70-TMSS-03-R0

TRANSMISSION MATERIALS STANDARD SPECIFICATION 70-TMSS-03, Rev. 0

PAGE NO. 2 OF 38 70TMSS03R0/SZA

Date of Approval: April 10, 2006

TABLE OF CONTENTS

1.0 SCOPE 2.0 CROSS REFERENCES 3.0 CONFLICTS AND DEVIATIONS 4.0 APPLICABLE CODES AND STANDARDS 4.1 National Standards 4.2 International Standards 5.0 DESIGN REQUIREMENTS 5.1 Design Criteria 5.2 Durability Requirements 6.0 MATERIAL REQUIREMENTS 6.1 Portland Cement 6.2 Coarse Aggregates 6.3 Fine Aggregates 6.4 Water 6.5 Storage of Materials 7.0 ADMIXTURES AND POZZOLANIC MATERIALS 7.1 Chemical Admixtures 7.2 Pozzolanic Materials 8.0 CONCRETE QUALITY REQUIREMENTS 8.1 General 8.2 Strength Requirements 8.3 Slump Requirements 8.4 Chloride and Sulfate in Concrete 8.5 Special Exposure Conditions and Requirements 8.6 Proportioning Requirements




9.0 PRODUCTION OF CONCRETE 9.1 Batching 9.2 Mixing 9.3 Control of Admixtures 9.4 Hot Weather Concreting 9.5 Ready-Batched (Dry-Mix) Concrete 10.0 QUALITY CONTROL, INSPECTION, AND TESTS 10.1 Aggregate Tests 10.2 Concrete Tests 10.3 Evaluation and Acceptance 11.0 DELIVERY 11.1 Delivery Truck Requirements 11.2 Batch Ticket Information 12.0 DATA SCHEDULE




1.0 SCOPE This Transmission Material Standard Specification (TMSS) specifies the minimum

requirements for mix design, mixing, delivery and testing of Normal Weight Ready-Mixed Portland Cement Concrete for in-situ or Precast intended to be used in the system of Saudi Electricity Company (SEC), Saudi Arabia.

2.0 CROSS REFERENCES This Material Standard Specification shall always be read in conjunction with the latest

revision of SEC General Specification No. 01-TMSS-01 titled "General Requirements for all Equipment/Materials", which shall be considered as an integral part of this TMSS.

This TMSS shall also be read in conjunction with SEC Purchase Order or Contract

Schedules for project, as applicable. 3.0 CONFLICTS AND DEVIATIONS 3.1 Any conflicts between this Standard and other applicable Saudi Electricity Company

(SEC) Standards, Industry Standards, Codes, and forms shall be resolved in writing by the SEC Representative.

3.2 Any request to deviate from this Standard shall be directed to the Manager of

Transmission Standards and Specifications.




4.0 APPLICABLE CODES AND STANDARDS The latest revisions/amendments of the following Codes and Standards shall be applicable

for the material covered in this TMSS. In case of conflict, the vendor/manufacturer may propose material conforming to one group of Industry Codes and Standards quoted hereunder without jeopardizing the requirements of this TMSS.

4.1 National Standards

4.1.1. SASO/SSA 142 Physical or Mechanical Methods of Testing of Portland Cement

4.1.2 SASO/SSA 143 Portland Cement, Ordinary and Rapid Hardening 4.1.3 SASO/SSA 226 Methods of Sampling of Concrete Aggregates 4.1.4 SASO/SSA 249 Methods of Test for Concrete Aggregates: Part 1: Sieve Analysis 4.1.5 SASO/SSA 250 Methods of Test for Concrete Aggregates: Part 2: Determination of Organic Impurities in Natural Sand 4.1.6 SASO/SSA 251 Methods of Test for Concrete Aggregates: Part 3: Determination of Impact Strength for Coarse Aggregates 4.1.7 SASO/SSA 278 Methods of Test for Concrete Aggregates: Part 4: Determination of Percentage of Clay, Silt and Fines in

Natural Aggregates 4.1.8 SASO/SSA 391 Methods of Sampling Fresh Concrete 4.2 International Standards 4.2.1 AASHTO T-277 Electrical Indicatiaon of Concrete’s Ability to resist

Chloride ion Peneration. 4.2.2 ACI 201.2 Guide to Durable Concrete 4.2.3 ACI 211.1 Standard Practice for Selecting Proportions for Normal,

Heavyweight, and Mass Concrete 4.2.4 ACI 214 Recommended Practice for Evaluation of Strength Test

Results of Concrete 4.2.5 ACI 301 M Specifications for Structural Concrete for buildings 4.2.6 ACI 304 R Recommended Practice for Measuring, Mixing,

Transporting and Placing Concrete




4.2.7 ACI 305R Hot Weather Concreting 4.2.8 ACI 311.5 Batch Plant Inspection and Field Testing of Ready-Mixed

Concrete 4.2.9 ACI 318M Building Code Requirements for Structural Concrete 4.2.10 ASTM C 31 Standard Practice for making & Curing Concrete Test

Specimens in the Field. 4.2.11 ASTM C 33 Specification for Concrete Aggregates 4.2.12 ASTM C 39 Test Method for Compressive Strength of Cylindrical

Concrete Specimens 4.2.13 ASTM C 88 Test Method for Soundness of Aggregates by Use of

Sodium Sulfate or Magnesium Sulfate 4.2.14 ASTM C 94 Specification for Ready-Mixed Concrete 4.2.15 ASTM C 117 Test Method for Materials Finer than 75-µm (No.200)

Sieve in Mineral Aggregates by Washing 4.2.16 ASTM C 125 Standard Terminology Relating to Concrete and Concrete

Aggregates 4.2.17 ASTM C 127 Test Method for Density, Relative Density (Specific

Gravity) and Absorption of Coarse Aggregate 4.2.18 ASTM C 128 Test Method for Density, Relative Density (Specific

Gravity) and Absorption of Fine Aggregate 4.2.19 ASTM C 131 Test Method for Resistance to Degradation of Small-Size

Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

4.2.20 ASTM C 136 Test Method for Sieve Analysis for Fine and Coarse

Aggregates 4.2.21 ASTM C 138M Test Method for Density (Unit Weight), Yield, and Air

Content (Gravimetric) of Concrete 4.2.22 ASTM C 142 Test Method for Clay Lumps and Friable Particles in

Aggregates 4.2.23 ASTM C 143 Test Method for Slump of Hydraulic Cement Concrete 4.2.24 ASTM C 150 Specification for Portland Cement




4.2.25 ASTM C 172 Standard Practice for Sampling Freshly Mixed Concrete 4.2.26 ASTM C 173M Test Method for Air Content of Freshly Mixed Concrete

by the Volumetric Method 4.2.27 ASTM C 191 Test Method for Time of Setting of Hydraulic Cement by

Vicat Needle 4.2.28 ASTM C 192 Standard Practice for Making and Curing Concrete Test

Specimens in the Laboratory 4.2.29 ASTM C 227 Test Method for Potential Alkali Reactivity of Cement-

