Cast in Place Concrete TCS Q 113.03 R0

PAGE NO. 2 of 44 TCSQ11303R0/SZA

TRANSMISSION CONSTRUCTION STANDARD TCS-Q-113.03, Rev. 0

Date of Approval: April 10, 2006

TABLE OF CONTENTS 1.0 SCOPE 2.0 GENERAL REQUIREMENTS 3.0 CONFLICTS AND DEVIATIONS 4.0 CODES AND STANDARDS 4.1 COMPANY Standards 4.2 SASO Standards 4.3 AASHTO Standards 4.4 ACI Standards 4.5 ASTM Standards 4.6 U.S. Corps Of Engineers Standards 4.7 CRSI Standards 5.0 MATERIALS 5.1 Concrete 5.2 Steel Reinforcement And Positioning Devices 5.3 Form Materials 5.4 Joint Materials 5.5 Curing Materials 5.6 Miscellaneous Materials 6.0 DESIGN AND FUNCTIONAL REQUIREMENTS 6.1 Reinforcement 6.2 Formworks 7.0 CONCRETE WORKS 7.1 Preparation 7.2 Acceptance Of Concrete on Arrival 7.3 Concrete Placement 7.4 Concreting Under Water 7.5 Concreting In Hot Weather 7.6 Concreting For Slab-On-Grade 7.7 Construction Joints 7.8 Concrete Placement Acceptance




8.0 POST CONCRETE WORKS 8.1 Finishing 8.2 Removal Of Forms And Shoring 8.3 Curing 8.4 Corrosion Protection and Durability 9.0 REPAIR OF DEFECTIVE CONCRETE 9.1 Surface Air Voids/Sand Streaking/ Peeling /Blistering 9.2 Honeycombs 9.3 Tie Holes 9.4 Pop-Outs/ Scaling 9.5 Discoloration and Stains 9.6 Cracks 9.7 Defect With Exposed Reinforcing Steel 10.0 QUALITY CONTROL 10.1 Pre-Concreting Quality Control 10.2 Post-Concreting Quality Control 10.3 Non-Compliance of Quality Control 11.0 SUBMITTALS 12.0 APPENDICES Appendix I Appendix II




1.0 SCOPE This Transmission Construction Standard (TCS) intended to be used in the system of the

Saudi Electricity COMPANY (SEC), Saudi Arabia, covers the minimum mandatory requirements for receiving, forming, placing, consolidating, finishing, jointing, curing and all other related WORKS as required for Cast-In-Place Concrete.

2.0 GENERAL REQUIREMENTS 2.1 Concrete shall be constructed true to lines, dimensions and details shown on the

drawings. 2.2 The mix design, mixing, delivery and testing of normal weight, ready-mixed

concrete shall be governed by the requirements of COMPANY Material Standard 70-TMSS-03.

2.3 No material, regardless of its source, shall be incorporated in the WORK until

representative samples are taken and tested by a COMPANY approved independent laboratory and found acceptable.

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 COMPANY Representative.

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

Transmission Standards and Specifications.




4.0 CODES AND STANDARDS The latest revisions/amendments of the following Codes, Standards and Specifications are

intended as guidance in providing an acceptable level of quality of materials and practice. In case of conflict between these Standards and the text of this Standard, the latter shall govern.

4.1 COMPANY Transmission Standards 4.1.1 TCS-Q-113.02 Earthworks 4.1.2 70-TMSS-03 Normal Weight Ready-Mixed Portland Cement

Concrete 4.2 SASO Standards - Saudi Arabian Standards Organization Standards 4.2.1 SASO/SSA 2 Steel Bars for the Reinforcement of Concrete 4.2.2 SASO/SSA 143 Portland Cement, Ordinary and Rapid Hardening 4.2.3 SASO/SSA 224 Steel Fabric for Reinforcement of Concrete 4.2.4 General Specifications for Building Construction in Kingdom of Saudi

Arabia-Latest Edition 4.3 AASHTO Standards - American Association of State Highway And

Transportation Officials 4.3.1 AASHTO M182 Burlap Cloth made from Jute or Kenaf 4.4 ACI Standards - American Concrete Institute 4.4.1 ACI 117 Specifications for Tolerances for Concrete

Construction and Materials 4.4.2 ACI 201.2R Guide to Durable Concrete 4.4.3 ACI 212.3R Chemical Admixtures for Concrete 4.4.4 ACI 214.3R Simplified Version of the Recommended Practice for

Evaluation of Strength Test Results 4.4.5 ACI 224R Control of Cracking in Concrete Structures 4.4.6 ACI 301M Specifications for Structural Concrete for Buildings




4.4.7 ACI 302.1R Guide for Concrete Floor and Slab Construction 4.4.8 ACI 304R Guide for Measuring, Mixing, Transporting and

Placing Concrete 4.4.9 ACI 304.2R Placing Concrete by Pumping Methods 4.4.10 ACI 305R Hot Weather Concreting 4.4.11 ACI 308R Standard Practice for Curing Concrete 4.4.11 ACI 309R Guide for Consolidation of concrete 4.4.12 ACI 318RM Building Code Requirements for Structural Concrete

and Commentary 4.4.13 ACI 347R Guide to Formwork for Concrete 4.4.14 ACI 350R Code Requirements for Environmental Engineering

Concrete Structures 4.4.15 ACI 503R Use of Epoxy Compounds with Concrete 4.4.16 ACI 504R Guide to Joint Sealant for Concrete Structures 4.4.17 ACI SP-2 Manual of Concrete Inspection 4.5 ASTM Standards - American Society For Testing And Materials 4.5.1 ASTM A 82 Standard Specification for Steel Wire, Plain, for

Concrete Reinforcement 4.5.2 ASTM A 184 Standard Specification for Welded Deformed Steel Bar

Mats for Concrete Reinforcement 4.5.3 ASTM A 185 Specification for Steel Welded Wire Reinforcement,

Plain, for Concrete 4.5.4 ASTM A 496 Standard Specification for Steel wire, Deformed, for

Concrete Reinforcement 4.5.5 ASTM A 497 Specification for Steel Welded Wire Reinforcement,

Deformed, for Concrete 4.5.6 ASTM A 615 Standard Specification for Deformed and Plain Carbon

-Steel Bars for Concrete Reinforcement




4.5.7 ASTM A 767 Standard Specification for Zinc-Coated (Galvanized)

Steel Bars for Concrete Reinforcement 4.5.8 ASTM A 775M Specification for Epoxy-Coated Reinforcing Steel Bars 4.5.9 ASTM A 884 Standard Specification for Epoxy-Coated Wire and

Welded Wire Reinforcement 4.5.10 ASTM C 31M Standard Practice for Making and Curing Concrete

Test Specimens in the Field 4.5.11 ASTM C 39 Test Method for Compressive Strength of Cylindrical

