AlFao General Technical Conditions and Specifications

8/14/2019 AlFao General Technical Conditions and Specifications

1/82

REPUBLIC OF IRAQ

AL-FAO GENERAL ENGINEERING

COMPANY

GENERAL TECHNICAL CONDITIONS

ANDSPECIFICATIONS

BOOK -1 / 2

SPECIFICATION OF MATERIALS

WORKMANSHIP OF CIVIL

ENGINEERING WORKS

Second Edition 2002


2/82

CONTENTS

BOOK 1 SPECIFICATIONS OF MATERIALS

BOOK 2 SPECIFICATIONS OF WORKMANSHIP CIVIL

ENGINEERING WORKS

BOOK 3 SANITARY WORKS

BOOK 4 ELECTRICAL WORKS

BOOK 5 MECHANICAL WORKS

(HEATING, VENTILATION, AND AIR-CONDITIONING)


3/82

Explanatory Notes(I )The conditions of contract , drawings, the bills of quantities and

this general technical specification shall be read in conjunctionwith the particular specification. Matters referred to , shown , ordescribed in any one of these are not necessarily repeated in any

other one.

(2)Not withstanding the sub-division of this specification underdifferent heading , every part of it shall be deemedsupplementary & complementary to every other part and shall beread together in so far as it may be practicable so to do.

(3) Where reference is made to any local national orinternational standard specification then :

(a)Latest edition or superseding standard or standard shall beused.(b)Where a relevant IOS ( Iraqi Organization Standard ) exists ,

this shall be given first priority in application.

(4) Any item not covered by this specification, reference shall bemade to IOS or any other recognized national or internationalauthority.

Where any specific manufacturers and proprietary namesmentioned in this specification or on the associated drawingsthese are intended only to indicate minimum standard for type, quality or performance of plant or materials . in no case suchname be regarded as mandatory or limiting to particularsuppliers or manufacturers,

(6) Unless otherwise stated in this specification, all worksquantities of construction works shall be measured according,

to standard method of measurement for building & civilengineering work Issued by the state organization forbuildings Iraq.

-2-


4/82

Book -1- Specifications of Materials

CLAUSE TITLE Page

1.1 Standard specification : 9

1.1.1 Types

1.1.2 Tests

1.1.3 Delivery and storage

1.1.4 Rejection of cement

1.2 Water 11

1.2.1 Source

1.2.2 Tests

1.3 Aggregates 11

1.3.1 Source and duality

1.3.2 Storage of aggregate

1.3.3 Sampling of aggregate

1,4 Testing of aggregate 12

1.4.1 Methods of testing

1.4.2 Grading limits

1.4.2.1 Fin aggregate

1.4.2.2 Coarse aggregate

1.4.2.3 All - in aggregate

1.4.3. Salt content

1.4.3.1 Sulphate content (so3)

1.4.3.2 Chloride content

1.5 Proportions of the Mix of structural concrete 1>

1.-5.1 General

1.5.2 Tests1.6 Brick 16

1.6.1 Quality

1.6.2 Sampling and testing

1.6.3 Acceptance and rejection

1.7 Concrete blocks 16

1.7.1 Quality

1.7.2 Testing

-2-


5/82

1.8 Ordinary and terrazzotiles 16

1.8.1 Quality


1.9 Concrete flags 17

1.9.1 Bitumincus felt Roofing quality


1.10 Juss 17

1.10.1 Quality


1.10.3 Acceptance and rejection

1.11 Structural steel 17

1.11. 1 General

1.11.2 Structural steel in composite menbers.

1.11.3 Unidentified steel

1.11.4 Heavy shapes

1.11.5 Steel castings and forgings

1.11.6 Bolts,washers and nuts

1.11.7 Anchor rods and threaded rods

1.1 L8 Welds

1.11.9 Shear connectors

1.11.10 Profiled steel sheets

1.11.11 Steel pipe or tubing

1.12 Steel Reinforcement 24

1.12.1 General

1.12.2 Welled Reinforcement

1.12.3 Deformed Reinforcement1.12.4 Plain Reinforcement

1.12.5 Prestressing Tendons

1.13 Pipes 26

1.13.1 Concrete pipes

1.13.2 Glazed ware pipes

1.13.3 Cast -Iron pipes

1.13.4 Wrought iron piping

3


6/82

NO. 14v.

1.13.5 Asbestos - cement pipes

1.14 Timber 27

1.14.1 General

1.14.2 Timber for carpentry work

1.14.3 Timber for joinery

1.14.4 Soft wood

1.14.5 Hard wood

1.15 Windows 27

1.15.1 General

1.15.2 Steel windows

1.15.3 Aluminum windows1.15.4 Wood windows

1.16 Doors 28

1.16.1 General

1.16.2 Sheet doors

1.16.3 Wooden doors

1.16.3.1 teake wooden doors

1.16.3.2 pressed wooden doors

1.16.4 Sliding doors

1.16.5 Double-leaf hinged doors

1.16.6 Swinging doors

1.17 Paint 31

1.17.1 General

1.17.2 Cement paint

1.17.3 Oil paint

1.17.4 Roof paint

1.17.5 Plastic paint

1.17.6 Clear lacquer

1.17.7 Emulsion paint

1.17.8 Flat and semi-gloss oil paints

1.17.9 Oil gloss paints

1.18 Gloss and glazing 34

1.18.1 General-4-


7/82

1.18.2 Sheet gloss

1.18.3 Polished plate gloss

1.18.4 reinforced gloss

1.19 Miscellaneous materials 35

1.19.1 Lead

1.19.2 Zinc

1.19.3 Copper

1.19.4 Bronze

1.19.5) Asbestos cement

1.19.6 Bitumen

Book -2- Specification of civil works

2.1 Earthworks 372.1.1 Cleaning the site

2.1.2 Excavation

2.1.3 Filling

2.1.4 Measurement of earthworks

2.2 Foundations 41

2.2.1 General

2.2.2 Wall foundations2.2.3 Piling

2.3 Forms shuttering and formwork 45

2.3.1 General

2.3.2 Cleaning and oiling of forms

2.3.3 Removal of forms

2.3.4 Measurement and payment

2.4 Reinforcement 47

2.4.1 General

2.4.2 Splicing

2.4.3 Concrete protection for reinforcement

2.4.4 Placing reinforcement

2.4.5 Hooks and bends

2.5 Concrete 50

2.5.1 Mixing concrete

-5-


8/82


9/82

NO. NO.

2.15.1 a tile roofing

2.10.2 Roofing felt

2.10.3 Flint kote roofing

2.10.4 Corrugated Asbestos sheets

2.10.5 Aluminum Roofing

2.11 Glazed wall tiles (61

2.12. Doors, windows and Miscellaneous work 61

2.12.1 Fixing of frames

2.12.2 Railings, Nibs of stairs etc.

2.12.3 Counters

2.13 Painting 622.13.1 General

2.13.2 Oil bound water paints

2.13.3 Distempers

2.13.4 Cement paints

2.13.5 Oil paints

2.13.6 Painting iron and steelwork

2.13.7 Water paints

2.13.8 Glossy finished putty oil paintings

2.13.9 Roughly finished putty oil paintings

2.13.10 Varnishing of wall surfaces

2.13.11 Repainting of wall surfaces

2.13.12 Painting concrete

2.13.13 Painting plaster work

2.13.14 Painting woodwork

2.13.15 Measurement of paintings

2.14 Expansion joints 66

2.14.1 Filler

2.14.2 Zinc plates

2.14.3 Coping

2.14.4 Teak wood covering

2.14.5 Mastic filling

2.14.6 Aluminum strips

-7-


10/82

NO. NO.

2.15 False ceiling 67

2.15.1 Acoustic ceiling tiles

2.15.2 Asbestos

2.15.3 Hy- rib

2.16 Road Construction 68

2.16.1 General

2.16.2 Sampling and Testing

2.16.3 Equipment

2.16.4 Stockpiling

2.16.5 Weather Limitation

2.16.6 Subbase course

2.16.7 Grade and Alignment control

2.16.8 Base courses

2.16. 9 Concrete slabs

2.16.10 Bituminous prime coat

2.16.11 Bituminous Tack coat

2.16. 12 Bitumin stabilized sand and Gravel Base.

2.16.13 Hot Mix Asphaltic concrete pavement2.16.14 Pavement and Footways of Precast concrete flags.

2.16.15 Concrete curbs, channels and quadrant.

2.16.16 Opening to traffic and maintenance.

2.16.17 Measurement and payments

-8-


11/82

1.1:- STANDARD SPECIFICATIONS :Except where otherwise specified all materials and workmanship

shall conform to the requirements of the relevant National IraqiStandards (IQS) specifications . Other equivalent standards

specifications (BS , ASTM) may be substituted for the Iraqi Standardswith the approval of the Engineer .The Contractor shall obtain and keep on Site at least one copy of

each (IQS) or other approved Standards which is referred to in thespecifications , and in addition , shall keep on Site any (IQS)or otherStandard which applies to materials which are being supplied to , orworkmanship which is being executed on, the work.. The cast of this isdeemed to be included in the prices and no separate payment will bemade to the contractor in this respect .

1.2: QUALITY OF MATERIALS :All materials shall be new and unused , of standard first grade quality, and of the best workmanship and design.

Before procurement, the contractor shall furnish to the Engineer, forhis approval, the names of the manufacturers of all materials andequipment , which he intends to use on the works . samples of materialsshall be submitted to the Engineer, for his approval , when so directed .Materials and equipment used or installed on the works, without theapproval of the Engineer shall be liable to subsequent rejection . TheEngineer shall deter nine whether all or any of the materials offered or

delivered for use in the works is suitable for the purpose and theEngineers decision in this respect shall be find and conclusive.