Aggregates Combinations (Mortar-Bar Method) 4.2.30 ASTM C 260 Specification for Air-Entraining Admixtures for Concrete 4.2.31 ASTM C 289 Test Method for Potential Alkali-Silica Reactivity of

Aggregates (Chemical Method) 4.2.32 ASTM C 494 Specification for Chemical Admixtures for Concrete 4.2.33 ASTM C 586 Test Method for Potential Alkali Reactivity of Carbonate

Rocks as Concrete Aggregates (Rock-Cylinder Method) 4.2.34 ASTM C 618 Standard Specification for Coal Fly Ash and Raw or

Calcined Natural Pozzolan for Use in Concrete 4.2.35 ASTM C 1152 Test Method for Acid-Soluble Choloride in Mortar and

Concrete 4.2.36 ASTM C 1202 Test Method for Electrical Indication of Concrete's Ability

to Resist Chloride Ion Penetration 4.2.37 ASTM C 1218 Test Method For Water-Soluble Chloride In Mortar And

Concrete 4.2.38 ASTM C 1240 Standard Specification for Silica fume used in Hydraulic

Cementtitious mixtures 4.2.39 ASTM C 1260 Standard Test for Potential Alkali Reactivity of

Aggregates (Mortar-Bar method) 4.2.40 ASTM C 1602 Test Method for Mixing Water Used in the Production of

Hydraulic Cement Concrete 4.2.41 ASTM C 1603 Test Method for measurement of solids in water 4.2.42 ASTM D 75 Practice for Sampling Aggregates




4.2.43 ASTM D 511 Test Method for Calcium and Magnesium in Water 4.2.44 ASTM D 512 Test Method for Chloride Ion in Water 4.2.45 ASTM D 516 Test Method for Sulfate Ion in Water 4.2.46 ASTM D 1411 Test Methods for Water-Soluble Chlorides Present as

Admixtures in Graded Aggregate Road Mixes 4.2.47 ASTM D 4791 Test Method For Flat Particle, Elongated Particle, or Flat

and Elongated Particles in Coarse Aggregates 4.2.48 BS 812 Part 117: Method for Determination of Water Soluble Chloride

Salts. 4.2.49 BS 812, Part 118: Method for Determination of Sulphate Content 4.2.50 ISO 2736 Concrete Tests - Test Specimens - Part I: Sampling of

Fresh Concrete 4.2.51 ISO 4109 Fresh Concrete - Determination of the Consistency -

Slump Test 4.2.52 ISO 4110 Fresh Concrete - Determination of the Consistency - Vebe

Test 4.2.53 ISO 4111 Fresh Concrete - Determination of Consistency - Degree

of Compactibility (Compaction Index) 4.2.54 ISO 6274 Concrete - Sieve Analysis of Aggregates First Edition 4.2.55 ISO 6276 Concrete, Compacted Fresh - Determination of Density 4.2.56 ISO 6782 Aggregates for Concrete - Determination of Bulk Density 4.2.57 ISO 6783 Coarse Aggregates for Concrete - Determination of

Particle Density and Water Absorption - Hydrostatic Balance Method First Edition

4.2.58 ISO 7033 Fine and Coarse Aggregates for Concrete - Determination

of the Particle Mass-per-Volume and Water Absorption - Pyknometer Method




5.0 DESIGN REQUIREMENTS 5.1 Design Criteria The concrete mix or mixes shall be designed to meet or exceed the requirements of

this Specification in all respects. 5.2 Durability Requirements For Saudi Electricity Company works, the required average Concrete Strength f’cr

shall be 5 to 8 MPa greater than the specified Concrete strength f’c. However, for Severe and Very Severe Exposure conditions, the 28-day cylinder compressive strength (per ASTM C 39) value to be adopted for design shall not exceed 31 MPa (4500 psi) although the concrete mix shall be designed to give a strength of 38 MPa (5500 psi).

6.0 MATERIAL REQUIREMENTS 6.1 Portland Cement Portland cement shall conform to ASTM C 150, except as modified herein, and shall

be COMPANY approved brand. The details are also tabulated in Table 8 B. 6.1.1 Type I Ordinary Portland Cement with Tricalcium Aluminate (C3A) content

of not less than 7% shall be used for all superstructures not governed by Sections 6.1.2 and 6.1.3.

6.1.2 Type I cement {with tricalcium aluminate (C3A) content of 8% to 14%} plus

pozzolanic materials {silica fume/ fly ash} shall be used for all concrete subject to severe exposure (other than wear or loading) as defined in Section 8.5.2. This will cancel and supercede the requirement of ASTM C 150.

Silica fume shall not be used when Mg concentration (in groundwater)

exceeds 0.10 % (1000 ppm). 6.1.3 Type II cement shall be used for all concrete subject to moderate exposure as

defined in Section 8.5.3. If Type II is not available, Type I cement with C3A content between 5% and 8% shall be used.

6.1.4 Type V cement shall be used when the chloride is less than 0.1%, (1000

ppm) and the Mg (in groundwater) is less than 1000 ppm and the total sulfates is less than 2000 ppm.

6.1.5 Type V Cement + Fly Ash (Class F) shall be used when the Chlorides is less

than 0.1% and the Mg (in groundwater) is more than 1000 ppm and the total sulfates is more than 2000 ppm.




6.1.6 Cement Mill Test Certificates, when requested, shall be provided for each

shipment of cement. Under no circumstances shall the source of cement be changed without prior written approval of The COMPANY.

6.1.7 If bagged cement is used, all bags shall be plainly marked with the name of

the manufacturer, type of cement and weight. Bagged cement varying more than 3% from the weight marked thereon shall be rejected. Similar information shall be provided in the Bills of Lading accompanying each shipment of bulk cement.

6.2 Coarse Aggregates Coarse aggregates for concrete shall comply with the standard requirements of

ASTM C 33 with the following exceptions: 6.2.1 The grading requirements shall be as shown in Table 1 of this Specification.

The requirements shown in Table 1 are for size number classification. Failure to maintain continuity in gradation (i.e. in maintaining sieve sizes in consecutive order) of specific sized aggregate during concrete production shall be rejected.

6.2.2 The physical properties of coarse aggregates and the amount of deleterious

substances present shall conform to the requirements of Table 2. Coarse aggregate for use in concrete that will be subject to aggressive conditions such as frequently or continuously wetted, extended exposure to humid atmosphere, or in contact with moist ground shall not contain any materials that are deleteriously reactive with the alkalies in the cement in an amount sufficient to cause excessive expansion of concrete. Testing shall be in accordance with ASTM C 1260. If such materials are present in injurious amount, the coarse aggregate may be used with a cement containing not more than 0.60 percent equivalent alkalies (Na2O+ 0.658 K2O).

