general specification for the construction of ground water …

HIBARIEH Ground Water Tank project TENDER DOCUMENT SPECIFICATIONS

Eng. Adnan Ghannam - General Technical Specifications for Water Tank 1

GENERAL SPECIFICATION FOR THE CONSTRUCTION OF

GROUND WATER TANK

CAPACITY 300m3

HIBARIEH – SOUTH LEBANON



1. WORK COVERED BY CONTRACT DOCUMENTS PROJECT IDENTIFICATION: The “HIBARIEH GROUND WATER TANK- Capacity 300m3” project comprises the construction, completion and maintenance during the defects liability period of a ground water tank. The project locates in HIBARIEH, South Lebanon.



2. SITE PREPARATION

GENERAL

DESCRIPTION

The Work in this section includes clearing, grubbing and disposal of rubble, debris, topsoil, organic materials, fences, concrete structures etc. within the site limits that would otherwise obstruct construction..

EXECUTION

CLEARING

Clearing includes the removal of existing obstructions including fences, trees and vegetation. Trees must only be removed upon approval by the Engineer's Representative. Existing trees shall be dug, potted and stored as directed by the Engineer.

Where required, depressions caused by the removal of boulders, trees or other obstacles shall be filled with adequate soil and compacted at no extra cost. Burning of removed materials will not be permitted on the site. All unsalvageable materials shall be disposed of by removing them from the site at the Contractor's expense.



3. EXCAVATION AND EARTH WORK a- EXCAVATION

Excavations shall be accurately cut to the lines and levels shown on the drawings and approved by the Engineer. Any formation which becomes waterlogged or otherwise spoilt shall be cleaned out and reformed to the original level at the expense of the Contractor and to the satisfaction of the Engineer before any further material is placed. Excavation shall be deposited clear of all footpaths, roads, paved areas and lines of services.

b- NATURE OF GROUND Information as to the nature of the ground, where given, is believed to be correct but not guaranteed so and the Contractor must visit the Site and assess for himself the Site conditions and the exact nature of the ground to be excavated as failure to do so will not be admitted as the basis for any claims.

c- OVER EXCAVATION Over excavation by the Contractor shall be made good by him at his own expense by replacement with plain concrete (140 kg/cm2) or, if so directed by the Engineer, with hard-core or gravel suitably compacted.

d- SUITABLE BEARING STRATA Where deepening of trench excavation to obtain a suitable bearing is ordered by the Engineer, the trench shall be in-filled with plain concrete (140 kg/cm2) to the required levels.

e- DISPOSAL OF EXCAVATIONS The Contractor must dispose of the excavated material as directed by the Engineer. Multiple handling of excavated material due to the method of operation of the Contractor shall not be paid for extra claims. The Quantities given for excavation and disposal are the net quantities before excavation and no allowance shall be made for bulkage or working space.

f- SUPPORTS TO EXCAVATION The Contractor shall be required to provide all timbering, sheet piling and other supports as are necessary for securing the sides of trenches and excavations and shall be responsible for their safety. The cost of such supports it is to be included in the Contractors price for excavations. The Engineer may direct that timber or any of the supports be left for safety reasons and these will be paid for at a rate to be agreed.

g- KEEPING EXCAVATIONS FREE FROM WATER The Contractor shall keep all excavations, trenches, foundations, etc., clear from water at all times during construction including the provision of pumps, subdrains, temporary drainage, and all necessary pumping attendance, etc.



h- PREPARATION FOR LANDSCAPE WORKS

The finished levels and grades required shall be as indicated on the drawings to a tolerance of 50mm from true surface level provided that the finished surface shall not cause ponding. The Contractor shall allow for re-trimming surfaces of slopes or level areas to make good any subsidence which may have occurred and to ensure that such subsidence does not cause ponding.

i- IMPORTED TOP SOIL Imported top soil shall be of good quality, clean and free from perennial weed roots and stones over 50mm in any dimension and shall be subject to inspection and approval by the Engineer prior to spreading.

j- TOP SOIL SPREADING Top soil spreading shall be to the depths indicated on the drawing. Care shall be taken to ensure that soil is not spilled on to roadways, footpaths, etc., and the Contractor shall clean up as necessary and protect the areas from other than pedestrian traffic.

k- BACKFILLING TRENCHES Trenches shall be backfilled with selected materials from the excavation filled in and rammed in 150mm compacted layers. The Contractor may backfill with suitable approved imported material but will only be reimbursed the additional cost when the use of such material has been instructed by the Engineer or is particularly required by the Bill of Quantities.

l- EARTH FILLING TO MAKE UP LEVELS OF CULTIVATED AREAS Earth filling to make up levels of cultivated areas shall be sub-soil free from excessive proportion of lime, any lumps or clay, rubbish, ash, clinker, concrete, weeds, roots, and the like. If filling needs to be imported the Contractor shall provide sample for approval by the Engineer. Filling shall be spread and consolidated in compacted layers not exceeding 150mm thick. Before such work is carried out the Contractor will give the Engineer twenty four (24) hours notice of his intention to commence work.

m- HARDCORE FILLING Hardcore filling shall be clean, hard, crush stone, gravel, broken brick or concrete from an approved source, free from fungal spores, laid and thoroughly compacted in layers not exceeding 250mm thick.

n- HARDCORE BEDS Hardcore beds shall be clean hard crushed stone, gravel, broken brick or concrete from an approved source, free from fungal spores, broken to a suitable size, and thoroughly compacted to the thickness shown on the drawings or in the Bills of Quantities. The material shall be broken to a suitable size to pass a 75mm mesh.

o- BLINDING Blinding shall be plain concrete (140 kg/cm2) thoroughly vibrated and compacted to form level surface to the finished thickness shown on the drawings.



p- SAMPLES

The Contractor shall state with his tender the type of imported fill he proposes to use. At the commencement of the contract suitable size samples shall be submitted for approval.



4. CONCRETE FORMWORK 4.01 CONCRETE FORMWORK INCLUDES:

Formwork for cast-in-place concrete structures Openings for Other Work Form Accessories Form Stripping

4.02 DESIGN REQUIREMENTS

Design and construction of formwork is the responsibility of the CONTRACTOR. Design formwork for vertical loads and lateral pressures in accordance with ACI 301, and

ACI 347. Design formwork system which is adequately braced and has adequate strength and stability to ensure

finished concrete within the specified tolerances. When necessary to maintain the specified tolerances, design camber into the formwork to compensate

for an anticipated deflection and creep due to the weight and pressure of the fresh concrete and construction loads.

4.03 QUALITY ASSURANCE

Perform work in accordance with ACI 301, 318, and 347.

4.04 QUALIFICATIONS

Design formwork under direct supervision of a Structural Engineer experienced in design of this work.

4.05 DELIVERY, STORAGE AND HANDLING

Deliver, store, protect and handle products to site. Store off ground in ventilated and protected manner to prevent deterioration from moisture.

4.06 COORDINATION

Coordinate this Section with other Sections of work which require attachment of components to formwork.

Prior to installing formwork, ensure that the long radius bends, required for concrete reinforcement will allow for correct placement of other rebar, anchor bolts and other embeds as well as providing the required concrete cover for the reinforcement.

