Structural Specifications

BARWA COMPANY

BARWA CITY PHASE 1 - AMENITIES

DOHA, THE STATE OF QATAR

Volume 1 of 4

STRUCTURAL SPECIFICATIONS JULY 2010

PROJECT SPECIFICATION

I N D E X

BARWA COMPANY

BARWA CITY PHASE 1 - AMENITIES DOHA, THE STATE OF QATAR

VOLUME 1a OF 4

STRUCTURAL SPECIFICATIONS

JULY 2010

CONSULTANT

MZ & PARTNERS

Architectural and Engineering Consultancy P.O. Box 5785

Doha, The State of Qatar

BARWA CITY PHASE 1 - AMENITIES CONTENTS Division 03 - Concrete Division 04 - Masonry Division 05 - Metals Division 07 - Thermal and Moisture Protection Division 31 - Earthwork 311000 Site Clearing 312000 Earth Moving 315000 Excavation Support and Protection

ARCHITECTURAL & ENGINEERING CONSULTANCY M.Z. & PARTNER P.O. BOX 5785 Doha, Qatar

DIVISION - 03

CONCRETE

Division 03-Concrete Barwa Amenities – Phase 1

July 2010 MZ & Partners Page i of i

DIVISION 03

CONCRETE

TABLE OF CONTENTS 03000 GENERAL 03100 CONCRETE FORMS AND ACCESSORIES 03200 CONCRETE REINFORCEMENT 03250 CONCRETE ACCESSORIES 03300 CAST-IN-PLACE CONCRETE 03350 CONCRETE FINISHING 03360 CONCRETE FINISHES

03390 CONCRETE CURING


July 2010 MZ & Partners Page 1 of 28

DIVISION 03

CONCRETE

03000 GENERAL

A) SCOPE 1) Section provides specifications for concrete works such as concrete forms, accessories, reinforcements,

finishing, finishes and precast units. 2) Related Sections and Parts are as follows:

a) QCS 2007 Section 05 Concrete b) Division 02 Site Work c) Division 04 Masonry d) Division 05 Metals e) Division 07 Thermal and Moisture Protection

B) REFERENCES

1) AMERICAN CONCRETE INSTITUTE (ACI) ACI 309 Guide for Consolidation of Concrete

ACI 315 Standard Practice for Detailing Reinforced Concrete Structures

2) AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI)

ANSI Q9001 Quality Systems – Model for Quality Assurance in Design, Development, Production, Installation and Servicing

ANSI Q9002 Quality Systems – Model for Quality Assurance in Production, Installation, and Servicing

3) AMERICAL SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM A 820 Standard Specification for Steel Fibers for Fiber-Reinforced Concrete

ASTM C 31 Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C 40 Standard Teat Method for Organic Impurities in Fine Aggregates for Concrete

ASTM C 42 Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

ASTM C 88 Standard Test Method for Soundness of Aggregates by the Use of Sodium Sulfate or

Magnesium Sulfate.

ASTM C 114 Standard Test Methods for Chemical Analysis of Hydraulic Cement

ASTM C 117 Standard Test Method for Materials Finer than 75-micormeter (No. 200) Sieve in Materials Aggregate

ASTM C 127 Standard Test Method for Density, Relative Density (Specific Gravity) and Absorption of

Coarse Aggregate

ASTM C 128 Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion of Fine Aggregate

ASTM C 142 Standard Test Method for Clay Lumps and Friable Particles in Aggregates

ASTM C 143 Standard Test Method for Slump of Hydraulic Cement Concrete

ASTM C 172 Standard Practice for Sampling Freshly Mixed Concrete ASTM C 186 Standard Test Method for Heat of Hydration of Hydraulic Cement ASTM C 191 Standard Test Method for Time of Setting of Hydraulic Cement by Vicat Needle



ASTM C 192 Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory ASTM C 219 Standard Terminology Relating to Hydraulic Cement ASTM C 227 Standard Test Method for Potential Alkali Reactivity of Cement-Aggregate Combinations

(Mortar-Bar Method) ASTM C 289 Standard Test Method for Potential Reactivity of Aggregates (Chemical Method) ASTM C 295 Standard Guide for Petrographic Examination of Aggregates for Concrete

ASTM C 311 Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use

as a Mineral Admixture in Portland-Cement Concrete

ASTM C 586 Standard Test Method for Potential Alkali Reactivity of Carbonate Rocks for Concrete Aggregates (Rock Cylinder Method)

ASTM C 881 Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete ASTM C 920 Standard Specification for Elastomeric Joint Sealants ASTM C 989 Standard Specification for Ground Granulated Blast-Furnace Slag for Use in Concrete

and Mortars ASTM C 1064 Standard Test Method for Temperature of Freshly Mixed Portland Cement Concrete ASTM C 1077 Standard Practice for Laboratories Testing Concrete and Concrete Aggregates for Use in

Construction and Criteria for Laboratory Evaluation ASTM C 1105 Standard Test Method for Length Change of Concrete Due to Alkali-Carbonate Rock

Reaction ASTM C 1116 Standard Specification for Fiber-Reinforced Concrete and Shotcrete ASTM D 209 Standard Specification for Lampblack Pigment ASTM D 512 Standard Test Methods for Chloride Ion in Water ASTM D 516 Standard Test Method for Sulfate Ion in Water

ASTM E 154 Standard Test Methods for Water Vapor Retarders Used in Contact with Earth Under

Concrete Slabs, on Walls, or as Ground Cover ASTM E 329 Standard Specification for Agencies Engaged in the Testing and/or Inspection of

Materials used in Construction ASTM E 548 Standard Guide for General Criteria Used for Evaluating Laboratory Competence

ASTM E 1745 Standard Specification for Water Vapor Retarders Used in Contact with Soil or Granular

Fill under Concrete Slabs

4) BRITISH STANDARDS (BS) BS 12 Specification for Portland Cement BS 812 Testing Aggregates BS 882 Specification for Aggregates from Natural Sources for Concrete BS 1881 Methods of Testing Concrete BS 1881-108 Methods for Making Test Cubes from Fresh Concrete BS 1199&1200 Specification for Building Sands from Natural Sources



BS 4027 Specification for Sulfate-Resisting Portland Cement BS 4483 Steel Fabric for the Reinforcement of Concrete BS 5328 Methods for Specifying Concrete Including Ready-Mixed Concrete BS 8110 – 1 Structural Use of Concrete EN 197 Part 1: Cement. Composition, Specifications and Conformity Criteria for Common Cements

5) QASCO STEEL – QD 43

6) TESTING shall be as per QCS upon approval of the Consultant.

***End of Section***



03100 CONCRETE FORMS AND ACCESSORIES A) GENERAL

1) SUMMARY a) Section includes formwork for cast-in place concrete.

2) RELATED SECTIONS

a) Section 03200 Concrete Reinforcement b) Section 03300 Cast-in-Place Concrete c) Section 03390 Concrete Curing d) Section 04810 Unit Masonry Assemblies

3) REFERENCES

ACI 117 Standard Specifications for Tolerances for Concrete Construction and Materials. ACI 301 Structural Concrete for Buildings. ACI 318 Building Code Requirements for Reinforced Concrete. ACI 347 Recommended Practice For Concrete Formwork. ASTM D 1751 Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction (Non-

Extruding and Resilient Bituminous types).

4) SUBMITTAL a) As per QCS.

b) SHOP DRAWINGS

i) Submit all formwork and shoring shop drawings. Indicate the following: (A) Pertinent dimensions, openings, methods of construction, types of connections, materials,

joint arrangement and details, ties and shores, location of framing, studding and bracing, and temporary supports.

(B) Means of leakage prevention for concrete exposed to view in the finished construction. (C) Sequence and timing of erection and stripping assumed compressive strength at time of

stripping, height of lift and height of drop during placement.

(D) Vertical, horizontal and special loads in accordance with ACI 347, Section 2.2 and camber diagrams, if applicable.

(E) Notes to formwork erector showing size and location of conduits and piping embedded in

concrete in accordance with ACI 318, Section 6.3.

c) PRODUCT DATA i) Submit data on void form materials and installation requirements.

5) QUALITY ASSURANCE

a) For wood products furnished for the work of this Section, the Contractor shall comply with the applicable provisions of AF&PA National Design Specifications for Wood Construction.

6) DELIVERY, STORAGE AND HANDLING

a) As per QCS / Conditions of Contract. b) Deliver void forms and installation instructions in manufacturer's packaging. c) Store off ground in ventilated and protected manner to prevent deterioration from moisture.

7) COORDINATION

a) As per QCS / Conditions of Contract.

b) Coordinate this Section with other sections of work, which require attachment of components to formwork.



c) If formwork is placed after reinforcement resulting in insufficient concrete cover over reinforcement before proceeding, request instructions from the Consultant.

B) PRODUCTS

1) Formwork shall be wrought formwork and made of material approved by the Consultant. C) EXECUTION

2) CONCRETE FORMWORK a) The Building Contractor to submit formwork drawings and calculations for the approval of the

Consultant. b) Striking formwork shall be as per QCS 2007. c) Back propping to be shown on the formwork drawing to the approval of the Consultant. d) All formwork must be erected with level and flush surfaces and be sufficiently rigid and tight to

prevent loss of grout or mortar from the concrete. e) Any ties left in the finished concrete must terminate at least 50mm from the surface. f) All shuttering surfaces which have been previously used for formwork must be thoroughly cleaned of

any materials adhering to them before re-use. g) The surface of the formwork shall be evenly coated with an approved, non-staining, form releasing

agent. Care shall be taken to avoid contact with reinforcement. h) Under no circumstances will adhoc diesel oil based mixtures be permitted. i) All formwork must be true to line, plumb and sufficiently braced and shuttered to be rigid and free

from measurable deflection and distortion during concreting. j) Vertical supports must be supported on sole plates sufficiently large to prevent settlement during

construction. k) Slab formwork shall be cambered as shown on the drawings and /or as directed by the Consultant. l) A competent carpenter shall be present during all concreting operations involving formwork.

3) REMOVAL OF FORMWORK a) The removal of formwork after the concrete has set shall be carefully effected without shock or

disturbances and in such a manner as will not injure the concrete. Formwork shall not be removed without obtaining the approval of the Consultant.

b) Minimum mandatory periods that shall elapse unless otherwise agreed in writing by the Consultant

between the completion of the concreting operations and the removal of the formwork for various parts of the structures are given in the following list.

i) Surface temperature of concrete 16 deg C 7 deg C

ii) Minimum period before striking

(A) Vertical formwork to columns, wall and large beams 18 hours 18 hours

(B) Soffit formwork to slabs 4 days 7 days

(Props in place) (Props to slabs) 11 days 14 days

(C) Soffit formwork to beams 8 days 14 days

(Props left in place) (Props to beams) 15 days 21 days



iii) The above durations may be altered if the Contractor can prove adequacy of concrete strength at the time of striking formwork. However, to avoid deflection due to creep of concrete, props have to be left in place or gradually repropped to guarantee proper support.




03200 CONCRETE REINFORCEMENT A) GENERAL

1) SUMMARY a) Section includes reinforcing steel bars for cast-in-place concrete

2) RELATED SECTIONS

a) QCS 2007 Section 0511 Reinforcement b) Section 03100 Concrete Form and Accessories c) Section 03300 Cast-in-Place Concrete d) Section 03350 Concrete Finishing e) Section 04810 Unit Masonry Assemblies

3) REFERENCES

ACI 301 Structural Concrete. ACI 318 Building Code Requirements For Structural Concrete. ACI SP-66 Detailing Manual. ASTM A82 Steel Wire, Plain, for Concrete Reinforcement. ASTM A184 Fabricated Deformed Steel Bar Mats for Concrete Reinforcement. ASTM A185 Steel Welded Wire Fabric, Plain, for Concrete Reinforcement. ASTM A496 Steel Wire, Deformed, for Concrete Reinforcement. ASTM A497 Steel Welded Wire Fabric, Deformed, for Concrete Reinforcement. ASTM A615 Deformed and Plain Billet Steel Bars for Concrete Reinforcement. ASTM A616 Rail-Steel Deformed and Plain Bars for Concrete Reinforcement. ASTM A617 Axle-Steel Deformed and Plain Bars for Concrete Reinforcement. ASTM A641 Zinc-Coated (Galvanized) Carbon Steel Wire. ASTM A704 Welded Steel Plain Bar or Rod Mats for Concrete Reinforcement. ASTM A706 Low-Alloy Steel Deformed Bars for Concrete Reinforcement. ASTM A767 Zinc-Coated (Galvanized) Bars for Concrete Reinforcement. ASTM A775 Epoxy-Coated Reinforcing Steel Bars. ASTM A884 Epoxy-Coated Steel Wire and Welded Wire Fabric for Reinforcement. ASTM A934 Epoxy-Coated Prefabricated Reinforcing Bars. ASTM A955M Deformed and Plain Stainless Steel Bars for Concrete Reinforcement. ASTM D 3963 Practice for Selection of Coating Specimens for Appearance Measurements. AWS D1.4 Structural Welding Code - Reinforcing Steel. CRSI Manual of Practice. CRSI Placing Reinforcing Bars.



4) SUBMITTAL a) As per QCS.

b) SHOP DRAWINGS

i) Indicate bar sizes, spacings, locations, and quantities of reinforcing steel bending and cutting schedules, and supporting and spacing devices.

ii) Submit certified copies of mill test report of reinforcement materials analysis.

5) QUALITY ASSURANCE

a) Provide the Consultant with access to fabrication plant to facilitate inspection of reinforcement. Provide notification of commencement and duration of shop fabrication in sufficient time to allow inspection.

b) Reinforcements shall be free from loose scale, rust, oil, grease or any other matter that may impair

the bond between the concrete and the reinforcement. If required by the Consultant the reinforcement shall be thoroughly cleaned with wire brushes or by shot-blasting and protected against airborne dust and moisture.

6) QUALIFICATIONS

a) Detail reinforcement and prepare shop drawings in accordance with ACI 315 or BS 8666-2000.

b) WELDERS' CERTIFICATES i) Submit Manufacturer's Certificates, certifying welders employed on the Work, verifying AWS

qualification within the previous 12 months. 7) COORDINATION

a) As per QCS / Conditions of Contract.

B) EXECUTION 1) REINFORCEMENT BENDING

a) All reinforcing bars shall be carefully bent cold to the correct dimensions by experienced steel benders and in a manner that will not injure the materials. Bars must not be rebent or straightened after being fixed and no concrete shall be placed around the reinforcement until checking has taken place.

b) All reinforcement is to be stored off the ground in an area that has previously received a concrete

blinding. Cover all steel in stockpiles.

c) The Building Contractor shall be responsible for producing the necessary bar bending schedule which shall be approved by the Consultant before commencing the steel cutting and bending works. All bending and cutting shall comply with BS 8666-2000.

2) REINFORCEMENT FIXING a) The number, size, form and disposition of bars shall be strictly in accordance with the Drawings or as

directed by the Consultant and nothing shall be allowed to interfere with the correct positioning and fixing of the reinforcement.

b) All reinforcement shall be rigidly fixed in position and the concrete cover specified on the Drawings

shall be carefully maintained.

c) Tying wire shall either be: i) 1.6mm diameter soft annealed iron wire. ii) 1.2mm diameter stainless steel wire.

d) When concrete spacing blocks are used to maintain cover they shall not exceed 50mm square in section and shall be securely wired to the reinforcement to ensure that they are not displaced when the concrete is poured.

e) Spacing blocks shall be made from cement, sand and small aggregate mixed in proportions so as to

have comparable strength, durability and appearance to match the surrounding concrete.



f) All reinforcement following fixing is to be covered until immediately prior to final cleaning and pouring of concrete.

g) Top reinforcement shall be supported on steel chairs. Purpose made plastic spacers may be utilized

where concrete is to be rendered or clad upon approval of the Consultant. The contact area with formwork shall not exceed 0.5cm2. Spacers and chairs shall be sufficient in number to hold reinforcement firmly in position without sagging.

h) At joints in concreting, care must be taken to place in position before concreting all the bars which

will have to project for a succeeding portion of work into that which is being done. On no account are any bars to be left out for insertion into or on top of wet concrete during the process of concreting.

i) Should it be discovered after concreting that any reinforcement is not in the position shown on the

drawing either through being wrongly placed or through displacement during concreting, then, on the instructions of the Consultant, all concrete affected shall be cut out or such other measures shall be carried out as may be directed by the Consultant at his sole discretion and at the Building Contractor’s own expense. Bars passing through construction joints shall be maintained in position by battens.

j) A competent steel fixer shall be present during the whole time that concreting is in progress.

3) TOLERANCES

a) Tables of Tolerances for Placing Reinforcement Steel.

Item Specified Permitted Cover Tolerance ---------------------------------------------------------------------- Variation of 20 mm 3 mm Concrete 25 mm 3 mm Cover 35 mm 4 mm 40 mm 5 mm 65 mm 8 mm Variation from Indicated Spacing 25 mm

4) COVER TO REINFORCEMENT

a) Unless otherwise specified or shown on the drawings, the following table gives the minimum cover, which shall be maintained to any reinforcement in the works.

Items Minimum Cover -------------------------------------------------------------------------- Below Ground Without Tanking 40mm Columns 45mm Walls 45mm Ground Beams 40mm With Tanking 25mm Above Ground Column Internal 30mm Column External 40mm Beam Internal 25mm Beam External 40mm Slab 20mm




03250 CONCRETE ACCESSORIES A) WATER STOP BAR

1) Material shall be from:

FOSROC - UAE (super cast) SPEC - UAE GRACE CONSTRUCTION PRODUCT Or equal and approved

2) Refer to Specification Division 07 – THERMAL AND MOISTURE PROTECTION




03300 CAST-IN-PLACE CONCRETE A) GENERAL

1) SUMMARY a) Section includes cast-in place concrete, normal weight concrete, ready-mix concrete, concreting thick

sections, concreting for hot-weather working and water-tight construction.

2) RELATED SECTIONS a) Section 03100 Concrete Forms and Accessories b) Section 03200 Concrete Reinforcement c) Section 03250 Concrete Accessories d) Section 03390 Concrete Curing

3) REFERENCES

ACI 301 Standard Specification for Structural Concrete for Buildings. ACI 302 Guide for Concrete Floor and Slab Construction. ACI 304R Guide for Measuring, Mixing, Transporting and Placing Concrete. ACI 305R Hot Weather Concreting. ACI 306.1 Standard Specification for Cold Weather Concreting. ACI 308 Standard Practice for Curing Concrete. ACI 318 Building Code Requirements for Structural Concrete and Commentary. ASTM B221 Aluminum-Alloy Extruded Bars, Rods, Wire, Shapes, and Tubes. ASTM C33 Concrete Aggregates. ASTM C94 Ready-Mixed Concrete.

ASTM C150 Portland Cement. ASTM C260 Air Entraining Admixtures for Concrete. ASTM C330 Light Weight Aggregates For Structural Concrete. ASTM C494 Chemicals Admixtures for Concrete. ASTM C595M Blended Hydraulic Cements (Metric). ASTM C618 Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in

Portland Cement Concrete. ASTM C1017 Chemical Admixtures for Use in Producing Flowing Concrete. ASTM C1107 Packaged Dry, Hydraulic Cement Grout (Nonshrink). ASTM D994 Preformed Expansion Joint Filler for Concrete (Bituminous Type). ASTM D1190 Concrete Joint Sealer, Hot-Poured Elastic Type. ASTM D1751 Preformed Expansion Joint Filler for Concrete Paving and Structural Construction

(Nonextruding and Resilient Bituminous Types). ASTM D1752 Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and

Structural Construction.



4) SUBMITTALS a) Product Data : For Proprietary Materials and Items, including reinforcement and forming accessories,

admixtures, patching compounds, waterstops, joint systems, curing compounds, dry-shake finish materials, and others.

b) Design Mixes : For each concrete mix, included alternate mix designs when characteristics of

materials, project conditions, weather, test results, or other circumstances warrant adjustments

c) Steel Reinforcement Shop Drawings : Details of fabrication, bending, and placement, prepared according to ACI 315, "Details and Detailing of Concrete Reinforcement" or BS 8666-2000. Include material, grade, bar schedules, stirrup spacing, bent bar diagrams, arrangement, and supports of concrete reinforcement. Include special reinforcement required for openings through concrete structures.

d) Formwork Shop Drawings : Prepare shop drawings for formwork indicating fabrication and erection of

forms for specified finish concrete surface. Show form construction including jointing, special form joints or reveals, location and pattern of form tie placement. Prepare formwork drawings by or under the supervision of a qualified professional Consultant detailing fabrication, assembly, and support of formwork. The Consultant’s review is for general architectural applications and features only. Design and Engineering of formwork for structural stability and efficiency are the Building Contractor's responsibility.

e) Shoring and Reshoring : Indicate proposed schedule and sequence of stripping formwork, shoring

removal, and installing and removing reshoring.

f) Welding Certificates : Copies of certificates for welding procedures and personnel.

g) Qualification Data : For firms and persons specified in "Quality Assurance" Article to demonstrate their capabilities and experience. Include lists of completed projects with project names and addresses, names and addresses of architects/Engineers and owners, and any other information.

h) Material Test Reports : From a qualified testing agency indicating and interpreting test results for

compliance of the following with requirements indicated, based on comprehensive testing of current materials:

i) Material Certificates : Signed by manufacturers and Building Contractor certifying that each of the

following items complies with specified requirements: (A) Cementitious materials and aggregates (B) Form materials and form-release agents

i) Steel reinforcement and reinforcement accessories : A copy of the manufacturer’s test certificate for

ultimate strength, elongation and cold bending, together with the chemical analysis of the steel shall be submitted to the Consultant for each consignment of reinforcing steel delivered to the project site.

j) Fiber reinforcement

k) Admixtures : Material certificates in lieu of material laboratory test reports when permitted by the

Consultant. Material certificates shall be signed by the Manufacturer and the Building Contractor, certifying that each material item complies with specified requirements. Provide certification from admixture manufacturers that chloride content complies with specified requirements.

l) Waterstops

m) Curing materials

n) Floor and slab treatments

o) Bonding agents

p) Adhesives

q) Vapor retarders



r) Epoxy joint filler

s) Joint-filler strips

t) Repair materials 5) SAMPLES

u) Samples of materials as requested by the Consultant, with names, sources, and descriptions, including but not limited to the following: i) Color finishes ii) Normal-weight aggregates iii) Reglets iv) Waterstops, reinjectable hosing, water swelling gaskets v) Vapor retarder/barrier vi) Form liners vii) Joint fillers viii) Sealants

6) QUALITY CONTROL AND TESTING

a) GENERAL i) Perform Work in accordance with ACI 301.

b) TESTING LABORATORY

i) Employ an independent testing agency to perform tests and to submit test reports. ii) Be responsible for taking, identifying and delivering to the test laboratory all test samples called

for in this Specification. The testing laboratory shall be responsible for the testing. Collect all test results and deliver them to the Consultant in the format and detail as specified.

c) TESTING LABORATORY QUALIFICATIONS

i) The testing laboratory shall be accredited by NAMAS or an equivalent National Standard and shall have a Quality System in accordance with ANSI Q9001 or ISO 9001.