Concrete aggregates from carbonate rock source shall be tested for potential

alkali reactivity as per ASTM C 586 prior to their use. If expansion due to alkali-aggregate reactivity is found as excessive, tested

according to ASTM C 1260, the source of aggregate shall be rejected. This test is to be conducted biannually or as follows:

a. For every change in material source b. A new batch plant being used for first time




1.18

m

m

(No.

16)

- - - - - - -

0 to

5

2.36

m

m

(No.

8)

- - -

0 to

5

-

0 to

5

0 to

5

0 to

10

4.75

m

m

(No.

4)

0 to

5

-

0 to

5

0 to

10

0 to

5

0 to

10

0 to

15

10 to

30

9.5

mm

(3

/8 in

.)

10 to

30

0 to

5

0 to

15

-

0 to

15

20 to

55

40 to

70

85 to

10

0

12.5

m

m

(1/2

in.)

-

0 to

10

10 to

40

25 to

60

20 to

55

-

90 to

10

0

100

19

mm

(¾

35 to

70

20 to

55

40 to

85

-

90 to

10

0

90 to

10

0

100 -

25 m

m

(1 in

.) -

90-1

00

90-1

00

95-1

00

100

100 - -

37.5

m

m

(1-1

/2

95-1

00

100

100

100 - - - -

Am

ount

s Fin

er T

han

Each

Lab

orat

ory

Siev

e (S

quar

e O

peni

ngs)

, Wei

ght P

erce

ntag

e

50 m

m

(2 in

.)

100 - - - - - - -

Nom

inal

Siz

e (S

ieve

s With

Sq

uare

Ope

ning

s)

37.5

to 4

.75

mm

(1

-1/2

” to

No.

4)

25.0

to 1

2.5

mm

(1

to ½

”)

25.0

to 9

.5 m

m

(1”

to 3

/8”)

25.0

to 4

.75

mm

(1

” to

No.

4)

19.0

to 9

.5 m

m

(¾ “

to 3

/8”)

19.0

to

4.75

mm

(3

/4”

to N

o. 4

)

12.5

to 4

.75

mm

(½

” to

No.

4)

9.5

to 2

.36

mm

(3

/8”

to N

o. 8

)

TAB

LE 1

GR

AD

ING

REQ

UIR

EMEN

TS F

OR

CO

AR

SE A

GG

REG

ATE

S

Size

N

o.

467

5 56

57

6 67

7 8




NO

RTH

ERN

REG

ION

35

0.25

1.0

0.5

2.0

0.03

0.4

18.0

30

40

0.5

<0.1

0

SOU

THER

N R

EGIO

N

25

0.20

1.0

0.5

2.0

0.03

0.4

18.0

25

30

0.5

<0.1

0

CEN

TRA

L R

EGIO

N

30

0.22

1.0

1.0

2.0

0.03

0.4

18.0

20

30

0.5

<0.1

0

WES

TER

N

REG

ION

25

0.20

1.0

0.5

1.5

0.03

0.4

18.0

25

30

0.5

<0.1

0

LIM

ITS

EAST

ERN

R

EGIO

N

35

0.25

1.0

1.0

2.5

0.03

0.4

18.0

30

45

0.5

<0.1

0

STA

ND

AR

D

AST

M C

13

1

AST

M C

13

1, N

ote

6

AST

M C

142

AST

M C

117

AST

M C

127

BS

812,

Par

t 11

7

BS

812,

Par

t 11

8 A

STM

C 8

8

AST

M D

47

91

AST

M D

47

91

AST

M C

123

AST

M C

12

60

TAB

LE 2

PH

YSI

CA

L PR

OPE

RTI

ES O

F C

OA

RSE

AG

GR

EGA

TES

FO

R C

ON

CR

ETE

TEST

DES

CR

IPTI

ON

Los

Ang

eles

A

bras

ion

Loss

es

(Gra

ding

A o

r B) (

Max

imum

%)

Rat

io o

f Lo

s A

ngel

es A

bras

ion

Loss

es a

t 100

and

500

Rev

olut

ions

(1

00/5

00

Rev

olut

ions

V

alue

(M

axim

um)

Cla

y Lu

mps

and

Fria

ble

Parti

cles

(M

axim

um)%

Mat

eria

ls F

iner

Tha

n 75

Mic

rons

(M

axim

um) %

W

ater

Abs

orpt

ion

(Max

imum

) %

Chl

orid

es a

s Cl*

( M

axim

um) %

Sulfa

tes a

s SO

4* (M

axim

um) %

Mag

nesi

um S

ulfa

te S

ound

ness

Lo

ss (5

Cyc

les)

( M

axim

um) %

Flak

ines

s Ind

ex (

Max

imum

)

Elon

gatio

n In

dex

(Max

imum

)

Coa

l and

Lig

nite

( M

axim

um) %

Pote

ntia

l Alk

ali R

eact

ivity

** %

* Chloride and Sulfate limits shall not exceed values specified in Section 8.4 ** Expansion <0.10% at 16 days




6.2.3 Only aggregates washed with water conforming to section 6.4 to remove

contaminants and salts, shall be used. An undertaking to this effect from the concrete supplier shall be included in the concrete mix design proposal submitted to the COMPANY for review and approval. Proper shelters shall be provided for the stock piled aggregates at the concrete supplier’s yard.

6.3 Fine Aggregates Fine aggregates shall consist of natural sand and shall conform to ASTM C 33. 6.3.1 Fine aggregates shall be graded within the following limits:

TABLE 3-A

SIEVE SIZE mm (ASTM C 33)

PERCENT PASSING

9.5 (3/8 in.)

100

4.75 mm (No. 4)

95 - 100

2.36 mm (No. 8)

80 - 100

1.18 mm (No. 16)

50 - 85

600 µm (No. 30)

25 - 60

300 µm (No. 50)

05 - 30

150 µm (No. 100)

0 - 10

75 µm (No. 200)

0 - 2




TABLE 3-B

Physical Properties Of Fine Aggregates For Concrete

TEST DESCRIPTION STANDARD LIMIT

Clay Lumps and Friable Particles

ASTM C142 2.0% Maximum

Materials Finer Than 75 Microns

ASTM C117

2.0% Maximum

Organic Impurities ASTM C40 Lighter than Standard Color

Water Absorption

ASTM C128

1.0% Maximum

Chlorides as Cl

BS 812, Part 117

0.05% Maximum *

Sulfates as SO4

BS 812, Part 118

0.40% Maximum *

Magnesium Sulfate Soundness Loss (5 Cycles) ASTM C88 15.0% Maximum

* Acid limits shall not exceed values specified in Section 8.4. 6.3.2 The fine aggregates shall not have more than 45% passing in any sieve and

retained on the next consecutive sieve of those shown in Section 6.3.1 and its fineness modulus shall not be less than 2.3 or more than 3.1.

Note: Fine aggregates with fineness modulus less than the specified limit

(as above) can be used, provided, that it has known performance records of not having any harmful effect on the other parameters of Concrete.

6.3.3 The amount of deleterious substances and physical properties of fine

aggregates shall not exceed the limits shown in Table 3 B. 6.3.4 Sand not meeting the above requirements can be used provided that it has

known performance record.