Concrete Specimens 4.5.12 ASTM C 42M Test Method for Obtaining and Testing Drilled Cores

and Sawed Beams of Concrete 4.5.13 ASTM C 94 Specification for Ready-Mixed Concrete 4.5.14 ASTM C 125 Standard Terminology Relating to Concrete And

Concrete Aggregates 4.5.15 ASTM C 143 Standard Method of Test for Slump of Hydraulic

Cement Concrete 4.5.16 ASTM C 171 Specification for Sheet Materials for Curing Concrete 4.5.17 ASTM C 309 Specification for Liquid Membrane-Forming

Compounds for Curing Concrete 4.5.18 ASTM C 494 Specification for Chemical Admixtures for Concrete 4.5.19 ASTM C 803M Test Method for Penetration Resistance of Hardened

Concrete 4.5.20 ASTM C 805 Test Method for Rebound Number of Hardened

Concrete 4.5.21 ASTM C 1077 Standard Practice for Laboratories Testing Concrete

and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation

4.5.22 ASTM C 1107 Specification for Packaged Dry, Hydraulic-Cement

Grout (Non-Shrink)




4.5.23 ASTM D 1751 Preformed Expansion Joint Filler for Concrete Paving

and Structural Construction 4.5.24 ASTM C 1602 Standard Test Method for Mixing Water used in the

Production of Hydraulic Cement Concrete 4.5.25 ASTM C 1603 Standard Test Method for Measurement of Solids in

Water 4.5.26 ASTM D 1752 Preformed Sponge Rubber and Cork Expansion Joint

Filler for Concrete Paving and Structural Construction 4.5.27 ASTM D 3963 Standard Specification for Fabrication and jobsite

Handling of Epoxy-Coated Steel Reinforcing Bars 4.5.28 ASTM E 96M Test Methods for Water Vapor Transmission of

Materials 4.6 U.S. Corps Of Engineers Standards 4.6.1 CRD C513 Rubber Waterstops 4.6.2 CRD C572 Polyvinyl Chloride (PVC) Waterstops 4.6.3 CRD C583 Expansive Grout 4.6.4 CRD C621 Non-Shrink Grout 4.7 CRSI Standards - Concrete Reinforcing Steel Institute 4.7.1 Manual of Standard Practice for Reinforced Concrete Construction 4.7.2 Manual of Concrete Reinforcing Steel Institute




5.0 MATERIALS 5.1 Concrete 5.1.1 Concrete shall be ready-mixed, truck delivered, supplied from a batching

plant by a supplier acceptable to The COMPANY. Concrete shall fully comply with all the requirements of COMPANY Standard 70-TMSS-03.

5.1.2 Field-mixed concrete may be used where it is impractical to procure ready-

mixed concrete due to remoteness of the concrete pour location, or, for any other reason, making it difficult to sustain the pre-pour concrete temperature and plasticity within the required limits. Approval of a trial mix design is required from the COMPANY for this purpose, if mix design differs from the one originally approved.

After all materials are charged in the drum, the batch mixer shall be rotated at

the manufacturer's recommended speed, for at least 1-1/2 minutes for quantities less than or equal to 1 cubic meter and increased by 20 seconds for every additional cubic meter or fraction thereof. Batching and mixing shall be done as per Section 7.2 of ACI 301M.

5.1.3 Grouts mentioned below shall be chloride free, high performance, free

flowing, non-catalyzed, shrinkage compensated and hydrogen free in addition to the following requirements:

a. Pre-Mixed, Non-Shrink, Non-Metallic Cementitious Grouts,

conforming to CRD C621 or ASTM C 1107 b. Expansive Grouts, conforming to CRD C583 5.2 Steel Reinforcement and Positioning Devices 5.2.1 Reinforcing bars shall be deformed or plain billet steel bars in conformance

with SASO/SSA 2 and ASTM 615. 5.2.2 Welded wire fabrics shall be electrically welded cold-drawn wire with

minimum yield strength of 240 MPa in conformance with the following: SASO/SSA 224 ASTM A 185 – Plain Wire ASTM A 497 – Deformed wire




5.2.3 Devices such as spacers, chairs, bolsters, ties, etc., used for spacing,

supporting and fastening the steel reinforcement shall conform to the requirements of Concrete Reinforcing Steel Institute (CRSI) Manual.

5.2.4 Epoxy-Coated reinforcing steel bars shall satisfy the requirements of ASTM

A 775M. 5.3 Form Materials 5.3.1 Form materials shall conform to ACI 347R and shall be of wood, steel,

driven steel sheet piling or other approved material. The type, size, shape, quality and strength of all materials of which the forms are to be made shall be consistent with the specified finishes and safety. Plywood for formwork material shall meet the requirements of APA grade-trademarked, USPS PS 1, B-B plywood, exterior type, Class 1, sealed edges, mill oiled and not less than 20 mm thick.

5.3.2 Embedded form ties shall be of a non-metallic material or galvanized steel. 5.3.3 Form Release Agent Form Release Agent shall be non-staining, non-reactive, rust preventive,

guaranteed to be compatible with subsequent surface applications to concrete.

For Wood Forms: Straight, refined, pale, paraffin mineral oil, or

approved equivalent For Steel Forms: Refined mineral oil suitably compounded, or approved

equivalent 5.4 Joint Materials 5.4.1 Joint Fillers and Joint Sealant Joint filler material shall be extruded closed cell polyethylene foam rod or

polyurethane foam rod conforming to the requirements of ASTM D 1751 or ASTM D 1752.

Joint sealant shall conform to the requirements of ASTM D 2628.




5.4.2 Waterstops Size and type shall be as shown on the design drawings and shall satisfy the

following material requirements: Rubber made, Conforming to CRD C513 PVC made, Conforming to CRD C572 5.5 Curing Materials 5.5.1 Different curing materials and their requirements are as given in the Tables I

and II below:

Table I

Item Standard Requirements Remarks

Impervious Sheeting

ASTM C 171

Burlap AASHTO M 182 Minimum weight 0.29 kg/m2.

Fabric woven of jute or kenaf

Liquid Membrane-Forming Compound

ASTM C 309, Type 2

5.5.2 Potable water for curing shall be clean and free from injurious amounts of

oil, acids, alkalies, salts, organic materials or other substances that may be deleterious to concrete or steel reinforcement and shall meet the requirements listed in the Table below:




Table II

Maximum Concentration

Form of Contamination

(ppm) (%) Total Dissolved Solids

2000

0.2

Sulfates (SO4)

500

0.05

Alkali carbonates and Bicarbonates

500

0.05

Chlorides

300

0.03

Suspended Solids

500

0.05

pH Value

6.5 - 8.5

Note: Submit analysis results if approved source is changed. 5.6 Miscellaneous Materials 5.6.1 Vapor Barriers Polyethylene sheeting shall conform with ASTM E 154 and shall be a

minimum of two (2) layers of 150 microns thick each. 5.6.2 Chamfer Strips Chamfer Strips shall be of Wood, PVC or neoprene and shall be approved by

the COMPANY Representative. 5.6.3 Dovetail Anchor Slots, Anchoring Inserts, Fabricated Embedments These items to be used at site subject to approval by the COMPANY

Representative.