7) FRESH CONCRETE TEST (COMPRESSIVE STRENGTH TEST FOR STRUCTURAL CONCRETE)

a) Sampling, curing and testing shall be performed using the relevant procedures in BS 1881-108, BS 1881-111, BS 1881-116 and BS 5328-4. i) Samples for production concrete cubes shall be taken at the point of placement at the average

rate of one per 25 cu. m of concrete placed, with a minimum of one sample taken every day that the mix is used. A sample shall consist of four 150mm x 150mm x 150mm cubes molded and stored for laboratory-cured test specimens except when field-cured test specimens are required. One cube is for testing at 7 days after casting, two for testing at 28 days after casting, and one reserved for later testing if required.

ii) If frequency of testing provides fewer than 5 strength tests for a given class of concrete, conduct

testing from at least 5 randomly selected batches or from each batch if fewer than 5 are used. iii) When total quantity of a given class of concrete is less than 25 cu. m, the Consultant may waive

strength testing if adequate evidence of satisfactory strength is provided. iv) When strength of field-cured cubes is less than 85 percent of companion laboratory-cured cubes,

evaluate current operations and provide corrective procedures for protecting and curing the in-place concrete.

b) Records shall be kept of the mix details and position in the works of all batches of concrete and of all samples taken for cubes and other specimens and of their test results. A copy shall be supplied to the Consultant within 24 hours after recording/testing. Records shall contain, but not be limited to, the following information: i) Date, time, location, and volume of pour. ii) Ambient temperature and humidity. iii) Concrete temperature (at time of placement). iv) Cement type and manufacture. v) Concrete type and class. vi) Aggregate type and source.



vii) Admixture details and cement replacement materials such as microsilica, fly ash, GGBFS or the like.

viii) Water/cement ratio. ix) Identification of test cubes. x) Name of concrete testing service. xi) Date and time of sampling. xii) Method of compaction. xiii) Date of testing and results of test. xiv) Age of sample in days, weight in grams, density in kg/cu. m. xv) Crushing load in Newton and crushing strength in N/sq. mm. xvi) Signatures of person preparing cube and of person crushing cylinder. xvii) Results of testing.

c) For the 28-day tests, the concrete will be deemed to comply with the specified design strength if the average strength determined from all sets of 3 consecutive tests is at least equal to the specified design strength and no individual strength test falls below the specified design strength by more than 3.5 N/sq. mm. Any concrete not complying with the specified design strength shall be at risk for removal and replacement at the Building Contractor’s expense.

d) The 28-day cube crushing results shall be grouped consecutively in groups of 40 and each group

shall have a standard deviation less than 3.5 N/sq. mm. If the standard deviation is greater than or equal to 3.5 N/sq. mm, then concrete production shall be investigated by the Consultant and further tests on trial mixes may be required.

e) Tests shall be carried out at 7 days to establish a relationship between the 7-day and 28-day

strengths. This relationship shall be used to interpret future test results in order to predict the corresponding 28-day strength. The Consultant shall be advised immediately of any 7-day test result indicating that the corresponding 28-day strength will likely fail to meet the specified strength so that any necessary action can be taken to minimize the effect of such possible failure.

8) HARDENED CONCRETE TEST

a) General : The Consultant may request samples to be taken and tests carried out on any hardened structural grade concrete as specified below if he suspects that the concrete does not meet the specified requirements. If the tests confirm that the concrete does not meet the requirements of this Specification, then the Consultant may require the concrete to be removed at the Building Contractor’s expense.

b) Compressive Strength Tests : The Consultant may request cores to be drilled from a particular pour.

100 mm diameter cores shall be drilled as requested, in accordance with ASTM C 42, and sent for crushing. If the cores from that pour have an average compressive strength less than 85 percent of the characteristic strength or any individual core has a compressive strength less than 75 percent of the characteristic strength, it shall be evidence that the concrete from which it was taken is not in accordance with the specified requirements.

c) Concrete Cover : The Consultant may check the concrete cover over the reinforcement with a cover

meter. Any indication that the cover is generally less than the requirements shall be checked by limited surface concrete removal. If it is confirmed that the actual cover is generally less than specified, then the concrete shall be removed at the Building Contractor’s expense. In the case of localized lack of cover and where appearance is not important, a repair shall be effected by removal of the inadequate cover and the cutting back of concrete for 50 mm behind the reinforcement. Resurfacing of the concrete with the specified cover shall be carried out as a repair by a specialist subcontractor as specified in 03200.C4 of this division.

d) Absorption : A sample of three 75 mm diameter cores, 75 mm long, shall be taken from hardened

concrete if directed by the Consultant and tested in accordance with required concrete mixes and strength and as per requirement shown in the drawings. Should the absorption of any core exceed by more than 1 percent the highest approved test result, then the concrete from which it was cut shall be removed. No absorption test shall be required for blinding concrete.

e) Salt Content : Consultant may request samples to be taken from two 20 mm diameter drillings into

the concrete surface, spaced 75 mm apart. Each drilling shall proceed in 25 mm increments for a total depth of 100 mm and the dust from the 4 samples in each hole shall be sent for sulfate and



chloride content analysis in accordance with BS 1881. Should the tests show that the limits specified in BS 1881 are exceeded, the concrete shall be removed.

f) Nondestructive Testing : Impact hammer, sonoscope, or other nondestructive device may be used

but shall not be used as the sole basis for acceptance or rejection.

g) Additional Tests : The testing agency shall make additional tests of in-place concrete when test results indicate specified concrete strengths and other characteristics have not been attained in the structure, as directed by the Consultant. Testing agency may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C 42, or by other methods as directed.

9) STRENGTH OF CONCRETE

a) Concrete working strength shall be as shown on the Structural Drawings and its general notes that is 20N/mm2 for Blinding & 40N/mm2 for Structural Elements (Cube Characteristic Strength).

b) All construction methods and quality control shall be as per QCS 2007. c) All reinforcing bars shall be deformed high strength and shall conform to QASCO steel grade QD43

with minimum yield strength of 420N/mm2. d) All reinforced concrete OPC and gabbro aggregates shall have a crushing strength as indicated on

drawings and General Notes. e) Columns and RC walls shall have a crushing strength as indicated on the drawings and General

Notes. f) For ground slabs and beams concrete crushing strength as indicated on the drawings and General

Notes. g) All blinding concrete shall have a minimum crushing strength as indicated on the drawings and

General Notes. h) Blockwork shall have a minimum crushing strength of 7N/mm2 as indicated on General Notes. i) All RC shall have ordinary Portland cement unless noted otherwise on the drawings and General

Notes. B) PRODUCT

1) CEMENT a) GENERAL

i) Unless approval is given for the handling of cement in bulk all cement shall be delivered in sound and properly secured bags and stored in a dry weather-proof shed with raised wooden floor or other buildings approved by the Consultant.

ii) Cement shall be delivered in quantities sufficient to ensure there is no suspension or interruption

of the work of concreting at any time and each consignment shall be kept separate and distinct. Any cement that shall have become injuriously affected by damp or other causes shall at once be removed from the site.

b) SOURCE OF CEMENT

i) If change of source is proposed, the Building Contractor shall demonstrate that the original supplier cannot adequately fulfill the contract requirements.

2) AGGREGATES

a) GENERAL i) Refer to QCS 2007 Section 0502. ii) Concrete aggregates shall consist of crushed gabbro and natural sand having hard, strong and

durable particles. They shall be clean and free from harmful amounts of alkali, organic matter, clay films and shall contain no harmful material in sufficient quantity to affect adversely the strength or durability of the concrete and reinforcement.



iii) All aggregates for manufacture of concrete shall be stored on a drained concrete hard standing or approved surface to prevent the aggregates from being contaminated by the ground or other foreign matter, and each type of grading of aggregate shall be kept separate by the use of partition walls, etc. to the satisfaction of the Consultant.

iv) Cover aggregate and sand stockpiles at night and when not in use to prevent as far as practical

contamination for airborne salts.

b) COARSE AGGREGATE i) Coarse aggregate shall consist of crushed gabbro obtained by crushing sound hard limestone,

desert stone taken from sources approved by the Consultant, or sound, hard gabbro from approved quarry.

c) FINE AGGREGATE

i) Use of shell sand is strictly prohibited. The sand shall be obtained from the source approved by the Consultant. Fine aggregate shall contain not more than 3% by weight, or 6% by volume, of dust, soft or flaky particles, shells, congealed lumps, nodules of soft clay, shale, alkali or other contamination.

3) WATER

a) Refer to QCS 2007 Section 0504 b) Water used for mixing concrete shall be free from oil, grease, vegetable matter or other organic

impurities. The maximum content of dissolved chemical impurities shall not exceed 2000 p.p.m. Water from public reticulation systems for human consumption will be accepted without further test.

4) ADMIXTURE / ADDITIVES

a) Refer to QCS 2007 Section 0505. b) GENERAL

i) Should the Building Contractor wish to use concrete additives, he must first obtain written approval of the Consultant

ii) Admixtures or cements containing additives may not be used without the approval of the

Consultant. Amongst other considerations, the Consultant will not give approval unless: (A) The manufacturer, brand and chemical composition of the admixture is disclosed, (the use of

an admixture containing chlorides or inorganic sulphates will not be permitted).

(B) Sufficient time is available for trial mixes to be prepared and tested to ensure that the admixture does not have an adverse effect on the properties of the concrete.

(C) The Consultant is satisfied that correctly calibrated equipment is available to ensure that the

necessary control is exercised in the admixture’s use.

(D) Because the effects produced by chemical admixture may vary with the properties of other ingredients of the concrete, the test shall be repeated whenever the source of cement or aggregate is changed and the Consultant’s approval shall again be obtained.

c) BLINDING

i) Blinding concrete shall be as shown on the drawings or as specified on the General Notes.

d) STRUCTURAL CONCRETE i) Structural concrete shall be Grade as specified on the Drawings, OPC Gabbro aggregate with

high performance superplasticiser for slump retention and high strength concrete. Conform to BSEN 934-2, ASTM C494 as Types B, D & G.

5) MIX DESIGN & PROPORTIONS OF CONCRETE

a) The Building Contractor shall be responsible for designing concrete mixes to comply with the requirements of this specification and shall submit full details of his proposed trial mixes to the Consultant and obtain his approval.

b) Concrete mixes shall be of the grades as shown on the drawings.



C) EXECUTION 1) BATCHING AND MIXING CONCRETE

a) Refer to Section QCS 2007 Section 0507. b) The quantities of cement, fine aggregate and coarse aggregate shall be measured by weight. A

separate weighing device shall be provided for weighing cement or the cement may be measured by using a whole number of bags in each batch.

i) Under no circumstances shall sulphate resisting and ordinary Portland cement be used in the

same mix.

c) The weight of fine and coarse aggregate shall be adjusted to allow for the free water contained in the aggregate which shall be determined by a method approved by the Consultant immediately before mixing begins and thereafter as the Consultant requires. Aggregates from different sources shall not be mixed in the same batch without the approval of the Consultant.

d) Concrete shall be mixed in an approved type of mechanical weigh batcher unless otherwise agreed

by the Consultant. The hand mixing of concrete will not be allowed.

e) The weighing and water dispensing mechanisms of the mixer shall be maintained in a clean, serviceable condition and shall be zeroed daily and calibrated monthly or more frequently if the Consultant so directs.

f) The quantities of cement, each size of aggregate and water as indicated by the mechanisms

employed shall be within a tolerance of + 3% of the respective quantities per batch agreed by the Consultant.

g) Mixers shall not be loaded in excess of the manufacturer’s rated capacity, which shall be clearly

displayed on the mixer in terms of volume of mixed concrete.

h) The materials shall be mixed until they are uniformly distributed and the mix is of uniform consistency and color, but in no case for less than 2 minutes after all the materials have been added to the drum. The mixer shall revolve at the speed recommended by the manufacturer.

i) The mixer shall be thoroughly cleaned out before any fresh concrete is mixed, when it has been out

of use for more than 30 minutes or when the grade of concrete or type of cement is changed.

2) MIXING CONCRETE ON SITE a) Concrete mixing plants shall be installed at suitable positions on the site.

b) To the approval of the Consultant, concrete shall be mixed as near as possible to the place of

deposit in modern and efficient batch mixing machines. When changing from one type of cement to another, mixing plant shall be thoroughly cleaned.

c) Concrete shall be deposited as soon as possible after mixing. No concrete which has remained

unplaced for over 20 minutes shall be used in the work.

d) Normally hand mixing of concrete will not be allowed but where the total quantity of concrete is small the mixing (subject to the approval of the Consultant) may be done by hand. Not more than 1 cubic meter shall be mixed at one time.

3) PLACING OF CONCRETE

a) General : Comply with ACI 301, ACI 304, ACI 318, BS 8110 and BS 5328. Refer to QCS 2007 Section 0508.

b) Inspection : Before placing concrete, inspect and complete formwork installation, reinforcing steel,

and items to be embedded or cast in. Notify other trades to permit installation of their work. Concrete shall not be placed until the condition of the reinforcement, other embedded items, and the formwork has been inspected and approved by the Consultant.

c) Transportation : Concrete, after being discharged from the mixer, shall be transported as rapidly as

possible to its final position in the Work by agitator trucks, which shall prevent adulteration,



segregation, loss of workability or contamination of the ingredients. The containers that convey the concrete shall be kept clean and free from hardened or partially hardened concrete.

d) The addition of water at the point of discharge is prohibited and trucks shall have the water tank

completely disconnected from the drum. e) The use of chutes, spouts, skips and pumps shall be permitted if approval is obtained. Under no

circumstances shall any aluminum pipe or other conveying equipment containing aluminum be allowed to contact fresh concrete when it is conveyed to its point of placement.

f) Method of pouring and pouring sequence shall be submitted by the Building Contractor to the

Consultant’s approval.

g) Placing Concrete in Forms : Deposit concrete in forms continuously or in horizontal layers no deeper than 450 mm and in a manner to avoid inclined construction joints. Where placement consists of several layers, place each layer while the preceding layer is still plastic to avoid cold joints. If a section cannot be placed continuously, provide construction joints as specified. Deposit concrete to avoid segregation at its final location.

h) Concrete shall not be dropped into place from a height exceeding 1.5m nor through dense reinforcing

steel, which could cause segregation of the coarse aggregate. Structural concreting against open excavation will not be permitted, as the concrete cannot be coated afterwards.

i) When vertical lifts of concrete are interrupted or delayed for more than one hour, the surface of the

unfinished concrete shall be thoroughly cleaned and washed with cement grout immediately before fresh concrete is added and the first layer of new concrete placed shall not exceed 150mm depth and particular care shall be taken with compaction of this new layer to ensure good bond.

j) Method of pouring and pouring sequence shall be submitted by the Building Contractor to the

Consultant’s approval.

k) Do not add water to concrete during delivery, at Project site, or during placement, unless approved by the Consultant.

l) Deposit concrete continuously or in layers of such thickness that no new concrete will be placed on

concrete that has hardened enough to cause seams or planes of weakness. If a section cannot be placed continuously, provide construction joints as specified. Deposit concrete to avoid segregation.

m) Deposit and consolidate concrete for floors and slabs in a continuous operation, within limits of

construction joints, until placement of a panel or section is complete.

n) Consolidate concrete during placement operations so that concrete is thoroughly worked around reinforcement and other embedded items and into corners.

o) Maintain reinforcement in position on chairs during concrete placement.

p) Screed slab surfaces with a straightedge and strike off to correct elevations.

q) Slope surfaces uniformly to drains where required.

r) Begin initial floating using bull floats to form a uniform and open-textured surface plane, free of

humps or hollows, before excess moisture or bleedwater appears on the surface. Do not further disturb slab surfaces before starting finishing operations.

s) Compaction and Vibration : Full compaction of the concrete shall be achieved throughout the entire

depth of the layer. It shall be thoroughly worked against the formwork and around the reinforcement and successive layers shall be thoroughly bonded together. Air bubbles formed during the mixing and casting shall be expelled. Particular care shall be taken where sloping formwork is used.

t) Consolidate placed concrete by mechanical vibrating equipment supplemented by hand spading,

rodding, or tamping. Use equipment and procedures for consolidation of concrete complying with ACI 309.



u) Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators vertically at uniformly spaced locations no farther than the visible effectiveness of the machine. Place vibrators to rapidly penetrate placed layer and at least 150 mm into proceeding layer. Do not insert vibrators into lower layers of concrete that have begun to set. At each insertion, avoid over vibration and limit duration of vibration to time necessary to consolidate concrete and complete embedment of reinforcement and other embedded items without causing mix to segregate.

v) Placing Concrete Slabs : Deposit and consolidate concrete slabs in a continuous operation, within

limits of construction joints, until completing placement of a panel or section. Consolidate concrete during placement operations so that concrete is thoroughly worked around reinforcement, other embedded items and into corners. Bring slab surfaces to correct level with a straightedge and strike off. Use bull floats to smooth surface free of humps or hollows. Do not disturb slab surfaces prior to beginning finishing operations. Maintain reinforcing in proper position during concrete placement.

w) Hot-Weather Placement : When hot weather conditions exist that would impair quality and strength of

concrete, place concrete complying with ACI 305 and as specified.

x) Cool ingredients before mixing to maintain concrete temperature at time of placement to below 30 deg.C. Mixing water may be chilled or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is the Building Contractor's option.

y) Maximum hard concrete temperature shall not exceed 72 deg. C and the temperature differential

shall not exceed 25 deg. C (68 deg. F).

z) No concreting operation shall be carried out at ambient temperature of 40 deg. C (104 deg. F) or more.

aa) Cover reinforcing steel with water-soaked burlap if it becomes too hot, so that steel temperature will

not exceed the ambient air temperature immediately before embedding in concrete.

bb) Fog spray forms, reinforcing steel, and sub-grade just before placing concrete. Keep sub-grade moisture uniform without puddles or dry areas.

cc) Use water-reducing retarding admixture when required by high temperatures, low humidity, or other

adverse placing conditions, as acceptable to the Consultant.

dd) Shade mixing plant and trucks, aggregates, water tank, and cement silo.

ee) Paint white the mixing plant, trucks, water tank, and cement silo. ff) Insulate the water tank and supply piping.

gg) Provide necessary shades over and around the concrete being poured to prevent sunrays from

coming into direct contact with the surface of the concrete and the formwork for a period of about 7 days (minimum from the time of pouring concrete).

hh) Concrete placing shall be completed as quickly as possible to reduce transit time.

ii) Curing of placed concrete shall be immediately carried out without damaging the surface of concrete.

4) EARLY LOADING

a) Concrete shall not be subjected to loading, including its own weight, which will induce a compressive stress in it exceeding 0.33 of its compressive strength at the time of loading, or of the specified 28 day strength.

b) The assessment of the strength of the concrete and the stresses produced by the loads shall be

subject to the agreement of the Consultant. 5) REMEDIAL WORK

a) Concrete exposed by the removal of formwork shall be inspected by the Consultant before any remedial work, subsequent coating or any other treatment, which would hinder the proper inspection



of the concrete is carried out. Any concrete, the surface of which has been treated prior to being inspected by the Consultant, shall be liable to rejection.

b) In the opinion of the Consultant does not comply with this specification or the drawings shall be cut

out and replaced by sound concrete. No plastering up such areas will be permitted.

c) Concrete which in the opinion of the Consultant is defective or which is not true to an acceptable line or level shall be cut out and rebuilt immediately, unless the Consultant agrees that a repair may be satisfactorily effected. This agreement shall not preclude the subsequent rejection of the repaired work.

d) The Building Contractor's method of repairing defective concrete shall be submitted to the Consultant

for his approval in each particular case. Concrete to be replaced shall be cut out to behind the reinforcement in the case of reinforced concrete or at least 150mm deep in the case of mass concrete, and in any case to a sufficient depth to remove all defective concrete. Fresh concrete shall then be placed against formwork which has been carefully aligned with the sound concrete on either side and properly wedged in position or applied by guniting or dry packed according to the position, nature and size of the area affected.

e) The repairs will be inspected by the Consultant and if in his opinion they are unsatisfactory, the

Building Contractor shall repeat the operations until the repairs are approved.

6) NORMAL WEIGHT CONCRETE a) GENERAL

i) The object of this specification is to produce impermeable and durable concrete of a consistently high quality and to the requisite strength throughout all of the works, taking into account the climatic conditions in Qatar and the aggressive agents, such as chlorides, sulphates, etc., which exist in the soils, ground water and natural aggregates. Strictly, follow general notes on approved construction plans.

b) CONCRETE FACEWORK

i) The exposed faces of all concrete shall be made true to line, fair and smooth and no rendering for the purposes of making good will be permitted.

c) TOLERANCES

i) The tolerances for insitu concrete members stated in the table below are for general use only and specified tolerances for plant and similar items shall be as directed or approved by the Architect.

ii) Permissible tolerance in concrete dimensions shall be:

STRUCTURE TOLERANCE Deviation from alignment of beams,

columns, walls, slabs and other items +13mm -13mm Top surface of slabs +6mm -6mm Maximum permitted fall in specified

horizontal surface 1 in 200 Cross sectional dimensions of beams,

columns, walls, slabs & other similar items +6mm -6mm Centres of pockets or holes with greater

lateral dimension not exceeding 0.150m +6mm -6mm Centres of pockets or holes with greater

lateral dimension exceeding 0.150m +13mm -13mm

7) READYMIX CONCRETE a) GENERAL

i) Ready-mixed concrete from an approved central batching plant may be used in the Works. Prior to the delivery of any concrete to the site, details of the proposed supplier shall be submitted to the Consultant for approval. Arrangement shall be made for the Consultant to inspect the plant if so required, and to be present during the preparation of trial mixes. The source of ready-mixed concrete shall not subsequently be changed without the further approval of the Consultant.



ii) The requirements of this specification in respect of materials testing, storage, batching and mixing, shall apply equally to the central batching plant. In particular, works test cubes shall be taken on site as specified irrespective of any cubes which may have been taken supplier.

iii) Extra water shall only be added at the site with the specific approval of the Consultant, and in the

event of such an addition, works test cubes shall be taken to check that the minimum strength requirements have been achieved.

iv) The concrete shall be transported to the site in an approved type of truck mixer or agitator truck

which apart from the cab and chassis shall be painted white and kept clean at all times. The discharge chute and other dirty areas shall be washed down after delivery to prevent spillage on the roads.

v) Copies of all delivery notes shall be submitted to the Consultant and shall include at least the

following information: (A) Name of supplier, serial number of ticket and date. (B) Truck number. (C) Name of Contractor. (D) Name of contract and location of site. (E) Grade of concrete. (F) Specified workability. (G) Type and source of cement. (H) Source of aggregate. (I) Nominal maximum size of aggregate. (J) Time of loading at supplier’s works. (K) Quantity of concrete. (L) Arrival and departure times of truck. (M) Time of completion of discharge. (N) Extra water added with the approval of the Consultant.

vi) The maximum concrete mixing time shall be 2 hours starting when cement is added to the mixer,

unless long distances render this impractical and the Building Contractor shall have previously demonstrated to the Consultant that concrete can be transported and mixed successfully for longer periods.

b) PUMPED CONCRETE

i) Concrete may only be transported by pumping if the following information is submitted to the Consultant for prior approval: (A) Details of mix design. (B) Details of pumping equipment. (C) Area and volume of concrete to be placed in one operation. (D) Distance over from which the concrete is to be pumped. (E) Details of standby equipment.

8) COMPACTION OF CONCRETE

a) The concrete shall be fully compacted throughout the full extent of the layer. It shall be thoroughly worked against the formwork and around any reinforcement and other embedded items without displacing them.

b) All corners of the formwork must be filled with concrete and shall be compacted to the extent that a

uniform mass free from voids is obtained and the finished surface shall be free from voids due to air bubbles.

c) Generally, the vibration of the concrete shall be continued until the period when the appearance of air

bubbles on the surface of the lift of concrete ceases. The timing of vibrating shall be as defined by the manufacturer and over compaction is prohibited. All operators involved shall have received proper instructions. No vibrators shall be fastened to the reinforcement and care shall be taken that no tubes attached to the immersion vibrators are permitted to foul the reinforcing bars or the internal surface of the shuttering.

d) Wherever laitance forms on the top of a layer of reinforced concrete it shall be removed within four

(4) hours after concreting and shall not be allowed to become hard.



