coat.

4. Class of Concrete: Grade 300-350 kg/cm2 characteristic cube strength (28 days) as specified in Section 03300 "Cast-in-Place Concrete" to produce heavy-duty topping material.

H. Hardener:

Cement sand screed topping of 300-350kg/cm2 compressive strength with non-metallic floor Hardener of high impact, non-slip, non rusting and oil, grease resistances for workshops, type to selected and approved by the Engineer.

I. Mesh Reinforcement: Shall conform to BSI or to ASTM A185.

J. Bar Reinforcement: Conforming to Section 03300 requirements.

2.2 MIXING

A. Provide batch type mechanical mixer for mixing topping material at project site. Equip batch mixer with a suitable charging hopper, water storage tank and a water measuring device. Use only mixers which are capable of mixing aggregates, cement and water into a uniform mix within specified time and of discharging mix without segregation.

B. Ready mix topping may be used when acceptable to the Engineer. When acceptable, furnish ready-mixed topping complying with requirements of ASTM C94.

PART 3 EXECUTIONS

301 EXAMINATION

A. Examine the substrate, adjoining construction and the conditions under which the work is to be installed. Do not proceed with the work until unsatisfactory conditions have been corrected.

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3.2 PREPARATION

A. Clean the substrates to remove grease, laitance and other substances which may adversely affect the adhesion of the work. Use diluted solution of muniatic acid, chipping of the surface, or any other method of cleaning required. Leave the surfaces clean and wet with as much water as will be absorbed.

B. Keep the substrates wet continuously overnight, but in no case for less than 6 hours, before work is applied.

3.3 APPLICATION

A. Cover the wet substrate surfaces with grout, applied with force and brushed in to assure full coverage.

B. Apply bond coat not less than 16mm thick immediately after application of grout and bring to true lines, levels and profiles. Compact and roughen the bond coat to form a key for the top coat.

C. Before the bond coat has set, apply the top coat to such thickness that the total of the work measured from substrate to finished surface will be as shown, less only thickness of finish covering.

D. Reinforcement in accordance with requirements of Section 03300 "Cast-in-Place Concrete".

3.4 FINISHING

A. General Requirements for Flatwork: Strike off top surfaces of finished fill and monolithic slabs true and level within a tolerance of 3mm in 3 meters and measured with a 3 meter straight edge placed in any direction at any location.

B. Monolithic Floor Finish: Level surface and remove excess laitance by tamping, screening, and running the wood float in one direction of the slab. When the slab has hardened sufficiently so that water and fine material will not be worked to the top, compact the surface with motor-driven floats of the disc type and trowel smooth with two steel troweling operations. Do the second troweling after the concrete has become so hard that no mortar will adhere to the edge of the trowel. Leave floors with a smooth, hard finish free of blemishes and true to a maximum tolerance of 3mm in 3 meters.

C. Wood Float Finish: Tamp the concrete using special tools to force aggregate away from the surface, then screed with straight edges to bring surfaces to the required lines. While the concrete is still green, wood float to a 3mm tolerance with no coarse aggregate visible and apply a medium stiff broom finish to receive the specified finishes.

3.5 CURING AND PROTECTION

A. Work shall be cured by covering with polyethylene sheeting and flooding for at least (7) days after finishing.

B. After curing keep the work covered to protect it from damage during the progress of other work.

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3.6 SCHDULE

Concrete Screed for Roofs

Description: Minimum 30mm, 40mm or 50 mm (as per drawings) sloping concrete Screed with compressive strength of 25N/mm2 for roofs.

END OF SECTION

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SECTION 04220 - CONCRETE MASONRY

PART 1 – GENERAL

1.1 SUMMARY


1. Concrete Blocks.

2. Autoclaved Aerated Concrete (Thermal) blocks.

3. Cavity walls.

4. Ribbed blocks.

5. Metal ties, anchors and reinforcement.


1. Section 03300 Cast in Place Concrete.

2. Section 09206 Metal Furring and Lathing.

3. Section 09220 Cement Plaster.

1.2 REFERENCES

A. British Standards Institution (BSI):

1 . BS 12 : “Portland Cement”.

2 . BS 729 : “Specification for hot dip galvanized coatings on iron and steel articles”.

3 . BS 882 : “Aggregates from natural stone”.

4 . BS 890 : “Specification for Building Limes”.

5 . BS 4482 : “Specification for cold reduced steel wire for the reinforcement of concrete”.

6 . BS 6073 : “Precast Concrete Masonry Units”.

B. American Society of Testing and Materials (ASTM):

1. ASTM A 153: “Specification for zinc coating (hot dip) on iron and steel hardware”.

2. ASTM A 615: “Deformed and Plain fillet-steel bars for concrete reinforcement”.

3. ASTM C 33: “Concrete aggregates”.

4. ASTM C 90-946: “Specification for hollow load bearing concrete masonry units”.

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5. ASTM C 144: “Specification for aggregate for masonry”.

6. ASTM C 150: “Portland Cement”.

7. ASTM C 207: “Specification for finishing hydrated lime”.

8. ASTM C 476: “Specification for mortar for unit masonry”.

9. ASTM C 476: “Specification for grout for reinforced and non-reinforced masonry”.

10. ASTM C 1555: Standard Practice for Autoclaved Aerated Concrete Masonry

11. ASTM C 1386: Standard Specification for Precise Autoclaved Aerated Concrete (PAAC) Wall Construction Units

1.3 SUBMITTALS

A. Manufacturer’s Literature: Submit to the Engineer, for information only, copies of manufacturer’s specifications and installation instructions for each product required by this Section.

B. Manufacturer’s Data: Submit to the Engineer, for information only, copies of manufacturer’s certification that the following comply with the requirements specified:

1. Portland Cements.

2. Hydrated Lime.

3. Mortar Aggregates.

4. Concrete blocks.

5. Reinforcing Bars.

C. Samples: Submit to the Engineer, in accordance with the requirements of the Contract Documents, and following the submittal of manufacturer’s literature and data, samples of each unit masonry hereinafter listed. Samples will be reviewed for color and texture only. Compliance with all other requirements is the exclusive responsibility of the Contractor. Samples to be submitted are as follows:

1. Three number of each type of blocks.

D. Shop Drawings: Submit shop drawings indicating details of reinforcement, anchors, inserts, joints, connections to adjoining work or materials. Also include elevations indicating setting out and placement of all joints, openings, cut-outs, etc.

E. Submit certified copies of the reports of all tests specified herein. Test reports shall be accompanied by notarized certificates from the manufacturer certifying that the tested material is of the same type, quality, manufacture and makes as that proposed to be supplied.

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A. Requirements of Regulatory Agencies:

1. Requirements for fire-rated or lateral support conditions are to be regulated incompliance with local building codes and are not necessarily fully defined on the Drawings.

2. Whenever a fire-rating is shown for a wall (3-hour, 2-hour, etc.) use masonry units in that wall complying with the requirements established by local governing authorities.

B. Mock-up

1. Prior to the installation of unit masonry work, and preceding pre-installation conference, provide a sample wall mock-up for each type of unit masonry work.

2. Provide each sample wall panel using materials, together with bond and joint tooling, shown or specified for final work.

3. Build each sample wall panel mock-up at the site, as directed, of full thickness and approximately 1 meter high x 1.5 meter long, unless otherwise shown, indicating the proposed texture and workmanship to be expected in the completed work.

4. Obtain Engineer’s acceptance of visual qualities of each sample panel before proceeding with the final work.

5. Retain each sample panel mock-up during construction period as a standard for judging completed masonry work. Do not alter, move or destroy mock-up until work is completed.

C. Pre-Installation Coordination:

1. Pre-Installation Conference: Prior to the start of masonry work, meet at the site and review the installation procedures and coordination with other work. Meeting shall include The Contractor, The Engineer and major material manufacturers as well as others whose work must be coordinated with the masonry work.

2. Coordination with Inserts: Ensure coordination between masonry work and concrete work such that all inserts and flashing reglets required for the proper installation of masonry work are correctly pre-installed.

3. Pre-Installation Inspection: Examine all parts of the supporting structure and the conditions under which the masonry work is to be installed, and notify the Engineer in writing of any conditions detrimental to the proper and timely completion of the work. Do not proceed with the installation of masonry work until unsatisfactory conditions have been corrected in a manner acceptable to the Engineer.


A. Do not change brands or sources of supply for masonry materials during the course of the work.

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B. Deliver masonry materials, other than bulk materials, to project site in manufacturer’s unopened containers, bundles, pallets or other standard packaging devices; fully identified with name, type, grade and size.

C. Protect all masonry material during shipment, storage and construction against wetting and soilage or intermixture with earth or other types of materials.

D. Do not use metal reinforcing or ties having loose rust or other coatings that will reduce or destroy bond.

E. Outside storage of masonry units and reinforcement shall be on plank platforms off the ground in dry locations.

1.6 PROJECT CONDITION

A. Environmental Conditions:

1. When the ambient air temperature is more than 30 sash °C in the shade, and the relative humidity is less than 50%, protect the masonry from direct exposure to wind and sun for 48 hours after installation.

2. Do not lay masonry units having a film of water on their surfaces.

3. Do not mix mortar or lay units while shade temperature is above 40 C on a rising thermometer or above 43 C on a falling thermometer.

4. Do not allow temperature of fresh mixed mortar to exceed 32°C. Take suitable measures to ensure this.

B. Protection:

1. Protect partially completed masonry walls against weather when work is not in progress, by covering top of walls with strong, waterproof, non-staining membrane. Extend membrane at least 600 mm down both sides of walls and anchor securely in place ensuring that there is free air flow sufficient to prevent heat build-up.

2. Normal weathering of exposed work during construction is permitted, provided other activities and conditions do not interfere and result in an unacceptable condition.

PART 2 – PRODUCTS

2.1 MORTAR MATERIALS

A. Portland Cement for Mortar: Comply with ASTM C 150, Type I or B.S. 12, ordinary, non-staining, without air-entrainment, natural color or white as required to produce the required color of mortar or grout.

B. Hydrated Lime: ASTM C 207, Type S or BS 890.

C. Mortar Aggregates: ASTM C 144 or BS 1200, except for joints less than 6 mm, use aggregate graded with 100% passing the No. 16 sieve (1.18 mm).

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D. Water: Clear and free of deleterious materials, salts, etc. which would impair the work.

2.2 MORTAR AND GROUT MIXES, LOAD-BEARING MASONRY

A. Measurement: Use methods which will ensure that proportions are controlled and accurately maintained. Measure aggregate materials in a damp, loose condition.

B. Mortar: Comply with the proportions and physical requirements of ASTM C270 for the following type:

1. Type S.

C. Grout: Comply with the proportion requirements of ASTM C476 for the following types, as applicable:

1 . Fine Grout.

2 . Coarse Grout.

D. Do not use mortar or grout which has begun to set or if more than 11-~ hours have elapsed after initial mixing.

E. Do not add plasticizers or other admixtures to mortar or grout materials specified.

2.3 MORTAR MIXES, NON LOAD-BEARING MASONRY

A. Unit Masonry Mortar: ASTM C 270, except limited to the mix materials hereinbefore specified and the following cement/ lime ratios by volume; wherein sand (in damp condition) equals 2-1/4 to 3 times the volume of cement and refer 3.04 (A) of this section for the location where to use the type of mortar:

1. Type M: Not more than 1/4 part lime per part Portland cement.

2. Type S: Not more than 1/2 part lime per part Portland cement.

3. Type N: Not more than 1 part lime per part Portland cement.

B. Cure blocks in a moisture-controlled atmosphere or in an autoclave at normal temperature and pressure, and limit moisture absorption to 35% of saturation at time of delivery and until time of installation. Comply with ASTM Type I classification.

C. Standard Finish: Provide concrete block units with exposed faces of the manufacturer's standard color and texture, unless otherwise shown or specified.

D. Minimum density of thermal blocks is 500 Kg/M3 and its minimum compressive strength is 3.2 N/mm2.

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2.4 CONCRETE BLOCKS

A. 150 mm Hollow concrete block Material: Concrete blockwork. Size: 150W x 400L x 200H blocks Location: Refer to drawings B. 200mm Hollow/ Solid concrete block Material: Concrete block work Size: 200W x 400L x 200H Location: Refer to drawings C. 200mm Hollow (two hour fire rated) concrete block Material: Concrete block work Size: 200W x 400L x 200H Location: Refer to drawings D. 100mm Hollow concrete block Material: Concrete block work. Size: 100W x 400L x 200H .Location: Refer to drawings E. 100mm concrete Lightweight thermal blocks Material: lightweight Concrete block work Size: 100W x 400L x 200H blocks Location: Refer to drawings F. 150mm concrete Lightweight thermal blocks Material: lightweight Concrete thermal block work Size: 150W x 400L x 200H Location : Refer to drawings G. 200 mm concrete Lightweight thermal blocks Material: lightweight Concrete thermal block work Size: 200W x 400L x 200H Location: Refer to drawings H. Concrete hollow rib blocks

Material: Ribbed Concrete hollow block work

Strength: Refer to structural drawings

Sizes: a: 400/360x200x240 mm high.

b: 400/360x200x320 mm high.

c: 400/360x200x180 mm high.

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I. Cavity walls:

Description and sizes as per drawings and walls schedule

A. Accessories:

Including all necessary bond beams, stiffener columns and reinforcement steel bars, solid block at jambs and all necessary ties and lintels.

B. Location:

Refer to drawings and wall type schedules.

General: Provide blocks as shown, complying with type classifications, weights, grades and cure requirements as hereinafter specified and the following general requirements:

1. Do not use blocks which have chips, cracks, voids, streaks, iron spots or other substances which might stain finishes where faces or ends will be exposed.

2. Obtain blocks from one manufacturer, cured by one process and of uniform texture and color, for each type required, for each continuous area and visually related areas.

3. Face Dimensions: Manufacturer's standard, nominal 400 mm long x 200 mm high, unless otherwise shown.

4. Provide special shapes wherever shown and wherever required using concrete grade 25 or 30 (25 or 30N/mm2) to build corners, wall-caps, sills, lintels, jambs, control joints and expansion joints, and for other uses where necessary to provide a complete installation in accordance with the highest standard of workmanship, including reinforcement steel bars.

B. Solid Concrete Blocks: ASTM C90-94b or BS 6073 Part 1, using concrete aggregates complying with ASTM C33 or BS 882, with dry net concrete weight of not less than 2000 kg/cu.m. Type 1 or the equivalent grade of BS 6073, Parts 1 and 2.

2.0 METAL TIES, ANCHORS AND REINFORCEMENT

A. Horizontal Joint Reinforcing: Truss type welded wire units of 3m lengths with prefabricated corner and tee units. Fabricate from ASTM A 82 or BS 4482 cold drawn steel wire with deformed side rods and plain 9 gauge truss rods. Provide width of between 37 mm and 50 mm less than wall thickness.

1. Fabricate with 9 gauge (3.7 mm) side rods, unless otherwise shown.

2. Provide units with a single pair of side rods, unless otherwise shown.

3. For use in interior partition walls, fabricate from mill galvanized wire.

4. For use in exterior walls, hot dip galvanize after fabrication, with 458 g/sq m, zinc coating; ASTM A 153, Class B-2 or BS 729, Table 1.

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B. Concrete Inserts

1. Unit Type: Furnish unit type inserts of cast iron or malleable iron, or fabricated from not less than 12 gauge (2.6 mm) steel with 458 g/sq m hot-dip zinc coating after fabrication (ASTM A 153, Class B-2 or BS 729 Table 1).

2. Dovetail Strap Type: Furnish dovetail slots with 22 mm wide flat bar anchors formed from 16 gauge (1.5 mm) galvanized steel, with 6 mm upturned end or 12 mm diameter hole located within 12 mm of end. Anchor to extend to within 37 mm of face of masonry units.

a. At Contractor's option, No. 9 gauge (3.7 mm) galvanized wire triangular tie-backs with metal tabs for insertion into dovetail slots may be provided in lieu of flat bar anchors.

C. Anchoring Devices: Provide bolts, straps, bars and rods of the type and size shown, but fabricated from not less than 16 gauge (1.5 mm) sheet metal or 9 mm diameter rod stock unless otherwise shown.

1. Fabricate devices from steel with mill galvanized or hot-dip zinc coating.

D. Reinforcing Bars: Steel reinforcing bars, complying with ASTM A 615, intermediate grade, size as shown or specified herein, free from mill scale and excess or loose rust deposits.

2.6 MISCELLANEOUS MATERIALS

A. Wall Control Joint Filler: Provide compressible control joint filler of closed cell PVC, SBR or Neoprene, either solid or tubetype, of proper dimension to serve as back-up for joint sealant at face of masonry.

1. Provide solid rubber "key section" in control joint filler (60 to 80 Shore A durometer hardness) designed to maintain lateral stability in masonry wall.

B. Joint Fillers: See Section 07900, Joint Sealant.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Examine Surfaces: Inspect existing surfaces and ensure that they are satisfactory for work to proceed as specified. Report unsatisfactory conditions to the Engineer and do not proceed until rectified to satisfaction of the Engineer.

3.2 PREPARATION

A. Preparation of Surfaces: Where structural steel has received protective paint and fire protective materials prior to this work commencing remove fire protection material for correct fixing of metal ties over an area confined to immediate contact area of item to be fixed plus 10mm. Removal is not to damage steel and is to be effected using tools and methods approved by the Engineer. Saws must be fitted with depth gauges to prevent damage to steel.

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3.3 WORKMANSHIP, GENERAL

A. Manufacturers Recommendations: Comply with the manufacturers printed instructions and recommendations for the installation of each type of masonry product, unless otherwise shown or specified.

B. Thickness: Build masonry construction to the full thickness shown on the intended contract drawings, except for single skin masonry walls which may be built to the actual thickness of the masonry units, using units of nominal thickness shown on the intended contract drawings.

C. Chases: Build chases and recesses as shown and as may be required for the work of other trades. Do not cut horizontal or diagonal chases in load bearing work. Provide not less than 200mm of masonry between chase or recess and jamb of openings and between adjacent chases and recesses.

D. Construction Openings: Leave openings for equipment as shown or required to be installed at later date. Complete masonry work after equipment is in place using materials identical with those immediately adjacent to the opening.

E. Construction Joints: Step back unfinished work for joining with new work; toothing will not be permitted. Before new work is started clean exposed surfaces of set masonry and remove loose blocks units and mortar prior to laying fresh masonry.

F. Cutting Blocks: Use motor driven saw designed to cut blocks with clean sharp corners. Cut blocks as required to provide pattern shown and to fit adjoining work neatly. Use full blocks without cutting wherever possible. Avoid the use of less than half size blocks at corners, jambs and any other locations. Do not use chipped or broken blocks.

G. All masonry unit where requires pointing shall be fair faced and flush pointed unless otherwise noted. All surfaces shall be clean, smooth, fair face, with flush joints to receive paint whether mentioned or not.

3.4 LAYING MASONRY WALLS AND PARTITIONS

A. Mortar Types, General: Except as otherwise shown or specified use Type S mortar for exterior masonry work and Type N mortar for interior masonry work.

1. Use Type M mortar for special structural requirements where shown, and for grouting reinforcing steel in masonry lintels unless concrete is shown.

B. Bond: Use running bond for all single-skin masonry walls unless otherwise shown. In multiple-skin walls, bond skins together with header blocks wherever possible, unless otherwise shown. Where skins cannot be masonry bonded, use wire ties of the type and spacing shown, unless horizontal joint reinforcing provides the tie between skins. Where type and spacing of wire ties is not shown provide either continuous or individual type ties, installed so that double wires will be spaced not more than 600 mm o.c. horizontally.

C. Laying Procedure for Walls

1. Do not wet the concrete block units.

2. Shove block units into place with a full bed of mortar in both horizontal

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and vertical joints.

2. Lay-up walls plumb and true with courses level and accurately spaced and coordinated with other work. Variations from plumb, true or level of more than 1/800 in any direction are unacceptable.

3. Build bearing plates, masonry anchors, flashings, sleeves, and other miscellaneous items into masonry as work progresses. Fill-in solid with masonry around built-in items.

5. Delay filling between top of non-bearing walls and structural beams or slabs above until structure has been fully loaded with the major items of dead load to be supported thereon, so as to cause deflections nearly equal to the final condition.

6. Provide anchoring devices of the type shown or of standard type if none is shown. Anchor masonry work to all abutting structural members. Space anchors 600 mm centers at vertical and overhead support locations, and 600 mm centers both ways behind masonry veneer work, unless otherwise shown.

7. Maintain uniform joint width except for minor variations to maintain bond alignment. Parge back-up masonry with a minimum of 12 mm mortar while laying face blocks. Except for cavity wall construction leave no voids between blocks. Slush and grout back joints against other work as blocks are shoved into place.

8. Cut joints flush for masonry walls which are concealed or to be covered with other materials except applied rendering, unless otherwise shown.

9. Rake out joints of masonry walls which are to receive applied rendering or similar formless material.

10. Tool exposed wall joints slightly concave, unless otherwise shown.

11. Provide horizontal joint reinforcement in all masonry walls, unless specifically noted or specified to be omitted. Space reinforcement 600 mm centers vertically unless otherwise shown or specified. Lap reinforcement a minimum of 150 mm at ends and do not bridge control and expansion joints with reinforcement except at wall openings. Use matching prefabricated "T" and "L" sections of reinforcement at corners and wall intersections to provide continuity. Center reinforcement in wall to provide a minimum mortar cover of 15 mm at side rods. a. At all openings of more than 300 mm width provide joint reinforcement in 2 horizontal joints, approximately 200 mm apart, both immediately above the lintel and immediately below the sill. Extend the reinforcing a minimum of 600 mm beyond the opening, bridging control joints, if any.

D. Block Lintel: Provide block lintels wherever shown, and wherever openings in the blockwork of more than 300 mm are shown without concrete, structural steel or other supporting lintels. Unless otherwise shown provide one reinforcing bar for each 100 mm thickness of wall, and use bars of adequate size in relation to opening width. Provide minimum lintel bearing at each jamb of 100 mm for openings which do not exceed 1.8 m width, and 200 mm for openings in excess of 1.8 m width.

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E. Tie Beams: If the height of any masonry wall exceeds 4 meters, provide an RCC tie beam (of 200Kg/cm2 strength) having 20 cm height and width equal to that of the masonry wall. Provide 1% reinforcement in the tie beams as directed by the Engineer.

F. Control Joints: Install control joints in masonry walls where shown or in accordance with sub-clause G. Rake out mortar in preparation for application of sealant.

G. Control Joint Spacing: If control joint locations are not shown, place joints vertically, spaced at each structural column or joint between bays of the building but in no case spaced more than 9 m o.c. Also, place vertical joints at points of natural weakness in the masonry work, including the following locations:

1. Above and below major openings, at one jamb if opening is less than 1.0 m wide and at both jambs if opening is over1.0 m wide.

2. At vertical chases, recesses and other points of reduction in wall thickness.

3. At locations where masonry wall height changes by more than 20%.

4. Above expansion or control joints in the supporting structure.

5. Where end of masonry wall butts against supporting structure.

3.5 LAYING EXTERIOR WALLS

A. General: In addition to requirements hereinbefore specified the following shall apply to the installation of exterior masonry walls:

1. Space horizontal joint reinforcing 400 mm o.c. vertically in exterior walls, unless otherwise shown.

2. Install reglets and nailers for flashing and other related work where shown to be built into masonry work.

3. Provide flashing in masonry work as shown and extend details to corners and intersections to provide complete waterproofing.

4. Provide weep holes in the exterior skin of masonry work, located immediately above flashing, shelf angles, lintels and other structural elements supporting the masonry. Space weeps 600mm centers unless otherwise shown. Place a length of 8mm cotton sash cord in each weep as the work progresses, and withdraw cord to clear the hole after the work has been completed.

5. Keep cavity clean of mortar droppings in cavity wall construction. Strike mortar joints flush as the work progresses.


A. Check completed walls that are to receive covering to ascertain units are accurately placed and not damaged and that masonry joints are full and accurately finished.

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B. Repair or replace defects prior to application of covering.

3.7 REPAIR, POINTING AND CLEANING

A. Replace blocks which are chipped, broken, stained or do not match adjoining units as intended, or are damaged otherwise, provide new blocks promptly to match adjoining blocks, pointing up mortar or grout joints to eliminate evidence of replacement.

B. Where exposed masonry wall is to receive paint finish, the joints shall be neatly pointed horizontally and vertically to show lines not exceeding 2 mm in width and depth. A mock-up is to be prepared for approval.

C. Cleaning: During the completion of masonry installation and the tooling of joints, enlarge any voids or holes and completely fill with mortar. Point up all joints at corners, openings and adjoining work to provide a uniform, neat appearance, properly prepared for the application of sealant compounds and other work to follow. Clean the exposed masonry surfaces as follows:

1. All exposed work shall be cleaned without the use of acid. Cleaning shall not be done until mortar is thoroughly set and hard.

2. Before wetting wall, remove large particles of mortar by means of wood scraper, or, if necessary, by means of chisel or wire brush.

3. Pre-soak the wall, saturating the masonry with clean water, and flush off all loose mortar and dirt.

4. Using a stiff fiber brush only, scrub down the wall with a solution of 0.25 liter household detergent and 0.25 liter of trisodium phosphate dissolved in 4 liters of clean water.

5. Thoroughly wash off all cleaning solution, dirt and mortar crumbs using clean pressurized water.

6. If after this cleaning procedure is completed, the wall or portion of the wall is not clean, in the judgment of the Engineer, the Contractor shall clean with an acid solution by means and methods acceptable to the Engineer. If cleaned with an acid solution, all sashes, metal lintels (if any) and other material shall be thoroughly protected.

7. Particular care shall be taken to prevent smearing mortar on surfaces of concrete masonry units. If mortar smearing occurs, it shall be removed while soft, when possible; if dry and hard, it shall be removed by rubbing with a small piece of concrete masonry. All mortar smears, drippings, etc., on exposed faces of concrete masonry units shall be removed.

END OF SECTION

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SECTION 04450 - NATURAL STONE WORK

PART 1 GENERAL

1.1 WORK INCLUDED

A. Natural stone for exterior walls cladding.

B. Natural stone for boundary wall coping.

C. Natural stone for internal and external flooring.

D. Marble for stairs/sills and threshold.

E. Marble for skirting.

F. Sand Cement Mortar and approved Joint Grouting materials.

1.2 RELATED WORK

A. Cast-in-place concrete.

B. Concrete Blocks.

C. Sheet Waterproofing.

D. Cold Fluid Applied

F. Painting.

1.3 REFERENCES

AMERICAN Society for Testing and Materials (ASTM):

1. ASTM A 36/A 36M-94 Specification for structural steel.

2. ASTM A 123-89a Specification for zinc (hot-dip galvanized) coating on iron and steel products.

3. STM A 153-82 Zinc coating (hot-dip) on iron and steel hardware.

4. STM A 307-94 Specification for carbon steel bolts and nuts 60,000 PSI tensile strength.

5. ASTM A 500-93 Specification for cold formed welded and seamless carbon steel structural tubing in rounds arc shapes.

6. ASTM A 653/A653M-94 Specification for steel sheet, zinc coated galvanized) zinc-iron alloy coated (galvanized) by hot-dip process.

7. ASTM A 666-94 Specification for Austenitic stainless steel sheet, strip, plate and flat bar

8. ASTM A 780-93a Practice for repair of damaged and uncoated areas of hot-dip galvanized coatings.

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9. ASTM C 97 Test methods for absorption and bulk specific gravity of natural building stone.

10. ASTM C 99 Test methods for modules of rupture of natural building stone.

11. ASTM C 114-88 Test methods for chemical analysis of hydraulic cement.

12. ASTM C 119 Definitions of terms relating to natural building stone

13. ASTM C150-92 Specification for Portland cement

14. ASTM C 170 - 09 Standard Test Method for Compressive Strength of Dimension Stone

15. ASTM C 207-91 Specification for hydrated line for masonry purposes.

16. ASTM C 241 Test method for abrasion resistance of stone subjected to foot traffic.

17. ASTM C 503-89 Specification for marble dimension stone

18. ASTM C 568-89 Specification for limestone dimension stone.

19. ASTM C 615-92 Specification for granite dimension stone.

20. ASTM C 880-92 Test method for flexural strength of dimension stone.

21. ASTM C1201-91 Test method for structural performance of exterior dimension stone cladding system by uniform static pressure difference.

22. ASTM E 72-80 Methods for conducting strength test of panels for building construction.

23. ASTM E 283-91 Test method for determining the rate of air leakage through exterior windows. Curtain walls and doors under specified pressure difference across the specimen.

24. ASTM E 331-93 Test method for water penetration of exterior windows, curtain walls, and doors by uniform static air pressure difference.

25. ASTM E 488-90 Test methods for strength of anchors in c concrete and masonry elements.

26. ASTM E 699-79 Criteria for evaluation of agencies involved in testing quality assurance and evaluating building components, in accordance with test methods promulgated by ASTM committee E-6.

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27. ASTM F 436M-93 Specification for hardened steel washers (metric).

28. ASTM F 568-93a Specification for carbon and alloy steel externally threaded metric fasteners.

29. ASTM F593-91 Specification for stainless steel bolts, hex cap screws and studs.

30. ASTM F 594-91 Specification for stainless steel nuts.

31. ASTM F738 Specification for stainless steel metric bolts, screws and studs.

1.4 SUBMITTALS

A. General: Submittal Procedures

B. Shop Drawing and Product Data.

1. Shop drawings shall clearly indicate dimensions and locations of joints.

2. Indicate pertinent dimensioning, layout, anchorages construction details, method of installation and adjacent construction.

3. Indicate all units of stone, i.e. sills, lintels, copings, etc. their configurations and size; materials and types anchorage items and their locations.

4. Submit stone field erection drawings.

5. Submit manufacturer's instructions for use of pointing color and admixtures.

C. Design Calculations

1. Submit three (3) copies of stone anchorages assemblies including design calculations for mechanical fixing and thickness of stone required for the Engineer's Instructions review and approval.

D. Samples

1. Submit three (3) sets of each type of stone, full size units as selected by the Engineer to the project site, in sufficient number to indicate the full range of color, texture and each type of finish. One of each of the duplicate samples approved by the Engineer will be retained by him at the project site, the other being returned to the contractor for his guidance. Colors and types of stone-dressings are as mentioned under Part 2 – Products; paragraph B "Stone Schedule".

2. The following physical data on all proposed stone shall be submitted by the Supplier:

a. Analysis of mineral composition.

b. Analysis of chemical composition.

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c. Thermal sufficient of expansion.

d. Absorption.

e. Specific Gravity.

f. Modulus of Rupture.

g. Abrasion Resistance.

3. Anchors: Two (2) of each type to be incorporated in the work.

4. Submit samples of other materials specified herein upon request by the Engineer.

E. Mock Up

1. Furnish and install a typical stone wall and a floor application required for the project, at an area designated by the Engineer. The panel shall be constructed for the Engineer's approval showing 1.5m x 1.5m for floor installation and 4.5m x 4.5 high for wall installation. The wall installation shall include a corner condition indicating a jamb, sill, lintel and coping stones, etc., as shall be instructed by the Engineer.

2. All work shall include setting and jointing of all stone including final cleaning as specified herein for the actual work and as required for approval. Construct as many mock-ups until approval by the Engineer has been obtained.

3. The approved mock-up shall constitute the quality of work to be expected throughout the entire project, and shall remain in place for visual inspection until no longer needed as directed by the Engineer. The removal and disposition of the mock-ups shall be done by the Contractor at his expense without additional cost.

1.5 GUARANTEE/WARRANTY

A. Attention is directed to the provisions of the Conditions of the Contract regarding guarantees/warranties for the Work.

B. All warranties/guarantees to be issued by The Contractor and will be liable for repair/replace the items/works, etc., during the warrantee/guarantee, period of three (3) years after defects liability period.