CEMENT

1.1.1 :- TYPES :Portland cements shall comply in all respects with the requirements

of the IQS 51984 , Other cements should comply the requirements thatspecified by the Engineer. The Engineer could make use of any adoptedstandards such as :

BSIZ -1989 , BS4027 - 1980, and ASTM C150 - 97 in specifyingany additional requirements which are not specified by the IQS 5 -1984 .

1.1.2 :- TESTS :The contractor shall submit to the Engineer , without charge , test

certificates relating to each consignment of cement . Each certificateshall show that a sample of the consignment has been tested by themanufacturer or by an approved laboratory and that it complies in allrespects with the requirements of the adopted specifications . When

required by the Engineer, the contractor shall supply samples of cementtaken on delivery to or during storage on the site , for testing at anominated laboratory.

No cement from any consignment shall be used without the approvedof the Engineer and the contractor shall maintain a record forthlocations of concrete made from each consignment such records shallbe available for inspection by the Engineer.

-9-


12/82

All cement shall be delivered to the site in properly marked ( withdate of delivery ) sound and sealed paper bags or other approvedcontainers , unless written approval from the Engineer shall be obtainedfor the handling for cement in bulk . Cement shall be delivered in

quantities , sufficient to ensure the proper progress of the works and thequantities held in stock on site shall be to the approval of the Engineer .If storage bins are used , there shall be sufficient bins to differentiate

between each months deliveries . storage bins shall be so constructedthat there is no dead storage . cement which has been at site for (60 )sixty days or more shall be used before using cement which has been atsite for a lesser period No cement shall be used which has been at sitefor more than ( 6) six months or which , in the opinion of the Engineer,may have deteriorated in any way until it has been thoroughly andnewly tested .

Bagged cement shall be stored in a weather - proof and reasonablyair -tight places provided solely for that purpose . The floors of thestorage places shall be raised above the ground level to prevent theabsorption of moisture . Bagged cement shall not be stored more than (7) seven bags height for periods longer than ( 30 ) thirty days .

Each consignment of cement shall be stored separately so as toprovide easy access for inspection and testing . After they have beenapproved by used in the order in which they were delivered .

1.1.4:- REJECTION OF CEMENT:Not with standing the receipt of the test certificate required by

clause ( 1.2 ), the Engineer may reject any cement as a result of furthertests . The Engineer may also reject cement which has deterioratedowing to inadequate protection or other causes or in any other casewhere the cement is not to his satisfaction .

The contractor shall remove all rejected cement from the site

without delay .

1.1.5:- SPECIAL REQUIREMENTS :a) The sulphate resisting portland cement shall be used for allconcrete works that are in contact with soil or under groundwater (containing sulphates ), although that was not specifiedin the drawings or the bills of quantities .

b) The alkali content of cement shall be calculated according tothe ASTM C 150 -97 , equiralant sodium oxide , as follows :Na2 Oequ. = o.658k20 + Na20

The alkali content shall not exceed 0.6 %.c) If the alkali content of cement is greater than 0.6 %, tests shall

be carried out according to IQS 42 - 1984 with the aggregateto be used prior to approving the use of the cement .

d) Any other types of cement shall comply the requirements of the IQS5 - 1984 or the requirements of any adopted standard, approved by the

Engineer.

-10-


13/82

1.2.1 SOURCE ;The water for washing aggregates , mixing concrete and mortar ,

and for curing shall be from an approved source and shall contain nodeleterious matter which significantly affects the setting time or

strength or durability of the concrete or which has any effect on theappearance of the hardened concrete by discoloration of efflorescence .If required by the Engineer , the contractor shall without extra chargetreat the water taken from rivers , canals , or from any other sources tosuch a degree as maybe necessary from any other sources to such adegree as may be necessary in order to render it suitable for mixingconcrete and mortar .

1.2.1 :- TESTThe water used for all purposes shall comply with the IQS 1692-

1988 requirements. The Engineer could make use of therecommendations in the Appendix to the BS-3 1481980 for specifyingany requirement that

Is not found in the IQS1692-1988.The Contractor shall deliver to the Engineer , without charge

samples of the water proposed for use on the works , for toting toconfirm its Suitability . samples may be delivered sufficiently inadvance of the work for completion of the tests , before the water isrequired for use and at such other times during .

The course of the contractor as the Engineer may direct .

AGGREGATES

1.3.1 SOURCE AND QUALITY ;Aggregates for concrete and mortar shall be obtained from an

approved source , and shall conform with the requirements of IQS 45-1984 .

Aggregates (fine and coarse)shall be natural or crushed stone orcrushed gravel provided that the gravel contains no flint or chert.

Particles shall be clean and free from adherent impurities in excess oflimits laid down in IQS 45-1984 nor shall it contain laminatedmaterials , shales and other porous or fragile particles , soluble matter ,sulfates , alkalis , or other deleterious materials in such a form or insuch quantities as to affect adversely the quality of concrete .

1.3.2 STORAGE OF AGGREGATE :The contractor shall provide means of storing the aggregate at each

point where concrete is made such that :a) Contamination of the aggregates by the ground or other

foreign matter shall be effectively prevented at all tines .b) Each heap of aggregate shall be capable of drawing freely

Wet aggregate shall not be used unit \ in the opinion of the Engineerit has drained to a constant and uniform moisture content , unlessthe contractor measures the moisture content of aggregatecontinuously and adjusts the amount of aggregate and added waterin each batch of concrete mixed to allow for the water contained inthe fine aggregate .

-11-


14/82

Sampling shall be carried out as required by the Engineer inaccordance with requirements of the IQS 29-1984. Samples shall be ofa size, sufficient to carry out all tests which the Engineer may order oras shown in Table 4.3.1. After approval has been given for anyparticular aggregate , a sample , weighing at least (50)fifty kilograms ofthe approved aggregate shall be retained by the Engineer as a standardagainst which all future samples shall be compared.

TABLE 4.3.1:MINIMUM WEIGHTS OF AGGREGATESAMPLES FOR TESTING.

Maximum size of aggregate,

Mm

Weight of sample,

kg

? 25 50

5-25 25? 5 13

1. 4 TESTING OF AGGREGATE :

1.4. - METHODS OF TESTING :During the course of the contract , fine and coarse aggregates shall

be tested as often as required by the Engineer . Tests shall be carriedout in accordance with the methods stated in the standards shown in

table 4.2.1 otherwise ordered by the Engineer

TABLE 1.4.1: TESTS OF AGGREGATE AND RELEVANT

STANDARDS

Test Method of test

1. Particle size IQS 30-19842. Moisture content I S 32-19883. Materials finer then 75 Mm sieve IQS 33 - 19894. Organic impurities content IQS 33 - 1989

5. S03 content IQS 33 - 19896. Chloricle content Iraqi Reference Guide 368-19907. Alkali reactivity IQS 42 - 1989

1.4.2. GRADING LIMITS :

1.4.2.1. FIN AGGREGATE :The grading fine aggregate for concrete and mat

-tar shall be within

the limits , shown in table 1.4.2.1 , that specified by the IQS 45-1984 .

-12-


15/82

Sieve size, mm Percentage Passing by weight ;

Zone 1 Zone 2 Zone 3 Zone 410.0 100 100 100 1004.75 90-100 90-100 90-100 95-100

2.36 60-95 75-100 85-100 95-1001.18 30-70 55-90 75-100 90-1000.60 15-34 35-59 60-79 80-1000.30 5-20 8-30 12-40 15-500.15 0-10 0-10 0-10 0-15

14.2.2 COARSE. AGGREGATE :The overall grading of the coarse aggregate shall conform to IQS 45

-198-1 limits that is shown in table

TABLE 1.4.2.2: GRADING LIMITS FOR COARS AGGREGATE

Sieve size , mm Percentage Passing by weight

(5-40)mm (5-20)mm (5-14)mm75 100 - -37.5 95-100 100 -20.0 35-70 95-100 100

14.0 - - 90-10010.0 10-40 30-60 50-855.0 0-5 0-10 0-10

2.36 - -

1.4.2.3 ALL- IN AGGREGATE :The grading of an all-in aggregate , when angylesed as described lin

IQS 45-1984 , shall be in accordance with table 1.4.2.3 . The use of all-in aggregate may, with the approval of the Engineer , be permitted inthe case of mass concrete .

-13-


16/82

Sieve size, mm Percentage Passing (mass)

40mm,nominal size 20mm,nominal size75 100 -

-

20 45080 95-1005 25-50 35-55

0.60 8-30 10-350.15 0-6 0-6

1.4.3 SALTE CONTENT

1.4.3.1. SULPHATE CONTENT (S03)The sulphate content (S03) of aggregate for concrete and

mortar shall not exceed the limits , shown in table 1.4.3.1 , thatspecified by the IQS 45-1984.

TABLE 1.4.3.1: SULPHATE CONTENT IN FINE AGGREGATEAND

CONCRETE

Maximum S03contentPart of the structure

n fine In concrete mixes(for all ingredients)Cement content

kg/m3S03 %by wt of

Cement

Group One

a. Reinforced concrete for > 300 4.0

b. Members are in contact with 250-300 4.5

b. Prestressed concrete except 0.5 < 250 5.0

(types

shown in Group two-0)

Grou Two

a. All reinforced and plain concretes > 300 4.0that were not mentioned in Grou 0.75 250-300 4.5one(a,b). < 250 5.0

b. Concrete flags and tils .

