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    Sociedad Minera Cerro Verde S.A.A.

    Primary Sulfide ProjectProject No. PSP108

    Structural Concrete andReinforcing

    Concreto Estructural y

    RefuerzoSpecification No. C-CS-15-011

    Rev. 0

    10 May 2005

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    Client Name: Sociedad Minera Cerro Verde S.A.A. Specif icat ion C-CS-15-011Project Name: Primary Sulfide Project Page 1 of 46Project Number: PSP108 Rev. 0

    FLUOR

    Mining & Minerals

    STRUCTURAL CONCRETE AND REINFORCING CONCRETO ESTRUCTURAL Y REFUERZO

    Y:\103\109 ENGDOC\109.2 CONSPEC_CS\STRUCTURAL\C-CS-15-011\C-CS-15-011 STR CONCRETE AND REINFORCING_REV.0.DOC STRUCTURAL

    This document has been revised as indicated below. Changes after revision 0 are identified by vertical bars at theright side of the page, with additions being underlined. Please replace all pages of this specification and destroy

    the superceded copies. English is the prevailing language of this document.

    RevNo.

    Originator(name/initials)

    RevDate

    Revision Description

    C Tim Chan 18Jan05 Issued for Approval0 Tim Chan 10May05 Issued for Construction

    New Issue Entire Specification Re-issued

    APPROVALS ORIGINAL SIGNED BY

    FLUOR DATE CLIENT DATE

    Project Manager:

    Engineering Manager: Brad Matthews 10May05

    Area Project Engineer: Manuel Echevarria 10May05

    Lead Discipline Engineer: Tim Chan 10May05

    Process Approval:

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    Mining & Minerals

    STRUCTURAL CONCRETE AND REINFORCING CONCRETO ESTRUCTURAL Y REFUERZO

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    Table of Contents1.

    GENERAL ...................................................................................................................................................3

    1.1 Summary......................................................................................................................................................3

    1.2 References...................................................................................................................................................3

    1.3 Pre-Concrete Conference............................................................................................................................6

    1.4 Submittals.....................................................................................................................................................6

    1.5 Delivery ........................................................................................................................................................7

    2. PRODUCTS ................................................................................................................................................8

    2.1 General.........................................................................................................................................................8

    2.2 Materials.......................................................................................................................................................9

    2.3 Design Criteria ...........................................................................................................................................13

    2.4

    Concrete Mixes ..........................................................................................................................................143.

    EXECUTION..............................................................................................................................................15

    3.1 Preparation.................................................................................................................................................15

    3.2 Installation ..................................................................................................................................................16

    3.3 Testing........................................................................................................................................................22

    3.4 Field Quality Control...................................................................................................................................23

    4.

    ATTACHMENTS .......................................................................................................................................24

    1. GENERALIDADES ...................................................................................................................................26

    1.1 Resumen....................................................................................................................................................26

    1.2 Referencias................................................................................................................................................26

    1.3

    Reuniones Previas a la Colocacin del Concreto .....................................................................................30

    1.4 Remisiones ................................................................................................................................................30

    1.5 Entrega.......................................................................................................................................................31

    2.

    PRODUCTOS............................................................................................................................................32

    2.1 Generalidades............................................................................................................................................32

    2.2 Materiales...................................................................................................................................................32

    2.3 Criterios de Diseo.....................................................................................................................................37

    2.4 Mezclas de Concreto .................................................................................................................................38

    3.

    EJECUCIN..............................................................................................................................................39

    3.1 Preparacin................................................................................................................................................39

    3.2

    Instalacin ..................................................................................................................................................39

    3.3 Ensayos......................................................................................................................................................46

    3.4 Control de Calidad en Campo....................................................................................................................47

    4.

    ANEXOS ...................................................................................................................................................48

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    STRUCTURAL CONCRETE AND REINFORCING CONCRETO ESTRUCTURAL Y REFUERZO

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    1. GENERAL

    1.1 Summary

    This specification prescribes requirements for cast-in-place concrete construction.

    A. Scope of Specification

    1. Construction of plain and reinforced concrete work.

    2. Sampling, testing, and inspecting concrete and concrete construction.

    3. Placing anchor bolts and embedments for structural items.

    4. Detailing, providing fabrication, and placing steel bar reinforcing, including reinforcingsupports and accessories.

    5. Design, supply and installation of formwork for concrete structures.B. Related Specifications

    The following specifications prescribe items of related work:

    1. C-CS-15-031 Grouts

    2. C-CS-15-032 Fabrication of Structural and Miscellaneous Steel

    3. C-CS-15-033 Erection of Structural and Miscellaneous Steel

    Coordinate Work prescribed by this specification with Work prescribed by the above listedspecifications.

    1.2 References

    The publications listed below form part of this specification to the extent referenced in thisspecification. Each publication shall be the latest revision and addendum in effect on the date thisspecification is IFC (Issued for Construction) unless noted otherwise. Except as modified by therequirements specified herein or the details of the drawings, work included in this specification shallconform to the applicable provisions of these publications. If there is a discrepancy between thereferences and this specification, the most stringent requirement shall govern.

    A. ACI (American Concrete Institute)

    1. ACI 270R Mass Concrete

    2. ACI 211.1 Standard Practice for Selecting Proportions for Normal, Heavyweight,and Mass Concrete

    3. ACI 211.2 Standard Practice for Selecting Proportions for Structural LightweightConcrete

    4. ACI 214 Recommended Practice for Evaluation of Strength Test Results ofConcrete

    5. ACI 301 Specifications for Structural Concrete

    6. ACI 302.1R Guide for Concrete Floor and Slab Construction

    7. ACI 304R Guide for Measuring, Mixing, Transporting, and Placing Concrete

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    8. ACI 304.2R Placing Concrete by Pumping Methods

    9. ACI 305R Hot Weather Concreting10. ACI 306R Cold Weather Concreting

    11. ACI 308 Standard Practice for Curing Concrete

    12. ACI 315 Details and Detailing of Concrete Reinforcement

    13. ACI 318/318R Building Code Requirements for Structural Concrete (ACI 318) andCommentary (ACI 318R)

    14. ACI 347R Guide to Formwork for Concrete

    15. ACI 504R Guide to Sealing Joints in Concrete Structures

    16. ACI SP-15 Standard Specifications for Structural Concrete for Buildings (ACI 301)with Selected ACI and ASTM References

    17. ACI SP-66 ACI Detailing Manual

    B. AISC (American Institute for Steel Construction)

    Code of Standard Practice For Buildings and Bridges

    C. ASTM (American Society for Testing and Materials)

    The standards of the American Society for Testing and Materials are listed under Section 1.4 ofACI 301 and are declared to be a part of these specifications, the same as if fully set forthherein. In addition, the following form a part of this specification to the extent referenced:

    1. ASTM A82 Standard Specification for Steel Wire, Plain, for ConcreteReinforcement

    2. ASTM A184/A184M Standard Specification for Fabricated Deformed Steel Bar Matsfor Concrete Reinforcement

    3. ASTM A185 Standard Specification for Steel Welded Wire Fabric, Plain, forConcrete Reinforcement

    4. ASTM A497 Standard Specification for Steel Welded Wire Fabric, Deformed,for Concrete Reinforcement

    5. ASTM A615/A615M Standard Specification for Deformed and Plain Billet-Steel Barsfor Concrete Reinforcement

    6. ASTM A767/A767M Standard Specification for Zinc-Coated (Galvanized) Steel Barsfor Concrete Reinforcement

    7. ASTM A775/A775M Standard Specification for Epoxy-Coated Reinforcing Steel Bars

    8. ASTM A820 Standard Specification for Steel Fibers for Fiber-ReinforcedConcrete

    9. ASTM C29/C29M Standard Test Method for Unit Weight and Voids in Aggregate

    10. ASTM C31/C31M Standard Practice for Making and Curing Concrete TestSpecimens in the Field

    11. ASTM C33 Standard Specification for Concrete Aggregates

    12. ASTM C39 Standard Test Method for Compressive Strength of CylindricalConcrete Specimens

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    13. ASTM C40 Standard Test Method for Organic Impurities in Fine Aggregatesfor Concrete

    14. ASTM C88 Standard Test Method for Soundness of Aggregates by Use ofSodium Sulfate or Magnesium Sulfate

    15. ASTM C94 Standard Specification for Ready-Mixed Concrete

    16. ASTM C109/C109M Standard Test Method for Compressive Strength of HydraulicCement Mortars (Using 2-in. or 50-mm Cube Specimens)

    17. ASTM C117 Standard Test Method for Materials Finer Than 75-Micrometer(Number 200) Sieve in Mineral Aggregates by Washing