1.6 QUALIFICATIONS

A. Supplier/Fabricator: A firm having an adequate supply of the specified type of stone and a capacity to deliver the stone to the project site on schedule within a time limit established by the Engineer, as required, ensuring no delay in the progress and completion of the Work. The supplier/fabricator shall be approved by The Engineer.

B. Installer: A minimum of ten (10) years projects, successful experience in the erection of stone work to the approval of The Engineer.

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1.7 DELIVERY, STORAGE & HANDLING

A. Packing and Loading: finished stone shall be carefully packed and loaded for shipment using all reasonable and customary precautions against damage in transit. No material which may cause staining or discoloration shall be used for blocking or packing.

B. Site storage: Upon receipt at the building site or storage yard, the stone shall be stacked on timber or platforms at least 100mm above the ground, and extreme care shall be taken to prevent staining during storage. If storage is to be for a prolonged period, polyethylene or other suitable plastic film shall be placed between and wood and finished surfaces, and shall be used also as an overall protective covering. Salt shall not be used for melting of ice formed on pieces, or for any purpose involving its contact with the stone.

C. Defective stone: any piece of stone showing flows, cracks, or imperfections such as vents, sand and clay holes, shelly bars, shakes, mottle, seams or starts upon receipt at the storage yard, or at the building site, shall be discarded and removed from the work site, and at the contractor's own expense.

1.8 ENVIRONMENTAL REQUIREMENTS

A. The following environmental requirements are applicable to stone set in mortar, and when caulking stone joints with sealant.

1. During freezing or near freezing weather provide equipment and cover to maintain a minimum of 4 degrees Celsius and to protect stone work completed or in progress.

2. At end of working day, or during rainy weather, cover stone work exposed to weather with waterproof coverings, securely anchored.

3. Maintain materials and surrounding air to a minimum 10 degrees C prior to, during and 48 hours after completion of work.

PART 2 PROUDCTS

2.1 ACCEPTABLE MANUFACTURERS.


2.2 STONE MATERIALS AND FABRICATION

A. General

1. Stone shall be of good quality, sound, free from cracks and defects, seams or starts which may impair its structural integrity, durability, appearance and/or function, Color, texture and finish shall be within the range of samples approved by and the engineer.

2. All stone shall be obtained from quarries having adequate capacity and facility to meet the specified requirements. Cutting and finishing shall be performed

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by using approved equipment to process the material promptly on order and in strict accordance with the specifications. Evidence to this effect shall be provided by the Contractor.

3. Stone rejected for noncompliance with the submitted samples or the requirements of this Specification shall be replaced with material acceptable to the Engineer. Replacement shall be prompt and at the Contractor's own expense. Inspection of stone by the engineer shall not relieve the Contractor of his responsibilities to perform all work in accordance with the Contract Documents.

4. Protection: It is the responsibility of the contractor to maintain a ground cover of gravel or other suitable material under and adjacent to stockpiles and in all work areas to prevent mud splash and damage to material. It is especially important to maintain a minimum 1m wide ground cover around the perimeter of all work areas to prevent mud splash until the landscaping is complete.

B. Stone Schedule:

General:

First quality Manni (Mofajar) Stone type.

First quality Ajloni Travertine (Cut /Brushed) Stone type.

First quality Ajloni Basalt (Brushed) Stone type.

First quality Karaki Stone type.

For details: Refer to drawings.

1. Stone Cladding:

Stone Size:

520 mm height X (30, 40 or 50) mm thickness.



Stone Build:

To build up stone and 10 cm hollow block and then filling by reinforced concrete

Stone Cladding:

Using dry fixing methods, including 4 mm dim Galvanized hook , w/pin 2 number for each stone , plugs and clips fixed to 6mm pre-welded wire mesh, pointing, jointing, all fixing accessories, special pieces as (but not limited to) building corners, jambs, lintels and grooves, complete as detailed in drawings.

Wall Cladding Stone – Building Elevations

Support structure/ background: Solid Concrete Blockwork

Color: As per drawings and Engineer’s approval.

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Origin: Jordan

Finish: Architects Approval (Sample to Engineers approval)

Waterproofing surfaces under stone subjected to the Engineer approval.

Quality: Free from vents, cracks, fissures, discoloration, or other defects deleterious to strength, durability or appearance. Before delivery to site, season thoroughly, dress and work in accordance with shop drawings prepared by supplier.

Thickness: As per Manufacturers requirements and sizes – Sizes Vary depending on location and detail. 40mm to 800mm Refer to Drawings

Type: Cement: Lime: Sand Mortar Jointing

Joint Width (nominal): as per drawings

Location: As per Drawings

2. Stone for copping : first quality local stone copping, for location and size refer to Arch Drawings

3. First quality local marble sills/thresholds for windows, doors, and wherever required, 30 mm thick, including cement-sand mortar, complete as shown on drawings

4. Local Marble Skirting 12 mm thickness

5. Stone Paving Flooring: For type, color ,location and size refer to drawings

A. Manni Stone (Travertine stone) for external stair and landing areas and wherever required.

B. First quality Ma'an stone (Tread and risers) , 300 mm wide and min 30 mm thickness tread, 20mm risers, bedded on and including cement-sand mortar, grooving, pointing with neat tinted cement, sealing backs and sides with approved sealant/coating, complete as shown on drawings

C. Manni Stone (Travertine stone) for external and internal floors min 3mm thickness, for size and location refers to drawings.

D. Basalt Tile Specification

Stone specifications: Stone shall be Natural Stone Basalt Tiles

Classification: Basalt is an extrusive igneous rock, sometimes porphyritic, and is often both fine-grained and dense.

Color: as per drawings

Size: as per drawings

Protection: It is the responsibility of the contractor to maintain a ground cover of gravel or other suitable material under and adjacent to stockpiles and in all work areas to prevent mud splash and damage to material. It is especially important to maintain a minimum 1m wide ground cover around the perimeter of all work areas to prevent mud splash until the landscaping is complete.

Pattern: Tile Units are to be installed in accordance with the design provided in the details sheet.

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Setting: It is important to make sure all cavities behind tiles are sufficiently filled with mortar in order in ensure structural integrity and endurance. Tile shall be laid free from mortar stains and be kept as clean as possible. No tile work shall be performed unless the jobsite temperature is no lower than 35 degrees Fahrenheit and rising, or the supervisor has approved a cold weather-setting plan.

Cleaning: After completion of tiling, cleaning shall be accomplished with a stiff bristle brush and water using a mild detergent. Acidic Cleaning Agents should not be used.

6. Local granite for toilets countertops and back wall.

7. Details: For more details about colours, types, locations and sizes Refer to Arch Drawings.

D. Stone Fabrication - General:

1. Fabrication of stone shall be in strict accordance with approved shop drawings for fabrication, and with this specification.

2. To the maximum extent possible, fabrication and assembly of stone shall be executed in the shop. Work that is not shop assembled shall be shop fitted.

3. All work shall be of the highest quality, in accordance with the best trade practices, and performed by skilled workmen. All materials and workmanship shall conform to the highest industry standards, including the BSI Recommended Practices for the Use of Natural Stone in Building Construction.

4. Use no materials, equipment, or practices that may adversely affect the functioning, appearance, or durability of the stone work or work of other trades.

D. Dimensions

1. Cut all stone work accurately to shape and dimensions shown on the final approved shop drawings.

2. Do all necessary cutting for anchors, support plates, shelf angles, and dowels, etc.

F. Beds and joints

Stone beds and joints surfaces shall be cut square from the face for the entire thickness of stones. Stone joints dimensions as shown on the approved drawings.

G. Backs of pieces

Backs of all pieces of stone shall be sawn to approximately true planes with maximum variation of 1.5mm in thickness from that indicated on the approved shop drawings.

H. Cement concrete backing of strength 200 Kg/cm2, with formwork needed.

I. Exterior & interior special shapes

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All specially shaped pieces of stones shall be constant in profile throughout their length, in strict conformity with details shown on approved shop drawings.

G. Incidental Cutting & Drilling

1. No Cutting or Drilling Will Be Permitted on Exposed Surfaces

Mortar Materials and Accessories

A. Cement

1. Cement for Setting Mortar: Non-staining Portland Cement conforming to ASTM C 150, Type I, except containing not more than 0.03% water soluble alkali.

2. Cement for Pointing Mortar: Non-staining white Portland cement conforming to ASTM C 150. Grey no staining Cement may be used for pointing mortar if the color of pointing mortar, as selected by the Engineer.

B. Water: Water shall be portable, clean and fresh from public water system.

C. Sand: Well graded non-staining masonry sand conforming to ASTM C 144. Use white Silica sand for pointing mortar. No other sand shall be permitted for mortar or grout unless otherwise tested and approved by the Engineer.

D. Lime: Approved brand of plastic hydrated, such as New England 4X, conforming to ASTM C 207, Type "S".

E. Mortar Plasticizer: 'FEBMIX ADMIX" AS MANUFACTURED BY Feb Construction Chemicals, OR CEBEX 112 or approved equal.

PART 3 EXECUTIONS

3.1 CONDITIONS AT SITE

A. The Contractor shall, prior to proceeding with the stone units installation, examine all surfaces and parts of the structure to receive stone work, and notify the Engineer in writing of any conditions detrimental to the proper and timely completion of the work. Do not proceed with installation until such conditions have been corrected and are acceptable to the Engineer.

B. Verify all measurements and dimensions coordinate the installation of inserts for this work and coordinate and schedule this work with the work of other trades. Give particular attention to the location and size of cutouts required to accommodate mechanical, electrical, and other work or adjoining construction, in accordance with the reviewed shop drawings for such trade.

3.2 STONE INSTALLATION

A. Anchors, Brackets, angels, joints: securely fix in place all supporting anchors, inserts, brackets, angles and other items requiring building into concrete; provide location drawings in sufficient time so as not to delay job progress.

B. Preparation for stone installation:

Clean stone prior to setting, does not use wire brushes or implements which mark or damage exposed surfaces, unless otherwise approved by the

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engineer.

C. Reinforced metal bars: welded mesh behind stone for walls, with metal ties, and needed hardware.

D. Mortar and Grout Proportioning – By Volume

1. General

Mortar and Grout proportioning shall be prepared and tested by the Contractor, all in accordance with Section 01400 respectively. In addition, the Contractor shall allow for preparing and testing the mortar and grout mixes included within this section to meet the Engineer's satisfaction and approval.

2. setting Mortar for Stone

a. Portland cement – 1 part.

b. Hydrated Natural – 0.025 parts.

c. Sand – 3 parts.

d. Plasticizer.

e. Integral water proffering.

3. Pointing Mortar

a. White Portland Cement – 1 part.

b. Sand – 1-1/2 parts.

c. Add color additive to acquire the color of mortar approved by the Engineer.

d. Add water proffering agent.

4. Note: Add integral waterproofing admixture to setting and pointing mortar in the quantity and manner recommended by the manufacturer.

Generally, Febmix Admix or Cebex 112 or approved equal, mortar plasticizer shall be used in all mortars, unless otherwise instructed by the Engineer.

E. Mortar and Grout Mixing.

1. Mortar and grout shall be machine mixed. Cement and hydrated natural may be patched by the bag. Sand preferably shall be patched by weight, but subject to the approval of the Engineer may on certain small operations be patched by volume in suitably calibrated containers, provided proper allowance is made for weight per cubic foot, contained moisture, bulking and consolidation. Shovel measurement shall not be used.

2. Workability or consistency of mortar on the board shall be sufficiently wet to be worked under the trowel. Water for tempering shall be available on the scaffold at all times. Mortar and grout which has begun to "set" shall

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be discarded. Mortar and grout which has stiffened due to evaporation shall be remembered to restore its workability. Remembering of mortar and grout at the mixer shall not be permitted.


1. Test mortar and grout in accordance with tender documents.

2. Testing of Mortar Mix: In accordance with ASTM C780, Annex A4, for mortar aggregate ratio and ASTM C 780, Annex A5, for mortar water content.

3. Check completed surfaces that are to receive covering to ascertain units are accurately placed and not damaged.

4. Repair or replace defects prior to application of covering.

3.4 PROTECTION

A. Stone shall at all times be protected from drippings, welding spatter and damage during construction. Where necessary or directed, substantial non-staining wooden or other approved covering shall be placed to protect the work. Heavy polyethylene film shall be used between stone and wood. Maintain all protection until removed to permit final cleaning of stone work.

3.5 CLEANING

A. Clean soiled surfaces using non-acidic solution of type which will not harm stone, mortar joint materials, or adjacent surfaces.

B. Use non-metallic tools in cleaning operations.

3.6 FINAL INSPECTION

A. Finished surfaces shall show no objectionable visual distinction in jointing, bedding, plane color, texture, pattern, and finish. All stones which in the opinion of the Engineer do not provide the required uniformity shall be relocated, or removed and replaced with new stone units to the satisfaction of the Engineer and at the Contractor's own expense.

B. All defective stone units shall be replaced with new stone units, except that minor damages may be repaired when approved by the Engineer. Repairs, when approved, shall be completed to the satisfaction of the Engineer. When the repairs to stone are unsatisfactory to the Engineer, the stone shall be replaced with new stone. All repairs and all replacements of defective and unsatisfactorily repaired stone shall be performed at the Contractor's own expense.

END OF SECTION

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SECTION 05500 - METAL FARICATIONS

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Metal window Screens.

B. Shop fabricated ferrous metal items, galvanized, prim painted and Aluminum.


A. Section 03300 – Cast in place concrete.

B. Section 05520 – Hand rails and railings.

C. Section 08110 – Steel Doors and Frames.

1.3 REFERENCES

A. ASTM (American Society of Testing Materials)

1. ASTM A 36 – Carbon Structural Steel.

2. ASTM A 53 – Pipe, Steel, Black and Hot-dipped, Zinc-Coated Welded and Seamless.

3. ASTM A 123 – Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.

4. ASTM A 153 – Zinc (Coating (Hot-Dip) on Iron and Steel Hardware.

5. ASTM A 283 – Carbon Steel Plates, Shapes and Bars.

6. ASTM A 325 – High Strength Bolts for Structural Steel Joints.

7. ASTM A 307 – Carbon Steel Bolts and Studs.

8. ASTM A 924 – General requirements for Steel Sheet, Metallic-Coated by the Hot-Dip process.

9. ASTM A 501 – Hot-Formed Welded and Seamless Carbon Steel Structural Tubing.

10. ASTM B 221/B 221 – Standard specification for Aluminum and Aluminum-Alloy, extended Bars, Rods, Wire, Profiles and Tubes; 2005.

B. AWS (American Welding Society)

1. AWS A 2.0 – Standard Welding Symbols.

2. AWS D 1.1 – Structural Welding Code.

3. AWSD 1.2 – Aluminum

C. SSPC - Steel Structures Painting Council (USA).

D. CBC – California Building Code, 2007 Edition.

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1.4 SUBMITTALS

A. Submit under provisions of Section 01300.

B. Shop Drawings: Indicate profiles, sizes, connection attachments, reinforcing, anchorage, size and type of fasteners, and accessories. Include erection drawings, elevations, and details where applicable.

C. Indicate welded connections using standard AWS A 2.0 welding symbols. Indicate net weld lengths.


A. Fabricator Qualifications: Firm experienced in successfully producing metal fabrications similar to that shown on the drawings, with sufficient production capacity to produce required units without causing delay in work.

1.6 DELIVERY, STORAGE, AND HANDLING

A. Deliver materials to the job site in good condition and properly protected against damage to finished surfaces.

B. Storage on Site: Store materials in a location and in a manner to avoid damage. Stacking shall be done in a way which will prevent bending.

C. Store metal components and materials in a clean, dry location. Cover with waterproof paper, tarpaulin or polyethylene sheeting in a manner that will permit circulation of air inside the cover.

D. Keep handling on-site to a minimum. Exercise care to avoid damage to finishes of material.


Field Measurements: Check actual locations of walls and other construction to which metal fabrications must fit, by accurate field measurements before fabrication; show recorded measurements on final shop drawings. Coordinate fabrication schedule with construction progress to avoid delay of work.

1.8 SEQUENCING AND SCHEDULING

Sequence and coordinate installation of wall handrails as follows:

A. Mount handrails only on complete walls. Do not support handrails temporarily by any means not satisfying structural performance requirements.

B. Mount handrails according to drawings for stairs, reinforced to receive anchors, and where the location of concealed anchor plates has been clearly marked for benefit of Installer.

PART 2 PRODUCTS

2.1 MATERIALS

A. General: All materials that will be exposed must be smooth and free of surface blemishes including pitting, seam marks, roller marks, trade names and irregularities..

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B. Steel Sections to: ASTM A 36.

C. Steel Tubing to: ASTM A 501.

D. Pipe and Downspouts to: ASTM A 53, Type E, Grade B.

E. Plates to: ASTM A 283.

F. Bolts, Nuts, and Washers to: ASTM A 307.

G. Welding Materials to: AWS D 1.1; type required for materials being welded.

H. Touch-Up Primer for Galvanized Surfaces: Zinc rich type.

I. Metal Framing Channels: Channel members shall be fabricated from structural grade steel conforming to ASTM A 924; Finish shall be hot-dip galvanized coating unless otherwise indicated.

J. Pipe/Conduit Clamps: Punch-press made from hot-rolled, pickled and oiled steel plates, strip or coil and conform to ASTM A 36; Finish shall be hot-dip galvanized coating unless otherwise indicated.

K. Extrude shapes ad tubes: (Aluminum) to ASTM B 221, 6061-T6, 6205-75

2.2 FABRICATION GENERAL

A. Form metal fabrications from materials of size, thickness, and shapes indicated but not less than that needed to comply with performance requirements indicated. Work to dimensions indicated or accepted on shop drawings, using proven details of fabrication and support. Use type of materials indicated or specified for various components of each metal fabrication.

B. Form exposed work true to line and level with accurate angles and surfaces and straight sharp edges.

C. Allow for thermal movement resulting from the following maximum change (range) in ambient temperature in the design, fabrication, and installation of installed metal assemblies to prevent buckling, opening up of joints, and overstressing of welds and fasteners. Base design calculations on actual surface temperatures of metals due to both solar heat gain and nighttime sky heat loss.

Temperature change (Range): 40 deg C.

D. Shear and punch metals cleanly and accurately. Remove burrs.

E. Ease exposed edges to a radius of approximately 0.8mm, unless otherwise indicated. Form bent-metal corners to smallest radius possible without causing grain separation or otherwise impairing work.

F. Remove sharp or rough areas on exposed traffic surfaces.

G. Weld corners and seams continuously to comply with AWS recommendations and the following:

1. Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals.

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2. Obtain fusion without undercut or overlap.

3. Remove welding flux immediately.

4. At exposed connections, finish expose welds and surfaces smooth and welded surface matched those adjacent.

H. Form exposed connections with hairline joints, flush and smooth, using concealed or, if not indicated, Phillips flat-head (countersunk) screws or bolts or approved equal. Locate joints where least conspicuous.

I. Provide for anchorage of type indicated; coordinate with supporting structure. Fabricate and space anchoring devices to provide adequate support for intended use.

J. Shop Assembly: Preassemble items in shop to greatest extent possible to minimize field splicing and assembly. Disassemble units only as necessary for shipping and handling limitations. Use connections that maintain structural value of joined pieces. Clearly mark units for reassembly and coordinated installation.

K. Cut, reinforce, drill and tap miscellaneous metal work as indicated to receive finish hardware, screws, and similar items.

L. Fabricate joints that will be exposed to weather in a manner to exclude water, or provide weep holes where water may accumulate.

2.3 FINISHES

A. Prepare surfaces to be primed in accordance with SSPC SP 2.- (Hand tool cleaning).

B. Prime all surfaces that are not scheduled to receive galvanization, except, do not prime surfaces embedded in concrete nor in areas of field welds until welds are completed and inspected.

C. Prime paint items with one coat.

D. Galvanized in accordance with ASTM A 123, designated steel items. Provide minimum 380g/m2 galvanized coating.

PART 3 EXECUTIONS

3.1 EXAMINATION

A. Verify that field conditions are acceptable and are ready to receive work.

B. Beginning of installation means erector accepts existing conditions.

C. Contractor shall conform all existing downspouts to remain fully functional.

3.2 PREPARATION

A. Clean and strip primed steel items to bare metal where site welding is required.

B. Supply items required to be cast into concrete or embedded in masonry with setting templates, to appropriate sections.

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3.3 INSTALLATION

A. Install items plumb and level, accurately fitted, free from distortion or defects.

B. Allow for erection loads, and for sufficient temporary bracing to maintain true alignment until completion of erection and installation of permanent attachments.

C. Perform field welding in accordance with AWS D 1.1. .

D. Obtain the Engineer's approval prior to site cutting or making adjustments not scheduled.

E. After erection, prime welds, abrasions, and surfaces not shop primed, except surfaces to be in contact with concrete.

3.4 PROTECTION AND CLEAN-UP

Protect work of other sections from damage resulting from work of this section, especially welding and cutting sparks. As work proceeds at completion remove surplus materials and deposit debris in containers provided or removes from site as directed.

END OF SECTION

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SECTION 05513 - LADDERS

Part 1: GENERAL


A Steel access Ladders.


1. Cast-In-Place Concrete.

2. Concrete Unit Masonry.

3. Metal Fabrication.

4. Handrails and Railings.

5. Painting.

1.3 REFERENCES

1.3.1 OSHA 29 Code of Federal Regulations (CFR) 1910.27 - Fixed Ladders; Occupational Safety and Health Standards; current edition.

1.3.2 ANSI A14.3 - American National Standard for Ladders - Fixed - Safety Requirements.

1.3.3 American Society for Testing and Materials

1. ASTM A123/123M, Standard Specification for Zinc (Hot-Galvanized) Coatings on Iron and Steel Products

2. ASTM A283/A283M, Standard Specification for Low and Intermediate Tensile Strength Carbon Steel Plates.

3. ASTM A307, Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength.

4. ASTM A325M-97, Specification for High-Strength Bolts for Structural Steel Joints.

5. ASTM A1011/A1011M, Standard Specification for Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability.

1.4 SUBMITTALS

1.4.1 Submit under provisions of Section 01330.

1.4.2 Product Data: Manufacturer's data sheets on each product to be used, including:

1.4.2.1 Storage and handling requirements and recommendations.

1.4.2.2 Installation methods.

1.4.3 Shop Drawings: Detailed drawings showing relationship of ladders to other

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construction and methods of anchorage.


1.5.1 Manufacturer Qualifications: Minimum 10 years experience manufacturing similar products.

1.5.2 Installer Qualifications: Experience with ladder assemblies and regulatory requirements of installation and operation.


1.6.1 Store products in manufacturer's unopened packaging until ready for installation.

1.7 WARRANTY

1.7.1 Provide manufacturer's standard limited five- years warranty against defects in materials and workmanship.

2 Part 2 : PRODUCTS



2.3 APPLICATIONS

2.3.1 Regulatory Compliance: The ladder and safety cage systems shall be designed to comply with OSHA and ANSI standards for fixed ladders.

2.3.1.1 Safety factors for fastening to supporting structure shall comply with the OSHA and ANSI standards or manufacturer recommendation whichever is more stringent.

2.3.2 Drawings: Refer to drawings for size, length, accessories and supporting structure.

2.4 PRODUCTS

A. Steel Access Ladder ( Galvanized Steel Ladder )

1. Ladder Sections: Ladder uprights shall be fabricated from 50x10mm flat steel bar sides. Ladder rungs shall be fabricated from 20mm diameter steel bar welded to flat bar sides. Rung to rung distance is 300mm and distance between uprights is 450mm.

2. Bracket Kits: Mounting brackets shall be designed to maintain a minimum distance of 178 mm from the centerline of the rung to an obstruction in back of the ladder. 64x10mm brackets welded to ladder uprights, secured to wall by M12 stainless steel expansion bolts. Distance between brackets shall be at 1500mm Maximum.

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3. Chequered plate: Refer to drawings for details.

4. Finish: three coats oil painted, in addition to primer coat.

B. Tank Ladder

General: wall thickness of steel pipes 2mm minimum.

1 . Two 50mm dia stainless steel, min. 2mm thick vertical pipes spacing 650mm, welded to 40mm dia stainless steel pipe rungs spacing 300mm vertically. The steel ladder is fixed to concrete wall of the tank using 160mm dia aluminum flanges that is fixed to concrete wall by 8 no. M12 anchor bolts and all as per drawings.

3 EXECUTION

3.1 EXAMINATION

3.1.1 Do not begin installation until supporting structure and inserts have been properly prepared.

3.1.2 Notify The Engineer of unsatisfactory condition before proceeding.

3.2 INSTALLATION

3.2.1 Install in accordance with manufacturer's instructions.

3.2.2 Installation shall comply with regulations, codes and ordinances for ladder installation and operation.

3.3 PROTECTION

3.3.1 Protect installed products until completion of project.

3.3.2 Touch-up, repair or replace damaged products before Substantial Completion.

END OF SECTION

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SECTION 05520 - HANDRAILS AND RAILINGS

PART 1 GENERAL


A. Handrails


A. Cast in Place Concrete.

B. Concrete Blocks.

C. Natural Stone Work.

D. Metal Fabrication

E. Painting

1.03 REFERENCES

A. Australian Standards

1. AS 1170 – Minimum Design loads on structure.

2. AS 1288 – Glass in building.

3. AS 1428.1 – General Requirement for Access.

B. ASTM (American Society of Testing Materials)

1. ASTM A 53 , Standard Specification for Pipe, Black, and Hot-Dipped, Zinc- coated Welded and Seamless.

2. ASTM A 1530A 153 M, Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

3. ASTM A 283/ A 283 M, Standard Specification for Lowand Intermediate Tensile Strength Carbon Steel Plates.

4. ASTM A 307, Standard Specification for Carbon Steel Bolts and Studs.

5. ASTM A 325, Standard Specification for Structural Bolts, Steel, Heat Treated,

6. ASTM A 500, Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes.

7. ASTM A 501, Standard Specification for Hot-Formed Welded and Seamless Carbon Steel Structural Tubing.

8. ASTM A 653/A 653 M, Standard Specification for Steel Sheet, zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated by the Hot-Dip Process.

9. ASTM A 1011/A 1011 M, Standard Specification for Steel, Sheet and Strip, Hot- Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability.

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10. ASTM E 935, Standard Test Methods for Performance of Permanent Metal Railing Systems and Rails for buildings.

11. ASTM C 1107, Standard Specification for Packaged dry, Hydraulic-Cement Granite (non-shrink)

12. ASTM E 985, Standard Specification for Permanent Metal Railing Systems and Rails for Buildings.

C. AWS (American Welding Society)

1. AWS A 2.4, Standard Symbols Welding, Brazing, Nondestructive Examination.

2. AWS D 1.1/D 1.1M, Structural Welding Code Steel Bundled Set B.

D. SSPC (Steel Structures Painting Council), Steel structures Painting Manual in U.S.A.

E. American with Disabilities Act (ADA) and Architectural Barries Act Accessibility Guidelines-United States Access Board. .

F. International Code council (ICC) /ANSI A117.1- (American National Standard Institute): International Building Code.

1.04 PERFORMANCE REQUIREMENTS

A. General: Handrails and railings shall withstand structural loading as determined by allowable design working stresses of materials.

B. Structural Performance: Provide handrails and railings capable of withstanding the following structural loads without exceeding allowable design working stress of materials for handrails, railings, anchors and connections.

1. Top Rail of Guards: Shall withstand the following loads:

a. Concentrated load of (0.89 kN) applied at any point and in any direction.

b. Uniform load of 0.07kN/m applied horizontally and concurrently with uniform load of (0.14kN/m) applied vertically downward.

c. Concentrated and uniform loads above need not be assumed to act concurrently.

2. Handrails Not Serving As Top Rails: Shall withstand the following loads:

a. Concentrated load of (0.89kN) applied at any point and in any direction.

b. Uniform load of (0.07kN/m) applied in any direction.

c. Concentrated and uniform loads above need not be assumed to act concurrently.

3. Guards Infill Areas: Shall withstand the following loads:

a. Concentrated horizontal load of (0.89kN) applied to a 0.09m2 at any point in system, including panels, intermediate rails, balusters, or

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other elements composing infill area. Loads need not be assumed to act concurrently with loads on too rails in determining stress on guard.

C. Thermal Movements: Design handrails and railings to allow for movements resulting from 49oC changes in ambient and 82oC surface temperatures. Base engineering calculation on surface temperatures of materials due to both solar heat gain and nighttimes-sky heat loss.

D. Corrosion Resistance: Separate incompatible materials to prevent galvanic corrosion.

1.05 SUBMITTALS

A. Product Data: Manufacturer's data sheets on each product to be used. Including

1. Preparation instructions and recommendations.

2. Storage and handling requirements and recommendations.

3. Installation methods.

B. Shop Drawings: Submit plan, section, elevation and perspective drawings as necessary to depict the proper configuration, assembly and installation and termination of each product specified in this section.

C. Verification Samples: For each finish product specified, three samples representing actual product, color and finish.


A. Manufacturer Qualifications: All primary products specified in this section will be supplied by a single manufacturer with a minimum of ten (10) years experience.

B. Installer Qualifications: All products listed in this section are to be installed by a single installer with a minimum of ten (10) years demonstrated experience in installing products of the same type and scope as specified.

C. Field Sample: Provide field sample for evaluation of surface preparation techniques and application workmanship.

1. Do not proceed with remaining work until workmanship, color, and sheen are approved by the Engineer.

2. Refinish field sample area as required to produce acceptable work.


A. Store products in manufacturer's unopened packaging until ready for installation.

B. Store and dispose of hazardous materials, and materials contaminated by hazardous materials, in accordance with requirements of local authorities having jurisdiction.

C. Store products indoors in temperature controlled facility.

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A. Maintain environmental conditions (temperature, humidity, and ventilation) within limits recommended by manufacturer for optimum results. Do not install products under environmental conditions outside manufacturer's absolute limits.

1.09 WARRANTY

A. At project closeout, provide to owner representative an executed copy of the manufacturer's standard limited warranty against manufacturing defect, out lining its items, conditions and exclusions from coverage.

PART 2 PROUDCTS



202 MATERIALS

General

A. Color to be selected by the Engineer.

B. Handrail Details: please refer to Drawings for Location, Type, size, shape and finishing.

Steel Railings and Handrails

A. Fabricate Steel railings, posts and handrails to design, dimensions, and details indicated. Furnish railings and handrail members formed of the sized indicated conforming to ASTM A53, standard weight.

B. Fabrication: Jointing of post, rail, and corners shall be by one of the following methods:

1) Flush-type rail fittings of commercial standard welded and ground smooth with railing splice locks secured with 10mm (3/8 inch) hexagonal-recessed-head setscrews.

2) Mitered and welded joints made by fitting post to top rail and intermediate rail to post, mitering corners, groove welding joints, and grinding smooth. Railing splices shall be butted and reinforced by a tight-fitting interior sleeve not less that 152 mm (6 inches) long.

3) Railings may be bent at corners in lieu of jointing, provided bends are made in suitable jigs and that the pipe is not crushed.

4) Furnish wall returns at ends of wall-mounted handrails.

5) Close exposed ends of rails by welding 5mm (3/16-inch) thick steel plate in place or by use of prefabricated fittings.

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6) Furnish removable railing where indicated.

7) Railings and handrails shall be capable of withstanding a concentrated load of 91 Kg. (200 pounds) applied at any point in any direction.

Steel Railing System

A. Pipe: ASTM A53, Grade (B) Schedule 20.

B. Rails and Posts: of sizes as shown on the drawings; posts and/or supports; welded joints.

C. Fittings: Elbows, T-shapes, wall brackets, escutcheons, and caps; steel.

D. Mounting: Adjustable brackets and flanges, with steel inserts for casting in concrete; with steel brackets for embedding in masonry. Prepare backing plate for mounting in floor construction.