4.07 FRAMING LUMBER

All framing lumber shall be stress graded. Lumber in direct contact with concrete shall be dressed on at least the contact side, with dressed or tongue and groove edges; other lumber may be dressed or rough.



4.08 BOARDS

Tongue and groove, Commercial Standard Douglas Fir or Number 2 common or better lumber, uniform 25mm thickness, to provide tight forms and of such moisture content as to prevent free absorption of moisture.

4.09 PLYWOOD FORMS

Exposed Surfaces in Finished Work: 16mm or 19mm thick, high density overlay Plyform, Class 1 or Class II Exterior, DFPA grade trademarked, edge sealed, complying with PS-1.

Concealed Concrete Surfaces: 16mm or 19mm thick, BB Plywood, Class 1 Exterior, DFPA grade trademark, complying with PS-1.

4.10 FIBERGLASS, PLASTIC AND METAL FORMS

May be used, subject to approval by the ENGINEER, if they produce the required concrete surfaces.

4.11 HARDBOARD

Tempered, S1S, not less than 5mm thick, in compliance with ANSI A135.4.

4.12 FORM TIES

Furnish ties designed for a minimum working strength, when fully assembled, of at least 11,000 N. Ties shall not be fitted with lugs, cones, washers or other devices which will leave a void in the concrete. Snap or wire ties are not acceptable. Use water seal ties in concrete exposed to hydrostatic pressure.

Concealed Work: Use tie type with adjustable length which will not leave holes or depression larger than 22mm in diameter in face of concrete when removed.

Exposed Exterior and Interior Work: Use a threaded, disconnecting type tie without cones.

4.13 FORM RELEASE AGENT

Nonstaining liquid product which imparts waterproof film to prevent adhesion of concrete and will not leave paint impeding coating on face of concrete surfaces scheduled to be painted or act as a bond breaker to surfaces scheduled to be tiled.

4.14 JOINT DEVICES AND FILLER MATERIALS

i) Premolded joint filler shall comply with ASTM D1752. Type I: Sponge Rubber, Type II: Cork, or Type III; Self-expanding cork.

ii) Construction Joint Devices: Integral galvanized steel. iii) Sealant and Primer: Refer to Section 07920

4.15 WATERSTOPS

Polyvinyl chloride, minimum 12 Mpa tensile strength, minimum 46 degrees C to plus 79 degrees C working temperature range, maximum possible lengths, ribbed profile, preformed corner sections, heat welded jointing.

4.16 SCREED CHAIRS

Galvanized steel chairs shall be used. Wood shall not be used.



4.17 CHAMFER STRIPS

25mm angle chamfer strips of material same as forms shall be placed at all edges and corners of beams and pedestals which will be exposed in the finished work.

4.18 EXAMINATION

Verify lines, levels, and centers before proceeding with formwork. Ensure dimensions agree with Contract Drawings.

4.19 EARTH FORMS

Hand trim sides and bottom of earth forms. Remove loose soil prior to placing concrete.

4.20 ERECTION - FORMWORK

Installation and removal of formwork shall comply with the recommendations of ACI 318, Chapter 6, and ACI 347.

Construct adequately braced formwork so resulting concrete surfaces conform to specified tolerances.

Brace forms adequately to retain forms in position during concrete placement and curing. Provide mortar-tight forms which conform to shapes, lines and dimensions shown and produce

smooth surface without fins and projections. Provide form liners at locations and surfaces as indicated on Architectural Contract Drawings and as

specified herein. All external edges of exposed concrete shall be chamfered by inserting 25mm angle strips in the

form, unless otherwise noted on the Contract Drawings.

4.21 APPLICATION - FORM RELEASE AGENT A. Apply form release agent on formwork in accordance with manufacturer’s recommendations. B. Coat forms with form release agent prior to placement of reinforcing steel. Do not allow excess coating

material to stand in puddles in forms nor to come into contact with concrete against which fresh concrete is to be placed.

C. Do not apply form release agent where concrete surfaces will receive special finishes which are effected by agent. Soak inside surfaces of untreated forms with clean water. Keep surfaces coated prior to placement of concrete.

4.22 INSERTS, EMBEDDED PARTS, AND OPENINGS A. Conduits and pipes shall be embedded in accordance with ACI 318 (Section 6.3). All embedded items

shall be coated in accordance with ASTM A153. B. Ensure items to be embedded in concrete are free from oil and foreign matter that would weaken bond

of concrete to such items. C. Install inserts, anchors, sleeves, reveals and other items specified elsewhere. Close ends of conduits,

and piping and sleeves embedded in concrete with caps or plugs. Ensure that anchor bolts do not come in contact with reinforcing steel.

D. Install waterstops continuous without displacing reinforcement at construction joints as shown on Contract Drawings and in accordance with manufacturer’s instructions.

E. Complete test on piping and other items before starting concrete placement.



F. Before depositing concrete, check location and support of piping, electrical conduits and other items

which are to be wholly or partially embedded. G. Provide openings and recesses where required. Furnish and install sleeves.

4.23 JOINTS

A. Unless otherwise directed, make contraction, expansion and construction joints only where shown. All

construction joints shall be wetted and standing water removed before new concrete is poured. Locate construction joints perpendicular to the main reinforcement. All reinforcement to continue across joints. Arrange construction joints in a manner that will allow the concrete to be placed in one continuous operation. Immediately prior to placing adjacent concrete, thoroughly clean and wet the joint surface. After wetting, apply a uniform coat of neat cement grout. Install joints in a manner that will least impair the structures. Contractor shall provide drawings showing location of all construction and control joints.

B. Form keyways as shown on Contract Drawings. C. Continue reinforcing steel and wire fabric across joints unless they are shown as being free to move. D. Provide control joints in floor slabs except where covering occurs, e.g., with tiles. Make maximum

distance between transverse contraction joints 5.0 meters as shown on Contract Drawings. E. Install premolded joint filler at locations shown. Extend filler from bottom of concrete to flush with

finished concrete surface or hold down below finish surface as shown on Contract Drawings.

F. Make splices in premolded filler in manner to preclude penetration of concrete between joint faces. G. Where premolded joint filler is held below finish concrete face, install insert in the form to leave a

proper size slot to receive sealant compound specified in Section 07920.

4.24 FORM CLEANING

Clean forms as erection proceeds, to remove foreign matter such as sticks, boards, loose rocks, sand, debris, etc. within forms.

Prior to placing concrete, forms shall be sprayed with contaminant free water to prevent loss of moisture from the concrete. Do not permit water to puddle.

In tall narrow forms, “Window” shall be provided on the bottom for cleaning out the forms.

4.25 FORMWORK TOLERANCES

Construct formwork to maintain tolerances required by ACI 301.

4.26 FIELD QUALITY CONTROL

Inspect erected formwork, shoring, and bracing to ensure work is in accordance with formwork design, and supports, fastenings, wedges, ties, and items are secure prior to placement of concrete.

4.27 REMOVAL OF FORMS AND SHORES

Forms and shores shall not be removed until concrete has attained sufficient strength to support its own weight and the imposed loads. Forms shall be removed when safety and serviceability are not impaired.