    18. ASTM C123 Standard Test Method for Lightweight Particles in Aggregate

    19. ASTM C127 Standard Test Method for Specific Gravity and Absorption ofCoarse Aggregate

    20. ASTM C128 Standard Test Method for Specific Gravity and Absorption ofFine Aggregate

    21. ASTM C131 Standard Test Method for Resistance to Degradation of small-Angeles Machine

    22. ASTM C136 Standard Method for Sieve Analysis of Fine and CoarseAggregates

    23. ASTM C138 Standard Test Method for Unit Weight, Yield, and Air Content(Gravimetric) of Concrete

    24. ASTM C142 Standard Test Method for Clay Lumps and Friable Particles inAggregates

    25. ASTM C143 Standard Test Method for Slump of Hydraulic Cement Concrete

    26. ASTM C150 Standard Specification for Portland Cement27. ASTM C171 Standard Specification for Sheet Materials for Curing Concrete

    28. ASTM C172 Standard Practice for Sampling Freshly Mixed Concrete

    29. ASTM C173 Standard Test Method for Air Content of Freshly Mixed Concreteby the Volumetric Method

    30. ASTM C227 Standard Test Method for Potential Alkali Reactivity of Cement -Aggregate Combinations (Mortar-Bar Method)

    31. ASTM C260 Standard Specification for Air-Entraining Admixtures forConcrete

    32. ASTM C289 Standard Test Method for Potential Alkali-Silica Reactivity of

    Aggregates (Chemical Method)33. ASTM C295 Standard Guide for Petrographic Examination of Aggregates forConcrete

    34. ASTM C309 Standard Specification for Liquid Membrane-FormingCompounds for Curing Concrete

    35. ASTM C330 Standard Specification for Lightweight Aggregates for StructuralConcrete

    36. ASTM C494 Standard Specification for Chemical Admixtures for Concrete

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    37. ASTM C595 Standard Specification for Blended Hydraulic Cements

    38. ASTM C618 Standard Specification for Coal Fly Ash and Raw or CalcinedNatural Pozzolan for Use as a Mineral Admixture in PortlandCement Concrete

    39. ASTM C882 Standard Test Method for Bond Strength of Epoxy-ResinSystems used with Concrete by Slant Shear

    40. ASTM C1017 Standard Specification for Chemical Admixtures for Use inProducing Flowing Concrete

    41. ASTM C1157/C1157M Standard Performance Specification for Blended HydraulicCement

    42. ASTM D75 Standard Practice for Sampling Aggregates

    43. ASTM D412 Standard Test Methods for Vulcanized Rubber and Thermo-plastic Rubbers and Thermoplastic Elastomers - Tension

    44. ASTM D512 Standard Test Methods for Chloride Ion in Water

    45. ASTM D624 Standard Test Method for Tear Strength of ConventionalVulcanized Rubber and Thermoplastic Elastomers

    46. ASTM D994 Standard Specification for Preformed Expansion Joint Filler forConcrete (Bituminous Type)

    47. ASTM D1056 Standard Specification for Flexible Cellular Materials - Sponge or

    Expanded Rubber

    48. ASTM D1751 Standard Specification for Preformed Expansion Joint Filler forConcrete Paving and Structural Construction (Nonextruding andResilient Bituminous Types)

    49. ASTM E329 Standard Specification for Agencies Engaged in the Testingand/or Inspection of Materials Used in Construction

    D. NRMCA (National Ready Mixed Concrete Association)

    Checklist for Ready Mixed Concrete Production Facilities

    E. OSHA (Occupational Safety and Health Act)

    1.3 Pre-Concrete Conference

    Concrete Supplier, Construction Manager, Concrete Contractor, Admixture Supplier, TestingLaboratory, and the Owner shall meet before submittal of mix design to review specifications, discussdetailed requirements for preparing mix designs, and to establish proper construction procedures.

    1.4 SubmittalsA. The Contractor shall submit 1 copy of the following documentation to the Owner for review and

    approval 14 days prior to placing any concrete, or as required by Project requirements:

    1. Mix Designs

    Mix designs shall be proportioned in accordance with Section 4 of ACI 301. Submit mixdesigns for each combination of ingredients on each class of concrete for review.

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    2. Trial batch qualification test results, or complete standard deviation analysis based onprevious field experience.

    3. Ingredients test results or certifications, including water test reports.

    4. Compressive strength results.

    5. Material suppliers, sources, properties, and certifications. Certifications include but notlimited to cement certifications, mineral additive certifications, fine and coarse aggregatecertifications, and admixture certifications.

    6. A copy of the current National Ready Mixed Concrete Association Certificate ofConformance for Concrete Production Facilities for Supplier's plants, if concrete isprovided by a ready mixed concrete supplier.

    B. Prior to the production of concrete, the Contractor shall submit to the Owner for record only, 1copy of Manufacturer's specifications with application and installation instructions for proprietary

    materials and items including bonding agents, form release agents, water stops, joint systems,chemical floor hardeners, dry shake finish materials, liquid curing compounds, and prepackagedrepair materials. Also, include a statement showing product selections comply with VOC(Volatile Organic Compounds) and environmental regulations of the locality.

    C. Prior to the production of concrete, the contractor shall submit to the Owner a completedescription of proposed curing methods.

    D. A delivery ticket for each batch, conforming to Section 16 of ASTM C94 shall be given to theOwner's Testing Agent at the point of delivery.

    E. The Independent Testing Agent shall submit slump test and compression test results to theOwner on a weekly basis. Breaks of 3.44 MPa (500 psi) below the specified design strength at28 days shall be submitted on the same day. Reports shall contain the project identification

    name and number, date of concrete placement, name of contractor, name of concrete supplierand truck number, name of concrete testing service, concrete type and class, location ofconcrete in structure, design compressive strength at 28 days, compressive break strength, andtype of break.

    F. Prior to placing reinforcing steel, the contractor shall submit the following for review by theOwner:

    1. Shop drawings with bar lists for fabrication of reinforcing steel.

    2. Field placing drawings.

    3. Certified mill test reports for each bar size for each heat of reinforcing steel delivered.

    1.5 Delivery

    A. Concrete

    1. Plant and Truck Mixer Certification

    Evidence (including checklist) of certification of the plant equipment used for weighing ofmaterials for batching and truck mixers used for mixing and delivery of concrete shall meetthe requirements of NRMCA, and ASTM C94.

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    2. Delivery Tickets

    A delivery ticket shall be furnished in triplicate by the batch plant with each batch deliveredto the construction site setting forth the following information:

    a. Serial number of ticket.

    b. Data, time of loading, time of arrival, time of unloading.

    c. Truck number and batch number.

    d. Specific job designation (name of Contractor, location of pour).

    e. Volume of concrete (cubic yards).

    f. Class of concrete, as specified herein.

    g. Time and amount of water added.

    h. Type and brand of cement.

    i. Weight of cement.

    j. Weights and maximum size of coarse and fine aggregates, respectively.

    k. Amount of water added at site, if any.

    l. Type and amount of admixtures.

    m. Signature of Contractors Representative.

    3. Water reducing, accelerating, and air entraining admixtures are to be added at the batchplant, while accelerators and retarders may be added at the batch plant or jobsite. Refer to

    ACI 304R, Section 4.5, for requirements for charging of ingredients into the mixer.4. Add high range water reducing admixtures to the concrete at the project site, after

    verification of the initial slump.

    B. Reinforcing Steel

    1. Reinforcing steel shall be prepared for shipment in such a manner that quality andcleanliness shall be maintained during shipment. Materials shall be adequately protectedagainst damage during shipment.

    2. Shipments shall be by structure to the maximum extent possible.

    3. Store reinforcement above ground and protect from dirt, oil, and grease.

    2. PRODUCTS2.1 General

    A. Any product not listed under the following Materials section may be submitted to the Owner forreview and approval. A product that is not listed is not to be used without written approval of theOwner.

    B. Products shall meet applicable local VOC (Volatile Organic Compounds) regulations.

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    2.2 Materials

    A. Concrete Materials1. Cement: ASTM C150, Type II, or as shown and indicated on drawings; use only 1 brand

    for all cement.

    2. Fly ash: ASTM C618, Class F

    3. Fine and coarse aggregates: ASTM C33 for normal weight concrete; ASTM C330 forlightweight concrete.

    4. Water: Mixing water for concrete shall meet the requirements of ASTM C94.

    B. Admixtures

    1. Air entrainment: ASTM C260, liquid air-entraining admixture, equivalent to Micro Air by theMasterbuilders Co., or Air Mix by the Euclid Chemical Co., or approved equal.