E. Exposed Fasteners: Flush countersunk screws or bolts; consistent with design of railing.

F. Splice Connectors: Steel welding collars.

G. Shop Refinishing: Powder coated to color as selected.

FASTENERS

a. Handrail Anchors: Select fasteners of type, grade and class required to produce connections suitable for anchoring handrails and railings to other types of construction indicated and capable of withstanding design loads.

b. Handrail and Railing Component Anchors: Use fasteners fabricated from same basic metal, unless otherwise indicated. Do not use metals that are corrosive or incompatible with materials joined.

1. Provide concealed fasteners for interconnecting railing components and for attaching them to other work, unless exposed fasteners are unavoidable or are a standard fastening method for handrail and railing indicated.

203 GROUT AND ANCHORING CEMENT

A. Non-shrink, Nonmetallic grout: Premixed, factory-packaged, non-staining, non-corrosive, non-gaseous grout complying with ASTM C 1107. Provide grout specifically recommended by manufacturer for interior and exterior applications.

B. Interior Anchoring Cement: Factory-packaged, non-shrink, non-staining, hydraulic-controlled expansion cement formulation for mixing with water at project site to create pourable anchoring, patching and grouting compound. Use for interior application only

204 FABRICATION

A. Assemble handrails and railings in shop to greatest extent possible to minimize filed splicing and assembly.

B. Form changes in direction of railing members as shown in the Drawings.

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C. Mechanical Connections: Fabricate handrails and railings by connecting members with railing manufacturer's standard concealed mechanical fasteners and fittings, unless otherwise indicated. Fabricate members and fittings to produce flush, smooth, rigid, hairline joints.

D. Brackets, Flanges, Fittings and Anchors: Provide manufacturer's standard wall brackets, flanges, miscellaneous fittings and anchors to connect handrail and railing members to other construction.

E. Provide inserts and other anchorage devices to connect handrails and railings to concrete or masonry. Fabricate anchorage devices capable of withstanding loads imposed by handrails and railings. Coordinate anchorage devices with supporting structure.

F. Shear and punch metals clearly and accurately. Remove burrs from exposed cut edges.

G. Cut, reinforce, drill and tap components as indicated on drawings to receive finish hardware, screws and similar items.

H. Close exposed ends of railing members with prefabricated end fittings.

PART 3 EXECUTIONS

3.01 EXAMINATION

A. Do not begin installation until substrates have been properly prepared.

B. Notify the Engineer of unsatisfactory preparation before proceeding.

3.02 PREPARATION

A. Clean surfaces thoroughly.

B. Prepare surfaces using the methods recommended by the manufacturer for achieving the best result for the substrate under the project conditions.

3.03 INSTALLATION

A. Install in accordance with approved shop drawings and instructions.

B. Set post plumb within a tolerance of 2mm in 1000mm.

C. Hard rails variations from parallel with the nosing line of steps or slope of ramps shall not exceed 6mm in 4000mm.

3.04 PROTECTION

A. Protect installed products until completion of project.

B. Touch-up, repair or replace damaged products before end of defects liability period.

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3.05 CLEANUP

A. Upon completion of installing the handrails and railings, cleanup all waste materials and debris resulting from this operation and dispose of such waste materials and debris off site.

END OF SECTION

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SECTION 07130 - SHEET WATERPROFFING

PART 1 – GENERAL

1.01 SUMMARY

Section Includes: Membrane waterproofing associated with work in accordance with the requirements of the Contract Documents. Work includes but is not limited to the foundation and roofs.

1.02 REFERENCES

A. American Society for Testing and Materials (ASTM):

1. ASTM D146-90: Test Method for Sampling and Testing Bitumen- Saturated Belts and Woven. Fabrics for Roofing and Waterproofing.

2. ASTM D4258-83: (R92) Practice for Surface Cleaning Concrete for Coating.

3. ASTM D5385-93: Test Method for Hydrostatic Pressure Resistance of Waterproofing Membranes.

4. ASTM D3767-03: Practice for Rubber/Measurement of dimensions.

5. ASTM D412-98: Test Methods for Vulcanized Rubber and Thermpplastic Elestromers/ MTension.

6. ASTM D882-02: Test Methods for Tensile properties of Thin Plastic Sheeting.

7. ASTM D570-98: Test Method for Water absorption of plastics.

8. ASTM D903-98: Test Method for peel stripping strength of Adhesive Bonds.

9. ASTM E154-99: Test Methods for water vapor Retarders used in Contact with Earth under Concrete Slabs, on walls, or as Ground Cover.

B. National Roofing Contractors Association (NRCA) (U.S.A.)

1. Roofing and Waterproofing Manual 3rd Edition, NRCA 1990.

2. Waterproofing and Dampproofing Manual NRCA 1990.

1.03 SUBMITTALS

Product Data: Submit to the Engineer for his approval in accordance with the requirements of the Contract Documents, manufacturer's specifications and installation instructions for the membrane waterproofing system and other data to show compliance with the Contract Documents.


A. Manufacturer Qualification:

The manufacturer shall provide evidence indicating that the specified materials

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have been successfully utilized on work of a similar scope to that shown and specified for this Project. The system examples cited shall have been completed and in use for minimum ten (10) years without any evidence of failure.

B. Installer Qualification:

Membrane waterproofing shall be executed by an approved Specialist with minimum of five (5) years experience in similar Projects.

C. Contractor's Review:

Before commencing work submit written statement signed by the Contractor, stating that the Contract Documents for the membrane waterproofing system have been reviewed with a qualified representative of the waterproofing materials manufacturer and that he is in agreement that the selected materials for membrane waterproofing system are proper, compatible and adequate for the application shown.

D. Pre-installation Meeting:

Prior to the installation of membrane waterproofing, meet at the Project Site to review the material selections, installation procedures and coordination of the work with other trades. Meeting shall include the Contractor, the Engineer, Manufacturer's Representatives and any other whose work requires coordination with this work.


A. Deliver materials in manufacturer's unopened containers identified with name brand, type, grade, class and all other qualifying information.

B. Deliver bulk materials with a certification from the manufacturer stating the name, type and grade of each product used. Furnish certificate accompanying each load (or furnish manufacturer's blanket certificate) for each bulk product used in the Work.

C. Store materials in a dry location, in such manner as to prevent damage or intrusion of foreign matter. Conspicuously mark "Rejected" on materials which have once been wet or damaged and remove from the job site.


Do not apply membrane waterproofing during inclement weather or when air temperature is outside the range recommended by the manufacturer.

1.07 WARRANTY

A. Special Project Warranty: Submit a written notorized warranty executed by the Contractor against leaks occurring in membrane waterproofing work. Upon notification of any leak within the warranty period, make the necessary repairs and replacements including the removal and replacement of work superimposed over the membrane waterproofing, and to the complete works in accordance with Contract Documents and approval of the Engineer.

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B. The Warranty period for Membrane Waterproofing shall be five (5) years after the end of defects liability period.

PART 2 - PRODUCTS



2.02 MATERIALS

A. Torch applied waterproofing membrane.

4mm thick torch applied SBS

Modified bituminous polymer waterproofing membrane, including bitumen primer, all necessary preparation and fixing works, overlapping, complete as per manufacturer's instruction data.


3.01 EXAMINATION

A. Examine all surfaces to which the membrane waterproofing is to be installed. Do not proceed with the installation until unsatisfactory conditions have been corrected and approved by the Engineer's Representative.

3.02 PREPARATION

A. Clean substrate of debris and deleterious material which would impair the Work.

B. Do not proceed with membrane waterproofing until all drains, piping, conduit, vents, ducts and other projections through the substrate have been installed and protected.

C. Treat external and internal corners of substrate as shown and in accordance with manufacturer's recommendations.

3.03 INSTALLATION

A. Install membrane in accordance with manufacturer's printed instructions except as hereinafter specified for all installation procedure.

B. Prime surfaces in accordance with manufacturer's instructions.

C. Follow the recommended technique of the membrane manufacturer for cleaning, seam, lap and splice areas, for the method and sequence of forming field joints in the membrane.

D. Flash all pipes, conduits, sleeves, and other projections passing through membrane waterproofing and provide tight construction throughout. Use

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prefabricated boots or field-fabricated boots, fitted coverings, and other accessories as required.

E. Provide water cut-off's in accordance with the approved membrane manufacturer's recommendations.

F. Install protection board in accordance with manufacturer's instructions.

G. Upon completion of any portion of waterproofing, immediately cover that portion with protective covering.

3.04 PROTECTION

A. Protect membrane waterproofing from damage during construction period so that it will be without any indication of abuse or damage at time of completion or covering with other materials.

B. Protect the building from damage resulting from spillage, dripping and dropping of materials. Repair and restore other work damaged during membrane waterproofing operations.

C. Prevent materials from running into and clogging drains.

D. Take all necessary precautions against fire and other hazards during delivery, storage and installation of flammable materials specified herein. Comply with local ordinances and fire regulations in the installation of hazardous materials specified or required under this Section.

3.05 Field Quality Control

Testing: Fill water in an area selected by the Engineer to a minimum depth of 50mm. Plug any drains in the area and maintain water level for a period of 48 hours.

END OF SECTION

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SECTION 07140 - COLD FLUID APPLIED WATERPROOFING

PART 1 - GENERAL

1.01 DESCRIPTION

A. General:

Provide cold fluid applied waterproofing in accordance with the requirements of the Contract Documents. Work includes but is not limited to the following:

1. Wet areas.

2. External concrete, block walls.

3. Under all structural elements below grade.

B. Related Section

1. Cast-in-place Concrete

2. Tiles

1.02 REFERENCES

A. American Society of Testing and Materials:

1. ASTM C836-89a Specification for High Solid Content, cold Liquid Elastomeric Waterproofing Membrane.

2. ASTM D412-92 Test Methods for Volcanized Rubber and Thermoplastic Rubbers and Thermpolastic Elastomers.

3. ASTM D4258-83 Practice for Surface Cleaning Concrete for Coatings.

4. ASTM E96-94 Test Methods for Water Vapor Transmission or Materials

5. ASTM D1475 Test Method for density of liquid coatings, Ink and related products.

6. ASTM C661-83 Test Method for Identation Hardness of Elastomeric – Type sealant by Means of Dorometer.

7. ASTM C794 Test Method for Adhesion-in-Peel of Elastrmeric Joint sealants.

8. ASTM D1640 Test Methods for drying, curing, or film formation of Organic Coatings and Room temperature.

9. ASTM D903 Test Method for peel or stripping strength of Adhesive Bands.

10. ASTM D1970 Specification for self-Adhering Polymer modified

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Bituminnes sheet Materials used as sleep resting underlayment for Ice Dam Protection.

11. ASTM D3767 Practice for Rubber/MMeasurement of Dimensions.

12. ASTM D5295 Guide for preparation of concrete surface for Adhered (Bonded) membrane water proofing systems.

SUBMITTALS

A. Manufacturer's Data: Submit to the Engineer manufacturer's specifications, installation instructions and other data to show compliance with the Contract Documents.

B. Samples: Submit three samples of cold fluid applied waterproofing. Samples shall be 300mm square, on plywood.


A. Qualifications

1. The manufacturer shall provide evidence indicating that the specified materials to be used have been successfully utilized on work of similar scope to that shown and specified for this Project. The waterproofing system examples cited shall have been completed and in use for minimum ten (10) years without evidence of failure.

2. Installer: Cold fluid applied waterproofing shall be executed by an approved specialist having a minimum of ten (10) years successful experience in the installation of the specified material. Employ only tradesmen experienced with the installation of the materials specified.

B. Before commencing Work submit written statement signed by the Contractor, stating that the Contract Documents for the cold fluid applied waterproofing materials manufacturer and that he is in agreement that the selected materials for membrane waterproofing system are proper, compatible and adequate for the application shown.


A. Deliver material in manufacturer's standard unopened packaging, fully identified.

B. Store materials above grade and protected from the weather, soiling or damage. Store in accordance with manufacturer's instructions.


A. Do not apply Waterproofing during inclement weather or when air temperature is outside the range recommended by manufacturer.

1.06 WARRANTY

A. Special Project Warranty: Submit written warranty executed by the Contractor and installer stating that the waterproofing system installed will be waterproof and free from defects. Upon notification of any leaks occurring within the period stipulated, the Contractor shall, repair and/or replace all defected works

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and shall carry out all necessary remedies to such works in accordance with Contract Documents and the approval of the Engineer.

B. The warranty period for the cold fluid applied waterproofing shall be ten (10) years after end of defects liability period.

C. The warranty shall be supported by a bank guarantee of the same duration obtained from a bank approved by the Employer and shall be for the minimum amount of the value of the works established by a final measurement of the same at the Unit Rates contained in the Bills of Quantities.

PART 2 - PRODUCTS

2.01 MANUFACTURERS


2.02 MATERIALS

General: - Two perpendicular coats cold apply bituminous membrane.

A. Applied Fluid Waterproofing Membrane

Description: Applied Fluid waterproofing membrane as approved by the Engineer.

Location: as per drawings

Technical Data:

1. Dry film thickness to ASTM D3767 (Method A) = 1.5mm nominal.

2. Solid content to ASTM D1644 = 100%.

3. Flexibility, 180o bend over (25.4mm) mondred at (-32oC) to ASTM D1970 = unaffected.

4. Elongation to ASTM D412 = 500%.

5. Peel adhesion to concrete to ASTM D903 (modified) = 880 N/M.

6. Performance requirements to ASTM C836 = meets requirement.

PART 3 - EXECUTION

3.01 EXAMINATION

A. Examine the substrates, adjoining construction and the conditions under which the Work is to be installed. Do not proceed with the Work until unsatisfactory conditions have been corrected.

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3.02 PREPARATION

A. Clean and prepare the substrate in accordance with the manufacturer's instructions. Grind and fill concrete surfaces as required to meet tolerances specified by the manufacturer.

B. Apply waterproofing to substrate in accordance with the manufacturers instructions.

C. Coordinate the installation of waterproofing with floor drains, equipment bases and other adjacent work. Mask adjacent work to prevent soil marks.

3.03 INSTALLATION

A. Comply with the waterproofing manufacturer's directions for the mixing, placing, and finishing.

B. Install and complete the system to assure that no water leakage through the system occurs.

C. At the start of the installation and periodically as work progresses provide the services of the manufacturer's technical representative at the job site as often as deemed necessary by the manufacturer to advise on all phases of this work.

D. Install the system in accordance with the manufacturer's instructions, except where more stringent requirements are shown or specified.

E. Install cant strips where shown or recommended by the waterproofing materials manufacturer.

F. Allow waterproofing to cure properly. During this period block off traffic and protect waterproofing from physical damage.


A. Protect clean and leave waterproofing to receive subsequent construction.


A. Testing:

Fill water in an area selected by the Engineer to a minimum depth of 50mm. Plug any drains in the area and maintain water level for a period of 48 hours.

END OF SECTION

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SECTION 07210 - BUILDING INSULATION

PART 1 GENERAL

1.01 SUMMARY

A. Section Includes: Building insulation in accordance with the requirements of the contract Documents. Work includes but is not limited to the following:

1. Extruded polystyrene Insulation exterior walls, soffits, and roof insulation.

2. Impregnated fiber board.

3. Accessories.

B. Related Sections

1. Section 04220 Concrete Blocks.

2. Section 04450 Natural Stone Work.

1.02 REFERENCES


1. ASTM C518-76 Test Method for Steady-State Thermal Transmission Properties by Means of the Heat Flow Meter

2. ASTM C558-92 Specification for Mineral Fiber Blanket and Felt Insulation for Commercial and Industrial Applications.

3. ASTM C578-92 Specification for Rigid, Cellular Polystyrene Thermal Insulation.

4. ASTM C612-93 Specification for Mineral Fiber Block and Board Thermal Insulation.

5. ASTM C653-83 Guide for Determination of Thermal Resistance of Low-Density Blanket-Type Mineral Fiber Insulation.

6 ASTM C665-91 Specification for Mineral Fiber Blanket Thermal Insulation for Light Frame Construction and Manufactured Housing.

7. ASTM D1621 Test Method for Compressive Properties of Rigid Cellular Plastics.

8. ASTM D1622 Test Method for Apparent Density of Rigid Cellular Plastics.

9. ASTM D2842 Test method for Water Absorption of Rigid Cellular Plastics.

10. ASTM E84-91a Test Method for Surface Burning Characteristics of Building Materials.

11 ASTM E96-94 Test Method for Water Vapor Transmission of Materials.

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B. BS (British Standard)

1. BS 3837: Part 2-1990. Expanded polystyrene boards. Specification for extruded boards.

1.03 SUBMITTALS

A. Product Data: Manufacturer's specifications, standard details and installation instructions for the types of insulation required.

B. Samples: Submit 300 x 300mm square samples of the types of insulation required.


A. The insulation shall have a minimum K value of 0.027 W/mat 10oC to ASTM C518.

B. The insulation shall be vermin proof and contain sufficient fire inhibitors to achieve a class 1 resistance to surface spread of flame when tested.

C. The insulation shall be water proof and vapor proof.

D. The insulation shall have a minimum compressive strength of 300 Kpa (3kg/cm2) when tested to ASTM D1621.


A. Manufacturer Qualification: The products shall be manufactured by a firm that has specialized in the manufacture of such items of the type specified for a continuous period of at least five (5) years.

B. Installer Qualification: A firm which has specialized for not less than five (5) continuous years in applicable type of work. The Contractor shall submit evidence of compliance with the above requirements to the Engineer for approval.


A. Deliver insulation materials in manufacturer's unopened containers or packages, fully identified with trade name, type, class and other identifying information. Store above grade and protect from weather and damage from any source.


A. Do not allow building insulation to become wet or soiled. Comply with other precautions and recommendations of the manufacturer to protect insulation from deterioration.

B. Examine all parts of the supporting structure or substrate and the conditions under which the insulation work is to be performed. Do not proceed with the installation until unsatisfactory conditions have been corrected in a manner acceptable to the Engineer.

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1.08 WARRANTY

A. Manufacturers shall provide their standard warranties for products furnished under this Section of the specification.

PART 2 PRODUCTS



2.02 MATERIALS

A. High Density Rigid Plastic Insulation.

1. Extruded or injected rigid closed-cell polystyrene foam board with ship lapped or rebated edges with aluminum foil facing or other approved vapor barrier where shown, and having the following properties:

a. Minimum Density : 32 kg/m3 – ASTM D1622.

b. 30 mm thick insulation.

c. Five (5) years aged average thermal conductivity of 0.032 W/m. k., when tested at 24oC in accordance with ASTM C518 .

d. Compressive Strength: 300 KPa (3 kg/cm2). average, when tested according to ASTM D1621

e. Water Absorption: 0.2% average, when tested according to ASTM D2842.

f. Water Vapor Permeability: 0.79 perm-cm average, when tested in accordance with ASTM E96.

B. Miscellaneous Materials/Accessories

1. Adhesive for Bonding Insulation: An adhesive of the type recommended by the insulation manufacturer.

2. Mastic Sealer: Type recommended by insulation manufacturer for filling voids in insulation work.

3. Anchors for Insulation: For mineral insulation slabs use special clips or adhesive as recommended by insulation manufacturer.

2.03 BUILDING PAPER

A. Sealing Tape: Type recommended by insulation manufacturer for ensuring tight, sealed joints.

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PART 3 EXECUTION

3.01 EXAMINATION

A. The installer must examine the substrate and the conditions under which the insulation is to be installed, and notify the Engineer in writing of any conditions detrimental to the proper and timely completion of the work. Do not proceed with work until unsatisfactory conditions have been corrected in a manner acceptable to the installer.

3.02 INSTALLATION

A. Comply with manufacturers' instructions for the particular condition of use and type of insulation in each case. If printed instructions are not applicable to the condition of use, consult the Engineer for specific recommendations before proceeding with installation.

B. Extend insulation full thickness over entire area to be covered. Unless otherwise shown. Cut and fit insulation tightly around all obstructions so that no voids exist in the insulation course. Seal in accordance with manufacturer's instructions.

C. Mechanical Attachment: provide type and spacing of mechanical anchoring devices as shown and as recommended by the insulation manufacturer for the thickness and condition of use shown.

1. For adhesively applied insulation clips, adhesive and spacing of clips shall be that recommended by the manufacturer for the condition and substrate indicated.

3.03 LOCATION

As per drawings.

END OF SECTION

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SECTION 07260 - VAPOR RETARDERS

PART 1 GENERAL


A. Reinforced vapor retarders.

B. Tape to seal joints

C. Liquid Mastic to repair and patch vapor retarders.

D. Pipe boots for sealing penetrations.


A. Section 03300 Cast-In-Place Concrete.

B. Section 07130 Sheet Waterproofing.

C. Section 07210 Building Insulation.

D. Section 07900 Joint Sealant.

1.3 REFERENCES

1. American Society for Testing and Materials (ASTM):

A. ASTM D 882 - Tensile Properties of Thin Plastic Sheeting; 2001.

B. ASTM D 1709 - Impact Resistance of Plastic Film by the Free-Falling Dart Method; 2001.

C. ASTM D 2582 - Puncture-Propagation Tear Resistance of Plastic Film and Thin Sheeting; 2000.

D. ASTM D 3776 - Mass Per Unit Area (Weight) of Woven Fabric; 1996.

E. ASTM D 4833 - Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products; 2000.

F. ASTM E 96 - Water Vapor Transmission of Materials; 2000.

G. ASTM E 1643 - Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs; 1998.

H. ASTM E 1745 - Standard Specification for Plastic Water Vapor Retarders Used in Contact with Soil or Granular Fill under Concrete Slabs; 1997.

1.4 SUBMITTALS

A. Submit under provisions of Section 01330.

B. Product Data: Manufacturer's data sheets on each product to be used, including:


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2. Storag e and handling requirements and recommendations.


C. Samples: Submit manufacturer's samples of reinforced vapor retarders.

D. Verification Samples: For each product specified, two samples, minimum size 150 mm square, representing actual product, color, and patterns.


A. Pre-installation Meeting: Conduct a pre-installation meeting two weeks before start of installation of reinforced vapor retarders. Require attendance of parties directly affecting work of this section, including Contractor, Architect, and installer. Review installation, protection, and coordination with other work.


A. Delivery: Deliver materials to site in manufacturer's original, unopened containers and packaging, with labels clearly identifying product name and manufacturer.

B. Storage:

1. Store products in manufacturer's unopened packaging until ready for installation.

2. Store materials in a clean, dry area in accordance with manufacturer's instructions.

C. Handling: Protect materials during handling and installation to prevent damage.

PART 2 PRODUCTS

2.1 ACCEPTABLE MANUFACTURER

A. Manufacturer with experience in the specified product and approved by The Engineer.

2.2 MATERIAL

Description: Vapor barrier (separation layer polyethylene sheets) 250 microns (1000 gauge), including over lapping at joints, taping of joints, complete as per drawings.

Location: as per drawings.

2.3 ACCESSORIES

A. General: Ensure accessories are from same manufacturer as reinforced vapor retarders.

B. Mastic Tape: ECC STRIP Tape.

1. Description: Black, double-sided, asphaltic, pressure-sensitive, mastic tape.

2. Width: 50 mm

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3. Thickness: 1.0 mm

C. Liquid Mastic Sealant: ECC Mastic Liquid Patch.

D. Pipe Boots: ECC Pipe SEALS.

PART 3 EXECUTION

3.1 EXAMINATION

A. Examine surfaces and areas to receive reinforced vapor retarders. Notify Architect in writing defects of work and other unsatisfactory site conditions that would cause defective installation of vapor retarders. Do not begin installation until unacceptable conditions have been corrected.

B. Field-verify dimensions of site.

C. Commencement of work will imply acceptance of substrate.

3.2 INSTALLATION

A. Install vapor retarders in accordance with manufacturer's instructions and ASTM E 1643 for concrete slabs.

B. Install vapor retarders continuously at locations as indicated on the drawings. Ensure there are no discontinuities in vapor retarders at seams and penetrations.

C. Install vapor retarders in largest practical widths. Membrane to be unrolled with the longest dimension parallel to the direction of the pour.

D. Ensure surface beneath vapor retarders is smooth with no sharp projections.

E. Join sections of vapor retarders and seal penetrations in vapor retarders with mastic tape with a minimum 6-inch overlap. Ensure vapor retarders surfaces to receive mastic tape are clean and dry.

F. Immediately repair holes in vapor retarders with liquid mastic or vapor barrier section with mastic tape.

G. Seal around pipes and other penetrations in vapor retarders with pipe boots in accordance with manufacturer's instructions.

3.3 PROTECTION

A. Protect reinforced vapor retarders from damage until covered by wall finish.

B. Protect reinforced vapor retarders from damage during installation of reinforcing steel and utilities and during placement of granular materials or concrete slab.

C. Immediately repair damaged vapor retarders in accordance with manufacturer's instructions.

END OF SECTION

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SECTION 07900 - JOINT SEALANTS

PART 1 GENERAL

1.01 SUMMARY

A. General: This section includes furnishing and installing all joint sealers, construction sealants, backers and related materials, as scheduled and/or as called for on Contract documents. It includes sealants for glazing, roof systems and fire stop systems.

B. Related Section: Refer to the following sections for related work:

1. Concrete Masonry.

2. Sheet Waterproofing.

3. Glass and Glazing.

4. Steel Doors and Frames.

5. Glazed curtain wall.

6. Painting.

7. Tiles.

8. Gypsum board Assemblies.

1.02 REFERENCES

A. American Society of Testing and Materials (ASTM)

1. ASTM C 639 – Rhedogical (Flow) properties of elastomric sealants.

2. ASTM C792 – Test Method for Effects of Heat Aging on weight Loss, Cracking, and Chalking of Elastomeric Sealants.

3. ASTM C 793 – Standard test method for effects of laboratory accelerated weathering on joint sealant elastomeric.

4. ASTM C 794 – Adhesion-in-Peel of Elastomeric joint sealants.

5. ASTM C 834 – Specification for Latex Sealing Compounds.

6. ASTM C 919 – Practice for Use of Sealants in Acoustical Applications.

7. ASTM C 920 – Specification for Elastomeric Joint Sealants.

8. ASTM C 1193 – Guide for Use of Joint Sealants.

9. ASTM D 217 – Test Method for Cone Penetration of Lubricating Grease.

10. ASTM D 1056 – Specification for Flexible Cellular Materials- sponge or Expanded Rubber.

B. AAMA 808.3 – Specification for exterior perimeter sealing compound (American Architectural Manufacturers Association).

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C. Federal Specification

1. TT-S-00227 E – Sealing Compound, Elastomeric Type, Multi-Component (for caulking, sealing and Glazing in Buildings and other structures).

2. TT-S-001543 A – Sealing Compound: Silicone Rubber (for caulking, sealing, and Glazing in Buildings and other structures).

1.03 DEFINITIONS

A. Sealant Products: Any material with adhesive properties that is used to fill, seal, waterproof gaps or joints between two surfaces. Sealant products include sealant, primers and caulk.

B. Type: Defines whether products are premixed or require mixing at job site.

C. Type S: Products furnished in prepackaged cartridges or other forms in which no job-site mixing is required.

D. Grade: Defines the flow characteristics of the sealant.

E. Grade P: Products having sufficient flow to fill joints in horizontal surfaces and remain level and smooth at temperatures as low as 4.0 degrees Celsius.

F. Grade NS: Nonsag or gunnable sealant that permits application in joints on vertical surfaces without sagging or slumping when applied at temperatures between 4.0 degrees C and 50 degrees C.

G. Class: Identifies sealants according to their tested capabilities.

H. Use T: Classifies sealants designed for joints in surfaces subject to pedestrian and vehicular traffic.

I. Use NT: Classifies sealants designed for non traffic exposure.

J. Use M, G, A: Refers to sealants which remain adhered, within given parameters, to various standard specimens.

K. Use O: Refers to substrate materials other than M, G, and A.

1.04 SUBMITTALS

A. General: Submit the following in accordance with Conditions of Contract.

B. Product Data Sheet: Submit manufacturer's catalog data and application instructions for each material proposed for use.

C. Manufacturer's Certifications: Submit manufacturer's representative certification that the proposed products are recommended and compatible with each other and substrates for the intended applications.

D. Material Safety Data Sheets (MSDS): Submit MSDS for joint sealant products.

E. Sealant Schedule: List type, grade, class, use classification and joint sealant backing for each proposed sealant system in project.

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A. Installer Qualifications: Engage an experienced installer who has completed joint sealant applications similar in material, design and extent to that indicated for project that have resulted in construction with a record of successful in-service performance.

B. Single Source Responsibility for Joint Sealant Materials: Obtain joint sealant materials from a single manufacturer for each different product required.


Deliver and store packaged materials in manufacturer's original unopened containers with seals unbroken and labels intact until time of use. Store materials off ground and under cover to prevent damage or contamination to materials by water, freezing, foreign matter or other causes. Promptly remove from site any materials which show evidence of damage and immediately make all replacements necessary.


Environmental Conditions: Do not proceed with installation of joint sealers under the following conditions.

A. When ambient and substrate temperature conditions are outside the limits permitted by joint sealer manufacturer or below 4.0 degrees C.

B. When joint substrates are wet due to rain, frost, condensation, or other causes.

C. When cementitious substrates are not thoroughly cured and dry.

D. When joint substrates contain contaminants or other material which may interfere with adhesion.

E. When Joint Widths are less than those allowed by joint-sealant manufacturer for applications indicated.

1.08 WARRANTY

A. Installer: Installer's standard form in which Installer agrees to repair or replace elastomeric joint sealants that do not comply with performance and other requirements specified in this Section within two (2) years from end of defects liability period.

B. Manufacturer: Manufacturer's standard form in which manufacturer agrees to furnish elastomeric joint sealants to repair or replace those that do not comply with performance and other requirements specified in this Section within five (5) years from end of defects liability period.

PART 2 PRODUCTS



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2.02 MATERIALS

A. Compatibility: Provide joint sealers, joint fillers and other related materials that are compatible with one another and with joint substrates under conditions of service and application.

B. Colors: If not otherwise indicated, or chosen at time of submittals, provide color of exposed joint sealers to closely match finish color of adjacent surfaces.

C. Sealant Type: Provide type S sealants.

D. Elastomeric Joint Sealants: Type S; Grade NS; Class 25; Uses T, Nt, M, G. A, and as applicable to uses indicated, and O. Elastomeric joint sealers shall be used for interior surfaces where noted and at all non-protected exterior applications. Provide manufacturer's standard chemically curing, elastomeric silicone sealant, which complies with ASTM C 920 requirements, including those for type, grade, class and uses, and as recommended by the manufacturer for the intended use.

E. Latex Joint Sealants: Type S; Grade NS; Class 12½, Uses per ASTM C 834. Latex joint sealers may be used for interior and protected exterior applications only. Provide manufacturer's standard one-part, non-sag, mildew-resistant, paintable latex sealant that is recommended for exposed applications on interior and protected exterior locations and that accommodates indicated percentage change in joint width existing at time of installation without failing either adhesively or cohesively.

1. Acrylic-Emulsion Sealant: provide product complying with ASTM C 834 that accommodates joint movement of not more than five (5%) percent in both extension and compression for a total of ten (10%) percent.

2. Silicone Emulsion Sealant: Provide product complying with ASTM C 834 and, except for weight loss measured per ASTM C 792, with ASTM C 920 that accommodates joint movement of not more than 25 percent in both extension and compression for a total of 50 percent.

F. Tape Sealants: Provide manufacturer's standard, solvent-free, butyl-based tape sealant with a solid content of 100 percent formulated to be non-staining, paintable and non-migrating in contact with nonporous surfaces with or without reinforcement thread to prevent stretch and packaged on rolls with a release paper on one side.

G. Preformed Foam Sealants: Provide manufacturer's standard preformed, precompressed, impregnated open-cell foam sealant manufactured from high- density urethane foam impregnated with a non-drying, water repellent agent, factory-produced in precompressed sizes and in roll or stick form to fit joint widths indicated and to develop a watertight and airtight seal when compressed to the degree specified by manufacturer and complying with the following requirements:

Sealant shall be permanently elastic, mildew-resistant, non-migratory, non-staining and compatible with joint substrates and other joint sealants.