6.4 Water Water used for ice production, for washing, rinsing and/or cooling aggregates and

for mixing concrete shall be clean and free from injurious amounts of oils, acids, alkalies, salts, organic materials, or other substances that may be deleterious to concrete or reinforcement and shall meet the requirements shown in Table 4 below. A complete chemical analysis of water shall be submitted prior to the start of production and shall be required for each new water source being chosen. No change in water source shall be permitted without prior approval by the COMPANY.

TABLE 4

Total Dissolved Solids (TDS)

1000 ppm (max)

Magnesium, Chlorides and Sulfates

500 ppm (max)

pH Value

6.5 - 8.0

Note: Same curing water quality, as specified in TCS-Q-003, can be used for

mixing, if concrete structure is in arid/dry areas or subjected to moderate exposure condition. The COMPANY approval is needed in this case.

6.5 Storage of Materials 6.5.1 Cement and Mineral Additives (Section 7.2) shall be stored in weather tight

buildings, bins, or silos which will exclude moisture and contaminants. 6.5.2 Aggregate stockpiles shall be arranged on a clean, hard and slightly sloping

ground, free from foreign materials, and handled by the supplier in such a manner so as to prevent contamination with other materials or with other sizes of aggregates. To insure that this condition is met, test for determining conformance to this Specification for cleanness and grading shall be performed on samples secured from the aggregates at the point of batching.

6.5.3 Pre-dampening of aggregates, when considered desirable by the concrete

supplier, shall be allowed to remain in the stockpiles for a minimum of 12 hours before use to prevent excessive variations in moisture content.

6.5.4 Admixtures shall be stored in such a manner as to avoid contamination,

evaporation, or damage and shall be protected from temperature changes which would adversely affect their characteristics. For admixtures used in the form of suspensions or non-stable solutions, agitating equipment shall be provided to ensure thorough distribution of the ingredients.




7.0 ADMIXTURES AND POZZOLANIC MATERIALS Admixtures to be used in concrete shall be subject to prior approval of The COMPANY and

shall meet the following requirements: 7.1 Chemical Admixtures 7.1.1 Air-entraining admixtures shall conform to ASTM C 260, "Specification for

Air-Entraining Admixtures for Concrete". Air Entraining Agents shall not be added at Site. 7.1.2 Water reducing or water reducing and retarding admixtures (Normal

Plasticizers) shall conform to ASTM C 494, “Specification for Chemical admixtures for Concrete”, Type A or D, respectively.

7.1.3 High range water reducing or water reducing and retarding admixtures (super

plasticizers) shall conform to ASTM C 494, Type F or G, respectively. 7.1.4 Only one of the Admixtures A, D, F or G, shall be added at a time. 7.1.5 Chloride-bearing admixtures shall not be permitted. 7.1.6 Super Plasticizers shall be checked for their compatibility with pozzolanic

materials in blended cement concrete. 7.2 Pozzolanic Materials Pozzolanic Materials shall be used in Concrete subject to severe/very severe

exposures. The pozzolanic materials permissible to be used are silica fume and fly ash.

Samples of proposed Pozzolanic materials along with manufacturer's technical data

shall be submitted for testing and/or approval prior to their use in concrete. Pozzolanic materials used in production of concrete shall be the same as the samples

submitted. Testing for Mineral Additives shall be done for every 100 tons or for every new

batch arrival at the concrete ready-mix Plant. Also, testing shall be done under the following conditions:

i. Change in material source ii. A new batch plant being used for the first time




7.2.1 Silica Fumes Silica fumes shall conform to ASTM C 1240. Silica fumes shall not be used when Mg (in groundwater) exceeds 0.10 %

(1000 ppm). In addition, silica fumes shall satisfy the following requirements: a. SO3 Content (Maximum) 3.0% b. Chloride (Maximum) <0.1% c. CaO (Maximum) 1% d. Moisture content and fineness (percentage retained on 45-µm sieve)

tests shall be done prior to concrete works with Silica fumes. Silica fumes shall be properly dispersed in the Concrete Mix so as not to

reduce the strength properties. Proper inspection is to be done at the time of mixing with other ingredients of Concrete to avoid agglomerate formation.

7.2.2. Fly Ash Fly ash shall be as per ASTM C 618 Class F. The Fly Ash shall be properly

characterized (i.e., with well known performance record) prior to use in The COMPANY.

Fly Ash shall be used under the following conditions: a. For mass concrete work b. When Mg in soil and water exceeds 0.10 % (1000 ppm) in severe

exposure conditions where Microsilica cannot be used c. Fly Ash shall satisfy the following additional requirements:




7.2.3. The amount of pozzolanic materials either blended with cement or added

separately to the mixer and the water, binder ratio used shall be as per the requirements below.

* Binding Materials (BM) = Cement + Pozzolanic Materials (Fly Ash

or Silica Fumes) Note: Only Fly Ash with known performance records shall be used.

Properties

Requirements

Theoretical surface area (minimum)

13000 cm2/g

Moisture content

< 0.2 %

Loss on ignition

3 %

Carbon content

< 0.2%

SiO2 (minimum)

52%

Mineral Additive

Percentage By Weight of Cement

Ratio* (Water/ Binding Materials)

Silica Fumes

8

0.40

Fly Ash

25-30

0.36




8.0 CONCRETE QUALITY REQUIREMENTS 8.1 General 8.1.1 It shall be the responsibility of the supplier to furnish the mix designs for the

strength or strengths of concrete specified. Complete concrete design data shall be submitted to The COMPANY for approval a minimum of thirty (30) days prior to proposed use. Concrete for all parts of the work shall be of specified quality capable of being placed without excessive segregation and, when hardened, of developing all characteristics required by this Specification.

8.1.2 The specific type of concrete exposure to be used for a particular job shall be

as specified in the Data Schedule. In the event that no specific type of concrete mix is called for in the project documents, or in case of conflict between project specification and this Specification, requirements of Section 8.5 shall take precedence for special exposure conditions and Table 8 shall take precedence for concrete not subject to special exposure conditions.

8.2 Strength Requirements Strength requirements for compressive strength, f’c shall be based on 28-day test, as

determined using 152 mm x 305 mm cylinders having received the same treatment as the structure, for example, similar degree of consolidation, curing and temperature history during curing process. Testing shall be done according to ASTM C 39.

Note: The comparison between compressive strength using cylinder and cube is

given in Table 11. Compressive Strength f’c shall not be less than the value specified in Section 8.5 and

Table 8 for any of the tests. 8.3 Slump Requirements Concrete shall be proportioned and produced to have a slump, tested in accordance

with ASTM C 143 at the point of delivery, within the limits shown in Table 5. When chemical admixtures meeting the requirements of Section 7.1.3 are used, the maximum permissible slump shall be 150 mm.