Store removed forms in manner that surfaces to be in contact with fresh concrete will not be damaged. Discard damaged forms.



5. CONCRETE REINFORCEMENT

PART 1 GENERAL

5.1.01 SECTION INCLUDES

A. Reinforcement, wire fabric and accessories for concrete structures.

5.1.02 RELATED SECTIONS

A. Concrete Formwork

B. Cast-in-place Concrete

C. Insulated Unit Masonry System

5.1.03 REFERENCES

A. American Concrete Institute (ACI)

315 - Details and Detailing of Concrete Reinforcement

315R - Manual of Engineering and Placing Drawings for Reinforced Concrete Structures.

318 - Building Code Requirements for Reinforced Concrete.

B. American Society for Testing and Material (ASTM)

A82 - Cold-Drawn Steel Wire for Concrete Reinforcement

A185 - Welded Steel Wire for Concrete Reinforcement

A616 - Rail Steel Deformed and Plain Bars for Concrete Reinforcement

A775/A775M-89 - Epoxy Coated Reinforcing Steel Bars

A884 - Epoxy-Coated Steel Wire and Welded Wire Fabric for Reinforcement.

C. Concrete Reinforcing Steel Institute (CRSI)

CRSI Manual of Standard Practice

D. American Welding Society

AWS D12-1- Recommended practice, for welding reinforcing steel, metal inserts and connections in reinforced concrete construction.

5.1.04 SUBMITTALS

A. Shop Drawings - Submit Bar Bending Schedules and Bar placement detailed drawings.

B. Certificates - Submit manufacturer’s certification that materials meet specification requirements.



C. Mill Test Reports - Submit mill test reports showing chemical and physical analyses performed in

accordance with ASTM A616 as modified by ACI 318.

5.1.05 COORDINATION

A. Coordinate work under provisions of project coordination.

B. Coordinate with placement of formwork, formed openings and other work.

5.1.06 DELIVERY AND IDENTIFICATION

A. Shipping - Ship reinforcing steel in bundles limited to one size and length. Equipment for handling bars shall have protected contact areas. Bundles of bars shall be lifted at multiple pick-up points to minimize bar to bar abrasion from sags in the bundles. Bars shall not be dropped or dragged. Bars shall be stored on protective cribbing. B. Identification - Tag each bundle at mill with waterproof tag showing name of mill, heat number, grade and size of bars and identifying number and shop drawing number. Tags shall not removed till reinforcement is in place.

PART 2 PRODUCTS

5.2.01 REINFORCEMENT

A. Reinforcing Bars - 420 MPa yield grade. Use deformed bars, unless otherwise indicated on the Contract Drawings. Deformed rebars shall be used for all foundations, columns, grade beams, walls, roof and all elements in contact with soil & water.

B. Welded Wire Fabric - ASTM A185, and SASO Specification SSA 224-1981.

5.2.02 ACCESSORY MATERIALS

A. Tie Wire - 1.5 mm minimum, carbon steel soft temper, nylon, epoxy or plastic coated.

B. Support for Reinforcement - As recommended by CRSI Manual of Standard Practice. All chairs, bolsters, bar supports, and spacers shall be coated or made of corrosion resistant material. Where concrete surfaces will be exposed to public view in finished structure use supports with plastic-protected legs or stainless steel legs.

5.2.03 FABRICATION

In accordance with the CRSI Manual of Standard Practice, and the following: Reinforcing bars shall be cut and cold bent in accordance with ACI 315 and ACI 318 to shapes and dimensions specified in the approved Bar Bending Schedules and then placed as shown on the detailed drawings. Do not bend or straighten bars so as to damage or weaken material. The Contractor shall review all bending details prior to fabrication to verify that concrete cover and anchor bolt clearances can be maintained.



PART 3 EXECUTION

5.3.01 INSPECTION

Inspection and repair of reinforcement shall be done as per manufacturer’s recommendations. The Contractor shall be responsible for repairing all damaged rebar. No concrete shall be placed until all rebars have been inspected and approved by the ENGINEER.

5.3.02 BAR SUPPORT AND SPACERS

Support bars by means of bolsters or chairs with no less than minimum required by ACI 315R.

5.3.03 PLACING AND FASTENING

Arrange and place reinforcing steel as shown on Approved Drawings. Welded wire fabric shall be rolled out flat in longest practical lengths. Lap joints one mesh plus 50mm. or 150mm minimum. Offset and laps of adjacent widths to prevent continuous lap. Fasten ends and sides of mesh at 400mm O.C. with tie wire.

Secure reinforcement positively against displacement during placing of concrete. Wire or clip bars together as recommended in CRSI Recommended Practice for Placing Reinforcing

Bars. Splices shall be tied with two wires. Maintain reinforcing steel accurately in locations shown. Before placement, ensure that reinforcement is free from dirt, mill scale, rust scale, oil, grease and other

foreign matter. Reinforcement in formed concrete shall be fixed in position by means specified in paragraph 3.02 A

above so that the necessary clearances from the surface of the concrete are maintained.

5.3.04 SPLICING Lap splice bars as shown on contract drawings. Welded or mechanical splices, when approved shall develop not less than 125 percent of minimum yield strength of bar. Avoid splicing at points of maximum stress. The minimum lap for a lapped splice shall be in accordance with ACI 318-89.

5.3.05 FIELD QUALITY CONTROL

Field inspection shall be performed under quality control approved plan.



6. CAST –IN-PLACE CONCRETE PART 1 GENERAL 6.1.01 SECTION INCLUDES

A. Portland cement cast-in-place concrete. B. Dry pack bedding mortar. C. Concrete Accessories


Concrete Formwork Concrete Reinforcement Concrete Finishing Concrete Curing Bituminous Damp-proofing.

5.2.01 REFERENCES

A. American Concrete Institute (ACI)

211.1 Standard Practice for Selecting Proportions for Normal, Heavy weight and Mass Concrete 301 Specifications for Structural Concrete for Buildings 303R Guide to Cast-in-Place Architectural Concrete 304 Recommended Practice for Measuring, Mixing, Transporting and Placing Concrete. 305R Hot Weather Concreting 309 Standard Practice for Consolidation of Concrete 311 Recommended Practice for Concrete Inspection 318 Building Code Requirements for Reinforced Concrete

B. American Society for Testing and Materials (ASTM) C31 Making and Curing Concrete Test Specimens in the Field C33 Concrete Aggregates C39 Compressive Strength of Cylindrical Concrete Specimens C94 Ready-Mixed Concrete C143 Slump of Portland Cement Concrete C150 Portland Cement C172 Sampling Freshly Mixed Concrete C231 Air Content of Freshly Mixed Concrete by the Pressure Method C260 Air-Entraining Admixtures for Concrete C494 Chemical Admixtures for Concrete C496 Splitting Tensile Strength of Cylindrical Concrete Specimens E329 Inspection and Testing Agencies for Concrete, Steel, and Bituminous Material as Used in Construction D1752 Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction.