H. Joint Sealant Backing: Provide sealant backings of material and type that are non-staining, are compatible with joint substrates, sealants, primers and other joint fillers, and are approved for applications indicated by sealant

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manufacturer. Only elastomeric joint fillers may be used on exterior applications.

1. Plastic Foam Joint Fillers: Provide preformed, compressible, resilient, non-staining, non-waxing, non-extruding strips of open cell flexible plastic foam of size, shape and density to control sealant depth and otherwise contribute to optimum sealant performance. Provide products compatible with sealant and recommended by sealant manufacturer for the intended use.

2. Elastomeric Tubing Joint Fillers: Neoprene, butyl or silicone tubing complying with ASTM D 1056, non-absorbent to water and gas, capable of remaining resilient at temperatures down to -3 degrees C. Provide products compatible with sealant and recommended by sealant manufacturer for the intended use, with low compression set and of size and shape to provide a secondary seal, to control sealant depth, and otherwise contribute to optimum sealant performance.

3. Bond-Breaker tape: Provide polyethylene tape or other plastic tape as recommended by sealant manufacturer for preventing sealant from adhering to rigid, inflexible joint filler materials or joint surfaces at back of joint where such adhesion would result in sealant failure. Provide self-adhesive tape where applicable.

2.03 MISCELLANEOUS MATERIALS

A. Primer: Provide material recommended by joint sealant manufacturer where required for adhesion of sealant to joint substrates indicated, as determined from preconstruction joint sealant-substrate tests and field tests.

B. Cleaners for Nonporous surfaces: Chemical cleaners acceptable to manufacturers of sealants and sealant backing materials, free of oily residues or other substances capable of staining or harming in any way joint substrates and adjacent nonporous surfaces and formulated to promote optimum adhesion of sealants with joint substrates.

C. Masking Tape: Non-staining, non-absorbent material compatible with joint sealants and surfaces adjacent to joints.

PART 3 EXECUTION

3.01 PREPARATION

General: Comply with manufacturer's recommendations and with the following:

A. Remove all foreign materials from joint substrates which could interfere with adhesion of joint sealer, including oil, grease, waterproofing, water repellents, water, surface dirt, and frost.

B. Clean concrete, masonry, and similar porous joint substrate surfaces by brushing, grinding, blast cleaning, mechanical abrading, acid washing, or a combination of these methods to produce a clean, sound substrate capable of developing optimum bond with joint sealers.

C. Remove laitance and form release agents from concrete prior to installation of sealants.

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D. Clean metal, glass, porcelain enamel, glazed surfaces of ceramic tile and other nonporous surfaces by chemical cleaners or other means which are not harmful to substrates or leave residues capable of interfering with adhesion of joint sealers.

E. Prime or seal joint surfaces where recommended by the sealant manufacturer. Confine primer/sealer to areas of sealant bond; do not allow spillage or migration onto adjoining surfaces.

3.02 INSTALLATION OF JOINT SEALES

A. General: Comply with joint sealer manufacturer's printed installation instructions applicable to products and applications indicated, and with ASTM C 1193 and ASTM C 919.

B. Backing: Provide backing material in the joint recess whenever necessary to control the depth of the sealant. One backer rod shall be a minimum of 33% oversized for closed cell and a minimum of 50% oversized for open cell backer rod.

C. Set joint filler units at depth or position in joint as indicated to coordinate with other work, including installation of bond breakers, backer rods and sealants. Do no leave voids or gaps between ends of joint filler units.

D. Install sealant backer rod for liquid-applied sealants, except where shown to be omitted by the sealant manufacturer for application indicated.

E. Install bond breaker tape where indicated or where required by manufacturer's recommendations to ensure that liquid-applied sealants will perform as intended.

F. Employ only proven installation techniques, which will ensure that sealants are deposited in uniform, continuous ribbons without gaps or air pockets, with complete "wetting" of joint bond surfaces equally on opposite sides. Fill sealant rabbet to a slightly concave surface, slightly below adjoining surfaces. Where horizontal joints are between a horizontal surface and vertical surfaces, fill joint to form a slight cove, so that joint will not trap moisture and dirt.

G. Install liquid-applied sealant to depths shown or, if not shown, as recommended by the sealant manufacturer but within the following general limitations, measured at center (thin) section of beads (not applicable to sealants in lapped joints):

1. For normal moving joints sealed with elastomeric sealants but not subject to traffic, fill joints to a depth equal to 50% of joint width. But nether neither more than 13mm deep nor less than 6.5mm deep.

2. For joints sealed with non-elastomeric sealants and caulking compounds, fill joints to a depth in range of 75% to 125% of joint width.

H. Spillage: Do not allow sealants to overflow from confines of joints, or to spill on to adjoining work. Clean adjoining surfaces by whatever means may be necessary to eliminate evidence of spillage.

1. Do not overheat or reheat hot-applied sealants; discard and do not use this material.

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2. Recess exposed edges of gaskets and exposed joint fillers slightly behind adjoining surfaces, except as otherwise shown or specified so that compressed units will not protrude from joints.

3.03 CURRING AND PROTECTION

Cure sealants and caulking compounds in compliance with manufacturer's instructions and recommendations, to obtain high early bond strength, internal cohesive strength and surface durability. Cure and protect sealants in a manner which will minimize increases in modulus of elasticity and other accelerated aging effects. Replace or restore sealants which are damaged or deteriorated during the construction period.

END OF SECTION

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SECTION 08110 - STEEL DOORS AND FRAMES

PART 1 GENERAL

1.01 SUMMARY

A. Section includes: Metal doors and frames in accordance with the requirements of the Contract Documents, work includes but is not limited to the following:

1. Roof Access Door.

2. Louver doors.

3. Door metal frames.

4. Painting.

5. Installation.

B. Related Section:


2. Joint Sealants.

3. Metal Fabrication

4. Hardware.

5. Painting.

1.02 REFERENCES

A. American National Standards Institute (ANSI)

1. ANSI A115 Sealer: Specification for Steel Door and Frame Preparation of Hardware.

2. ANSI A250.3-93: Test Procedure and Acceptance Criteria for Factory applies Finish Painted Steel Surface for Steel Doors and Frames.


1. ASTM A36: Specifications for Structural Steel.

2. ASTM A153-82: (R87) Specification for Zinc Coating (Hot dip) on Iron on Steel Hardware.

3. ASTM A307: Specification for Carbon Steel Externally Threaded Standard Fasteners.

4. ASTM A366/A366M-91 Specification for Steel, Sheet, Carbon Old-rolled, Commercial Quality.

5. ASTM A525-93: Specification for General Requirements for Steel Sheet, Zinc Coated (Galvanized) by the Hot-dip Process.

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6. ASTM A526: Specifications for Steel Sheet, Zinc Coated (Galvanized) by Hot-dip Process.

7. ASTM A568: Specifications for General Requirements for Steel, Carbon and High Strength, Low Alloy Hot Rolled Sheet and Cold Rolled Sheet.

8. ASTM E90: Method for Laboratory Measurement of Airborne-Sand Transmission Loss of building Partitions.

9. ASTM E152: Methods for Fire Tests of Door Assemblies.

10. ASTM E414: Classification for Determination of Sound Transmission Class.

C. The Applicable provisions of the following standard, publications, codes and specifications shall apply throughout the metal door and frames work:

1. National Association of Architectural Metal Manufacturers: Metal Finishes Manual for Architectural and Metal Products 1988.

2. National Fire Protection Association

a. NEPA 80-92 Fire Doors and Windows.

b. NEPA 105-93 Installation of Smoke Control Door Assembling.

3. Steel Door Institute

a. SDI 105-91: Recommended Erection Instruction for Steel Frames.

b. SDI 108-90: Recommended Selection and usage Guide for Standard Steel Doors.

c. SDI 111 Series: IIIA-IIIF Recommended Details, Steel Doors and Frames.

d. SDI 112-89: Galvanized Standard Steel Doors and Frames.

e. SDI 117-88: Manufacturing Tolerances Standard Steel Doors and Frames.

f. SDI 118-76: Basic Fire Door requirements.

1.03 SUBMITTALS

A. Product Data: Submit to the Engineer for review in accordance with the requirements of the Contract Documents copies of manufacturer's specifications for fabrication and shop painting, and instructions for installation of hollow metal doors and frames substantiating that products comply with requirements.

B. Shop Drawings: Submit to the Engineer, in accordance with the requirements of the Contract Documents for the fabrication and installation of metal doors and frames. Include details of each frame type, elevations of door design types, conditions at openings, details of construction, location and installation

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requirements of finish hardware and reinforcements, and details of joints and connections. Show anchorage and accessory items required for installation. Submit manufacturer's technical product data substantiating that products comply with requirements:

1. Provide schedule of doors and frames using same reference numbers for details and openings as those on contract drawings.

2. Indicate coordinate of glazing frames and stops with glass and glazing requirements.

C. Sample: Submit to the Engineer, in accordance with the requirements of the Contract Documents, 450 x 600mm cut-away sample doors of each type specified or required, with provisions for lockset and a pair of hinges and corner section of door frame.

D. Certificate: For door assemblies submit manufacturer's certification stating that each door and frame assembly has been constructed to conform design, materials, fire-rating and construction equivalent to requirements of the specification.


A. Manufacturer Qualifications: Provide doors and frames manufactured by a firm specializing in the production of hollow metal work.

B. Regulatory Requirements for Fire-Rated Assemblies: Provide fire rated openings where indicated on the intended Contract Drawings, with specified rating doors having appropriate frames of the type of accommodate hardware specified and meet local code requirements. The certificate shall be provided from the local authorities to conform the requirements. Submit manufacturer's certification that each door and frame assembly has been constructed to conform to design, materials and construction equivalent to requirements for the rating assemblies or products or units tested in accordance with ASTM E152 standards.

C. Provide doors and frames complying with steel door institute "Recommended Specification: Standard steel doors and frames" ANSI/SD1-100 and ANSI/SD1 A151.1-1987 and as herein specified.


A. Protect hollow metal units from damage during transit, storage and installation. Tool marks, rust, blemishes and any other damage on exposed surfaces will not be acceptable. Store material in a dry location, off the ground and in such a manner as to prevent deterioration.

1.06 PROTECTION AND CLEANING

A. Upon completion of installation, clean exposed surfaces as recommended by manufacturer and leave ready for final painting.

B. Protect units during construction period so that they show no signs of deterioration, use or damage at time of Substantial Completion.

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1.07 WARRANTY

A. Special Project Warranty: Submit a written warranty executed by the Contractor, manufacturer and installer, agreeing to repair or replace components or entire units which fail in materials or workmanship within the specified warranty period. Failures include, but are necessarily limited to structural failure including excessive deflection, excessive leakage or air infiltration, deterioration of metals, metal finishes and other materials beyond normal weathering and defects in hardware, weather-stripping and other components of work.

B. Warranty period for steel doors and frames shall be five (5) years after the date of substantial completion.

PART 2 PRODUCTS



2.02 MATERIALS

Metal doors: as per drawings

A. Cold-rolled Sheet Steel: ASTM A366 and A568, free from scale, pitting or other defects, stretcher leveled for doors.

B. Galvanized Sheet Steel: ASTM A526, galvanized in accordance with ASTM A525, Coating Designation G90 (275 g/sq.m) zinc coating, phosphatized, stretcher leveled for doors.

C. Supports and Anchoring Devices: Structural steel, ASTM A36; or sheet steel, ASTM A366 cold-rolled or ASTM A569 hot rolled and ASTM A153, Class B.

D. Filler: Sound deadening and heat-retarding mineral fiber insulating material.

E. Fasteners: Galvanized or cadmium plated steel,

1. Bolts and Nuts: ASTM A307, Grade A

2. Expansion Bolts: FS FF-S-325, Group III, expansion shield (self-drilling tubular expansion shell bolt anchors)> Type I or 2 with galvanized bolts.

3. Machine Screws: FS-FF-S-92, Carbon steel, Type III cros-recessed, design I or II recess, style 2c flat head.

F. Sheet Steel Primers: One of the following primers compatible with the finish and intended service. Refer to "Painting" section.

1. FS TT-P-57 Type I (Oil/Alkyd, Zinc Chromate, Iron Oxide base).

2. FS TT-P-57 Type II (Alkyd, Zinc Chromate, Iron Oxide base).

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3. FS TT-P-86 Type III (Alkyd, Red Lead base).

4. FS TT-P-664 (Rust-inhabiting, lacquer-resisting, Zinc Chromate, Iron Oxide base).

G. Galvanized Steel Primer: FS TT-P-641 Type II (Alkyd, Zinc Dust-Zinc Oxide).

H. Weather/Acoustic Seals: Neoprene.

I. Smoke Steel: Hot smoke seal of chemically insert highly stable expandable graphic strip of 12.7mm wide x 0.04mm thick with multi-directional expansion.

J. Hollow Frame Grount: Cement and sand (1:3).

2.03 FABRICATION

A. Fabricate doors, louver doors and frames to the design and dimensions shown in accordance with the shop practices. Unless otherwise shown, fabricate doors and panels to a thickness of 40mm. Take field measurements where coordination with adjoining work is necessary.

B. Make hollow metal work strong, neat in appearance and free from defects. Reinforce corners of doors as required to prevent twisting or sagging.

C. Form exposed surfaces free from warp, wave and buckle, with all corners square, unless otherwise shown. Form moulded members straight and true, with joints coped or mitered, well formed, and in true alignment. Dress welded joints on exposed surfaces smooth so they are invisible after finishing.

D. Provide undereuts and clearances for doors as required and for rated doors and panels within the limitations established by the authority having jurisdiction. Prepare doors and frames to receive weather seals and acoustic seals shown on specified. Drop seals to face uniformly across door width. End pivot type not to be use.

E. Provide a full miter continuously welded on back side at frame corners and stops with edges straight and true. Grind welds smooth and flush on exposed surfaces.

F. Accurately machine, file and fit exposed connections with hairline joints unless otherwise shown.

G. Conceal fastenings unless otherwise shown. Countersink exposed screws using flat, Philips head screws.

H. Conform to the requirements of the "Structural Welding Code" of the American Welding Society for the welding of steel. Provide welds of adequate strength and durability.

2.04 FLUSH DOORS

A. Construct doors with 18 gauge (1.2mm) mirror flat wiped coat galvanized powder coated steel, with edges welded and finished flush. Do not expose seams or joints on door faces or edges. Reinforce the outer face sheets with 20 gauge (0.85mm) interlocking vertical C-shaped or Z-shaped reinforcing

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members spaced not over 150mm apart and spot welded to outer face sheets. Provide flush inverted 12 gauge steel channels welded to outer sheets at top and bottom of door. Place filler between reinforcing members.

Optional Framing for Core: A continuous truss formed inner core of sheet metal, not lighter than 28 gauge (0.4mm), spot welded to the face sheets every 70mm horizontally and 75mm vertically over the entire surface on both faces.

B. Provide flush closure at the top of exterior doors. Weld inverted steel channels to both outer sheets to form integrally with edge construction of door.

C. Mortise, reinforce, drill and tap doors at factory to receive mortise type hardware in accordance with the contract hardware schedule, Fire Alarm System specifications and templates. Provide reinforcing, drill and tap for doors to receive surface applied hardware, except at push plates and kick plates provide reinforcing only. Use steel secured by spot welding as reinforcement. Hardware reinforcement shall be as follows:

1. Hinge reinforcements: 5 x 38 x 225mm.

2. Lock front reinforcement: 5mm thick by size as required by hardware manufacturer.

3. Reinforcement units: 14 gauge by size as required by hardware manufacturer.

4. Closer reinforcement: 12 gauge (2.6mm) one-piece channel by size as required by hardware manufacturer.

5. Other hardware reinforcements: As required for adequate strength and anchorage.

6. In lieu of reinforcement specified, hardware manufacturers recommended reinforcing units may be use.

2.05 DOOR LOUVERS

Provide minimum 20 gauge (0.85mm) steel louvers blades of type shown complete with frame.

2.06 ROOF ACCESS DOORS

For Details: refer to drawings and door schedules.

2.07 METAL DOOR FRAMES

A. Frame Type

1.5mm pressed shop primed 2 hours fire rated steel door frame to suit fixing to fire rated block wall. Throat width varies to suit bloc wall type that door engages. Refer to Floor Plan for block wall type, 25mm door stop. Rear of frame to be mortar filled.

1.4mm pressed shop primed steel door frame to suit fixing to block wall. Throat width varies to suit block wall type that door engages. Refer to Floor

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Plan for block wall type. 15mm door stop.

B. Leaf Type

Fire door with (2 hrs rating) 40mm thick leaf.

C. Steel Door Frames:

Comply with ANSI/SDI 100. Provide metal frames for doors, transoms, sidelights, borrowed lights, and other openings, or types and styles as shown in drawings and schedules. Conceal fastenings, unless otherwise indicated.

Exterior frames galvanized powder coated and minimum 14 gauge unless noted. Grout solid all frames in masonry or concrete walls. Provide steel plaster guards or mortar boxes, welded to frame, at back of hardware cutouts where installed in concrete, masonry or plaster openings. Protect inside throat of each frame in grout filled wall conditions or where antifreeze additives are used in fill, with a waterproof undercoating type material minimum ⅛" thick, filed applied by installer. All frames shall be bonderized and finished as per paint schedule.

D. Anchor frame jambs to concrete or masonry which has been placed prior to setting of frames with 9mm countersunk flat head bolts into expansion type shields or inserts, minimum of 4 per jamb.

Face of frame shall be dimpled to accept counter-sunk bolt head. Reinforce frame with spacer to prevent bowing. Bolt head shall be set slightly below soffit face, filled and ground smooth at time of installation.

E. Provide 16 gauge (1.5mm) steel channel spreaders at the bottom of all 3 sided frames to prevent distortion during shipment and storage and to hold frames in proper position until anchorage and adjacent construction has been completed.

F. Terminate bottom of frames at the indicated finished floor level. Where floor fill or setting beds occur support frame by 14 gauge (1.9mm) metal strap welded to frame and adjustable anchor strip anchored to the structural substrate. Floor anchor strips shall be 14 gauge (1.9mm), punched for two (2) 6mm fasteners.

G. Provide mullions and transom bars of closed or tubular construction, or as otherwise shown. Attach members to heads and jabs of frame with butt-welded joints unless shown to be removable. Reinforce the joints with concealed clip angles of the same thickness as the frame.

H. Reinforce head of frames over 900mm wide with 12 gauge (2.6mm) steel channel unless a structural lintel is provided to support the wall construction above the frame or unless there is no wall construction above the frame.

I. Mortise, reinforce, drill and tap frames for mortise type hardware. Provide internal reinforcement for surface mounted hardware which is to be field drilled and tapped. Locate hardware in frames to match location shown or specified for doors and in accordance with the hardware schedule and templates. Provide the following:

1. Hinge reinforcements: 5 x 38 x 225mm.

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2. Strike reinforcements: 5mm by size as required by hardware manufacturer.

3. Closer and holder reinforcement: 12 gauge (2.6mm), by size as required by hardware manufacturer.

4. Full enclosing steel cover boxes over all mortises: Provide removable access plates in the heads of frames to receive concealed door closers. Offset reinforcement so that faces of hinges or keeprs are flush with face of the frame rebate.

5. Holes for rubber door silencers: 3 for single doors and 4 for pairs of doors. Install plastic plugs in silencer holes to keep holes clear during installation.

WEATHER/ACOUSTIC SEALS

A. Comply with the Specifications herein for hollow metal door frames, and form to the profiles shown to receive weather seals and acoustic seals.

B. Install seals in single lengths for each side with uniform exposure of 10mm, using adhesive and other attachments as detailed and as recommended by the seal manufacturer.

2.08 SHOP PAINTING

A. Clean, treat and paint surfaces of fabricated hollow metal work, inside and out, whether exposed or concealed in the construction.

B. Thoroughly clean all metal surfaces of loose scale, shavings, fillings, dirt and other deleterious materials by use of wire brushes or other effective means. Remove grease and oil by one of the methods specified in SSPC-SP-1-63 "Solvent Cleaning". Fill as required to seal seams in edges.

C. Apply two (2) coats of metal primer to all reinforcement and attachment steel and framing which will be in contact with masonry or concrete.

D. Chemically treat surfaces with phosphate compound to assure maximum paint adhesion. Apply a sufficient number of coats of an approved enamel filler, baked on, to obtain uniformly smooth exposed surfaces. In addition, apply one coat of light-colored primer, baked on, to both inside and outside surfaces. Touch-up surfaces having runs, smears or bare spots.

E. Provide minimum mil thicknesses of coatings as recommended by the paint manufacturer.

2.09 FINISH HARDWARE

Finish hardware generally for all types of doors is specified in Section "Hardware".


Test: Provide doors and frames for openings manufactured by a firm whose units are inspected and tested for fire rated doors. By a nationally recognized independent testing and inspection agency acceptable to authorities having

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jurisdiction.

PART 3 EXECUTIONS

3.01 EXAMINATION

A. Examine all supports for fixing both on drawings at the time of bidding and at actual time of fixing on site and ensure that all are satisfactory and completely adequate. Report any deficiencies to the Engineer.

B. Assure that frame openings correspond to dimensions of frame furnished.

C. Check that surfaces to contact frame are free of debris.

3.02 INSTALLATION

A. Install hollow metal units in accordance with manufacturer's instructions and final shop drawings. Fit doors to frames and floors with proper clearances and to achieve the maximum operational effectiveness and appearance of each unit. S.D.I. 105-87 "Recommended Erection Instructions for steel Frames" or "The Installation of Commercial Steel Doors and Steel Frames, Insulated Steel Doors and Builders Hardware" as published by the DHI are recommended guidelines.

B. Set hollow metal frames at locations shown, in perfect alignment and elevation, plumb, level, straight, true and free from rack. Brace frames to prevent displacement.

C. Extend frame anchorages below fills and finishes, except over membrane waterproofed areas. Anchor bottom of frames to floors with anchor bolts or with power driven fasteners. Coordinate the installation of built-in anchors for wall and partition construction as required with other work.

D. After wall construction has been completed, remove temporary braces, including spreaders at base of 3 sided frames. Leave surfaces smooth and undamaged.

E. Apply hardware in accordance with hardware manufacturer's instructions and fully co-ordinate with him in making the necessary door and frame preparations for and fixing all hardware. Drill and tap metal door and frames for machine screws as required and do not use self-tapping sheet metal screws. Anchor transom panels in place with concealed fasteners. Adjust door installation to provide uniform clearance at head and jambs, and to contact stops uniformly. Remove and replace doors which are found to be warped, bowed or otherwise damaged and cannot be properly fitted in frames.

F. Remove hardware before painting and refix after painting of doors is completed. Adjust and lubricate hardware for proper operation at completion and throughout the Contract Defects Liability Period, and instruct Employer's staff in the proper maintenance and adjustment of all hardware supplied.

3.03 TOLERANCES

Maximum Diagonal Distortion: 1.5mm measured with straight edge, corner to corner.

3.04 ADJUSTING AND CLEANING

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A. Adjust hardware to smooth and balanced door movement.

B. Upon completion of installation clean exposed metal surfaces as recommended by manufacturer and leave ready for final painting.

C. Protect doors and frames during construction period so that they will be without any indication of deterioration use or damage at time of substantial completion.

3.05 DOOR SCHEDULE.

Refer to Door Schedule and Drawings.

END OF SECTION

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SECTION 08120 - ALUMINUM DOORS AND FRAMES

PART 1 – GENERAL

1.01 SCOPE OF SECTION

Furnish all labor, materials, equipment and incidentals required to provide and install the following Work:

1. Exterior and interior aluminum hinged, aluminum doorframes, and aluminum sidelight and glazed transom panel framing.

2. Glass and glazing to this Work.

3. Necessary framing, blocking, shims, anchoring and reinforcing required for securing of this Work to the structure, to maintain the design loads specified.

4. Caulking of joints in this Work, including joints where such Work abuts adjacent building components, to maintain a weather seal to the exterior and an air seal to the interior.

5. Aluminum closure between this Work and other building enclosures.

6. Air seal membrane between this Work and building air seal membrane system.


A. Joint sealant.

B. Aluminum Windows.

C. Hardware.

D. Glass and Glazing.

1.03 REFERENCES

A. American Society for Testing and Materials (ASTM).

B. ASTM C1036: Standard Specification for Flat Glass.

C. ASTM C1048: Standard Specification for Heat Treated flat Glass Kind HS, Kid FT Coated and Uncoated Glass.

D. ASTM E330: Test Method for Structural Performance Exterior Windows and Curtain wall by Uniform Static Air Pressure Difference.

E. ASTM E1300: Standard Practice for Determining the Minimum Thickness of annealed Glass Required to Resist a Specified Load.

F. ASTM B221- 05 Specification for Aluminum and Aluminum-Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes

G. ASTM B209 – B0209-04 Specification for Aluminum and Aluminum-Alloy Sheet and Plate

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H. ASTM D395 – D0395-03 Test Methods for Rubber Property\MCompression Set

I. ASTM C864 – C0864-05 Specification for Dense Elastomeric Compression Seal Gaskets, Setting Blocks, and Spacers

J. British Standards (BS)

K. BS 4873 – Aluminum alloy windows

L. BS5889–Specification for one-part gun grade silicone-based sealants

M. BS 4254 – Specification for two-part Polysulphide -based sealants

N. National Fire Protection Association

a. NEPA 80-92 Fire Doors and Windows.

b. NEPA 105-93 Installation of Smoke Control Door Assembling.

O. Sealed Insulating Glass Manufacturer Association (SIGMA)

P. Glazing Recommendations for Sealed Insulating Glass Units.


Qualification:

1. Work of this Section shall be designed, fabricated and installed by a company who has a minimum of ten (10) years experience in successful completion of projects of similar size and design. Submit evidence of this experience to The Engineer for his approval.

2. Employ only qualified installers with proven experience in this type of Work.

3. If the Work of this Section is not installed by the manufacturer, the Work shall be executed by an installer acceptable to The Engineer.


A. Employ a professional structural engineer to design components of the Work of this section requiring structural performance and to be responsible for determining sizes, spacing and loading of components in accordance with applicable codes and regulations.

This structural engineer shall stamp and sign the shop drawings and ensure that this Work is provided in accordance with design.

B. Design the Work of this section to meet or exceed the following design requirements:

1. Structural deflection: L/240 max. 19mm, 1.2 kPa static pressure.

2. Air leakage of fixed exterior sidelights and transoms: 0.0003 m3/sec per square meter of wall area with an air pressure of 0.075 kPa static pressure.

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3. Water: No uncontrolled water penetration under uniform static pressure of 0.5 kPa.

4. Thermal: Interior face temperature of aluminum shall be greater than lowest glass temperature.

C. Design the exterior Work to accommodate structural framing deflections.

D. Design the Work to accommodate thermal movement of Materials.

E. Design the Work to allow for sufficient tolerances to accommodate normal building tolerances.

1.06 SUBMITTALS

A. Shop Drawings:

1. Design as above mentioned.

2. Submit Shop Drawings prepared by the manufacturer show in plans, elevations and conditions of construction and complete details of Materials, anchoring, fastening, caulking, thermal break, air seal, pressure equalization, drainage of void between glass and frame, and Materials and methods to provide collection and drainage of condensation water.

3. No Work shall be fabricated without The Engineer approval

B. Samples:

1. Submit 300mm square Samples of each glass type.

2. Field sample at the discretion of The Engineer.

C. Tests:

1. Submit test reports that exterior entrance assemblies equivalent to those to be installed have been tested by an independent testing authority and meet or exceed the specified air infiltration, water leakage and uniform load design criteria for the location of installation.

2. Submit the results of thermal stress analysis for all assemblies.

1.07 MAINTENANCE DATA

Provide maintenance data for cleaning and maintenance of glass and metal finishes.


A. Protect Materials from damage during shipment, storage and installation.

B. Protect finished metal surfaces until the full installation is completed and handed over to client.

1.09 WARRANTY

A. Refer to General Conditions and Special Conditions of Contract, and in accordance with Section "Warranties".

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B. Submit a five (5) years warranty for the Work of this Section.

C. Warranty shall provide for the removal of Materials which fail to meet design criteria replacement with new Materials conforming to Specifications, and restoration of work damaged by removal and replacement including labor and installation costs.

D. Similarly, submit a warranty applying to factory sealed double glazed units for ten (10) years. Warranty shall provide for the removal of Materials which develop obstruction of vision resulting from dust or film formation on the internal glass surfaces, replacement with new Materials conforming to the specifications, and restoration of work damaged by removal and replacement including labor and installation costs.

PART 2 – PRODUCTS

2.01 ACCEPTABLE MANUFACTURER

A. Base Tenders on sections and details shown on the Drawings and specified herein after.

B. Acceptance of alternative sections and details will be subject to review by the Owner.

C. Materials specified by manufacturers establish performance and qualities required and are not intended to restrict submission by other manufacturers.

2.02 ALUMINUM

A. Aluminum alloy for doors shall meet the general requirements of BS 4873 or ASTM B221 for aluminum extrusions, ASTM B 209 for aluminum sheet or plate, ASTM B211 for aluminum bars, rods and wire, constructed from aluminum alloy extruded sections and couplings, with electrostatic ally baked applied polyester finish

Supplied complete with frames, sub-frames, mullions, transoms, sills, louvers, doors, opening portions and insect screens, as shown on the drawings, and with manufacturer's matching ironmongery, glazing beads, gaskets, weatherstrips, accessories and fixings. Units may be pre-glazed or glazed on site in accordance with the requirements of glazing section.

B. Aluminum Finish shall be as approved by The Engineer.

2.03 ASSEMBLY COMPONENTS

A. Assembly screws zinc plated steel or stainless steel. B. Fixing screws, stainless steel or cadmium plated steel. C. Gaskets, extruded santoprene, EPDM or neoprene. D. Sealant at aluminum to aluminum joint, butyl tape. E. Exterior joint seals, silicone. F. Expansion joints, flexible EPDM minimum thickness 1.5mm.

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G. Sheet aluminum for metal flashing, 3003 H14 sheet, 1.3mm thick. H. Sheet aluminum for covers and cap plates, wall panels, sills 3003 H14 sheet,

3mm thick. I. Semi-rigid fiberglass or mineral wool insulation in insulated panels. J. Fiberglass or mineral wool bat insulation for packing voids and cavities. K. Filler extrusion, rigid PVC extruded. L. Bituminous paint, best grade acrylic lacquer or utility enamel. M. Flexible air seal membrane, EPDM, minimum 1.1mm. N. Metal air seal membrane, minimum 0.7mm galvanized steel.

2.04 ADDITIONAL STEEL REINFORCING

It is the responsibility of the contractor to provide additional concealed steel reinforcing if necessary to support entrance assemblies including door frames, if required.

2.05 ADJUSTABLE ANCHORS AND REINFORCING

Anchor bolts, steel zinc plated, and high strength minimum grade 5.

2.06 GLASS TYPES

1. Refer to section "Glass and Glazing".

2. Refer to Door Schedule.

3. Refer to elevations and details on Architectural Drawings.

2.07 GLAZING MATERIALS

A. Setting blocks

1. Neoprene, EPDM or silicone with a Shore A hardness of 80-90 = 5 durometer and a maximum compression set in accordance with ASTM D395-C864.

2. Setting block material must be compatible with sealed unit sealant.

3. Setting block size, 6mm thick, of width slightly wider than thickness of glazing unit, and of length of 25mm for every 1 sq. m. of glass area with a minimum length of 50mm.

B. Spacer shims

1. Neoprene, EPDM or silicone with a Shore A hardness of 40-60 durometer.

2. Size: number and location of shims is dependent on the size of the glazing unit and shall be as recommended by glass manufacture.

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2.08 GLAZING SEALANTS

A. One-component, neutral cure, low modulus silicone sealant conforming to BS 5889 Type A, DIN 18545 (E), DIN 18540, UNI 9610 and meets performance requirements of BS 4254 NFP 85517 and 85519.