6.0 DESIGN AND FUNCTIONAL REQUIREMENTS 6.1 Reinforcement 6.1.1 All reinforcement at the time of placing shall be free of loose mill scale or

rust, dirt, mud, oil or any coating that would adversely affect bonding of the reinforcement to concrete.

6.1.2 All reinforcing bars shall be cut and fabricated in accordance with the

dimensions shown on the approved construction drawings. Hooks and bends shall be in accordance with ACI 318RM.

6.1.3 All reinforcing bars shall be bent cold. Tolerance for longitudinal location of

bends and ends of reinforcement shall be ± 50 mm, except at discontinuous ends of members where tolerance shall be ± l2 mm. Fabrication tolerances shall conform to ACI 117. Once steel has been bent, it shall not be re-bent.

6.1.4 Reinforcing bars shall be placed to the following tolerances: Clear Distance to Formed Surfaces: ± 6 mm Minimum Spacing Between Bars: -6 mm Top Bars in Slab and Beams: Members 200 mm deep or Less ± 6 mm Members more than 200 mm, but not over 600 mm deep: ± l2 mm Members more than 600 mm deep : ± 25 mm Bars may be moved as necessary to avoid interference with adjoining bars,

conduits or embedded items. The COMPANY Representative's approval is required for movements by more than 1 bar diameter or which exceed the tolerance.

6.1.5 Steel reinforcement shall be checked against drawings for bending details. It

shall be ensured that all steel reinforcement are accurately in place and firmly secured against possible displacements.

6.1.6 Reinforcing steel splices shall be made only as required and permitted on

locations shown on the approved construction drawings.




6.1.7 Where steel reinforcement is supported by means of concrete bricks or

blocks, these shall be made of the same grade of concrete to be used for the structure. PVC or HDPE spacers and chairs can be used after approval by the COMPANY Representative.

6.1.8 Unless otherwise specified, reinforcement shall be held in position by means

of approved spacers so that a minimum clear covers of concrete, as given below in Table III are maintained:

Table III

Exposure Condition Very

Severe and Severe

Moderate Mild

Concrete members in contact with soil and water incl. slabs-on-grade

75

75

75

Columns and walls exposed to atmosphere up to 3 m height from grade level

75

50

50

Columns and walls above 3 m height from grade level and beams

50

50

40

Slabs and joists exposed to atmosphere

Min

imum

Cov

er in

mm

40 40 for >35 mm bars30 for <35 mm bars

40 for >35 mm bars 20 for <35 mm bars

Ensurance of the required minimum clear cover shall not result in the

reduction at site, of the design effective depth of the member. 6.1.9 All bolts, sleeves, anchors, dowels, fastenings or other items to be embedded

in the concrete shall be accurately positioned and firmly secured against possible displacement. When concrete is placed at locations where anchor bolts, stub angles or other items requiring high accuracy are present, wooden or steel templates shall be carefully and accurately fabricated and set. Anchor bolts shall be plumb and within 2 mm of the position shown on the approved construction drawings.




6.1.10 Metallic sleeves shall not be allowed and anchor bolts shall not be in contact

with reinforcing steel. 6.1.11 Welding for reinforcing bars shall not be permitted unless the mill test

reports were furnished indicating that the steel has been modified for weldability. Welding shall be done as per requirements of AWS D1.4 (TES-W-1).

6.2 Formworks Forms shall be used, wherever necessary, to confine concrete and shape it to the

dimensions required in the design drawings. The forms shall be sufficiently tight to prevent leakage of cement paste/mortar from the concrete. Formwork shall be constructed so that the concrete surfaces conform to the tolerance limit listed in ACI 117.

6.2.1 Formwork shall be designed, erected, supported, braced and maintained so

that it will safely support all anticipated loads (vertical & lateral) that might be applied to the formwork until such loads can be supported by the concrete structure.

6.2.2 Forms shall be properly braced or tied together with standard accessories to

maintain the position and shape during placing and curing of concrete. 6.2.3 Maximum deflection of facing form materials, which reflect in concrete

surfaces exposed to view shall not exceed 1/240 of the span between structural supports.

6.2.4 Eccentric loads on any part of the formwork shall be avoided unless these

members have been designed for such loadings. 6.2.5 Where necessary, to maintain the tolerances indicated, the formwork shall be

cambered to compensate for anticipated deflections due to the weight and pressure of the fresh concrete, and also due to any construction loads which may exceed the design live load.

6.2.6 The surface of the forms shall provide the correct finish, as specified in

Section 8.1, Finishing. 6.2.7 Forms for wall openings shall be constructed so as to facilitate loosening and

removal. Form material shall be good so as not to be disfigured by moisture or heat.




6.2.8 Form Ties Embedded ties for holding forms shall remain and shall be terminated within

the concrete at a distance of not less than the specified concrete cover. Snap ties or through-bolts shall not be used. COMPANY approval is required for form ties of other types.

6.2.9 Forms for Sloped Surfaces Forms for sloped surfaces shall be built so that the sheathing can be placed

board-by-board immediately ahead of concrete placement, so as to enable ready access for placement, vibration, inspection and repair of the concrete. The sheathing shall also be built so that the boards can be removed one by one from the bottom up, as soon as the concrete has attained sufficient stiffness to prevent sagging. Surfaces of construction joints and finished surfaces with slopes steeper than 4 (horizontal) to 1 (vertical) shall be formed as required herein.

6.2.10 Forms For Curved Surfaces The forms shall be constructed so that the curvature is continuous between

sections. Where necessary to meet requirements for curvature, the form lumber shall be built up of laminated splines cut to make tight, smooth form surfaces.

After the forms have been constructed, all surface imperfections shall be

corrected, and all surface irregularities at matching faces of form material shall be dressed to the specified curvature.

6.2.11 In areas where removal of the formworks is not possible, or the working

space is very small, permanent formworks of concrete blocks filled with grout/mortar mix with strength not less than that of the concrete blocks can be used.




7.0 CONCRETE WORKS 7.1 Preparation Following are the preparatory works to be done prior to Concrete placement: 7.1.1 Concrete shall not be placed until all formwork, embedded parts, steel

reinforcement, foundation surfaces and joints involved in the placing have been inspected and approved by the COMPANY Representative.

7.1.2 Surfaces of forms and embedded items shall be cleaned of all encrustations

of mortar, grout or other foreign materials. Forms shall be coated with an approved form release agent, which is compatible with a subsequent coating system (if any) on the concrete surface. Lubricating (machine) oil shall not be used.