6.1.04 SUBMITTALS

A. Submit under provisions of Section 01300. B. Design Mix.

Prior to placing concrete, submit design mixes for each class and type of concrete, certifying that

proposed concrete ingredients and proportions will result in concrete mix meeting specified requirements. Include the following data: - Minimum sacks of cement per cubic meter; - Maximum water content per sack of cement; - Percent of air-entrained - by volume; - Maximum nominal coarse aggregate size; - Weights of aggregate in saturated surface-dry condition; - Design slump; and - Admixture type and gram per cubic meter.

Include for each class and type of concrete as many mix designs as there are combinations of different ingredients or types of ingredients anticipated to cover requirements of the work.

Test Reports: Submit test reports of concrete compression, air content, and slump tests within twenty four hours after completion of each test.

Certificates: Submit:

Manufacturer’s certification that materials meet specification requirements. Ready-mix delivery tickets.

6.1.05 PROJECT RECORD DOCUMENTS

A. Submit under provisions of Section 01700. B. Accurately record actual locations of embedded utilities and components which are concealed from

view. 6.1.06 QUALITY ASSURANCE

A. Perform work in accordance with ACI 301 except as modified by ACI-318M. B. Conform to ACI 305R when concreting during hot weather. C. All testing, including requests and reports, are the responsibility of the Contractor. D. Failure to detect defective work or materials during testing will neither prevent rejection later when

such defects are discovered, nor will it obligate the OWNER to make final acceptance.

6.1.07 FIELD SAMPLES

Provide under provisions of Section 01400.

6.1.08 COORDINATION

A. Coordinate work under provisions of Section 01040. B. Coordinate the placement of joint devices with erection of concrete formwork and placement of

form accessories.



PART 2 PRODUCTS

6.2.01 CONCRETE MATERIALS

A. Cement: For all concrete below grade, and for structures containing liquids use Portland Cement, ASTM C150, Type V including the optional chemical requirements of Table 1-A and optional physical requirements of Table 2A. For concrete above grade Type I cement shall be used. All bagged cement shall be clearly marked with name of manufacturer. Any bag varying more than 3% shall be rejected.

B. Aggregates: Conform to SASO SSA 278/1982 and the following:

1. Fine: ASTM C33. Sand shall be clean, hard, durable, uncoated grains, free from deleterious substances. 2. Coarse: ASTM C33. Aggregate shall be crushed stone, gravel or other aproved inert material having

clean, hard, durable, uncoated particles. Maximum size aggregate shall be as follows: Footings, Slabs on ground and unreinforced concrete: ASTM C33, Gradation 467 (37.5 mm to 4.75

mm). Other concrete: ASTM C33, Gradation 57 (25 mm to 4.75 mm). Water: Potable.

6.2.02 ADMIXTURES

A. Air-entraining: ASTM C260 B. Water Reducing: ASTM C494, Type B (retarding), D ( water reducing and retarding) or G (water

reducing, high range and retarding) depending upon the temperature, humidity and wind conditions oat time of placement.

C. Calcium Chloride or Admixtures containing chloride salts shall not be used. D. Administering of the Admixtures shall be by means of automatic weighing at batching plants only.

6.2.03 ACCESSORIES

A. Epoxy Bonding Agent: For bonding new concrete to existing concrete use Sika’s Sikador Hi-Mod;

Adhesive Engineering Company’s Concresive 1001-LPL or 1170; Master Builder’s Brutem 17, or approved equal.

B. Vapor Barrier: A minimum thickness of 0.15mm (6 Mils) polyethylene sheet. C. Dry-pack Mortar: Dry pack mortar shall be composed of one part Portland Cement, two parts sand

with sufficient water that a mass of mortar tightly squeezed in the hand will retain its shape but will crumble when distributed.

D. All structural concrete shall have a minimum compressive strength of 27.58 Mpa (4000 psi) at 28 days. Lean Concrete beneath foundation, where specified on Contract Drawings, shall have a minimum compressive strength of 13.8 MPa (2000 PSI) at 28 days.

E. Inserts: As shown in Contract Drawings and shall be hot dipped galvanized. F. Dovetail Anchors Slots: Self securing 20 gauge galvanized metal packed with readily removable

material. G. Protection of concrete below grade: Comply with the requirements of section 07160.

6.2.04 JOINT DEVICES AND FILLER MATERIALS

Refer to Section 03100.



6.2.05 CONCRETE MIX

A. Mix and deliver concrete of the required strength & workability at the site. Addition of water to the

concrete at site will not be allowed. B. Provide concrete to the criteria given on Contract Drawings. C. Chemical Admixture: Quantity, preparation and mixing shall comply with the manufacturer’s directions

for use at temperatures when concrete will be placed. Calcium chloride shall not be used. D. Air Entrainment: Determine air content in accordance with ACI 301, Chapter 3, Table 3.4.1. E. Consolidation: Comply with ACI 309. F. Hot Weather Concreting: Comply with ACI 305R. G. Joints: Comply with ACI 301, Chapter 6.

PART 3 EXECUTION

6.3.01 EXAMINATION

A. Verify site condition under provisions of Section 01040. B. Verify requirements for concrete cover over reinforcement. C. Verify that anchors, seats, plates, reinforcement and other items to be cast into concrete are

accurately placed, positioned securely, and will not cause hardship in placing concrete. Use wooden templates for accurately positioning anchor bolts, if required.

6.3.02 PREPARATION A. Bonding New Concrete to Existing Concrete: Thoroughly clean and roughen existing concrete to a

full amplitude of 6mm by sand blasting or other mechanical methods. Apply an approved epoxy bonding agent to the contact surface in accordance with the manufacturer’s recommendations. Do not apply when the air temperature is less than 5 degrees C.

B. Thoroughly compact the sub-grade in accordance with Section 02210. 6.3.03 PLACING CONCRETE

A. Place concrete in accordance with ACI 301 and 304. B. Place vapor barrier as noted on Contract Drawing. Repair vapor barrier damaged during placement

of reinforcement. Repair with vapor barrier material. Lap over damaged areas minimum 150 mm and seal watertight. Wet the surface of mud slab beneath foundations just prior to concrete placement where lean concrete is specified on Contract Drawings.

C. Install joint devices in accordance with manufacturer’s instructions. D. Place concrete continuously between predetermined expansion, control, and construction joints. E. Consolidate concrete in accordance with ACI-301, and 309. F. Place floor slabs in saw cut pattern. Monolithic pours shall not exceed 110 sq. meters and shall be

as nearly square as feasible. Construction joints shall be located accordingly. G. Provide vertical V-notch type contraction joints on the outside face of retaining walls spaced no

more than 9 meters (30 ft.) apart horizontally. Locate per architectural Contract Drawings. H. Backfill shall be completed both in front and behind the retaining wall to the same finished level

before additional material is placed behind the wall. I. Just prior to the placement of concrete, forms shall be cleaned of all debris, sand and standing water.

In tall or narrow forms, windows shall be provided on the side of forms.



J. Concrete shall be deposited at or near its final position, eliminating the tendency to segregate when

it has flowed laterally into place. Concrete will be moved by shovel method only. No rakes will be used in concrete placement.