B. Sealant, equal, to DOW corning 897.

C. Color, selected by The Engineer from manufacture's standard colors.

2.09 ALUMINUM DOORS, HINGED, EXTERIOR AND INTERIOR

A. Refer to Door Schedule.

B. Exterior and interior aluminum doors, fully glazed, 6mm thick.

C. Aluminum as specified in 2.02, fully welded corners.

D. Minimum 3.2mm thickness for extrusion faces, 4.8mm for internal webs.

E. Snap on glazing stops with neoprene or EPDM bulb type glazing. No exposed screws.

F. Cutout doors for hardware. Provide reinforcing back plates to suit hardware.

G. Do not apply manufacturer's name to doors.

H. If necessary internally reinforce top and bottom rails of doors higher than 2150mm.

2.10 ALUMINUM DOOR FRAMES, SIDELIGHT AND SCREEN FRAMES, EXTERIOR AND INTERIOR

A. Refer to Door Schedule.

B. Aluminum as specified in 2.02, fully welded corners.

C. Minimum 3.2mm thickness for extrusion faces, 4.8mm for internal weds.

D. Snap on glazing stops with neoprene or EPDM bulb type glazing. No exposed screws.

E. Cutout door frames for hardware. Provide reinforcing backplates to suit hardware.

F. Reinforce, drill and tap frames for mortised, templated special security hardware where indicated in Door and Frame Schedule.

2.11 HARDWARE

For Hardware Refer to Section "Hardware".

Provide and install weather stripping, gasketing and door seals on exterior doors and frames, including weather stripping sweep in underside of doors (ensure weather stripping is in contact with threshold to provide a positive seal), colored to match color of doors.

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2.12 SEALANTS AND ACCESSORIES

A. Sealant :

One-component, neutral cure, low modulus silicone sealant, meeting requirements of DIN 18545, T2, Class E, of DIN 18540, T2, and of NBI.

1. Sealant, equal to Dow Corning 797.

2. Color, selected by The Engineer from manufacturer's standard colors.

B. Joint filler (back rod):

1. Closed cell plastic foam filler as recommended by sealant manufacture. Joint filler shall be non-staining, compressible, self restoring filler designed to remain under 25% compression within the joint and to form convex surface to receive sealant.

C. Cleaning material:

Xylol, methyl-ethyl-ketone, toloul, or as recommended by sealant manufacture.

2.13 FABRICATION

A. Fabricate exterior and interior aluminum hinged doors, aluminum door frames and aluminum sidelight and transom frames as indicated on the Drawings, with minor modifications providing for the specified requirements and the manufacturer's standard section.

B. Fabricate the exterior Work of this Section on the rain screen, pressure equalization and air seal principles including rain screening and baffling and air seal of interior building air from external cavities.

C. Fabricate the Work of this Section in accordance with the testing requirements specified.

D. Conceal fastenings.

E. Fabricate sheet metal panels, fasteners and anchorage system to conform to design performance and to provide a uniform, flat surface on metal panels, free from distortion and oil canning. After installation, in service, regardless of temperature.

F. Provide metal panel finishes for uniformity in appearance and texture throughout. Remove and replace panels which do not match adjacent panels of the same finish.

G. Conform to overall section dimensions and configurations detailed on the drawings.

H. Ensure maximum wind loads for entrances are in accordance with climatic code conditions for the Site.

I. Ensure extrusions, supports and fastenings support bearing load requirements and accommodate maximum range of temperature variation without abnormal stress or distortion.

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J. Fabricate and assemble frames at plant ready for installation in prepared openings.

K. Provide weep holes in frame to drain void between glass and frame. Provide weep holes in metal panels.

L. Provide interior to exterior framing members with thermal break.

M. Carefully fit joints to be inconspicuous.

N. Back paint aluminum in contact with concrete, concrete block, mortar or plaster board with a full bodies coat to bituminous paint. Use neoprene separator where aluminum is fastened to steel.


3.01 EXAMINATION

A. Examine substrate surfaces to receive the Work of this Section and ensure that Work done as part of the Work of other Sections is complete and that there are no conditions which will adversely affect the performance of this Work.

B. It is the responsibility of the Contractor to verify the accuracy and alignment of structural building framing to which this Work is connected.

C. Notify the Owner of any unsatisfactory conditions. Do not proceed with this Work until unsatisfactory conditions have been corrected. Commencement of Work implies acceptance of surfaces and conditions.

3.02 COORDINATION

A. Coordinate installation of Work of this Section with Work of other Section and in accordance with Contractor's construction schedule.

B. Supply to other trades necessary items to be built into their Work.

3.03 ERECTION

A. Erect Work of this Section in correct locations as shown on Drawings, level, plumb, and square and at proper elevations and alignment with other Work.

B. Secure individual assembled units to structure with steel anchor brackets, loose bloated to vertical members over an adjusting plant set in position and securely welded following final grid adjustment.

C. If required, install concealed steel reinforcing, braces and supports to meet design requirements.

D. Fit intersecting member to flush hairline joints and mechanically fasten together, except where indicated otherwise.

E. Field applies isolation coating to metals in contact with dissimilar metals and cementitious materials e.g. concrete, concrete block, mortar and plasterboard. Use separator sheet where aluminum is fastened to steel.

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F. Fill voids and cavities with insulation.

G. Air seal:

1. Install metal or membrane to provide a continuous air seal between this Work and adjacent building components.

2. Secure metal air seal with secure fasteners. Form perimeter edge of metal air seal membrane to permit joint sealing.

3. Make provision in air seal membranes to accommodate movement resulting from thermal change and structural deflection.

4. Cut, fit, and form air seal membranes as required accommodate conflicting framing and other obstructions.

3.04 ALUMINUM DOORFRAMES, AND SIDELIGHT AND TRASOM FRAMES, EXTERIOR AND INTERIOR

A. Install door frames, and sidelight and frames where indicated and as detailed.

B. Set frames plumb, square, level and at correct elevation, maintaining uniform width and height. Anchor frames to partitions using anchors supplied with frames.

C. Brace frames rigidly in position while being built in.

D. Make allowance for deflection to ensure structural loads are not transmitted to frames.

3.05 ALUMINUM DOORS, EXTERIOR AND INTERIOR, HINGED

Install doors in accordance with manufacturer's instructions.

3.06 GLAZING

A. Class locations: Refer to Door Schedule and Architectural Drawings.

B. Comply with the glazing principles in Sealed Insulating Glass Manufacturers Association (SIGMA) glazing recommendations for Sealed Insulating Glass Units, and as follows:

1. Provide for glass expansion.

2. Ensure compatibility of sealant with glazing accessories.

3. Glaze in a manner to ensure rattle-free cushioning. Set glass properly centered with uniform bite, face and edge clearance, free from distortion and stress.

4. Remove foreign matter detrimental to adhesion of glazing materials.

5. Securely attach stops in proper alignment.

6. Set glass with equal bearing full width of panel sing setting blocks and spacers of proper size to support and hold glass in position independent of the glazing tape.

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7. Apply continuous length of glazing tape to interior leg of glazing rebates making joints only at corners.

C. Provide anti-walking blocks for dry/dry glazing system.

3.07 HARDWARE

A. Delivery and storage

1. Provide adequate secured area for storage of hardware.

2. Hardware will be delivered to the Site by Hardware supplier. Off-load hardware, checking and verifying delivered quantities in coordination with Hardware Subcontractor.

Unpack hardware as required and dispose of waste packing.

B. Installation

1. Cut, drill and prepare doors template to receive hardware.

2. Install hardware to doors and frames in accordance with manufacturer's packaged installation, template, and adjusting instructions supplied by the Hardware Supplier. Adjust all hardware as and when required to provide smooth operation of doors and ensure clearances are maintained. Adjust weather stripping and gasketing to provide a positive seal. Repair damage to adjacent surfaces resulting from failure to conform with this requirement.

3. Allow for cutting and fitting of thresholds around mullions, so that when installed, outside appearance is continuous across opening.

4. Allow for contact switches in exterior doors and frames for security.

5. Provide lubricants required and use in manner to ensure smooth function of hardware consistent with manufacturer's recommendations.

6. Use proper sized drills and taps for screws provided. Do not use self-drilling screws unless provided for items such as kickplates, pushplates and door seals.

7. Ensure fastening components are tightened snugly. Do not burr or otherwise mar the edges of surfaces of hardware components. Repair defects caused by this work in an approved manner.

3.08 CAULKING

A. Seal joints between this work and adjacent building component surfaces, and where required to provide a completely weather-tight enclosure on the exterior and an airseal enclosure on the interior.

B. Perform Work in accordance with Section "joint sealant" and specified herein.

C. Fill spaces deeper than 13mm with joint backing material packed tightly in place to within 10mm of finished surface. Fill remaining space to within 2mm of surface with sealant.

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D. Fill voids and shim spaces between metal frames and abutting construction with insulation and apply interior seal of sealant and backing from interior frame face.

E. Apply sealant in strict accordance with manufacturer's printed directions.

F. Apply sealant to clean, dry, grease and oil free surfaces. Exposed sealant shall be smooth, free from ridges, wrinkles, air pockets and embedded foreign materials.

G. Use glazing tape and sealant where gaskets are indicated.

H. Remove excess sealant or drippings which would set up or become difficult to remove from finished surfaces. Do not use chemicals, scrapers, or other tools which would affect finished surfaces for sealant removal. Finished surfaces damage due to this work shall be replaced at this Contractor's expense.

3.09 CLEANING

Thorough clean and polish glass on exterior and interior.

3.10 CLEAN UP

Remove excess Materials from the Site.

END OF SECTION

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SECTION 08210 - WOOD DOORS

PART 1 – GENERAL

1.01 SCOPE OF WORK

A. Furnish all labor, materials, equipment and incidentals required and install flush wood doors, decorative flush doors, interior doors, fire rated doors and wood frames including shop finishing as required and specified herein.

1.02 RELATED WORK

A. Section 06100 Rough carpentry.

B. Section 06200 Finish carpentry.

D. Section 08110 Steel Doors and Frames.

E. Section 08710 Hardware.

F. Section 09900 Painting.

1.03 REFERENCES

A. American National Standards Institute ANSI A135.4 Basic Hardboard.

B. ASTM E162, Methods of Fire Tests of Door Assemblies

C. ASTM E413, Classification for Determination of Sound Transmission class

D. AWI – Quality Standards of the Architectural Woodwork Institute.

E. HPMA HP, Hardwood and Decorative Plywood.

F. MEMA (National electric Manufacturers Association) LD3 – High Pressure Decorative Laminates.

G. NFPA 80, Fire doors and Windows.

H. NFPA 252, Standard Method of Fire Tests for Door assemblies.

I. UL 10B, Fire Tests of Door Assemblies.

J. Wamock Hersey, Certification Listings for Fire Doors.

1.04 SUBMITTALS FOR REVIEW

A. Section 01330 Submittals Procedures for submittals.

B. Product Data Indicate door core materials and construction; Veneer species, type and characteristics.

C. Shop Drawing Illustrate door opening criteria, elevations, sizes, types swings, factory machining criteria, factory finishing criteria, identify coutouts of each door elevation of each kind of door, details of construction. Location and extent of hardware blocking, fire rating, and other pertinent data.

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D. Samples: Submit one (1) sample of wooden door for each type of door (120x80cm) in size cut from bottom corner of door, showing finish and color with provisions of lockset and pair of hinges.

E. Certificate: Submit manufacturer's certification stating that door is incompliance with specified requirements including of those of referenced standards.

F. Manufacturer's Installation Instructions: Indicate special installation instructions.


A. Perform work in accordance with AWI Quality Standard Section 1300. Premium Grade. Maintain one (1) copy on site.

B. Finish doors in accordance with AWI Quality Standard Section 1500.

C. Manufacturer: Company specializing in manufacturing the products specified in this section with minimum five (5) years experience.

1.06 DELIVERY, STORAGE, AND PROTECTION

A. Accept doors on site in manufacturer's packaging. Inspect for damage.

B. Protect doors with resilient packaging. Do not store in damp or wet areas; or in areas where sunlight might bleach veneer. Seal top and bottom edges if stored more than one week. Break seal on site to permit ventilations.

PART 2 – PRODUCTS



2.01 MATERIALS

General:

Types of Doors, sizes, hardware, glazing and details Refer to Doors Schedule, hardware schedule and Drawings.

Wood Doors:

Door leaf: min 45 mm thick

Core: Solid/ Hollow.

Facings: To schedule.

Lippings: Hard wood.

Finish as delivered: Polyurethane (2 coats) matt finish/ laminated. Approved Colour.

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Frame and architraves:

A. Wood species: Solid Hard wood.

B. Appearance class to BS EN 942: J30 High quality specialised joinery. Rounded Corners for architrave.

C. Finish as delivered: Polyurethane (2 coats) matt finish/ laminated..

D. Preservative treatment: Required, recommended by the manufacturer to approval.

E. Moisture content on delivery: 9% to 13%.

F. Ironmongery: As per Ironmongery schedule.

G. Perimeter seals: As required.

H. Fixing: Frame fixing to be plugged with Hard wood dowel to match frame. Hardware sets.

2.02 ADHESIVE

A. Facing Adhesive should be waterproofed.

2.03 FABRICATION

A. Fabricate non-rated Doors: in accordance with AWI Quality Standards requirements.

B. Astragals for Double Doors: Treated wood, T shaped, overlapping and recessed at face edge, specifically for double doors.

C. Sound Rating for Single door Leaf and Frame Assembly. ASTM E413. Minimum STC 35.

D. Provide lock blocs edge and top of door for closer for hardware reinforcement.

E. Vertical Exposed Edge of Stiles: Hardwood for transparent finish.

F. Fit door edge trim to edge of stiles after applying veneer facing.

G. Bond edge banding to cores.

H. Factory machine doors for finish hardware in accordance with hardware requirements and dimensions. Do not machine for surface hardware.

I. Factory fit doors for frame opening dimensions identified on shop drawings.

J. Cut and configure exterior door edge to receive recessed weather stripping devices.

K. Provide edge clearances in accordance with AWI 1600.

2.04 DOOR FINISH

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A. Laminated Cover: 0.9 mm plastic laminated cover, color to be approved by the Engineer.

B. Paint: Semi-Gloss oil paint.

C. Comply with recommendations of AWI for finishing of doors, including final sanding immediately before application of finishing materials.

1. Provide finishes of type agreed with the Architect, to match sample held by the Architect.

2.05 PRE-FITTING AND PREPARATION FOR HARDWARE

A. Pre-fit and pre machine wood doors at factory.

B. Comply with tolerance requirements of AWI for pre-fitting. Machine doors for hardware requiring cutting of doors.


3.01 EXAMINATION

A. Verify that opening sizes and tolerances are acceptable.

B. Do not install doors in frame openings that are not plumb or are out-of-tolerance for size or alignment.

C. Contractor shall verify all dimensions in field & submit shop drawings to the Engineer, showing all such verification for approval.

3.02 INSTALLATION

A. Install doors in accordance with manufacturer's instructions.

B. Trim non-rated door width by cutting equally on both jamb edges.

C. Trip door height by cutting bottom edges to a maximum of 19mm.

D. Machine cut for hardware.

E. Coordinate installation of doors with installation of frames specified in Section 08110 and hardware specified in Section 08710.

F. Coordinate installation of glass and glazing.

G. Install door louvers plumb and level.

3.03 INSTALLATION TOLERANCES

A. Conform to AWI requirements for fit and clearance tolerances.

B. Conform to AWI Section 1300 requirements for maximum diagonal distortion.

3.04 ADJUSTING

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A. Adjust door for smooth and balanced door movement.

B. Adjust closer for full closure.

END OF SECTION

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SECTION 08520 - ALUMINUM WINDOWS

PART 1 – GENERAL


Aluminum double glazed window system.


1. Joint Sealers.

2. Hardware.

3. Glass and Glazing.

4. Tiles.

1.3 REFERENCES

American Society for Testing and Materials (ASTM):

1. ASTM E90 – Standard Test Methods for Laboratory Measurement of Airborne Sound Transmission Loss of Building Partitions.

2. ASTM E283 – Standard Test Method for Determining the Rate of Air Leakage Through Exterior Window, Curtain Walls, and Doors Under Specified Pressure Differences Across the Specimen.

3. ASTM E 330 – Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference.

4. ASTM E 547 – Standard Test Method for Water Penetration of Exterior Windows, Curtain Walls, and Doors by Cyclic Static Air Pressure Differential.

5. ASTM F 588 – Standard Test Methods for Measuring the Forced Entry Resistance of Window Assemblies, Excluding Glazing Impact.

1.4 SUBMITTALS

1. Test Reports: Submit certified independent laboratory test reports verifying compliance with all test requirements and structural calculations prepared by approved structural engineer and indicating adequacy of all installed materials to meet the uniform and structural load requirements.

2. Provide manufacturer's installation instructions, and include maintenance information on regular cleaning and stain removal.

3. Shop Drawings: Submit shop drawings, showing anchors, glazing details, hardware, operators and other components not included in manufacturer's standard data.


1. Manufacturer Qualifications: Minimum ten (10) years experience producing aluminum windows.

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2. Installer Qualifications: Use installers that are experienced and skilled in the installation of aluminum windows of the type specified.

3. Field Sample: Provide a Field Sample for evaluation of surface preparation techniques and application workmanship.

4. Do not proceed with remaining work until workmanship, color, and sheen are approved by Engineer.


1. Deliver windows to project site in undamaged condition; handle windows to prevent damage to components and to finishes.

2. Store products in manufacturer's unopened packaged store in an area that is protected from the elements, in a manner recommended by the products manufacturer until ready for installation.

1.7 WARRANTY

1. Provide written ten (10) years warranty signed by manufacturer that products are free of material or manufacturing defects. Defects are defined to include uncontrolled leakage of water, corner or joint failure, and abnormal aging or deterioration.

2. Include repair or replacement of defective units for ten (10) years from end of defects liability period.

PART 2 – PRODUCTS

2.1 MANUFACTURERS

No specified manufacturers for this tender, However Products and materials provided by the contractor shall be comply with the requirements of contract documents and subject to the client and Engineer approval and the Engineer and the client have the right to reject any submittal without any liability towards the contract.

2.2 MATERIALS

A. ALUMINUM FRAMED SINGLE GLAZED WINDOW

1. 1.Single glazed aluminium windows , comprising powder coated special aluminium sections , fixed or operable sash, single glazed 12 mm fully tempered glazed , including all necessary frames, subframes, trims, mastic sealant, architraves, sills, flashing, automatic shutters caulking, aluminium flyscreens, weather stripping, hardware and all accessories.

2. Single glass aluminium windows , comprising powder coated special aluminium sections , fixed single glass 6mm clear glass , including all necessary frames, subframes, trims, mastic sealant, architraves, sills, flashing, hardware and all accessories.

B. ALUMINUM FRAMED DOUBLE GLAZED WINDOW

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1. Description : Aluminium framed double glazed windows built off masonry walls with whole assembly system is to include all fixings, flashings, capping, seals, gaskets, insulation and accessories.

2. Material:

Aluminium Windows / Doors

Exposed category to BS 6375-1 / Design Wind Load 45 m per sec

Thermal Improvement: Approved insulation barrier to frame.

Finish as Delivered: Approved Powder coating to BS 6496 and finished with RAL(s) to be selected and approved by the Architect.

Glazing Details: All provisions for the framing of the approved Double Glazed Units subject to the approval of the Architect.

Ironmongery / Accessories: All provisions for the installation of the required security and window safety devices as noted with the window / door schedule. All finishes, hardware, fixtures and flashings as required and as part of the window / door schedule and as noted on the design drawings. Approved removable fly screens and keyed alike locking systems to all operable windows with approved color to finish.

Fixing: Approved screw fixing to masonry reveal

Details: Refer to windows schedule, hardware schedule and drawings for full details.

Glazing: as indicated in the drawings and Refer to "Glass and Glazing" specifications.

Sizes and set out: As shown on drawings.

C. AUTOMATIC DOOR OPERATOR

The operator shall permit safe passage between closing doors , it shall reverse if an obstruction is detected then resume their interrupted movement at low speed to check if it has disappeared , if an obstruction is detected between opening doors and surrounding walls then the door shall immediately stops and then close after a time delay.

The operator shall feature the following as minimum

The operator shall supplied with locking device and operation mode selector

The operator shall consists of cover support beam with transmission electronic control unit with plug-in connection and power supply

Clear anodized aluminum cover

Traffic control opening width

Operation mode selection

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Electronic emergency opening or closing unit to be connected to fire alarm system

Break-out unit

Emergency bottom

Motion and presence sensor (Radar)

Electrical locking device

Key switch

230VAC ,50Hz power supply

200Kg/door leaf

900-3000mm clear opening

Hold opening time adjustable 0-60 Sec


3.01 EXAMINATION

1. Do not begin installation until openings have been properly prepared.

2. Notify the Engineer of unsatisfactory preparation before proceeding.

3.02 PREPARATION

1. Clean surfaces thoroughly prior to installation.

2. Prepare the best result for the project conditions.

3.03 INSTALLATION

1. Install windows and related components in accordance with approved shop drawings and manufacturer's requirements.

2. Erect materials plumb, level, and true relative to the building structure, maximum variation from plumb and level not exceeding (3mm in 3m).

3. Apply calking at all points between masonry concrete elements and aluminum outer frame, apply in a manner to ensure airtight and watertight continuous perimeter seal so as to prohibit seepage of cold air into the insulated cavity.


Window manufacturer shall repair or replace window units not meeting specified performance requirements.

3.5 CLEANING

1. After installation, remove all sealants, calking, and other misplaced materials from all surfaces, including adjacent work.

2. Thoroughly clean window frames, casings, and glass using materials and methods recommended by the window and glass manufacturer that do not cause defacement of work.

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3.6 PROTECTION

1. Protect installed products until completion of project.

2. Touch-up, repair or replace damaged products before end of defects liability period.

END OF SECTION

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SECTION 08710 - HARDWARE

PART 1 GENERAL 1.01 SUMMARY A. Section Includes: Finish hardware in accordance with the requirements of the

Contract Documents. Work includes architectural hardware for all interior and exterior doors unless otherwise specified elsewhere. Work include but are not limited to: 1. Lever handle. 2. W/C Indicator. 3. Door stop. 4. Door closer. 5. Locks. 6. Cylinder. 7. Hinges. 8. Pull handle. 9. Silencers. 10. Leaf Type. 11. Frame Type.


1. Steel Doors and Frames. 2. Aluminum Entrance and Store Front. 3. Glass and Glazing. 4. Glazed Curtain Wall Systems. 5. Painting.

1.02 REFERENCES A. American Architectural Manufacturers Association (AAMA)

AAMA 70-2-1994 Specification for Pile Weather Strip B. American National Standards Institute (ANSI)

1. ANSI/BHMA A117-1-1988, Building and Facilities- Providing Accessibility and Usability for Handicapped People.

2. ANSI/BHMA A156 1-1988 Butts and Hinges. 3. ANSI/BHMA A156 2-1989 Bored and Preassembled Locks and Latches. 4. ANSI/BHMA A156 3-1989, Exit Devices. 5. ANSI/BHMA A156 4-1986, Door Controls – Closers. 6. ANSI/BHMA A156 5-1984, Auxiliary Locks and Associated Products. 7. ANSI/BHMA A156 6-1986, Architectural Door Trim 8. ANSI/BHMA A156 7-1988, Template Hinge Dimensions. 9. ANSI/BHMA A156 8-1988, Door Controls – Overhead Holders. 10. ANSI/BHMA A156 14-1985, Sliding and Folding Door Hardware 11. ANSI/BHMA A156 15-1986, Closer Holder Release Devices. 12. ANSI/BHMA A156 16-1989, Auxiliary Hardware. 13. ANSI/BHMA A156 18-1987, Materials and Finishes.

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C. American Society for Testing and Materials (ASTM) 1. ASTM D 1056-85 Standard Specification for Flexible Cellular Materials - Sponge or Expanded Rubber

D. Door and Hardware Institute (DHI) 1. 1990 Edition, Recommended locations for Builder's Hardware for

Standard Steel Doors and Frames. 2. 1976 Edition, Recommended locations for Builder's Hardware for Custom

Steel Doors and Frame.

E. National Fire Protection Association 1. NFPA Standard No. 80-2007 Fire Doors and Windows.

F. National Wood Window and Door Association (NWWDA)

1. NWWDA I.S 7-87 Hardware Locations for Wood Flush doors. G. Underwriters Laboratories Inc. (UL)

1. UL 228 1986 Standard for Door Closers-Holders, with or without Integral Smoke Detectors.

2. UL 437 1986 Standard for Key locks. 1.03 SUBMITTAL A. Manufacturer's Literature Catalogue Cuts: Submit , copies of manufacturer's

Specifications, maintenance and keying manuals, and installation instructions (templates to suit each particular installation), for each item of finish hardware. Include photographs, catalogue cuts, marked templates and other data as may be required to show compliance with these Specifications. Only original manufacturer's catalogue will be acceptable.

B. Sample: In accordance with the requirements of the Contract Documents,

one sample of each typical item of exposed hardware. The Engineer review of samples will be for design, pattern, finish and color only. All other requirements are the exclusive responsibility of the Contractor.

C. Shop Drawings, Finish Hardware Schedule: Submit Engineer for review, in

accordance with the requirements of the Contract Documents, copies of finish hardware schedule covering complete identification of all items required for the project. Include manufacturer's name and identification of finishes. Include a separate schedule of key and master key system with final submittal of schedule. Engineer's review of schedules shall neither be construed as a complete check nor shall it relieve the Contractor of responsibility for errors, deviations or omissions from requirement to provide complete hardware for the project. 1. Coordinate hardware schedule with door manufacturers' "Door

Schedule". Submit required templates to door manufacturers to enable proper and accurate sizing and location of hardware.

2. Keying Schedule: Separate detailed schedule indicating clearly how the Employer's final instructions on keying of locks has been fulfilled.

3. Submit to the Engineer future master key system for the complete campus for approval.

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D. Statement of Application: Submit to the Engineer in accordance with the requirements of the Contract Documents, one copy of a statement confirming that the finish hardware work complies with these Specifications and, that the methods of installation were proper and adequate for the condition of installation and use. The Statement of Application shall be signed by the Contractor.

1.04 QUALITY ASSURANCE A. Manufacturer: Obtain each type of hardware from single manufacturer

although several may be indicated as offering products complying with requirements. Companies specializing in manufacturing door hardware with minimum five (5) years experience

B. Installer Qualifications:

1. The hardware installer shall have extensive experience of not less than five (5) years in the installation of similar hardware to large projects and must produce evidence in the form of references from previous jobs.

2. The hardware installer must provide an experienced qualified architectural hardware consultant who has been with the hardware installer for a minimum of five (5) years. He must be available during the delivery and installation period and must be able to attend the building site at other times as required by Engineer.

C. Pre-Installation Meetings: After delivery of hardware and prior to its

installation, meet with the Engineer and manufacturer's representatives. Compare final samples with actual hardware delivered to assure acceptability. Review catalogues, brochures, templates, installation instructions and the final hardware schedule. Rehearse installation procedures and workmanship, with special emphasis on unusual conditions, so as to ensure correct technique of installation, and coordination with other work.

Finish and color of each hardware item is to match sample furnished to, reviewed and selected by The Engineer.

1.05 DELIVERY, STORAGE AND HANDLING A. Package and label each item of hardware separately. Each package shall

contain appropriate fastenings, instructions and installation templates. Protect all items from loss or damage in shipment.

B. All hardware shall be stored in a dry secure area and in a manner to facilitate

sorting, checking and unpacking. 1.06 PROJECT CONDITIONS Coordination: Coordinate work of this section with other directly affected sections. 1.07 WARRANTY A. Special Project Warranty: Submit a written warranty, agreeing to repair or

replace components or entire units which fail in materials or workmanship within specified warranty period. Failures include, but are not necessarily beyond normal weathering and defects in hardware.

B. Warranty Period for door hardware shall be five (5) years after end of defects liability period.

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1.08 MAINTENANCE A. Provide special wrenches and tools applicable to each different or special

hardware component. B. Provide maintenance tools and accessories supplied by hardware

component manufacturer. PART 2 PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS


2.02 FINISH PRODUCTS

1. Leaf Type

Natural anodized aluminum framed glazed hinged or pivoted window leaf.

2. Frame Type

1. Natural anodized aluminum door frame section, 50 x 100mm extrusion. 2. 1.4mm pressed shop primed steel door frame to suit fixing to block wall.

Throat width varies to suit block wall type that door engages. Refer to Floor Plan for block wall type. 15mm door stop.

3. Lock / Latch 1. Locks shall be commercial quality mortice locks. 2. Supply lock furniture to match the lock function.

3. All lock furniture and accessories shall be from a matching suit with plates and accessories to suit the lock functions.

4. All key-operate mortice locks shall be auto dead latching. 5. Provide keying systems in cylinders to suit the locks. 6. Door furniture shall be secured with though door fixings, visible fixings

inside, concealed fixings outside. 6. Hinges

- Hinges shall be heavy duty hinge. Stainless steel.

E. Hardware Approved concealed door closer. Suitable for use on door leaves and frames

fabricated from timber, steel or extruded aluminum. Complete with appropriate accessories including door straps, top pivots, top

bearings, floor bearings, cover plates with holes for adjustment and the like. F. Door Leaf Finish and Door Frame Finish Natural anodized aluminum.

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Spray Paint Finish – Semi Gloss. 2.03 DOOR CLOSERS - All door closers include well secured satin stainless steel cover boxes with

stainless steel arms. - All door closers include spring strengths appropriate to the location, size and

weight of door arm configuration and the like. - All door closers to be adjusted to manufacturers recommendations to operate

faultlessly. Door stops: - Install spacers under stops to ensure proper contact with the leaf. Note

undercut doors. - Position stops to ensure that door leaves do not strike walls or furniture.

Locate no closer than 1/3 of the door width from the hinge. All Brands or commercial names mentioned in the tender documents is a reference to the contractor to consider the minimum required level of quality. In the construction phase, the client and the Engineer have the right to approve the brands or equal and /or to request for additional Brands. The Sample must be approved by the Engineer 2.04 HARDWARE FINISHES A. Hardware shall be of the best grade of solid material entirely free from

manufacturing defects. B. All sizes of material given in the hardware sets are only for guidance. It is the

responsibility of the Contractor to furnish the exact size and weight of hardware items to ensure proper function in each case.

C. Produce finishes to exactly match with Engineer's selected sample(s).

Reduce variance in hue in the color of each finish, as much as possible, whether the base materials is cast, forged or stamped, or when plating is applied over steel, brass or bronze. Finishes of the same designation that come from 2 or more sources shall match when the items are viewed at arms length and approximately 600mm apart. Unless otherwise specified, match the finish of each item of hardware with the finish selected for lock sets and latches.

2.05 HARDWARE MOUNTING HEIGHTS A. Mounting heights shall generally be in accordance with the "Recommended

Locations for Builders Hardware" published by the Doors and Hardware Institute (DHI) and to the approval of the Engineer.

2.06 SOURCE QUALITY CONTROL A. Coordinate the application of hardware items with door and frame details and

with methods of fastening as hereinafter specified.

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B. Single Source: Use only the products of one manufacturer for each type of hardware specified.

C. The Contractor should be responsible for the accuracy of the quantities, sizes finish and proper hardware to be furnished whether specifically mentioned or not and shall be responsible for determining all details such as hand of doors, type of locks, standards required etc.

2.07 LOCK CYLINDERS AND KEYING SYTEM A. Provide 3 change keys per cylinder. B. Cylinders must have a minimum of 6 pins and protection against pick and

drilling. Locks shall have feature for master keying system. C. Provide keys of nickel silver or other equal and approved material. D. Finish of cylinders shall match the hardware finish and in accordance with

BHMA and ANSI 156.18. E. Provide temporary cylinders for use during construction period only. F. On handing over, each key shall be fitted to a colored nylon key tag with clear

labeling of cylinder/key marking. On handing over, all individual keys shall be placed on the hooks inside the key cabinet except the master keys, which shall be handed over in a sealed envelope.