Prestressed concrete cured with

steam and is not in contact with

Group Threement -sand mortar 0.75 - 6.0

Group Four

a. Tem orar buildin concrete 1.0 - 6.0

(with, Useful life not more than 10

years)

b. Concrete blocks

I,

-14-


17/82

No concrete shall contain more than the total chloride content (aschloride ions) expressed as percentages by weight of cement , shown intable 1.4.3.2

TABLE 1.4.3.2: MAXIMUM ALLOWABLE CHLORIDECONTENT

Type of member Maximum water soluble chlorideion (CL`) in

concrete , prevent by weight of cement

a. Prestressed concrete . 0.06

b. Reinforced concrete exposed to chloride in 0.15

Service .c. Reinforced concrete that will be dry or 1.00

protected from moisture in serviced. Other reinforced concrete construction . 0.30

REF : ACI 318 - 95

ADMIXTURES

1.5.1 GENERAL Admixtures are material added to the concrete

materials during mixing for thepurpose of altering the properties of the fresh or hardened concrete .

Admixtures shall only be used if the Engineer has given his priorapproval in writing. Both the amount added and the method of use shallbe to the approval of the Engineer who shall also be provided with thefollowing information:

1. The typical amount added and the detrimental effects , if any , of an

increase or

Decrease in this amount .

2. The chemical name (s) of the main active ingredient (s)in the admixture . 3.If the admixture is chloride - free or not.

Admixtures containing calcium chloride shall not be used under any

condition

1.5.2: TESTS :Any approved admixture shall conform to whichever of the

following standards is appropriate :

a) Air-entraining admixtures (IQS 2031 -1996) .

b) Water - reducing admixtures (ASTM C494-1990)c) High - range water - reducing admixtures (ASTM C494-1990)

d) Pozzolanic materials used as mineral finely divided admixtures (IQS

3021-1990)When more than one admixture is used in a concrete mix the

compatibility of the various admixtures shall be ascertained by standardtests and certified by the manufacturers . Admixtures shall always beused in accordance with the manufacturer's instructions .

-15-


18/82

1.6.1 QUALITY :Brick shall be of the best quality available , manufactured by any

well - known and approved process . They shall be mechanicallyprocessed and properly burnt . Bricks shall conform to the requirementsof IQS 25 - 19 .

1.6.2 SAMPLING AND TESTING :Sampling of brick shall be down according to the IQS 24 -19 with

the sample size specified by this standard . Samples shall be submittedto the Engineer for his approval and any consignment delivered to thework shall conform to the quality of samples approved by theEngineers .

Testing of brick shall be carried out according to IQS24-19 andshall conform the requirements of IQS 25-19 .

1.6.3 ACCEPTANCE AND REJECTION :

In advance the brick shall :

a) Have sharp edges .

b) Be well burnt (unburnt brick shall never be permitted to be used on

works )

c) Be free of any cracks .

d) Be free of any gypsum and salts .

Otherwise , the Engineer has the right to reject any consignment

that fails to possessthe aforementioned properties .

CONCRETE BLOCKS

1.7.1 QUALITYConcrete (hollow or solid) blocks shall be of best quality available ,

manufactured by a well- known approved process . They shall bemanufactured mechanically by both pressure and vibration . Blocksshall not be used with age less than (7) seven days from

the date of manufacturing .

1.7.2 TESTING :

Tested blocks shall conform the requirements of IQS 1077 - 1985 .

ORDINARY AND TERRAZZO TILES

1.8.1 QUALITY :Tiles that are used in flooring of buildings shall be of best available

quality . Ordinary and terrazzo tiles shall be manufactured

mechanically .

1.8.2 SAMPLING AND TESTING :Sampling of tiles shall be down according to the IQS 1042 , 1043

for terrazzo and ordinary tiles respectively .Testing of tiles shall comply the requirements of IQS 1042 - 1043 -

1984 .

-16-


19/82

CONCRETE FLAGS

1.9.1 QUALITYConcrete flags that are used for roofing of building or for finishing

sidewalks shall be of best available quality They shall be manufactured

by pressure or vibration or both.These flags shall not be used with age less than [7] seven days fromthe date of manufacturing .

1.9.2 SAMPLING AND TESTING :Sampling shall be taken by the Engineer randomly according to the

method specified by the IQSl 107-1987 and with sample sizes specifiedby this standard .

Testing shall be carried ont according to the IQS1107-1987. Test

results shall conform to the requirement of IQS 1107-1987.

JUSS

1.10.1 QUALITY :The juss used shall be factory product and shall be of the ordinary

type , hot and well burnt . The juss shall be clean , free of any foreignmatter , and the contractor shall take necessary measures to protect the

juss during transportation and storage from rain humidity and otherfactors which are likely to cause damage to it .

1.10.2 SAMPLING AND TESTING :Sampling of juss shall be down in accordance with the IQS 28-1989, by the Engineer .

Testing shall be carried out according to the methods specified byIQS27-1989 . Test results shall comply the requirements of IQS 28-1989 .1.10.3 ACCEPTANCE AND REJECTION :

If it is found that the supplied juss or part of it is exposed ordamaged by rain or humidity and become cold and inferior, then such

juss shall not be used in the work and the contractor shall remove it

from the site , at his own expense .

STRUCTURAL STEEL

1.11.1 GENERALThe grades of structural steel approved for use under most building

codes and mainly covered by ASTM standard specification , extend toa yield stress of 100 (690 MPa) . Some of these ASTM standardsspecify a minimum yield point, while othersspecify a minimum yield strength . the term " yield stress" is used inthe specification as a generic term to denote either the yield point orthe yield strength.it is important to be aware of limitations of availability that may existfor some combinations of strength and size not all structural sectionsizes are included in the various material specifications . for example,the 60 (415 MPa) yield strength steel in the A572/A572M-99specification includes plate only up to 1.25 in (32 mm) in thickness .another limitation on availability is that even when a product isincluded in the specifications. it may be in frequently produced by the

mills . specifying these -17-


20/82

from the mills . consequently it is prudent to check availability beforecompleting the details of a design .

Properties in the direction of rolling are of principal interest in thedesign of steel structures hence , yield stress as determined by thestandard tensile test is the principal mechanical property recognized inthe selection of the steels approved for use under the specification . itmust be recognized that other mechanical and physical propertiesof rolled steel,such as anisotropy,ductility,notchtoughness,formability,corrosion resistance,etc.,may also be importantto the satisfactory performance of a structure.steel conforming to oneof the following standard specifications is recommended for use insteel buildings:

a)Carbon structural steel,ASTM A36/A36M-97a

b)Pipe,steel,black and hot-dipped,zinc coated welded and seamlessASTM A53/A53 M99bc)High-strength low-alloy strctural steel,ASTM A242/A242M-98.

d)Cold-farmed welded and seamless carbon steel structural tubing inrounds and shapes,ASTM A500-99.

f) Mot-formed welded and seamless carbon steel structuraltubing,ASTM 501-99 . g)High-yield-strength,quenched and temperedalloy steelplate,suitable for welding,ASTM AS4/AS4 M-94a

h)High-strength carbon-manganese steel of structural quality,ASTMA529/A529M-96 i)Steel,sheet and strip,carbon,hot rolled,structardquality,ASTM A570/A570M-98 gr.40 (275),45 (310),and 50(345).

j)High-strength low-alloy structural steel with SOksi (345 MPa)min .yield point to 4in (100mm) thick,ASTM A588/A588M-97a

1)Steel,sheet and strip,high-strength,low-alloy,hot rolled and cold-rolled with improved atmospheric corrosion resistance,ASTM A606-98.

m)Steel,sheet and strip,high-strength,low-alloy,columbium or

vauadium,or both,hotrolled and cold-rolled,ASTM A607-96.n)Hot-formed welded and seamless high-strength low-alloy structural

tubing,ASTM A618-99.o)Carbon and high-strength low-alloy structural steel shapes,plates and

bars and quenched-and-tempered alloy structural steel plates forbridges,ASTM A709/A709M-97b.

p)Cold-formed welded and seamless high-strength low-alloy structural

tubing with

improved atmospheric conosior resistance,ASTM A847-99a

q)Quenched and tempered low-alloy structural steel plate with (70) ksi

(485 MPa)minimum yield strength to (4) inches (100mm) thick,ASTM

A852/A852M-97. r)High-strength low-alloy steel shapes of structuralquality,produced by quenching and

self-tempering process (qst), ASTM A913/A913u1-97/s)Steel for structural shapes for use in building framing,ASTMA992/A992M-98 t)Structural steel supplies to bs4360,(

,rode (43),a,b

and c,grade (50),b and c,grade (55), c.

-18-


21/82

1.11..2 STRUCTURAL STEEL IN COMPOSITE MEMBERS:

Structural steel used with reinforcing bars in composite compression

members meeting the requirements of ACI-building code, committee

318-1999, shall conform to one of the following specifications:

a)Specification for structural steel, ASTM A3 6M-94.

b)Specification for high-strength low-alloy structural STEEL,ASTM

A?4?M-93a. c)Specification for high-strength low-alloy columbium-

vanadium steels of structural quality, ASTM AS72M-94b.

d)Pecification for high-strength low-alloy structural steel with (50) ksi

(345 MPa) minimum yield point to 4inches(100mm)thicle, ASTM

A588M-94_ 1.11.3 UNIDENTIFIED STEEL:

a)Strength corresponding to BS 4360,grade (43) steel may be adopted

where no other information is available .

b)Unidentified steel, if surface conditions are acceptable according to

criteria contained in ASTM A6/A6M-2000,is permitted to be used

for un important members or details, where the precise physical

properties and weldability of the steel would not affect the strength

of the structure.

1.11.4 HEAVY SHAPES :The web-to-flange intersection and the web center of heavy hot-

rolled shapes as well as the interior portions of heavy plates may

contain a coarser grain structure and/or lower toughness material thanother areas of these products.