9) CONSTRUCTION JOINTS a) Refer to QCS 2007 Section 0512.

b) All joints shall be designed in accordance with sound practice and shall be located to suit future

working stresses to avoid contraction cracks. Expansion and contraction joints shall be constructed in a manner and in positions as approved by the Consultant. The location and design of construction joints shall be approved by the Consultant before concreting is commenced.

c) Construction joints shall be formed at right angles to the axis of the member concerned and in

horizontal or inclined members the joint shall be formed by the insertion of rigid stopping-off forms. d) The forms shall be split along the lines of the reinforcement passing through them, so that each

portion can be positioned and removed separately without disturbance or shock to the reinforcement or concrete.

e) Stop ends made of expanded metal lath or similar material may only be left permanently in the

concrete if approval is obtained. Where such stop ends are used no metal may be left permanently in the concrete close to the surface of the concrete than the specified cover to the reinforcement.

f) In vertical members the upper surface of the concrete lift shall be horizontal and the external face of

the joint shall be neatly formed by means of a timber edging fixed to the formwork.

g) All contact surfaces of the existing concrete in the construction joint, except within 25mm of permanently exposed faces, shall be treated to remove laitance, together with any porous areas below the laitance, to expose the aggregate.

h) The treatment shall preferably consist of using a wire brush and water spray. Particular care shall be

taken not to disturb any of the remaining materials.

i) Before fresh concrete is placed against the joint the surface shall be cleaned of all loose materials and washed with water. All free water shall be removed immediately before placing the fresh concrete, which shall be well compacted against the joint.

10) CONCRETING THICK SECTIONS a) Take extra precautions when concreting section of 1000 mm thickness or more, to limit the

temperature difference between any two points within the section of about 20°C during the casting and curing period, so as to avoid cracking due to excessive thermal stresses. The proposed precaution shall be to Consultant’s approval. The Building Contractor shall provide a method statement to include all/any of the following measures: i) Keep cement content to a minimum by use of a special designed mix. ii) Use a low-heat cement in the designed mix iii) Replace cement with pulverised fuel ash (PFA) or other pozzolanic materials in such proportions

which shall not have any adverse effect on the strength and durability of concrete. iv) Use chilled water for making concrete. v) Provide an insulting layer on the exposed surfaces as part of the means of curing. vi) Install special cooling methods including the incorporation of circulation pipes in the concrete

section and circulate chilled water through them. vii) Install at least two thermocouples inside the section, one near the middle, and the other near the

edge, to accurately record temperature. viii) Place concrete in horizontal layers of about 500mm thickness to facilitate loss of heat from inside

and to achieve better compaction. ix) Concrete operation shall be carried out during night, if possible. x) Do not start water curing until inside concrete temperature dissipated sufficiently.

2) WATERTIGHT CONSTRUCTION

a) GENERAL i) All chambers constructed below the ground surface and all tanks to contain fluids, shall conform

to this article of the specification. ii) The Building Contractor is required to provide a watertight construction, which shall either contain

water within or without as where indicated. iii) If the concrete does not satisfy this requirement then it shall be made watertight by pressure

grouting the relevant areas as defined in this specification.



b) PLACING OF CONCRETE & TREATMENT OF JOINTS

i) All concrete shall be placed continuously between square butt joints.

ii) The joints shall be constructed to achieve full continuity and complete water tightness. They shall be prepared and treated to the satisfaction of the Consultant in the manner described as follows:

(A) The surface of the joint prior to the deposition of the next lift or section of the concrete shall

be free from all laitence scum. It shall show a lightly roughened texture over the full section of the work so that the tips of the aggregate are exposed, but not so grossly uneven as to cause porosity at the joint.

(B) Dependent on the age of the concrete, the methods of achieving this requirement are:

(1) By mist spraying the concrete face with water a few hours after castings. (2) By lightly chipping the hardened concrete face either by using:

1. A bush hammer with a suitable head or 2. A triple or multi-head descaling hammer or 3. Similar mechanical means approved by the Consultant.

iii) Chipping shall not be so vigorous that damage is caused to the projecting aggregate.

iv) Immediately before the assembly of the formwork for the next lift, the face of the joint shall be

swept clean and precautions shall be taken during assembly and before concreting to prevent fouling of the contact surface.

v) Immediately prior to depositing the new concrete, the surface shall be wetted and any surplus

water allowed to drain away or removed so that the joint is left in a damp condition.

vi) In walls the effective depth of formwork for each lift shall not be less than 1.150 M and first layer of concrete poured not less than 375 mm or greater than 450mm. The balance of the concrete in each lift shall be poured in successive layers of 300mm to 375mm.

vii) In the first layer of concrete in each lift shall be enriched, in agreement with the Consultant, by

reducing the aggregate/cement ratio approximately 10% while retaining the water/cement ratio of normal mix.

viii) Particular attention shall be given to the thorough compaction of concrete at the bottom of each

lift, vertical joint surfaces and stop ends.

ix) The Building Contractor shall ensure that the junction between the lower edge of the form work for the upper lift of concrete and the previously cast concrete forms a close fit, since seepage of mortar from the newly placed concrete could be a potential cause of failure in the water tightness of the structure.

x) The concrete slab adjacent to the wall shall be cast against a top horizontal form or other suitable

arrangements shall be made so that the junction of the base slab and wall may be cast in one. c) WATERLOGGED GROUND

i) In waterlogged ground, the site shall be kept free from water until the concrete has thoroughly set and the construction has advanced sufficiently to preclude floatation.

d) SHUTTER TIES

i) Shutter ties or supports which pass through the concrete may be used at the Consultant’s discretion provided that: (A) The stress in the ties is restricted to less than 80 N/mm2 with the wettest concrete likely to be

used; (B) To avoid the formation of voids, the ties shall be of the split variety with the gap adjusted

before concreting so that it is vertical;



(C) The ties shall not be closer to the faces of the wall than 25mm and the cone holes, which are left when the tie bolts are removed, and the coiled nuts are plugged with the driest possible cement/sand mortar so that the shrinkage on setting is reduced to a minimum;

(D) Water bars on ties shall not be used.

e) BACKFILLING OF TRENCHES i) Where basement walls are designed as propped cantilevers, backfilling behind the wall shall not

be undertaken until the propping wall, slabs or roof have been constructed and the concrete has hardened. When the floor slab or roof over the basement is complete, all water and debris which has collected in the basement shall be removed and all openings, including stairs and lifts, sealed or covered and maintained against the ingress of water and thereafter the basement shall be kept dry to enable any flaws to be detected as early as possible.

f) INSPECTION

i) After the works have been carried out, the construction shall be inspected, as required by the Consultant, and if leaks are found, they shall be pressure grouted at the Building Contractor’s expense as described below or repaired by a procedure, approved by the Consultant which is essentially a grouting technique. Internal rendering shall on no account be used.

ii) Whatever the procedure adopted for repair, it shall be without prejudice to the Building

Contractor’s responsibility to obtain a watertight structure.

g) REPAIR OF LEAKS i) Where inspection reveals points of weakness through which water penetrates they shall be

isolated.

ii) Except where the Consultant has approved another pressure grouting repair procedure, these defects shall be reflected by pressure grouting in the manner described. The grout may consist of either (a) cement, (b) cement and pulverised fuel ash (c) chemical, (d) resin to suit the nature of the particular area, or (e) other type subject to the approval of the Consultant.

h) PRESSURE GROUTING

i) The following is a brief description of the procedure to be adopted for pressure grouting. (A) TRACING AND DRILLING

(1) At or along each leak a series of holes shall be drilled starting 45mm diameter and deep enough to take a 20mm diameter socket and then continuing 20mm diameter to a depth of half the thickness of the concrete or 300mm in construction over 600 mm thick. In walls, the holes shall be slightly inclined for drainage. Spacing of the holes shall be determined by experience in each case.

(2) After fixing the socket and caulking which lead wool, a short length, about 300mm long,

of 20 mm steel tube shall be screwed into it, the other end of the tube being screwed to take a gas cock and quick release coupling for attaching the pump hose.

(B) GROUTING

(1) The pumps shall be a hand operated pressure grouting pump capable of producing a pressure of 200 psi (1.4 N/mm2) at the pump or a pump of equal or better performance, a pressure gauge shall be fitted.

(2) Before grouting operations begin a detergent solution shall be pumped into the concrete

until its appearance on the surface defines the defective area. This process of drilling fixing tubes and tracing if completed, standing water or detergent shall be drained from the tubes, or in the case of base slab, drawn off.

(3) The injection of grout shall then proceed. When it is judged that sufficient has been

injected the cock shall be closed and operations transferred to the next joint. Before grout in the tubes has hardened, a return to each tube shall be made in succession, the tube cleared and the injection of more grout attempted. It is essential to maintain pressure on the grout and it may be necessary to re-inject each tube several times.

(4) On the satisfactory completion of the grouting, the sockets shall be removed and the wall

made good. ***End of Section***



03350 CONCRETE FINISHING A) GENERAL

1) SUMMARY a) Section includes finish to concrete (shuttered surface).

2) RELATED SECTIONS

a) Section 03300 Cast-in-Place Concrete b) Section 03390 Concrete Curing

3) REFERENCES

ACI 301 Structural Concrete for Buildings. ACI 302 Guide for Concrete Floor and Slab Construction. ASTM E1155 Determining Floor Flatness and Levelness Using the F-Number System (Inch-Pound

Units).

B) EXECUTION 1) FINISH TO CONCRETE (SHUTTERED SURFACE)

a) BEAMS AND COLUMNS i) CLASS F 1: NON-EXPOSED SURFACES

(A) The shuttering shall consist of sawn boards, sheet metal or other suitable materials to give good support to the concrete. Appearance is not of primary importance for this class of formwork. It shall be used for surface against which backfill or further concrete is to be placed. Refer to Finishing Schedule of Architectural Plans.

ii) CLASS F 2 F: FAIR FACED

(A) The shuttering shall be wrought and thickness boards arranged in a uniform pattern. Alternatively, plywood, metal panels or other approved materials may be used, if they are free from defects. Joints between boards and panels shall be horizontal or vertical unless otherwise directed. This shuttering shall give a good finish to the concrete, and shall be normally used for internal faces of concrete exposed to view in locations where a high-class finish is not necessary. Refer to Finishing Schedule of Architectural Plans.




03360 CONCRETE FINISHES A) GENERAL

1) SUMMARY a) Section includes finishes to horizontal surfaces.

2) RELATED SECTIONS

a) Section 03300 Cast-in-Place Concrete b) Section 03390 Concrete Curing

3) REFERENCES

ACI 301 Specifications for Structural Concrete. ACI 303R Guide to Cast-in-Place Architectural Concrete Practice. ACI 308 Standard Practice For Curing Concrete. ASTM C150 Portland Cement.

B) PRODUCTS

1) FINISHES TO HORIZONTAL EXPOSED SURFACES. a) UNFORMED SURFACES (TOP OF SLAB)

i) Unformed surfaces shall receive one of the following finishes: (A) Class U1 The concrete shall be uniformly leveled and tamped. Class U1 shall be used for

all slabs with screed ,marbles)

(B) Class U2 When the concrete has hardened sufficiently the Class U1 finish shall be wood floated to give a uniform surface free from tamping marks. Class U2 shall be used for ramp.

(C) Class U3 When the moisture film has disappeared and the concrete has hardened

sufficiently to prevent laitance being worked to the surface, the Class U1 finish shall be steel troweled by hand or machine to produce a dense, smooth, uniform surface free from trowel marks. Class U3 shall be used for slabs with only troweled polyurethane or epoxy finishes.




03390 CONCRETE CURING A) GENERAL

1) SUMMARY a) Section includes initial and final curing of horizontal and vertical concrete surfaces.

2) RELATED SECTIONS

a) QCS 2007 Section 0510 Curing b) Section 03300 Cast-in-Place Concrete c) Section 03390 Concrete Finishing

3) REFERENCES ACI 301 Specifications for Structural Concrete. ACI 302.1 Guide for Concrete Floor and Slab Construction. ACI 308 Standard Practice for Curing Concrete. ASTM C171 Sheet Materials for Curing Concrete. ASTM C309 Liquid Membrane-Forming Compounds for Curing Concrete. ASTM D2103 Polyethylene Film and Sheeting.

B) EXECUTION

1) Once the shutter removed, concrete surface to be soaked with plenty of water and immediately treated with water based curing compound, complies to ASTM C-309 Type 1D ensuring continuous film is achieved.

2) Any curing compound traces shall be removed from the surface before coating works. 3) This can be made using stiff nylon brush, wire brush, sweep blasting or any other suitable materials

according to manufacturers recommendations.

4) Freshly placed concrete shall be protected and cured continuously for a minimum period of (7) seven days, having regard for the climatic conditions.

5) Curing measures shall, include the use of a surface sealing compound, watering covers, shades and any

other precautions the Consultant may require.

6) Where a proprietary curing membrane is proposed, it shall be used in accordance with the Manufacturer’s instructions and be sprayed on to the surface of the concrete. a) Immediately all free water has evaporated from the surface, or b) Immediately the formwork has been removed.

7) The method of curing adopted shall be as agreed by the Consultant having regard to the circumstances

of the particular case. 8) Where practicable, horizontal surfaces shall be flooded with ponded water to a depth of 50mm, and

vertical surfaces shall be wrapped with hessian and water continuously sprayed. In addition, polyethylene sheets shall cover the hessian during curing.

9) Precast concrete members shall be cured by applying a curing membrane or by immersion or by

continuous spraying as agreed with the Consultant. 10) Only clean, fresh water shall be used for curing. 11) Care shall be taken to protect all concrete work from damage by workers, plant or any other cause.

Where such damage does occur, the Building Contractor shall reinstate the damaged area to the approval of the Consultant. The cost of all remedial measures is the responsibility of the Building Contractor, together with any costs incurred through delays to further works.



12) The Building Contractor shall not cut away any concrete work without the written authority of the Consultant and the Building Contractor will be held responsible for the safety of any work damaged due to unauthorized cutting by himself or his Sub-Contractors.


***END OF DIVISION***

DIVISION - 04

MASONRY

Division 04-Masonry Barwa Amenities – Phase 1


DIVISION 04

MASONRY

TABLE OF CONTENTS 04000 GENERAL 04065 MASONRY MORTAR AND GROUT 04150 MASONRY ACCESSORIES 04810 UNIT MASONRY ASSEMBLIES

04820 REINFORCED UNIT MASONRY ASSEMBLIES



DIVISION 04

MASONRY 04000 GENERAL A) SCOPE

1) This Section covers the products, erection and all associated accessories for construction of concrete and clay masonry unit blockwork as well as requirements for stonework.

2) Related Sections and Parts are as follows

a) QCS 2007 Section 5 Concrete b) QCS 2007 Section 15 Thermal Insulation of Buildings c) QCS 2007 Section 24 Finishes to Buildings d) QCS 2007 Section 26 Painting and Decorating e) Division 03 Concrete f) Division 05 Metals g) Division 07 Thermal and Moisture Protection h) Division 09 Finishes

B) REFERENCES

1) The following standards referred to in this Part: a) BRITISH STANDARDS (BS) BS 12 Specification for Portland cement. BS 882 Specification for Aggregates from Natural Sources for Concrete BS 1014 Specification for pigments for Portland cement and Portland cement products. BS 4027 Specification for sulfate-resisting Portland cement. BS 4551 Methods of testing mortars, screeds and plasters. BS 4461 Specification for cold worked steel bars for the reinforcement of concrete.

BS 4483 Steel fabric for the reinforcement of concrete.

BS 4887 Mortar plasticizers. BS 5224 Specification for masonry cement. BS 5628 Code of practice for use of masonry. BS 5628-2 Structural use of reinforced and prestressed masonry. BS 5628-3 Materials and components, design and workmanship. BS 6073 Precast concrete masonry units. BS 6073-1 Specification for precast concrete masonry units.

BS 8000-3 Workmanship on building sites — Code of practice for masonry.

BS 6100-1 Glossary of building and civil engineering terms — Part 1: General and miscellaneous. BS 6100-5 Glossary of building and civil engineering terms — Part 5: Masonry. BS 6477 Specification for water repellents for masonry surfaces. b) QASCO STEEL – QD 43

C) DEFINITIONS

1) Definitions used in this Section follow the requirements of BS 6100 unless otherwise stated.



D) MATERIALS 1) Cement : Cement shall be Ordinary Portland Cement to BS 12. 2) Water : Water shall be as described under Division 03, Concrete works. 3) Aggregates : Coarse aggregate shall comply with BS 882 and shall be washed and graded up to 9.8mm.

Fine aggregate shall comply with BS 1200 Table 1 and shall be washed and mechanically graded. 4) CONCRETE BLOCKS

a) Concrete blocks shall comply with BS 6073 : Part 1 and 2. b) Blocks shall be obtained from an approved local factory. The recommended mix to obtain the

required compressive strength is as follows. 50kg : Cement (Cement for blocks below ground floor slab)

0.15 m3 : Fine aggregate 0.30 m3 : Coarse aggregate graded.

c) Concrete blocks shall be made in vibrated pressure machines, immediately after molding, blocks shall be placed on clean, level, non-absorbent pallets. Blocks manufactured on site shall be cured in the shade by being kept thoroughly moist with water applied by sprinklers or other approved means for a period of seven (7) days.

d) Blocks shall be hard, sound square and clean with well defined arrises free from cracks, flows, and

shall be 400mm long and 200mm high, unless otherwise shown on the drawings. e) The design of the cavities and webs of the hollow concrete blocks shall be to the approval of the

Consultant. The thickness of the face shell and of the membrane of solid portions shall not be less than 35 mm. The total volume of the cavities shall not exceed 50% of the volume of the blocks.

f) The dimensions of blocks shall be measured in accordance with Appendix A, BS 6073, Part 1.

i) Length x height x thickness (mm).

Coordinating Size 400 x 200 x 100 400 x 200 x 150 400 x 200 x 200

Notes:

1. Coordinating size is the size of the space allocated to the Block including the Joints and tolerance.

2. Work size is the actual size for manufacture within the tolerances as specified. ii) Block tolerance shall be as given below

Dimensions Work Size Length: +/- 3mm to 5mm +/- 2mm for any measurement

Height: +/- 3 mm to 5 mm +/-1.5 mm for the average of 7

measurements is any one block g) Blocks shall be tested for compressive strength whenever required by the Consultant. For each test

twelve (12) blocks will be selected by the Consultant. The average compressive strength for the gross area of hollow blocks shall be 70 kg/cm2.

h) Should a test not meet the above requirements, the batch of blocks from which the sample was

taken, will be rejected and shall be removed from the site.

5) CLAY BRICKS AND BLOCK a) Clay brick and blocks are those defined and described in BS 3921. The requirements for finish,

strength, water absorption and salt content are of utmost importance.



b) On broad principle the raw material for the manufacture is clay or shale or brick earth, dug and

prepared either by weathering or grinding depending on the consistency. Mixed and formed into brick/blocks shape prior to being dried and fired. Based on the type of clay available locally and its characteristics, the manufacture may adapt an approved process for developing the shape (i.e.) pressing, extrusion, soft moulding etc.

c) Hollow clay blocks, like all fired clay products shall posses the essential properties such as long life,

stability, free from drying, shrinkage and cracking. The clay brick and hollow blocks shall comply with BS 3921.

d) The approved sizes and compressive strength of the clay blocks are as follows:

i) Dimensions of Clay Masonry Blocks (otherwise shown on the drawings)

Nominal Dimensions (mm) Length Width Height

400 100 200 400 150 200 400 200 200

ii) Compressive Strength (otherwise shown on the drawings)

Minimum Average of the Compressive Strength = 7.0 N/mm²

e) APPROVED MANUFACTURERS Qatar Clay Bricks Co, Doha ELmaimani Red Bricks & Clay Products

or equal & approved.

E) TOLERANCE 1) Cement shall be stored in a weatherproof ventilated housing off the ground and away from any source of

water and dampness. These materials shall be stored in such a manner that they are used in rotation in the order of delivery.

2) Sands shall be stored separately according to type, on clean concrete hard standings and protected from

rain, dampness and the like.

3) Blocks shall be delivered to Site, stacked and stored to permit ventilation and protected from rain, dampness and the like.

4) In the event that any materials for use in this section deteriorate and become unusable due to inadequate

and poor storage, they shall be removed from site as instructed by the Consultant and replaced at the Building Contractors expense.

F) TOLERANCE

1) Blockwork shall be positioned, leveled and plumbed in accordance with BS 5606. Walls which are not built within the required tolerance shall be taken down and rebuilt.

G) WORKMANSHIP

1) Blockwork workmanship shall comply in general with the recommendations of BS 5628. 2) Blockwork shall be set out and built to the respective dimensions thickness and heights shown on the

Drawings and/or as instructed in writing by the Consultant. 3) Unless otherwise ordered, hollow block shall be used. In all closures, end blocks such as at door jambs,

window openings, window sills etc, and blocks of special lengths or size, shall be solid. The blocks shall be well soaked before being used and the tops of walls left off shall be wetted before work is recommended.



4) Blocks shall be laid in true and regular courses on a full bed of mortar of 10 mm average thickness, exclusive or any key in the jointing surfaces of the blocks. Sufficient mortar shall be used in bending and jointing to ensure that all keys are solidly filled. Where blocks abut against concrete each third course shall be tied thereto by means of approved galvanized steel ties.

5) All horizontal joints shall be properly level. The vertical joints shall be properly lined and quoins, jambs

and other angles plumbed as the work proceeds. 6) All walls shall be plumbed vertical. 7) Standard sized blocks shall be used wherever possible. Broken blocks shall not be used with out the

prior approval of the Consultant. Walls and partitions shall be bonded to one another at angles and junctions.

8) Joints on faces of block walls which are to be rendered or plastered shall be raked out for depth of 10mm

as the work proceeds. 9) Blockworks abutting concreting columns shall be secured with galvanized wire mesh cast into concrete

and built into every third coarse of block works. 10) Walls shall be carried up regularly without leaving any part more than one meter lower than another

unless the permission of the Consultant is first obtained. Work which is left at different levels shall be raked back.

11) The Building Contractor shall cut and fit block work as required, leave or form chases for edges of

concrete slabs, steps, ends of partitions, etc. Cut chases for pipes, conduits, etc and generally perform all cutting away for all trades. Wooden plates and door and window frames shall be bedded and exposed edges pointed in mortar and cramps shall be built-in.

12) All walls and partitions shall be properly cured by sprinkling water for a period of not less than three (3)

days after completion of laying the course.



H) MOCK-UP 1) Prior to the installation of masonry work a sample wall mock-up shall be provided together with bond and

joint tooling, shown or specified for the final works. 2) Build sample wall panel mock-up at the site, as directed, of full thickness and approximately 2.0 meter

high x 2.0 meter long, indicating the proposed texture and workmanship to be expected in the completed work.

3) Obtain Consultants acceptance of sample panel before proceeding with the final work. 4) Retain 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.

5) All internal walls shall be flush with the concrete columns on both sides depending on the thickness of the columns. Building Contractor shall submit proposals showing the different locations where such are required for the approval of the Consultant.

I) LOAD BEARING WALLS

1) Load-bearing walls shall be constructed in accordance with BSCP III Parts 2. 2) Where a horizontal or vertical joint is not solidly filled or where it is found that the Building Contractor has

used blocks other than the blocks specified the whole panel of wall will be considered suspect and will be removed and rebuilt at the Building Contractors expense.

J) NON-LOAD BEARING WALLS

1) Non-load bearing walls shall not be constructed at the same time as load-bearing wall but at least (2) two weeks after the roof or upper floor structure is completed. Torching into load bearing walls will not be permitted.

K) PROTECTION OF FINISHED BLOCKWORK

1) The Building Contractor shall ensure that the finished blockwork walling is not damaged by subsequent operations.

L) PARTITIONS

1) Block partitions shall have reinforced concrete bracing beams and columns as per drawings or as approved by the Consultant.

2) Stabilization of block partitions shall be done where indicated.

3) Provide rebates, toothing and the like at all vertical intersection of walling at every alternative courses. 4) All internal blockwalls and partitions shall extend up to the underside of the concrete slab, soffits, beams

and the like.

M) LINTELS 1) Prefabricated lintels shall comply with the requirements of B.S. 5977, Part 2, lintels shall be bedded on

cement and mortar and the Building Contractor shall allow for a minimum bearing at each end of 200mm. Cast in-situ lintels are also allowed subjected to the approval of the Consultant.