7.1.3 All necessary checks, as required in the concrete pour and placement card,

(Appendix I), shall be made and approved by the COMPANY Representative before concrete placement commences.

7.1.4 Provision at site of the required number and rating of vibrators needed for a

specific concrete pour including a standby power source shall be ensured. 7.1.5 All precautions related to concrete placement in hot weather (refer to Section

7.5) shall also be ensured. 7.1.6 All concrete laitance (on reinforcing bars) and other unsound material shall

be removed before placing of new concrete against hardened concrete. 7.2 Acceptance of Concrete on Arrival 7.2.1 Upon arrival of concrete at the place of deposition, the delivery ticket shall

be checked to ensure that all information required as per 70-TMSS-03 is available and duly complied with.

7.2.2 The concrete shall reach the jobsite such that it can be compacted in its final

position within the time duration mentioned in 70-TMSS-03 from the time of introduction of cement into the aggregates. In case of dry mix, the time is considered from the instant of adding the water from the approved source.

7.2.3 Re-tempering or addition of water in excess of the design water/cementitious

material ratio, to compensate for slump loss resulting from delays in delivery or placement, is strictly prohibited.




7.2.4 Addition of super plasticizers is permitted only at site. Where the slump is

deemed inappropriate for acceptable workability, a high range water reducing admixture (super plasticizer), conforming to ASTM C494, may be added immediately prior to the placement of concrete and in accordance with the manufacturer's recommendations (especially with respect to dosage and mixing time). This addition shall be recorded in the concrete placement card (Appendix I).

7.2.5 The temperature of concrete while leaving the mixing plant should be such

that at the time of final placement, the maximum temperature of concrete does not exceed the limits mentioned in 70-TMSS-03.

7.2.6 The testing requirements of 70-TMSS-03 shall be fully met for the evaluation

and acceptance of concrete. 7.3 Concrete Placement 7.3.1 Concrete shall be placed in accordance with ACI 301M and ACI 304, unless

otherwise stated. 7.3.2 Placing equipment shall be capable of providing a continuous supply of

concrete at site of final deposit without separation of ingredients and without interruptions, sufficient to permit loss of plasticity between successive increments.

7.3.3 Concrete shall not be dropped through congested reinforcing steel which may

cause segregation of the coarse aggregates. Restrict the free fall of fresh concrete within 1.0 meters. Employ spouts or flexible drop chutes to avoid nesting of coarse aggregates.

7.3.4 Concrete shall be placed and consolidated in continuous layers of uniform

depth not exceeding 450 mm in thickness, except in large mass pours where it may be necessary to increase the layer thickness to 600 mm. Concrete shall not be allowed to flow laterally a distance greater than 1.0 m from the point of deposit.

7.3.5 Following details shall also be observed at the time of placing concrete: a. Concrete shall not be placed where standing water is present. The

water shall be removed by pressurised air or sponging. b. Movement of concrete shall only be by shovel and not by raking. c. Re-tempering of concrete shall not be done after placement.




7.3.6 Where concrete is placed by pumping, the following requirements shall

apply: a. Pumping equipment shall be with adequate pumping capacity and

boom-length. b. The placement shall be controlled to avoid segregation of the

discharged concrete. c. Slump obtained at the point of final placement shall be as specified in

70-TMSS-03. d. Concrete shall not be conveyed through pipe made of aluminum or

aluminum alloy. e. Minimum Inside Diameter (I.D.) of hose shall be:

Table IV

Maximum Size of Aggregate

Minimum ID of Hose

40 mm

150 mm

20 mm

100 mm

7.3.7 Lean concrete mat 75 mm thick with minimum f’c 17 MPa shall be laid under

structural foundations, unless stated otherwise in design drawings. A vapor barrier, two (2) layers of polyethylene sheet with 150 microns thick each, shall be laid on top of the lean concrete mat.

7.3.8 After concreting is started, it shall be carried on as a continuous operation

until the placing of a panel or section, as defined by its boundaries or a predetermined joint is completed. Construction joints shall be placed horizontally or vertically with keys and dowels. For construction joints, refer Section 7.7.2.




7.3.9 Consolidation a. Concrete shall be thoroughly consolidated (compacted) and worked

around the reinforcement steel, around embedded items and into corners of forms, eliminating all air or stone pockets which may cause honeycombs, pitting or planes of weakness.

b. Vibrators in adequate number and rating shall be employed as to

properly consolidate and ease the placement of concrete. Equipment for consolidation shall be as per ACI 309R.

In normal circumstances, refer to Table V below for guidance.

Table V

Maximum Size of Aggregate

Minimum Outer Diameter of Vibrator Head

40 mm

75 mm

20 mm

50 mm

c. Vibrators shall be employed with care so that the designed positions

of the reinforcing bars will not be altered. d. Internal vibrators shall have a minimum frequency of 8,000 vibrations

per minute and sufficient amplitude to consolidate the concrete effectively.

e. Vibrators shall not be used to move or spread concrete horizontally. f. Vibrators shall be inserted and withdrawn at points approximately

450 mm apart. At each insertion (minimum 100 mm deep), the duration shall be sufficient to consolidate the concrete without segregation, generally from 5 to 15 seconds.

g. Vibrators shall be operated in a near vertical position, allowing the

vibrating head to penetrate the upper layer under its own weight, and to enter and vibrate the concrete in the upper portion of the underlying layer.




h. Concrete shall be vibrated in two stages as per ACI 309. Care shall be

taken to avoid loss of bonding between steel and concrete during re-vibration. The initial stage of vibration shall be at the time of concrete placement. The second stage of vibration shall be as late as the formed concrete will respond to the vibrator, where the running internal vibrator will sink due to its own weight into the concrete. Timing of re-vibration is of particular importance in hot weather concreting and especially in application on thin slabs.

i. Standby vibrators shall be available during concrete placement. 7.4 Concreting Under Water 7.4.1 Concreting under water shall be done by the "Tremie" method. This method

consists of placing concrete through a vertical pipe, allowing the concrete to flow from the bottom. This method shall be applicable for deeper work and confined areas.

7.4.2 The dry pipe method requires a Tremie pipe that is watertight, including

gasketed and bolted flanges at the couplings. The pressure seal plate, which is at the bottom of the Tremie pipe keeps the Tremie pipe watertight, while concrete is extruded from it under pressure and such that the discharge end of the Tremie bottom moves gradually (upwards or away) and is always under 900 mm (approximately) head of fresh concrete. The equipment and placement procedure shall conform to ACI 304R.

7.5 Concreting in Hot Weather Hot weather concrete practice shall be adopted when the ambient temperature

(maximum air temperature during daytime) is 32°C or above with low relative humidity and wind velocity that will seriously impair the quality and strength of concrete. For hot weather definition see ACI 305.