    2. Water reducing: ASTM C494, Type A, Equivalent to Pozzalith 200N by the MasterbuildersCo., or Eucon WR-75 or Eucon WR-91 by the Euclid Chemical Co., or approved equal.

    3. Water reducing, retarding: ASTM C494, Type D, equivalent to Pozzalith 122R by theMasterbuilders Co., or Retarder 75 by the Euclid Chemical Co., or approved equal.

    4. High range water reducer: ASTM C494, Type F or G, (superplasticizer) equivalent toRheobuild 1000 by the Masterbuilders Co., or Eucon 37 by the Euclid Chemical Co., orapproved equal.

    5. Noncorrosive, nonchloride accelerator, if so specified: The admixture shall conform toASTM C494, Type C or E, and not contain more chloride ions than are present inmunicipal drinking water. The admixture manufacturer must have long term noncorrosivetest data of at least a year's duration, from an independent testing laboratory, using an

    acceptable accelerated corrosion test method such as that using electrical potentialmeasures, equivalent to Pozzutec 20 by Masterbuilders, or Accelguard 80 by the EuclidChemical Co., or approved equal.

    6. Admixtures containing calcium chloride, thiocyanates, or any admixture shall not contributemore than 5 ppm (0.005 percent).

    7. Admixtures from only 1 supplier are to be used.

    C. Concrete Accessories

    1. Bonding compounds: Rewettable; the compound shall be a polyvinyl acetate type such asEuco Weld by the Euclid Chemical Company on areas not exposed to moisture. ObtainOwner's approval prior to use.

    2. Epoxy adhesive: The compound shall be a 2-component, 100 percent solids, 100 percentreactive compound suitable for use on dry or damp surfaces, Euco Epoxy Number 452MVor Number 620 by the Euclid Chemical Company or Sikadure Hi-Mod by the Sika ChemicalCompany.

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    3. Repair topping (Thickness of 1.6mm to 13mm (1/16" to 1/2")): Latex and microsilicamodified cementitious mortar designed for use as a floor or deck topping. Thin-TopSupreme by the Euclid Chemical Company, or approved equal.

    Repair topping (thickness of 13mm to 50mm (1/2" to 2")): Latex and microsilica modifiedcementitious mortar designed for use as a floor or deck topping. Concrete-Top Supremeby the Euclid Chemical Company, or approved equal.

    4. Underlayment Compound: Free-flowing, self-leveling, pumpable cementious basecompound, "Flow-Top" by Euclid Chemical Company, or Approved Equal.

    5. Vapor barrier: 0.15mm (6 mil) thick clear polyethylene film or fabric reinforced plastic film,type recommended for below grade applications.

    6. Synthetic fibers: Monofilament or Fibrillated polypropylene fibers for secondary reinforcingof concrete members. Product shall be Fiberstrand by the Euclid Chemical Company or

    Fibermesh, by Fibermesh, Inc. Product shall have a UL rating.7. Patching mortar shall be a free-flowing polymer-modified cementitious coating equivalent

    to Euco Thin Coat (for horizontal repairs) or Verticoat (for vertical or overhead repairs) bythe Euclid Chemical Company.

    8. Liquid Densifier: Siliconate compound which reacts with the concrete constituents toharden the surface, such as Diamond Hard by the Euclid Chemical Company.

    9. Anti-Corrosion Epoxy / Cementitious Adhesive: Water-based epoxy resin for adhesion andcorrosion protection of reinforcing members equivalent to Corr-Bond by the EuclidChemical Company.

    10. Concrete floor hardener shall be master plate 200 (colored gray) metallic hardener byMasterbuilders (or approved equal), or colorcron (colored gray) floor hardener byMasterbuilders (or approved equal). Refer to design drawing for location and extent offloor surface treatment,

    D. Curing Compounds and Accessories

    1. No curing agents, sealers, or release agents, other than approved water base, shall beused where protective coating is used on the concrete.

    2. Liquid membrane curing compounds conforming to ASTM C309, Type I, ID, Class A and Bshall be water clear, styrene acrylate type, minimum solids content 30 percent; maximummoisture loss as determined by independent testing laboratory tests shall not exceed0.039grams per square centimeter when applied at a coverage rate of 7.36 square metersper litre (300 square feet per gallon). The curing and sealing compound shall be certifiedto comply with this specification and Federal Specification TT-C800A, Type I. Applicationrate shall not exceed that as stated by the manufacturer which shall meet the above

    moisture retention requirements. Products shall be equal to Super Diamond Clear VOX orSuper Aqua-Cure VOX by the Euclid Chemical Co., Master Kure 300W by theMasterbuilders Co., Dress and Seal 30 or Dress and Seal 30 WB by L & M ConstructionChemicals, Inc., or Owner approved equal. These products also seal and dustproof.

    3. Liquid chemical curing compounds conforming to ASTM C309, Type I, ID, Class A and B,shall be Master Kure or Master Kure 100W by Masterbuilders, Inc., Kurez DR by the EuclidChemical Co., L & M Cure R by L & M Construction Chemicals, Inc., or Owner approvedequal and have a minimum solids content of 14 percent.

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    4. In areas that require VOC (Volatile Organic Compounds) compliance for curingcompounds, the contractor shall select a product and submit for the Owner's approval;

    especially in enclosed areas of existing operating plants.

    5. Polyethylene film: ASTM C171, 0.10 mm (4 mil) thick, clear, white opaque color, or black.

    6. Absorptive mats: ASTM C171, cotton fabric or burlap-polyethylene, minimum 8 ounce persquare yard, bonded to prevent separation during handling and placing.

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    E. Products for Joints in Concrete1. Joint Primer

    A 2-component penetrating liquid urethane based primer, for use with urethane and epoxysealants such as Eucolastic Primer by Euclid Chemical Co. or U-Seal Joint Sealant 3203Primer by Burke.

    2. Backup Material

    ASTM D1056, round closed cell foam rod; oversized 30 to 50 percent larger than jointwidth.

    3. Waterstop

    a. Waterstops shall be dumbbell or centerbulb type and shall be made from extruded

    PVC (polyvinyl chloride) with a minimum width of 150mm (6 inches), unless notedotherwise. Corners and intersections shall be prewelded.

    b. Tensile strength shall be 12.41 MPa (1800 psi) minimum, as determined by ASTMD412 Die C method.

    c. Elongation shall be 350% minimum, as determined by ASTM D412 Die C method.

    d. Tear resistance shall be 49.62 kN/m (3400 lb/ft) minimum as determined by ASTMD412.

    4. Joint Filler

    a. ASTM D994, bituminous impregnated fiberboard, 12mm (1/2 of an inch) and 25mm(1 inch) thick.

    b. ASTM D1751; asphalt impregnated cork, with asphalt saturated glass-fiber felt liners;12mm (1/2 of an inch) thick.

    c. Premolded joint filler shall be Elastite Asphalt Expansion Joint Filler or equal.

    5. Joint Sealant

    a. Joint sealants shall conform to the provisions of ACI 504R.

    b. Expansion and isolation joints: Self-Leveling, 2-component polyurethane sealantsuch as U-Seal Joint Sealant 3202 Hand-Mix, Non-Sag by Burke.

    c. Control and construction joints: Corrosion resistant, 2-component resin hardener forjoints cut with Soff-Cut saws such as MM 80 by Metzger McGuire Co., or Euco 700by the Euclid Chemical Company.

    F. Reinforcing Steel

    1. Fabrication

    a. Reinforcing bars: ASTM A615, deformed billet-steel bars, plain finish. Minimumyield strength to be 414 MPa (60,000 psi).

    b. Reinforcing bar mat: ASTM A184, deformed billet-steel bars, plain finish. Minimumyield strength to be 414 MPa (60,000 psi).

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    c. Spiral reinforcing: ASTM A82, cold-drawn plain steel wire, plain finish; for spiralreinforcing in columns, cast-in-place piles, drilled piers, and caissons. Minimum yield

    strength to be 414 MPa (60,000 psi).

    d. Welded wire fabric: ASTM A185, cold-drawn plain steel; ASTM A497, cold-workeddeformed steel; in flat sheets, plain finish. Minimum yield strength to be 414 MPa(60,000 psi).

    e. Coatings: ASTM A767 for galvanized coating or ASTM A775 for epoxy coating.

    f. Material shall be new and in accordance with the ASTM specification or otherrecognized standards specified. Materials not manufactured in the United Statesshall be submitted for approval. The owner reserves the right to reject the use ofsuch materials.

    g. Bar bends and fabrication tolerances shall be in accordance with ACI 315.

    h. Reinforcing steel shall be bent cold. Rebending of hooks shall not be permitted.Bars may be straightened provided the bend is more than or equal to 2 times therecommended minimum diameter of bends.

    i. Bar supports shall be according to Section 3 of ACI 301.

    j. Tie wire shall be black annealed wire, 1.57mm (16 gage) minimum.