K. On sloping surfaces, concrete placement shall start at the lower portion of the slope and progress upward.

L. No concrete that has partially hardened or been contaminated by foreign material shall be placed in the forms.

M. Concrete shall not be dropped freely from a height of more than 1 m (3 ft.) and shall be distributed in uniform layers not to exceed 600 mm (2 ft.) in height, avoiding inclined layers and cold joints.

N. Slabs and beam stems shall be placed in one operation. O. Concreting once started, shall be continuous until a section is completed. When stoppage occurs,

construction joints shall be placed horizontally or vertically. As needed, provide keys and dowels. P. All concrete shall be thoroughly consolidated by vibrators, working concrete around reinforcement

and embedded fixtures and into corners of the forms. Vibrators shall be adequately sized as per ACI-309, Table 5.1.4.

Q. Vibrators shall not be used to move concrete laterally. Vibrators should be inserted and withdrawn vertically at intervals of five to twenty seconds duration and at points 460 mm to 750 mm (18 in to 30 in) apart, penetrating previously placed fresh concrete. Do not over-vibrate.

6.3.04 SURFACE TOLERANCES Comply with the recommendations of ACI 301, Chapter 11 for class A, B, or C tolerances.

6.3.05 CONCRETE FINISHING

A. Concrete Floor Finishing - Refer to Section 03345. B. Formed Surface: Finishes shall be produced by complying with the requirements of ACI 301,

Chapter 10. C. Horizontal Surface: Finishes shall be produced by complying with the requirements of ACI 301,

Chapter 11. D. Equipment Pads or Bases: Surfaces shall be steel trowelled unless otherwise noted on Contract

Drawings. Provide a Class A horizontal surface and finish the visible edges using a 12mm radius edger.

E. Wood float surfaces which will receive tiles with full bed setting system. F. In areas with floor drains, maintain floor elevation at walls; pitch surfaces uniformly to drain at

10mm per meter unless otherwise noted on Contract Drawing.

6.3.06 CURING AND PROTECTION

Refer to Section 03370. 6.3.07 FIELD QUALITY CONTROL

A. Field inspection and testing will be performed in accordance with ACI 301 and under provisions of

Section 01400. B. Qualifications of Testing Agency: Testing agency shall meet the requirements of ASTM E329. C. Samples: Sampling shall comply with ASTM C172. The testing agency shall take samples and

perform tests specified for each 40 cubic meters of fresh concrete or fraction thereof, but not less than one set of four cylinders for each day’s concreting



D. Tests:

1) Compression and strength tests: Each test shall consist of four standard 150mm by 300mm cylinders; two cylinders to be tested at the age of seven days and two cylinders at the age of 28 days. Specimens made to check the adequacy of the design for strength of concrete, or as a basis for acceptance of concrete, shall be made and laboratory-cured in accordance with ASTM C31. Additional tests of specimens cured entirely under field conditions may be utilized to check the adequacy of curing and protection of the concrete. Strength tests shall be in accordance with ASTM C39. 2) Slump tests: Tests for slump shall be made at the place of deposit and in accordance with ASTM C143. Tests shall be made on the first batch of each day’s delivery, whenever cylinders are made, after a change in mix proportions and as often as necessary to control slump required. If failure to meet specifications is indicated, a check on another portion of same sample shall be made immediately. If the second check also indicates failure, the batch shall be rejected. Slump should be as follows:

Max. Min.

Foundation, 130mm 50mm Walls and Footings

Building Beams, 100mm 50mm Walls and Columns

Slabs on Grade 75mm 50mm

3) Air entrainment tests: At least one test shall be made at the place of deposit for each day’s placing and as often as a change in consistency of the concrete mix is noted. For normal weight (stone) concrete the tests shall be made in accordance with ASTM C231.

E. Corrective action: When a cylinder falls below the specified strength for the location of concrete specified, the design mix and water content shall be adjusted to produce the specified strength for concrete that is subsequently placed. In addition, additional curing or replacement may be required for that portion of the structure where the questionable concrete has been placed.

6.3.08 PATCHING A. General: Surface defects, including tie holes, unless otherwise indicated shall be repaired

immediately after form removal. Honeycombed and other defective concrete shall be removed down to sound concrete. If chipping is necessary the edges shall be perpendicular to the surface or slightly undercut. No featheredges are acceptable. The area to be patched and an area at least 150mm wide surrounding the patch shall be dampened to prevent absorption of water from the patching mortar.

B. Application:

1) A bonding grout shall be prepared using a mix of approximately one part Portland Cement to one part fine sand passing a 0.6 mm (No. 30) mesh sieve, mixed to the consistency of thick cream. 2) The patching mixture shall be produced using the same materials and of the same proportions as used for the concrete, except that the coarse aggregate shall be omitted and the mortar shall consist of



not more than one part Portland Cement to 2.5 parts sand by damp loose volume. White Portland Cement shall be substituted for a part of the gray Portland Cement on exposed concrete in order to produce a color matching the color of the surrounding concrete, as determined by a trial patch. The quantity of mixing water shall be no more than necessary for handling and placing. The patching mortar shall be mixed in advance and allowed to stand with frequent manipulation with a trowel, without addition of water, until it has reached the stiffest consistency that will permit placing.

3) After surface water has evaporated from the area to be patched, the bond coat shall be well brushed into the surface. When the bond coat begins to lose the water sheen, the premixed patching mortar shall be applied. The mortar shall be thoroughly consolidated into place and struck off so as to leave the patch slightly higher than the surrounding surface. To permit initial shrinkage, the mortar shall be left undisturbed for at least 1 hour before being finally finished.

4) The patched area shall be kept damp for seven days. Metal tools shall not be used in finishing a patch in a formed wall which will be exposed.

C. The holes shall be filled solid with patching mortar.

6.3.09 DEFECTIVE CONCRETE

A. Concrete will be considered defective unless it is structurally sound, watertight, properly finished and within specified tolerances.

B. Concrete in place that is deemed structurally defective will be checked at the direction of the ENGINEER by drilled core specimens or other acceptable means. If testing of core specimens shows that strength is less than 85 percent of specified strength, the concrete will be considered defective.

C. Defective concrete shall be replaced unless other corrective action is approved by the ENGINEER.

D. Costs incurred in replacement and taking and testing of core specimens shall be borne by the

Contractor.



7. PORTLAND CEMENT PLASTER

PART 1 - GENERAL

7.1.01 SECTION INCLUDES

Portland cement plaster system on ceiling, interior walls & exterior walls.


Section 03300 Cast-in-place concrete. Section 04340 Reinforced Unit Masonary System. Section 07920 Sealant and Caulking. D. Section 09260 Gypsum Board System

7.1,03 REFERENCES

A. ASTM C91 Masonry Cement. B. ASTM C150 Portland Cement. C. ASTM C206 Finishing Hydrated Lime. D. ASTM C207 Hydrated Lime for Masonry Purposes. E. ASTM C144 Aggregate for Masonry Mortar. F. ASTM C631 Bonding Compounds for Interior Plastering. G. ASTM C897 Aggregate for Job Mixed Portland Cement Based Plasters. H. ASTM E119 Methods for Fire Tests of Building Construction and Materials. I. ASTM C926 Application of Portland Cement-Based Plaster. J. PCA (Portland Cement Association) - Plaster (Stucco) Manual.