TABLE 5

Permissible Slumps for Various Types of Construction *

TYPE OF CONSTRUCTION

MAXIMUM**

MINIMUM

Reinforced Foundation Walls and Footings and Pile#/ Auger Foundations

75 mm

25 mm

Plain Footings, Caissons and Substructure Walls

75 mm

25 mm

Pavements and Slabs

75 mm

25 mm

Beams, Reinforced Walls, and Building Columns

100 mm

25 mm

Mass Concrete

50 mm

25 mm

* Permissible slumps shown are for concrete without chemical admixtures. ** A tolerance of up to 25 mm above the indicated maximum shall be allowed

provided the average for all batches or the most recent 10 batches tested, whichever is fewer, does not exceed the maximum limit. When concrete pumps are used, the slump shall be determined at the discharge point of the concrete placement hose. When high range water reducing admixtures (super plasticizers) conforming to ASTM C 494 Type F or G is used, maximum slump shall be 150 mm. The slump of plain concrete shall be within the range specified in Table 5 prior to addition of chemical admixture.

# This does not apply at high water table conditions where Tremie is to be

used. 8.4 Chloride and Sulfate in Concrete The total amount of acid-soluble chlorides (Cl) and acid-soluble sulfates (SO4) in the

concrete as percentage by mass of cement shall not exceed the following limits:

Acid soluble sulfates as SO3 4%

Water soluble chlorides as Cl a.

Prestressed concrete exposed to any exposure conditions

0.06%

b.

Reinforced Concrete exposed to very Severe, Severe, and Moderate Exposure Conditions

0.10%

c.

Reinforced Concrete exposed to Mild Exposure Conditions

0.15%




8.5 Special Exposure Conditions and Requirements Tanking system shall be used for all types of shallow foundations and underground

concreting irrespective of exposure conditions. 8.5.1 Very Severe Exposure Sabkhah Soils are considered as very severe exposure to concrete. For other details regarding Sabkhah soils, refer to TCS-Q-002. The requirements for the concrete exposed to Sabkhah are same as those

detailed in Section 8.5.2. Piles in Sabkhah soils shall be designed as cased piles as additional protection

against the aggressive nature of the soils. The feasibility of cathodic protection, as an additional protection measure,

shall be considered depending on the results from the soil reports. 8.5.2 Severe Exposure Structural concrete including slabs-on-grade, which will be exposed to sea

water, acid attack, above the sea and spray range for a height of 8 meters, seafront structures within 100 meters from shoreline, in contact with high concentration of chlorides (equal to or greater than 1000 ppm) or sulfates (equal to or greater than 2000 ppm) and pH value less than 6.5 regardless of additional protection such as waterproofing or coal tar epoxy coating, at the water or groundwater line or within fluctuating water level and spray, and concrete continuously or frequently subject to raw water washdown shall be defined as concrete subject to severe exposure.

Ready-mixed concrete subject to severe exposure shall meet the following

requirements: a. The maximum permissible water to cementitious materials ratio

including surface moisture on aggregates, and other concrete constituents shall not exceed 0.40 for silica fumes and 0.36 for fly ash.

b. Concrete shall be proportioned to produce a minimum compressive

strength of 38 MPa (5,500 psi) in 28 days. Cementitious materials shall be a minimum of 390 kg/m3 and the amount of pozzolanic materials shall be as per 7.2.3. Portland cement and pozzolanic materials shall comply with Sections 6.1.2 and 7.2, respectively, of this specification.




c. Air entraining admixtures for concrete shall be used only in areas

where freezing and thawing conditions prevail. For other areas, air-entraining shall not be used.

Air-entraining admixtures shall conform to ASTM C 260 and shall be

proportioned to produce entrained air, as shown on Table 6, when tested in accordance with ASTM C 173M. In no case the values given in Table 6 shall be exceeded.

TABLE 6

Air Content For Air-Entrained Concrete

Nominal Maximum Size of Aggregates

9.5 mm (3/8 in.)

12.5 mm (1/2 in.)

19.0 mm (3/4 in.)

25.0 mm (1 in.)

Air Content ± 1.0%

4.5

4.0

3.5

3.0

d. Workability shall be maintained by the use of admixtures as described

in Section 7.1.2 or Section 7.1.3. e. The proposed design mix shall be tested to show that the chloride

permeability, tested in accordance with ASTM C 1202 or AASHTO T-277, shall be as tabulated below and does not exceed 1000 coulombs and shall meet the compressive strength requirement of Section 8.5.2.b.

Type of Concrete Maximum (Coulombs) Concrete With Silica Fumes

1000

Concrete With Fly Ash

1000

Plain Concrete

4000

f. Blending of concrete with silica fumes/fly ash shall be strictly in

accordance with the recommendations of the supplier. g. At locations where silica fume/fly ash are not available, the mix

design shall be revised using higher design strength to reduce the effects of the deleterious chemicals in the soil. SEC Approval shall be taken prior to design of concrete.

h. Water-soluble chloride content as Cl shall not exceed 0.1 % by mass

of cement.




8.5.3 Moderate Exposure

All reinforced and plain concrete below finished grade level, in contact with soil with chloride between 300-1000 ppm or sulfate between 150-2000 ppm, and if the soil (after testing) does not fall under the v. severe/ severe or mild exposures, shall be defined as concrete subject to moderate exposure.

a. The maximum permissible water/cementitious materials ratio

including surface moisture on aggregates, and other mix constituents shall not exceed 0.40.

b. The concrete shall be proportioned to contain a minimum Portland

cement content of 350 kg/m3. Portland cement shall comply with Section 6.1.3 of this Specification. The proportion shall be capable of producing a minimum compressive strength of 28 MPa (4000 psi).

c. Air-entrainment requirement shall comply with Section 8.5.2.c. d. Workability shall be maintained by the use of chemical admixtures

described in Section 7.1.2 and Section 7.1.3.

TABLE 7 Exposure Details

EXPOSURE TYPE OF CONSTRUCTION

SITE CONDITIONS

Very Severe

Piles and Subgrade Reinforced Concrete

Sabkhah Soils; both Coastal and Inland Sabkhahs.

Subgrade Reinforced Concrete

Exposed to groundwater line or within fluctuating water level containing high concentrations of chlorides and sulfates.

Sea and Seafront Reinforced Concrete

Within 8 meters above mean sea level and subgrade reinforced concrete within 100 meters from shoreline.

Severe

On Grade Structural Reinforced Concrete

Exposed continuously or frequently to raw water washdown.

Moderate

Subgrade Reinforced and Plain Concrete Including Slabs on Finished Grade Level

Exposed to fresh water, occasional raw water washdown, or in contact with dry to moist soil with details as given in 8.5.3, with pH value 6.6 - 7.3, and Resistivity 50-100 ohm-m

Mild Same as above plus superstructure

The concrete is always dry, and far above the water table, Chlorides less than 300 ppm and sulfates less than 150 ppm from both the soil and ground water (if exists). pH more than 7.3 and Resistivity more than 100 ohm-m




8.5.4 Precautions It shall be the responsibility of the concrete supplier to ascertain that the

admixtures are compatible and will not cause either short term or long term deficiencies in the quality or durability of the concrete.