7.5.1 In dry areas, concreting may be done, if permitted by COMPANY

Representative when temperature and humidity are confirmed to be comfortable for work.

7.5.2 Placement of concrete in hot weather shall be in accordance with

recommended practice of ACI 305R, unless otherwise specified. 7.5.3 Concrete shall be scheduled for placement during the early (cooler) morning

hours or at night in hot weather and high relative humid conditions.




7.5.4 The temperature of concrete at the point of final placement shall at all times

be less than the limits specified in 70-TMSS-03. 7.5.5 A water-reducing and set-retarding admixture conforming to ASTM C494,

Type D, and possessing a reliable performance history shall be used. 7.5.6 Part of the mixing water shall be substituted by an equivalent amount of ice,

when necessary, to obtain the allowable placement temperature. The ice shall be finely crushed to avoid slump loss and cold joints.

7.5.7 Temperature of concrete shall be measured 50 mm below the surface

immediately prior to placement in the forms. 7.5.8 Reinforcing steel and forms shall be protected from direct sun rays.

Whenever ice is used in concrete, reinforcing steel and forms shall be cooled off with potable water, immediately before concrete placement, unless arrangements are made for night time concreting.

7.5.9 Concrete shall not be placed under wind blown sand conditions. Concrete

placement shall be planned taking into consideration the humid conditions and requirement mentioned in Section 7.5.8.

7.5.10 Provisions shall be made for erecting windbreaks and sunshades, fog

spraying of reinforcement, dampening subrgrade and forms, placing concrete at the lowest practicable temperature, reducing time between placement of concrete and start of curing, and minimizing evaporation particularly during the first few hours subsequent to placing concrete shall be made in advance of placement.

7.6 Concreting for Slabs-on-Grade 7.6.1 Slabs-on-grade shall be placed upon two (2) layers of 150 microns thick

each, polyethylene sheets as vapor barrier over a lean concrete mat of thickness as specified in the approved construction drawings.

7.6.2 Placing shall follow the guidelines in ACI 302.1R and shall be in compliance

with the following requirements: a. Concrete shall be placed continuously so that each unit of operation

will be monolithic in construction. b. Concrete shall be placed in alternate checker board pattern,

terminating at contraction or expansion joints.




c. Construction joints shall be located and as shown in the approved construction drawings.

d. Expansion and Contraction Joints shall be provided as shown on the

approved construction drawings. e. Concrete joints shall be filled with a joint sealant and filler as detailed

in the approved construction drawings. 7.7 Construction Joints Construction joints are hardened concrete surfaces to which fresh concrete is poured

so as to make it monolithic, with the existing concrete being so rigid that the fresh concrete cannot be made monolithic by vibration.

7.7.1 Cleaning at Joints Construction joints shall be clean with exposed sound aggregates, rough in

profile and damp, before pouring adjoining fresh concrete. Cleaning shall consist of removal of all laitance, loose or defective concrete, coatings, sand, sealing compound and/or other foreign materials. If required by the COMPANY Representative, the concrete surface at all the construction joints shall be uniformly chipped approximately 6.0 mm in a manner that will remove laitance, loosened aggregates or damaged concrete at the surface. Joints shall be cleaned/washed thoroughly with air-water jets and the hardened concrete surface shall be pre-soaked for the last eight (8) hours immediately before fresh concrete is placed.

Surfaces of contraction joints and control joints shall be coated with an

approved bond breaker prior to the placement of adjoining fresh concrete. 7.7.2 Location of Joints Construction joints, expansion joints and control joints shall be provided at

the locations and in accordance with details shown on approved construction drawings. In absence of such details, the practices of ACI 224.3 shall be adopted.

Where construction joints have to be provided for any unanticipated reason,

and hence have not been indicated on the design drawings, the joints shall be in accordance with ACI 301M.




Beams, girders, haunches, drop panels and capitals shall be placed

monolithically as part of a slab system, unless otherwise shown in the design drawings or specifications.

Construction Joints shall be so made and located as not to impair the strength

of the structure. Suitable provision shall be made for transfer of shear and other forces through construction joints.

7.7.3 Providing Watertight joints Watertight joints shall be provided at locations shown on the approved

construction drawings. Unless indicated otherwise, PVC type waterstop of a practical width for the intended application shall be used. Installation shall be as per manufacturer's recommendations.

7.8 Concrete Placement Acceptance Concrete shall be protected from damage due to impact, overloading, marring and

cracking of surfaces due to rapid drying. Inspection of post concrete-placement activities, listed below (but not limited to)

shall be part of the acceptance process, taking special precautions demanded by hot weather conditions (Section 7.5).

-Finishing and Jointing -Curing -Formwork and Shore Removal -Re-shoring and Re-shore Removal -Concrete Testing, Evaluation and Acceptance, as outlined in 70-TMSS-03 All necessary checks and monitoring, as required in the "Post Concrete Placement

Acceptance Card," Appendix II, shall be made and then approved by the COMPANY Representative before final acceptance.




8.0 POST CONCRETE WORKS 8.1 Finishing 8.1.1 All concrete floors and slabs shall be classified by their intended use, as per

ACI 302.1R. Tools and finishing procedures for each class shall also be in accordance with ACI 302.1R.

8.1.2 Sidewalks and other outdoor areas subject to foot traffic shall receive a non-

skid finish by drawing a fine, soft bristled broom over the trowelled surface. Edges and joints shall be tooled.

8.1.3 Concrete surfaces shall be screeded and finished to the required tolerance

class as specified in ACI 117. Surface with irregularities shall be tested by the use of a template consisting

of a straightedge or equivalent thereof for curved surfaces. The length of the template shall be 1.5 meters for testing of formed surfaces and 3 meters for testing of unformed surfaces.

8.1.4 Finishes to Unformed Concrete Surfaces a. TYPE U I: This is a screeded finish for surfaces of roads, foundations, beds,

slabs and structural members to be covered by backfill, subsequent stages of construction, bonded concrete, topping or cement mortar beds to receive pavings and exposed surfaces or paving where superior finish is not required. It is also the first stage of Type U2 and U3 finishes. The finishing operation consists of levelling and screeding the concrete to produce a unifom plane or ridged surface, with the surplus concrete being struck off by a straight edge immediately after compaction.

b. TYPE U2: This finish is a wood floated finish for surfaces of beds and slabs to

receive mastic pavings or block or tile pavings where a hard, smooth, steel-trowelled surface is not required. Floating shall be done only after the concrete has hardened sufficiently and may be done by hand or machine. Care shall be taken to ensure that the concrete is worked no more than is necessary to produce a uniform surface free of screed marks.




c. TYPE U3: This finish is a hard, dense, smooth steel-trowelled finish for surfaces

of concrete pavings, tops of walls, copings or other members exposed to weathering, surface beds and slabs to receive thin flexible sheet and/or tile.

d. TYPE U4: This finish is a broom finish for surfaces, which are for foot traffic,

e.g., walks and steps where a special finish is not designated. A broom finish is obtained by motion of a broom in a pattern acceptable to the COMPANY. Workmanship is to be similar to that of adjacent areas.

e. TYPE U5: This finish is a non-slip (dry shake) finish for surfaces where slipping

could be hazardous. Application shall be as per manufacturer's recommendations.

f. Type U6: This is a hard, dense, smooth power floated finish for surfaces of

exposed rafts in basements and reinforced concrete floor slabs both exposed and to receive epoxy or ordinary paints.

g. Type U7 This is a hard, dense, smooth surfaces to receive epoxy screed floor

toppings like switchgear rooms.