When heavy cross sections are joined by splices or connectionsusing complete joint-penetration welds which extend through thecoarser and/or lower notch-tough interior portions, tensile strainsinduced by weld shrinkage may result in cracking, for example in acomplete-joint-penetration welded connection of a heavy cross sectionbeam to any column section. when members of lesser thickness are

joined by completejoint-penetration welds, which induce smaller weld

shrinkage strains, to the finer grained and/or more notch-tough surfacematerial of ASTM A6/A6M-2000 group (4) and (s) shapes and heavybuilt-up cross-sections, the potential for cracking is significantly lower,for example in a complete-joint-penetration groove welded connectionof anon-heavy cross-section beam to aheavy cross-section column .

For critical applications such as primary tension members, materialshould be specified to provide adequate toughness at servicetemperatures. because of differences

-19-


22/82

experienced in actual structures,the (cnv) test is shown below, fig. (11

.4.1) .

CVN specimen 10 action

Fig.location from which charpy impact (11.4.1) specimen shall be takenfor ASTM A6/A6M-?OOO,group (4) and (5) rolled shapes to be used as

members subject to primary tensile stresses due to tension or flextUre,andto comply with the alsc (lrfd) design specification for structural steelbuildings (september,4,2001),toughness need not be specified if splicesare made by bolting. if such members are spliced using complete-joint-penetration groove welds, the steel shall be be specified in the contractdocuments to be supplied with charpy v-notch (CVN) impact testing inaccordance with ASTM A6!A6v1-?OOO,supplement any requirements(S5). the impact test shall meet a minimum average valve of (20) ft-ibs(?7j) absorbed energy at +70 f(+?/?) and shall be conducted in accordancewith ASTM A673/A673-95.

For plates exceeding two inches (50mm) thick used for built-up cross-sections with bolted splices and subjected to primary tensile stresses dueto tension or flexure,material toughness need not be specified.

If such cross-sections are spliced Using complete-joint-penetrationwelds, the steel shall be specified in the contact documents to be suppliedwith charpy v-notch testing in accordance with ASTM A6/A6M-2000.

Supplementary requirement (S5) . the impact test shall be conducted

by the procedure in accordance with ASTM A673/A673M-95.

Frequency (p), and shall meet a minimum average valve of (20) ft. ibs

(27j) absorbed energy at (+70)f (+?/c) .

1.1 L5 STEEL CASTINGS AND FORGINGS:

Steel castings and foraings may be used for components in bearings

and other similar parts,as allowed by bs5950:partl : 1985 cast steel shall

conform to one of the following standard specifications :

a)Steel castings, carbon, for general application,ASTM A27/A27M

GR.65-35

(450-240).-95

b)Steel castings,high strength,for structural pLirposes.ASTM A148/148M GR.80-50 (550-345)-93b .

c)Steel castings should comply with BS 3100 steel fargings shall conformto the following standard spefication .

i.Stee1 for2ings shall comply with BS29.

certified test reports shall constitute sufficient evidence of conformity

with standards

-20-


23/82

1.11.6 BOLTS, WASHERS, AND NUTSSteel bolts, washers and nuts shall conform to one of the followingstandard specifcations.to-ether with (aisc,lrfd) design specification forstructural steel buildings (sep.4TH ,2001) and BS 5950: partl,code ofprachee for structural use of steel work in building (1985).a)Carbon and alloy steel nuts for bolts for high-pressure or high-

temperature service,or both, ASTM A 194/A 194M-98b.b)Carbon steel bolts and studs,60000psi tensile strength,ASTM A307(grade a& b)-97. c)Structural bolts,steel,heat treated,( 1?0-105)ksiminimum tensile strength,ASTM A325-97 .d)High strength bolts for structural steel joints [metric] , ASTMA3?SM-97. e)Quenched and tempered steel bolts and studs,ASTM 449-93.

f)Heat-treated steel structural bolts. l 5Oksi minimum tensilestrength,ASTM A490-97. g)Hi-h-strength steel bolts,classes (10.9) and(10.9.3),for structural steel joints (metnic),ASTM A490M-97.h)Carbon andalloy steel nuts,ASTMAS63-97.i)Carbon and alloy steel nuts [metric] ASTMAS63M-97.k) Hardened steel washers[metric], ASTMF436M-93.1)Compressible-washer-type direct tension indivators for use with

structural fasteners,ASTM F959-96.m)Compressible-washer-type direct tension indicators for use with

structural fasteners [metric].ASTM F959M-96.n)"Twist off" type tension control structural bolt/nut/washer

assemblies,steel,heat treated,(1?0-105)ksi minimum tensile stren~th,

o)Bolts and nuts should comply with bs 4190 or bs 3692 .

p)Countersunk or cupheaded bolts should comply with bs 4933.q)High strength friction grip bolts complying with bs 4395 may beused untorqued r)Washers may comply with bs43?0.s)Hi~h strength friction grip bolts and associated nuts and washers may

comply with bs 4395 with minimum shank tensions specified in bs 4604.

Manufacturers certification shall constitute sufficient evidence ofconformity with the standards.

1.11.7 ANCHOR RODS AND THREADED RODS:Anchor rods and threaded rod steel shall conform to one of the

following standard specifications:

a)Carbon structural steel/ASTM A36/A36M)-97a.

b)Alloy steel and stainless steel bolting materials for high temperatureservice ASTM A19-')/A19')' M-99 .

c)Quenched and tempered alloy steel bolts; tads and other externallythreaded fasteners. ASTM A354-98 .

d)High-strength low-alloy columbium-vanadium structural steel,ASTMA572/A572M-99 .

-21-


24/82

e.) High- strength low-alloy structural steel with (50) ksi [345 MPa]

minimum yield point to 4 in [100mm] thick,ASTM A588/A588-97a.

f)Anchor bolts,stee1,36,55 and 105 ksi yield strength,ASTM F1554-99.g)Specification for carbon and Law-Alloy steel Electrodes and Fluxes for

Electrolong welding, AWS AS.25 / AS.25 M-97.h)Specification for carbon and Law-Alloy steel Electrodes and Fluxes for

Electrolong welding, AWS AS.26 / AS.26 M-97.

i)Specification for carbon and Law-Alloy steel Electrodes and Fluxes for

Electrolong welding, AWS AS.28- M-96.

j)Specification for Law-Alloy steel Electrodes for Fluxes cored Arc

welding , AWS AS.25 / AS.29 M-98.

k) Specification for welding shielding Gases, AWS AS.32 / AS.32 M-97.

The filler metal specification , listed above . are general and include

filler metals suitable for building construction , as well as consumable

that would not be suitable for building construction . For example , some

electrodes covered by the specifications are specifically limited to single

pass applications , while others are restricted to sheet metal applications .

Many of the filler metals listed are "low hydrogen that is , they deposit

filler metal with low levels at diffusible hydrogen. Other materials are

not . Filler metals listed .

Manufacturer's certification shall constitute sufficient evidence of

conformity with the standards . The designer should be aware that

pretensioning of anchor rods is not recommended due to relaxation andthe potential for stress corrosion after pretensioning

.

1.11.8 WELDSAll welding consumables (i.e. electrode wire , filler rodes , flux ,

shielding gas , etc...) should comply with BS5135 , or shall conform toone of the following specifications of the American Welding society :a. Specification for carbon steel Electrodes for Shielded Metal Arc

welding , AWS AS. I-91.b)Specification for Law-Alloy steel Electrodes for Shielded Metal Arc

welding, , AWS AS.5-96.

c)Specification for carbon steel Electrodes and Fluxes for sub merged Arc

welding , AWS AS. 17/ AS. 17

M-98.d)Specification for carbon steel Electrodes and pads for Gas ShieldedArc welding , AWS AS. 18-93.

e)Specification for carbon steel Electrodes for Fluxes cored Arc welding ,AWS AS.20 -95 '

f)Specification for carbon and Law-Alloy steel Electrodes and Fluxes forsubmerged Arc welding, AWS AS.23 / AS.23 M-97.

Under the various AWS AS Specification may or not have required

impact toughness depending on the specific electrode classification.

Engineers do not , in general , specify the exact filler metal to be

employed on a particular structure . Rather, the decision as to which

welding process and which filler metal is to be utilized is usually left with

the fabricator or erector. To ensure that

-22-


25/82

I

1.11.9 SHEAR CONNECTORSSteel stud shear connectors shall conform to the requirements of

structural welding code-steel, AWS D1.1-2000.Shear connectors shall be headed steel stands. With a minimum head

diameter of (1.5d) and a minimum depth of head of (O.4d) where (d) isthe nominal shank diameter of the stand , and not less than four stnddiameters in length after installation , or hot rolled steel channels.

Shear connectors shall be embedded in concrete slabs made withASTMC33-97 aggregate or with rotary Kiln produced aggregatesconforming to ASTMC330-97, with concrete unit weight not less than 90pcf (1440 kg/m3).

The stnd material should be mild steel with minimum properties (in

the cold drawn condition), when tested in accordance with BS18 , andconforms with BS5950 :part 3-1 , as follows : ultimate tensile strength :450 N/mm2 elongation :15% (on 5.65? 50 gang length , as given in BSI8).

Where other types of shear connectors are used , structural steel used

for fabricated shear connectors should comply with grades 43,50 or

WR5O of BS4360

Friction grip bolts used as shear connectors with BS4395: part 1 .

Other materials may also be used for shear connectors provided that

they can be demonstrated to produce shear connectors possessingsufficient deformation capacity .