N) FIRE STOPPING

1) GENERAL a) All gaps, movement joints, expansion joints in floors, fire compartment walls and ceilings within each

floor, which are designed to withstand structural movement, seismic movement or thermal expansion & contraction, shall be fully sealed with attested and approved proprietary fire resisting seal, to resist the passage of fire and smoke.

b) All mechanical, electrical, ducting, plumbing and drainage services passing through openings, in

floors and through fire compartment walls and ceilings within each floor, shall be fully sealed to the opening with tested and approved proprietary fire stopping materials to resist the passage of fire and smoke.

c) Fire compartment walls within each floor shall typically include, but not be limited to the following:

walls separating kitchens from living areas, walls separating complete accommodation or office units



from common access areas such as corridor, lift accesses and emergency escape routes, and walls surrounding service shafts and electrical rooms.

d) Situations requiring the installation of such fire resistant joint seals include typically (but not

exclusively) the following : i) Walls terminating against the soffit of slab or beams. ii) Structural expansion joints in floors, walls and ceilings iii) Joints between block walls and steel or concrete columns iv) Joints between adjacent sections of block walls. v) Joints between edges of floor slabs and curtain walling members. vi) Gaps between fire door frames and adjoining walls.

2) FIRE RESISTANCE PERIOD a) Minimum two (2) hours as defined by the requirements of BS 476 : Part 20 : 1987, or for other period

of time if specified elsewhere in the documents.

3) MATERIAL SELECTION a) The fire stopping sealing materials shall be selected to be the most suitable for each individual

situation depending upon the anticipated movement, width, depth, and configuration of the joint gap, as required by and to the approval of the Consultant, and as recommended by the Material Manufacturer.

4) DESIGN

a) The detail design of each situation, based on the width, depth and design movement of the joint gap as detailed on the drawings, supported by the Fire Resistant Material Manufacturers technical data and independent Fire Test Assessments shall be submitted for approval by the Consultant prior to the construction of the walls or floors requiring the joint.

5) APPROVALS a) All fire protection materials to be assessed and tested by an independent fire test laboratory to the

approval of the Consultant, and to be approved by the concerned authority.

6) INSTALLATION AND QUALITY a) All fire stopping materials to be manufactured under the quality assurance of BS EN ISO 9002 : 194

(BS 5750 : Part 2). All materials to be installed strictly in accordance with the Manufacturers written instructions by suitable experienced and qualified installers.

7) TREATMENT FOR VARIOUS APPLICATIONS a) JUNCTION OF BLOCK WALLS TERMINATING AGAINST, SOFFITS OF BEAMS AND SLABS

i) The block wall shall be built so that the gap between the top of the wall and the soffit of slab/beam is a minimum of 20mm. The gap shall be packed with fire resistant foam backing or filled with mineral wool/rock wool as instructed by the Consultant. The ends to be filled with fire rated silicone sealant for a minimum depth of 20mm on both the faces of the wall/slabs.

b) METAL PIPE CROSSINGS

i) The annular space around the pipe shall be packed with rock wool / mineral wool and the ends shall be filled and sealed with fire rated silicone sealant to a minimum depth of 20mm. The size of the circular opening shall be maintained as the barest minimum as recommended by the mastic manufacturer.

c) NON-METAL PIPE CROSSINGS LESS THAN 50MM DIAMETER

i) The annual space around the pipe shall be packed with rock wool/mineral wool and the ends shall be filled and sealed with fire resistant mastic to a minimum depth of 40mm on each side. The size of the circular opening shall be maintained as the barest minimum as recommended by the mastic manufacture.

d) NON-METAL PIPE CROSSINGS OF DIAMETER 50MM AND MORE

i) Non metal pipes of diameter 50mm or more shall be provided with a pre-assembled graphite based intumescent wrap contained in a stainless steel housing, fixed around the pipe with metal fixings. Mineral wool/rock wool backing shall be provided as indicated. The size of the circular opening shall be maintained as the barest minimum as recommended by the mastic manufacturer.



e) SINGLE CABLE OR BUNDLED CABLES i) The annular space around cable or bundled of cable crossing walls and slabs shall be packed

with rock wool/mineral wool and the ends shall be filled and sealed with fire resistant mastic to a minimum depth of 40mm on one side for floor crossing and on both sides for wall crossings. The size of the circular opening shall be maintained as the barest minimum as recommended by the mastic manufacturer.

f) CABLE TRAYS CROSSINGS

i) Fire resistant intumescent putty shall be applied to a width of approximately 30 to 50 mm at the bottom of the bundles on the cable tray in the center of opening in the wall/slab. This layer shall be retained by fire resistant mortar on either side. The cable shall then be placed above this layer of mastic and mortar. The cables shall be covered by another 30 to 50 mm wide layer of fire resistant putty in the center of the opening as before and retained by layers of fire resistant mortar on either side. A G.I. plate/sheet shall then be placed above the layers and any gaps left above the plate/sheet shall be closed with concrete. The total thickness of the fire resistant intumescent putty shall not be less than 1/3 the total diameters of the cables. The mortar thickness shall be at least same as the putty thickness.

ii) In case where it is not possible to apply the putty below the cable a double layer of putty could be

applied on top of the cables and increasing the thickness of the surrounding mortar accordingly.

g) PVC DRAINAGE OR RAIN WATER PIPES (OF DIAMETER 50 MM OR GREATER) i) All PVC (or other plastic) drainage pipes which pass through fire rated walls or floors shall be

sealed with a proprietary intumescent collar to expand and completely seal hole through the wall or floor which would be left open due to the collapse of the PVC pipe during a fire.

h) A/C OR VENTILATION DUCTING

i) Where ducting passes through fire rated walls and floors, a proprietary fire damper as specified elsewhere shall be installed, mounted to the structural opening in a manner detailed by the damper manufacturer and to the approval of the Consultant. All surrounding gaps between the damper frame and the structural opening in the wall or floor shall be sealed with approved fire stopping materials.

i) INSULATED HOT OR CHILLED WATER PIPES

i) Where the insulation material is not fire resistant to BS : 476 : Pt20:1987, either approved fire stopping material shall be fully sealed up to the pipe and the insulation butted against the fire seal, or proprietary intumescent wrap fitted around the insulation to expand and completely seal the void between the pipe and the wall or floor which would be left by the burning insulation during a fire.

j) JOINTS AND GAPS

i) The joint shall be constructed to the gap size as detailed on the drawings, and shall be fully sealed with an approved proprietary fire resistant material tested to withstand the design movement of the joint, and the fire resistance.

ii) Install Fire Resistant Gap Mastic to the correct depth required, using foam backing rod to control

the seal depth as required for the Mastic. The face of the Mastic to be smoothed to a finish approved by the Consultant.

iii) The following products shall be provided as appropriate for the situation and as detailed on the

Drawings and to the approval of the Consultant.

(A) Silicone Sealant : Silicone Sealant shall be an elastic fire rated silicone sealant, fire tested to BS 476: Part 20 : 1987 and approved by F.O.C. (Fire Office Committee)

(B) Mastic : Mastic shall be an intumescent, graphite based mastic with expansion pressure of

minimum 7 bar and fire tested to BS 476 : Part 20 : 1987 and approved by FOC.

(C) Intumescent Putty : Intumescent putty shall be a putty based on graphite and shall have a 7 bar expansion pressure and shall be tested to BS 476: Part 20 : 1987 and approved by FOC.



(D) Backing Foam : Backing foam shall be a one component, ready to use, polyurethane based adhesive expanding sprayed foam. It shall be fire tested to BS 476 : Part 20 : 1987 and exhibit one hour integrity rating.

(E) Mineral Wool/Rock Wool : Rock wool/mineral wool for fire stop application shall be of

minimum 45kg/m3 density. O) VIBRATED CONCRETE

1) MOULDING a) The products may be produced by any process. The escape of the finer particles of mortar during the

process of manufacturer shall be prevented as far as practicable.

P) HYDRAULICALLY PRESSED CONCRETE 1) A product described as “Pressed” shall only be made by employing a pressure of not less than 7N/MM2

over the entire surface receiving the pressure.




04065 MASONRY MORTAR AND GROUT A) GENERAL

1) SUMMARY a) Section includes mortar and grout for masonry.

2) RELATED SECTIONS

a) QCS 2007 Section 1302 Mortar and Grout b) QCS 2007 Section 1303 Reinforced Unit Masonry c) QCS 2007 Section 1305 Masonry Laying d) Section 04810 Unit Masonry Assemblies

3) REFERENCES

BS 890 Building lines BS 1014 Pigments for Portland cement and Portland cement products

BS 4721 Ready-mixed building mortars

BS 4887 Mortar admixtures

BS 5980 Adhesives for use with ceramic tiles and mosaics

PD 6472 Guide to specifying the quality of building mortars

B) PRODUCTS

1) CEMENT : Qatar National Cement

2) SAND : washed sand C) EXECUTION

1) Mortar shall consist of 1 part cement to 4 parts of sand by volume. Mortar for pointing facing concrete blocks shall be prepared using white cement unless otherwise mentioned. When blockwork is constructed below ground level, sulphate resisting cement shall be used.

2) Should the Building Contractor wish to use a plasticizer with mortar, then the mortar shall consist of 1

part cement to 4 parts sand with plasticizer added and used strictly in accordance with the manufacturer’s instructions. The plasticizer must be approved by the Consultant before use.

3) Mixing shall be carried out by means of an approved mechanical batch mixer. The mortar shall be mixed

dry until a uniform mix is obtained. Sufficient water shall then be added and the mixing continued until a homogenous mix is obtained. Excess water shall not be used in the mix.

4) All mortar shall be used before the initial set has taken place and on no account shall mortar which has

commenced to set be re-mixed with water or new batches and used.




04150 MASONRY ACCESSORIES A) GENERAL

1) SUMMARY a) Section includes anchor and tie system, joint control, reinforcement and lintels associated with

masonry works.

2) RELATED SECTIONS a) QCS 2007 Section 01 General b) QCS 2007 Section 06 Concrete c) QCS 2007 Section 1303 Accessories d) Division 03 Concrete e) Section 04810 Unit Masonry Assemblies

3) REFERENCES

BS 1449 Steel plate, sheet and strip BS 2989 Hot-dip zinc coated steel sheet and coil

B) EXECUTION

1) This part is compliant with relevant structural parts of details and General Notes.

2) WALL TIES BETWEEN BLOCKWORKS AND RC ELEMENTS a) All connections between block walls or partitions and concrete or steel columns are to be reinforced

at maximum 400 mm centers by means of galvanized expanded metal as directed by the Consultant or approved proprietary ties shot fired to the column and built into and fully embedded in the mortar joints of the block walls or partitions.

b) Galvanized expanded metal ties as directed by the Consultant are to be a width that will allow 20 mm

clearances from each face of the wall or partition and be embedded for a minimum distance of 200 mm in the mortar joint.

3) INTERSECTING WALLS AND PARTITIONS

a) Walls and partitions are to be bonded or tied to one another at junctions, unless movement joints are indicated.

b) If ties are used, they shall consist of 3 x 20 mm galvanized steel as directed by the Consultant fully

embedded in the horizontal mortar joints at vertical spacing not exceeding 600 mm. c) The ends of the ties are to project a minimum of 75 mm into each wall or partition.

4) JOINTS BETWEEN PARTITIONS AND FLOOR SOFFITS

a) Non-load bearing internal walls and partitions shall be built-up to leave a 20 mm joint between the top of the wall or partition and the soffit of the slab.

b) After the walling has thoroughly dried out and the expected deflection in the slab due to dead load

has taken place, the joint is to be filled solid with a Class M7 mortar in accordance with the relevant provisions of QCS 2007 Section 13 Part 2.

c) Where concrete slabs are supported on blockwork, a layer of polythene sheet is to be provided

between the top of the wall and the slab for the full width of the wall.

5) FILLING HOLLOW BLOCKS a) In the following situations, the cavities of hollow block walls are to be filled solid with either Class M7

mortar in accordance with the relevant provisions of QCS 2007 Section 13 Part 2 or concrete Grade C15: i) Jambs of all openings ii) Ends, angles and junctions of walls and partitions iii) Junctions of walls and partitions with columns iv) At Sills v) At tops of partitions, if so specified vi) To provide a solid fixing for false ceiling perimeters



b) The filling to courses is to be supported on a strip of expanded metal lathing embedded in the joint below.

c) Walls which are to be filled solid are to be built up in lifts not exceeding 1200 mm and be filled after allowing a minimum period of 24 hours to elapse to enable the mortar to harden.

d) The initial compaction of the concrete is to be carried out by hand using a 25 x 50 mm wooden rod or

by vibrator. The final compaction shall take place 10-15 minutes after initial compaction.

6) EXPANDED METAL LATH a) All plastering accessories, plaster stops etc. shall be galvanized steel for internal and external use.

Where block walls about concrete columns, beams or slabs and the plaster finish is required to continue over both the block work and the concrete surface wiremesh reinforcement shall be provided.

b) This reinforcement shall consist of 200mm wide strips of galvanized steel wiremesh which shall cover

the whole length of the joint, horizontally as well as vertically and shall be securely nailed, plugged or stapled in place to both surface at intervals not exceeding 400mm at both edges.

c) Mesh bead shall be used in plaster rendering and shall be galvanized; mesh angle bead shall be

fixed in corners, mesh stop bead shall be fixed in openings and abutments, mesh movement bead shall be fixed to wide area of rendering. Exposed PVC and stainless steel profiles shall be used as indicated in the drawing.

C) PAVERS AND KERBS

1) FREEDOM FROM DEFECTS a) All angles of the products with the exception of the angles resulting from the splayed or chamfered

faces shall be true right angles. The arrises shall be clean and with the exception of the rounded arrises, sharp. The wearing surfaces shall be true and out of winding. On being fractured, the interior of the products shall present a clean, homogeneous appearance.

2) TOLERANCES

a) The following tolerances shall be permitted on the dimensions: Length Width Height 3mm +1.5mm 3mm - 3mm

3) FINISH AND COLOUR a) The finish shall be as specified on drawings and if no texture is specified it shall not be slippery. If

color is specified the products will be colored throughout on only in a surface layer. If the latter, the surface layer shall not be less than 13mm thick.

b) Any pigment used shall withstand the action of intense sunlight, heat and wind erosion with a surface

discoloration of no more than 10% after one year period. c) Where exposed aggregate is specified the size shall be 6 to 9mm. d) The process of exposing aggregate shall be approved by the Consultant on submitted new and aged

(12 months) samples. Building Contractor should avoid using additives, which may cause discoloration of concrete and/or aggregate.

4) ADDITIVES

a) To avoid efflorescence by lime resurgence, air entrained powdered pozzoulane additives should be added to fix lime issued of dehydration process.

b) Water proofing mixture should be added to reduce water loss.




04810 UNIT MASONRY ASSEMBLIES Q) GENERAL

1) SUMMARY a) Section includes concrete masonry units and clay bricks and blocks.

2) RELATED SECTIONS

a) QCS 2007 Section 1304 Unit Masonry b) Section 04065 Masonry Mortar and Grout c) Section 04150 Masonry Accessories d) Section 04820 Reinforced Unit Masonry Assemblies

3) REFERENCES

ASTM A153/A153M Zinc Coating (Hot-Dip) on Iron and Steel Hardware. ASTM A615/A615M Deformed and Plain Billet Steel Bars for Concrete Reinforcement. ASTM A641 Zinc-Coated (Galvanized) Carbon Steel Wire. ASTM A641M Zinc-Coated (Galvanized) Carbon Steel Wire (Metric). ASTM A653/A653M Steel Sheet, Zinc Coated, (Galvanized) or Zinc-Iron Alloy-Coated

(Galvannealed) by the Hot-Dip Process. ASTM A951 Masonry Joint Reinforcement. ASTM B370 Copper Sheet and Strip for Building Construction. ASTM C34 Structural Clay Load-Bearing Wall Tile. ASTM C55 Concrete Building Brick. ASTM C56 Structural Clay Non-Load Bearing Tile. ASTM C62 Building Brick (Solid Masonry Units Made From Clay or Shale). ASTM C67 Sampling and Testing Brick and Structural Clay Tile. ASTM C73 Calcium Silicate Face Brick (Sand-Lime Brick). ASTM C90 Load-Bearing Concrete Masonry Units. ASTM C126 Ceramic Glazed Structural Clay Facing Tile, Facing Brick, and Solid Masonry

Units. ASTM C129 Non-Load Bearing Concrete Masonry Units. ASTM C140 Sampling and Testing Concrete Masonry Units. ASTM C212 Structural Clay Facing Tile. ASTM C216 Facing Brick (Solid Masonry Units Made From Clay or Shale). ASTM C315 Clay Flue Linings. ASTM C530 Structural Clay Non-Load Bearing Screen Tile. ASTM C652 Hollow Brick (Hollow Masonry Units Made From Clay or Shale). ASTM C744 Pre-faced Concrete and Calcium Silicate Masonry Units.

ASTM D226 Asphalt-Saturated Organic Felt Used in Roofing and Waterproofing.



4) QUALIFICATIONS a) Installer: Company specializing in performing Work of this section with minimum three (3) years

documented experience. R) EXECUTION

1) GENERAL a) The particular Specification shall be read in conjunction with the General Specification and it

describes the specific requirements for supply and construction of concrete masonry block walls. 2) STABILITY

a) Provide necessary reinforcement, expanded metal lath, metal corner beads and accessories as required and as where indicated.

b) DOOR AND WINDOW JAMBS AND WINDOW SILLS

i) Openings are to be square and the jambs, vertical and formed with the uncut faces of the blocks.

ii) If door and window frames are to be built-in the requirements of QCS 2007 Section18 Clause 5.3.4 shall be complied with and the fixing cramps built-in solid in the mortar joints.

iii) The jamb walling is to be built up against the frame all round as the work proceeds.

iv) All door and window jambs to be reinforced using 1 T10 unless shown otherwise on the

drawings.

3) MASONRY BLOCKWORKS a) All blocks shall be required to comply with this Specification:

i) The Building Contractor shall provide masonry walls and partitions in accordance with the requirements of the Contract Documents.

ii) Requirements for fire rated or lateral support conditions are to be regulated in compliance with

local building codes and are not necessarily fully defined on the drawings. iii) Whenever a fire rating is shown for a wall (4 hour, 3 hour etc.) use masonry units in that wall

complying with the requirements established by local governing authorities. iv) The Building Contractor shall submit a sample of a concrete masonry unit for the Consultants

review and approval prior to the fabrication of all blocks.

v) Type of Block to be used shall be precast solid, hollow or cellular concrete blocks.

vi) The aggregate used shall be clean and free from deleterious matter, it shall be natural sand or gravel sand.

vii) Out of one hundred (100) blocks supplied or part thereof, ten (10) shall be selected at random

and delivered to an approved laboratory for measurement of dimensions and determination of compressive strength.

viii) The blocks shall be thoroughly wetted for at least 24 hours before laying. All blockwork shall be

laid stretcher bond, solidly bedded, jointed and flushed up in mortar. The average thickness of all horizontal and vertical mortar joints shall be raked out to form a key. Walls shall be carried up evenly course by course.

ix) Building Contractor shall ensure that the finished walling is not damaged by subsequent

operations. All newly built walls shall be protected against drying out too rapidly in the sun’s heat. The protection shall be kept for at least 3 days.

x) Blockwork below ground level shall be treated with two coats of bituminous paint or other similar

approved treatment.




04820 REINFORCED UNIT MASONRY ASSEMBLIES A) GENERAL

1) SUMMARY a) Section includes reinforced masonry units.

2) RELATED SECTIONS

a) QCS 2007 Section 1302 Mortar and Grout b) Section 04065 Masonry Mortar and Grout c) Section 04810 Unit Masonry Assemblies

3) REFERENCES

ASTM A153/A153M Zinc Coating (Hot-Dip) on Iron and Steel Hardware. ASTM A615/A615M Deformed and Plain Billet Steel Bars for Concrete Reinforcement. ASTM A641 Zinc-Coated (Galvanized) Carbon Steel Wire. ASTM A641M Zinc-Coated (Galvanized) Carbon Steel Wire (Metric). ASTM A653/A653M Steel Sheet, Zinc Coated, (Galvanized) or Zinc-Iron Alloy-Coated

(Galvannealed) by the Hot-Dip Process. ASTM A951 Masonry Joint Reinforcement. ASTM B370 Copper Sheet and Strip for Building Construction. ASTM C34 Structural Clay Load-Bearing Wall Tile. ASTM C55 Concrete Building Brick. ASTM C56 Structural Clay Non-Load Bearing Tile. ASTM C62 Building Brick (Solid Masonry Units Made From Clay or Shale). ASTM C67 Sampling and Testing Brick and Structural Clay Tile. ASTM C73 Calcium Silicate Face Brick (Sand-Lime Brick). ASTM C90 Load-Bearing Concrete Masonry Units. ASTM C126 Ceramic Glazed Structural Clay Facing Tile, Facing Brick, and Solid Masonry

Units. ASTM C129 Non-Load Bearing Concrete Masonry Units. ASTM C140 Sampling and Testing Concrete Masonry Units. ASTM C212 Structural Clay Facing Tile. ASTM C216 Facing Brick (Solid Masonry Units Made From Clay or Shale). ASTM C315 Clay Flue Linings. ASTM C530 Structural Clay Non-Load Bearing Screen Tile. ASTM C652 Hollow Brick (Hollow Masonry Units Made From Clay or Shale). ASTM C744 Pre-faced Concrete and Calcium Silicate Masonry Units. ASTM D226 Asphalt-Saturated Organic Felt Used in Roofing and Waterproofing.



B) EXECUTION

1) Reinforcement and concrete filling around door and window jambs shall be placed as where indicated.

2) Expanded metal strips, steel angles/ties connecting masonry to RC columns/beams shall be as where indicated.

3) Verticality and alignment to be with the allowable tolerances as per QCS 2007.

4) The number of courses to be placed in any one single day shall be as per QCS 2007.

5) Expanded metal plaster lath and corner beads to be securely fixed to masonry and R.C. members to the

approval of the Consultants before plastering commences for services.

6) Any chases for services and holes shall be filled with plaster and expanded metal lath shall be fixed across the chases and holes before plastering.

7) Horizontal chasings shall not be allowed for distances longer than 1 meter unless proven to be stable.

8) Block work courses shall be laid in running bond. Stack bond shall not be allowed unless reinforcement is

added. 9) All bed and vertical joints are to be spread with mortar to ensure complete and solid bedding and grouting

through the full thickness of the wall. All keys in jointed surfaces must be completely filled. 10) Each block is to be adjusted to its final position in the wall whilst the mortar is still plastic. Any block which

is moved after the mortar has stiffened shall be removed and re-laid with fresh mortar. 11) Half blocks and special blocks are to be used as required to ensure correct bonding. 12) All quoins and joints are to be kept true and square, other angles are to be plumbed and bed joints

leveled as the work proceeds. 13) The work is to be carried out course by course not leaving any part more than 800 mm lower than

another. Work, which is left at different levels, is to be racked (stepped) back to the approval of the Consultant.

14) Partitions shall be 100 mm thick unless otherwise shown on the drawings. Partitions having lavatories or

other plumbing fixtures secured to them back-to-back (or approximately so) are to be a minimum of 150 mm thick or as shown on the drawings. Solid concrete masonry units shall be built in where full units cannot be used or where needed for the fixing of accessories. Bells or hubs of pipes must be completely enclosed.

15) When pipes or conduits or both occur in plastered partitions, at least one web of the hollow masonry

units must be retained. 16) When new masonry partitions start on existing floors, the existing floor finish material is to be cut down to the concrete surface. New masonry partitions are not to abut any existing plastered surfaces, except

suspended ceilings.