8.1.5 Formed Finishes for Concrete a. TYPE FI: This finish is for surfaces against which backfill or further concrete

will be placed. Formwork shall consist of sawn boards, sheet metal, plywood or any other suitable material, which will prevent the loss of cement paste/mortar when concrete is vibrated.

b. TYPE F2: This finish is for surfaces, which are permanently exposed to view,

but where the highest standard of finish is not required. Forms for providing a Type F2 finish shall be faced with wrought or finished boards with square edges arranged in a uniform pattern. Alternatively, plywood or metal panels may be used if they are free from defects likely to detract from the general appearance of the finished surface. Joints between the boards and panels shall be horizontal or vertical unless otherwise directed. This finish shall be such as to require no general filling of surface pitting; however, fins, surface discolorations or other minor defects shall be repaired by approved methods.

c. TYPE F3: This is for surfaces prominently exposed to view where good

appearance and alignment are of special architectural importance. To achieve this finish, which shall be free of board marks, the formwork shall be faced with plywood or an equivalent material in large sheets. The sheets shall be arranged in an approved uniform pattern. Wherever possible, joints between sheets shall be arranged to coincide with architectural features, sills, window heads or changes in direction of the surface. All joints between panels shall be vertical or horizontal, unless otherwise directed. Suitable joints shall be provided between sheets. The joints shall be arranged and fitted so that no blemish or mark is imparted to the finished surfaces. Unfaced wrought boarding or standard steel panels will not be permitted for Type F3 finish. The use of internal metal ties shall not be allowed.

8.1.6 Quality of Finish The quality of finish shall not be inferior to that specified in the drawings.

Plastering of defective concrete as a means of achieving the required finish shall not be permitted.




8.1.7 Miscellaneous Requirements a. Surfaces on which mortar/grout is to be placed shall be chipped a

minimum of 3 mm deep and thoroughly cleaned. b. Spreading dry cement on a wet surface to absorb excess water shall

not be permitted. c. Slabs which will be covered with tiles shall be screeded. 8.2 Removal of Forms and Shoring 8.2.1 Precautions The removal of formwork shall be in accordance to a planned procedure,

considering the temporary support of the whole structure, as well as that of each individual member. This shall be worked out prior to construction and shall be based on a structural analysis. Forms (except those used for slabs on grade) shall be removed upon COMPANY Representative's approval after the concrete has gained sufficient strength to support its weight and superimposed loads. In addition, following items shall be taken into account as a minimum;

a. The structural system that exists at the various stages of construction

and the construction loadings corresponding to these stages b. The strength of the concrete at the various ages during construction c. The influence of deformations of the structure and shoring system on

the distribution of dead loads and construction loadings during the various stages of construction

d. The strength and spacing of shores used, as well as the method of

shoring, bracing, shore removal and re-shoring, including the minimum time intervals between the various operations

8.2.2 De-Shuttering Period Where the structure is adequately supported on shores, the side forms of

beams, girders, columns, walls and similar vertical forms may generally be removed after the stated durations (refer Tables VI & VII) of "cumulative curing time," provided the side forms support no loads other than the lateral pressure of the plastic concrete. "Cumulative Curing Time" represents the sum of time intervals, not necessarily consecutive, during which the temperature of the air surrounding the concrete is above 10°C.




Table VI

Location / Item

Period (Days) Walls (Note a)

1

Columns (Note a)

1

Sides of Beams and Girders (Note a)

1

Pan Joist Forms: (Note b) 0.75 meter wide or less Over 0.75 meter wide

3 4

Table VII

Period (Days)

Structural live load is

Location / Item Less Than Structural

Dead Load More Than Structural

Dead Load Arch Centers 14 7 Joist, Beam or Girder Soffits (Note c) Under 3 m clear span between supports 7 (Note d) 4 3 m to 6 m clear span between supports 14 (Note d) 7 Over 6 m clear span between supports 21 (Note d) 14 One-Way Floor Slabs (Note c) Under 3 m clear span between supports 4 (Note d) 3 3 m to 6 m clear span between supports 7 (Note d) 4 Over 6 m clear span between supports 10 (Note d) 7 Two-Way Slab Systems The removal shall be per ACI 347-14. Removal

times are contingent on reshores where required, being placed as soon as practicable after stripping operations are complete, but not later than the end of the working day in which stripping occurs.




Notes Related to Tables VI and VII: a) If the forms also support formwork for slab or beam soffits, the

removal times of the latter shall govern. b) Shall be of those which can be removed without disturbing forming

or shoring

c) Distances between supports refer to structural supports and not to temporary formwork or shores.

d) Where forms may be removed without disturbing shores, use half of

the values shown, but not less than 3 days. e) The durations mentioned in Tables VI and VII do not apply to

concrete utilizing set retarding admixtures and blended cements. In such cases, these durations shall be extended, and approved by the COMPANY.

8.2.3 Forms shall be removed in such a manner so as not to impair safety and/or

serviceability of the structure and prevent damage to the concrete thereby. Wooden wedges only shall be used between the concrete surface and the form where force is necessary to separate the form from the concrete. Metal wedges, bars or tools shall not be used for this purpose.

8.2.4 Forms not supporting dead mass may be loosened and removed as soon as

the concrete has hardened sufficiently to prevent damage from form removal. All forms and falsework supporting concrete beams and slabs, or other members subject to bending stress, shall not be removed or released until job-cured test cylinders are tested to show a strength of not less than 80% of the current mean 28-day strength. Methods of removal tending to induce shocks, jolts or fractures in concrete will not be permitted.

8.2.5 Construction loads exceeding the combination of superimposed dead load

plus specific live load shall not be supported on any unshored portion of the structure under construction, unless analysis indicates adequate strength to support such additional loads.

8.2.6 Any required repairs or damaged finish treatment shall be performed as soon

as the forms have been removed, and shall then be followed immediately by the specified curing.




8.3 Curing All concrete shall be cured with specified potable water, Section 5.5.2, and in

accordance with recommendations of ACI 308 and ACI 305R, and as specified herein, immediately after finishing flatwork or removal of forms. Concrete shall be protected from premature drying, temperature extremes and mechanical injury for the entire specified curing period. Moisture loss from surfaces placed against wooden forms shall be minimized by keeping the forms continuously wet until they can be safely removed. After removal of forms curing shall continue.