1.11.10 PROFILED STEEL SHEETS

The steel used to manufacture the profiled steel sheet , as required by

the BS5950 : part4 , should have a specified yield strength of not less

them (220)N/ mm'- and be in accordance with BS 1449: part1 or BS2989

other steels of similar quality material may be used .Zinc coating , if specified , should comply with the requirements of

BS2989. The type C coating (275 g/ m2 total including both sides) isnormally specified for internal floors in a non-aggressive environment ,but the specification may be varied depending on service conditions .

The exposed surface , i.e.. the underside of the profiled steel sheet ,

should be adequately protected to resist the particular atmospheric

conditions including those arising during site stroing and erection .

Reference should be made to dd24 and BS5493 for the recommended

protective systems .

1.11.11 STEEL PIPE OR TUBING

Steel pipe or tubing for composite compression members composed ofa steel encased concrete core meeting requirements of the ACI-buildingcode , committee 318-1999 , shall conform to one of the followingspecifications . a)Specification for pipe , steel , black and hot-dipped ,zinc-coated welded and seam

less , grade(B) ,ASTM AS3 -93a .b)Specification for Cold-formed welded and seam less carbon steel

structural tubing in rounds and shapes , ASTM A500-93 .-23-


26/82

c.) specification for Hot-formed welded and seamless carbon steel structural tubing,ASTM A501-93

STEEL REINFORCEMENT

1.12.1 GENERALReinforcement shall be deformed reinforcement , except that plain

reinforcement shall be permitted for spirals or tendons , andreinforcement consisting of structural steel, steel pipe , or steel tubingshall be permitted as specified in sections (A.2) and (A.11) of thisspecification .

Other metal elements , such as inserts , anchor bolts , or plain barsfor dowels at isolation or contraction joints , are not normally consideredto be reinforcement under the provision of ACI-building code ,committee 318-1999 .

1. 12.2 WELDED REINFORCEMENTWelding of reinforcing, bars shall conform to the structural code , rein

forcing steel, ANS 1/AWS D 104 of the American welding society .

ASTM rein forcing bar specifications , except for ASTM A 706N1-95

shall be supplemented to require a report of material properties necessary

to conform to the requirements in ANSI /AWS D 1.'1 .Weldability of the steel is based on its chemical composition or carbon

equivalent(CE).

(CE) is calculated from the chemical composition of the rein forcing bars

using formulas given for bars other than ASTM A 706M -96a. Material ,

and for ASTM A 706 M -96a bars . The engineer should realize that the

chemical analysis forbars other than A706M-96a , required to calculate the carbon equivalentis not routinely provided by the producer of the rein forcing bars. Hence ,for welding rein forcing bars other than A706M -96a bars , the designdrawings or project specifications should specifically require results ofthe chemical analysis to be furnished .

The ANS UAWS D1.4 welding code requires the contractor to

prepare written welding procedure specifications conforming to the

requirements of the welding code The welding code ANS1/AWS D1.4requires a minimum preheat for a weld to existing rein forcing bars in a

structure with undefined chemical composition .For welding of wire to wire , and of wire to rein forcing bars or

structural elements the engineer should specify requirements orperformance criteria for this welding .

Machine and resistance welding as used in the manufacture of welded

wire fabrics is covered by ASTM A185-9=1 and ASTM A497 - 9=1a .

1.12.3 DEFORMED REINFORCEMENTDeformed reinforcing bars shall conform to one of the following

specifications: a. specification for deformed and plain Billet -steel

bars for concrete reinforcement . ASTM A 615M -96a.

b. specification for rail-steel deformed and plain bars for concrete

reinforcement

including supplementary requirements S1-ASTM A616M -96a .

c. specification for axle-steel deformed and plain bars for concrete

reinforcement ,

ASTM A617M-96a. -24-


27/82

e. Bar masts for concrete reinforcement shall conform to specification for

fabricated

deformed steel bar mats for concrete reinforcement , ASTM A l 84M-

90 .

f. Deformed wire for concrete reinforcement shall conform tospecification for steel

wire , deformed for concrete reinforcement , ASTM A496-94 .

g. Welded plain wire fabric for concrete reinforcement shall conform to

the

specification for steel welded wire fabric , plain , for concrete

reinforcement

ASTM A 185-94.h. Welded deformed wire fabric for concrete reinforcement shall conform

to the specification for steel welded wire fabric , deformed forconcrete reinforcement , ASTM A497-94a.

i. Galvanized reinforcing bars shall comply with the specification forZinc-coated steel bars for concrete reinforcement ASTM A76M-90.

j. Epoxy - coated reinforcing bars shall comply with the specification for

Epoxy - coated reinforcing steel bars ASTM A775M-94d . or with the

the specification for Epoxy - coated prefabricated steel reinforcing bars

, ASTM A934M-95.k. Epoxy - coated wires and welded wire fabric shall comply with the

specification for Epoxy - coated steel wire and welded wire fabric for

reinforcement ASTM A884%1-94a.

1.12.4 PLAIN REINFORCEMENTa. Plain bars for spiral reinforcement shall conform to the

specification listed in section (8.3), (1.2) or (3) .b. Plain wire for spiral reinforcement shall conform to the specification

for steel wire plain for concrete reinforcement, ASTM A82 - 94 .

1.12.5 PRESTRESSING TENDONS:Tendons for prestressed reinforcement shall conform to one of the

following specifications :a. Wire conforming to specification for uncoated stress - relieved steell

wire for

prestressed concrete , ASTM A421 - 91 .

b. Low-relaxation wire conforming to the specification for prestressed

concretestress - relieved steel 'wire for prestressed concrete , includingsupplement (low relaxation wire) , ASTM A421 - 91 .

c. Strand conforming to the specification for steel strand uncoated Seven-

wire forprestressed concrete , ASTM A416 M-94.

d. Bar conforming to the specification for uncoated high - strength steelbar for prestressed concrete , ASTM A722 -90 .

-25-


28/82

1.13.1 CONCRETE PIPES (WITHOUT REINFORCEMENT)They shall be made in metal moulds with concrete of same

composition as the concrete for reinforced concrete , with thedifference that the gravel shall contain no element larger than 10mm ,for pipes up to _3 30 cm (in diameter), and no element larger than -5mm.For pipes from 30 to 100mm. (in diameter). The Surface of the pipesshall be smooth and flawless

Dimensions shall be as follows:

Diameter (in cm.) 20 30 40 50 60 80 10Thickness (in cm.) 3 4 5 6 7 8 10

Except where intended for drainage . the pipe shall be fitted withajointing disposition consisting of a collar at one end of the pipe . Thedepth of the collar shall be at least 3/4 of the thickness of the pipe itself .The Iraqi standards (1433/1989) must be conformed for testing thepipes .

1.13.2 GLAZED WARE PIPES

Salt glazed pipes , fittings , etc... shall be of first class quality .They shall be well glazed impervious . free from fire cracks or other

defects . and acid resisting .They shall be neither distorted nor bent . The thickness shall be at

least 1/20 of the diameter plus 5mm .The edges shall not be chipped but perfectly clean . Free space

between socket and end of the pipes shall be equal to half the pipethickness . To provide good adhesion of joints the sockets shall be groves.

All bends, branches , elbows , tees and other fittings shall be of typesapproved of by the engineer .

1.13.3 CAST - IRON PIPESCast - iron and fittings shall confirm to the applicable requirements

of the ASTM.Standard or any approved equivalent standards . The pipes shall

have a smooth , clean surface , and shall be vertically or centrifugatelycasted. Joints for cast iron pipes shall be of the bell-and spigot type .Joint packing shall be of a substitute acceptable to the engineer .

Caulking lead shall be of clean , uniform quality pig lead pure , free

from defects or foreign matter .

1.13.4 ASBESTOS -CEMENT PIPES

Asbestos cement pipes and couplings may be made by press molding

, or other special machines . The water absorption of the material shall

never exceed 25% of the dry weight of the material . They shall be laidas specified for concrete

pipes .-26-


29/82

jointing materials . The Iraqi Standards (71/1990 , 72/1990) should be

conformed for this type of pipes .

TIMBER

1.14.1GENERAL :All timber shall be of best duality , free from defects , as specified

below and appropriate to its place and use .All timber which shows sign of being infected with white ant , beetle or

other pests shall be rejected by the engineer and at once removed from thesite .

1.14.2 TIMBER FOR CARPENTRY WORK :

Timber for carpentry work shall generally be of best quality sound

round or sawn square straight and well seasoned , free from rot , worms

beetles , decayed knot or other defects and shall conform to British

standard 1860 structural softwood or Iraqi Standard 717/1991 .

"Measurement of characteristic affecting strength "

The cresting of timber piles for permanent work , fenders and carpentry

work shall generally be carried out in accordance with the requirements of

British standard 913 or Iraqi standards (145/1990 and 15511990).

Pressure cresting of timber . And shall as far as practicable carried out

before the timber is cut or otherwise worked . Where timber is cut or

otherwise after cresting , the exposed part shall be brushed over with tow

coats of creosote before being fitting into positing.

1.14.3 TIMBER FOR JOINERY :

Timber for joinery shall be sound well seasoned free from warps and

twists . sap , shakes , large or loose knots , wanew edges or other defects

1.14.4 SOFT WOOD :

The common timber shall be of the best imported quality of red wood

available with regard to the purpose for which it is to be used , butimported white wood may be used if destined for internal works only It

shall be Sound and free from all defects loose or dead knots , and shall be

sawn dead square to to the approval of the Engineer .

1.14.-5 HARD WOOD :All hardwood shall be sound properly seasoned and free from sapwood

beetles infection or from any defect rendering it unsuitable for the

purpose for which it is intended .

WINDOWS

1.15.1 GENERAL :

The window frames can be constructed of steel , wood or aluminum .