7.1.04 SUBMITTALS

A. Submit under provisions of Section 01300. B. Product Date: Provide data on plaster materials, characteristics and limitations of products specified

(submittal shall include details of proposed mix).

7.1.05 MOCKUP

A. Provide mockup panel, location and size as per CLIENT Representative request. B. Accepted sample may remain as part of the work.

7.1.06 PERFORMANCE REQUIREMENTS

A. All plaster materials & their applications shall be in accordance with CLIENT’S approval.



PART 2 – PRODUCTS

7.2.01 PLASTER BASE COAT MATERIALS

A. Cement: ASTM C150, Normal - Type I Portland. B. Lime: ANSI/ASTM C206, Type S. C. Aggregate: Natural sand, within the following limits:

Sieve Size Percent Retained

No. 4 (4.75 mm) 0

No. 8 (2.36 mm) 0 to 10

No. 16 (1.18 mm) 10 to 40

No. 30 (0.60 mm) 30 to 65

No. 50 (0.30 mm) 70 to 90

No. 100 (0.15 mm) 95 to 100

D. Water: Clean, fresh, potable and free of mineral or organic matter which can affect plaster.

7.2.02 PLASTER FINISH COAT MATERIALS

A. Cement: As specified for plaster base coat, white color. B. Lime: As specified for plaster base coat. C. Water: Clean, fresh, potable and free of mineral or organic matter which can affect plaster. D. Aggregate: Aggregates for finish coat shall pass thru #8 sieve.

7.2.03 CEMENT PLASTER MIXES

A. Proportions for exterior wall: Portland cement , lime and sand aggregate shall be mixed in the following proportions:

1- Scratch coat - 1 bag of cement, 1/2 bag of lime, 0.142 - 0.170 cubic meter (5-6 cubic feet) of sand. 2- Brown coat - 1 bag of cement, 1/2 bag of lime, 0.170 - 0.198 cubic meter of sand. 3- Finish coat - 1 bag of cement, 1/2 bag of lime, 0.19 - 0.28 cubic meter (7-10 cubic feet) of sand.

B. A plasticized agent approved by CLIENT may be used in lieu of lime putty. C. Portland Cement Plaster Basecoats: Thoroughly mix plaster and aggregate in the proportions

specified herein, with only sufficient water to attain proper consistency for application. D. Portland Cement Finish Coats: Thoroughly mix materials with water to the proper consistency for

application. E. Plaster shall not be retempered. F. Proportions for interior wall and ceiling: Portland cement line and sand aggregate shall be mixed in

the following proportions.

base coat: 1 bag of cement, 1/2 bag of lime, 0.142-0.170 cubic meter (5-6 cubic feet) of sand.



Finish coat: 1 bag of cement, 1/2 bag of lime, 0.19-0.28 cubic meter (7-10 cubic feet) of sand.

PART 3 – EXECUTION

7.3.01 EXAMINATION

A. Verify that surfaces and site conditions are ready to receive work. 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.

D. Grounds and Blocking: Verify items within walls for other Sections of work have been installed. E. Mechanical and Electrical: Verify services within walls have been tested and approved.

7.3.02 PREPARATION

A. Protect surfaces near the work of this Section from damage or disfiguration. B. Dampen masonry surfaces to reduce excessive suction. C. Clean concrete surfaces of foreign mater. Clean surfaces using acid solutions, solvents, or detergents.

Wash surfaces with clean water. D. Roughen smooth concrete surfaces and apply bonding agent. Apply in accordance with manufacturer's

instructions.

7.3.03 PLASTERING

A. Apply plaster in accordance with ASTM C926. B. Apply scratch coat to a nominal thick of 3/8 inch (9mm), brown coat to a nominal thickness of 3/8 inch

(9 mm) and a finish coat to a nominal thickness of 1/8 inch (3 mm) over masonry surfaces for external walls.

C. Apply base coat and finish coat to a nominal total thickness of 1/2" for ceiling and internal masonry walls, 7/8" for internal concrete walls.

D. Moist cure brown coats for the external plaster and based coats for the internal plaster. E. After curing, dampen base coat prior to applying finish coat. F. Apply finish coat and wood float to a smooth and consistent finish. G. Avoid excessive working of surface. Delay trawling as long as possible to avoid drawing excess fines to

surface. H. Moist cure finish coat for minimum period of 48 hours. I. Rooms without suspended ceiling shall have walls up to ceiling. Rooms with suspended ceiling shall

have plaster extended 100mm beyond the finished ceiling level.

7.3.04 TOLERANCES

Maximum Variation from True Flatness: 1/8 inch in 10 feet (3 mm in 3 m).

7.3.05 SCHEDULES

Refer to drawings.



8. PAINTING

PART 1 - GENERAL

8.1.01 DESCRIPTION OF WORK

A. Work includes painting and finishing of all interior and exterior exposed items and surfaces throughout the project, and interior surfaces as shown on Drawings except as herein specified. Surface preparation, priming and coats of paint specified are in addition to shop-priming and surface treatment specified under other Sections, except as otherwise specified.

B. Work includes field painting of all exposed bare and covered pipes and ducts, hangers, all exposed steel and iron work and shop primed structural steel components, and primed metal surfaces of equipment installed under the mechanical and electrical work, as specified, or scheduled.

C. "Painting", as used herein means all coating systems materials, including primers, emulsion, enamels, intumescent compounds, sealers, fillers and other applied materials whether used as prime, intermediate or finish coats.

D. Paint all exposed surfaces, whether or not designated in "Schedules", except where the natural finish of material is obviously intended and specifically noted as a surface not to be painted. Where items or surfaces are not specifically mentioned, paint these the same color as adjacent similar materials or areas. If color or finish is not designated, the CLIENT REPRESENTATIVE will select these from standard colors available for materials systems, as specified or from sample board. provided by Client representative.

E. Paint all exposed mechanical and electrical equipment, conduit and pipes exposed on exterior or roof of buildings. Paint above regardless of type of material.

F. Paint floor lines.

8.1.02 REFERENCES

ASTM D16 - Definitions of Terms Relating to Paint, Varnish, Lacquer, and Related Products. ASTM D2016 - Test Method for Moisture Content of Wood. NACE (National Association of Corrosion Engineers) - Industrial Maintenance Painting). NPCA (National Paint and Coatings Association) - Guide to U.S. Government Paint Specifications. PDCA (Painting and Decorating Contractors of America) - Painting -Architectural Specifications

Manual. SSPC (Steel Structures Painting Council) - Steel Structures Painting Manual.

8.1.03 DEFINITIONS

o Conform to ASTM D16 for interpretation of terms used in this section.

8.1.04 SUBMITTALS

Submit under provisions of Contract Document. Product Data: Provide data on all finishing products. Samples: Submit two samples, 1 x 1 inch (25 x 25 mm) in size illustrating range of colors and textures

available for each surface finishing product scheduled. Samples: Submit two samples, 4 x 4 inch (100 x 100 mm) in size illustrating selected colors and

textures for each color selected.