    2. Placing Drawings and Bending Schedules

    a. Placing drawings and bending schedules showing the number, grade, size, length,mark, location, and bending diagrams for reinforcing steel shall be prepared inaccordance with ACI 315.

    b. Lap splices shall be as indicated on the design drawings.

    c. Each structure or foundation shall have a different identity number. Drawings shallindicate the related PO number and drawing number.

    3. Identification and Tagging

    a. Tag reinforcing in accordance with this specification; use embossed metal tags.

    b. Tag each bundle of bars, straight or bent, showing drawing number, structure, marknumber, bar quantity, and size.

    c. Tag stock length straight bars showing number of bars, size, and length.

    G. Products for Concrete Formwork

    Design and installation of formwork, tolerances, preparation of form surfaces, removal of forms,and reshoring is to be in strict accordance with Section 2 and Section 5 of ACI 301.

    H. Embedded Steel and other Embedded Items

    All anchor bolts and embedded steel shall conform to ASTM A36 except as noted on thedrawings.

    2.3 Design Criteria

    A. Concrete Strength

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    1. Unless shown otherwise on drawings, minimum 28-day compressive strength f '(c) shall beas follows:

    a. Foundations: f '(c) = 28 MPa (4000 psi)

    b. Slab-on-grade (paving): f '(c) = 28 MPa (4000 psi)

    c. Structures; columns, beams, slabs: f '(c) = 28 MPa (4000 psi)

    d. Manholes, drain boxes, ditch lining, end walls, curbs: f '(c) = 20 MPa (2900 psi)

    e. Underground electrical duct envelopes: f '(c) = 15 MPa (2175 psi)

    f. Lean mix concrete: f '(c) = 10 MPa (1450 psi)

    g. Fireproofing: f '(c) = 20 MPa (2900 psi)

    2. If high early strength concrete is specified, compressive strength shall be 7-day strength.

    B. Slump1. Unless shown otherwise on drawings, concrete slump shall be as follows:

    a. Footings, piers, and walls: 50mm to 100mm (2 inches to 4 inches).

    b. Beams and columns: 25mm to 100mm (1 inch to 4 inches).

    c. Slabs: 50mm to 100mm (2 inches to 4 inches).

    d. Fireproofing and underground duct envelope: 100mm to 150mm (4 inches to 6inches).

    e. Pours over 750mm (2.5 feet) thick: 25mm to 65mm (1 inch to 2-1/2 inches).

    f. Lean mix concrete: 100mm to 150mm (4 inches to 6 inches).

    2. Concrete containing high range water reducer:a. When high range water reducer is added to maintain slump with lower water /

    cement ratio, slump shall be as specified in Section 2.3B.1 of this specification, afteraddition of the reducer.

    b. When high range water reducer is added to increase slump without changing water /cement ratio, slump before addition of reducer shall be as specified in Section 2.3B.1of this specification, and shall not exceed 200mm (8 inches) after addition of reducer.

    C. Water-Cement Ratio

    Maximum 0.40 for water retaining (hydraulic) structures and concrete subject to deicers,brackish water, or salt spray; 0.45 for all other structures.

    D. Formwork

    Design and construction shall comply with ACI 301 and the building code of the local jurisdiction.

    2.4 Concrete Mixes

    A. Proportioning

    1. Proportion normal weight concrete mixes in accordance with Section 4 of ACI 301, massconcrete mixes in accordance with Appendix 5 of ACI 211.1, and lightweight concrete

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    mixes in accordance with ACI 211.2 on the basis of either previous field experience or trialmixes; do not proportion concrete mixes based on empirical data. Refer to ACI 301 for

    flow chart on proportioning normal weight concrete mixes. Mixing and transportation ofconcrete shall be in accordance with Chapter 4 of ACI 304R.

    2. Include proposed chemical admixtures in mix design in same proportions and batchingsequence as shall be used in production concrete.

    3. The proposed mix designs shall be accompanied by complete standard deviation analysisor trial mix test data.

    4. Determine standard deviation and required average compressive strength in accordancewith the requirements of ACI 301.

    5. The maximum aggregate size shall be 20mm (3/4 inches) for electrical ducts, slabs andwalls less than 200mm (8 inches) thick, elevated slabs, lightweight concrete, precastconcrete sleepers and water retaining structures. For fireproofing, the maximum aggregate

    size shall be 10mm (3/8 inches). For all other items, the maximum aggregate size shall be25mm (1 inch). Refer to ACI 301 for additional requirements.

    6. Give particular attention to aggregate gradation for pumpable concrete mixes.

    B. Concrete shall be air entrained according to Table 4.2.2.4 of ACI 301. Interior floor slabspreferably shall have no air entrainment, with no more than 3 percent.

    C. Fly ash may be used as a cementitious material, with the fly ash replacing a maximum of20 percent of the cement (by weight). The fly ash shall be used in calculating the water-cementratio and shall come from the same source.

    3. EXECUTION

    3.1 PreparationA. Anchor Bolts and Embedments

    1. Steel, ironwork, pipe sleeves, inserts, wood blocking, nailer strips, isolation joint material,construction joint dowels, and other fixtures as shown, specified, or required to be built intoconcrete shall be placed accurately and secured against displacement during concreting.Sufficient time between erection of forms and placing concrete shall be given to the varioustrades to permit proper installation of their work. The installation of anchors, inserts, andsleeves for electrical, mechanical, plumbing, heating, and ventilation work shall be subjectto the inspection and approval of the supervisor of the particular trade or trades involvedbefore concrete is placed.

    2. The installation of and tolerances for anchor bolts and embedded items shall comply withparagraph 7.5 of the AISC Code of Standard Practice.

    3. Protect bolt threads against damage and concrete; cap or plug sleeves to keep out water,concrete, and debris.

    4. Tack welding of anchor bolts, reinforcing steel, and embedments is not permitted unlessnoted on the drawings.

    B. Placing Concrete

    Preparation before placement and conveying of concrete shall be in accordance with ACI 301.

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    3.2 Installation

    A. Concrete Production

    Production of concrete shall comply with ACI 301. Water may be added to the mix at the pointof delivery in accordance with Section 11.7 of ASTM C94 when permitted by the Owner's testingagent but in no case shall the total amount of water added at the jobsite and batch plant exceedthe quantity specified for the design mix.

    B. Placing

    1. Placement of concrete shall be in accordance with ACI 301. The temperature of plasticconcrete, as placed, shall not exceed 32oC (90 degrees F). During cold weather, asplaced, temperature shall not be less than 10oC (50 degrees F). Hot and cold weatherconcreting shall be in accordance with ACI 305 and ACI 306.

    2. Color top surface of underground duct envelopes; sprinkle colored iron oxide powder overfresh concrete at rate of 0.5 kg/m2(0.1 of a pound per square foot).

    a. Red for underground electrical ducts.

    b. Yellow for underground instrument air line ducts.

    3. Ensure that discharge of ready mixed concrete is completed within 1.5 hours afterbatching. The 1.5 hours may be extended if the concrete is of such slump after 1.5 hours(or 300 revolutions) that it can be satisfactorily placed and consolidated without theaddition of water.

    4. Maintain records of concrete placement; record date, location, quantity, air temperature,field test results, and test samples taken; maintain concrete delivery tickets with record forready mixed concrete.

    5. Redosage: Redosage with the specified high range water reducing admixture(superplasticizer) may be done with the prior approval of the Owner regarding dosage andtime periods.

    6. Obtain replacement inspection and authorization from the Owner before placing concrete.

    7. Concrete conveying by pumping shall meet the requirements of ACI 304R, Chapter 9.Concrete conveying by belt conveyor shall meet requirements of ACI 304R, Chapter 10.

    8. After concrete placement and form removal, clean exposed reinforcing steel andembedded items of concrete splatter, dirt, and other foreign matter.

    9. Concrete that has achieved initial set or has been contaminated by foreign matter shall notbe deposited in the structure. Retempered concrete shall not be used.

    10. Concrete shall be limited to a maximum 1.5 meter (5 feet) free fall and horizontal flow shallnot exceed 1.5 meter (5 feet) within the forms.

    11. Concrete shall be placed in layers of 460 millimeters (18 inches). Vibrator heads shallextend into the previously placed layer.

    C. Slabs on Grade

    1. Construct slabs in accordance with ACI 301, ACI 302 and the drawings.

    2. Place concrete in alternating strips.

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    3. When separate floor toppings are called for, place the floor toppings to required lines andgrade after the base concrete has cured. Screed toppings level or sloped on the drawings.