The frame shall be provided with evacuation of condensed water .

- 27 -


30/82

The name of the maker of the window should be stated in the tender. Theconstructional section , type , frames , hardware fittings should bedescribed in the tender .

1.15.2 STEEL WINDOWS :

The window frames shall be constructed of mild steel section (iron).The cross section is being at least 36mm high , and any in case sufficientto ensure absolute rigidity . All window frames shall be provided withweather-bars and with a device to ensure the evacuation of condensedwater

The opening vents shall be of double contact iron section and shall bemounted on copper hinges .

The windows shall be welded without deposition of metal . Thewindows shall be fitted for the placing of glass panels from the inside ofthe building . Copper glazing pins , well fixed in the section iron and ofan approved type , shall be provided to fix the glass panels before placingof putty .

The frames shall be fixed in the masonry or in the concrete by means ofmetal lugs at least one for every 70 centimeters of frame perimeter .

The frames shall be sand blasted and metallized by "Schoop process :(-500 gr.Of zinc per m2 Section iron Surface) and receive two coats of oilpaint .

The hardware shall be of copper . The operating of opening vents shall

be secured bya metal mechanism with handle and rod , the handle be of

copper . The diameter of the rod shall be Sufficient to avoid distortionduring operation . The necessary guide shall be provided .

The name of the maker of steel windows shall be stated in the tender .The constructional iron section , types of frames and hardware fittingsshall be described in the tender and are subject to approval by theEngineer .

1.15.3 ALUMINUM WINDOWS:

The window frames shall be constructed of aluminum section with

across section sufficient to ensure absolute rigidity or as described in thedrawing .

The frames shall be provided with weatherproof bars and with a deviceto ensure the evacuation of condensed water .

1.15.4 WOOD WINDOWS:

The windows frames shall be constructed of best quality of wood . sound

, round or swan square straight sections and shall conform to B.S.1860 of

Iraqi Standards (717/1989 , 145/1990 and 155/1990)

DOORS

1.16.1 GENERAL:

The sizes and numbers of doors are specified for the various buildingsThe engineer may alter the location of doors to suit the final layout of

the buildings and no extra payment shall be charged for this alteration .The doors could be constructed of steel , wood or aluminum .

-28-


31/82

Ail steel doors and frames shall be made of mild steel welded withoutdeposition of metals and properly reinforced . Corners shall be weldedwith all joints face welded and grind smooth . Welds must develop thefull strength of the section and all joints in face to occur over reinforcingmembers .

Main members shall be designed to carry the dead load with an extremefiber stress not exceeding that allowable for the type of steel used .Exterior doors shall be designed to resist a wind load of 75 kg / m .deflection under the above wind load shall not exceed 1/ 120 of the span .

After assembly , doors shall be thoroughly cleaned of rust , oil andgrease and given a coat of an approved rust resisting metallic primer withfiller as required .

Doors and frames shall be painted with two coats of an approved oil

paint the colours of which shall be according to the instructions of the

Engineer.Shop drawings of doors , including, the method of hanging doors on

frames shall be Submitted for the written approval of the Engineer beforebeginning of fabrication .

1.16.3 WOODEN DOORS:All doors shall be flat-smooth-faced and shall be fixed properly in

position. Each door shall be fitted with best hinges and lockingarrangements to the schedule tables. The wood that used for in the door

shall conform to Iraqi Standards 717/1989,1637/1991,163811991 .

1.16.3.1 TEAK WOODEN DOORS:

Teak doors shall be made out of selected "-e11- seasoned teak planks ,

not less than 5cm finished thickness and according to the schedule tables

and drawings .

Teak doors shall be sand papered and twice oiled , and shall be put

together in varnish .

1.16.3.2 PRESSED WOODEN DOORS :Plywood doors shall be made of soft wood solid core flush faced in

plywood, finished thickness shall not be less than 5cm . Frames shall be

solid out of 12cm x 5cm hard wood . The doors and frames shall be

painted with two coats of oil paint according to the instruction of the

Engineer .

1.16.4 SLIDING DOORS:The dimensions of each sliding door shall be according to the drawings

. Doors shall be double or single horizontal sliding type (as specified).Doors shall consist of 1/8 thick mild steel single plate sheets welded tomild steel angle iron framing and bracing, or double plate sheets weldedto mild steel channel sections and bracing of suitable sizes .

The leaves of sliding, doors shall be hung from four wheel ball bearinghangers operating in an overhead corrosion box type track of adequatesize fixed by brackets to the lintels. Also provide corrosion resisting floorchannel and guides, stops handles , hasp and staple and bolts for fasteningtrack brackets and other hardware to walls .

-29-


32/82

arrangement on the other and push and pull handle on both sides .Doors when required shall be equipped with small hinged pass doors foruse by pedestrians .

1.16.5 DOUBLE-LEAF HINGED DOORS:

All double leaf-hinged doors shall be double plated, consisting of 1.5 mm

mild steel sheets welded to z-iron framing and shall be well braced .The frames shall be of suitable section to provide sufficient rigidity .

The hinges shall operate on bush bearing, and shall be strong and durable.

The door shall be fitted with best quality flush type , tower bolts fromthe inside and door checked (closers) (if required) . It shall have lockingarrangement of the best quality from outside . The lock set shall be withdead bolt operated from outside by key , the inside by thumb turn and it

shall be provided with fixed knobs or level handles on both sides (asspecified) in the drawing .

1.16.6 SWINGING DOORS:The specifications of this type shall be similar to the double plated with

styles and rails formed from 1.5 mm thick or heavier steel sheets in torectangular tubes with integral rebates , intermittently welded inside therebates for structural rigidity . Stiles top rails , center rails and bottomrails shall be of suitable section to provide sufficient rigidity .

Door corners shall be strengthened by continuous face-weled and Grindsmooth Center rails shall be continuously face-weled to stiles and grindsmooth .

Doors shall present the same appearance on both sides except that

glazing head and glazing stop screws (if any shall always be on the

inside).Jambs shall be flush with finished floor with floor amejers attached to

jambs with bolts , to set on the finished floor , or 2.5cm below thefinished floor .

Patented rubber door silencer shall be furnished for strike jambs of

single doors and for frame heads of double doors.

Frames shall be prepared for attachment of all required hard ware . All

hardware screw holes shall be reinforced .No hardware shall be attached to frames with self-tapping or sheet metal

screws .

Hinges shall be extra heavy duty cast malleable 40cm high double

acting heavy duty hinges of an approved quality .Doors shall be supplied with heavy - duty double acting floor closures

of and approved quality and made when required .

All hardware shall be of a quality approved by the Engineer and shallbe furnished and installed by the door manufacturer.

-30-


33/82

TEST REQUIRED SPECIFICATION LIMITS1.1 aintin liabilit The surface should be smooth and strai ht1.2 odor The odor shall not be disa reeable1.3 flexibility The paint shall show no cracking over 1/8

Rod when bent

1.4 drying time set totouch

Lower limit 1/2 hr upper limit 2 hr

1.5 dr in hard u er limit 16hr

PAINT

1.17.1 GENERAL:

All prepared paints shall be the product of a reputable manufacturer and

applied in strict accordance with the paint manufacturer's directions and

according to the following specifications .

Red lead B.S.2523 Linseed oil B.S.242 or TT-E-206C, Turpentine ,

B,S,244 & 290,white spirit B.S. 245 Varnishes BS. 256 Red oxides of iron

B,S,272,306 &370,Ready - mixed paints B.S.277-8 ,leaded chromes and

Wizen chromes B.S282 black and purple oxides of iron , B.S.306 &339 ,

paste and liquid dryers B.S.331,tung oil ;B.S.391 , linseed oil putty ,

B.S.544 Manufactured

oxides and Hydrated oxides of iron ,B.S. 851 Lac . B.S. 954 . knotting ,

B.S.1336

white oil pastes , B.S.2029 Ready mixed oil based priming Paints , B.S 2521

,

Ready mixed oil based undercoat and finishing paints external quality ,

B.S.2525. Pigments : white : B.S.239 , blue , B.S283,black , B.S.284

green ,B.S.303 sienna

umber and ocher , B.S.313 & 337 ultramarine B.S.314, colour for ready

mixed paints, B.S.381C pigments for colouring cement and concrete, B.S.

1014 colour or building and decorative paints . B.S2660 . The specification

at main building paints shall be according to the following tables

TABLE (1.17-2) : TESTS OF WATER PAINT ACCORDING TOB.S.1053 ~ TEST REQUIRED __', SPECIFICATION LIMITS

~ 1.1 painting liability _ _________ The surface should be smooth and straight

1.2 odor The odor shall not be disagreeable ____________

1.3 flexibility The paint shall show no cracking over 1/8

rod

_______________________________________ When b

1.4 drying time set- to Lower limit % hr upper limit 2 hr

touch

1.5 drying hard ______________ Upper limit 16 hr __________________________

1.6 mineral material and 25%lower limit coloring material1.7 oil Resin solvent ___________ 75% upper limit ___________________________

1.8 oil and resin Shall not be less than -50% from the total

oil.

Resin and solvent ________________________

-31-


34/82

TEST REQUIRED SPECIFICATION LIMITS

2.1 non volatile 70% lower limit

2.2 oil / resin content 6.---)% lower limit

2.3 white pigment content Include not less than 50% of the lithotitaniumdioxide0

When used must not be less than 10%2.4 dilution When mixed with water the mixture must be

smooth and homogenous .

2.5 re-coating When the second coat is applied on the firstOne this second can be completely removedfrom the first coat without affection it .