PART 3 EXECUTIONS 3.01 EXAMINATION A. Verify that doors and frames are ready to receive work, and dimensions are

as indicated on the prepared and reviewed schedules and as instructed by the manufacturer.

3.02 PREPARATION A. Install each hardware item in compliance with the manufacturer's instructions

and recommendations. Wherever cutting and fitting is required to install hardware onto or into surfaces which are later to be painted or finished in another way, coordinate removal, storage and reinstallation or application of surface protection with finishing work specified in the Division 9 Sections. Do not install surface-mounted items until finishes have been completed on the substrate.

3.03 INSTALLATION A. Receive hardware for doors as shown and scheduled, and as specified in the

applicable hardware portions of these specifications. Store in a locked space to prevent loss.

B. Apply to doors as recommended by hardware manufacturer and as required.

Fit locks and latch in their respective doors and remove before painting. Reinstall after painting of doors is completed. Upon completion, adjust and lubricate hardware for proper operation.

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3.04 FINAL ADJUSTMENTS AND CHECKING A. Adjust and check the installation of finish hardware. Check, test and adjust

moving parts to ensure free and smooth operation. Furnish to the Engineer the special tools required to adjust and maintain hardware including instruction sheets and operation manuals.

1. After the building is completed and in use, adjust hardware to

compensate for air movement and other conditions, so that all items will operate properly.

2. A factory representative of the lock and latch manufacturer shall examine all hardware furnished with the Engineer six (6) months after the handing over. Adjust the hardware for proper operation.

3. Clean and polish all exposed hardware at the time of handing over to the Employer.

END OF SECTION

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SECTION 08810 - GLASS AND GLAZING

PART 1 GENERAL


A. Flat glass materials.

B. Insulating glass units.

C. Glazing accessories.


A. Joint Sealers.

B. Steel Doors and Frames.

C. Aluminum Doors and Frames

D. Aluminum Windows

E. Glazed Curtain Wall System

1.03 REFERENCES

American National Standards Institute (ANSI):

A. ANSI Z97.1 – American National Standard for Glazing Materials Used in Buildings- Safety Performance Specifications and methods of Test.


B. ASTM C162 – Standard Terminology of Glass and Glass Products.

C. ASTM C864 – Standard Specification for Dense Elastomeric Compression Seal Gaskets, Setting Blocks, and Spacers.

D. ASTM C1036 – Standard Specification for Flat Glass.

E. ASTM C1048 – Standard Specification for Heat-Treated Flat Glass-Kind HS, Kind FT Coated and Uncoated Glass.

F. ASTM C1172 – Standard Specification for Laminated Architectural Flat Glass.

G. ASTM C1193 – Standard Guide for Use of Joint Sealants.

H. ASTM E283 – Standard Test Method for Determining the Rate of Air Leakage through Exterior Windows, Curtain Walls, and Doors Under Specified Pressure differences Across the Specimen.

I. ASTM E330 – Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference.

J. ASTM E2188 – Standard Test Method for Insulating Glass Unit Performance.

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K. ASTM E2189 – Standard Test Method for Testing Resistance to Fogging in Insulating Glass Units.

L. ASTM E2190 – Standard Specification for Insulating Glass Unit Performance and Evaluation.

M. ASTM E1300 – Standard Practice for Determining the Minimum Thickness and Type of Glass Required Resisting a Specified Load.

N. GANA (GM) – FGMA Glazing Manual; Glass Association of North America.

O. GANA (SM) – FGMA Sealant Manual; Glass Association of North America.

P. GANA (LGDG) – Laminated Glass Design Guide, Glass Association of North American.

Q. SAA Glazing Code: (Australian Standards).

1. AS1288 – Glass in Buildings.

2. AS2376 – Glass Fiber Reinforced Polyester.

3. AS2208 – Safety Glazing materials for use in buildings.

4. AS1170 – Australian Wind Loading Code.

1.04 DEFINITION

A. Sealed Insulating Glass Unit Surfaces.

1. Side 1 – Exterior surface of outer pane.

2. Side 2 – Interior surface of outer pane.

3. Side 3 – Interior surface of inner pane.

4. Side 4 – Exterior surface of inner pane.


A. Design requirements:

1. Size glass to withstand dead loads and positive and negative live loads acting normal to plane of glass

2. Size Glass to withstand dead loads and positive and negative live loads acting normal to plane of glass to a design pressure in accordance with ASTM E1300.

3. Limit glass deflection to 1/200 or flexure limit of glass with full recovery of glazing materials, whichever is less.

1.06 SUBMITTALS

A. (Product Data): Manufacturer's data sheets on each product to be used, including

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B. Selection Samples: For each finish product specified, two complete sets of color samples representing manufacturer's full range of available colors and patterns.

C. Verification Samples

1. Flat Glass Materials: Two 100 x 100mm samples of each glass type specified.

2. Sealed insulating glass Units. Two (300 x 300mm) samples representative of unit construction.

3. Opacifier for Spandrel Glass: Indicated match to Engineer's color selection.

D. Certificates: Product certificates signed by the manufacturer certifying material compliance with specified performance characteristics and criteria, and physical requirements.

E. Warranty documents specified herein.


A. Manufacturer Qualifications: Flat Glass Materials. Minimum five (5) years documented experience producing glass products specified this section.

B. Fabricator, Sealed Insulating Glass Units.: Minimum five (5) years documented experience producing sealed insulating glass units specified in this section.

C. Installer Qualifications: Minimum five (5) years documented experience installing products specified in this section, and approved by Te Engineer.


A. Store products in manufacturer's unopened packaging until ready for installation.

B. Store and dispose of solvent-based materials, and materials used with solvent-based materials, in accordance with requirements of local authorities having jurisdiction.


A. Maintain environmental conditions (temperature, humidity, and ventilation) within limits recommended by manufacturer for optimum results. Do not install products under environmental conditions outside manufacturer's absolute limits.

B. Environmental Requirements: Installation of Glass products at ambient air temperature below (10 degrees C) is prohibited.

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C. Field Measurements: When construction schedule permits, verify field measurements with drawing dimensions prior to fabrication of glass products.

1.10 WARRANTY

A. Provide ten (10) years warranty to include replacement of sealed glass units exhibiting seal failure, interpane dusting or misting.

B. Provide ten (10) years warranty to include replacement for laminated glass exhibiting delamination.

PART 2 PRODUCTS



2.02 FABRICATION

A. Acceptable Fabricators: As approved by the engineer.

B. Heat-Strengthened Glass:

a. Cut float glass materials to indicated sized and provide cut-outs and holes, if indicated before heat strengthening.

b. Heat strengthens float glass materials in accordance with ASTM C1048, Kind HS.

C. Tempered Glass:

a. Cut float glass materials to indicated sizes and provide cut- outs and holes, if indicated, before heat strengthening.

b. Fully temper float glass materials in accordance with ASTM C1048, Kind FT.

D. Laminated Glass:

a. Cut float glass materials to indicated sizes and provide cut-outs and holes, if indicated, before heat strengthening.

b. Heat strengthen float glass materials in accordance with ASTM C1048, Kind HS.

c. Laminate plastic interlayer between glass panes in accordance with ASTM C1172.

d. Laminated glass to conform to GANA (LGDG) and requirements of ANSI Z97.1.

E. Sealed Insulating Glass Units:

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a. Fabricate units in accordance with ASTM E2190 Standard Specification for Insulating Glass Unit Performance and Evaluation with components and performance characteristics specified in SCHEDULES Article of this section.

b. Insulating Glass Components:

1. Outer Pane:

- Glass Thickness: (6mm)

- Heat Treating: Heat strengthened.

- Heat Treating: Fully tempered.

- Coating: Surface No.2 (Side 2)

2. Air Space: 12mm hermetically sealed, dehydrated air space.

3. Inner Pane

1. Glass Thickness: 6mm.

2. Heat Treating: Fully tempered.

c. Provide unit edge seals meeting requirements of ASTM E773, with aluminum spacers having mitered and corners, and silicone sealant for glass-to-spacer seals.

F. Monolithic Spandrel Glass Units:

a. Heat strengthened float glass material in accordance with ASTM C1048. Kind HS.

b. Tempered float glass materials in accordance with ASTM C1048, Kind FT.

c. Apply ceramic fused frit to indicated glass surface.

d. Apply silicone polyester enamel opacifier coating to indicated glass surface.

G. Sealed Insulating Spandrel Glass Units:

a. Heat strengthened float glass materials in accordance with ASTM C1048, Kind HS.

b. Tempered float glass materials in accordance with ASTM C1048, Kind FT.

c. Fabricate units in accordance with specified requirements for sealed insulating glass units.

d. Apply ceramic fused frit to indicated glass surface.

e. Apply silicone polyester enamel opacifier coating to indicated glass surface.

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PART 3 EXECUTION

3.01 EXAMINATION

A. Verify that openings for glazing are correct size and within tolerance.

B. Verify that glazing channels and recesses are clean and free of obstructions, that weeps are clear, and that channels and recesses are ready for glazing.

3.02 PREPARATION

A. Clean contact surfaces to receive sealant with solvent, wipe dry.

B. Seal porous glazing channels and recesses with primer or sealer compatible with substrate.

C. Prime surfaces to receive sealant in accordance with sealant manufacturer's instructions.

3.03 INSTALLATION

A. Install in accordance with manufacturer's instructions.

B. Install sealants in accordance with Section "Joint Sealants".

C. Install sealants in accordance with ASTM C804 for solvent release sealants.

D. Install sealants in accordance with sealant manufacturers' instructions.

3.04 CLEANING

A. Remove glazing materials from finish surfaces.

B. Remove labels after glass installation is complete.

C. Clean glass surfaces and adjacent surfaces:

1. Protect installed products until completion of project.

2. Repair or replace damaged products before end of defects liability period.

END OF SECTION

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SECTION 09206 - METAL FURRING AND LATHING

PART 1 GENERAL

1.1 RELATED DOCUMENTS

Drawings and general provisions of the Contract, including General and Supplementary conditions and specification sections, apply to work in this section.



2. Metal Doors and Frames.

3. Cement Plaster.

4. Gypsum Board Assemblies.

5. Tiles.


A. The extent of the use of metal furring and lathing is as indicated on the drawings and/or specified.

B. Design and install Framing and lath to limit deflection to the following:

1. Maximum deflection of Vertical Assemblies: 1:360 under lateral point load of 445N.

2. Maximum deflection of Horizontal Assemblies: 1:240 deflection under dead loads.

1.4 REFERENCES

A. ASTM (American Society of Testing Materials).

1. ASTM C841 – Standard Specification for the Installation of Interior Lathing and Furring.

2. ASTM C847 – Standard Specification for Metal Lath.

3. ASTM C933 – Standard Specification for Welded Wire Lath.

4. ASTM C1002 – Standard Specification for steel self-Piercing Tapping Screws for the application of Gypsum Panel projects or metal Plaster Bases to wood studs or steel studs, 2001.

5. ASTM C1063 – Standard Specification for Installation of Lathing and Furring to Receive Interior and Exterior Portland Cement-Based Plaster.

B. GA-600 Fire Resistance Design Manual. (Gypsum Association)(U.S.A.).

C. ML /SFA (Metal Lath/Steel Framing Association)- Specifications for Metal Lathing and Furring.

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D. ASCE 7-98- Minimum Design Loads for Building and other Structures (American Society of Civil Engineering).

E. Florida Building Code.

1.5 DEFINITIONS

Re-rolled steel – steel that undergoes additional cold reduction after it has been produced by the mill.

1.6 SUBMITTALS

A. Product Data: Provide data describing standard framing member material and finish, product criteria, load charts and limitations.

B. Shop Drawings: Indicate prefabricated work, component details, stud layout, framed opening, anchorage to structure, type and location of fasteners, and accessories or items required of other related work.

C. Certificate: Submit certification stating materials comply with specification requirements and can support weight of lath, plaster and light fixtures.


A. Re-rolled framing and framing members containing factory welds will not be allowed.

B. Contractor shall provide effective, full time quality control over all fabrication and erection complying with the pertinent codes and regulations of government agencies having jurisdiction.

C. Perform work in accordance with GA-600 and ASTM C1063.

D. Installer Qualifications: Minimum five (5) years documented experience installing furring and lathing.


A. All materials shall be delivered in their original unopened packages and stored protected from damage by equipment of other trades.

B. Provide adequate support to prevent damage of the material prior to installation.

C. Inspect all material prior to installation to determine suitability for the Work.

D. Do not store any material directly exposed to standing water or on grade. All material should be supported so that materials are not in direct contract with the ground.

E. Notify the Engineer of damaged materials received prior to installing.

1.9 COORDINATION / SCHEDULING

Coordinate work with other trades to accommodate installation of materials covered by this Section.

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PART 2 PRODUCTS



2.02 FRAMING MATERIALS

A. Suspension System: steel Furring channels, primary and secondary Sections, Section joiners, resilient Ceiling mounts, braces as required. Materials for internal use are made of galvanized steel 275 gm of zinc/m2 coating for external use 450gm of zinc/m2 coating:

1. Furring channels primary sections (Top Cross rails) 38mm height x 21mm width. Secondary section 28mm high x 16mm width or as directed by the Engineer, spacing of Furring Channels as recommended by manufacturer of Suspension System and approved by the Engineer.

2. Expansion joints, control joint with approximate weight of 0.402 kg/lineal meter and BMT of 0.55mm (Base Metal thickness).

3. Embelton resilient Ceiling mounts.

4. Corner beads can be attached by nails or a staple gun, at not more than 500mm down both edge of the bead, and not more than 100mm from each end.

5. All other accessories needed are included in price and as directed by the Engineer.

B. Tea System

1. 25mm wide x 38mm high runners both ways.

2. Wall Angle trim: Lipped wall angle, steel angle of 19mm x 22mm high angle.

2.03 LATHING MATERIALS

A. Metal Lath: ASTM C847, self-furring mesh stamped sheet; 16.5kg/m2 .

B. Corner Mesh; Formed sheet steel; minimum 0.5mm thick; expanded flanges shaped to permit complete embedding in plaster; minimum 100mm size.

C. Strip Mesh; Expanded metal lath, minimum 0.5mm thick; 100mm x 600mm long.

2.04 ACCESSORIES

Anchorage: Ties wire, nails, screws and other metal supports, of type and size to suit application; to rigidly secure materials in place.

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2.05 FINISHES

A. Framing Materials: Galvanized.

B. Hangers, Anchors and Fastening Devices; Galvanized.

C. Lath Materials: Galvanized.

PART 3 EXECUTION

3.01 EXAMINATION

A. Verify that conditions are ready to receive work.

B. Verify field measurements are as shown on drawings.

C. Beginning of installation means installer accepts existing conditions.

3.02 CEILING AND SOFFIT FRAMING

A. Install furring to height indicated. Erect after above ceiling or soffit work is complete. Coordinate the location of hangers with other work.

B. Install furring independent of walls, columns and above ceiling work.

C. Securely anchor hangers to structural members or embed in structural slab. Space hangers to achieve deflection limits indicated.

D. Space main carrying channels at maximum 1800mm centers; not more than 150mm from wall surfaces. Lap splice securely.

E. Securely fix carrying channels to hangers to prevent turning or twisting and to transmit full load to hangers.

F. Place furring channels perpendicular to carrying channels, not more than 50mm from perimeter walls, and rigidly secure. Lap splice securely.

G. Reinforce openings in suspension system that interrupt main carrying channels or furring channels with lateral channel bracing. Extend bracing minimum 600mm past each opening.

H. Laterally brace suspension system.

3.03 LATHING

A. Apply metal lath taut, with long dimension perpendicular to supports.

B. Lap ends minimum 25mm. Secure end laps with tie wire where they occur between supports.

C. Lap sides of diamond mesh lath minimum 38mm.

D. Attach metal lath to metal supports using tie wire at maximum150mm o. c.

E. Attach metal lath to concrete and concrete masonry using wirehair pins. Ensure that anchors are securely attached to backup surface and spaced at maximum 600mm o. c.

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F. Continuously reinforce internal angles with corner, mash, except where the metal lath returns 76mm from corner to form the angle reinforcement; fasten at perimeter edges only.

G. Place corner bead at external wall corners; fasten at outer edges of latch only.

H. Place base screeds at termination of plaster areas; secure rigidly in place.

I. Place 100mm wide strips of metal latch centered over junctions of dissimilar backing materials. Secure rigidly in place.

J. Place lath vertically above each top corner and each side of door and glazed frames to 150mm above ceiling line.

K. Place casing beads at terminations of plaster finish. Butt and align ends. Secure rigidly in place.

L. Place strip mesh diagonally at corners of lathed openings. Secure rigidly in place.

3.04 TOLERANCES

A. Maximum Variation for True Position: 3mm

B. Maximum Variation of any Member from Plane: 3mm in 3000mm

END OF SECTION

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SECTION 09220 - PORLAND CEMENT PLASTER

PART 1 – GENERAL

1.01 SUMMARY

A. Section includes: Portland Cement-Based Plaster




3. Aluminum Doors and Frames.

4. Aluminum Windows.

5. Metal Furring and Lathing.

6. Gypsum Board Assemblies.

7. Tiles.

1.02 REFERENCES

A. Florida Building Coder (FBC) (In U.S.A.).


B. ASTM C 91 - Masonry Cement

C. ASTM C 150 - Portland Cement

D. ASTM C 631 - Standard Specification for bonding Compounds.

E. ASTM C 841 – Standard specification for installation of interior Lathing and furring

F. ASTM C 847 - Standard Metal Lath.

G. ASTM C 897 - Aggregates for Job Mixed Portland Cement-Based Plaster

H. ASTM C 926 - Standard Specification for Application of Portland Cement-Based Plaster

I. ASTM C 206 - Standard Specification for Finishing Hydrated Lime.

J. ASTM C 1063 – Standard Specification for Installation of Lathing and furring to Receive Interior and Exterior Portland Cement-Based Plaster.

K. ASTM E 119 - Standard Test Methods for Fire tests of building Construction and Materials.

L. ASTM E494 Standard specification for chemical Admixture for concrete

M. ACI 524 - Guide to Portland cement Plastering.

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N. BS 4887- Mortar Admixtures, specification for air-entraining (Plasticizing) Admixture.

O. BS 1369 – Steel lathing for internal plastering and external specification for expanded metal and ribbed lathing

P. UL (FRD) – Fire Resistance Directory, Underwriters Lab. Inc.

1.03 SUBMITTALS

A. Provide product data on plaster materials, characteristics and limitation of product specified.

B. Submit manufacturer's installation instructions.

C. The contractor should make an approved sample before starting the work


A. Cement Plaster: Perform work in accordance with ASTM C926.

B. The Contractor shall make sample panels at the site at least 200cm x 200cm of plaster work:

1. The Contractor shall take the approval of the Engineer before start plastering.

2. The accepted panels will be a basis of all work

C. Provide Engineer with a letter certifying that all materials and mixes conform to Project Specifications.

DELIVERY, STORAGE AND HANDLING

A. Deliver manufactured materials in original unopened packages or containers, identified with manufacturer's label intact and legible. Deliver materials in sufficient quantity to assure continuity of work. Select and utilize handling equipment so as to avoid damage to materials handled and damage to other construction.

B. Keep all materials dry stored above ground, under cover, protect from weather, direct sun light, surface contamination, aging, corrosion and damage from construction traffic and other causes.

C. Remove wet or deteriorated materials from the Site.


A. Environmental Requirements: Comply with requirements of referenced plaster application standards and recommendations of plaster manufacturer for environmental conditions before, during, and after plaster application.

B. Cold Weather Requirements: Do not apply cement plaster when ambient temperature is expected to be less than (4oC)

C. Hot Weather Conditions:

1. Use damp loose sand.

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2. Use cool water for mix water.

3. Pre-dampen masonry walls prior to the application of the scratch coat.

4. Prevent the plaster from drying out by covering with a plastic sheet, or moist cure at least twice daily for the 2 – 3 days.

5. Do not allow fresh plaster to be subject to hot, dry winds.

D. Ventilation: Provide ventilation for drying of installed cement plaster.

E. Protection:

1. Protect plaster from uneven and excessive evaporation during hot, dry weather.

2. Protect finished surfaces installed prior plastering by covering with suitable drop cloths.

PART 2 - PRODUCTS

2.01 MATERIALS

A. Plaster base Coat Materials:

1. Cement ASTM C150, Type I Portland cement.

2. Lime: ASTM C206, Type S.

3. Aggregate: In accordance with ASTM C897

4. Water: Clean, fresh, potable and free of mineral or organic material that may affect plaster.

5. Bonding Agent: ASTM C631; type recommended for bonding plaster to concrete and concrete masonry surfaces.

6. Admixtures and plasticizers to be approved by the Engineer and complying with BS 887 or ASTM C 494.

B. Internal plastering: Applies generally to all block work and insitue concrete. Three coats of cement and sand plastering for internal walls, ceiling, etc., smooth finish as shown on the drawings.

C. For external walls, three coats cement and sand (1:4) plastering, with waterproof additive, including groove in external plaster as per drawings. the color and surface finish as determined by the Engineer.

D. For external walls, External 3 coats plaster with 4th coat texture color external plaster (stucco), with waterproof additives, apply according to the manufacturer's instruction, the color and surface finish as determined by the Engineer. The contractor should make an approved sample before starting the work, no allowance is to be paid for texture finishing, price to include also scaffolding for external work and all according to drawings

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2.02 ACCESSORIES

A. Expanded-Metal Lath: Comply with ASTM C847, BS 1369 and ASTM C 841 for material, type, configuration and other characteristics indicated below:

1. Refer to Section "Metal Lath".

2. Fabricate expandable-metal lath from galvanized steel structural-quality, zinc coated steel sheets.

3. Diamond-Mesh Lath Self-furring.

4. Galvanized angle bead, flange bead, corner bend and other accessories complying with ASTM C847 and ASTM C1063.

PART 3 EXECUTIONS

3.01 EXAMINATION

A. Verify that substrates to receive plaster conform to the Requirement of ASTM C926.

B. Masonry: Verify joints are cut flush and surface is ready to receive work of this Section. Verify no bituminous or water repellent coatings exist on masonry surface.

C. Concrete: Verify surfaces are flat, honeycomb is filled flush, and surface is ready to receive work of this Section. Verify no bituminous, water repellent, or form release agents exist on concrete surface that are detrimental to plaster.

3.02 PLASTER APPLICATION, GENERAL

A. Prepare monolithic surfaces for bonded base coats and use bonding compound or agent to comply with requirements of referenced plaster application standards for conditioning of monolithic surfaces.

B. Tolerances: Do not deviate more than 1mm in 3m from a true plane in finished plaster surfaces, as measured by a 3m straightedge placed at any location or direction on surface.

C. Grout hollow metal frames, bases, and similar work occurring in gypsum plastered areas, with base coat plaster material, and odor to lathing as shown on drawings or as indicated. Except where full grouting is indicated or required for fire-resistance rating, grout at least 150mm at each jamb anchor clip.

D. At all internal corners between wall/wall and wall/ceiling and between all concrete, element and block works joints, apply metal lath to surface with appropriate fasteners.

E. Sequence plaster application with the installation and protection of other work so that neither will be damaged by the installation of the other.

F. Plaster flush with metal frames and other built-in metal items or accessories that act as a plaster ground, unless otherwise indicated. Where plaster is not terminated at metal by casing beads, cut base coat free from metal before plaster sets and groove finish coat at the junctures with metal.

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G. Apply thicknesses and number of coats of plaster as indicated or as required by referenced standards.

H. Concealed Plaster: Where plaster application will be concealed by wood paneling, above suspended ceilings and similar locations, finish coat may be omitted; where concealed behind cabinets and similar furnishings and equipment, apply finish coat; where used as a base for adhesive application of tile and similar finishes. Omission of finish coat is at the Engineer's discretion.

3.03 INSTALLATION OF PLASTERING ACCESSORIES

A. General: Comply with referenced lathing and furring installation standards for provision and location of plaster accessories of type indicated. Mitre accessories at corners; install with tight joints and in alignment. Attach accessories securely to plaster bases to hold accessories in place and alignment during plastering.

B. Accessories for Portland Cement Plaster:

1. Corner Bead: Install at all external corners.

2. Casing Beads: Install at termination of plaster work unless otherwise indicated.

3. Control Joints: Install control joints at locations complying with the following criteria and approved by Engineer:

a. Where an expansion or control joint occurs in surface of construction directly behind plaster membrane.

b. Internal every 6-9m at intersections of natural breaks, above door jamb frames and at joints in other materials.

c. External at 3.5m maximum at natural architectural breaks above door jamb frames and at joints in other materials.

d. Where area within Portland cement panels exceed 10m2.

e. Where Portland cement plaster panels sizes or dimensions change. Extend joints full width or height of plaster membrane.

3.04 PORTLAND CEMENT PLASTER APPLICATION

A. Portland cement Plaster Application Standard: Apply Portland cement plaster materials, compositions, and mixes to comply with ASTM C926.

B. Number of Coats: Apply Portland cement plaster, of composition indicated, to comply with the following requirements:

1. Use two-coat work over the following plaster bases:

a. Concrete unit masonry.

b. Concrete cast-in-place or precast when surface complies with ASTM C 926 for plaster bonded direct to solid base.

2. Finish Coat: Floated finish unless otherwise indicated.

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C. Water Curing:

1. Follow procedures recommended by Portland Cement Association.

2. Cure minimum of 72 hours after all coats have set.

3. Prevent premature dry-out.

D. Moist cure Portland cement plaster base and finish coats to comply with ASTM C926, including recommendations for time between coats and curing in "Annex A2 Design Considerations". Where and when necessary shade backings and plaster from direct sun and mist spray to reduce temperatures and cure plaster.

3.05 CUTTING AND PATCHING

A. Cut, patch, point-up and repair plaster as necessary to accommodate other work and to restore cracks, dents and imperfections. Repair or replace work to eliminate blisters, buckles, excessive crazing and check cracking, dry-outs, efflorescence, sweat-outs and similar defects, and where bond to the substrate has failed.

B. Sand smooth troweled finishes lightly to remove trowel marks and arises.


A. Remove temporary covering and other provisions made to minimize spattering of plaster on other work. Promptly remove plaster from door frames, windows, and other surfaces which are not to be plastered. Repair floors, walls and other surfaces which have been stained, marred or otherwise damaged during the plastering work. When plastering work is completed, remove unused materials, containers and equipment and clean floors of plaster debris.

B. Provide final protection and maintain conditions, in a manner suitable to Installer, which ensures plaster work is without damage or deterioration at time of substantial completion.

END OF SECTION

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SECTION 09300 - TILES

PART 1 GENERAL

1.01 SECTION INCLUDES but not limited to the followings:

A. Ceramic Tile.

B. Porcelain Tile.

C. Terrazzo Tile.

D. Interlocking Tile.

E. Self Binding gravel

F. Exposed Aggregate tiles.

G. Interlock tiles.

H. Stamped Concrete.

I. Waterproofing and Crack Suppression for Tile Installations.


A. Concrete Unit Masonry.

B. Fluid Applied Waterproofing

C. Joint Sealant.

D. Cement Plaster.

E. Related electrical and Mechanical work sections.

REFERENCE

A. American National Standards Institute (ANSI)

1. ANSI A108-1, A-2099 – Specifications for Installation of Ceramic Tile in the Wet-Set Method with Portland cement Mortar.

2. ANSI A108-1, B-2099 – Specifications for Installation of Ceramic Tile on a Cured Portland Cement Mortar Setting Bed with Dry-Set or Latex Portland Cement Mortar.

3. ANSI A108-1, 1C-2099 – Specifications for Contractors Option. Installation of Ceramic Tile in the Wet-Set Method with Portland Cement Mortar-or-Installation of Ceramic Tile on a Cured Portland Cement Mortar Setting Bed with Dry-Set or Latex Portland Cement Mortar.

4. ANSI A108-4, 2099 – Specifications for Ceramic Tile Installed with Organic Adhesives or Water-Cleanable Tile Setting Epoxy Adhesive.

5. ANSI A108-5 , 2099 – Specifications for Ceramic Tile Installed with Dry-Set Portland Cement Mortar or Latex-Portland Cement Mortar.

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6. ANSI A108-6, 2099 – Specifications for Ceramic Tile Installed with chemical-Resistant, Water-Cleanable Tile-Setting and-Grouting Epoxy.

7. ANSI A108-8, 2099 – Specifications for Ceramic Tile Installed with Chemical-Resistant Furan Mortar and Grout.

8. ANSI A108-9, 2099 – Specifications for Ceramic Tile Installed with Modified Epoxy Emulsion Mortar/Grout.

9. ANSI A108-10, 2099 – Specifications for Installation of Grout in Tile work.

10. ANSI A118-1, 2099 – Standard Specification for Dry-Set Portland Cement Mortar.

11. ANSI A118-3, 2099 – Chemical-Resistant, Water-Cleanable, Tile-Setting and Grouting Epoxy and Water-Cleanable Tile-Setting Epoxy Adhesive.

12. ANSI A118-4, 2099 – Latex-Portland Cement Mortar.

13. ANSI A118-5, 2099 – Chemical-Resistant. Furan Mortar and Grout.

14. ANSI A118-6, 2099 – Standard Ceramic Tile Grouts.

15. ANSI A118-7, 2099 – Polymer Modified Cement Grouts.

16. ANSI A118-8, 2099 – Modified Epoxy Emulsion Mortar/Grout.

17. ANSI A118-9, 2099 – Test Methods and Specifications for Cementitious Backer Units.

18. ANSI A118-10. 2099 – Load bearing, Bonded, Waterproof Membranes for Thin-set Ceramic Tile and Dimensional Stone Insulation.

19. ANSI A118-11, 2099 – Exterior Grade Plywood (EGP) Latex-Portland Cement Mortar.

20. ANSI A1361-1, 2099 – Organic Adhesives for Installation of Ceramic Tile.

21. ANSI A137-1, 2088 – Specifications for Ceramic Tile.

B. ASTM International

1. ASTM C150 – Standard Specification for Portland Cement.

2. ASTM C144 – Standard Specification for Aggregate for Masonry Mortar.

3. ASTM C2-7 – Standard Specification of Hydrated Lime for Masonry Purposes.

4. ASTM C241 – Test Method for Abrasion Resistance of stone Subjected to Foot Traffic.

5. ASTM C503 – Specification for Marble Building Stone (Exterior).

6. ASTM C615 – Specification for Granite Dimension Stone.

7. ASTM C629 – Specification for State Dimension Stone.

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8. ASTM C847 – Standard Specification for Metal Lath.

9. ASTM C1008 – Test method for Determining the Static Coefficient of Friction or Ceramic Tile and Other Like Surfaces by the Horizontal Dynamometer Pull meter Method.

10. ASTM D4397 – Specification for Polyethylene Sheeting for Construction, Industrial, and Agricultural Applications.

11. TCA Handbook for Ceramic Tile Installation by tile Council of America, current edition.

C. Ceramic Specification

DIN 51130 and 51097 – ramp test (ceramic slip resistance).

D. AS (Australian Standard)

AS 4674-2004 – Design, Construction and Fitout of Food Premises.

1.03 SUBMITTALS FOR REVIEW

A. Manufacturer's data sheets on each product to be used, including preparation instructions; storage and handling and installation methods.

B. Shop drawings: Indicate tile layout, patterns, color, perimeter conditions and junctions as well as locate and detail expansion and control joints. Take width of edge tiles not less than half width of tile.

C. Three Samples of tile, grout, edging and finishing profiles and field sample not less than 2m x 2m.

D. Material test reports: For each tile-setting and grouting product.

E. Maintenance data including stain removal methods.


A. Installer Qualifications: Company as skilled tilers specializing in performing the work of this section with minimum five years experience to be approved by The Engineer.

B. Single source responsibility.

1. Obtain each type and color tile material required from single source.

2. Obtain setting and grouting materials from one manufacturer to ensure compatibility and in compliance with manufacturer's instructions.

3. Obtain prefabricated edge protection, transition, and movement profiles from one manufacturer to ensure compatibility.