8.6 Proportioning Requirements 8.6.1 The proportions of ingredients shall be selected in accordance with the

provisions of ACI 211.1. 8.6.2 Concrete shall be proportioned to conform to the requirements shown in

Table 8 (A & B) for the strength indicated. 8.6.3 Binary aggregate proportioning technique to optimize workability,

compaction, and strength shall be used. 8.6.4 Proportioning by Laboratory Trial Batches a. When laboratory trial batches are used as the basis for selecting

concrete proportions, strength tests shall be made in accordance with ASTM C 39, on cylinders prepared in accordance with ASTM C 192

b. When laboratory trial batches are made, air content shall be within

±0.5 percent and slump within ±20 mm of maximum values permitted by this Specification.

c. A curve shall be established showing relationship between water-

cementitious material ratio and compressive strength. Curve shall be based on at least three points representing batches which produce strengths above and below required average compressive strength specified in Section 8.6.5. If the ready-mixed concrete plant does not have a record based on 30 consecutive strength tests representing similar materials and conditions to those expected, required average compressive strength shall be 8.27 MPa (1200 psi) greater than specified compressive strength, f'c. Each point shall represent the average of at least three cylinders tested at 28 days.

d. Maximum permissible water to cementitious materials ratio for

concrete to be used in the structure shall be that shown by the curve to produce the average strength indicated in Section 8.6.5 unless a lower water-cement ratio is required in Section 8.5.




Table 8 A. Concrete Proportions

Proportioning Requirements for Superstructures/ Concrete in Mild Exposure Conditions

(These Values To Be Adopted For Conditions Not Included In The Table 8 B)

MINIMUM CONCRETE

STRENGTH-(f 'c) WATER-BM**

RATIO MIN. CEMENT

CONTENT

USE MPa psi Maximum* kg/m³ 34.5 5000 0.45 390 Exterior 31.0 4500 0.45 370 Exterior 27.6 4000 0.45 350 Exterior 24.2 3500 0.50 330 Interior 20.7 3000 0.50 320 Interior 17.2 2500 0.60 300 Blinding

* Including surface moisture on aggregates, liquid and other ingredients ** BM-Binding Materials = Cement + Pozzolanic Materials (Fly Ash/ Silica

fumes) 8.6.5 Proportioning On the Basis of Field Experience a. Where a concrete production facility has a record, based on at least 30

consecutive strength tests that represent similar materials and conditions to those expected, the required average compressive strength used as the basis for selecting concrete proportions shall exceed the required specified compressive strength, f'c, at designated test age by at least:

2.76 MPa (400 psi) if standard deviation is less than 2.07 MPa. 3.79 MPa (550 psi) if standard deviation is 2.07 MPa to 2.76 MPa. 4.83 MPa (700 psi) if standard deviation is 2.76 MPa to 3.45 MPa. 6.20 MPa (900 psi) if standard deviation is 3.45 MPa to 4.14 MPa. 8.27 MPa (1200 psi) if standard deviation is greater than 4.14 MPa. b. Strength tests used to establish standard deviation shall represent

concrete produced to meet a specified strength or strengths within 6.90 MPa of that specified for the proposed work.




M

ax.C

l

In C

on-

cret

e %

0.10

0.10

0.10

0.10

0.10

0.10

0.10

Min

. BM

**

Con

tent

(K

g/m

3 )

390

390

390

390

390

350

350

Max

imum

W

/BM

**

0.36

0.40

0.36

0.40

0.36

0.40

0.40

Type

of

Adm

ixtu

re

(Poz

zola

nic

Mat

eria

ls)

Fly

Ash

Silic

a Fu

mes

Fly

Ash

Silic

a Fu

mes

Fly

Ash

- -

MIN

IMU

M R

EQU

IREM

ENTS

Cem

ent T

ype

Type

I C

3A-8

-14

%

Type

I C

3A-8

-14

%

Type

I C

3A-8

-14

%

Type

I C

3A-8

-14

%

Type

V

Type

II /

Type

I C

3A-5

-8 %

Type

V

Cl (

Soil+

W

ater

) %

>0.1

0

>0.1

0

>0.1

0

>0.1

0

<0.1

0

<0.1

0

<0.1

0

SO4

ppm

>200

0

>200

0

>200

0

>200

0

>200

0

<100

0

1000

to

<200

0

Lim

its

Mg

ppm

>100

0

<100

0

>100

0

<100

0

- - -

Tabl

e 8

B.

SU

BJE

CT

TO S

PEC

IAL

EXPO

SUR

E C

ON

DIT

ION

S

EX

POSU

RE

DET

AIL

S

Type

Ver

y Se

vere

(S

ee S

ectio

n

8.5.

1) *

Seve

re

(See

Se

ctio

n 8.

5.2)

Mod

erat

e (S

ee S

ectio

n 8.

5.3)

Not

es: *

Se

e Se

ctio

n 8.

5.1

for a

dditi

onal

pro

tect

ion

of fo

unda

tions

in S

abkh

ah so

ils.

**

. B

M =

Bin

ding

Mat

eria

l= C

emen

t + P

ozzo

lani

c M

ater

ials

(Fly

Ash

or S

ilica

Fum

es)

1.

M

inim

um C

oncr

ete

Stre

ngth

- f’c

38

MPa

/550

0 ps

i for

Ver

y Se

vere

and

Sev

ere

expo

sure

Con

ditio

ns.

2.

M

inim

um C

oncr

ete

Stre

ngth

- f’c

28

MPa

/ 400

0 ps

i for

Mod

erat

e Ex

posu

re C

ondi

tion.




9.0 PRODUCTION OF CONCRETE Ready-mixed concrete shall be batched, mixed, and transported in accordance with ASTM

C 94, "Specification for Ready-Mixed Concrete", and ACI 304, "Recommended Practice for Measuring, Mixing, Transporting, and Placing Concrete", unless permitted otherwise in this Specifications.

9.1 Batching 9.1.1 Scales for weighing concrete ingredients shall be accurate when in use within

±0.4 percent of their total capacities. Plant scales and other measuring mechanisms shall be calibrated no less than 3 times per year, and shall be certified as conforming to the requirements of ASTM C 94. Copies of all certification results shall be submitted to the COMPANY and a copy shall be tagged on to the different scales for easy identification.

9.1.2 Operation of batching equipment shall be such that concrete ingredients are

constantly measured within the following tolerances: Cement : ±1% Water : ±1% Aggregates : ±2% Admixtures : ±3% 9.1.3 Batching of concrete ingredients shall be mass-controlled only. Volume

batching shall not be permitted. 9.2 Mixing 9.2.1 Central-mixed or truck-mixed (dry or wet) concrete shall be permitted. The

batch mixer shall be capable of thoroughly combining the ingredients into a uniform mass within the specified mixing time, and of discharging the concrete without harmful segregation.