TABLE (1.17-3) : TESTS OF RED LEAD PAINT ACCORDINGTO B.S.2523

I

TEST REQUIRED3.1 mineral material and

pigment70 - 7-55 lower limit

3.2 volatile material 6% upper limit

3.3 oil content Remain

3.4 flow 20 min . lower limitI

SPECIFICATION LIMITS

3.5 Painting Liability 3.6 Odor; IOU e east N, or pain in

IThe odor shall not be disagreeable

3.7 Drying time set to touch Drying hard.

TABLE (1.17-4) : TESTS OF ALUMINUM PAINT ACCORDING

TO B.S.1026hr lower limit 24 hr upper limit .

TEST REQUIRED SPECIFICATION

4.1 Painting liability l surface should be smooth and straight

4.2 Odor not be disagreeable

4.3 Water Resistance show not lifting, or wrinkling

4.4 flexibilitySh

show no cracking when prepared to be6.25 cm dip

!, 4.5 flash point 35 C lower limit

Drying time set to touchDry hard;

% hr lower limit2 hr upper limit8 hr upper limit

4.7 volatile material 50 % tipper limit.

4.8 water content ; 0.15 upper limit .

1.17.2: CEMENT PAINT

Cement paint shall contain at least 60% white Portland cement

about 3% hygroscope salts tip to 0.3% water repellent ( for external

work ) up to 8% pigments.

-32-


35/82

1.17.3 OIL PAINTOil shall be pure linseed raw or processed if required.

Turpentine shall be pure spirit of gum turpentine dryers shall beturpentine liquid.

Pigment shall be of the highest grade finely ground in pure linseed oil .Unless otherwise specified all oil pint to have eggshell finish .

1.17.4: ROOF PAINTRoof paint is to be white or metallic with very high reflecting

properties . Samples are to be submitted for test .

1.17.5 : PLASTIC PAINTAlkyd Vin] or rubber based paints shall be used in accordance with the

manufacturer's instructions .

1.17.6: CLEAR LACQUER

Clear lacquer for concrete floors and brick walls shall be an approved

plastic base lacquer suitable for the purpose and not containing

ingredients detrimental to the material to which it is applied .

1.17.7: EMULSION PAINT

These paints are wall finishes supplied in ready from for use

consistency or to be thinned according to manufacture's instructions .

Inspire of the high degree of chemical resistance of most types of thesecoatings mechanical damages to the film can be caused by the growth ofsalt crystals beneath the film .

Alkyd Resin Type Emulsion of drying oil alkyd resins which whenpigments correctly can give pleasing finishes from matt to full gloss. Thistype of emulsion when thoroughly dry produces a very touch finish whichwithstands washing very well these paints are however liable to attack byalkali and therefore care must be taken to safeguard against the risk.

P.V.A. type (polyvinyl acetate emulsions ): is a synthetic material

emulsified to make a medium which is pigmented to produce rapid drying

coating ranging from flat to semi-gloss. This type of emulsion paint is

resistant to alkalis found in building materials and no alkali resisting

primer is necessary , it with stands washing . these paints can be applied

to damp surfaces and will dry without fear of chemical attack upon the

medium > The film can however be damaged by efflorescence.

("Styrene type", a) "styrene /drying oil co-polymer" the drying oil portion

of the medium can be saponified with alkali ability B) "Styrene/butadiene

copolymer"this type is sometimes referred to as the synthetic later type

emulsion . Paints alkali must give pleasing Matt finishes .

-33-


36/82

1.17.8 FLAT AND SEMI-GLOSS OIL PAINTS

Flat and semi-gloss finishes are made either by reducing the proportion

of oil in the paint or incorporating substances which have the effect of

dulling the gloss , such as wax and certain metallic soaps . Their use shall

be restricted to interior decoration, as they are not sufficiently weather -resistant for exterior work ."Sharp pain " is a name used for paint containing a large proportion ofpigment only loosely bound with a small proportion of oil , which driesdead flat .

Paste white lead thinned with turpentine or white spirit only is typicalof this class , out sharp paints can be made by thinning any pigmentground in oil in same way."Under coating paints" are made with a relatively large proportion ofthinner and less oil than finishing paint so that they dry with only a slight

gloss .In 4-coat work , where two undercoats are used the general practice is

for the first to have rather higher gloss than the second , which must flatin order to provide a good foundation for the Gloss - finishing coating .

1.17.9: OIL GLOSS PAINTSThese are consisting of pigment around linseed oil and adjusted to

necessary qualities with dryer's thinners .Paint manufacturers stock a wide range of standard colours . "Hard

glosspaints" it is difficult to obtain to a full gloss finish free from brush marks,with oil - gloss paints.

Paint manufacturers have own special methods of paints and dry with aperfectly smooth and even gloss. There are innumerable varieties on themarket , supplied ready of application under proprietary names .

GLASS AND GLAZING

1.18.1 GENERAL :

All glass shall be of quality and thickness appropriate to its place use .

Theglass shall be free from bubbles, scratches or flaws and not less than4mm.thick and shall confirm to BS. (9529) or Iraqi Standard (1316).Glass for glazing : classification and its specific weight shall be 2.OOOkgper square meter and per millimeter thickness .

The surface shall be flat and parallel so that they fit perfectly on oneanother as well as on the frames .

1.18.2 SHEET GLASS

Sheet -lass shall be of the ordinary quality suitable for general glazingprepossess . Its thickness varying from 3 mm up to 6 mm .

-34-


37/82

1.18.3 POLISHED PLATE GLASSPolished plate glass shall be of the glazing quality suitable forgeneral glazing purposes. Normal standard thickness : nominally 6 mm,( tolerance .5 mm to 8 mm ).

1.18.4 REINFORCED GLASSReinforced glass shall be of the glazing for glazing quality suitable for

specialglazing purposes . Normal standard thickness: nominally 8 mm andshall be conform to Iraqi Standard ( 1606 / 1990 ).

MISCELLANEOUSMATERIALS 1.19.1 LEAD:

Lead shall not contain more than 1% of impurities and shall be

without any traces of oxidation .Sheet lead shall be soft and malleable uniform in thickness andtexture and free from cracks and other defects .

1.19.2 ZINC:

Zinc shall be of uniformed blue-grey coloring the surface shall be

smooth itshall be free from cracks , dross overlaps , scales excess blisters , orany other detrimental defects .

It shall not contain more than 1.5% of Impurities . Each zinc sheet

shall bemarked with its standard gauge number and trade mark of the

manufacturer .The checking of the gauge of a sheet is based on its weight . The

agreed density being 7 .Here under the table of gauge numbers giving the theoretical weight

of sheets and the corresponding mean thickness :

(NO. ZINC SHEETS)

I

MEAN WEIGHT

(kg/m)

APPROX THICKNESS

(mm.)

8 2.800 0.4009 3.150 0.45010 3.500 0.500

12 4.620 0.66013 5.180 0.74014 5.740 0.82015 6.650 0.95016 7.569 1.080

Samples taken from the sheet shall fold without cracking , when thefolios are folded around a bar of a diameter equal to twice the thickness

of the sheet itself.

-35-


38/82

1.19.3 COPPERAll copper used shall be pure perfectly malleable , free from impurities

and show no more but traces of oxidation Its density shall be 8.88 .Copper material shall be neatly cut flawless . Thin cooper sheets shall beof uniform thickness .

Strips cut in whatever direction out of the sheets whether cold or heatedto dark red , shall fold till the edges are in contact over the whole lengthwithout cracking All copper used shall confirm in composition of themetal to B.S.899 .

1.19.4 BRONZE:Bronze use for ornamental articles shall be of an alloy containing in

weight :27 parts of copper , 6 parts of tin and 5 parts of zinc .Other alloys will be accepted for small articles of commercial use .

1.19.5 ASBESTOS CEMENT.Asbestos - cement for sheets , pipes etc.... is to be composed of fiberized

(white or blue) asbestos (approximately 15%) and cement (approximately85%). It may either be pressed molded or made by special machines .

The water absorption of sheets , pipes and fittings shall never exceed 25percent of the dry weight of the material .

1.19.6 BITUMEN :

The softening point of the bitumen shall be tip to at least 85C .

The softening point is measured by the ring and ball method .The bitumen shall be Dora Refinery Bitumen according to B.S.525 orIraqi . Standards (1196/1988 , 1173 / 1988) .

-36-


39/82

BOOK: 2Specification of workmanship civil works


40/82

SPECIFICATION OF WORKMANSHIPCIVIL ENGINEERING WORKS

2-1 Earthworks2.1.1 clearing the Site

The site indicated on the drawings shall be cleared by thecontractor of all obstructions such as pavements, mud huts andany other item which may interfere with the constructionoperations. Trees, shrubs and vegetation shall be removed bygrubbing up all the roots and consolidating the ground. No treeslocated outside the areas to be constructed shall be removed

without the written approval of the Engineer.

2.1.2 Excavationa. General

Excavation shall be carried out for all building parts,foundation beds, pipe lines etc., as indicated on the drawings andin the specifications, these are to be founded upon well compactedundisturbed soil bed whose structural stability gives a designbearing pressure of 1.0 kg/cm2 (min) unless otherwise specified.

Excavation includes the taking up and transporting to asuitable tip soil of all types. Costs for transport further than 5kilometer will be reimbursed.

The contractor is responsible for all shoring, strutting andother protective measures for preventing the soil from falling intothe excavation and for the prevention of accidents.

The sides of the excavation shall, where necessary beadequately supported to the satisfaction of the Engineer and be inconformity with the relevant codes and by- laws of authorities inIraq.

v r

All such excavations shall be of sizes sufficient to enable thework, installations etc.. to be carried out properly.