    4. Floor slab tolerance shall conform to Chapter 8, Section 8.15 of ACI 302.1R (unlessotherwise noted on the design drawings).

    a. Troweled surfaces shall achieve no less than the following Composite F-numbers forflatness and levelness:

    (1) F(f) -20

    (2) F(l) - 15 and for elevated slabs

    b. Local F-numbers shall be no less than the following:

    (1) F(f) - 15

    (2) F(l) - 10

    5. If a vapor barrier is called for on the drawings, and if sharp backfill may puncture thebarrier, place a 100mm (4 inches) compactable fill layer as a cushion. Lap vapor barrier150mm (6 inches) at joints and seal with duct tape. Carefully fit vapor barrier aroundservice openings.

    D. Slab Finishes

    1. Concrete slab surfaces shall be finished in accordance with ACI 302.1R.

    2. Finish interior concrete floor slabs in accordance with ACI 302.1R for Class 5 (industrial)floors unless otherwise shown on the drawings.

    3. Finish equipment bases with a floated finish. Finish exterior slabs, stairs, steps, rampsand walks with a broom finish. Finish interior floor slabs with a trowel finish. Tolerancefor floor slabs shall be in accordance with ACI 117.

    4. If no finish is specified, refer to ACI 301.

    5. For sealing and dust proofing requirements, see section 3.2.J.5 of this specification.

    6. If specified of Drawings, a monalithic surface treatment incorporating the application of dryshake hardeners and colorants shall be applied per manufactures specifications.

    E. Finishing Formed Surfaces

    Formed concrete surfaces shall be finished in accordance with ACI 301, unless otherwise notedon the design drawings.

    F. Formwork

    1. The design, installation, and removal of formwork shall be in accordance with ACI 347except as modified herein. Wall and soil supported member forms may be removed after48 hours provided the concrete is sufficiently hard not to be damaged by form removal,and provided curing operations start immediately. Self-supporting member forms may beremoved after 7 days provided the concrete strength is 80 percent of the 28-day strength.No superimposed load shall be applied before the 28-day strength has been verified byfield cured cylinders. Formwork tolerances shall meet ACI 301 and ACI 117.

    2. Unless otherwise shown on the concrete drawings, exposed edges shall have a 25mm (1inch) chamfer. Unexposed corners may be either square or chamfered.

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    3. Obtain Owners approval before framing openings in structural members if openings arenot indicated on the drawings.

    4. Do not apply form release agent wherever concrete surfaces shall receive special finishesor wherever applied coverings are affected by agent; soak inside surfaces of untreatedforms with clean water; keep surfaces coated before placing concrete.

    5. Coordinate work of other specifications in forming and placing openings, slots, reglets,recesses, chases, sleeves, bolts, anchors, and other inserts.

    G. Reinforcement

    1. The grade, type, and details of reinforcing steel shall be in accordance with the designdrawings. Placement of reinforcement shall be in accordance with of ACI 301 unlessotherwise approved by the Owner.

    2. Place, support, and fasten reinforcing before placing concrete; do not insert dowels into

    fresh concrete; do not float welded wire fabric down into fresh concrete. Support slabreinforcement at the required depth and secure prior to placing concrete; do not pullwelded wire fabric up into fresh concrete as it is placed.

    3. Secure at least 25 percent of bar intersections (including wall dowels) with wire in 2-waymats.

    4. Splice reinforcing bars only as shown on the design drawings. Necessary splices notshown on the drawings shall be lapped sufficiently, as approved by the Owner, to developthe strength of the bars by bond for bars through 35mm (size Number 11). Mechanicalsplices shall be made only as shown and noted on the drawings. Welded splices are notallowed.

    5. Minimum concrete cover shall be according to ACI 301. Areas subject to chemicalexposure, as noted on the design drawings, shall have a minimum cover of 50mm (2inches), unless otherwise noted.

    H. Joints and Embedded Items

    1. Joints and embedments shall be in accordance with ACI 301 unless otherwise approvedby the Owner.

    2. All sleeves, inserts, anchor bolts, waterstop and other embedded items shall be installed inaccordance with the design drawings and support against displacement.

    3. Anchor bolts shall be located within 3mm (1/8 of an inch) of design position and shall beplumb within 4mm in meter (1/8 of an inch in 3 feet).

    4. Embedded plates shall be placed within plus or minus 6mm (1/4 of an inch) horizontally orvertically.

    5. Construction joints shall be located as shown on the concrete drawings. Any variationfrom location shown shall be approved by the Owner. Should the concrete operationrequire the placement of an intermediate construction joint, the concrete shall be struck offsquare with the structure, water stops added if the normal joint has a waterstop, thelocation completely recorded and reported to the Owner in writing. Adjacent pour shall notbe made until a disposition has been received from the Owner.

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    6. Construction, isolation, and control joints in slabs on grade are to be built in accordancewith and located according to the design drawings. Control joints in slab toppings are to

    be located directly above and in line with the control joints in the underlying concrete slab.

    Soft-Cut saw to a depth of 32mm (1.25 inches) shall be used immediately after finalfinishing. Conventional saw cut joints are to begin as soon as the concrete is hard enoughto prevent raveling of the surface and dislodging of the aggregate, but no later than 12hours after concrete placement. Prime and seal joints according to Sealant Manufacturer'sinstructions. Control joints are to be cut using a Soff-Cut Saw and in strict accordance withthe saw manufacturer's written recommendations. Determine the sawing sequence basedupon slab pour time and size.

    7. The surface of construction joints shall be thoroughly cleaned and defective orcontaminated concrete, surface film, and laitance removed. Prewet the remainingconcrete followed by a brush application of a neat cement paste. Obtain Owner's approvalbefore using bonding agents. Coating of vertical construction joints is not required.

    8. Locate construction joints in girders, beams, and framed slabs according to the designdrawings. Obtain approval from the Owner before placing any construction joints inlocations other than that shown on the design drawings.

    9. Locate construction joints in walls no more than 30m (100 linear feet) apart. Installweakened plane control joints at 7m (25-foot) maximum spacing between construction

    joints.

    10. Provide and install waterstops in joints as detailed on drawings. Join waterstop sectionsaccording to the manufacturer's recommendations. Anchor securely to prevent movementduring concrete placement. Provide waterstops at all joints subject to either groundwateror process fluids. Only butt welds are permitted in the field. Reinforcement shall not bedisplaced when installing waterstops.

    11. Continue reinforcing through construction joints.12. Isolation joints in walls are to be provided as detailed on the drawings. Interrupt reinforcing

    at isolation joints; provide and install dowels as detailed on the drawings. Install isolationjoints as located on the drawings and where paving adjoins vertical surfaces such as walls,columns, catch basins, manholes, and equipment foundations. Gap width shall be 19mm(3/4 of an inch) unless otherwise detailed.

    13. Control or construction joints not specified on the design drawings shall be located at thecolumn centerlines and at intermediate intervals so that each panel does not exceed 50square meter (600 square feet) in area. Concrete shall be placed in alternate paving lanesutilizing construction and control joints as specified.

    I. Repair of Surface Defects

    1. Unless otherwise specified or permitted by the Owner, tie holes, honeycombs, and otherconcrete surface defects shall be repaired in accordance with ACI 301, as soon aspracticable after form removal at such times and in such manner as shall not delay,interfere with, or impair the proper curing of the fresh concrete. The Owner shall benotified before proceeding with repair if the defect is greater than 75mm (3 inches) deepand larger than 130000 square millimeters (200 square inches) in surface area, or if thedepth is over 1/3 the thickness of the member and greater than 150mm (6 inches) in anyother direction.

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    2. Prepackaged grouts and patching compounds may be used after Owners approval isobtained. As an alternate, a patching mortar similar to the concrete mix minus the coarse

    aggregate can be used. Do not use more than 1 part cement to 2-1/2 parts sand by damp,loose volume. Match the color of the surrounding area.

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    3. Remediation of Out-Of-Tolerance Slabs

    a. Grind down high points.b. Raise low points by using the specified underlayment compound or repair topping if

    the areas are exposed.

    c. Critical slab areas that must be replaced if out-of-tolerance are identified ondrawings.

    (1) Demolish and replace out-of-tolerance areas that are identified on drawings.

    (2) Submit demolition and replacement plan to the Owner for review andconcurrence before demolition.

    (3) Replacement slab shall meet tolerance requirements as shown on drawings forcritical slab areas.

    J. Curing and Protection

    1. Freshly deposited concrete shall be protected from premature drying and excessively hotor cold temperatures and shall be maintained with minimal moisture loss at a relativelyconstant temperature for the period of time necessary for the hydration of the cement andproper hardening of the concrete. Curing shall conform to the requirements in ACI 301.