DIVISION - 05

METALS

Division 05-Metals Barwa Amenities – Phase 1


DIVISION 05

METALS

TABLE OF CONTENTS 05000 GENERAL 05010 METAL MATERIALS 05030 METAL COATINGS 05050 METAL FASTENING 05120 STRUCTURAL STEEL 05530 GRATINGS



DIVISION 05

METALS 05000 GENERAL A) SCOPE

1) This Part provides the specification for all necessary calculations, shop drawing, manufacture, fabrication, erection and associated items for building frames and other similar steelwork.

Also, this part specifies the requirements associated with all aspects of structural steelwork including materials, drawings, workmanship and protective treatment.

2) Related Sections and Parts are as follows

a) QCS 2007 Section 5 Concrete b) QCS 2007 Section 16 Structural Steelworks

B) SUBMITTALS

1) Refer to submittals of every section of this division.




05010 METAL MATERIALS A) GENERAL

1) SUMMARY a) Section includes all types of metal material such as stainless steel, and miscellaneous metals.

2) RELATED SECTIONS

a) QCS 2007 Section 1702 Material Types and Finishes b) Section 05030 Metal Coatings

3) REFERENCES

All metals shall comply with the following British Standards or internationally recognized equivalents

BS 476 Fire tests on building materials and structures BS 1245 Metal door frames (steel) BS 1282 Guide to the choice, use and application of wood preservatives. BS 1449 Steel plate, sheet and strip. BS 1474 Wrought aluminium and aluminium alloys for general engineering purposes,bars,

extruded round tube and section BS 1615 Method for specifying anodic oxidation coatings on aluminium and alloy BS 1706 Electroplated coatings of nickel and chromium BS 1722 Fences BS 1723 Brazing BS 1724 Bronze welding by gas BS 2901 Filler rods and wires for gas shielded and welding BS 2994 Cold rolled steel Sections BS 2997 Aluminium rainwater goods BS 3049 Pedestrian guard rails (metal) BS 3083 Hot-dip zinc coated and hot-dip aluminium / zinc coated corrugated steel sheets for

general purposes BS 3987 Anodic coatings on wrought aluminium for oxidation external architectural applications. BS 4147 Bitumen based hot applied coating material for protecting iron and steel, including

suitable primers where required. BS 4254 Two-part polysulphide based sealants BS 4255 Rubber used in pre-formed gaskets for weather exclusion from buildings BS 4300 Specification (supplementary series) for wrought aluminium and aluminium alloys for

general engineering purposes. BS 4315 Methods of test for resistance to air and water penetration BS 4873 Aluminium alloy windows BS 5368 Method of testing windows. BS 5707 Solutions of wood preservatives in organic solvents.



BS 6213 Guide to selection of constructional sealants BS 6375 Performance of windows BS 6496 Powder organic coatings for application and storing to aluminium alloy extrusion, sheet

and pre-formed sections for external architectural purposes, and for the finish on aluminium alloy extrusions, sheet and pre-formed sections coated with organic coatings

BS 6510 Steel windows, bills, window boards, and doors BS 7036 Code of practice for provision and installation of safety devices for automatic power operated pedestrian door systems BS 7773 Code for practice for cleaning and preparation of metal surfaces BS EN 288 Approval of welding procedures for metallic materials BS EN 485 Aluminium and aluminium alloys –sheet, strip and plate BS EN 10142 Continuously hot-dip zinc coated low carbon steel sheet and strip for cold forming:

technical delivery conditions. BS EN 10143 Continuously hot-dip metal coated steel sheet and strip –Tolerances on dimensions and Shape BS EN 10152 Electrolytically zinc coated cold rolled steel flat products –Technical delivery conditions

B) SUBMITTALS

1) Samples a) The Contractor shall submit samples as follows:

i) Submit samples of all materials and finishes including the samples matching the appearance, colour, texture, and other characteristics of each finish required.

ii) Finished samples of panels and major extrusions.

iii) Range samples showing the complete range of variation in colour,texture,and other characteristics resulting from the manufacture, finishing, fabrication, delivery, assembly, installation, and cleaning processes. iv) Samples showing finishes over welds and over materials welded. b) The size of all samples to be agreed with the Consultant or as noted in the contract documents. c) The Contractor shall submit any pre-printed or prepared manufacturer’s performance data.

2) SYSTEM DESCRIPTION

a) Materials and components used shall be as specified or be suitable equivalents as approved by the Consultant.

b) Materials not specified are to be of the best quality and suitable for the purpose intended and as

approved by the Consultant. c) All materials are to be free from any defect that may impair the strength, functioning, durability, or

appearance of the work of this Section or of adjacent construction.

3) METALS a) It is the responsibility of the Contractor to select the alloy, degree of alloy control, homogeneity,

temper, metallurgical quality, degree of hardness or softness, mill tolerances, cutting tolerances and flatness required to achieve the requirements of design, quality, and colour matching of finish set forth in the Project Documentation.



b) Suitable low-friction separation materials shall be provided where metal materials are adjacent and subject by design to relative movement against one another. Suitable low friction separation materials are as follows: i) teflon strip, 750 microns thick and teflon tape, 125 microns thick ii) high-impact polystyrene iii) other materials as approved by the Consultant. iv) Low-friction material shall be impervious to moisture.

C) PRODUCTS

1) HOT–ROLLED STEEL SECTIONS a) Hot-rolled steel sections shall comply with BS 4, Part 1, except equal and unequal angles which shall

comply with BS 4848, Part 4, and hollow steel sections which shall comply with BS 4848, Part 2. b) Hot-rolled sections shall be made from steel to BS 4360 and unless otherwise specified hollow steel

sections shall be of Grade 43 C and all other sections shall be of Grade 43A.

2) LIGHT GAUGE STRUCTURAL SECTIONS a) Light gauge structural section shall comply with BS 449, Part 2 – Addendum No. 1.

3) STEEL PLATES

a) Steel plate shall comply with BS 4360.

4) BOLTS, SCREWS, NUTS and WASHERS a) ISO metric black hexagonal bolts, screws and nuts shall comply with BS 4190 and ISO metric

countersunk head bolts, screws and hexagon nuts shall comply with BS 4933. Washers shall comply with BS 4320.

5) HIGH STRENGTH FRICTION GRIP (HSFG) BOLTS

a) HSFG bolts and associated nuts and washers shall comply with BS4395, Parts 1 and 2. 6) ELECTRODES FOR MANUAL-ARC WELDING

a) Electrodes for manual metal-arc welding shall comply with BS 639.

7) STAINLESS STEEL a) Stainless steel shall comply with BS 1449 Part 2.

b) Unless otherwise specified in the Project Documentation, the quality of metal work components

manufactured from stainless steel shall comply with the following: a) externally Type 316 b) internally Type 304

c) Unless otherwise specified in the Project Documentation, the finish of metal work components

manufactured from stainless steel shall comply with the following: a) non visible surfaces 2D mill finish (e.g., roof flashings) b) visible surfaces 3B brush polished finish.

d) The finish is to be uniform and free from blemishes, scratches, and other defects. Notwithstanding

the above, the finish shall be appropriate for its function and selected so as not to invalidate its warranty.

e) The grain of stainless steel and brushed finishes are to run in the same direction for contiguous or adjacent components.

8) ALUMINUM

a) All aluminum surfaces in contact with blockwork, concrete, render or other alkaline materials shall be coated with two coats of black bitumen solution or similar approved protective coating. Alternatively, shims of fibre, neoprene, or other materials which will not interact with the aluminium or other adjacent materials may be provided and gaps filled with backer rod and sealant as approved by the Consultant.



b) EXTERIOR EXPOSED ALUMINUM

a) All metal surfaces exposed to the exterior, including framing members, shall receive either a two or three coat polyvinyl di-fluorine (PVDF) liquid coating as follows:

(1) Surfaces shall receive a thermally cured, pigmented, PVDF coating system, containing not less than 70 % of the fluoropolymer resin.

(2) The coating system is to be spray applied under factory conditions to a pre-treated base metal in a two-coat, two-bake process or three-coat, three-bake process in accordance with the coating system Manufacturers recommendations.

(3) Unless otherwise stated in the Project Documentation, the coating system shall include a primer for added substrate protection as recommended by the Manufacturer to meet any coating system guarantees.

(4) Finished coating thickness is to be minimum of 55 microns dry film finish (18 microns primer, 18 microns colour coat, and 18 microns clear top coat to seal and protect the system). The final dry film thickness shall be 55 to 65 microns.

(5) The coating system is to be applied by a licensed applicator approved by the coating system Manufacturer. The applicator is to propose a program of records and samples are to be made available to the Consultant upon request.

(6) The surface quality of the coating is to be smooth and free of flow lines, streaks, blistering, and other imperfections. The coating will be opaque and be uniform in colour and tonality, within the range of approved upper and lower limit samples when viewed under a uniform light source such as north daylight or light source approved by the Consultant.

(7) Prior to production coating, the Building Contractor is to present for approval full-size extrusions and sample panels representative of the maximum proposed range of QCS 2007 Section 17 Part 2 Material Types and Finishes Page 5 colour and tonality to be expected in the finished work. The number of full-size sample panels for each coating colour is upon approval by the Consultant.

(8) To assure consistency of paint colour and tonality in the finished work, the Building Contractor should propose and implement a quality control program as approved by the Consultant. The quality control program is to be vertically integrated, and include controls by the coating Manufacturer and applicator, as well as by the Building Contractor during assembly and installation of the finished work.

(9) If required, the quality control program will include the use of coordinated empirical inspection methods, such as the use of calibrated multi-angle spectrophotometers to provide 3 independent checks of paint colour and tonality at the point of paint application, during assembly, and during installation.

(10) No production coating application is to commence prior to approval of this quality control program, any installed work with coating defects or variation in colour or tonality in excess of the approved sample range will be subject to rejection.

(11) The colour and finish are subject to the sample approval procedures specified herein and shall include:

1. Surface exposed to view 2. Concealed surfaces

(12) Provide a compatible field touch-up PVDF coating system formulated for air-drying at ambient temperature.

(13) The organic coating shall not peel, check, crack, chalk or change.

c) INTERIOR USED ALUMINIUM

a) All surfaces exposed to the interior and not exposed to the exterior shall receive a high-performance acrylic enamel organic non-metallic coating as follows:

(1) The coating is to be spray applied under factory conditions to pre-treated base metal in a one-coated process in accordance with the coating system Manufacturer’s recommendations.



(2) Unless otherwise stated in the Project Documentation, the coating system shall include a primer for added substrate protection as recommended by the Manufacturer to meet any coating system guarantees.

(3) The finished coating thickness shall be a minimum of 25 microns dry film thickness (typical) unless otherwise approved by the Consultant.

(4) The coating system to be applied by a licensed applicator approved by the coating system Manufacturer. The applicator is to propose a program of records and samples of the entire coating production for approval by the Consultant, and which records and samples shall be made available to the Consultant upon request.

(5) The surface quality of the coating shall be smooth and free of flow lines, streaks, blistering or other imperfections. The coating is to be opaque and be uniform in colour and tonality; within the range of approved upper and lower limit samples when viewed under a uniform light source such as north daylight or light source approved by the Consultant.

(6) Prior to production coating the Building Contractor will present for approval full-size extrusions representative of the maximum proposed range of colour and tonality to be expected in the finished work.

(7) To assure consistency of paint colour and tonality in the finished work, the Building Contractor should propose and implement a quality control program as approved by the Consultant. The quality control program to be vertically integrated, and include controls by the coating manufacturer and applicator, as well as by the Building Contractor during assembly and installation of the finished work. If necessary, such a quality control program is to include the use of co-ordinated empirical inspection methods, such as the use of calibrated multi-angle spectro-photometers to provide 3 independent checks of paint colour and tonality at the point of paint application, during assembly, and during installation.

(8) No production coating application should commence prior to approval of this quality control program by the Consultant. Notwithstanding the implementation of an approved quality control program, any installed work with coating defects or variation in colour or tonality in excess of the approved sample range will be subject to rejection.

(9) The colour and finish are subject to the sample approval procedures specified herein and are to include a one-coat acrylic enamel to match Consultant’s sample.

(10) Provide a compatible field touch-up acrylic enamel coating system formulated for air-drying at ambient temperature in a colour to match the factory applied finish.

(11) The organic coating shall not peel, check, crack, chalk or change colour for a period of 5 years from the completion of the Project.




05030 METAL COATINGS A) GENERAL

1) SUMMARY a) Section includes all types of metal coatings where indicated in the drawings.

2) RELATED SECTIONS

a) Section 05010 Metal Materials B) PRODUCTS

1) HOT DIP GALVANIZING a) Hot dip galvanized coatings shall comply with BS 729, having the given minimum average coating

weight.

2) BITUMEN COATING SOLUTION a) Bitumen coating solution shall comply with BS 3416, Type 1.

3) PAINTING

a) SURFACE PREPARATION OF PAINTED STEEL WORK i) All steelwork which is not to be galvanized shall be cleaned of all millscale, rust and grease by

shot blasting or other approved means to at least “Second Quality Finish” as defined in BS 4232, providing a surface roughness of maximum amplitude of 100 microns. Welds and adjacent parent metal shall not be painted prior to de-slagging inspection and approval. All surfaces shall be thoroughly cleaned of any matter which may affect the painting process prior to any priming or painting.

ii) The contact surface for friction grip bolt joints shall not be painted. All other surfaces shall be

primed as specified on the drawings.

b) SURFACE PREPARATION OF ENCASED STEELWORK i) Steelwork is to be encased in concrete shall be cleaned by mechanical wire brushing to remove

all loose rust, mill scale, dirt and grease.

ii) Steelwork which is to be encased in block work, boarding, plaster, etc. in such a way as to leave a space around it shall receive the treatment described in the specification under “Surface Preparation of Painted Steel Work” and shall then be given two coats of bitumen solution to a minimum total dry film thickness of 50 microns.

iii) The protective treatment to any partially embedded steelwork shall extend a minimum of 75 mm

into the encasing concrete.

C) EXECUTION 1) PROTECTIVE TREATMENT TO STRUCTURAL STEEL WORK

a) Unless specified otherwise in the contract documentation the protective treatment to the structural steelwork shall be selected and approved by the Consultant and giving a time of first maintenance of 10 – 20 years.

b) Care shall be taken to avoid the contamination of “non-painted” items with paint.

c) Before the application of succeeding coats the surfaces shall be thoroughly cleaned to remove all

traces of sand, dust, salts, oil, grease etc. and shall be free from moisture. d) Each coat shall be hard dry before the application of the succeeding coat which shall be a different

color shade. e) After erection all damaged and unsound areas and all incompletely treated areas such as nuts, bolts

and washers shall be touched – up to match the paint treatment of the adjacent surfaces. f) The contact surface of joints made with HSFG bolts shall be left unpainted. Any paint that has

previously been applied shall be removed by blast cleaning. Special care shall be taken after assembly to paint all edges and corners over the joints together with bolt slot, nuts and washers, so as to prevent the ingress of moisture.



g) The contact surfaces of all joints other than as indicated in paragraph of this Clause shall be primed and brought together while the paint is still wet.

h) Surfaces, which will be inaccessible after fabrication of erection, shall receive the same coating

system to be applied to adjacent surfaces before assembly. i) Refer to Structural Drawing No. ST-G-000 General Notes-01 Part G- Steel Structure Item 11: Steel

Protection System.




05050 METAL FASTENING A) GENERAL

1) SUMMARY a) Section includes metal fastening systems such as anchors, bolts and welding

2) RELATED SECTIONS

a) Section 05010 Metal Materials B) PRODUCTS

1) ANCHORS a) METHODS OF FIXING

i) The Building Contractor shall submit for the approval of the Consultant samples of those fixing devices he considers suitable for attaching and supporting cladding units, metal structure, etc. to insitu concrete, structural frame or concrete block substrates.

ii) In making his choice the following criteria shall be taken into account :

(A) The fixing devices shall be capable of withstanding the combination of direct bending, shear and torsional stresses.

(B) The fixing devices shall be designed and fabricated so that they are able to withstand wind

pressure and suction equal to the basic wind pressure appropriate for the grade of exposure and height above ground level of the individual units, taking into the higher wind pressures at corners. To avoid errors on the site in the selection of fixings, they shall be capable of being used at any place on the elevation of the building.

iii) The choice of anchor shall bear consideration to the nature of expansion within the supported

material due to temperature and humidity variations. The Building Contractor shall be entirely responsible for the sufficiency of the fixing.

b) CHEMICAL FIXING

i) The Building Contractor shall provide adequate support for the element being fixed during the time of curing indicated by manufacturer. When fixing the ambient temperature shall not exceed 30 deg. C and the Relative Humidity shall not exceed 80% unless otherwise indicated by the manufacturer's instruction.

c) CAST IN ANCHORS

i) Cast in anchors, channels, threaded tubes, etc., shall be of a construction allowing maximum bond to concrete generally by means of fishtail 3-5mm plate, 100mm long.

ii) The cast in anchors shall be accurately positioned inside the formwork and secured by adequate

means preventing it from sliding or tilting from its final position during the pouring of concrete. iii) Where special tying to reinforcing bar is required it shall be done in strict accordance to drawings

to full satisfaction of the Consultant.

d) PURPOSE DESIGN FIXING i) The anchors shall be manufactured strictly in accordance to drawings or be substituted by an

equally efficient fixing for which the Building Contractor shall provide full working drawings with any necessary explanation and structural calculations to the entire satisfaction of the Consultant and written confirmation of approval.

2) BOLTS

a) GENERAL i) The fixing shall be made strictly in accordance with Manufacturer's instruction. The choice of

drilling technique and size of drill for the socket shall be adapted to the particular bolt size.

b) BOLTED CONNECTIONS i) Holes in members over 10 mm thick shall be drilled and in members of 10 mm or less may be

punched, cleaned of burrs or rough edges and countersunk where required before assembly. ii) All holes shall be the appropriate size for the type and diameter of bolt being used and shall not

be more than 2mm larger than the diameter of the bolt passing through them.



iii) Drift pins shall only be used to bring together the several parts of the structure and shall not distort or enlarge the holes. The Consultant shall be informed where misalignment exceeds one third of the hole diameter off center, and will either reject the work or order the holes reamed out. Under no circumstance shall the holes be enlarged by thermal cutting, or shall the bolts be driven into position.

iv) All bolts shall have steel washers minimum 2.4 mm thick between the part being turned and the

member being fixed. Tapered washers shall be fitted to the head and / or nut where the bearing surface slopes more than 3 Deg. C. from a pane at right angles to the bolt areas. Care shall be taken to ensure that the washers have the correct taper and are placed the right way round.

v) Bolts connecting metal-coated steel shall have the washers fitted under both the head and the

nut. vi) All bolts shall show at least two turns of complete threads beyond the nut face. The threaded

portion of all bolts other than HSFG bolts shall terminate clear of any shear plane in the joints. vii) No bolted connection shall have less than two bolts through each member. In the case of double

– span purlins and rails, this condition may be waved with the approval of the Consultant. c) GROUTING OF BOLT HOLES AND UNDERPINNING OF BASE PLATES

i) The grouting of bolt holes and the underpinning of base plates shall be performed using the standard materials and standard procedures to the approval of the Consultant.

d) CONNECTIONS

i) The Building Contractor shall undertake all calculations and detail all connections in accordance with the appropriate British Standards from the information given in the specification and as shown on the drawings. Shop connection may be bolted, riveted or welded but site connections shall be bolted.

ii) Bolts accompanying with BS 3692 or 4190 shall be of strength grade 4.6 or 8.8 and washers

used with such bolts shall be tapered or flat as appropriate to ensure full bearing for the nuts and the bolt heads.

iii) All bolts in any one connection shall be of the same diameter and all bolts used in Site shall be of

the same strength grade. iv) High strength friction grip bolts shall be the grade shown on the detailed or shop drawings. High

strength friction grip bolts used in site connections shall have load indicating heads and shall be used in accordance with the Manufacturer’s recommendations.

e) HSFG BOLTED CONNECTIONS

i) HSFG Bolts shall be used in accordance with the relevant part of BS 4606. ii) The contact surfaces of connections shall be free from paint, grease, oil or other material which

would reduce the frictional properties of the joint. Where necessary to prevent the nuts seizing on the bolts, liquid high pressure lubricant may be applied only the outstanding threads after the bolts have been inserted through the steelwork.

3) WELDING

a) All welding shall be carried out in accordance with BS 5135 or as amended by this Specification in such a manner as to minimize distortion and locked-up stresses.

b) Before any work is commenced particulars of the following shall be submitted to the Consultant for

approval: i) The welding process to be used for all major joints. ii) The type of electrode or welding wire and its size. iii) The approximated welding current and welding speed proposed. iv) The degrees of preheat, if any.



c) All welding operatives shall have been tested in accordance with BS 4872, Part 1, and the Building Contractor shall submit to the Consultant, when required, acceptable evidence of the welders’ competence to undertake the specified work using the same type of electrodes and welding positions. The acceptance of these certificates will be at the sole discretion of the Consultant, who may require further tests to be taken chosen from BS 639.

d) The Consultant may also require further tests where the construction involves difficult or unusual

welds where, due to the problems of access or number of meeting plates or sections or other peculiarities, the welding is more liable to be defective and / or of greater structural importance. In this instance the welders test shall consist of a mock-up of the joint or joints in question and shall be in all material respects the same as in the work itself. The completed joint shall be submitted to non-destructive examination to the same standard as would apply the Works.

e) No restriction shall normally be placed on the choice of electrodes for manual arc welding of mild or

Grade 43 steel up to a thickness not exceeding 40mm except that the electrodes shall comply with the requirements of BS 639. However, where the thickness of a joint exceeds 40mm only hydrogen controlled electrodes to BS Classification E 5130 B (H) shall be used.

f) The electrodes and fluxes to be used shall be chosen so that the mechanical properties of the

deposited weld material and parent material are comparable. In the case of construction which comprises a mixture of mild and special steels, the deposited weld material a mixture of mild and special steels, and deposited weld material shall comply with the test requirements of the higher strength material.

g) Welds shall only be located where shown on the drawings and shall not be used for temporary

attachment or repair of faulty plates without approval. h) The lengths of welds shall be calculated excluding end craters. Track welds shall not be less than 50

mm long except on tubes. i) Run on and run off plates shall be used in the making of all butt welds and of all welds by automatic

processes to ensure a full throat thickness at the ends as follows: i) The material for the plates shall be identical to the material being welded. ii) The plates shall be prepared in the same manner as the parts being joined. iii) After completion of the weld the plates shall be removed and the surfaces to which they were

attached shall be ground smooth. iv) The plates shall be identified and retained for inspection if required.




05120 STRUCTURAL STEEL A) GENERAL

1) SUMMARY a) Section includes steel framing members.

1) RELATED SECTIONS

a) Section 05010 Metal Materials b) Section 05030 Metal Coatings c) Section 05050 Metal Fastening

B) REFERENCES

2) All steelwork including connections and other details not given in the Contract Documentation shall be designed and fabricated to comply with BS449, Part 2 or BS 5950 or AISC. AISC Load and Resistance Factor (LRFD) Specification for Structural Steel Buildings. AISC Code of Standard Practice for Structural Steel Buildings and Bridges.

AISC Seismic Provisions for Structural Steel Buildings.

ASTM A36 Carbon Structural Steel. (ASTM A36M)

ASTM A53 Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless.

ASTM A123 Zinc (Hot Dipped Galvanized) Coatings on Iron and Steel Products.

ASTM A153 Zinc Coating (Hot Dip) on Iron and Steel Hardware.

ASTM A242 High-Strength Low-Alloy Structural Steel. (ASTM A242M)

ASTM A307 Carbon Steel Bolts and Studs, 60 ksi Tensile Strength.

ASTM A325 Structural Bolts, Steel, Heat-Treated, 120/105 ksi Minimum Tensile Strength.

ASTM A449 Tempered Steel Bolts and Studs.

ASTM A490 Heat-Treated Steel Structural Bolts, 150 ksi Minimum Tensile Strength.

ASTM A500 Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and

Shapes.

ASTM A501 Hot-Formed Welded and Seamless Carbon Steel Structural Tubing.