All trenches pits and other excavations are to be dried outbefore concreting, filling in or laying of pipes, the contractor shallmake adequate provision for pumping plant capable of carrying outthis work in order to obviate any delays in the progress of work dueto water accumulating in the excavations either during or aftercausing normal operations.

Any pockets of soft materials or loose rock and fissure in thebottom of excavation shall be removed and the cavities so formedshall be filled with such material as directed by the Engineer.

The contractor is responsible for all safety measures and shalltake necessary measures in this respect.

All portion of the excavation which are inadvertently carriedout lower than the specified levels will have to be brought tip to therequired levels by mark -50 concrete of sulphate resisting cement atthe contractor's expense.

All arrangement for pumping out water and keepingexcavations free from sub soilwater shall be made by thecontractor.

All timbering, sheet piling or shoring as may be required shallbe installed by the contractors to protect the banks, adjacentpaving structures and utilities. No timbering sheet piling or shoringshall be left in place after completion of each works unless the

Engineerswritten consent is taken.-38-


41/82

The bottom layer for drag-scrapers, bulldozers and many shoveledexcavators shall be not less than 15cm. And for drag lines andshovels of other types not more than 30cm. The bottom layer shallbe removed immediately before laying foundations or pipelines andby manual means which shall ensure the required accuracy of the

trench or pit bottom and in a way which shall avoid thedisturbance of the natural soil.

During construction period daily control of soil, of trenchwalls and excavation slopes shall be ensured.

The permission of the Engineer must be obtained beforefilling any excavation or covering any pipe or cable, any excavatedmaterial not approved by the Engineer as suitable for back fillingmaterials shall be removed by the contractor as the Engineer maydirect. No excavated materials shall be deposited in the river

without the written consent of the Engineer.

b) Excavation for building etc..The entire natural soil bed subbase or filled soil on which

the concrete footings slabs and floors are to be poured shall berough leveled to a height slightly above the finished level and thenthoroughly compacted by rolling or any other mechanical mean tobe approved by the Engineer.

The bas shall not be muddy or soft when concrete is laid. Thecontractor shall notify the engineer when excavation are completedand no concrete shall be poured until the Engineer has approvedthe ground for each individual site. C) Excavation for roadside

ditches:Excavation of ditches shall have minimum depth of 0.30m. a

bottom width 0.20m. and the inclination of the trench sides atroadside shall be 1:3 and the opposite side 1:2 unless otherwisespecified. The bottom to have a minimum slope of 1:1000. Thecontractor shall make Sure that ditches will resist water corrosionby either compaction stablilising or by using a suitable material forsurfacing.D) Excavation of cuttings and forming of embankments:

Clay cuttings shall not be excavated in rainy weather. Unless

otherwise directed by the Engineer all excavated materials, shall beused to form embankments, and shall be deposited and compactedin layers not exceeding 15 cm. In thickness after final compacting.In tipping and forming the embankments the contractor shall makeallowance in the height and width of these for consolidation andshrinkage

Where rock is found in cuttings and is, in the opinion of theEngineer suitable for use in pitching or for other purposes on the

works the contractor shall if so directed, carefully select andreceive for use such quantities of suitable materials as may be

required by the Engineer and shall use these materials at the rateentered in the schedule of clay work rates for the COI-respondingmaterials. No logs, Stumps, perishable or frozen materials may beused in forming embankments and no large stones shall be placedless than 0.6m. b

21.1.3 FillingFilling for lawns and plantations shall not be compacted.

Filling of lawns, batters, bush and tree plantations and levelsindicated on drawings. All filling shall be deposited in layers,not exceeding 20cm. loose depth.


42/82

In the general area the contractor shall supply and will o.30m.lifesoil on the top of the subgrade. The contractor shall mix fertilizer intothe top layer and then sow the grass seed and lightly compact.

For landscaping and planting only grass plants, bushes and tresswhich are known to thrive in the soil and climatic conditions of the site

are to be used. The planting is to be carried out in well prepared ground,watering, rolling, racking, fertilizing, protection, etc.. is to be carried outwhere necessary to ensure that the landscaping scheme is successful.

For roads yards and parking areas, all filling up to underside of theSub- base shall be of a material suitable for rolling compaction and haveas low capillary pressure as possible. Filling shall be in layers notexceeding 20cm. If the work is of lesser extent lighter rollers ma,," bypermitted if the thickness of the layers is brought down.

All timbering and rubbish shall be removed from the excavationprior to back filling and no soft clay or mud will be permitted as filling.Backfilling shall not commence without the approval of the Engineer.

Backfilling shall generally consist of excavated material excluding upperlayers of top soil. Back-fill shall be placed and compacted in 0.20m.horizontal layers to achieve a field dry density of not less than 95% of themaximum dry density as determined by the BS Compaction test No.1377. Mechanical tamping may be necessary to achieve the requireddensity but no extra will be paid to the contractor on this account.

Material for refilling around buildings etc.. may consist ofexcavated material but no rubbish material to be permitted. Refilling forground floor slabs shall be compacted.

If the contractor finds the bottom of the trench soft or in badcondition he shall not proceed with the work until the Engineer has

issued instructions as to a method of taking care of this condition.Material which is either classified as unsuitable or not required

shall be used as directed by the Engineer or where shown on drawings.

2.1.4 Measurement of Earthworksa) Measurement of excavation in pits, trenches and foundationMeasurement for excavation shall be based on the net quantity of

cubic meters of soil in place before excavation. The rate for excavationshall include the excavation and removal of all materials of whatsoevernature including solid rock, (unless otherwise given as a separate item)necessary for the construction of foundations substructures and layingof pipes and cables in accordance with the plans or as directed by the

Engineer.It shall include the furnishing of all necessary equipment which

may be necessary for the execution of the work unless given as separateitem.

Also included is the removal of all or part of the materialsexcavated and tic required for backfilling transporting depositing, andcompaction in layers where and in the manner directed by the Engineer.

Unless otherwise specified in separate item, the rate shall includefor all Pumping arrangement and dewatering to keep excavation dry.

Separate foundations may be excavated and paid for as trenchexcavation when the clear distance between the faces of two adjacentfoundations exceed the depth of the deeper excavation when directed bythe Engineer.

In any other case, the measurement shall be made and paid for asa separate foundation.

-40-


43/82

In any other case, the measurement shall be made and paid for as a

separate foundation.Pits and trenches shall be excavated with vertical walls and

shall be measured and paid for as such including side supports

(shoring and strutting) when required of depth indicated hereunderi.e.. if the depth of the excavation shall not exceed 1 m. in sandy andgravely soil, 1.25 m. in sandy loam soil, 1.5m. in loam soil, 2m inspecially firm soil. The depth shall be taken as the depth aftersurface excavations is carried out (if any). The dimensions shall betaken as the net dimension of the foundations base or Undergroundstructure indicated on drawings plus 20cm. Allowance for each sideand any further increase in width required for working space shall bemade by the contractor and shall not be paid for.

Rate of excavations shall also include not for the paid removal.Of timbering, used for shoring and strutting to prevent sides againstcaving in.

Any timbering left in, although the Engineer's consent is taken

shall not be paid for.Excavation to depth exceeding those stated here above may be

carried out with sloping sides. The gradient of the slope shall dependon the nature of the soil. However. payment shall be made for theactual quantities of soil removed, but in no case shall exceedallowance for 1:2 side slopes starting 15cm. above the bottom of

excavation and 20 cm. away from the faces of the vender aroundstructure. The bottom 15cm. shall be measured and paid for as for theshallow excavation stated here above.

The last 15cm. depth of excavation, removed manually shallbe paid as usual excavation, unless otherwise is specified in aseparate item.

Close timbering and sheet piling shall not be paid for unless itis asked for on the drawings and given as a separate item in the billof quantities or otherwise ordered for by the Engineer for the safety

of work in which case, the contractor shall furnish to the Engineer forapproval the necessary drawings regarding the same.

b) Measurement for earthfilling,

Earthfilling shall be measured and paid for as the actualcubic meters of material in place after consolidation of finished linesand grades, and the section of the ground shall be taken before thefilling is deposited.

Earhtiflling for foundation pit and trenches shall be measuredas the volume of the excavation is less than the volume of the buriedstructure.

The rate for earthfilling shall include the cost of supplyingfilling material and all works such as haling depositing, consolidationand grading of the surfaces and slopes The rate shall also include allexpenses of tests, carried out to the satisfaction of the Engineer, thatthe required minimum dry density has been achieved, and any othertest that may be asked for.

All areas that may be disturbed or spoiled during rolling orconsolidation shall he corrected and made good at the contractor'sexpense as directed by the Engineer.


44/82

2.2.1 GeneralAll foundations shall be proportioned to sustain the applied

loads and the induced reactions. soil investigation may be used as thebasis for determining the allowable bearing capacity and estimating

the total and differential settlements of the soil. The safe estimatedsettlements shall be approved by the Engineer. Total settlement ofthe order of 4 cms. May be permitted in any individual structure inthe project differential settlements of the order of 1.5c111. may bepermitted between column centre lines located at least 8m. apart.

The contractor shall use, if required either a sulphate resistingcement of approved type in concrete foundations and/or also ifrequired shall protect concrete foundation; from the action ofsulphates in the soil by the application to the satisfaction of theEngineer of a protective coat of bitumen not less than ?mm thick, to

contract surfaces. For the underside of the foundations the bitumencoating

shallbe applied to the surface of

the binding concrete, before

the deposition there on of the structural concrete.

2.2.2 Wall FoundationsWall footings shall be either reinforced or plain concrete

depending on the structu

AlFao General Technical Conditions and Specifications

Documents

Transcript of AlFao General Technical Conditions and Specifications