Note: No concrete shall be allowed for casting, unless the curing proposal is

approved. 8.3.1 Methods of curing: One of the following methods shall be used to cure concrete: a. Pond Curing: Pond curing shall comprise of at least 40 mm deep potable water

covering the entire surface of the concrete. The water shall be replenished when less than 50 mm deep to assure that a 40 mm minimum depth is maintained.

Additional protection/precautions (from direct sun rays) for the

ponded water shall be done to avoid temperature rise during hot summer conditions.

b. Wet Burlap Curing: Wet burlap curing shall comprise of at least two (2) layers of

constantly damped burlap laid tight against the pre-soaked concrete surface. The burlap shall be kept uniformly damp, so that lighter patches or drier burlap are not evident, by a clock valve regulated soil soaker hose supplied with water at adequate pressure.




c. Membrane Curing: Application of this type of curing shall be restricted to non-critical

situation/structures and in keeping with compatibility of the membrane forming compound with a subsequent protective coating on the cured concrete. Whenever used, membrane curing shall be preceded by saturation of concrete with sprayed water. This water shall be sealed against evaporation from the concrete surface, by application of a white (reflective) curing membrane in strict accordance with the manufacturer's recommendations.

8.3.3 Only water curing shall be used in the following cases: a. Silica fume/fly ash modified concrete b. Mass concrete c. Critical situations/structures d. Hot weather conditions, as defined in Section 7.5. 8.3.4 Any alternative methods of curing requires approval of the COMPANY

before use. The choice of methods employed shall be combined as required to provide adequate thermal protection. The curing methods for hot weather shall be part of the hot weather concreting submittal, where due emphasis shall be laid upon an extended curing period and an increase of thermal protection. Protection shall be provided to concrete from heavy rains, flowing water and mechanical injury.

8.3.5 All concrete shall be continuously cured for at least seven (7) days, except as

specified below: Un-reinforced Mass Concrete 14 days Concrete Blended with Pozzolanic material: November to April (Cold weather condition) 14 days Remaining period (Hot weather condition) 21 days




8.3.6 A formalized curing record shall be maintained at the Site for inspection and

verification by the COMPANY Representative. Minimum mandatory information to be provided in the curing record: a. Time duration between concrete placement and actual start of curing

process b. Type of curing c. Conformance of curing materials to specification d. Physical arrangements including frequency of replenishment, etc. e. Duration of curing process f. Satisfactory compliance statement 8.4 Corrosion Protection and Durability To produce durable concrete of high quality in resisting corrosion and adverse

environmental conditions, the guidelines presented in ACI 201.2R shall be followed in construction practices. Some of the practices are, but not limited to, the following:

8.4.1 All concrete foundations and slabs-on-grade shall be laid on two (2) layers of

150 microns thick each, polyethylene sheeting as vapor barrier over 75 mm thick lean concrete as mentioned in Section 7.3.6.

8.4.2 All concrete surfaces below grade and in contact with soil shall be protected

by waterproofing coating/membrane material, unless specified otherwise in the approved design drawings. The coating membrane shall extend 150 mm above ground level, unless aesthetically unacceptable. COMPANY approval is required for the waterproofing material.

Tanking system, with approved water proofing materials, shall be done for

shallow concrete foundations in Sabkhah soils. For deep foundations in Sabkhah soils, steel casing should be used as an extra protection or any other approved protection methods.




9.0 REPAIR OF DEFECTIVE CONCRETE Special care shall be taken by adopting new/latest methods during the construction in order

to minimize future concrete repairs. Concrete shall be repaired if defective or if in the opinion of the COMPANY Representative

does not meet the specified requirements. Repair of defects and imperfections, described below, shall be started within 24 hours of form removal and shall be completed without delay. For color matching, the use of a mixture of white and gray cements is permitted.

Listed below are various types of defects, mostly encountered in newly-constructed

concrete, and methods for their repair. All repair procedures shall be submitted to the COMPANY for approval. All repaired areas shall be properly moist cured for a minimum of seven (7) days and as recommended by the repair materials' manufacturer.

9.1 Surface Air Voids/Sand Streaking/Peeling/Blistering Pre-packaged cementitious repair products shall be mixed and used as per

manufacturer's recommendations. Fins shall be neatly removed from exposed surfaces.

9.2 Honeycombs Concrete in honeycomb areas shall be chipped to a depth of 25 mm or more, as

needed to reach sound concrete, with edges perpendicular to the surface. Any loose concrete shall be removed and the surface kept clean and free from contaminants. An area, determined from a perimeter extending at least 150 mm beyond the chipped region shall be pre-soaked for at least the last 8 hours immediately prior to repair.

A mortar mix with strength not less than that of the original concrete at 28 days age

shall be brushed into the cavity. Immediately after, a dry pack patching mortar shall be applied, the mix composition being similar to that of the parent concrete. The water content shall be the minimum amount required for handling and placing. The mortar shall be compacted in layers into the cavity and screeded off to protrude slightly from the surrounding surface and then left undisturbed for one or two hours before finishing. During application, each layer shall be solidly compacted over its entire surface by the use of a hard wood board and a hammer.

Alternatively, a pre-packaged, non-shrink grout with strength equal to or exceeding

the parent concrete strength shall be used.




9.3 Tie Holes Holes from removed ties shall be repaired using the same grout/mortar mix as for

honeycombs. If the holes are limited in depth, then a dry pack consistency grout shall be used. Concrete surfaces shall be pre-soaked for at least the last 8 hours, prior to repair.

9.4 Pop-outs /Scaling All the affected materials, which may have an area larger than that from first visual

appearance, shall be removed. The same repair procedure as for the honeycombs, shall be used.

9.5 Discoloration and Stains Concrete surfaces shall be clean of all dirt and stains caused during construction. The

discoloration and Stains shall be minimized by utilizing proper construction practices. If discoloration or stains do occur, procedures and materials for repair and modification shall be submitted to The COMPANY for approval.

The discoloration may be caused by the following conditions: a. Change in Mix b. Aggregate Transparency c. Hydration Discoloration d. Segregation Discoloration e. Drying Discoloration f. Cold Joints Discoloration g. Improper Concreting and Finishing Practices




9.6 Cracks Any cracks detected shall be reported to the COMPANY Representative

immediately. Depending on the cause and type of cracking and the need for repairs, the cracks shall be repaired using either rigid patching or elastomeric caulking based upon approval by the COMPANY.