9.2.2 The central-mixed concrete batch plant shall be equipped with an automatic

timing device, which will lock the discharging mechanism and prevent emptying of the mixer until all the materials have been mixed together for the minimum time required.

9.2.3 When truck-mixed concrete is delivered, each truck mixer shall be fitted with

an operable revolution counter. Except as otherwise provided for in ASTM C 94, concrete shall be mixed for a minimum of 100 revolutions at mixing speed and discharge shall be completed in accordance with Section 9.4. or before the drum has been revolved 300 revolutions whichever comes first after the introduction of mixing water to the cement and aggregates. Truck-mixed concrete delivered in trucks not having or having inoperable revolution counters shall be rejected.




9.2.4 Trucks delivering concrete from either a central-mixed or a truck-mixed plant shall be equipped with a water system having an accurate and easily readable water measuring device.

9.2.5 The sequence of loading for concrete with silica fumes shall be as follows: a. Fine aggregates, cement and silica fumes/fly ash shall be mixed in dry

condition for at least three (3) minutes. b. Coarse aggregates shall be added and mixed in the dry condition for

at least one (1) minute. c. Water and chemical admixtures can be added and mixed to obtain a

uniform mix. 9.3 Control of Admixtures 9.3.1 Chemical admixtures and Air-entraining admixtures (where required) shall

be charged into the mixer as solution and shall be measured by means of an approved mechanical dispensing device. The liquid part of the admixtures shall be considered a part of the mixing water.

9.3.2 When two or more admixtures are used in the concrete, they shall be added

separately to avoid possible interaction that might interfere with the efficiency of either admixture or adversely affect the concrete. Manufacturer's certification shall be obtained to show that the admixtures are compatible and will not affect the normal setting time of concrete.

9.4 Hot Weather Concreting 9.4.1 During hot weather, or under conditions contributing to rapid evaporation of

mix water, the mixing, delivery and complete discharge time shall not exceed the following limits:

Table 9

Ambient Temperature

Delivery Time

Maximum Concrete Temperature

29°C or less

90 minutes

29°C

Between 29°C and 32°C

75 minutes

29°C

32°C and more

60 minutes

32°C

Note 1: During hot weather conditions (May to October), Concrete temperature is

permitted to vary by 2°C more than the value in the table above. Note 2: Minimum concrete temperature at delivery shall not be less than 5°C.




9.4.2 In all cases, delivery time with respect to maximum concrete temperature as

specified above shall not be exceeded. Concrete delivered at temperature greater than that specified above shall be rejected at the expense of the supplier.

9.5 Ready-Batched (Dry-Mix) Concrete Ready-batched (Dry-Mix) concrete shall be permitted when ready-mixed (wet)

concrete cannot satisfy Table 9 requirements due to long haul distances. Following conditions shall apply in such case:

9.5.1 For long hauls of up to 3 hours from the concrete batching plant, contact

between cementitious materials and aggregates shall be avoided or minimized by slide loading of cementitious materials into a still drum as the last ingredient and shall not be rotated until water is added for mixing at the job site. The drum opening when using this option shall be provided with cover.

9.5.2 For longer haul wherein travel time from the concrete batching plant exceeds

3 hours, cement batching facility shall be located at or near the job site. This option requires batching of coarse and fine aggregates including not more than 80% of the mixing water at the regular concrete batching plant with the cementitious materials and the remaining water added at the batching facility near or at the job site.

9.5.3 Mixing water for ready-batched concrete shall be added at site and concrete

temperature shall not exceed 32°C. During hot weather conditions, cold water or ice shall be used to produce concrete keeping the temperature within limits specified as note in Table 9.

9.5.4. Mix design and mixing procedure shall be approved by The Company. 9.5.5. Trial batches shall be performed and witnessed by Company Representative. 9.5.6. The total absolute volume of the all ingredients batching should not exceed

63% of the drum volume of the truck as indicated in ASTM C 94. 9.5.7. Consistency and uniformity tests shall be performed as per the requirements

of ASTM C 685 under supervision of Company Representative.




10.0 QUALITY CONTROL, INSPECTION AND TESTS The concrete supplier shall establish and maintain a Quality Control Program, which shall

include the minimum testing requirements of Sections 10.1, 10.2, and 10.3. The COMPANY reserves the right to obtain samples, of either the delivered product or its constituent components, as deemed necessary to verify compliance to any of the quality requirements stated in this Specification at no extra cost.

10.1 Aggregates Tests 10.1.1 Coarse Aggregates

o Gradation or sieve analysis Weekly

o Materials finer than the 75 µm (#200) sieve Weekly

o Clay lumps and friable particles Monthly

o Los Angeles abrasion Monthly

o Specific gravity and absorption Monthly

o Chlorides and Sulfates Monthly

o Magnesium sulfate soundness Monthly

o Potential Alkali Reactivity of Aggregates Biannually

10.1.2 Fine Aggregates

o Gradation or sieve analysis Weekly

o Materials finer than the 75 µm (#200) sieve Weekly

o Clay lumps and friable particles Monthly

o Soluble chlorides and soluble sulfates Monthly

o Magnesium sulfate soundness Quarterly

o Organic impurities Quarterly

10.1.3 Tests on Mixing Water

o Chlorides Monthly

o Sulfates Monthly

o Magnesium Monthly

o Total dissolved solids Monthly




10.2 Concrete Tests 10.2.1 Concrete with Pozzolanic Materials (silica fumes or fly ash) shall be tested

for verification of compliance to the requirements of Section 8.5.2.b. A sample cast from the same batch of concrete and cured at site along with the structure shall be used. Frequency of testing shall be as stated in the Data Schedule.

10.2.2 The frequency of obtaining specimens for compressive strength testing shall

be a minimum of one test per 75 cubic meters or part thereof, per plant, per mix/strength classification, per day. Each test shall consist of a set of five (5) cylinders, sampled and cast at the project site in accordance with ASTM C 31. The cylinders shall be tested in accordance with ASTM C 39; one cylinder at 3 days, one cylinder at 7 days, and three cylinders at 28 days of age. Two of the cylinders to be tested at 28 days shall be field cured. The average of the two 28 day individual strengths of field cured samples shall be referred to as 28-day compressive strength.

10.2.3 The test report shall include the following information for each of concrete

specimen taken:

o Mix/Strength classification in MPa o Cylinder strength in MPa

o Cylinder identification number

o Slump in millimeters, mm

o Wet density in kg/m3

o Ambient air temperature in °C

o Concrete temperature in °C

o Percent air content, when air-entrained concrete is specified

o Location in structure

10.2.4 Chloride Permeability tests shall be done on Concrete specimens having

received the same treatment as the structure, for example, similar degree of consolidation, curing and temperature history during curing process.

Frequency of Chloride Permeability Testing shall be as follows: a. For small works, < 25m³, One (1) sample during every concrete pour b. For large works, One (1) sample per 50 cubic meters of concrete or

part thereof




10.2.5 Chloride and Sulfate Content in Concrete Frequency of tests shall be same as that for Chloride permeability tests (See

Section 10.2.4) 10.3 Evaluation and Acceptance 10.3.1 Control of all ready-mixed concrete shall be based on 28-day compressive

strength, f'c, as determined using two 152 mm x 305 mm cylinders tested in accordance with ASTM C 39.