ASTM A514 High-Yield Strength, Quenched and Tempered Alloy Steel Plate, Suitable for Welding. (ASTM A514M)

ASTM A529 High-Strength Carbon-Manganese Steel of Structural Quality. (ASTM A529M)

ASTM A563 Carbon and Alloy Steel Nuts.

ASTM A568 Steel, Sheet, Carbon and High-Strength, Low-Alloy, Hot-Rolled and Cold-Rolled Sheet,

General Requirements for. (ASTM A568M)

ASTM A572 High-Strength, Low-Alloy Columbium-Vanadium Structural Steel.( ASTM A572M)

AWS A2.4 Standard Symbols for Welding, Brazing, and Nondestructive Examination.

AWS D1.1 Structural Welding Code - Steel.

FM (Factory Mutual) - Roof Assembly Classifications.

RCSC (Research Council on Structural Connections) - Specification for Structural Joints Using ASTM A325 or A490 Bolts, LRFD or ASD.



SSPC (Steel Structures Painting Council) - Steel Structures Painting Manual, Volumes 1 and 2.

UL (Underwriters Laboratory, Inc.) - Fire Resistance Directory.

WH (Warnock Hersey) - Certification Listings.

C) TOLERANCES Location Permissible deviation mm Position of first erected column +/- 10 Space between - at Floor Level +/- 15 - at Soffit Level +/- 15 Overall length and width of building plan (up to 40m) +/- 20 Plumb of columns - up to 3m +/- 8 - up to 7 m +/- 10 Level of base of first erected column +/- 5 Level of beams - Flatness +/- 10 - Variation in datum +/- 20 Difference in level of ends of a beam +/- 10

D) SUBMITTALS 1) SUBMISSION BEFORE FABRICATION

a) The Building Contractor shall submit to the Consultant four (4) copies of each of the following: i) Plans, drawings, sketches, connection details, material lists, forces, moments and calculations in

accordance with Clause under “Shop Drawings and Marking of Steel Works”.

ii) Details of proposed source of supply of steelwork and dates of rollings

iii) Details of proposed programme, sequence and methods of fabrication

iv) Details of proposed quality control for all shop work including welding

v) Details of proposed programme and method of transporting steelwork to the Site

vi) Details of proposed programme, sequence and method of erection including details of Constructional Plant

vii) If high strength friction grip bolts are proposed, details of the manufacturer’s recommendations

regarding their use

viii) Details of materials and methods proposed to comply with the specified requirements for corrosion protection, both in the shop drawings and, if appropriate, on Site after erection

ix) Descriptions and samples of all proprietary products, which the Building Contractor proposes to

use in the Permanent Works

2) SUBMISSION DURING FABRICATION a) The Building Contractor shall submit to the Consultant four (4) copies of each of the following:

i) Mechanical test certificates and chemical analysis for all steel, including connectors, to be used in the Permanent Works before such steel is incorporated.

ii) Welder’s certificates current at the date of fabrication for the appropriate classes of welding

before such welders are employed in the fabrication;

iii) Results of the agreed quality controls applied to the welded fabrication work;

iv) Results of the measurement of dry film thickness of shop applied protective paint systems.



D) SHOP DRAWINGS AND MARKING OF STEELWORK 1) The Building Contractor shall submit to the Consultant four (4) copies of setting out plans, shop drawings,

connection details, material lists and calculation sheets confirming that the structural steelwork connections will withstand the imposed forces and moments and shall make amendments to such plans, drawings, details, lists and calculations as may be required by the Consultant.

2) On receipt of the Consultant’s agreement to such plans, drawings and lists, the Building Contractor shall

submit a further four copies of each to the Consultant. Fabrication shall not be started until the Consultant has agreed to the relevant plans, drawings, details, lists and calculations, and once such agreement has been given, no alterations shall be made to such plans, drawings, details, lists and calculations without the further agreement of the Consultant. The Building Contractor shall submit all drawings and documents in a sequence and at times compatible with the programme of work.

3) The design shall be in accordance with BS 449 Part 2 and other relevant British Standards.

4) The Building Contractor shall take all necessary site dimensions to ensure that the correct detailing,

fabrication and erection is carried out.

5) The agreement of the Consultant as described in this Clause shall not relieve the Building Contractor of his responsibility for the sufficiency of the calculations, drawings, etc. or for the correct fabrication, assembly and erection of the Permanent Works.

6) Before dispatch from the workshop, all steelwork shall be clearly and indelibly marked to indicate its

position and direction in the Permanent Works, the grade of steel used for fabrication and the weight of each piece if this exceeds one tonne. Such markings shall correspond with those shown on the shop drawings.

7) On completion of steelwork erection, the Building Contractor shall supply to the Consultant two

reproducible transparencies of all shop drawings. E) FABRICATION TOLERANCES

1) Fabricated members shall comply with the dimensions and shapes shown on the Drawings and the accepted shop detail drawings within the tolerances set out below. a) Length : plus or minus 2.0 mm. b) Width and Depth : plus or minus 3.0mm c) Straightness : A member shall not deviate from the straight line joining any two corresponding points

on the ends of the member by more than one thousandth part of the length. d) Machined End Faces : No part of any machined end face of a member other than a column shall

deviate from a plane at right angles to the axis of the member by more than 0.5 mm. No part of the machined bearing face of a column shall deviate from a plane at right angles to the axis of the column by more than 0.25mm and 90 per cent of the bearing area shall have full contract uniformly distributed over the whole of the whole of the area and substantially symmetrical about the major and minor axes.

e) Built – Up Members :

i) The center line of a web shall not deviate by more than 6.0 mm from the plane ii) For D/t less than 150, the least panel dimension divided by 100. iii) For D/t greater than 150, the least panel dimension divided by 80, where D is the depth of the

web and t is the thickness. (A) A flange shall not deviate from the plane passing through the centerline of the outer surface

and at right angles to the plane of the web by more than 3.0 mm or the flange width divided by 200 whichever is the greater.

F) INSPECTION AND RELEASE FOR DELIVERY OR SHIPMENT TO SITE

1) The Building Contractor shall give the Consultant reasonable notice in writing of the date on and the workshop or place at which the steelwork will be ready for inspection and testing, as provided in the Contract, and the Consultant shall thereupon, at his discretion, notify the Building Contractor of his intention either to release such steelwork for delivery or shipment to the Site on receipt of works test certificates or of his intentions to inspect and test such steelwork. In the latter event the Consultant will, on giving twenty four (24) hours notice in writing to the Building Contractor, attend at the workshop or



place so named within ten (10) days of the date by which the Building Contractor has stated in his notice that the said steelwork will be ready for inspection and testing.

2) Whether at the workshop or place of the Building Contractor or of any of his Sub-Contractors, the

Building Contractor shall provide such labour, supervision, materials, electricity, fuel, water, stores, apparatus, instruments or other things required to carry out efficiently inspection and testing of the steelwork, in accordance with the Contract, and shall give facilities to the Consultant to accomplish such inspection and testing.

3) At the satisfactory completion of such inspection and testing, the Consultant shall issue to the Building

Contractor a notification releasing the steelwork for delivery or shipment to the Site. No steelwork shall be delivered or shipped to the site until the Building Contractor has obtained from the Consultant his notice releasing such steelwork for delivery or shipment.

G) HANDLING, DELIVERY OR SHIPMENT TO SITE AND STORAGE AT SITE

1) The precautions to be taken when handling, transporting and storing steelwork shall include:

a) All sire ropes and chain slings used for hoisting and securing loads shall be covered to prevent scoring, chaffing and other damage.

b) Softwood timber bearers with a sufficient contact area to prevent crushing shall be provided at all

stages of transporting and storage. Bearers shall be level and sufficient in number to prevent distortion of members. Beams used to support steelwork stored externally shall be sufficiently high to ensure that the lowest parts of the stored members are above and clear of the rainwater splash zone and that from passing vehicles.

c) Special consideration shall be given to the arrangements of bearers, if articulated vehicles which

allow differential movement of bearers are used to transport steelwork. Bolster wagons shall be used if long members are transported by rail.

d) Vertical timber packings shall be used to separate members when required and to prevent chaffing.

The methods used for securing members during transportation shall ensure that steelwork is not damaged by the use of unprotected chains or other equipment used to secure loads in transit.

e) Steel members shall preferably be stacked in single layers. Where conditions require stacks or more

than one layer, softwood packings shall be used between layers.

f) Members shall be stacked in such a manner as to permit free drainage of rainwater from the surfaces and to avoid ponding. If covers are provided to stored steelwork, timber bearers or other form of support which is acceptable to the Consultant shall be used to ensure that covers are not in contact with steel surfaces. The arrangements for ventilation under the covers to minimize condensation shall be acceptable to the Consultant.

g) Precautions shall be taken at all stages to prevent steelwork being contaminated by oil, cement, soil,

chemicals or other deleterious agents. Should any contamination occur, the contaminating agent shall be removed immediately by swabbing or brushing and the surfaces well washed with clean water.

h) Steelwork shall be loaded or unloaded by hoisting equipment. It shall not be moved by sliding or

skidding. Small components without packing shall be handled singly and shall not be thrown on or off vehicles or at any other time. They shall be stored on pallets and precautions taken to prevent chaffing.

H) LOAD TESTING AND CERTIFICATION

1) Any lifting and runway beams incorporated into the structure shall be installed and tested in accordance with the requirements of BS 2853 – Design and Testing of Steel Overhead Runway Beams and Traveling Trolleys

2) The Building Contractor shall submit to the Consultant four (4) copies in English of each Test Certificate

with all test readings. The test certificate shall state the conditions under which each test was carried out.



I) CERTIFICATES AND TESTING 1) When requested by the Consultant, the Building Contractor shall submit for approval copies of

Certificates of Origin and Mill Test Analysis Certificates for the actual steel sections being supplied. In addition, the Consultant may require samples of steel sections, machined as necessary, to be submitted to an approved independent testing laboratory for analysis and tests.

J) BRANDING / MARKING

1) All steel delivered to site shall be branded / marked in accordance with the relevant Standard whether received from the mill or stock.

K) SHIPPING AND PROTECTION

1) Before shipment from factory, metal surfaces requiring protection shall be given a coating to protect the metal during construction. In areas where appearance of the finish on metal items is important, a coating of approved lacquer shall be applied.

2) The coating shall be applied in the manufacturer’s plant to the exposed surfaces of all metal components

subject to staining from alkaline mortar and plaster abrasion and other construction abuses. Before application of lacquer, the manufacturer shall remove all fabrication compounds moisture dirt, accumulations and other foreign materials to ensure proper lacquer adhesion.

3) Upon completion, the Building Contractor shall clean all metal work as required by removing protective

tape or other coating using mild soap or detergents and clear petroleum spirits.

L) QUALITY ASSURANCE 1) The acceptance of all assembled and/or welded work shall depend on correct dimensions, alignment and

absence of distortion.

2) All unacceptable members shall be removed and replaced at the expense of the Building Contractor M) WORKMANSHIP

1) Workmanship shall be of the best quality in metal work. 2) All holes shall be drilled except where approval has been obtained for them to be punched.

3) The edges and ends of all plates and sections shall be accurately finished by shearing, cropping,

planning, sawing or milling.

4) Sheared edges will only be acceptable for high yield steel if not less than 3mm of the material of the sheared edges is removed by machining.

5) Where sheared or cropped edges are acceptable for mild steel they shall be dressed to a neat

workmanlike finish and be free from distortion.

6) All sheared edges shall be planed.

7) For mild steel and for high yield steel up to 13mm thick, machine flame cutting will be acceptable.

8) For high yield steel over 13mm thick the edges produced by machine flame cutting will not only be acceptable: a) The flame-cut edge is subsequently incorporated in a weld; b) The Building Contractor can demonstrate that the flame cutting procedure does not result in the

hardening of the cut surface above 35 Vickers Diamond Hardness.

9) Structural steelwork will be subjected to inspection by the Consultant at all stages of fabrication and erection, and access to the works for this purpose is to be granted. The Consultant is to be informed when material is ready for inspection. Copies of mill certificates will be accepted as a guarantee of the steel.

10) Construction working details are to be submitted to the Consultant for approval before the work on

fabrication or erection is commenced.

11) Boltholes in hollow sections shall be sealed to prevent the ingress of moisture.



12) All finished members shall be free from twist, true to profile and straight or truly curved.

13) Base plates in excess of 0.50 m2 in area shall have 50 mm diameter air holes to facilitate grouting after erection of a column.

14) Each primary member (columns beams and rafters) shall be fabricated from one continuous steel

section. Butt-welding of short steel lengths of Section to achieve the required overall steel member length will not be permitted.

15) All steelwork members shall be fitted with welded earth lugs to facilitate earthing of the superstructure.

N) EXECUTION

1) CUTTING a) Cutting shall be done in a manner to prevent distortion. The use of a cutting torch is permissible if the

member is not carrying substantial stresses during the operation. Gas cut edges which will be subject to substantial tensile stress shall be cut by a mechanically guided torch or, if hand cut, shall be carefully examined and any nicks removed.

b) All cut members shall have barbs removed and edges smoothed. Column shaft ends shall be milled

flat.

2) WELDING a) Refer to Section 05050.B.3 : WELDING

3) PROTECTION AGAINST CORROSION

a) Refer to Section 05030 : METAL COATING

4) ERECTION a) The erection work shall be under the direct control of an experienced erection supervisor. b) Prior to delivery to site each separate item of steelwork shall be legibly marked to matt black paint, in

accordance with an approved marking diagram, to facilitate identification and erection.

c) When erecting on or over concrete or other floor, care shall be taken to prevent damage to the floors through careless handling of sections, bolts or spanners. Protection approved by the Consultant shall be provided where it is necessary to run erection cranes and plant on the floors.

d) The hoisting of sections which have been painted is to be carried out using slings and timber or

rubber packs to minimize damage. Chains shall not be used.

e) During erection the work shall be securely bolted or otherwise fastened and if necessary temporarily braced to make adequate provision for all erection stresses and conditions including those due to erection equipment and its operation.

f) Column base plates shall be raised or lowered to correct level using sawn stainless steel packs or

wedges not larger than necessary for the purpose. The Consultant shall be informed where the space between base plates and foundation is less than 10 mm or more than 60mm.

g) The Consultant shall be informed of any defects due to detailing in or fabrication errors and no

remedial work shall commence until the method of rectification has been approved.

h) The steel sliding surfaces of movement joints shall be coated with molybdenum disulphide grease before connection and care shall be taken to ensure that bolts are in the centre slotted holes after erection of the structure.

i) Members shall not be permanently connected until sufficient of the structure has been aligned,

leveled, plumbed and temporarily connected to ensure that they will not be displaced during the erection and alignment of the remainder of the structure.

j) When HSFG bolts are used the method of identifying fully tightened connections (eg, a color spot of

paint) shall be agreed with the Consultant before erection commences.



k) All necessary ladders, scaffolds or other suitable access shall be provided to enable the Consultant to inspect the connections.

O) FIRE PROTECTION

1) PROTECTIVE TREATMENT MATERIALS a) Metallic Blast Cleaning Abrasives

Chilled iron grit shall be in accordance with BS 7079 Part E2, and cast steel grit shall be in accordance with BS 7079 Part E3.

b) Surface Coatings Paint materials and other coatings supplied shall be in accordance with the appropriate British Standard or European Standard for Materials.

c) Sherardized Coatings Sherardized coatings shall be in accordance with BS 4921.

d) Galvanized Materials The composition of Zinc in galvanizing baths shall be in accordance with BS 729.

e) Steel Protection System Refer to General Notes.




05530 GRATINGS A) GENERAL

1) SUMMARY a) This Part provides the specification for preparation of shop drawings, engineering, testing,

fabrication, delivery erection and installation of metal bar grating, including fixings, framing and support.

2) RELATED SECTIONS

a) Structural steel specification

B) REFERENCES ASTM A36/A36M Standard Specification for Carbon Structural Steel. ASTM A569/A569M Standard Specification for Steel, Carbon (0.15 Maximum, Percent), Hot-Rolled

Sheet and Strip Commercial Quality.

American Welding Society: AWS A2.4 Standard Symbols for Welding, Brazing, and Nondestructive Examination. AWS D1.1 Structural Welding Code - Steel.

National Association of Architectural Metal Manufacturers: NAAMM MBG 531 Metal Bar Grating Manual. NAAMM MBG 532 Heavy Duty Metal Bar Grating Manual.

C) SUBMITTALS 1) Samples and Product Data

a) The Building Contractor shall submit samples in accordance with the relevant provisions as follows: i) Submit samples of all materials and finishes including the following:

(A) Samples matching the appearance, colour, texture, and other characteristics of each finish required.

(B) Two samples of each type of fixing or clip

ii) The size of all samples shall be agreed with the Consultant unless noted otherwise in the

Contract documents iii) The Building Contractor shall submit any pre-printed or prepared manufacturer’s performance

data.

iv) Submit span and deflection tables.

v) Manufacturer's Installation Instructions: Submit special requirements of perimeter framing and fastening.

2) Shop Drawings and Calculations

a) Submit shop drawings indicating details of gratings, plates, stiffeners, component supports, anchorage, perimeter construction details, and tolerances. Indicate welded connections using standard AWS A2.4 or ISO 2553 welding symbols. Indicate net weld lengths. Include plans, elevations, sections, details, and attachments to other work.

b) Provide templates for anchors and bolts specified for installation under other Sections.

c) Submit welding certificates.

d) The Building Contractor shall submit structural calculations from the manufacturer of the gratings.

e) The Building Contractor shall submit structural calculations for all checker plates inclusive of any

stiffeners.

f) Engineering calculations shall be submitted concurrently with the corresponding shop drawings.

g) All engineering calculations are to bear the stamp of a suitably qualified professional engineer.



h) Shop Drawings shall be prepared and approved by the Consultant prior to the fabrication of any off-site item.

3) Qualifications

a) Design gratings under direct supervision of Professional Engineer experienced in design of this Work. The design shall be strictly in accordance with the manufacturers instructions.

4) Coordination

a) The Building Contractor shall coordinate Work coordinate installation of anchorages for gratings, grating frames, and supports. Furnish setting drawings, templates, and directions for installing anchorages, including sleeves, concrete inserts, anchor bolts, and items with integral anchors, that are to be embedded in concrete or masonry. Deliver such items to Project site in time for installation.

5) As-Built Drawings

a) As-Built Drawings shall be submitted to Consultant for approval no later than 30 days prior to the completion of the Works.

6) Quality Assurance

a) Standards for metal bar grating shall comply with NAAMM MBG 531, "Metal Bar Grating Manual."

b) Qualify welding procedures and personnel according to AWS D1.3, "Structural Welding Code--Sheet Steel."

7) Project Conditions

a) Field Measurements: Verify actual locations of walls and other construction contiguous with gratings by field measurements before fabrication and indicate measurements on Shop Drawings.

D) MATERIAL TYPES AND FINISHES

1) Gratings a) The gratings shall be galvanized iron where indicated on the drawings. b) Each section of the grating shall have edge bars of minimum dimensions equal to or greater than the

bearing bars along all edges. Design strength shall correspond to the structural calculation.

2) Fasteners and Clamps a) Fasteners and clamps shall be galvanized steel otherwise shown on the drawings. Fixings and

clamps shall be proprietary types designed to suit the materials being fixed or clamped. 3) Perimeter Closure

a) Perimeter closures shall be formed in the same material as the grating (bearing bars) and chequer plates.

4) Support Beams and Framing

a) Beams and framing shall be fabricated from materials in accordance with the structural engineer’s calculations. Unless otherwise noted, beams and framing shall be hot-dip galvanized.

5) Ferrous Metals

a) Steel Plates, Shapes, and Bars: ASTM A 36/A 36M. b) Wire Rod for Grating Crossbars: ASTM A 510 (ASTM A 510M).

c) Expanded Metal, Carbon Steel: ASTM F 1267, Class 1.

d) Expanded Metal, Galvanized Steel: ASTM F 1267, Class 2, Grade A.

6) Anchors a) Provide cast-in-place chemical or torque-controlled expansion anchors with capability to sustain,

without failure, a load equal to six times the load imposed when installed in unit masonry and equal to four times the load imposed when installed in concrete, as determined by testing per ASTM E 488 conducted by a qualified independent testing agency.

b) Anchors in interior locations shall comprise carbon-steel components zinc-plated to comply with

ASTM B 633, Class Fe/Zn 5.



c) Anchors in exterior locations shall comprise Alloy Group 1 (A1) stainless-steel bolts complying with ASTM F 593 (ASTM F 738M) and nuts complying with ASTM F 594 (ASTM F 836M).

E) WORKMANSHIP

1) Examination a) The Building Contractor shall verify:

i) site dimensions prior to fabrication ii) location of services and services penetrations iii) dimensional tolerances are acceptable. iv) supports and anchors fixed by others are correctly positioned.

2) Fabrication a) Shop-fabricate grating sections to the 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.

b) Cut, drill, and punch material cleanly and accurately. Remove burrs and ease edges to a radius of

approximately 1 mm, unless otherwise indicated. Remove sharp or rough areas on exposed surfaces.

c) Form from materials of size, thickness, and shapes indicated, but not less than that needed to

support indicated loads.

d) Fit exposed connections accurately together to form hairline joints.

3) Metal Bar Gratings a) Bearing Bar Depth: As required to comply with structural performance requirements. b) Bearing Bar Thickness: As required to comply with structural performance requirements.

c) Crossbar Spacing: as shown on the drawings

4) Removable Grating Sections a) Fabricate with banding bars attached by welding to entire perimeter of each section. Include anchors

and fasteners of type indicated or, if not indicated, as recommended by manufacturer for attaching to supports.

b) Provide not less than four weld lugs for each heavy-duty grating section, with each lug shop welded

to two bearing bars.

c) Furnish self-drilling fasteners with washers for securing grating to supports.

d) Where openings in gratings interrupt four or more bearing bars form edge bands with bars of same size and material as bearing bars.

e) Do not notch bearing bars at supports to maintain elevation.

5) Frames And Supports a) Fabricate frames and supports from metal shapes, plates, and bars of welded construction to sizes,

shapes, and profiles indicated and as necessary to receive gratings. Mitre and weld connections for perimeter angle frames. Cut, drill, and tap units to receive hardware and similar items.

b) Unless otherwise indicated, fabricate from same basic metal as gratings.

c) Unless otherwise indicated, space anchors 600 mm o.c. and provide minimum anchor units in the

form of steel straps 32 mm wide by 6 mm thick by 200 mm long.

6) Welding a) Comply with AWS recommendations and the following:

i) Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals.

ii) Obtain fusion without undercut or overlap.



iii) Remove welding flux immediately.

iv) Mechanically fasten gratings and checker plates to supporting structures.

v) Provide for anchorage of type indicated; coordinate with supporting structure. Fabricate and

space the anchoring devices to secure gratings, frames, and supports rigidly in place and to support indicated loads. Fasteners for the grates shall be removable.

7) Toeplates

a) Fabricate toeplates to fit grating units and weld to units in shop, unless otherwise indicated. The height of the toeplates shall be 100 mm, unless otherwise indicated.

8) Penetrations

a) Penetrations of the checker plates or grating for piping shall be provided with sleeves as shown in the drawing material.

9) Galvanizing

a) Unless otherwise noted, all steel components shall be hot-dip galvanized. The coating weight shall be not less than 550 g/sq. m of coated surface. Galvanize elements only after fabrication has been completed.

b) Galvanizing shall comply with ASTM A 123/A 123M.

10) Steel Finishes

a) Finishes other than galvanizing shall comply with NAAMM's "Metal Finishes Manual for Architectural and Metal Products" for recommendations for applying and designating finishes.

b) Finish gratings, frames, and supports after fabrication has been completed.

c) Prepare uncoated ferrous-metal surfaces by blast cleaning to remove all rust, oil, grease, scale, slag

or other materials or substances which may affect the adhesion or performance of the coating.

d) Apply shop primer to uncoated surfaces of gratings, frames, and supports, except those with galvanized finishes and those to be embedded in concrete or masonry, unless otherwise indicated.