The method of repairs are any one of the following or a suitable combination of

more than one of: a. Sealing b. V–Grooving c. Resin injection 9.7 Defects with Exposed Reinforcing Steel Concrete replacement shall be used for large defects and when reinforcing steel bars

are exposed. Other materials may be proposed for approval by the COMPANY. Surface preparation for the repair is as given below: Concrete shall be removed to a depth of 25 mm to 50 mm (depending upon the

member thickness and maximum aggregate size) behind the exposed reinforcing bar. Area to be repaired shall be cleaned, pre-soaked for the last eight (8) hours before placement of concrete or repair mortar, and repair as for honeycombs shall be made. When the repaired region is thicker than 75 mm, 10 mm maximum aggregate size shall be mixed with the repair mortar. Strength of the repair material shall not be less than the original concrete strength at 28 days.

Immediately before placement, the concrete repair mix shall be re-mixed if desired,

to reduce the subsequent shrinkage.




10.0 QUALITY CONTROL Quality Control Program shall be implemented in all respects after approval by the

COMPANY in practice at every stage of work. Quality Control and Quality Assurance shall be done, as required in 70-TMSS-03, including the following functions:

10.1 Pre-Concreting Quality Control 10.1.1 Inspection and approval of the batching and mixing, facilities, and metering

(dispensing) calibration records 10.1.2 Inspection, testing and approval of concrete materials 10.1.3 Inspection and approval of excavation, formwork, reinforcing steel, shoring,

falsework, bracing, supports, embedded items, joints, waterstops, etc. 10.1.4 Inspection and approval of placement, consolidation and finishing operations 10.1.5 Checking the items listed in the concrete placement card (Appendix I) 10.2 Post-Concreting Quality Control 10.2.1 Inspection and approval of form removal, including reshoring operations 10.2.2 Inspection and approval of curing facilities 10.2.3. Inspection and approval of testing facilities 10.3 Non-Compliance of Quality Control Following actions shall be taken in case of work not being conducted per the

requirements of COMPANY Standards: 10.3.1 Postponing concreting operations until outstanding requirements are fulfilled 10.3.2 Rejection of materials or workmanship, which do not conform to the

specifications 10.3.3 Stop any WORK, which is not being done in accordance with this Standard

and report immediately to the COMPANY, providing records, upon discovery of any non-compliance




11.0 SUBMITTALS 11.1 Working drawings for the following shall be prepared: a. Details of Formwork System b. Methods of Form Construction and Erection c. Falsework and Computations d. Location of Form Joints, Form Ties and Construction Joints e. Sequence of Form Removal and Computations 11.2 A working schedule for the dates and rate of concrete placement for each item of

WORK shall be prepared. This shall be done periodically, as acceptable to The COMPANY.

11.3 Document describing quality control and Quality program shall be submited to The

COMPANY for approval prior to start of any work at site. 11.4 Special methods for compliance with hot weather concreting, including delivery,

placement, curing and protection requirements shall be included in quality control and Quality program. This shall be in addition to a curing proposal to be submitted for approval.

12.0 APPENDICES APPENDIX I: Please see next page.




CONCRETE POUR CARD AND PLACEMENT RECORD

SAUDI ELECTRICITY COMPANY (SEC)

CONTRACTOR: CONTRACT NO.

J.O. NO. POUR CARD NO.

LOCATION OF POUR: DESCRIPTION OF POUR: TYPE AND SOURCE OF CONCRETE QUANTITY/ VOLUME OF CONCRETE

CHECK LIST INSPECTED & APPROVED BY

DATE

Line and Grade Formwork and Waterstop Reinforcement Embedded Metals Embedded Pipes Embedded Conduits & Ground Wires Preparation of Embedded Joints Waterproofing Cleanliness and Access Verification of Rate of Placement Cu. m/ hr. Provision of Hot Weather Concreting PLACEMENT RECORD AND DATE: Weather Temperature Rate of Placement Curing Method Type of Equipment Used Qty Of Concrete Placed Type of Finish Start Time Slump Specified/Actual Finish Time Is Water Added at Site? Yes/No If Yes, (Only Dry Mix)

Trip Tickets Conform To Approved Design Mix

Yes/No

Amount of Water Added Numbers Of Trip Tickets Attached

Amount of Super Plasticizer Were Cylinders Taken? If yes, 28 day test results

Yes/No

Amount of Super Plasticizer (SP) Added, [If Applicable, Only Permitted at Site]

Placement breakdown & other remarks

Slump At Addition of SP CONTRACTOR’S QC ENGINEER-Sign/Date/Time

COMPANY REPRESENTATIVE Sign/Date/Time




APPENDIX II

POST CONCRETE PLACEMENT ACCEPTANCE CARD (Sample Checklist)

MEMBER /ITEM

LOCATION

DATE CAST

DATE STRIPPED

DATE INSPECTED

CURING TYPE

CURING START

CURING FINISHED

NO. OF DAYS CURED

FINAL ACCEPTANCE

DATE:




R

EMA

RK

S

SEC

AC

CEP

TAN

CE

Con

tract

or’s

Q

A/Q

C R

ep.

AC

TIO

N

REQ

UIR

ED

LOC

ATI

ON

(A

ttach

sket

ch

if re

quire

d

D

ESC

RIP

TIO

N

FOR

M R

EMO

VA

L

Rem

oval

tim

e

CO

NC

RET

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NIS

H

Form

wor

k Pi

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Cas

t Int

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(Woo

d, P

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) C

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and

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, gr

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nd sp

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eyco

mbi

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aged

sur

face

by

conc

rete

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ls,

etc

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ned

& c

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U

neve

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s (R

epai

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Sl.

No

1.

2.




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SEC

AC

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(A

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if

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DES

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ont’d

) Fi

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me

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f for

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k-ou

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doo

r fr

ames

and

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pairs

requ

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JOIN

TS

Inco

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ts

Cle

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join

ts a

nd s

ome

repa

irs

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Rep

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re

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d on

co

nstru

ctio

n jo

ints

Sl.

No

2. 3 4.




R

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SEC

AC

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Con

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or’s

Q

A/Q

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AC

TIO

N

REQ

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LOC

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ON

(A

ttach

sket

ch

if re

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d

D

ESC

RIP

TIO

N

CO

VER

SU

RV

EY*

(If S

uspe

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)

Insu

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Rei

nfor

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over

With

in to

lera

nces

CR

AC

K IN

VES

TIG

ATI

ON

*

Vis

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Cra

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Cra

ck m

onito

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repo

rt

Rep

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requ

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for

crac

k w

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>

0.02

mm

CO

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RET

E TE

STIN

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AN

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EVA

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N (p

er 7

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AS-

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* W

here

App

licab

le

Sl.

No

5.

6.

7.

8.




ACCEPTED AS PRESENTED

REPAIRS REQUIRED AS INDICATED ABOVE

REPAIRS INSPECTED AND FOUND SATISFACTORY, JOB ACCEPTED

RE-SCHEDULE INSPECTION

Name & Signature Contractor's Q.C. Representative COMPANY Representative

Cast in Place Concrete TCS Q 113.03 R0

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