    2. Follow the manufacturer's recommendations for curing and sealing when hardeners,metallic, or mineral aggregate toppings are specified on the design drawings.

    3. Concrete Surfaces in Contact with Forms

    The time during which concrete surfaces are in contact with wood or metal forms may beconsidered as curing time. Wood forms shall be maintained in a moist condition untilremoval. After form removal, the concrete shall be cured until the end of the curing periodby one of the methods of concrete surfaces not in contact with forms. Moist wood forms incontact with concrete shall not be considered as curing for hydraulic structures. Curingtime shall commence as soon as the wall forms have been loosened and sprinkling hasbegun. Wall forms shall be loosened between 24 and 48 hours after concrete placementand sprinkling begins. Wood forms shall be kept moist until the forms are loosened andthe curing procedure begins.

    4. Curing Hydraulic Structures

    Hydraulic structures shall only be cured by a wet cure procedure. This includes the use ofponding or sprinkling or a moisture retaining fabric. Curing shall occur for a minimum of 14days. Wall forms are to be loosened and water continually sprinkled between the wall andforms. A structure designated as a hydraulic structure shall be so noted on the designdrawings.

    5. Sealing and Dustproofing

    a. Exposed concrete floor surfaces shall be sealed and dustproofed. Where theconcrete is cured by using a liquid membrane curing compound, this sealing anddustproofing can be a part of the curing process provided a suitable compound isused. Where some other curing method is used, the concrete surface shall becoated with a liquid sealing and dustproofing compound. Apply compounds inaccordance with the manufacturer's instructions.

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    b. Liquid membrane curing compounds that also seal and dustproof may be used onexposed concrete floors. Do not use membrane forming compounds on surfaces to

    receive bonded treatments, tiles, adhered finishes, paint, epoxy toppings, tiles, andadditional concrete. Unless otherwise noted, hydraulic structures are not to receive asealing and dustproofing.

    c. Wet cure concrete floors that are to receive bonded treatments, tiles, adheredfinishes, paint, epoxy toppings, tiles, and additional concrete. Wet cure for aminimum of 7 days. Do not use ponding water, sprayed water, or wet sand onexposed concrete surfaces.

    6. Concrete Surfaces Not in Contact with Forms

    Concrete surfaces not in contact with forms can utilize any of the methods indicated in ACI301 for preservation of moisture, except do not use ponding, sprayed water, or wet sandon exposed concrete slabs.

    7. For massive concrete as defined in ACI 207, cure and protect in accordance with ACI 301.

    3.3 Testing

    A. To ensure that ingredient materials meet the specification requirements, the followingpreconstruction qualification tests shall be performed on the materials proposed for use. Thecontractor shall be responsible for compiling this documentation and for having these testsperformed by a testing laboratory acceptable to the Owner. Tests on cement and admixturesmay be performed by the supplier of the particular material.

    1. Cement

    Physical and chemical properties from tests referenced in ASTM C150 or C595 asappropriate

    2. Aggregate

    Required Test Sand Stone

    Gradation ASTM C136 ASTM C136

    Fineness modulus ASTM C136 --

    Material finer than Number 200 sieve ASTM C117 ASTM C117

    Organic impurities ASTM C40 --

    Lightweight pieces ASTM C123 ASTM C123

    Friable particles ASTM C142 ASTM C142

    Specific gravity and absorption ASTM C128 ASTM C127

    Los Angeles abrasion -- ASTM C131

    Potential reactivity (chemical method) ASTM C289 ASTM C289Potential reactivity (mortar-bar method) ASTM C227 ASTM C227

    Soundness ASTM C88 ASTM C88

    Petrographic examination ASTM C295 ASTM C295

    Unit Weight and Voids ASTM C29 ASTM C29

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    Moisture content of both fine and course aggregates should be determined on a regularbasis and batch quantities for water and aggregate adjusted to maintain maximum water /

    cement ratio.

    3. Mixing Water and Ice

    Nonpotable water, if used, shall be tested to determine if it produces mortar cubes having7 and 28-day strengths equal to at least 90 percent of the strength of similar specimensmade with distilled water. The strength comparison shall be made on mortars, identicalexcept for the mixing water, prepared and tested in accordance with ASTM C109. Thechloride content shall be determined in accordance with ASTM D512. The total watersoluble chloride content shall not exceed 0.15 percent by weight of cement includingchlorides in mixing water, admixtures, aggregates, and cements.

    4. Water Reducing, Retarding, Accelerating and Air Entraining AdmixtureManufacturer's certification that the admixture complies with ASTM C494 and ASTMC1017, Standard Specification for Chemical Admixtures for use in Producing FlowableConcrete.

    5. Pozzolanic Admixtures

    The tests for physical and chemical properties referenced in ASTM C618 shall beperformed.

    B. Concrete materials and operations shall be tested and inspected as the work progresses inaccordance with ACI 301. Failure to detect any defective work or material shall not in any wayprevent later rejection when such defect is discovered nor shall it obligate the Owner for finalacceptance.

    C. Testing shall include compressive tests of molded concrete cylinders, tests for slump, unitweight, air content (where air entrainment is required), fresh concrete temperature, and unitweight according to ASTM C138.

    D. The rate of sampling shall be in accordance with ACI 301. Take additional samples whenobservations on tests indicate nonconformance with the specifications. Cure 5 test specimensfrom each placement of each class of concrete for every 75 cubic meters (100 cubic yards) orfraction thereof in accordance with ASTM C31. Mold and test specimens in accordance withASTM C39 at the following intervals: 2 cylinders at 7 days, 1 cylinder at 14 days, and 2cylinders at 28 days.

    E. Testing of Reinforcing Steel

    1. Reinforcing steel shall be tested in accordance with ASTM A615.2. Reinforcing steel with rust, mill scale, or a combination of both shall be considered

    satisfactory provided the minimum dimensions, including height of deformations andweight of hard-wire-brushed test specimen, are not less than ASTM A615 requirements.Such test shall be at the Owner's discretion.

    3. Reinforcing steel shall be free from mud, oil, or other nonmetallic coatings that adverselyaffect bonding capacity.

    3.4 Field Quality Control

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    A. The Owner shall establish procedures for inspection, testing, acceptance criteria, anddocumentation. These procedures shall define the documentation that shall be employed to

    ensure that the certifications, examinations, tests, and approvals required by the contractspecifications are accomplished. Inspection procedure shall provide for documentedpreplacement inspections. Testing and acceptance of materials and concrete work shall complywith ACI 301 unless otherwise modified herein.

    B. The Contractor shall be responsible for all quality control and testing specified in Section 3.3,Testing, except as noted below. Contractor shall retain a testing agency that meets therequirements of ASTM E329. The testing agency shall be subject to approval of theConstruction Manager.

    C. The Owner will retain a testing agency to perform Quality Assurance functions.

    D. The Contractors testing agency shall prepare, store and protect at the placement site, and thentransport to the Construction Managers on site testing agency, all concrete test cylinders.

    E. Curing and comprehensive strength tests of concrete cylinders will be performed by the Ownerstesting agency. The Contractor may witness the test breaks as they are made.

    F. Should the contractor feel additional tests are needed for early form or support removal, it will beContractors responsibility to take additional cylinders as necessary, at no cost to the Owner.

    G. Acceptance of concrete shall be based upon results for slump, air content, temperature, andstrength taken at the site. Testing frequency shall be as specified in ACI 301 unless waived bythe Owner.

    H. The finished structure shall be evaluated for acceptability in accordance with of ACI 301. Thecontractor shall pay costs incurred for additional testing, analyses, and any corrective workrequired when the structure is found to be deficient in strength or other specified characteristics.

    I. During construction, the Contractors testing agency and the Owners Independent TestingAgency shall inspect, sample, and test concrete materials and production of concrete asrequired by the Owner. Compressive test results for 7 and 28 day breaks for each class ofconcrete shall be evaluated in accordance with ACI 214 including as a minimum graph ofaverage strength, standard deviation, coefficient of variation, and required average strength.Failure to detect any defective work or material shall not prevent in any way later rejection whensuch defect is discovered, nor shall it obligate the Owner for final acceptance. The testing andinspection agency shall meet the requirements of ASTM E329.

    4. ATTACHMENTS

    Not applicable

    End of Specification

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    Este documento ha sido revisado como se indica ms abajo. Los cambios posteriores a la revisin 0 sonidentificados con barras verticales al lado derecho de la pgina, con los agregados subrayados. Por favor

    reemplazar todas las paginas de este documento y destruya las copias precedentes. El idioma ingls predominaen este documento.

    Rev.No.

    Origen(nombre/iniciales)

    FechaRev.