11) Installation

a) Provide anchorage devices and fasteners where necessary for securing gratings to in-place construction. Include threaded fasteners for concrete and masonry inserts, through-bolts, lag bolts, and other connectors.

b) Where necessary, perform cutting, drilling, and fitting required for installing gratings. Only undertake

cutting and drilling where unavoidable to minimize damage to finishes. Mechanically cut galvanized finish surfaces. Do not flame cut.

c) Set perimeter closure flush with top of grating and surrounding construction.

d) Set units accurately in location, alignment, and elevation; measured from established lines and levels

and free of rack. Maximum space between adjacent sections of gratings shall not exceed 8 mm. Maximum variation from top surface plane of adjacent sections of gratings shall not exceed 2 mm.

e) Provide temporary bracing or anchors in formwork for items that are to be built into concrete or

masonry.

f) Fit exposed connections accurately together to form hairline joints.

g) Weld connections that are not to be left as exposed joints but cannot be shop welded because of shipping size limitations. Do not weld, cut, or abrade the surfaces of exterior units that have been hot-dip galvanized after fabrication and are for bolted or screwed field connections.

h) Attach removable units to supporting members with type and size of clips and fasteners indicated or,

if not indicated, as recommended by grating manufacturer for type of installation conditions shown.



i) Non-removable units may be attached to supporting members by welding where both materials are same.



DIVISION - 07

THERMAL AND MOISTURE PROTECTION

Division 07-Thermal and Moisture Protection Barwa Amenities – Phase 1


DIVISION 07

THERMAL AND MOISTURE PROTECTION

TABLE OF CONTENTS 07000 GENERAL 07100 WATERPROOFING 07200 THERMAL PROTECTION



DIVISION 07

THERMAL AND MOISTURE CONTROL

07000 GENERAL A) SCOPE

1) This Part provides the specification for waterproofing, sheet metal flashing and trim. 2) Related Sections and Parts are as follows

a) Division 03 Concrete 3) Waterproofing is a necessary protective system to keep water out of the building and from passing from

area to area within the building. B) REFERENCES

1) AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM D 412 Test Method for Rubber Properties in Tension. ASTM D 624 Test Method for Rubber Property - Tear Resistance. ASTM D 746 Test Method for Brittleness Temperature of Plastics and Elastomers by Impact. ASTM D 1004 Test Method for Initial Tear Resistance of Plastic Film and Sheeting. ASTM D 2240 Test Method for Rubber Property - Durometer Hardness. ASTM D 3020 Specification for Polyethylene and Ethylene Copolymer Plastic Sheeting for Pond,

Canal, and Reservoir Lining. ASTM D 3253 Specification for Vulcanized Rubber Sheeting for Pond, Canal, and Reservoir Lining. ASTM D 4551 Specification for Poly Vinyl Chloride (PVC) Plastic Flexible Concealed Water-

Containment Membrane. ASTM E 96 Test Methods for Water Vapor Transmission of Materials.

2) AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI)

ANSI Test Method for Brittleness Temperature of Plastics and Elastomers by Impact.

3) BRITISH STANDARDS (BS) BS 5250 Code of practice for control of condensation in buildings BS 6203 Fire characteristics and the performance of expanded polystyrene materials used in

building applications BS 8216 Code of practice for use of sprayed lightweight mineral coatings used for thermal

insulation and sound adsorption in buildings BS 8208 Assessment of stability of external cavity walls for filling with thermal insulants

4) NRCA Waterproofing Manual. C) SUBMITTALS

1) PRODUCT DATA a) Manufacturer’s printed specification and installation instructions, including procedures and materials

for terminations, penetration flashings, compatibility and bonding.



2) SHOP DRAWINGS a) Indicate layout of sheets including side and end laps mechanical equipment flashing, parapet

flashing, drain details.

3) SAMPLES a) Membrane Three (3) - 300 mm x 300mm samples b) Flashing membrane Three (3) - 300mm x 300mm samples c) Insulation Three (3) - 300mm x 300mm samples d) Separation Layer Three (3) - 300mm x 300mm samples e) Metal Flashing Three (3) - 300mm x 300mm in the required color f) Primer 1 liter g) Concrete tile 1 No. h) PVC tile pad 2 No.

4) CERTIFICATION

a) The Building Contractor is required to: i) Submit manufacturers certification standing materials ordered and supplied are compatible with

each other, suited for locations and purpose intended and shipped in sufficient quantity to ensure proper timely installations.

ii) Submit manufacturers approval of applicator iii) Submit a certificate signed by the manufacturer of the materials specified which states materials

installed on the project meets manufacturers published performance standards and requirements.

5) EXTENDED WARRANTY

a) A ten (10) - year guarantee shall be provided by the Building Contractor and shall be signed by the membrane manufacturer for materials and workmanship of waterproofing. This guarantee shall clearly clarify the following: i) All materials in waterproofing and roofing systems shall be free from manufacturing defects and

comply with manufacturers published technical specifications. ii) All workmanship in waterproofing and roofing systems shall be free from any defects and comply

with all respect to the manufacturer's technical instructions and control.

iii) This guarantee becomes operative from the date of issue of the handing over report of the building and shall be valid for a period of ten (10) years.

b) Within this guarantee period the Building Contractor is liable for the cost of:

i) Repair of defected materials or installation of a replacement materials or system ii) Damages to the building and/or the building contents due to such existing materials

iii) Financial loss and/or physical injury due to such existing materials.

iv) The text of the guarantee shall be to the Consultants approval.

D) QUALITY ASSURANCE

1) Applicator shall have at least ten (10) years successful experience in installation of roofing or basement tanking and underground waterproofing systems similar to those required for this project and shall be approved by the membrane manufacturer.

E) TESTING

1) LABORATORY TESTING a) The Consultant preserves the right to conduct laboratory test in any of the independent laboratory in

the state or anywhere in the world on the samples which taken from the site for not less than 4 nos. tests out of product leaflet specification at the Building Contractor's expense.

b) In case of failure of any of the tests the products shall be removed and new products shall be fixed.

In this case, the Building Contractor has no right under any condition for an extension of time and any financial claims due to action taken.



2) SITE TEST a) Flood test membrane 48 hours minimum following completion of membrane installation. b) Restrict water run-off membrane area by plugging drains and creating dams or dikes. Flood restricted

area to a depth of 5 cm and maintain at this depth for 48 hours. Repair any leaks which develop and retest. At completion of flood test, drain plugs shall be removed. Similar test shall be repeated after completion of roofing work.

3) TEST REPORT

a) Test reports shall be made available to the Consultant upon requests.

**End of Section***



07100 WATERPROOFING A) GENERAL

i) SUMMARY

(A) This Section includes the following:

(1) Membrane Waterproofing. (2) Waterproofing for flower bed. (3) Cementitious Waterproofing. (4) Waterproofing for wet areas. (5) Waterproofing for Roof. (6) Waterproofing for Driveway.

ii) REFERENCES

(A) AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) 1. ASTM D 412 Test Method for Rubber Properties in Tension. 2. ASTM D 624 Test Method for Rubber Property - Tear Resistance.

3. ASTM D 746 Test Method for Brittleness Temperature of Plastics and Elastomers by Impact.

4. ASTM D 1004 Test Method for Initial Tear Resistance of Plastic Film and Sheeting. 5. ASTM D 2240 Test Method for Rubber Property - Durometer Hardness. 6. ASTM D 3020 Specification for Polyethylene and Ethylene Copolymer Plastic Sheeting for Pond,

Canal, and Reservoir Lining. 7. ASTM D 3253 Specification for Vulcanized Rubber Sheeting for Pond, Canal, and Reservoir

Lining. 8. ASTM D 4551 Specification for Poly Vinyl Chloride (PVC) Plastic Flexible Concealed Water-

Containment Membrane. 9. ASTM E 96 Test Methods for Water Vapor Transmission of Materials.

(B) AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI) 1. ANSI Test Method for Brittleness Temperature of Plastics and Elastomers by Impact.

(C) BRITISH STANDARDS (BS) 1. BS 874 Methods for determining thermal insulating properties 2. BS 2972 Method of test for inorganic thermal insulating materials 3. BS 3927 Rigid phenolic foam (PF) for thermal insulating in the form of slabs and profiled sections 4. BS 3958 Thermal insulation materials 5. BS 4841 Rigid polyurethane (PUR) and polyisocyanurate (PIR) foam for building applications 6. BS 5250 Code of practice for control of condensation in buildings 7. BS 5617 Urea-formaldehyde (UF) foam systems suitable for thermal insulation of cavity walls with

masonry of concrete inner and outer leaves 8. BS 5618 Thermal insulation of cavity walls (with masonry of concrete inner and outer leaves) by

filling with urea-formaldehyde (UF) foam systems 9. BS 5803 Thermal Insulation for use in pitched roof spaces in dwellings 10. BS 6203 Fire characteristics and the performance of expanded polystyrene materials used in

building applications 11. BS 6676 Thermal insulation of cavity walls using man-made fibre batts (slabs) 12. BS 8216 Code of practice for use of sprayed lightweight mineral coatings used for thermal

insulation and sound adsorption in buildings 13. BS 8208 Assessment of stability of external cavity walls for filling with thermal insulants



B) PRODUCTS

1) All the products proposed for waterproofing shall be upon approval of the Consultant. 2) The Manufacturer shall have an in-house quality control set up complying with ISO standards and/or with

related directives: manufacturer quality control manual shall be available for the Consultant checking. 3) The Manufacturer in-house quality control shall be periodically audited by an independent technical

control office for compliance with the Q.C. manual and standard recommendations. Certificates from the technical control office shall be available for Consultant checking.

4) Manufacturer liability in case of product defect or wrong design shall be covered by an insurance policy.

Certificate shall be available for Consultant request.

5) All the products for waterproofing shall be from the Manufacturer: a) FOSROC b) GRACE CONSTRUCTION PRODUCT c) Or equal and approved

C) MEMBRANE WATERPROOFING 1) SUBSTRUCTURE WATERPROOFING SYSTEM (Basements - Foundations, deep trenches and

swimming pool);

. 1. HORIZONTAL AREAS

a. Waterproofing to horizontal areas shall have one (1) layer of 4mm thick Styrene Butadiene Styrene (SBS) elastomeric membrane with 180 gm polyester reinforcement laid over lean/blinding concrete such as on primed surface as per manufacturer’s instruction.

b. The 4mm thick SBS modified bituminous waterproofing membrane with 180gm spun bond polyester reinforcement core shall have the following manufacturer properties:

Thickness 4mm ASTM D-751 Penetration 30 to 35 dmm ASTM D-5 Softening point 110ºC ASTM D-36 Tensile Strength: Longitudinal Transversal

1285 N/5cm 985 N/5cm ASTM D-136

Elongation at break: Longitudinal Transversal

58% 62% ASTM D-146

Dynamic static puncture resistance L4 Tear resistance Longitudinal Transversal

228N 254N

c. All primers, accessories are to be types recommended by the sheet Manufacturers. d. A minimum 5cm thick cement sand screed in 1:5 ratio to be provided on separation layer and

do curing for at least 3 days prior to starting any further works.

2. VERTICAL AREAS

a. Waterproofing to vertical areas shall have one layer of 4mm thick SBS elastomeric membrane with 180 gm polyester reinforcement laid over concrete on primed surface as per manufacturer’s instruction unless otherwise shown on the drawings.

b. A 4mm thick, semi flexible polypropylene copolymer based board double layered with 4mm integrated perpendicular support spacers at 4mm intervals to be applied as a protection to the waterproofing membrane.

c. The Tanking System shall be applied over clean, dry and smooth concrete or blockworks surface. All preparatory works must be executed prior to any membrane installation.



D) GROUND SLAB / DRIVEWAY WATERPROOFING SYSTEM

1. WITH INTERLOCK TILES INVERTED SYSTEM

a. Areas accessible to vehicles shall receive a heavy duty, two layers waterproofing system consisting of: 1) A slip-sheet, 100g/m2 non-woven synthetic geotextile, loose lay over the deck. 2) One layer of a 3mm thick SBS elastomeric bitumen membrane, reinforced with a

120g/m2 non woven polyester, finished on both faces with a fusible torch off film, loose laid over the slip-sheet with 80mm side laps and 120mm end laps torched and seamed.

3) One layer of a 3.2mm thick SBS elastomeric membrane, incorporating a special anti-roots additive, reinforced with a 180g/m2 non woven polyester, surfaced with colored slate flakes factory treated for enhanced adhesion, fully torched over membrane such as with 80mm side laps and 120mm end laps.

4) Vertical parts shall receive: a) One coat of a bituminous primer to ASTM D 41 for 0.25 kg/m2, b) The same membranes 3mm+3.2mm thick two layers system, but fully torched. c) Membrane termination shall be protected by a counter flashing system (metal

flashing, groove or similar approved) and shall be at least 150mm higher than the top level of the interlock tiles.

E) WET AREA WATERPROOFING

1) KITCHEN,BATHROOM WATERPROOFING SYSTEM a) Waterproofing of kitchens, bathrooms, all technical areas (water tanks, , AHU's) shall be carried out

by application of liquid applied waterproofing membrane to the approval of the Consultant.

b) When Liquid applied waterproofing is specified on the drawings, all areas indicated shall receive 2 to 3 coats, as recommended by the manufacturer, of a high build rubber/bitumen emulsion with a minimum 60% solids content and 10% rubber content in the dried film and shall be applied 50mm above the finished level.

F) ROOF WATERPROOFING SYSTEM 1) Roof areas shall have minimum 50mm thick foam concrete slope to fall with the following waterproofing

system: a) One layer waterproofing membrane extended to parapet wall at 300mm height, b) 50mm thick extruded polystyrene insulation board c) 1 layer of geotextile sheet, and d) Finishing layers as per architect drawings .

G) PLANTERS WATERPROOFING SYSTEM

A. General: Planters, flower boxes and planted areas shall receive a heavy duty, anti-roots roof garden waterproofing system.

B. Horizontal Areas:

a) One coat of a bituminous primer to ASTM D 41 for 0.25kg/sq. m. b) One layer of 3.2 mm thick SBS elastomeric bitumen membrane, reinforced with 120 g/sq.m. non- woven polyester, finished on both faces with a fusible torch off film, torched over the primed deck with 80 mm side laps and 120 mm end laps. c) One layer of a 3.2 mm thick SBS elastomeric bitumen membrane, incorporating a special anti-

roots additive, reinforced with a 180 g/sq. m. non-woven polyester, surfaced with colored slate flakes factory-treated for enhanced adhesion, fully torched over the first membrane with 80 mm side laps and 120 mm end laps.

d) 100 mm thick gravel drainage layer, washed gravel type, size 25/40. e) Filter layer consisting of a 200 g/sq. m. non-woven polyester. f) Sweet soil, minimum 300 mm thick, to receive plantations.



C. Vertical Areas:

a) One coat of a bituminous primer to ASTM D 41 for 0.25 kg/sq. m. b) The same two layer membranes, but fully torched. c) Membrane termination shall be protected by a counter flashing system (metal flashing, groove or similar approved) and shall be at least 150mm higher than the top level of the soil. d) Coordinate drainage/ weep hole requirements.

H) CEMENTITIOUS WATERPROOFING

1) FINISHING OF CONCRETE WATER TANKS a) The internal surface of R.C. water tanks shall be lined with 6mm GRP lining and applied as per

Manufacturer’s Recommendations.

I) WATERPROOFING OF SWIMMING POOL 1) Internal waterproofing a. Coating - 2 coats cementitious waterproofing b. Tile Adhesive - Underwater grade cementitious tile c. Tile Joint grout - Chemical resistant waterproof grout

J) WATER BAR

1) Swellable Water stops for In-situ Concrete for liquid containers and swimming pools . a) Shall be made from a preformed elastomeric strip, which can integrate into existing water stop

installation. It shall be free from rubber, bentonite or other inclusions. The water stop shall have an unrestrained volumetric expansion of not less than 170%. It must not deteriorate under prolonged wet/dry cycling and shall be able to withstand a hydrostatic head of 50 meters.

b) Upholds effective seal under wet conditions.

2) Material shall be from: FOSROC - UAE SPEC - UAE GRACE CONSTRUCTION PRODUCT Or equal and approved




07200 THERMAL PROTECTION A) GENERAL

1) SUMMARY a) Section includes Rigid Board and Rockwool Insulation.

2) RELATED SECTIONS a) QCS 2007 Section 15 Thermal Insulation of Buildings b) Section 09300 Tile

B) PRODUCTS

1) RIGID BOARD INSULATION a) Roof Insulation shall be 50mm thick, unless otherwise shown on the drawings, Extruded rigid

preformed cellular polystyrene thermal insulation, with ship-lap treatment on all four edges, 500 micron foil aluminum layer at top surface and shall have the following properties: i) Density : 32 – 35 Kg/m³ ii) Thermal Conductivity : Five year aged average thermal conductivity of 0.028 W/mK

(0.20 Btu-in/ft2 -h-oF) when tested at 24°C (75°F) in accordance with ASTM C-518-98.

iii) Water Absorption : Water absorption of ≤ 1% in volume by submersion average

when tested in accordance with ASTM D 28. iv) Compressive strength : 300 kPa (43 psi) average, when tested according to ASTM D-

1621-95.

b) The material used shall be cellular non-organic material as approved by Consultant.

c) Products shall be classified as B2 fire classified according to DIN 4102

d) Product shall have flame retardant additive to inhibit accidental ignition for small fire source.

e) Product shall have BBA approval certificate. f) A 50mm thick ‘Roofmate SL’ or ‘Styroboard’ extruded polyestyrene board thermal insulation board.

2) ROCKWOOL INSULATION a) Provide 50mm thick Rockwool insulation where applicable, all as required and where shown on the

drawings. Rockwool shall comply with the following similar nearest properties: i) Service Temperature : Can withstand temperatures up to 750O C

ii) Fire Safety : Non-combustible when tested in accordance with BS 476: Part

4: 1970 and ASTM E-136

iii) Thermal Conductivity : Test in accordance with BS 874: 1986, equivalent to ASTM C- 177 / C-518 (ISO 8302 / ISO 8301) and DIN 52612

iv) Acoustical Properties : Test in accordance with BS 3638 and ISO 0354

v) Moisture : Water repellent, non-hygroscopic, non-capillary. Should not absorb any moisture from the air nor does moisture have any effect on the stability of the slabs. Water absorption test in accordance to BD-2972; Section 12

vi) Chemical Nuetrality : Chemically neutral with a pH value of 7.3 when tested in accordance with BS-2972: Section 22 and ASTM C-871. It will neither cause not promote corrosion. Should meet the requirements of ASTM C-795 the standard specification for thermal insulation for use in contact with austenitic stainless steel when measured according to standard methods of ASTM C-692 (Corrosion test) and ASTM C-871 (Chemical Analysis).



Should contain low level of chlorides when tested in accordance with BS-2972: Section 21, ASTM C-871 and AGI Q135.

vii) Biological Properties : Rot-proof, non-hygroscopic, will not sustain vermin and will not encourage growth of bacteria, mold or fungi. Saudi RW Factory- KSA Modern Insulation Industry - Jordan Omega Industrial Supplies - Egypt Fujairah Rockwool - UAE Or equal & approved.

C) EXECUTION

1) Refer to Sections 07100 Waterproofing.



Earth Work Barwa Amenities – Phase 1

July 2010

DIVISION - 31

EARTH WORK

Site Clearing Barwa Amenities – Phase 1


SECTION 311000 - SITE CLEARING

PART 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. This Section includes the following:

1. Protecting existing trees, shrubs, groundcovers, plants and grass to remain. 2. Removing existing trees, shrubs, groundcovers, plants and grass. 3. Clearing and grubbing. 4. Stripping and stockpiling topsoil. 5. Removing above- and below-grade site improvements.

B. Related Sections include the following:

1. Division 01 Section "Temporary Facilities and Controls" for temporary utilities, temporary

construction and support facilities, temporary security and protection facilities. 2. Division 01 Section "Temporary Tree and Plant Protection" for protecting trees remaining on-site

that are affected by site operations. 3. Division 01 Section "Execution" for verifying utility locations and for recording field

measurements. 4. Division 02 Section "Structure Demolition" for demolition of buildings, structures, and site

improvements. 5. Division 02 Section "Selective Structure Demolition" for partial demolition of buildings or

structures undergoing alterations. 6. Division 31 Section "Earth Moving" for soil materials, excavating, backfilling, and site grading.

C. REFERENCES

1. BRITISH STANDARDS (BS)

a. BS 1722 Fences b. BS 3470 Field Gates and Posts c. BS 6906 Methods of Tests For Geotextile d. BS 7671 Requirements for electrical installations e. BS EN60598 Luminaries

1.3 DEFINITIONS

A. Topsoil: Natural or cultivated surface-soil layer containing organic matter and sand, silt, and clay particles; friable, pervious, and black or a darker shade of brown, gray, or red than underlying subsoil; reasonably free of subsoil, clay lumps, gravel, and other objects more than 50 mm in diameter; and free of subsoil and weeds, roots, toxic materials, or other nonsoil materials.

B. Tree Protection Zone: Area surrounding individual trees or groups of trees to be protected during construction, and defined by the drip line of individual trees or the perimeter drip line of groups of trees, unless otherwise indicated.



1.4 MATERIAL OWNERSHIP

A. Except for stripped topsoil or other materials indicated to remain Owner's property, cleared materials shall become Contractor's property and shall be removed from Project site upon approval of the Consultant.

1.5 SUBMITTALS

A. Photographs sufficiently detailed, of existing conditions of trees and plantings, adjoining construction, and site improvements that might be misconstrued as damage caused by site clearing.

B. Record drawings, according to Division 01 Section "Project Record Documents," identifying and accurately locating capped utilities and other subsurface structural, electrical, and mechanical conditions.

1.6 QUALITY ASSURANCE

A. Preinstallation Conference: Conduct conference at Project site to comply with requirements in Division 01 Section "Project Management and Coordination."

1.7 PROJECT CONDITIONS

A. Traffic: Minimize interference with adjoining roads, streets, walks, and other adjacent occupied or used facilities during site-clearing operations.

1. Do not close or obstruct streets, walks, or other adjacent occupied or used facilities without permission from Owner and authorities having jurisdiction.

2. Provide alternate routes around closed or obstructed traffic ways if required by authorities having jurisdiction.

B. Improvements on Adjoining Property: Authority for performing site clearing indicated on property adjoining Owner's property will be obtained by Owner before award of Contract.

1. Do not proceed with work on adjoining property until directed by Consultant.

C. Salvable Improvements: Carefully remove items indicated to be salvaged and store on Owner's premises where indicated.

D. Utility Locator Service: Notify utility locator service for area where Project is located before site clearing.

E. Do not commence site clearing operations until temporary erosion and sedimentation control measures are in place.

PART 2 - PRODUCTS

2.1 SOIL MATERIALS

A. Satisfactory Soil Materials: Requirements for satisfactory soil materials are specified in Division 31 Section "Earth Moving."

1. Obtain approved borrow soil materials off-site when satisfactory soil materials are not available on-site.



PART 3 - EXECUTION

3.1 PREPARATION

A. Protect and maintain benchmarks and survey control points from disturbance during construction.

B. Locate and clearly flag trees and vegetation to remain or to be relocated.

C. Protect existing site improvements to remain from damage during construction.

1. Restore damaged improvements to their original condition, as acceptable to Owner.

3.2 TREE PROTECTION

A. Erect and maintain temporary fencing around tree protection zones before starting site clearing. Remove fence when construction is complete.

1. Do not store construction materials, debris, or excavated material within fenced area. 2. Do not permit vehicles, equipment, or foot traffic within fenced area. 3. Maintain fenced area free of weeds and trash.

B. Do not excavate within tree protection zones, unless otherwise indicated.

C. Where excavation for new construction is required within tree protection zones, hand clear and excavate to minimize damage to root systems. Use narrow-tine spading forks, comb soil to expose roots, and cleanly cut roots as close to excavation as possible.