Manufacturer's Instructions: Indicate special surface preparation procedures, and substrate conditions

requiring special attention.

8.1.05 QUALITY ASSURANCE

A. Include on label of containers: Manufacturer's Name: Manufacturer's Stock Number: Type of Paint: Color: Instructions for reducing, where applicable: Label analysis:

B. Tests: Where there is any question of dryness of surfaces, test surfaces. Test in the presence of the ENGINEER with reliable electronic moisture meter. Do not attempt to apply second or third coats without allowing the surface to dry in the minimum time recommended by the manufacturer.

8.1.06 FIELD SAMPLES

a) Provide field sample panel, 8 feet (2.4 m) long by 6 feet (1.8 m) wide, of each selected color illustrating paint color, texture, and finish.

b) Locate where directed. c) Accepted sample may remain as part of the work.

8.1.07 DELIVERY, STORAGE, AND HANDLING

a) Deliver, store, protect and handle products to site under provisions of section 01600. b) Deliver products to site in sealed and labeled containers; inspect to verify acceptability. c) Container label to include manufacturer's name, type of paint, brand name, lot number, brand code,

coverage, surface preparation, drying time, cleanup requirements, color designation, and instructions for mixing and reducing.

d) Store paint materials at minimum ambient temperature of 45 degrees F (7 degrees C) and a maximum of 90 degrees F (32 degrees C), in ventilated area, and as required by manufacturer's instructions.

e) Cement based materials shall be stored off the ground, under cover and in dry conditions.

8.1.08 ENVIRONMENTAL REQUIREMENTS

Do not apply materials when surface and ambient temperatures are outside the temperature ranges required by the paint product manufacturer.

Do not apply exterior coatings during rain or inclement weather, or when relative humidity is outside the humidity ranges required by the paint product manufacturer.

Minimum Application Temperatures for Latex Paints: 45 degrees F (7 degrees C) for interiors; 50 degrees F (10 degrees C) for exterior; unless required otherwise by manufacturer's instructions.

Minimum Application Temperature for Varnish and Clear Finishes: 65 degrees F (18 degrees C) for interior or exterior, unless required otherwise by manufacturer's instructions.

Provide lighting level of 80 ft candles (860 lx) measured mid-height at substrate surface.



PART 2 - PRODUCTS

Materials selected for coating for each type surface shall be the product of a single manufacturer except where specific requirements demand the use of a certain manufacturer for a specific coating. Contractor shall obtain approval from the ENGINEER.

8.2.01 MATERIAL (PAINT)

o Provide the best quality grade of various types of coatings as regularly manufactured by approved paint materials manufacturers. Materials not displaying manufacturer's identification as a standard, best grade product will not be acceptable.

8.2.02 COLORS

o Colors of paints will be selected by the CLIENT REPRESENTATIVE Representative. Where colors or materials to be painted are adjacent to the color of a refinished material, colors of paint shall match refinished item, where selected.

8.2.03 MIXING AND TINTING A. Deliver paints and enamels, ready-mixed, to the job site. B. Accomplish job mixing and job tinting only when acceptable to the CLIENT REPRESENTATIVE

Representative. C. Mix only in mixing pails placed in suitable fixed nonferrous or oxide resistant metal pans. D. Use tinting colors recommended by manufacturer for the specific type of finish. Primer coats shall be

off-shade color of finish coats.

PART 3 - EXECUTION

8.3.01 EXAMINATION

o Verify that surfaces substrate conditions are ready to receive work as instructed by the product manufacturer.

o Examine surfaces scheduled to be finished prior to commencement of work Report any condition that may potentially affect proper application.

o Test shop applied primer for compatibility with subsequent cover materials. o Measure moisture content of surfaces using an electronic moisture meter. Do not apply finishes unless

moisture content of surfaces are below the following maximums:

8.3.02 PREPARATION OF SURFACES

1) General: Perform preparation and cleaning procedures in strict accordance with paint manufacturer's instructions.

2) Remove all hardware, hardware accessories, machined surfaces, plates, lighting fixtures and similar items in place and not to be finish painted or provide surface applied protection, prior to surface preparation and painting operations. Reinstall removed items by workmen skilled in trades involved.

3) Correct defects and clean surfaces to be painted before applying paint or surface treatments. Remove oil and grease by mechanical cleaning. Program cleaning and painting so that contaminants from cleaning processes will not fall into wet, newly painted surfaces.



4) Plaster Surfaces: Fill hairline cracks, small holes, and imperfections with latex patching plaster. Make

smooth and flush with adjacent surfaces. Wash and neutralize high alkali surfaces. 5) Uncoated Steel and Iron Surfaces: Remove grease, mill scale, weld splatter, dirt, and rust. Where

heavy coatings of scale are evident, remove by wire brushing or sandblasting; clean by washing with solvent. Apply a treatment of phosphoric acid solution, ensuring weld joints, bolts, and nuts are similarly cleaned. Spot prime paint after repairs.

6) Shop Primed Steel Surfaces: Sand and scrape to remove loose primer and rust. Feather edges to make touch-up patches inconspicuous. Clean surfaces with solvent. Prime bare steel surfaces.

8.3.03 APPLICATION

I. General Requirements: 1) Do not apply initial coating until moisture content of surface is within the limitations recommended by

the paint manufacturer. Test with a reliable moisture meter.

2) Apply paint with suitable brushes (or spraying equipment).

a. Rate of application shall not exceed that as recommended by paint manufacturer, for the surface involved. b. Keep brushes and spraying equipment, clean, dry, free from contaminants and suitable for the finish required.

3) Comply with recommendations of the product manufactured for drying time between succeeding coats. 4) Apply additional coats of finish paint when undercoats, stains or other conditions show through the

final coat of paint. This process shall be repeated until paint film is of finish, color and appearance required.

5) Recoat primed and sealed walls where there is evidence of suction or unsealed areas in first coat. Contractor will correct the work to assure a finish coat with no burn through or other defects due to insufficient sealing.



9. THERMAL AND MOISTURE PROTECTION

BITUMINOUS, CEMENTITIOUS, EPOXY, DAMPPROOFING AND WATERPROOFING PART 1 - GENERAL 9.1.01 SECTION INCLUDES

This section includes hot or cold single or multiple coats of asphalt or bitumen or paint or sheet waterproofing and damp roofing as shown on the drawings and the requirements of the contract documents including but not limited to the following:- A. Cold applied bitumen waterproofing paint, or sheet to concrete and masonry and behind cladding,

plaster and ceramic tiles to wet area walls and slabs and at junctions of masonry walls and site concrete.

B. Protective high build epoxy resin waterproof coating to floors, walls and water tanks. C. Applied cementitious waterproofing to swimming pools. D. Two component acrylic modified Cementitious coating to stores, plant rooms, gutters and planters

where shown. E. Below grade damp proofing. F. Cavity wall damp proofing.

9.1.02 SYSTEM DESCRIPTION

A. Waterproofing System: Application of bituminous paint, sheet and coatings to prevent moisture

migration. B. Location: Where shown on drawings. C. Internal coating to potable water tanks. D. Protective coating to floors.