    Descripcin de la Revisin

    C Tim Chan 18Ene05 Emitido para Aprobacin.0 Tim Chan 10May05 Emitido para Construcin

    Nueva Edicin Especificacin TotalmenteRe-Editada.

    APROBACIONES ORIGINAL FIRMADO POR

    FLUOR FECHA CLIENTE FECHA

    Gerente de Proyecto:Gerente de Ingeniera: Brad Matthews 10May05

    Ingeniero de Proyecto delrea:

    Manuel Echevarria 10May05

    Ingeniero Jefe de laDisciplina:

    Tim Chan 10May05

    Aprobacin del Proceso :

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    1. GENERALIDADES

    1.1 Resumen

    Esta especificacin define los requerimientos para la colocacin del concreto en obra.

    A. Alcances de la Especificacin

    1. Trabajos de construccin con concreto simple y con concreto reforzado.

    2. Muestreo, pruebas e inspeccin del concreto y construccin en concreto.

    3. Ubicacin y fijacin de pernos de anclaje y elementos embebidos para componentesestructurales.

    4. Detalles, fabricacin y ubicacin de las varillas de acero de refuerzo, incluyendo soportesde refuerzo y accesorios.

    5. Diseo, suministro e instalacin de encofrados para estructuras de concreto.

    B. Especificaciones Relacionadas

    Las especificaciones siguientes definen el trabajo relacionado con:

    1. C-CS-15-031 Grouts (mezcla dosificada de material cementicio y agua).

    2. C-CS-15-032 Fabricacin de Acero Estructural y Miscelneos.

    3. C-CS-15-033 Montaje de Acero Estructural y Miscelneos.

    Coordinar los trabajos estipulados en esta especificacin con aquellos definidos en las

    especificaciones mencionadas lneas arriba.1.2 Referencias

    Las publicaciones mencionadas lneas abajo forman parte de esta especificacin en la extensinreferida en este documento. Cada publicacin ser de la ltima revisin y adendas vigentes a la fechaen que se emita esta especificacin para la construccin, a menos que se indique de otra manera.Excepto, como sea modificado por los requerimientos especificados aqu o en los detalles de losplanos, el trabajo incluido en esta especificacin deber estar conforme las previsiones aplicables deestas publicaciones. Si hubiese discrepancia entre las referencias y esta especificacin, se priorizarla ms exigente.

    A. ACI (Instituto Americano de Concreto)

    1. ACI 270R Concreto Masivo.2. ACI 211.1 Prcticas Estndar para seleccionar las proporciones para Concreto

    Normal, Pesado y Masivo.

    3. ACI 211.2 Prcticas Estndar para Seleccionar las Proporciones para Concreto

    Estructural ligero.

    4. ACI 214 Prcticas Recomendadas para la Evaluacin de los Resultados de

    Pruebas de Resistencia del Concreto.

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    5. ACI 301 Especificaciones para Concreto Estructural.

    6. ACI 302.1R Gua para la Construccin de Losas y Pisos de Concreto.7. ACI 304R Gua para Medicin, Mezclado, Transporte y Colocacin del Concreto.

    8. ACI 304.2R Vaciado de Concreto por Mtodos de Bombeo.

    9. ACI 305R Colocacin de concreto para Climas Clidos.

    10. ACI 306R Colocacin de concreto para Climas Fros.

    11. ACI 308 Prcticas Estndar para el Curado del Concreto.

    12. ACI 315 Detalles y Detallado del Concreto Armado.

    13. ACI318/318R Requerimientos de la Norma de Construcciones en Concreto Estructural

    (ACI 318) y Comentario (ACI 318R).

    14. ACI 347R Gua para Encofrados para Concreto.15. ACI 504R Gua para Selladores de Juntas en Estructuras de Concreto.

    16. ACI SP-15 Especificaciones Estndar del Concreto Estructural para Edificaciones

    (ACI 301) con Referencias seleccionadas del ACI y ASTM.

    17. ACI SP-66 Manual de Detalles del ACI.

    B. AISC (Instituto Americano de Construcciones en Acero)

    Norma de Prctica Estndar para Edificaciones y Puentes.

    C. ASTM (Sociedad Americana de Ensayos y Materiales)

    Las Normas de la Sociedad Americana de Ensayos y Materiales estn enumeradas en laseccin 1.4 del ACI 301 y se les reconocer como parte de estas especificaciones, tal como sihubiesen sido escritas en su totalidad en estas lneas. Igualmente, las siguientes normasforman parte de esta especificacin en la extensin a la que se hace referencia.

    1. ASTM A82 Especificaciones Estndar de Acero Liso para ConcretoArmado.

    2. ASTM A184/A184M Especificaciones Estndar para la fabricacin de Losas de

    Cimentacin de Concreto Armado con varillas de acerocorrugado.

    3. ASTM A185 Especificaciones Estndar para Fabricacin de Mallas Soldadas

    de alambre, liso, para concreto armado.

    4. ASTM A497 Especificacin Estndar para Fabricacin de mallas Soldadas

    dealambre, corrugado, para Concreto Armado.

    5. ASTM A615/A615M Especificacin Estndar para palanquillas de acero corrugado y

    liso para concreto armado.

    6. ASTM A767/A767M Especificaciones Estndar de Barras de Acero Recubiertas con

    zinc (Galvanizadas) para Concreto Armado.

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    7. ASTM A775/A775M Especificaciones Estndar para Barras de Acero de Refuerzo

    recubiertas con Epxicos.

    8. ASTM A820 Especificacin Estndar de Fibras de Acero para Concreto

    Reforzado con Fibras.

    9. ASTM C29/C29M Mtodos Estndar de Pruebas de Pesos Unitarios y Vacos en

    Agregados.

    10. ASTM C31/C31M Prcticas Estndar de Elaboracin y Curado de Probetas de

    Concreto en campo.11. ASTM C33 Especificacin Estndar para Agregados del Concreto.

    12. ASTM C39 Mtodos Estndar de Ensayos de Esfuerzos a la Compresin de

    Probetas Cilndricas de Concreto.

    13. ASTM C40 Mtodos Estndar de Ensayos de Impurezas Orgnicas en

    Agregados Finos para Concreto.

    14. ASTM C88 Mtodos Estndar de Ensayo de Dureza de Agregadosmediante el uso de Sulfato de Sodio o Sulfato deMagnesio.

    15. ASTM C94 Especificacin Estndar de Concreto Pre-Mezclado.

    16. ASTM C109/C109M Mtodos de Ensayos Estndar de Resistencia a la Compresinde Morteros de Cemento Hidrulico (Empleando

    Probetas

    cbicas de 2-pulgadas o 50-mm).

    17. ASTM C117 Mtodos Estndar de Ensayo de Materiales de Finura menor a75-Micras (Malla 200) Tamiz de Agregados Minerales

    por

    lavado.

    18. ASTM C123 Mtodos Estndar de Ensayo de Partculas Ligeras enAgregados.

    19. ASTM C127 Mtodos Estndar de Ensayos de Gravedad Especfica y

    Absorcin de Agregados Gruesos.20. ASTM C128 Mtodos Estndar de Ensayos de Gravedad Especfica yAbsorcin de Agregados Finos.

    21. ASTM C131 Mtodos Estndar de Ensayos de Resistencia a la Degradacinde Agregados Gruesos de pequeo tamao por

    Abrasin e Impacto en la Mquina de Los ngeles.

    22. ASTM C136 Mtodos Estndar de Anlisis Granulomtrico de Agregadosfinos y Gruesos.

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    23. ASTM C138 Mtodos Estndar de Ensayos de Pesos Unitarios, Fluencia, yContenido de Aire (Gravimetra) del Concreto.

    24. ASTM C142 Mtodos Estndar de Ensayos de Grumos de Arcilla y Partculasdisgregables en Agregados.

    25. ASTM C143 Mtodos Estndar de Ensayos de Asentamiento (Slump) deConcreto de Cemento Hidrulico.

    26. ASTM C150 Especificaciones Estndar del Cemento Prtland.

    27. ASTM C171 Especificaciones Estndar para Materiales en Lminas paraCurado de Concreto.

    28. ASTM C172 Prcticas Estndar de Muestreo de Mezcla de Concreto Fresco.

    29. ASTM C173 Mtodos Estndar de Ensayos de Contenido de Aire en elConcreto Fresco, por Mtodos Volumtricos.

    30. ASTM C227 Mtodos Estndar de Ensayos del Potencial de ReactividadAlcalina de las Combinaciones Cemento Agregados (MtodoBarra Mortero).

    31. ASTM C260 Especificaciones Estndar de Aditivos Incorporadores de Aire

    para Concreto.