10.3.2 Evaluation of all compressive strength test results shall be based on ACI 214,

"Recommended Practice for Evaluation of Strength Test Results of Concrete".

10.3.3 The strength level of the concrete will be considered satisfactory if the

following criteria are met: a. The average of all sets of three consecutive strength tests equals or

exceeds the required f'c. b. No individual strength test (average of two cylinders’ strengths) falls

below required f'c by more than 3.45 MPa. 10.3.4 In the event that concrete fails to meet the strength requirements of this

Specification, in-place testing for concrete strength shall be conducted. Testing shall be conducted by one or a combination of the following methods:

(1) Method of Obtaining and Testing Drilled Cores and Sawed Beams of

Concrete, ASTM C 42 (2) Load Test in accordance with ACI 318. a. Concrete in the area represented by in-place test shall be considered

structurally adequate provided such results conform to the provisions of ACI 318.

b. Concrete judged structurally inadequate after in-place testing as

described above shall be removed and replaced at no expense to The COMPANY.




11.0 DELIVERY 11.1 Delivery Truck Requirements All trucks used for the delivery of truck-mixed concrete either ready-batched (dry) or

ready-mixed (wet) shall conform to the requirements of ASTM C 94. In addition, each truck used on The COMPANY project shall be equipped with a minimum of one (1) permanently affixed discharge chute and three (3) attachable extensions.

11.1.1 Each truck shall have an operable water system with a measuring device of

one of the following types: a. Automatic Cut-off Siphon Type b. Water Meter of the Automatic Shut-off Type c. Sight Gauge or Gauges 11.1.2 Each truck used for the delivery of truck-mixed concrete shall be equipped

with an operable revolution counter. 11.1.3 Trucks used for delivery of concrete to The COMPANY projects shall

conform to all applicable Company safety regulations. 11.2 Batch Ticket Information 11.2.1 The supplier of the concrete shall furnish to The COMPANY with each batch

of concrete before unloading at the site, a delivery ticket on which is computer printed or written, stamped, information concerning said concrete as follows:




Table 10

a. Name and location of ready-mixed concrete batch plant

b. Serial number of ticket

c. Date

d. Truck number

e. Name of Contractor

f. Specific designation of job (JO number and location)

g. Specific class/ Exposure condition or strength designation of the

concrete

h. Volume of concrete in cubic meters

i. Time loaded and time discharge started

j. Humidity at the time of loading and discharge

k. For truck-mixed (Dry mix) concrete, reading of revolution

counter at the first addition of water

l. Type, brand and amount of cement

m. Type, brand and amount of admixtures

n. Total water content by producer

o. Maximum size of aggregate

p. Weight of fine and coarse aggregates

q. Temperature of concrete at loading and at discharge, and

r. Signature or initial of ready-mixed concrete Company

Representative




Table 11

Compressive strength classes for normal weight concrete

(based upon BS EN 206-1: 2000, Table 7 and BS 8500-1:2002, Table A-20)

Required minimum characteristic cylinder

strength (MPa)

Required minimum characteristic cube

strength (MPa)

Compressive strength class

8 10 C8/C10

12 15 C12/C15

16 20 C16/C20

20 25 C20/C25

25 30 C25/C30

28 35 C28/C35

30 37 C30/C37

32 40 C32/C40

35 45 C35/C45

40 50 C40/C50

45 55 C45/C55

50 60 C50/C60

55 67 C55/C67

60 75 C60/C75

70 85 C70/C85

80 95 C80/C95

90 105 C90/C105

100 115 C100/C115




12.0 DATA SCHEDULE

NORMAL WEIGHT READY-MIXED PORTLAND CEMENT CONCRETE

SEC Enquiry No. Date: SEC Purchase Order No. Date: or Contract No. SEC PTS No./Project Title with J.O. No. REFERENCE SECTION NO. DESCRIPTION 'A' 'B' 'C' 4.0 APPLICABLE CODES AND STANDARDS Applicable Industry Standard * 8.0 CONCRETE QUALITY REQUIREMENTS 8.5 a) Exposure Requirements b) Type of Cement c) Min. Cement Content (kg/m3) d) Pozzolanic Material Content (kg/m3) Name/Brand e) Req’d Min. Cylindrical Compressive Strength @ 28 Day Strength(MPa)* f) Max.water/ cementitious materials ratio g) Max. Slump w/o admixture (mm) h) Mass of fine aggregates (kg/m3) 'A' - SEC SPECIFIED DATA/PARAMETER 'B' - BIDDER/SUPPLIER/VENDOR/CONTRACTOR PROPOSED DATA/PARAMETERS 'C' - REMARKS SUPPORTING THE PROPOSED DEVIATION IN COLUMN 'B' (*) - DATA/PARAMETER TO BE PROVIDED/PROPOSED BY THE BIDDER/SUPPLIER/ VENDOR/CONTRACTOR IN COLUMN 'B'




12.0 DATA SCHEDULE


SEC Enquiry No. Date: SEC Purchase Order No. Date: or Contract No. SEC PTS No./Project Title with J.O. No. REFERENCE SECTION NO. DESCRIPTION 'A' 'B' 'C' CONCRETE QUALITY REQUIREMENTS i) Coarse Aggregates Type Mass (kg/m3) Nominal Size (mm) j) Admixture: Type Brand Dosage (l/m³) 10.0 TESTS 10.2.2 Frequency of Sampling for Compressive Strength/m³ 10.2.4 Chloride Permeability Test Yes/No Frequency of Permeability Test/m³ 'A'- SEC SPECIFIED DATA/PARAMETER 'B'- BIDDER/SUPPLIER/VENDOR/CONTRACTOR PROPOSED DATA/PARAMETERS 'C'- REMARKS SUPPORTING THE PROPOSED DEVIATION IN COLUMN 'B' (*)- DATA/PARAMETER TO BE PROVIDED/PROPOSED BY THE BIDDER/SUPPLIER/ VENDOR/CONTRACTOR IN COLUMN 'B'




12.0 DATA SCHEDULE


ADDITIONAL TECHNICAL INFORMATION OR FEATURES TO BE FURNISHED BY SEC:

A.

ADDITIONAL SUPPLEMENTARY DATA OR FEATURES PROPOSED BY BIDDER/VENDOR/SUPPLIER/CONTRACTOR:

B.

OTHER PARTICULARS TO BE FILLED UP BY BIDDER/VENDOR/SUPPLIER/ CONTRACTOR:

B.

Actual Manufacturer

of Equipment/Material Vendor/Supplier/

Contractor Name of the Company Location and address Name and Signature of authorized Representative and date Official Seal/Stamp of the Company & Date

70-TMSS-03-R0

Documents

Transcript of 70-TMSS-03-R0