1. Cover exposed roots with burlap and water regularly. 2. Temporarily support and protect roots from damage until they are permanently redirected and

covered with soil. 3. Coat cut faces of roots more than 38 mm in diameter with an emulsified asphalt or other

approved coating formulated for use on damaged plant tissues. 4. Backfill with soil as soon as possible.

D. Repair or replace trees and vegetation indicated to remain that are damaged by construction operations, in a manner approved by Consultant.

1. Employ an arborist, licensed in jurisdiction where Project is located, to submit details of proposed repairs and to repair damage to trees and shrubs.

2. Replace trees that cannot be repaired and restored to full-growth status, as determined by Consultant.

3.3 UTILITIES

A. Owner will arrange for disconnecting and sealing indicated utilities that serve existing structures before site clearing, when requested by Contractor.

1. Verify that utilities have been disconnected and capped before proceeding with site clearing.

B. Locate, identify, disconnect, and seal or cap off utilities indicated to be removed.

1. Arrange with utility companies to shut off indicated utilities. 2. Owner will arrange to shut off indicated utilities when requested by Contractor.

C. Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary utility services according to requirements indicated:

1. Notify Consultant not less than two days in advance of proposed utility interruptions.



2. Do not proceed with utility interruptions without Consultant's written permission.

D. Excavate for and remove underground utilities indicated to be removed.

E. Removal of underground utilities is included as per the approval of the Consultant.

3.4 CLEARING AND GRUBBING

A. Remove obstructions, trees, shrubs, grass, and other vegetation to permit installation of new construction.

1. Do not remove trees, shrubs, and other vegetation indicated to remain or to be relocated. 2. Cut minor roots and branches of trees indicated to remain in a clean and careful manner where

such roots and branches obstruct installation of new construction. 3. Grind stumps and remove roots, obstructions, and debris extending to a depth of 450 mm below

exposed subgrade. 4. Use only hand methods for grubbing within tree protection zone. 5. Chip removed tree branches and stockpile in areas approved by Consultant.

B. Fill depressions caused by clearing and grubbing operations with satisfactory soil material unless further excavation or earthwork is indicated.

1. Place fill material in horizontal layers not exceeding a loose depth of 200 mm, and compact each layer to a density equal to adjacent original ground.

3.5 TOPSOIL STRIPPING

A. Remove sod and grass before stripping topsoil.

B. Strip topsoil to whatever depths are encountered in a manner to prevent intermingling with underlying subsoil or other waste materials.

1. Remove subsoil and nonsoil materials from topsoil, including trash, debris, weeds, roots, and other waste materials.

C. Stockpile topsoil materials away from edge of excavations without intermixing with subsoil. Grade and shape stockpiles to drain surface water. Cover to prevent windblown dust.

1. Limit height of topsoil stockpiles to 1800 mm. 2. Do not stockpile topsoil within tree protection zones. 3. Dispose of excess topsoil as specified for waste material disposal. 4. Stockpile surplus topsoil to allow for respreading deeper topsoil.

3.6 SITE IMPROVEMENTS

A. Remove existing above- and below-grade improvements as indicated and as necessary to facilitate new construction.

B. Remove slabs, paving, curbs, gutters, and aggregate base as indicated.

1. Unless existing full-depth joints coincide with line of demolition, neatly saw-cut length of existing pavement to remain before removing existing pavement. Saw-cut faces vertically.

2. Paint cut ends of steel reinforcement in concrete to remain to prevent corrosion.

3.7 DISPOSAL

A. Disposal: Remove surplus soil material, unsuitable topsoil, obstructions, demolished materials, and waste materials including trash and debris, and legally dispose of them off Owner's property.



1. Separate recyclable materials produced during site clearing from other nonrecyclable materials. Store or stockpile without intermixing with other materials and transport them to recycling facilities.

END OF SECTION 311000

Earth Moving Barwa Amenities – Phase 1


SECTION 312000 - EARTH MOVING

PART 1 - GENERAL



1.2 SUMMARY

A. This Section includes the following:

1. Excavation 2. Backfilling 3. Subgrade Inspection 4. Storage and Disposal of Excavated Materials 5. Soil Moisture Control 6. Protection

1.3 REFERENCES

A. BRITISH STANDARDS (BS)

1. BS 1722 Fences 2. BS 3470 Field Gates and Posts 3. BS 6906 Methods of Tests For Geotextile 4. BS 7671 Requirements for electrical installations 5. BS EN60598 Luminaries


A. All items within this Section are to be designed, manufactured, and installed with safety of the public as a priority.

B. Some of the Parts in this Section specify the work in general terms only. If external work items related to this Section are not fully specified or otherwise detailed within the Project Documentation, the Building Contractor shall submit appropriate specifications for approval by the Consultant.

C. Any standards or other documentation to support the suitability of Building Contractor supplied specifications for the work shall be submitted to the Consultant for review.

D. Seismic Survey Agency: An independent testing agency, acceptable to authorities having jurisdiction, experienced in seismic surveys and blasting procedures to perform the following services:

1. Report types of explosive and sizes of charge to be used in each area of rock removal, types of blasting mats, sequence of blasting operations, and procedures that will prevent damage to site improvements and structures on Project site and adjacent properties.

2. Seismographic monitoring during blasting operations.

E. Geotechnical Testing Agency Qualifications: An independent testing agency qualified according to ASTM E 329 to conduct soil materials and rock-definition testing, as documented according to ASTM D 3740 and ASTM E 548.

F. Preexcavation Conference: Conduct conference at Project site to comply with requirements in Division 01 Section "Project Management and Coordination."




A. Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted in writing by Consultant and then only after arranging to provide temporary utility services according to requirements indicated.

1. Notify Consultant not less than two days in advance of proposed utility interruptions. 2. Do not proceed with utility interruptions without Consultant's written permission. 3. Contact utility-locator service for area where Project is located before excavating.

B. Demolish and completely remove from site existing underground utilities indicated to be removed. Coordinate with utility companies to shut off services if lines are active.

PART 2 - PRODUCTS

2.1 SOIL MATERIALS

A. General: Provide borrow soil materials when sufficient satisfactory soil materials are not available from excavations. Refer to Architectural specifications for complete description of soil needed.

B. All materials, components and accessories shall be stored in accordance with the relevant provisions of QCS Section 1, General.

C. All products supplied under this Section must be obtained from an approved source.

D. The Building Contractor will not be permitted to change his source of supply without the permission of the Consultant.

PART 3 - EXECUTION

3.1 PREPARATION

A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earthwork operations.

B. Preparation of subgrade for earthwork operations including removal of vegetation, topsoil, debris, obstructions, and deleterious materials from ground surface is specified in Division 31 Section "Site Clearing."

C. Protect and maintain erosion and sedimentation controls, which are specified in Division 31 Section "Site Clearing," during earthwork operations.

D. Provide protective insulating materials to protect subgrades and foundation soils against freezing temperatures or frost.

3.2 DISPOSITION OF EXISTING UTILITIES

A. Before commencing any construction work, the Building Contractor shall obtain from the various utilities departments, companies or employer the location of any existing utilities on the Site. Active utilities on the site shall be carefully protected from damage, relocated or removed as required by the work. When an active utility line is exposed during construction, its location and elevation shall be plotted on the Record Drawings and both the Consultant and the utility department notified in writing.

B. Inactive or abandoned utilities encountered during construction operations shall be removed, plugged or capped. The location of such utility shall be noted on the Record Drawings and reported in writing to the Consultant.



C. Active utility lines damaged during the course of construction operations shall be repaired or replaced as determined by the Consultant at the Building Contractors expense. Immediately an active utility line is damaged the Building Contractor shall notify the Consultants Representative and the utility department by telephone and in writing.

3.3 SAFETY OF ADJOINING EXISTING BUILDINGS

A. The Building Contractor shall take all necessary precautions during the excavation for the Works particularly those excavations which are adjoining existing building and shall protect such buildings from the damage or collapse by means of temporary or permanent shoring, strutting, sheet piling or underpinning or excavation in short lengths and/or other methods as he deems fit and also he shall properly support all foundations, trenches, walls, floors, etc. affecting the safety of the adjoining existing buildings.

B. The Building Contractor shall alter, adopt and maintain all such works described above for the whole period of the Contract and shall finally clear away and make good all damage done.

C. The Constructions and efficiency of the shoring, underpinning, strutting and the like for the purpose for which it is erected shall be the responsibility of the Building Contractor, should any subsidence or any other damage occur due to the inefficiency of the shoring, underpinning, strutting and the like or any other support provided, the damage shall be made good by the Building Contractor at his own expense and responsibility.

3.4 HAZARDOUS MATERIALS

A. This Part specifies requirements and procedures for the Building Contractor when encountering potential or known hazardous or toxic waste.

B. PROCEDURES AND IMMEDIATE ACTION

1. The Building Contractor shall contact and co-ordinate with respective Government Departments in order to ensure correct implementation of approved methods and procedures to be carried out by the Building Contractor in connection with the removal or containment of hazardous materials. This is especially to be undertaken for the following:

a. Prior to initiation of any work at the Site where known hazardous materials exist. b. Immediately upon question, suspicion, or finding of hazardous materials during demolition;

all work should cease under this situation, with exception of immediate precautions taken to provide containment or until further direction or approval is given by the Consultant.

C. METHOD STATEMENT

1. When the Building Contractor’s operations encounter or expose any abnormal condition which may indicate the presence of a hazardous or toxic waste, the Consultant is to be notified immediately. The presence of the following may be indicators of hazardous or toxic wastes and are to be treated with extraordinary caution:

a. Tanks or barrels b. Discolored earth, metal, wood, ground water, etc. c. Visible fumes d. Abnormal odors e. Excessively hot earth f. Smoke g. Other conditions which appear abnormal h. Hazardous materials include, but are not limited to the following:

1) Anhydrous ammonia 2) Combustible liquids, compressed gasses 3) Dip tanks, flammable liquids 4) Hydrogen



5) Liquid petroleum gasses 6) Nitrous oxide 7) Spray finishing

D. SPECIAL PRECAUTIONS

1. PUBLIC SAFETY MEASURES

a. The Building Contractor is to provide all safety measures to protect the public from harmful hazardous materials as required by respective authorities.

b. The Building Contractor’s operations will not resume until so directed by the Consultant if any safety measures are found to be inadequate for protection from hazardous material conditions encountered during work.

2. ENVIRONMENTAL SAFETY MEASURES

a. The Building Contractor is to follow and implement all procedures defined or required by related environmental or public safety authorities. These precautions will be taken at all times during the removal or confinement of hazardous materials, whether known or suspected.

b. The Building Contractor is to have present at the Site, a representative of the related approval authority during removal or confinement work, if it is a requirement the approval authority.

c. If previously defined safety measures are found not to exist for the type of hazardous materials in question, it will be the Building Contractor’s responsibility to establish procedures and methodology to be implemented. The procedures and methodology shall be to the approval of the Consultant.

d. Removal or containment work is to be performed under the constant direction and supervision of pre-approved personnel experienced with working with hazardous materials.

E. DOCUMENTATION

1. The Building Contractor is to be responsible for processing and approval of any documentation relating to procedures required by governmental or agencies related to procedures for removal or containment of hazardous materials

3.5 DEWATERING

A. Prevent surface water and ground water from entering excavations, from ponding on prepared subgrades, and from flooding Project site and surrounding area.

B. Protect subgrades from softening, undermining, washout, and damage by rain or water accumulation.

1. Reroute surface water runoff away from excavated areas. Do not allow water to accumulate in excavations. Do not use excavated trenches as temporary drainage ditches.

2. Install a dewatering system, specified in Division 31 Section "Dewatering," to keep subgrades dry and convey ground water away from excavations. Maintain until dewatering is no longer required.

3.6 EXPLOSIVES

A. Explosives: Do not use explosives.

B. No blasting of any kind will be permitted.



3.7 EXCAVATION, GENERAL

A. A survey of the existing site shall be made and the results of same submitted to the Consultant before commencement of the works for his approval.

B. The Building Contractor shall perform all excavations as required for all works under this Contract as indicated on the Drawings and as per the approved soil investigation report.

C. Excavation shall be carried out in all materials, by whatever means necessary, accurately to the lines and levels shown on the Drawings, or as ordered by the Consultant.

D. Except where indicated on the drawings to remain undisturbed, the Building Contractor shall remove all topsoil, plants, roots, vegetation, rubbish, rocks etc. from areas lying within limits of structures and from areas to receive fill, embankment, surfacing road construction, concrete or other construction.

E. Footings and foundations shall rest on firm undisturbed soil free from loose materials.

F. Slopes and formation surfaces shall be trimmed true to line and the required profiles shall be left well consolidated, neat and smooth.

G. Any additional excavation occasioned by slips, falls, wash-ins, etc. shall be made good at the Building Contractor's expense with mass concrete or approved filling materials as ordered by the Consultant.

3.8 EXCAVATION FOR WALKS AND PAVEMENTS

A. Excavate surfaces under walks and pavements to indicated lines, cross sections, elevations, and subgrades.

3.9 EXCAVATION FOR UTILITY TRENCHES

A. Utilities shall generally be installed in open cut trenches except that short connections may be tunneled if in the opinion of the Consultant, the pipe or duct can be safely and properly installed and backfill can be properly placed and compacted in such tunneled section.

B. Bottom of trenches shall be graded evenly to secure the required falls for pipes and to ensure bearing over the entire length of the pipe. Bottoms of trenches shall be firm undisturbed soil, other than top soil and free from rock, stones, hard substances, rubbish and the like. Where rock, stones or other hard materials occur, these shall be removed for a depth of at least 10mm and the space backfilled with selected sand or granular material compacted in accordance with backfill requirements. No such material shall be excavated or back filing carried out without the approval of the Consultant.

3.10 SUBGRADE INSPECTION

A. The Consultant shall inspect all excavations before commencement of further work and the Building Contractor shall notify the Consultant when excavations are ready for inspection.

B. The Consultant may instruct the Building Contractor to test the bearing capacity of the soil in the bottom of excavations. Upon receipt of such instructions, the Building Contractor shall forthwith carry out such tests as the Consultant may instruct at the Building Contractor's expense.

C. Should the bottom of excavation be found to be unsuitable as bearing surfaces as a result of such tests or inspection by the Consultant, the Building Contractor shall excavate further as directed until a satisfactory bearing surface is achieved.

D. No excavation shall be refilled not any permanent work commenced until the formation has been inspected by the Consultant and his permission to proceed given. If required by the Consultant, the bottom 150mm of excavation shall not be removed until just before the commencement of construction of permanent work.



3.11 STORAGE AND DISPOSAL OF EXCAVATED MATERIAL

A. Excavated material shall not be piled up along sides of excavations in a manner that will overload or increase danger of collapse of excavation sides, all excavated material shall be neatly piled in stockpiles but where this is not practicable the excavated material shall be removed from site.

B. Excavated materials shall be separated into those suitable for fill and those unsuitable for fill as directed by the Consultant. Materials unsuitable for fill shall, as soon as possible, be removed from site to a tip to be provided by the Building Contractor and approved by the Municipality. Materials suitable for fill shall be put to immediate use or stock piled at the option of the Building Contractor.

3.12 CART AWAY

A. All surplus materials arising from the excavation, etc, shall be disposed off out of the site to a tip to be provided by the Building Contractor and approved by the Municipality in accordance with all local regulations regarding disposal of surplus materials etc.

3.13 BACKFILL

A. The excavated material, arising from all excavations declared by the Consultant to be suitable for fill is to be used as filling. Backfilling shall be carried out to the levels shown on the Drawings or to levels as directed by the Consultant with selected excavated materials and compacted in 200mm layers, well wetted, tested and proved to the proposed bearing capacity and to the satisfaction of the Consultant and as per Q.C.S.

B. The compaction shall be carried out to reach 95% of the maximum dry density of the compacted material.

C. In the event that the available approved excavated material is not sufficient to backfill or shall prove unsuitable, filling material free from mud, slurry, salts, organic matter, etc. shall be imported to the Site from a source approved by the Consultant, at the Building Contractor's expense.

D. Insect Treatment: The peripheral areas of all the buildings shall be treated with Pest and Insect Control Materials to provide protection against damage from insect larvae, termites and fungal decay to BS 6566, Part 7. Organic solvent type preservatives shall contain water repellent chemicals. Certificates shall be provided confirming all necessary treatments required have been completed.

E. BACKFILLING BEHIND RETAINING WALLS

1. FORMED WALLS

a. Backfilling behind tanked wall shall be carried out in such a way that waterproofing shall not be damaged. Using sand flooded with water shall be allowed in very tight spaces. Unless otherwise indicated, the topmost layer of one (1) meter shall be placed in 150mm layer using desert backfill material, which shall be tested to 95% proctor for each layer.

2. WALL WITH BLOCKWORKS AS THE OUTER PERMANENT FORMWORK

a. Unless otherwise shown on the drawings, the block work shall be built in a stable way by means of piers at close spacing or by stabilizing the back fill behind using stabilized (cyclopean) concrete or any earth reinforcing means to prevent lateral pressures that could overturn the block work walls even cause damage the waterproofing membrane adhered to it. Filling the block work with reinforced concrete shall not be considered adequate to resist active earth pressures.

b. Upon approval of the Consultant, the topmost layer of one (1) meter thickness shall be placed in 150mm layers using approved well-graded backfill materials, which shall be tested to 95% proctor for each layer.



3.14 SOIL MOISTURE CONTROL

A. Uniformly moisten or aerate subgrade and each subsequent fill or backfill soil layer before compaction to within 2 percent of optimum moisture content.

1. Do not place backfill or fill soil material on surfaces that are muddy, frozen, or contain frost or ice. 2. Remove and replace, or scarify and air dry otherwise satisfactory soil material that exceeds

optimum moisture content by 2 percent and is too wet to compact to specified dry unit weight.

3.15 PROTECTION

A. Protecting Graded Areas: Protect newly graded areas from traffic, freezing, and erosion. Keep free of trash and debris.

B. Repair and reestablish grades to specified tolerances where completed or partially completed surfaces become eroded, rutted, settled, or where they lose compaction due to subsequent construction operations or weather conditions.

1. Scarify or remove and replace soil material to depth as directed by Consultant; reshape and recompact.

C. Where settling occurs before Project correction period elapses, remove finished surfacing, backfill with additional soil material, compact, and reconstruct surfacing.

1. Restore appearance, quality, and condition of finished surfacing to match adjacent work, and eliminate evidence of restoration to greatest extent possible.

3.16 DISPOSAL OF SURPLUS AND WASTE MATERIALS

A. Disposal: Remove surplus satisfactory soil and waste material, including unsatisfactory soil, trash, and debris, and legally dispose of it off Owner's property.

B. Disposal: Transport surplus satisfactory soil to designated storage areas on Owner's property. Stockpile or spread soil as directed by Consultant.

1. Remove waste material, including unsatisfactory soil, trash, and debris, and legally dispose of it off Owner's property.

C. Disposal of hazardous material will be made in accordance with the requirements of the relevant authority.


Excavation Support and Protection Barwa Amenities – Phase 1


SECTION 315000 - EXCAVATION SUPPORT AND PROTECTION

PART 1 - GENERAL



1.2 SUMMARY

A. Section includes temporary excavation support and protection systems.

B. Related Sections:

1. Division 01 Section "Temporary Facilities and Controls" for temporary utilities and support

facilities. 2. Division 31 Section "Dewatering" for dewatering system for excavations.

1.3 PERFORMANCE REQUIREMENTS

A. Design, furnish, install, monitor, and maintain excavation support and protection system capable of supporting excavation sidewalls and of resisting soil and hydrostatic pressure and superimposed and construction loads.

1. Delegated Design: Design excavation support and protection system, including comprehensive engineering analysis by a qualified professional engineer, using performance requirements and design criteria indicated.

2. Prevent surface water from entering excavations by grading, dikes, or other means. 3. Install excavation support and protection systems without damaging existing buildings,

structures, and site improvements adjacent to excavation. 4. Monitor vibrations, settlements, and movements.

1.4 SUBMITTALS

A. Shop Drawings

1. For excavation support and protection system. 2. Shop drawings if there is revision from the approved shoring design before commencing the

work.

B. Detailed shoring design proposed by the Building Contractor for approval of Consultant.

C. Installation procedure of proposed shoring design.

D. Delegated-Design Submittal: For excavation support and protection system indicated to comply with performance requirements and design criteria, including analysis data signed and sealed by the qualified professional Consultant responsible for their preparation.

E. Other Informational Submittals:

1. Photographs showing existing conditions of adjacent construction and site improvements that might be misconstrued as damage caused by the absence of, the installation of, or the performance of excavation support and protection systems. Submit before Work begins.



2. Record Drawings: Identifying and locating capped utilities and other subsurface structural, electrical, or mechanical conditions.


A. Preinstallation Conference: Conduct conference at Project site if necessary.

1. Review methods and procedures related to excavation support and protection system including, but not limited to, the following:

a. Geotechnical report. b. Existing utilities and subsurface conditions. c. Proposed excavations. d. Proposed equipment. e. Monitoring of excavation support and protection system. f. Working area location and stability. g. Coordination with waterproofing. h. Abandonment or removal of excavation support and protection system.


A. Interruption of Existing Utilities: Do not interrupt any utility serving facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary utility according to requirements indicated:

1. Notify Consultant no fewer than two (2) days in advance of proposed interruption of utility. 2. Do not proceed with interruption of utility without Consultant's written permission.

B. Project-Site Information: A geotechnical report has been prepared for this Project and is available for information only. The opinions expressed in this report are those of geotechnical engineer and represent interpretations of subsoil conditions, tests, and results of analyses conducted by geotechnical engineer. Owner will not be responsible for interpretations or conclusions drawn from the data.

1. Make additional test borings and conduct other exploratory operations necessary for excavation support and protection.

2. The geotechnical report is included elsewhere in the Project Manual.

C. Survey Work: Engage a qualified land surveyor or professional engineer to survey adjacent existing buildings, structures, and site improvements; establish exact elevations at fixed points to act as benchmarks. Clearly identify benchmarks and record existing elevations.

1. During installation of excavation support and protection systems, regularly resurvey benchmarks, maintaining an accurate log of surveyed elevations and positions for comparison with original elevations and positions. Promptly notify Consultant if changes in elevations or positions occur or if cracks, sags, or other damage is evident in adjacent construction.

PART 2 - PRODUCTS

2.1 MATERIALS

A. General: Provide materials that are either new or in serviceable condition.

B. Structural Steel: ASTM A 36/A 36M, ASTM A 690/A 690M, or ASTM A 992/A 992M.

C. Steel Sheet Piling: ASTM A 328/A 328M, ASTM A 572/A 572M, or ASTM A 690/A 690M; with continuous interlocks.

D. Cast-in-Place Concrete: ACI 301, of compressive strength required for application.



E. Reinforcing Bars: ASTM A 615/A 615M, Grade 420, deformed.

F. Tiebacks: Steel bars, ASTM A 722/A 722M.

G. Tiebacks: Steel strand, ASTM A 416/A 416M.

H. Other materials included in the design proposal of the Contractor.

PART 3 - EXECUTION

3.1 SHEETING AND SHORING

A. Sheeting and shoring shall be provided by the Building Contractor at excavations to ensure complete safety against collapse of soil at sides of excavations, to provide protection of worker and to prevent damage to adjacent property, structures, paving and utilities.

B. The Building Contractor shall be responsible for the design, installation and maintenance of the shoring system around the site as agreed in this Contract. The Building Contractor shall maintain the shoring system installed.

C. Once the Building Contractor completes the full retaining wall construction including the waterproofing and its protection, the Building Contractor shall remove all materials used in maintaining the shoring system and shall clear the site for the backfilling.

D. The Building Contractor shall be responsible for backfilling its retaining walls.

E. Should the Building Contractor need to install additional shoring the Building Contractor shall bear the cost of such additional shoring and shall get it approved by the Consultant before commencing the works.


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