    32. ASTM C289 Mtodos Estndar de Ensayo del Potencial Reactividad Slico-Alcalina de los Agregados (Mtodo Qumico).

    33. ASTM C295 Gua Estndar de Exmenes Petrogrficos de Agregados paraConcreto.

    34. ASTM C309 Especificacin Estndar para Compuestos Formadores deMembranas Lquidas para Curado del Concreto.

    35. ASTM C330 Especificacin Estndar de Agregados Ligeros para ConcretoEstructural.

    36. ASTM C494 Especificacin Estndar para Aditivos Qumicos para Concreto.

    37. ASTM C595 Especificacin Estndar para Cementos Mezclados Hidrulicos.

    38. ASTM C618 Especificacin Estndar de Cenizas Finas de Carbn yPuzolana Natural Cruda o Calcinada para su utilizacin como

    Aditivo Mineral en Concretos de Cemento Prtland.

    39. ASTM C882 Mtodos Estndar de Prueba por corte diagonal de resistencia

    de la unin de Sistemas de Resinas Epxicas usados enconcreto.

    40. ASTM C1017 Especificacin Estndar del Uso de Aditivos Qumicos en la

    Produccin de Concretos Fluidos.41. ASTM C1157/C1157M Especificaciones de Rendimientos Estndar en Cemento

    Mezclado Hidrulico.

    42. ASTM D75 Prcticas Estndar de Muestreo de Agregados.

    43. ASTM D412 Mtodos Estndar de Ensayos a Traccin para Jebe

    Vulcanizado, Jebes Termoplsticos y ElastmerosTermoplsticos.

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    44. ASTM D512 Mtodos Estndar de Pruebas de presencia de In Cloruro en elagua.

    45. ASTM D624 Mtodos Estndar de Ensayos de resistencia a la Rotura paraJebe Vulcanizado Convencional y Elastmeros

    Termoplsticos.

    46. ASTM D994 Especificacin Estndar para Rellenos Preformados de Juntasde Expansin para Concreto (tipo Bituminoso).

    47. ASTM D1056 Especificacin Estndar de Materiales celulares flexibles Esponja o jebe expandido.

    48. ASTM D1751 Especificacin Estndar de Rellenos Preformados de Juntas deExpansin para Pavimentos de Concreto y ConstruccinEstructural (De tipo no extrudos y bituminoso resiliente).

    49. ASTM E329 Especificaciones Estndar para Agencias Encargadas de

    Ensayos o Inspeccin de Materiales Usados en laConstruccin.

    D. NRMCA (Asociacin Nacional de Productores de Concreto Pre Mezclado)

    Lista de verificacin (Checklist) de las Instalaciones Productoras de Concreto Pre-Mezclado.

    E. OSHA (Administracin de Seguridad y Salud Ocupacional)

    1.3 Reuniones Previas a la Colocacin del Concreto

    El Proveedor de Concreto, el Gerente de Construccin, El Contratista de Concreto, el Proveedor deAditivos, el Laboratorio de Ensayos, y el Propietario, debern reunirse previo a la entrega del diseode mezclas para la revisin de las especificaciones, discutir detalladamente los requisitos para lapreparacin del diseo de mezclas y establecer los procedimientos apropiados para la construccin.

    1.4 Remisiones

    A. El Contratista deber proporcionar al Propietario para la revisin y aprobacin con 14 das deanticipacin a la colocacin del concreto o de acuerdo a los requerimientos del Proyecto, 1copia de los siguientes documentos:

    1. Diseo de Mezclas

    El Diseo de Mezclas deber proporcionarse en concordancia con la Seccin 4 del ACI301. Proporcionar para revisin el Diseo de Mezclas para cada combinacin deingredientes del concreto, en cada clase de concreto.

    2. La calificacin de los resultados de las pruebas de los lotes ensayados, o el anlisiscompleto de desviacin estndar basada en la experiencia de campo.

    3. Los resultados de pruebas de los ingredientes del concreto o las certificaciones,incluyendo los reportes de los ensayos del agua.

    4. Los resultados de los ensayos de resistencia a la compresin.

    5. Proveedores, origen (canteras), propiedades, y certificaciones de materiales. Lascertificaciones incluyen, pero no se limitan a las certificaciones del cemento, aditivosminerales, agregados fino y grueso, y certificaciones de aditivos.

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    6. Una copia vigente de la Certificacin de Conformidad de las instalaciones de las plantasdel Proveedor productoras de Concreto, emitida por la Asociacin Nacional de Concreto

    Pre-Mezclado, en caso de que el concreto sea proporcionado por un proveedor deconcreto pre - mezclado.

    B. Previo a la produccin de concreto, el Contratista deber proporcionar al Propietario solamentepara su archivo, 1 copia de las Especificaciones del Fabricante con instrucciones de instalaciny utilizacin para los materiales de marca registrada y productos que incluyan agentesadherentes, agentes desencofrantes, water stops (sistemas de sellado), sistemas de juntas,endurecedores qumicos para pisos, materiales dry shake finish (mezcla para espolvorear enseco), compuestos lquidos para curado, y materiales pre-empacados de reparacin. Tambin,se incluir una declaracin mostrando que la seleccin de productos cumple con las normasVOC (Componentes Voltiles Orgnicos) y las normas ambientales de la localidad.

    C. Antes de la produccin del concreto, el contratista deber proporcionar al propietario una

    descripcin completa de los mtodos propuestos de curado.D. Una boleta de entrega para cada lote, de acuerdo con la Seccin 16 del ASTM C94 deber ser

    proporcionada al Agente de Ensayos del Propietario en el lugar de la entrega.

    E. El Agente Independiente de Ensayos deber remitir al propietario los resultados de los Ensayosde Asentamiento (Slump) y de compresin semanalmente. Roturas de 3.44 MPa (500 psi) pordebajo de la resistencia de diseo especificado a los 28 das debern ser remitidas el mismoda. Los reportes debern contener el nombre y nmero de proyecto, fecha de colocacin deconcreto, nombre del contratista, nombre del proveedor de concreto y nmero de placa delcamin, nombre del laboratorio de ensayos del concreto, clase y tipo de concreto, ubicacin delconcreto en la estructura, diseo de resistencia a la compresin a los 28 das, resistencia encompresin a la rotura y tipo de rotura.

    F. Previo a la colocacin del acero de refuerzo, el contratista, deber remitir al Propietario pararevisin lo siguiente:

    1. Planos con la relacin de varillas de acero para la habilitacin del acero de reforzamiento.

    2. Planos de ubicacin en obra.

    3. Reportes de los certificados de fabricacin para cada tamao de varilla, de cada coladade acero de reforzamiento entregado.

    1.5 Entrega

    A. Concreto

    1. Certificacin de la Planta y de los Camiones Concreteros (mixers)

    Constancia de certificacin de los equipos de planta (incluyendo lista de verificacin)utilizados para el pesado de materiales para dosificacin y de los camiones concreterosempleados en el mezclado y entrega de concreto que deber cumplir con los requisitos dela NRMCA, y la ASTM C94.

    2. Boletas de Entrega

    La planta de dosificacin proporcionar por triplicado una boleta de entrega para cada lotetransportado a obra, consignando la siguiente informacin:

    a. Nmero de serie de la boleta.

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    Client Name: Sociedad Minera Cerro Verde S.A.A. Specif icat ion C-CS-15-011Project Name: Primary Sulfide Project Page 32 of 46Project Number: PSP108 Rev. 0

    FLUOR

    Mining & Minerals

    STRUCTURAL CONCRETE AND REINFORCING CONCRETO ESTRUCTURAL Y REFUERZO

    Y:\103\109 ENGDOC\109.2 CONSPEC_CS\STRUCTURAL\C-CS-15-011\C-CS-15-011 STR CONCRETE AND REINFORCING_REV.0.DOC STRUCTURAL

    b. Fecha, hora de carga, hora de llegada, hora de descarga.

    c. Nmero de camin y nmero de lote.d. Designacin de trabajo especfico (nombre del Contratista, ubicacin del vaciado).

    e. Volumen de concreto (en yardas cbicas).

    f. Clase de concreto, como sea especificada en este documento.

    g. Hora y cantidad de agua aadida.

    h. Marca y tipo de cemento.

    i. Peso del cemento.

    j. Peso y tamao mximo de los agregados grueso y fino, respectivamente.

    k. Cantidad de agua agregada in situ, si la hubiese.

    l. Tipo y cantidad de aditivos.

    m. Firma del Representante del Contratista.

    3. Los aditivos reductores de agua, acelerantes, e inclusores de aire se agregarn en laplanta dosificadora, mientras que los acelerantes y retardantes podrn agregarse enplanta o en