C. Certifications

1. Submit "Master Grade Certificate" for each type of ceramic, porcelain and pavers file in accordance with the requirements of ANSI A137-1.

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2. Submit manufacturer's certifications that mortars, adhesives, and grouts are suitable for intended use.


1. Deliver materials in manufacturer's unopened containers, fully identified with name, brand, type, and grade.

2. Protect materials from contaminations, dampness, freezing, or overheating in accordance with manufacturer's instructions.

3. Broken, cracked, chipped, stained, or damaged tile will be rejected, whether built-in or not.

4. Protect mortar and grout materials against moisture, soiling or staining.

5. Handle tile that has temporary protective coating on exposed surfaces to prevent coated surfaces from contacting backs or edges of other units. If coating does contact bonding surfaces of tile, remove coating from bonding surfaces before setting tile.

1.06 EXTRA MATERIALS

A. Upon completion of work, deliver extra stock materials of 2% of the installed quantity for each type, color, size, but not less than 4 cartons.(containing at least 4ms)

B. Store in location as directed by the owner.

C. Ensure materials one boxed and identified by manufacturer, type, and color.

1.07 MAINTENANCE DATA

A. Submit maintenance.

B. Include cleaning methods, cleaning solutions recommended stain removal methods, and polishes and wax recommended.

PART 2 – PRODUCTS



2.02 MATERIALS

General: Refer to Finishing Schedule and drawings for Material color, location, size and Manufacture.

A. CERAMIC TILE - BATHROOM WALL

Description: Selected white rectified glazed ceramic tile 300mm x 200mm, 8mm white clay base to bathroom walls.

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Color: White Gloss.

Sealer: To manufacturer's specifications.

Grout: white grout joint, to match tile color, (supplier to provide sample for approval), grout with epoxy similar to ABA or equivalent.

Note: Sample to approved by the Engineer.

B. CERAMIC TILE-FLOOR ( use non Slip where required in the BOQ AND Drawings )

Description: 300mm x 200mm with minimum thickness of 8mm matt tile.

Location: In bathrooms and as otherwise indicated on the drawings.

Grout Joints: To match tile color and to Engineer's approval.

Nosing Tile: Use preformed nosing tiles with grooved profile for use on fire stair nosings.

Slip Resistance: R10 to DINS51130.

C. Porcelain Floor Tiles ( use non Slip where required in the BOQ AND Drawings )

Description: 600mm x 600mm with minimum thickness of 8mm matt porcelain tile.

Location: In Floors and as otherwise indicated on the drawings.

Grout Joints: To match tile color and to Engineer's approval.

D. Porcelain skirting

Description: 100mm height, minimum thickness of 8mm, to match floor.


Grout Joints: To match tile color and to Engineer's approval

E. Ceramic skirting

Description: 100mm height, minimum thickness of 9mm, to match floor.



F. Terrazzo Tiles

Description: 300mm x 300mm x 30 mm size.

300mm x 300mm x 25 mm size



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Note: submit Sample, color, marble chips, to the approval of the Engineer.

G. Interlocking Tiles :

Description: Minimum thickness of 40mm, type, size and pattern of the tile as per drawings and to the approval of the Engineer.


Note: submit Sample, color, to be approved by the Engineer.

PART 3 EXECUTIONS

3.01 EXAMINATION

A. Examine Substrates, areas, and conditions where tile will be installed, with installer present, for compliance with requirements for installation tolerances and other conditions affecting performance of installed tile:

1. Verify that substrates for setting tile are firm, dry, clean, free of oil, waxy film and curing compounds, and within flatness tolerances required by referenced ANSI A108 Series of tile installation standards for installations indicated.

2. Verify that installation of grounds, anchors, recessed frames, electrical and mechanical units of work and similar items located in or behind tile has been completed before installing tile.

3. Verify that joints and cracks in the substrates are coordinated with tile joint locations, if not coordinated, adjust joint locations in consultation with the Engineer.

B. Proceed with installation only after unsatisfactory conditions have been corrected.

3.02 REPARATION

A. Remove coatings, including curing compounds and other substances that contain soap, was, oil, or silicone, that are incompatible with tile-setting materials.

B. Provide concrete substrates for tile floors installed with thin-set mortar that comply with flatness tolerances specified in referenced ANSI A108 Series of tile installation standards.

C. For tiles exhibition color variations, verify that tile has been factory blended and packaged so tile units taken from one package show same range of colors as those taken from other packages and match approved samples. If not factory blended return the tiles to the manufacturer.

3.03 INSTALLATION GENERAL

A. Comply with ANSI A108 "Specifications for installation of Ceramic Tile".

B. Extend tile work into recesses to form complete covering without interruptions. Terminate work at edges and corners without disrupting pattern or joint alignments.

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C. Accurately form intersections and returns by cutting and drilling the tile without marring visible surfaces.

D. Lay tile in grid pattern, unless otherwise indicated. Align joints when adjoining tiles on floor, base, walls and trim are same size. Provide uniform joint widths.

E. Joints in tile floor finish, generally at 6 to 7 meters centers and/or as indicated on finishes plans.

F. Locate expansion joints and other sealant-filled joints directly above joints in concrete substrates. Do not saw-cut joints after installing tiles. Prepare joints and apply sealants to comply with requirements in section "Joint Sealants".

G. Grout tile to comply with requirements of the installation standards.

H. Allowable Variations in Finished Work: do not exceed the following deviations from level and plumb, and from elevations, locations, slopes and alignments shown:

1. Floors: 1/1000 run, any direction; Max. +/- 3mm in 3m straight edge at any location; 0.8mm offset at any locations.

2. Walls: 1/800 run, any direction; Max. +/- 3mm in 3m straight edge at any location; 0.8mm offset at any location.

3. Joints: +/- 0.3mm joint with variation at any location; 1/600 run for deviation from plumb and true; and for other variations in alignment of joints.

3.04 WATERPROOFING AND CRACK-SUPPRESSION MEMBRANE INSTALLATION

A. INSTALL WATERPROOFING TO COMPLY WITH ANSI A108-13 and waterproofing manufacturer's written instructions to produce waterproof membrane of uniform thickness bonded securely to substrate.

B. Install crack-suppression membrane to comply with manufacturer's written instructions to produce membrane of uniform thickness bonded securely to substrate.

C. Do not install tile over waterproofing until waterproofing has cured and been tested to determine that it is water right.

D. Location of water proof as shown on drawings or approved by the Engineer.

3.05 FLOOR TILE INSTALLATION

A. Install tile to comply with requirements in the Floor Tile Installation schedule, including those referencing ANSI A108 series of tile installation standards.

B. Install tiles with 2mm joint width unless otherwise shown or approved by The Engineer.

C. Apply grout sealer to cementitious grout joints according to grout-sealer manufacturer's written instructions. As soon as grout sealer has penetrated

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grout joints, remove excess sealer and sealer that has gotten on tile faces by wiping with soft cloth.

3.06 WALL TILE INSTALLATION

A. Over cementitious backer units on studs, install in accordance with TCA Handbook Method W245, using membrane approved by Engineer at toilet rooms.

B. Over cementitious backer units install in accordance with TCA Handbook Method W223, organic adhesive.

C. Over gypsum wallboard on wood or metal studs install in accordance with TCA Handbook Method W243, thin-set with dry-set or latex-Portland cement bond coat, unless otherwise is indicated.

D. Over interior concrete and masonry install in accordance with TCA handbook method W202, thin-set with dry-set or latex Portland cement bond coat.

E. Install tiles in with 2mm joint width unless otherwise shown or approved by The Engineer.

3.07 CELANING AND PROTECTING

A. On completion of placement and grouting, clean all ceramic tile surfaces in accordance with manufacturer's written instructions so they are free of foreign materials.

B. When recommended by tile manufacturer, apply coat of neutral protective cleaner to completed tile walls and floors.

C. Prohibit foot and wheel traffic from tiled floors for at least seven (7) days after grouting is completed.

D. Before final inspection, remove protective coverings and rinse neutral cleaner from tile surfaces.

END OF SECTION

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SECTION 09670 - EPOXY FLOORING SYSTEM

PART 1 - GENERAL

1.01 DESCRIPTION OF WORK

1. Furnish and install the epoxy mortar flooring system as specified and indicated. Prior to installation, provide decontamination and cleaning as specified. The term “mortar flooring system” as used in this section will include the primers, resin systems and aggregate materials, topcoats, cove building materials, and any related materials for the project.

2. Complete the mortar flooring system installation in strict accordance with these specifications, the coating system manufacturer’s most current requirements for surface preparation, application and inspection, and the instructions for safety. In the event of a conflict between these specifications and the manufacturer’s instructions, the more stringent requirements will apply.

3. The Contractor shall be responsible for providing ventilation, initial cleaning, inspection, supervision, dust control and equipment protection as specified herein and related sections for the work associated with this Section. The Contractor is responsible for all other work associated with this Section including protection of existing equipment and structures in the work area, surface preparation, flooring application, curing, coating repair, rework, inspection and supervision.



2. Joint Sealants.

3. Expansion Control.

1.03 REFERENCES

ASTM (American Society for Testing and Materials):

1. ASTM D4541 - L.R. “Standard Method for Pull-Off Strength of Coatings using Portable Adhesion Testers”.

2. ASTM E337 - L.R. “Standard Practice Test Method for Measuring Humidity with a Psychrometer”.

3. ASTM D4263-83 (1999), “Standard Test Method for Indicating Moisture in Concrete by the Plastic Sheet Method”.

4. ASTM F1869-98, “Standard Test Method for Measuring Moisture Vapor Emission Rate of Concrete Subfloor Using Anhydrous Calcium Chloride”.

5. ASTM D4414-95, “Standard Practice for Measurement of Wet Film Thickness by Notched Gages”.

6. ICRI Guide No. 03732, “Selecting and Specifying Concrete Surface Preparation for Sealers, Coatings and Polymer Overlays,” International Concrete Repair Institute, Sterling, VA.

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7. ASTM 4262, “Standard Test Method for Measuring Surface pH of Acid Etched Concrete”.

8. ASTM D4259, “Standard Practice for Abrading Concrete”.

1.04 DEFINITIONS

Terms used in this Section are defined as follows:

1. Mortar System: The aspects involved with proper application Flooring Work of the specified high solids flooring system, including but not limited to cleaning, surface preparation, mixing, application, curing, and quality control.

2. Approved Materials: The coating system, blast media, and other specified materials for this coating work.

3. Wet Film Thickness: The primer or coating films’ actual thickness immediately following application. Wet film thickness is measured in mils or thousandths of an inch (0.001") and is abbreviated WFT.

4. Dry Film Thickness: The primer or coating films’ actual thickness following curing and drying. Dry film thickness is measured in mils or thousandths of an inch (0.001") and is abbreviated DFT.


The Contractor shall meet the following requirements:

1. The Contractor is ultimately responsible for the workmanship and quality of the epoxy mortar flooring system installation. Inspections by the Owner, the Engineer, or others do not limit the Contractor’s responsibility.

2. Do not use or retain contaminated, outdated, or diluted materials for flooring. Do not use materials from previously opened containers.

3. If any requirements of this specification are contradicted by a referenced standard or vice-versa, the matter shall be resolved in writing by the Engineer or its representative.

4. Make available at all times all locations and phases of the work for access and inspection by the Engineer, the Owner, or other personnel designated by the Owner. The Contractor shall provide ventilation, egress, and whatever other means are required for the Owner, Engineer, or designated personnel to access and exit the work areas safely.

5. Conduct work so that the mortar flooring system is installed as specified herein. Inspect work continually to ensure that the coating system is installed as specified herein. The Engineer shall inspect the work to determine conformance with the contract documents.

6. The Contractor’s Supervisor shall be on site at all times and will be thoroughly familiar with the work in progress. This Supervisor shall have authority to receive and execute all direction provided by the Engineer or the Owner.

7. The methods of construction shall be in accordance with all requirements of this specification and the best trade practices. Any changes in the mortar flooring

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system installation requirements shall be allowed only with the written approval of the A/E.

8. Installation shall be performed by an applicator having satisfactory experience in the application of these or similar materials

1.06 SUBMITTALS

Submit the following prior to commencing with any phase of the work covered by this Section:

1. Manufacturer’s current printed recommendations and product data sheets for all mortar flooring system products including performance criteria, surface preparation and applications, volatile organic compound (V.O.C.) Data, and safety requirements.

2. Material Safety Data Sheets (MSDS) for any materials brought on-site including all coating system materials, solvents, and abrasive blast media.

3. Contractor’s written verification that the personnel who will perform this work have the required experience ,This document must list the names of all of the Contractor’s supervisors and trades people who will work on the project covered by this Section.

4. Storage requirements including temperature, humidity, and ventilation for Coating System Materials.

5. Owner, contractor, and manufacturer’s representative shall review and mutually agree upon color, grade, and final texture of coating system before starting installation. The acceptance of a sample will constitute the job standard by which installation will proceed.


1. Material shall be delivered to project site in manufacturer’s original unopened containers.

2. Materials shall be stored indoors, protected from damage, moisture, direct sunlight and temperatures below 40 degrees F or above 90 degrees F.

3. Store all materials only in area or areas designated by the Owner solely for this purpose. Confine mixing, thinning, clean-up and associated operations, and storage of coating materials related debris before authorized disposal, to these areas. All materials are to be stored on pallets or similar storage/handling skids off the ground.

5. Mix all coating materials in a designated enclosed mixing area. This enclosed area must protect the mixing operation and materials from direct sunlight, inclement weather, freezing, or other means of damage or contamination. Protect all other concrete and metallic surfaces and finishes from any spillage of material(s) within the mixing area.

5. Do not use drain piping for disposal of coating materials.

6. The Contractor shall take all precautions and implement all measures necessary to avert potential hazards associated with the mortar flooring system

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materials as described on the pertinent Material Safety Data Sheets or container labels.

Labels on all material containers must show the following information:

a. Name or title of product.

b. Manufacturer’s batch number.

c. Manufacturer’s name.

d. Generic type of material.

e. Application and mixing instructions.

f. Hazardous material identification label.

g. Shelf life date.

7. All containers shall be clearly marked indicating any personnel safety hazards associated with the use of or exposure to the materials.

8. All materials shall be handled and stored to prevent damage or loss of label.

9. Do not use or retain contaminated, outdated, prematurely opened, diluted materials, or materials which have exceeded their shelf life.

1.08 ENVIRONMENTAL CONDITIONS

1. Surfaces and surrounding air temperatures must exceed 55 degrees F but must be less than 90 degrees F, with materials at not less than 70 degrees F during application.

2. Do not apply coating materials when dust is being generated.

PART 2 – PRODUCTS

2.01 ACCEPTABLE MANUFACTURERS.

A. No specified manufacturers for this tender, However Products and materials provided by the contractor shall be comply with the requirements of contract documents and subject to the client and Engineer approval and the Engineer and the client have the right to reject any submittal without any liability towards the contract

B. Manufacturer with experience in similar products and work and as approved by the engineer.

2.02 MATERIALS

1. Primer: Epoxoprime, two-component, moisture tolerant, penetrating modified polyamine cured epoxy primer.

2. Intermediate Mortar: Power-Tread, aggregate filled, modified polyamine cured epoxy resin mortar flooring system.

3. Grout and top Coat: two-component, polyamine cured pigmented epoxy finish coat.

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PART 3 - EXECUTION

3.01 GENERAL

1. Protection

Mask, cover, or otherwise protect all surfaces, equipment, and finishes not to receive the epoxy mortar flooring system specified in this Section.

2. Strictly follow the approved manufacturer written instructions and the requirements of this specification regarding all aspects of mortar flooring work including: mixing, application, recoat times and curing.

3. Mock-up

Prior to commencing the installation, the Contractor shall install with the owner’s approval, a mutually agreed upon mock-up test sample to show final color and appearance of the epoxy mortar flooring system.

3.02 PREPARATION

1. Allow new concrete to cure for 28 days. Verify dryness by testing for moisture with a “plastic film tape-down test”. (Reference ASTM D4263)

2. Shot-blast or mechanically abrade to remove laitance, curing compounds, sealers and other contaminants and to provide surface profile. Vacuum clean concrete to remove all dirt, dust, and other loose materials.

3. After mechanically abrading, verify that all surfaces are clean, dry and free of any contaminants, which could adversely affect the adhesion of the flooring system.

4. If between final surface preparation work and mortar flooring system application, contamination of the prepared and cleaned substrates occurs, recleaning shall be required until the requirements of this Section are met.

3.03 INSTALLATION

1. Primer: The primer shall be mechanically mixed, applied and cured in strict accordance with manufacturer’s printed instructions. Apply uniformly at a film thickness of 6 to 8 dry mils.

2. Intermediate Mortar: The material shall be mixed, applied and cured in strict accordance with the manufacturer’s printed instructions. Apply by trowel to 1/4" thickness.

3. Top Coat: The high-solids, top coat shall be mechanically mixed, applied and cured in strict accordance with manufacturer’s printed instructions and applied at a film thickness of 8 to 12 dry mils. Skid resistance properties can be adjusted by the film thickness and number of topcoats and should be determined at the time the mock-up is completed.

4. Cracks and control joints, construction joints, expansion joints, and all mortar flooring system terminations shall be installed as indicated on the Standard Flooring Details.

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3.04 CLEANUP

1. Remove waste materials, rubbish, and debris and dispose of them at the owner’s direction. Leave work areas in a clean and tidy condition.

3.05 PROTECTION

1. Protect the completed work from water, airborne particles or other surface contaminants until cured for a minimum of 24 hours after application.

2. Protect from traffic, physical abuse, immersion and chemical exposure until the complete system has thoroughly cured for 24 hours at 75 degrees F. For different temperatures, consult the manufacturer’s representative about curing times.

3.06 FIELD QUALITY CONTROL INSPECTION AND TESTING

Inspection by the Engineer, Owner or others does not limit the Contractor’s responsibilities for quality as specified herein or as required by the manufacturer instructions.

The Contractor shall perform the Q.C. procedures in conjunction with the requirements of this Section. The Engineer will inspect the work to determine conformance to the contract documents.

END OF SECTION

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SECTION 09900 - PAINTING

PART 1 – GENERAL


Surface preparation and field painting of exposed exterior and interior items and surfaces.

1. Use products specified in this section to finish all surfaces exposed to view, unless otherwise indicated, including but not limited to the following:

a. Interior wall and ceiling surfaces.

b. Interior concrete floors.

c. Opening frames and trim.

d. Exterior plaster and stucco.

e. Exterior concrete and concrete masonry.

f. Exterior metal items.

g. Finish aluminum and stainless steel only if specifically indicated to receive field finish.

h. Roof flashings, trim, roof accessories, rain drainage accessories.

i. Roof-mounted equipment, piping, ductwork, brackets, and hangers.

j. Access and equipment cabinets.

k. Mechanical piping, hangers, and supports.

l. Heating, air conditioning, and ventilating ductwork, hangers, supports, louvers, and grilles.

m. Electrical conduit, junction boxes, and other equipment.

n. All shop-primed items.

RELATED SECTIONS

1. Metal Fabrications.




5. Gypsum board Assembly.

6. Mechanical.

7. Electrical.

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1.02 REFERENCES

A. American National Standard Institute (ANSI).

1. ANSI A13.1 Scheme for the Identification of Piping Systems.

2. ANSI Z535-1 Safety Color Code.

B. American Standard for Testing and Materials (ASTM).

1. ASTM D16 Standard Teminology Relating to Paint, Varnish, Lacquer, and Related Products.

2. ASTM D3359 Standard Test Methods for Measuring Adhesion by Tape Test.

3. ASTM D5138-99 A Specification for Liquid Crystal Polymers.

4. ASTM D4236-94R05 Practice for Labeling Art Materials for Chronic Health Hazards.

C. Painting and Decorating Contractors of America (PDCA)

1. PDCA P1-92 Touch Up Painting And Damage Repair Financial Responsibility.

2. PDCA P5-95 Bench Mark Sample Procedure For Paint And Other Decorative Coating Systems.

D. Steel structure painting council (SSPC).

1. SSPC-SP7, Brush-Off Blast Cleaning.

2. SSPC SP.10, Near white blast cleaning.

3. Steel structure painting manual VOP. 1. Good painting practice 2nd .Pitsburgh PA. SSPC. 1983.

E. Australian Standard (AS)

AS 1428 - Design for access and mobility Set.

1.03 DEFINITIONS

Conform to definitions of terms in ASTM D16 in interpreting requirements of this specification section.

1.04 SUBMITTALS

A. Product Data: For each paint system indicated. Include block fillers and primers.

Manufacturer's data sheets on each product to be used, including:



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B. Samples for Initial Selection: For each finish product specified, three (3) complete sets of color chips representing manufacturer's full range of available colors and finishes.

After color selection, Engineer will furnish color chips for surfaces to be coated.

C. Samples for Verification: For each finish product specified, three (3) samples, minimum size (150mm) square representing actual product, color, and finish, on representative Samples of the actual substrate.


A. Manufacturer Qualifications: company specializing in manufacture of coatings of quality specified with minimum of 10 years experience.

B. Applicator Qualifications: A firm or individual experienced in applying paints and coatings similar in material, design, and extent to those indicated for this Project, whose work has resulted in applications with a record of successful in-service performance with three years documented experience.

C. Field Sample: Provide a field sample for evaluation of surface preparation techniques and application workmanship, showing sequence of all coats using same materials of paint to be used.

Finish areas designated by The Engineer.

Do not proceed with remaining work until workmanship, color, and sheen are approved by The Engineer.

D. Source Limitations: Obtain fillers and primers for each coating system from the same manufacturer as the finish coats.

E. Performance of Paints: Paints shall be fit for purpose and manufactured specifically for the applications indicated and uses intended, taking into account the type, nature, location, and aesthetic and utility requirements of the project.


Deliver materials to Project site in manufacturer's original, unopened packages and containers bearing manufacturer's name and label and the following information:

1. Product name or title of material.

2. Product description (generic classification or binder type).

3. Manufacturer's stock number and date of manufacture and expiry.

4. Contents by volume, for pigment and vehicle constituents.

5. Thinning instructions.

6. Application instructions.

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7. Color name and number.

Store materials not in use in tightly covered containers in a well-ventilated area at a minimum ambient temperature of 7 deg C. Maintain storage containers in a clean condition, free of foreign materials and residue.

Keep storage area neat and orderly. Remove oily rags and waste daily.


Do not apply paint in rain, fog, or mist, or when relative humidity exceeds 85 percent; or at temperatures less than 3 deg C above the dew point; or to damp or wet surfaces.

Painting may continue during inclement weather if surfaces and areas to be painted are enclosed and heated within temperature limits specified by manufacturer during application and drying periods.

During application of solvent-based materials, post "NO SMOKING" signs.

PART 2 - PRODUCTS



2.2 MATERIALS

A. General : Refer to the Finishing Schedule for Paint colors, Location and Manufacturers

B. Material Compatibility: Provide block fillers, primers, and finish-coat materials that are compatible with one another and with the substrates indicated under conditions of service and application, as demonstrated by manufacturer based on testing and field experience.

C. Material Quality: Provide manufacturer's best-quality material with low of the various coating types specified that are factory formulated and recommended by manufacturer for application indicated. Paint-material containers not displaying manufacturer's product identification will not be acceptable.

Proprietary Names: Use of manufacturer's proprietary product names to designate colors or materials is not intended to imply that products named are required too be used to the exclusion of equivalent products of other manufacturers. Furnish manufacturer's material data and certificates of performance for proposed alternatives.

PART 3 - EXECUTION

3.01 EXAMINATION

A. Examine substrates, areas, and conditions, with Applicator present, for compliance with requirements for paint application.

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1. Proceed with paint application only after unsatisfactory conditions have been corrected and surfaces receiving paint are thoroughly dry.

2. Start of painting will be construed as Applicator's acceptance of surfaces and conditions within a particular area.

B. Coordination of Work: Review other Sections in which primers are provided to ensure compatibility of the total system for various substrates. On request, furnish information on characteristics of finish materials to ensure use of compatible primers.

Notify the Engineer about anticipated problems when using the materials and specified over substrates primed by others.

3.02 PREPARATION

A. General: Remove hardware and hardware accessories, plates, machined surfaces, lighting fixtures, and similar items already installed that are not to be painted. If removal is impractical or impossible because of size or weight of the item, provide surface-applied protection before surface preparation and painting.

After completing painting operations in each space or area, reinstall items removed using workers skilled in the trades involved.

B. Cleaning: Before applying paint or other surface treatments, clean substrates of substances that could impair bond of the various coatings. Remove oil and grease before cleaning.

3.03 APPLICATION

A. General: Apply paint according to manufacturer's written instructions. Use applicators and techniques best suited for substrate and type of material being applied:

1. Paint colors, surface treatments, and finishes are indicated in the paint schedules.

2. Do not paint over dirt, rust, scale, grease, moisture, scuffed surfaces, or conditions detrimental to formation of a durable paint film.

3. Provide exterior doors on tops, bottoms, and side edges the same as exterior faces.

4. Colors: to be selected by the Engineer

5. Location: as per drawings.

B. Scheduling Painting: Apply first coat to surfaces that have been cleaned, pretreated, or otherwise prepared for painting as soon as practicable after preparation and before subsequent surface deterioration:

- The number of coats and film thickness required are the same regardless of application method. Do not apply succeeding coats until previous coat has cured as recommended by manufacturer. If sanding is required to produce a smooth, even surface according to manufacturer's written instructions, sand between applications.

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- If undercoats, stains, or other conditions show through final coat of paint, apply additional coats until paint film is of uniform finish, color, and appearance. Give special attention to ensure that edges, comers, crevices, welds, and exposed fasteners receive a dry film thickness equivalent to that of flat surfaces.

- Allow sufficient time between successive coats to permit proper drying. Do not recoat surfaces until paint has dried to where it feels firm, and does not deform or feel sticky under moderate thumb pressure, and until application of another coat of paint does not cause undercoat to lift or lose adhesion.

C. Application Procedures: Apply paints and coatings by brush, roller, spray, or other applicators according to manufacturer's written instructions.

D. Minimum Coating Thickness: Apply paint materials no thinner than manufacturer's recommended spreading rate to achieve dry film thickness indicated. Provide total dry film thickness of the entire system as recommended by manufacturer.

E. Prime Coats. Before applying finish coats, apply a prime coat, as recommended by manufacturer, to material that is required to be painted or finished and that has not been prime coated by others. Recoat primed and sealed surfaces where evidence of suction spots or unsealed areas in first coat appears, to ensure a finish coat with no burn-through or other defects due to insufficient sealing.

3.04 CLEANING

Cleanup: At the end of each workday, remove empty cans, rags, rubbish, and other discarded paint materials from Project site.

After completing painting, clean glass and paint-spattered surfaces. Remove spattered paint by washing and scraping without scratching or damaging adjacent finished surfaces.

3.05 PAINT SCHEDULE

General:

1. Using full coverage putty, including preparation works, Primer, undercoats, type of application, thickness of coats, complete as per manufacturer instruction.

2. Colors: to be selected by the Engineer.

3. Location: as per drawings.

TYPES:

1. Concrete Ceilings and walls: Provide the following paint systems over cementations surfaces.

A. Polyvinyl Acetate (PVA) Emulsion - based paint, matt finish for interior, quality in one priming coat and two finishing coats, using full coverage putty, including preparation works,

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undercoats but washable emulsion paint, complete as per manufacturer instructions.

Primer to achieve a total dry film thickness of not less than 0.025mm.

Putty to achieve a total dry film thickness of not less than 1.00mm.

First and second coats to achieve a total dry film thickness of not less than 0.060mm per coat

Use Acrylice based for General Area

Use special paint water resistant for wet areas and as per finishing schedule

B. Extent: All External Metal Door frames and exposed structural steel added under fit out work scope.

1. Primer

2. Putty ( at least 2 coats )

3. Undercoat (2 coats): Alkyd-enamel red oxide undercoat applied at spreading rate recommended by the manufacturer to achieve a total dry film thickness of not less than 0.031mm.

4. First and Second Coats: full-gloss, alkyd, interior enamel applied at spreading rate recommended by the manufacturer to achieve a total dry film thickness of not less than 0.061mm. ASTM D4236.

A. Material Compatibility: Provide block fillers, primers, and finish-coat materials that are compatible with one another and with the substrates indicated under conditions of service and application, as demonstrated by manufacturer based on testing and field experience.

B. Material Quality: Provide manufacturer's best-quality material with low of the various coating types specified that are factory formulated and recommended by manufacturer for application indicated. Paint-material containers not displaying manufacturer's product identification will not be acceptable.

Proprietary Names: Use of manufacturer's proprietary product names to designate colors or materials is not intended to imply that products named are required too be used to the exclusion of equivalent products of other manufacturers. Furnish manufacturer's material data and certificates of performance for proposed alternatives.

2. Oil paint for Wood:

Semi-Gloss, Alkyd-Enamel Finish: one layer of solvent based primer, then one layer of acrylic putty, then two to three coats of non yellowing, abrasion resistant, and high wash ability Enamel Paint

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3. Granular paint. : One layer of solvent based penetrating sealer, and then apply two coats of pure acrylic anti-carbonation textured topcoat, with crack tolerance of more than 1.50mm, with high adherence to substrates, and Zero VOC., for toilets ceiling.

4. Powder coated :

Description: Powdercoat paint to steel frame door, be installed in accordance with manufacturer's recommendations.

System: Interpon or approved equal.

5. Weather resistant paint to exterior surfaces and Retaining Walls applied Rough Texture in two coats system, including acrylic binder with Fungicide/algicide, Non-lead pigments and all preparation works for surfaces according to drawings and manufacturer's instructions.

6. Steel works including Door Frames: Provide the following finish systems over ferrous metal.

1. Semi-gloss, Alkyd-Enamel Finish: Two (2) finish coat over undercoat and a primer.

Extent: To interior mild steel work including door frames and as indicating the doors schedule.

System: Semi-Gloss Enamel for interior steel.

2. Primer: Alkyd-enamel red oxide undercoat as recommended by the manufacturer for this substrate, applied by roller or spray at spreading rate recommended by the manufacturer to achieve a total dry film thickness of not less than 0.031mm.

3. Putty:

4. Undercoat:

5. First and Second Coats: Semi-gloss, alkyd, non yellowing interior enamel applied by roller or spray at spreading rate recommended by the manufacturer to achieve a total dry film thickness of not less 0.066m.

SEMI-GLOSS ENAMEL: INTERIOR

Extent: To all wet areas, and as otherwise indicated on the drawings.

System: Semi gloss Enamel.

Finish: Two (2) finish coat over an undercoat primer and putty.

1. Primer: Alkali-resistant, water base acrylic-latex, interior primer applied at spreading rate recommended by the manufacturer to achieve a total dry film thickness of not less than 0.025mm.

2. Putty: Acrylic putty, with high filling properties and substrate leveling ability at spreading rate recommended by manufacturer to achieve a total dry film thickness of not less than 1.000mm.

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3. Undercoat: alkyd-based, lead free, yellowing resistant interior primer, as recommended by the manufacturer for this substrate, applied at spreading rate recommended by the manufacturer to achieve a total dry film thickness of not less than 0.030mm.

4. First and Second Coats: Semi-gloss, alkyd, interior enamel applied at spreading rate recommended by the manufacturer to achieve a total dry film thickness of not less than 0.066mm:

7. NON-TOXIC CEMENT ACRYLIC ELASTOMERIC WATERPROOFING PAINT FOR WATER TANKS Walls, floors and ceilings

Description: non-toxic cement acrylic resin coating for water retaining structures. All as per drawings and approved by the Engineer.

System: apply two coats , the first coat must be firmly applied and be well scrubbed into the surface, ensuring a uniform coating with a wet film thickness not less than 200 microns. The first coat should be allowed to dry. The second coat should be applied exactly as above.