9.1.03 SUBMITTALS

1) Submit under provisions of Section 01330. 2) Product Data: Provide properties of proposed material. 3) Manufacturer's Installation Instructions: Including any special procedures. 4) Manufacturer's Certificate: Certify that Products meet or exceed specified requirements.

9.1.04 SUBMITTALS FOR REVIEW

Section 01300 - Submittals, Procedures for Submittals. Product Data: Provide manufacturers data on materials performance, properties, preparation, areas of

application, application, mixing, consumption. Submit shop drawings for review and approval showing the location, materials, construction details

including coordination with and incorporation into the overall construction. 9.1.05 QUALITY ASSURANCE

A. Perform work in accordance with manufacturer’s instructions. B. Test material samples in accordance with ANSI/ASTM D449 D450.



C. Maintain one copy of each document on site.

9.1.06 QUALIFICATIONS

Applicator: Company specializing in performing the work of this section with minimum five years

experience. 9.1.07 MOCKUP

A. Provide mockup of waterproofing systems under provisions o section 01400. B. Mockup may remain as part of the work.

9.1.08 ENVIRONMENTAL REQUIREMENTS

A. Maintain conditions recommended by manufacturer. 9.1.09 WARRANTY

A. Provide ten year warranty under provisions of Section 01700. B. Warranty: Include coverage for waterproofing failing to resist penetration of water. C. For warranty repair work, be responsible for removing and replacing materials concealing

waterproofing. PART 2 PRODUCTS 9.2.01 MATERIALS

A. Materials shall be as Tretolastic damp surface primer with 2 coats Tretol 202T bitumen solutions to wall manufactured by Tretol Bid Product Ltd. with Pluvex bitumen sheet manufactured by Ruberoid Building Products Ltd. or other equal and approved equivalent products to walls and floors of wet areas.

B. Non-toxic solvent high build, protective epoxy resin, as Ceilcote 180 manufactured by "Feb Master Builders" or other equal and approved equivalent products to linings of potable water tanks.

C. Two component acrylic modified cementitious coating, as Master seal manufactured by "Feb Master Builders" or other equal and approved equivalent products to floors and skirting.

D. Acceptable Manufacturers for Damp proofing: 1. W.R. Grace and Company or equal and approved. 2. Celotex Corporation or equal and approved. 3. FEB Products or equal and approved. 4. Derma bit or equal and approved.

E. Bituminous Damp proofing for Below Grade Applications (DAMP-1): Fiber reinforced (non-asbestos), solvent-base, non-sag asphaltic coating designed for toweled application and conforming to the following. 1) ASTM D-2822, Type 1. 2) Fed. Spec. SS-C-153C, Type 1, Class A and B.

F. Bituminous Damp proofing for Cavity Wall Applications (DAMP-2): Fiber reinforced (no

asbestos), solvent-base, semi-mastic asphaltic coating designed for sprayed application and conforming to the following.



ASTM D-2823 Fed. Specs. SS-A-694D.

G. Bituminous Damp proofing for Cavity Wall Applications (DAMP-2): Fiber reinforced (no

asbestos), solvent-base, semi-mastic asphaltic coating designed for sprayed application and conforming to the following.

H. Emulsified Bituminous Damp proofing for Below Grade Applications (DAMP-3): Fiber reinforced

(non-asbestos), water-base, non-sag asphaltic coating designed for toweled application on damp substrate and conforming to the following.

ASTM D-1227, Type 4. Fed. Spec SS-R-1781, Type 1

I. Emulsified Bituminous Damp proofing for Cavity Wall Application (DAMP-4): Fiber reinforced

(non-asbestos), water-base, non-sag asphaltic coating designed for spray application on damp substrate and conforming to the following.

ASTM D1227, Type 4. Fed. Spec SS-R-1781, Type 1.

J. Polyethylene Sheeting: 0.15mm thick, fungi resistant polyethylene sheeting conforming to

Voluntary Product Standard PS17-69. K. Neoprene Flashing: 1.5mm thick, fungi resistant polyethylene sheeting conforming to Voluntary

Product Standard PS17-69. L. Protection Board: Semi-rigid 12mm by 1200 mm by 2400 mm panels with a blend of asphalt and

inorganic mineral filler particles with asphalt-saturated felt and fiberglass met coating. Acceptable manufacturer and product:

a. Celotex Corporation or equal and approved. b. W.R. Meadows, Inc.: PC-2 Protection Course or equal and approved.

M. Water Tank: Flexible two part waterproofing membrane comprising of a liquid component of selected polymers and a powder component of selected cements, fillers and aggregates. Complies with:

AS/NZS 4020:2002 Testing of Products For Use In Contact With Drinking Water -Australian Water Quality Centre Report Number 4007/92.1595

AS4858 Class 11 Acceptable Manufacturer Crystallex or equivalent. PART 3 EXECUTION 9.3.01 EXAMINATION

A. Verify substrate surfaces are durable; free of matter detrimental to adhesion or application of waterproofing system.

B. Verify items which penetrate surfaces to receive waterproofing are securely installed. C. Flash around all penetration.

9.3.02 PREPARATION

A. Protect adjacent surfaces not designated to receive waterproofing. B. Clean and prepare surface to receive waterproofing in accordance with manufacturer's instructions.



C. Do not apply waterproofing to surfaces unacceptable to manufacturer or applicator. D. Apply mastic to seal penetrations, small cracks, or minor honeycomb in substrate.

9.3.03 APPLICATION

A. Install materials in accordance with the manufacturers instructions and prime surfaces in accordance with manufacturer’s instructions.

B. Apply to walls in internal wet areas up to height of tiling or stone cladding. C. Apply below external double skin masonry walls. D. Apply to concrete and block work below grade. E. Apply to all external concrete and block work backings to external cladding. F. Apply to under sides of sloping concrete canopies to receive finishes. G. Apply where shown on drawings. H. Fill depressions, holes, and cracks with a material compatible with the damp proofing. I. Provide bituminous damp proofing where indicated as DAMP-1 or DAMP-3 and on exterior side

of below grade walls where interior floor slab is below exterior grade. J. Expansion and Control Joints in Below Grade Walls: 1. Install joints before application of damp proofing. 2. Prime substrate which is to receive flashing adhesive as recommended by adhesive manufacturer. 3. Install continuous strip of neoprene flashing centered over joint. Roll into adhesive to ensure bond.

a. Ensure that center portion of neoprene flashing over joint (25mm from each side of joint center line) is not bonded. Do not stretch flashing over joint. b. Trowel flashing adhesive continuously along each edge of neoprene flashing to provide watertight seal.

4. Terminate under horizontal waterproofing above.

K. Spray applies bituminous damp proofing where indicated as DAMP-2 or DAMP-4 and on exterior of interior Wythe (within the cavity) of masonry cavity walls. Apply damp proofing to obtain a film thickness of not less than 1.5m.

9.3.04 PROTECTION OF FINISHED WORK

A. Where applicable protect finished work under provisions of Section 01500. B. Do not permit traffic over unprotected or uncovered membrane.

general specification for the construction of ground water …

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