END OF SECTION

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SECTION 10270 - ACCESS FLOORING

PART 1. GENERAL

1.1 SUMMARY

A. General

Provide raised access flooring in accordance with the requirements of the Contract Documents. Work includes but is not limited to the following:

1. Raised floor vinyl

2. Panels.

3. under structure.

4. Solid wood edge decking

5. Accessories.

B. Related Section



3. Natural Stone Work.

4. Metal Fabrications.



7. Tiles.

8. Mechanical Section.

9. Electrical Section.

1.2 REFERENCES


1. ASTM B85-92a Specification for Aluminum Alloy die Castings.

2. ASTM B84-91a Test Method for Surface Burning Characteristics of Building Materials.

3. ASTM E648-93a Test Method for Critical Radiant Flux of Floor- Covering Systems using a Radiant Heat Energy Source.

4. ASTM E699-79 (R.91) Criteria for Evaluation of Agencies involved in Testing, Quality Assurance and Evaluation Building Components in accordance with Test Methods Promulgated by ASTM Committee E-6.

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B. Ceiling and Interior System Construction Association (CISCA)

CISCA A/F-1987 Recommended Test Procedures for Access Floors.

C. Federal Specifications

1. FS SS-T-312B Tile, Floor, Asphalt, Rubber, Vinyl and Vinyl Composition

D. National Electrical Manufacturers Association

1. NEMA LD 3-91 High Pressure Decorative Laminates

E. National Fire Protection Association (NFPA)

1. NFPA 75-92 Standard for the Protection of Electronic Computer/Data Processing Equipment.

1.3 DEFINITIONS

Access flooring is a complete assembly of modular floor panels on an elevated support system (under structure), forming an accessible underfloor cavity to accommodate electrical and mechanical services.

1.4 SYSTEM PERFORMANCES

A. Structural Performance

Provide manufacturer's standard access flooring system which, when installed, complies with the following minimum requirements for structural performance.

1. Pedestals: Shall support a (3180) axial load.

2. Floor Panels:

a. Concentrated Load: 730 kg on one square inch at the centre with a top surface deflection not to exceed 1/300 of the span.

b. Uniform Load: 180 kg per square foot with a maximum surface deflection not to exceed 1/500 of the span.

c. Ultimate Centre Load: (1180 kg).

d. Rolling Load: Panels shall withstand a rolling load of (360 kg) applied through a hard rubber-surfaced wheel 150mm diameter x 38mm wide for 10,000 cycles over the same path with no damage to the panel surface. Permanent set at the conclusion of the test shall not exceed. (0.25mm). The top surface deformation in the path of the wheel shall not exceed (0.125mm).

e. Loading: The raised flooring system shall be capable of carrying any of the particular concentrated loads (specified elsewhere) at any position eg. Around the perimeter, center, or centre of edge of any full panel, cut panel, perforated panel, etc., or at any point which could be considered a point of weakness.

f. Heat Transmission: Bottom surface temperature exposure to 1045oC

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for fifteen minutes shall not increase the top surface temperature more than 78oC above the ambient temperature.

g. ASTM E-84: Flame spread of 0 and smoke development of 5 or less (less surface covering).

h. Air Leakage Rate: The air leakage rate of the raised floor system shall not exceed the maximum design pressure specified in the HVAC documents.

B. Allowable Tolerances

1. Panel Size: ± 0.38mm.

2 Panel flatness: ± 0.38mm or less.

3. Panel Squareness, within ± 0.38mm

4. Panel interchangeability, all panels except those altered to meet special conditions shall be interchangeable.

5. Finished installation shall be level within plus or minus. 1.50mm in 3m and plus or minus 0.25mm for the entire floor.

1.5 SUBMITTALS

A. Manufacturer's Data: Submit to The Engineer for information only copies of manufacturer's specifications and installation instructions for each material. Include certifications and other data to show compliance with the Contract Documents.

B. Samples: Submit to The Engineer samples of raised flooring required including all accessories such as pedestals, stringers, grommets, etc., as required by The Engineer. The Engineer's review of samples shall be for design and finish only. Compliance with all other requirements is the exclusive responsibility of the Contractor.

C. Shop Drawings: Submit to The Engineer, detailed shop drawings of raised flooring showing general layout with reference to nearest grid and main building features, jointing and complete anchoring and supporting systems, earthing route, and provisions for work of other trades. Shop drawings shall be fully coordinated with previously approved composite services shop drawings. Prepare floor plans at 1:50 minimum scale, and sections and details of assembly components, edge conditions, anchoring fire barriers, openings, etc., at 1:4 minimum scale and as directed by The Engineer.

D. Certification and Test Data: Submit to The Engineer, in accordance with the requirements of the Contract Documents, manufacturer's certification including supporting laboratory test data that access flooring provided complies with indicated performance requirements including but not limited to the following:

1. Air leakage rate.

2. Concavity and convexity.

3. Concentrated loading test.

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4. Uniformly distributed load test.

5. Failure load test.

6. Pedestal strength test.

7. Rolling load test.

8. Heat transmission test.

9. Determination of surface spread of flame.

10. Effect of humidity.


A. Installer Qualification: Engage an experienced Installer who is approved by the access flooring manufacturer for installation of the types of access flooring required for this project.

B. Mock-up: Upon approval of samples, construct 3 m x 3m mock-up of access flooring at a location approved by The Engineer include bridging over HVAC ducts, and service outlets, grommets, etc. Mock-up shall represent the final condition of the work in all respects and when approved, may be used in the final work.


Deliver raised flooring, panels and accessories completely identified for installation procedure. Use care in handling to prevent damage and soiling. Store raised flooring clear of grade and protected from damage and soiling. Separate panels from skids or supports with burlap or other non-scratching materials.


A. Environmental Conditions: do not proceed with installation of access flooring until installation area is enclosed and has an ambient temperature of and relative humidity of not more than 70 percent.

1.9 WARRANTY

Manufacturers shall provide their standard warranties for products finished under this Section of the specification for the material and workmanship.

1.10 SEQUENCING

Mark pedestal locations by use of grid as shown on the drawings or as recommended by the manufacturers on concrete subfloor so that mechanical and electrical work can take place without interfering with pedestals.

1.11 MAINTENANCE

A. Extra Stock

1. Deliver 10 additional pedestals and panels and store where directed by The Engineer.

2. Furnish pedestals and panels in sealed cartons suitable for storage and

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labeled with complete identification of contents.

B. Furnish catalogs and complete installation instructions.

PART 2. PRODUCTS

2.1 MANUFACTURERS


2.2 MATERIALS

General:

Access Floor – Generic Description

Intended uses of the system:

A readily accessible under floor space suitable for running electrical, mechanical, computer and communication services and the like.

Pedestals:

Description

Material: Steel.

Floor fixing: As recommended by the structural consultant

Adjustable floors:

General: Incorporate in each unit a means of height adjustment within the limits specified, without requiring rotation of the head, and a means of locking the adjustment to prevent accidental displacement.

Fire rating: Non-combustible, made using materials with melting point > 350°C.

Location: Under every corner of every panel.

Stringers:

Description:

Material: Steel.

Spanning: In both directions between pedestals.

Connection to pedestal heads: Bolted.

Fire rating: Non-combustible, made using materials with melting point > 350oC.

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Panels:

Description:

Form: Interchangeable panels (except where cut for special conditions) supported and captured on bolted stringers.

Material: Panels nominal thicknesses 38mm, High Density Chipboard.

Core: High Density CHIPBOARD material.

1 mm Vinyl cover over panel.

Finish: As described in the access floor codes below. Finish is adhesive fixed over the top of a standard access floor as described above.

Dimensions

Coordinating size: 600 x 600 mm.

Maximum Weight = 18Kg

Cut outs:

General: Provide cut outs for cable access and air grilles as necessary.

Edge cut outs: Provide stringer or pedestal, or both, support.

Precut cut outs:

Size: 400 x 100 setout leaving 50 minimum full depths each side.

Number: 100 made up of seventy in the IP floor where directed by the Superintendent and thirty spares.

Omitted panels: Permanently omitted panels are not permitted.

Labeling

Non-standard panels: Identify for relocation purposes.

Accessories:

Air grilles

Conductive air grilles: Insulate from electrical earth.

Non-conductive air grilles: Do not expose metal screws.

Air flow rating: Base on pressure differential of 25 Pa with damper fully open, if applicable, and maximum face velocity of 2 metes/second.

Adjustability: Required.

Air plenum dividers: Co-ordinate with the Mechanical Trade for their installation.

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Lifting devices:

General: Required.

Number: Six.

Marking: If panels must not be lifted from the side, mark lifting devices “Lift panel vertically at centre”.

Finishes Generally:

General

Steel elements: Galvanized.

Coating class for sheet: At least Z350.

Panels

Integral floor finishes: Required.

Material: High pressure laminate.

Surface treatment: Preserve conductive properties of floor surface.

Underside facing: Non-combustible.

Underfloor

Corrosion-resistant finish to metal understructure:

Refer to drawings for details.

2.3 FABRICATION

A. Before fabrication verify the layout shown on the drawing and fabricate solid wood edge decking as per details shown on the drawing.

B. Prior to fabrication and final submittal of shop drawings, verify dimensions of supporting structure at Project Site by accurate field measurement. Notify The Engineer, in writing, of dimensions found to be different than shown.

C. Fabricate raised flooring as shown, and as detailed on final approved shop drawings.

D. Provide factory cut-outs for required electrical cable openings, etc., with necessary stainless steel grommets and steel enclosure bos.

E. Provide necessary steel structural supporting stem as required for flooring and to A/C duct bridging.

PART 3. EXECUTION

3.1 EXAMINATION

A. Examine all surfaces and parts of the structure on which the raised flooring is to be constructed, and notify The Engineer in writing, of any condition detrimental to the proper and timely completion of the work. Do not proceed with installation

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until unsatisfactory conditions have been corrected in a manner acceptable to The Engineer.

B. Clean substrate thoroughly prior to installation of the raised flooring.

3.2 INSTALLATION

A. Perform work strictly in accordance with trade practice and with skilled and experienced labor in the trade, in accordance with the manufacturer's instructions and recommendations, and as approved shop drawings, all to the approval of The Engineer. The room slab shall be thoroughly cleaned by vacuum cleaner and apply a two layer of concrete floor sealer-

B. Install pedestal bases in adhesive with pedestal assembly's perpendicular to the plane of the raised flooring surface.

C. Edge out panels with manufacturer's standard trim member wherever necessary to fit panels to perimeter or obstructions.

D. Fabricate cut-outs in floor panels for cable openings, etc., as required. Reinforce panels or provide additional support as required.

E. Furnish closures and other accessories as required to make a complete installation.

F. Finished installation shall be level within plus or minimum 2.5mm over the entire area, free of metal bindings, cracks or open joints. Do not exceed 0.1mm in height from panel to panel.

G. Make completed installation sturdy, rigid, firm and free of vibration, rocking and the like.

H. The Contractor is responsible for the coordination of all HVAC plumbing, fire protection and electrical services.

3.3 CLEANING AND PROTECTING

Following complete installation, clean all surfaces and remove all debris from structural floor, cover raised flooring with suitable covering and protect it from damage during construction period so that it will be without any indication of wear or damage at the time of completion of the Work.

END OF SECTION

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SECTION 10600 - PARTATION

1. GENERAL

1.1 SCOPE OF WORK

A. Furnish all labor, materials, equipment, accessories and incidentals required and install finish and architectural work which is exposed to view non-structural, and not specified as part of other sections.

1.2 SUBMITTALS

A. Product Data: Manufacturer's data sheets on each product to be used including:




B. Shop Drawings: Submit plan, section, elevation and perspective drawings as necessary to depict the proper configuration, assembly and installation and termination of each product specified in this section.

C. Verification Samples: For each finish product specified, two samples representing actual product, color and finish to be approved by the Engineer. Sample acceptance will be for color, finish and appearance

1.3 QUALIFICATIONS

A. Manufacturer Qualifications: Firms with ten years experience in successfully producing finishes similar to that indicated for this project, with sufficient production capacity to produce required units without causing delay in the work.

B. Installer Qualifications: Arrange for installation of finishes works by a firm having (10) ten years experience and that can demonstrate successfully an experience in installing.


A. Protect finish materials during transit, delivery, storage and handling to prevent damage, soiling and deterioration.

B. Do not deliver finish materials until painting, wet work, grinding and similar operations which could damage carpentry material, and that, soil or deteriorated woodwork have been completed in installation areas. If, due to unforeseen circumstances, finish carpentry materials must be stored in other than installation areas, store only in areas meeting requirements specified for installation areas.

C. Protect work from moisture damage.

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2. PRODUCTS

2.1 MATERIALS

Panels

All panels (Doors, Dividers and Pilasters) are made of min 12 mm solid Compact black core laminate to give maximum protection against water and vandalism.

Edge details

Edges are machine-milled to a smooth profile, corners to doors and pilasters on radiuses for safety.

Hardware and accessories

All standard hardware and fittings are stainless steel, aluminum, zinc alloy, and nylon material. Each set of Ironmongery contains Legs, Corner Fasteners, Hinges, Handel, Lockset Cost Hook and Toprail Channels.

Feature

Strong resistance to scratch and impact

Self supporting and Long term stability

No toxic and totally hygienic

Resistant to moisture and steam

Resistant to heat and cigarette burns

Locations

For toilets areas and wherever required as per drawings.

2.2 CONSTRUCTIONS AND EXECUTIONS

As per methodology that proposed by the Contractor, and should be approved by the Engineer.

END OF SECTION

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SECTION 10800 - TOILET, BATH AND LAUNDRY ACCESSORIES

PART 1 GENERAL


1. Sanitary Wares 2. Toilet, Bath and Laundry Accessories 3. Mirror

PART 2 – PRODUCTS

2.1 PRELIMINARY INFORMATION / REQUIREMENTS

Requirements:

The Sanitary Fittings specification is non-performance designated and contains general materials and workmanship specifications to control the standard of materials and products.

The Contractor should:

a) Be responsible for the supply and installation of the sanitary fittings to meet the requirements of the Interior Design and all Specifications.

b) Co-ordinate the installation with that for all related works and accommodate the specified movements and tolerances for structural elements as specified in the Structural Engineering Specifications.

c) Be responsible for ensuring that finishes meet the standards specified herein and have been independently inspected and certified as specified.

d) Be responsible for ensuring fitness for purpose of all materials and methods of installation to meet the criteria specified herein.

Health & Safety:

a) The Main Contractor should ensure that he complies with the latest ‘Code of Construction Safety Practice’, the Health and Safety section of the Contract Documents and ensure that full consideration is given to the health and safety of operatives when manufacturing, handling and installing the Works.

Standards:

a) Comply with the latest edition of all relevant standards and provide independently certified evidence that all specified variants of components comply with specified requirements.

2.2 TYPE(S) OF SANITARY FITTINGS

Location:

The location of the Sanitary Fittings is defined on the drawings.

Refer to ‘Interior Sanitary-ware Specification’ for all sanitary ware, fittings and accessories Selection.

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NOTE: Contractor to cross-refer to current Architectural, ID & MEP drawings for quantity and locations.

350 Interfaces:

351 Generally

Interfaces:

Generally:

The Contractor shall be responsible for ensuring that the exact dividing line between works included in this section and works included in other adjacent/related sections have been fully negotiated and agreed with the Consultant and the Relevant related sub-contractor and that all interfacing requirements are accommodated and included for in accordance with such agreements. Ensure preceding trades for plumbing, drainage, and electrical conduits are complete.

2.3 PERFORMANCE REQUIREMENTS

Thermal Movement:

All components shall be designed to resist thermal movement resulting from: the maximum and minimum surface temperature differentials, maximum annual range, and diurnal range, absolute highest and lowest temperature for mid-winter and mid-summer and surface temperature in accordance with the recommendation of BS 5427.

Moisture Movement:

The Sanitary Fittings shall withstand movement without permanent deformation or any reduction in the specified performance:

Due to changes in the moisture content of its components, resulting from variations in the moisture content of the air either inside or outside the building.

PART 3 EXECUTIONS

3.1 INSTALLATION GENERALLY

- Assembly and fixing: Surfaces designed to falls to drain as intended.

- Fasteners: Nonferrous or stainless steel.

- Supply and discharge pipework: Fix before appliances.

- Fixing: Fix appliances securely to structure. Do not support on pipework.

- Jointing and bedding compounds: Recommended by manufacturers of appliances, accessories and pipes being jointed or bedded.

- Appliances: Do not use. Do not stand on appliances.

- On completion: Components and accessories working correctly with no leaks.

- Labels and stickers: Remove.

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Ensure all disciplines and any or all on-site measurements have been properly coordinated prior to procurement and installation.

3.2 COMPATIBILITY OF COMPONENTS

- General: Each sanitary assembly must consist of functionally compatible components obtained from a single manufacturer.

- Exceptions: Nil.

3.3 NOGGINGS AND BEARERS

Noggings, bearers, etc. to support sanitary appliances and fittings: Position accurately. Fix securely.

FRAMING FOR PREPLUMBED PANEL SYSTEM

General: Position accurately. Fix securely.

3.4 TILED BACKGROUNDS OTHER THAN SPLASHBACKS

- Timing: Complete before fixing appliances.

- Fixing appliances: Do not overstress tiles.

3.5 INSTALLING CISTERNS

- Cistern operating components: Obtain from cistern manufacturer.

- Float operated valve: Matched to pressure of water supply.

- Overflow pipe: Fixed to falls and located to give visible warning of discharge.

- Location: Agreed, where not shown on drawings.

3.6 INSTALLING TAPS

- Fixing: Secure against twisting.

- Seal with appliance: Watertight.

- Positioning: Hot tap to left of cold tap as viewed by user of appliance.

3.7 INSTALLING WASTES AND OVERFLOWS

- Bedding: Waterproof jointing compound.

- Fixing: With resilient washer between appliance and back nut.

3.8 SEALANT BEDDING AND POINTING

SUBMITTALS:

Samples (Fabrication Samples) Provide samples including relevant technical literature as follows: Provide representative samples of each of the sanitary fitting and obtain approval before placing orders.

END OF SECTION

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SECTION 12500 - SITE FURNITURE

PART 1 General

1.1 Scope of Work

A. Section includes site furniture for all sup-projects for this contract includes but

not limited to the followings:

1. Signs

2. Micro-Deck

3. Trash Bin respectable

4. Benches

5. Bollards

6. Seat Wall

7. All necessary fixings, fittings and accessories.

8. Adhesives.

1.2 Related Work

Related Documents: Drawings and general provisions of the Contract, including General and Supplementary Conditions and Specification Sections, apply to this Section, but not limited to the followings:

A. Section for Aggregate base course

B. Section for Stone curbs

C. Section for Unit pavers

D. Section for Natural stone

E. Section for Waterproofing

F. Section for Tiles

G. Section for Concrete flatwork finish

H. Section for Concrete Reinforcement

I. Section for Cast-in-Place Concrete

J. Section for Natural Stone

1.3 Submittals

A. Shop Drawings: Submit to The Engineer, detailed shop drawings showing general layout, location, etc. Provide large scale details showing construction,

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fixing, and other information. Prepare shop drawings properly coordinating with other related trades and showing items to be inserted in scales approved by The Engineer.

B. Product Data: Submit to the Engineer for his approval in accordance with the requirements of the Contract Documents, manufacturer's specifications and installation instructions, design calculation and other data to show compliance with the Contract Documents.

C. Samples: The Contractor should provide two samples from different sources, representing the actual product for the Engineer’s approval.

D. Certificates:

1. Contractor's certification that manufacturer of products of this section meet specified qualifications.

2. Manufacturer's certification that installer of this section is approved.

1.4 Quality Assurance

A. Manufacturer Qualifications: Minimum five (5) years of documented experience

producing systems of the types specified in this section.

B. Installer Qualifications: Minimum three (5) years documented experience

installing systems of the types specified in this section, and approved by

manufacturer.

1.5 Delivery, Storage and Handling

A. Store system components in accordance with manufacturer's instructions until

installation.

B. Package separately or in like groups of names, labeled as to names enclosed.

Include installation template, hardware or adhesive specified and installation

instructions.

1.6 Warranty

A. Warrant that the equipment sold will conform in kind and quality to the

specifications listed and will be free of defects in workmanship or materials.

PART 2 Products

2.1 Manufacturers

A. No specified manufacturers for this tender, However Products and materials

provided by the contractor shall be comply with the requirements of contract

documents and subject to the client and Engineer approval and the Engineer and

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the client have the right to reject any submittal without any liability towards the

contract

2.2 General

1. Location: details and location as per drawings.

2. Color shall be selected by Owner and Engineers from manufacturers’ standard

colors.

2.3 Materials

A. Beach Micro-Deck and Pathway

Material:

Composite decking: High quality extruded plastic manufactured from high-density polyethylene plastic (HDPE). “Duraplas Recycled Plastic Profiles by Centriforce” or approved equivalent. Color light brown or beige.

Profiles:

9 x 9cm (piles)

3.8 x 14cm (main frame and deck surface)

6 x 6cm (sub-frame)

Fixing Accessories:

6x120mm stainless steel self-tapping screw with washer (fixing at each interface except at interface with piles)

10x150mm stainless steel bolt with washers and locking units.

Railing

Contractor is required to verify drawings and provide shop drawings for approval by architect.

Warranty

Minimum of five-year warranty from the date of purchase

B. Trash receptacles

Finish and Color: refer to detailed drawings.

Warranty: minimum of five-year warranty from the date of purchase.

C. Benches:

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Materials, Finish and Color: refer to detailed drawings.


D. Bollards:

Materials, Finish and Color: refer to detailed drawings.


2.4 Footings

A. Footings shall be designed and constructed to local building codes and good construction practices and shall meet the requirements of Concrete section.

B. Concrete shall meet the requirements of Concrete section.

C. Reinforcing shall meet the requirements of Steel reinforcement section.

D. All reinforcing steel shall be designed, detailed, fabricated, and place in accordance with ACI 301, ACI 318, and CRSI Manual of Standard Practice.

PART 3 Execution

3.1 General

A. Construction and execution should be as per methodology that proposed by the

Contractor, and should be approved by the Engineer.

B. No specified manufacturers for this tender, However Products and materials

provided by the contractor shall be comply with the requirements of contract

documents and subject to the client and Engineer approval and the Engineer and

the client have the right to reject any submittal without any liability towards the

contract.

3.2 Installation

A. Install systems specified in accordance with shop drawings and manufacturer's

installation instructions.

B. Placing of concrete for bases as specified in Concrete section.

C. For Signs:

1. Install signs after they are painted and finished, in locations directed by

Engineer approval.

2. Install centered and level, in line, in accordance with the manufacturer's recommendations.

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3. Clean and polish, remove excess adhesive

3.3 Cleaning

A. Remove dust or other foreign matter from component surfaces; clean finishes in

accordance with manufacturer's instructions.

3.4 Protection of Installed Products

A. Ensure that finishes and structure of installed systems are not damaged by

construction activities.

B. If minor damage to finishes occurs, repair damage in accordance with

manufacturer's recommendations; provide replacement components if repaired

finishes are unacceptable to Engineer.

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SECTION 12500 - SITE FURNITURE -PROTECTIVE COVERS

PART 1General

1.1 Scope of Work

A. Commercial prefabricated and custom shade structures.

1.2 References

1. ACI 301 - Specifications for Structural Concrete for Buildings; American

Concrete Institute International; 1996.

2. ACI 318 - Building Code Requirements for Reinforced Concrete and

Commentary; American Concrete Institute International; 1999.

3. ASTM A 135 - Standard Specification for Electric-Resistance-Welded Steel Pipe;

2001.

4. ASTM A 500 - Standard Specification for Cold-Formed Welded and Seamless

Carbon Steel Structural Tubing in Rounds and Shapes; 1999.

5. ASTM E 8 - Test Methods for Tension Testing of Metallic Materials; 2004.

6. CRSI (DA4) - Manual of Standard Practice; Concrete Reinforcing Steel Institute;

1997, 26th Edition.

1.3 System Description

A. Design and install square shape fabric tensile shade structure system of 4m

height, with four powder coated steel posts, including excavation, reinforced

concrete works, reinforcement steel bars needed and all according to

specification and drawings.

B. All layers of membrane to be of non-combustible materials.

1.4 Submittals

A. Product Data: Manufacturer's descriptive literature for specified systems,

including all components.

B. Shop Drawings: Indicate layout heights, component connection details, and

details of interface with adjacent construction.

C. Complete engineering analysis shall be certified and sealed by a Professional

Engineer.

D. Selection Samples: Two sets of color chips representing manufacturer's full

range of available colors.

E. Certificates:

1. Contractor's certification that manufacturer of products of this section meet

specified qualifications.

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2. Manufacturer's certification that installer of this section is approved.

F. Manufacturer's printed installation instructions for specified systems, including

removal and re-tensioning procedure.

G. Provide manufacturers data verifying compliance of the knitted 100% HDPE

membrane system in this specification.

1.5 Quality Assurance

A. Manufacturer Qualifications: Minimum five (5) years of documented experience

producing systems of the types specified in this section.

B. Installer Qualifications: Minimum three (5) years documented experience

installing systems of the types specified in this section, and approved by

manufacturer.

1.6 Delivery, Storage and Handling

A. Store system components in accordance with manufacturer's instructions until installation.

1.7 Warranty

Warrant that the equipment sold will conform in kind and quality to the specifications listed and will be free of defects in workmanship or materials. Shade manufacturer shall further warrant the following:

1. LIMITED 10 YEAR WARRANTY on all upright posts, and support structure

frames against failure due to rust-through corrosion and all other materials

supplied.

2. LIMITED 10 YEAR WARRANTY on all fabrics and stitching threads against

degradation, cracking or material breakdown resulting from ultra-violet exposure.

HDPE fabric will be compliant with NFPA 701 and ASTM E-84 fire standards.

PART 2 Products

2.1 Manufacturers

A. Manufacturer with experience in similar products and to be approved by the

Engineer.

2.2 General

A. All materials shall be structurally sound and appropriate for safe use.

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B. Product durability shall be ensured by the use of corrosion-resistant metals such

as stainless steel, and coatings such as hot dipped galvanizing and powder-

coating on steel parts, subject to the project specific requirements below.

C. Fabrics used shall include UV-stabilizers and fire retardants as required to meet

performance and building code requirements.

2.3 Materials

A. Tensile Shade:

The structures should be designed to meet or exceed requirements set forth in the 2003 International Building Code (IBC).The structures should be covered by a 10-year warranty against failure of the structure, with the powder coated surface carrying a 1-year warranty. The fabric top(s) is covered by a 10-year (pro-rated) warranty against significant fading, tearing, ripping, and/or discoloration (red is covered by a 3-year fade warranty.)

1. Steel:

All galvanized steel tubing shall be triple-coated for rust protection using an in-line electroplating coat process. All galvanized steel tubing shall be internally coated with zinc and organic coatings to prevent corrosion.

2. Bolts:

All structural field connections of the shade structure shall be designed and made with high-strength bolted connections using ASTM A-354, Grade B or SAE J249, Grade 8.

3. Welding:

All shop-welded connections of the shade structure shall be designed and performed in strict accordance with the requirement of the "American Welding Society" (AWS) Specifications.

4. Powder Coating:

Powder coating shall be sufficiently applied, with a minimum 3 mils thickness, and cured at the recommended temperature to provide proper adhesion and stability to meet salt-spray and adhesion tests, as defined by ASTM International, formerly known as the American Society for Testing and Materials.

5. Tension Cable:

Steel cable is determined based on calculated engineering loads. For light and medium loads, 6.3mm. (Nominal) galvanized 7 x 19 strand cable is to be used. For heavy loads, 9.5mm. (Nominal) galvanized 7 x 19 cable is to be used.

6. Location:

Details and location as per detailed drawings

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2.4 Weldments

A. All steel structural steel members shall be factory-welded by Certified Welders to

American Welding Society (AWS) specifications and to the highest standards of

quality workmanship.

B. After fabrication all welded areas shall be primed with zinc rich powder coat and

oven cured in accordance with the powder coating manufacturers’ specification

for all materials supplied.

2.5 Posts, Structural Frame Tubing and Hardware

A. All tubing used shall be cold-formed and milled per ASTM A 135 and ASTM A

500.

B. Material testing shall be in accordance with ASTM E 8.

C. Minimum yield shall be 275 N/mm2 with a minimum tensile strength of 310

N/mm2 on all columns.

D. All tubing shall be pre-cut to appropriate lengths, and all outside surfaces shall

be galvanized, with an interior corrosion-resistant zinc-rich coating.

E. All steel components other than stainless steel and hot dipped galvanized

hardware shall be powder coated with specified zinc primer / finish color two coat

powder coat system.

F. All fastening hardware shall be stainless steel or hot dipped galvanized.

G. Structure shall include an integrated tensioning system to tension and easily

remove fabric for storage during winter months.

1. Hardware shall be non-corrosive.

2. All connections shall be designed for assembly with standard hand tools.

2.6 Polyester Powder-Coating Process

1. The surface preparation shall be in accordance with the powder coat

manufactures recommendations for the material being coated. There shall be no

more than four hours time lapse between the surface preparation and the

application of powder coat.

2. Minimum dry film thickness for the zinc primer shall be .05 mm and finish color

shall be .05 mm.

3. The individual steel components shall be powder coated with the specified color

and heat cured in a batch oven in accordance with the paint manufacturers

specification.

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4. The powder coat finish shall be uniform and continuous with no voids or puddles

and shall not be broken by scratches or nicks.

5. Polyester powders shall meet or exceed ASTM standards for Adhesion,

Hardness, Impact, Flexibility, Over Bake Resistance, and Salt Spray Resistance.

6. Color shall be selected by Owner from manufacturers’ standard colors.

2.7 Footings

A. Footings shall be designed and constructed to local building codes and good

construction practices and shall meet the requirements of Concrete section.

B. Columns shall be provided as direct embedment unless shown otherwise on the

Drawings.

C. Concrete shall meet the requirements of Concrete section.

D. Reinforcing:

1. Reinforcing shall meet the requirements of Steel reinforcement section.

2. All reinforcing steel shall be designed, detailed, fabricated, and place in

accordance with ACI 301, ACI 318, and CRSI Manual of Standard Practice.

2.8 Shade Fabric

A. Knitted from 100% virgin HDPE monofilament with slit film fills with Ultra Violet

stabilizers and flame retardant as required by the applicable building codes.

Fabric with both weft and warp slit film construction is not permitted.

B. Physical Characteristics: The following indicates minimum physical properties of

100% HDPE monofilament membranes.

1. Tensile Strength: 798/1863 N/5cm

2. Tear Resistance: 228/260 N

3. Fungus Resistance: Treated

4. Color: Off-White

5. Ultraviolet block: 95%

6. Weight: 237 gm/sq.m.

7. UV stability: 10 years.

C. Fabric catinary shall include a low-stretch, braided premium HDPE Dyneema or

Spectra rope. Steel cables in an edge pocket will not be permitted.

PART 3 Execution

3.1 Examination

A. Verify that project conditions are as indicated on shop drawings.

B. Installer's Examination:

Engicon 452


1. Have installer of this section examine conditions under which construction

activities of this section are to be performed, then submit written notification if

such conditions are unacceptable.

2. Beginning construction activities of this section before unacceptable

conditions have been corrected is prohibited.

3. Beginning construction activities of this section indicates installer's

acceptance of conditions.

3.2 Preparation

A. Ensure that adjacent surfaces, structures, and finishes are protected from

damage by construction activities of this section.

3.3 Installation

A. Install systems specified in accordance with shop drawings and manufacturer's

installation instructions.

B. Placing of concrete for post bases as specified in Concrete section.

3.4 Cleaning

A. Remove dust or other foreign matter from component surfaces; clean finishes in

accordance with manufacturer's instructions.

3.5 Protection of Installed Products

A. Ensure that finishes and structure of installed systems are not damaged by

construction activities.

B. If minor damage to finishes occurs, repair damage in accordance with

manufacturer's recommendations; provide replacement components if repaired

finishes are unacceptable to Engineer.

END SECTION

Date post:	23-Jan-2023
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