SECTION 03 3001

REINFORCED CONCRETE

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LANL MASTER SPECIFICATION

This section applies to structural concrete for buildings that are
designed in accordance with ACI 318, facilities classified as Natural
Phenomena Hazards Performance Category (PC) 1 or 2 facilities, and ML-3
and ML-4 projects. In general, this section does not apply to nuclear
facilities. This section may apply to nuclear facilities that, because
of the amount of material at risk, are classified as PC-2.

For Nuclear facilities, ML-1 / ML-2 projects (and ML-3 potentially), and
PC 3 and 4 this specification must be further amplified and developed.
This would include considering design requirements from DOE STD-1020,
ACI 349 as well as ACI 318, and "Quality Assurance Requirements" from 10
CFR 830.120-122 and 830.200-203, "Safety Basis Requirements." Also, use
additional quality assurance requirements from DOE G 414.1-1A as
applicable. Independent review would also be required.

When editing to suit project, author shall add job-specific requirements
and delete only those portions that in no way apply to the activity
(e.g., a component that does not apply). Note: Items in brackets are to
be added or omitted according to job specific requirements. To seek a
variance from applicable requirements, contact the Engineering Standards
Manual (ESM) Structural
[POC](http://www.lanl.gov/orgs/eng/engstandards/POCs.shtml#struc).

When assembling a specification package, include applicable
specifications from all Divisions, especially Division 1, General
Requirements.

Delete information within "stars" during editing.

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1.  GENERAL

    1.  sECTION INCLUDES

        A.  Formwork, shoring, bracing, and anchorage.

        B.  Concrete reinforcing and accessories.

        C.  Cast-in-place concrete.

        D.  Control, expansion, and contraction joint devices associated
            with concrete work.

    2.  DEFINITIONS

        A.  "Cementitious material" as used herein shall include all
            Portland cement, pozzolan, fly ash, \[ground iron
            blast-furnace slag, and silica fume\].

        B.  Reinforced concrete is structural concrete reinforced with
            no less than the minimum amounts of prestressing steel or
            nonprestressed reinforcement specified in ACI 318 Chapters 1
            through 21 and Appendices A through C.

        C.  Plain concrete is structural concrete with no reinforcement
            or with less reinforcement than the minimum amount specified
            for reinforced concrete. Specifications for plain concrete
            are presented in section 03 3053, Miscellaneous
            Cast-in-Place Concrete.

    3.  REFERENCES

        A.  References noted in these specifications form a part of
            these specifications to the extent referenced. The
            publications are referred to in the text by the basic
            designation only. The related publishing organizations are
            stipulated in Section 01 4219 of these specifications
            ("Referenced Standards").

        B.  All concrete work, products and materials conform to ACI 301
            and other specific referenced publications and standards
            except where otherwise specified herein.

    4.  SUBMITTALS

        A.  Submit the following in accordance with Section 01 3300,
            Submittal Procedures:

        B.  Concrete design mixes.

            1.  Mix design submittals:

> Thirty days minimum prior to concrete placement, submit a mix design
> for each strength and type of concrete to LANL for approval. A
> complete list of materials including type; brand; source and amount of
> cement, fly ash, pozzolans, \[silica fume\], ground slag, and
> admixtures; and applicable reference specifications shall be included
> in the mix design submittal. Note that the use of fly ash may require
> an increase of air entraining admixture to maintain air content of
> concrete within specified levels. Provide mix proportion data using at
> least three different water-cement ratios for each type of mixture,
> which will produce a range of strength encompassing those required for
> each class and type of concrete required. If source material changes,
> resubmit mix proportion data using revised source material. No
> material shall be provided unless proven by trial mix studies to meet
> the requirements of this specification, and approved in writing by
> LANL. The submittal shall clearly indicate where each mix design will
> be used when more than one mix design is submitted. Submit additional
> data regarding concrete aggregates if the source of aggregate changes.
> In addition, copies of the fly ash, \[silica fume\], and pozzolan test
> results shall be submitted. The approval of fly ash, \[silica fume\],
> and pozzolan test results shall have been within 6 months of submittal
> date. Obtain acknowledgement of LANL's approval of the concrete mix
> design prior to concrete placement. Note, design mixes intended to
> provide more flexibility than the stated ranges \[slump, air content,
> water cement ratio, etc.\] must obtain a formal variance to the
> specification.

a.  Submit separate mix design for:

    i.  Each concrete strength.

    ii. Each specified or range of air content.

    iii. Each specified or range of slump.

    iv. Each nominal maximum aggregate size.

    v.  Concrete to be pumped.

    vi. Concrete with identifiable admixtures.

b.  Include the following information with each design:

    i.  Quantity of water.

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    i.  Type, brand, certification, and quantity of cement.

    ii. Source, certification, and quantity of each nominal maximum size
        of aggregate.

    iii. Type, brand, sources, certification and quantity of admixture,
         if used.

    iv. Type, source, certification and quantity of fly ash.

    v.  Water/cement ratio.

    vi. Air-content.

    vii. Slump

    viii. Aggregate-correction factor to meet ASTM C-231

c.  Test Reports for each design:

    i.  Concrete mix tests including strength in accordance with ACI
        301, ASR resistance for mix (in accordance with ASTM C 1260 or
        AASHTO T 303-00), air content, weight and yield (ASTM C 138).

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    i.  Submit copies of laboratory test reports showing that the mix
        has been successfully tested to produce concrete with the
        properties specified and that mix will be suitable for the job
        conditions. The laboratory test reports shall include mill test
        and all other test for cement, fly ash \[slag\], \[silica
        fume\], aggregates, and admixtures. Provide maximum nominal
        aggregate size, gradation analysis, percentage retained and
        passing sieve, and a graph of percentage retained verses sieve
        size. Test reports shall be submitted along with the concrete
        mix design. Obtain approval from LANL before concrete placement.

    ii. Fly ash and other pozzolans: ASTM C 618.

    iii. Ground blast furnace slag, where used, ASTM C 989.

    iv. Aggregates, petrographic analysis, ASTM C 295 and potential ASR
        use ASTM C 1260 (with no additives such as fly ash) or one of
        several other ASTM tests for ASR (ASTM C 227, ASTM C 289, ASTM C
        1293).

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C.  Batch Tickets

    1.  Submit 2 legible copies of the batch ticket for each load of
        concrete to the LANL Subcontractor Technical Representative
        (STR).

    2.  Conform to the requirements for batch tickets in accordance with
        ASTM C 94. Include the following information:

        a.  Name of ready-mix batch plant.

        b.  Serial number of ticket.

        c.  Date.

        d.  Truck number.

        e.  Name of purchaser.

        f.  Specific designation of job (name and location).

        g.  Specific class or designation (pre-approved design mix
            number) of the concrete in conformance with that employed in
            job specifications.

        h.  Amount of concrete in cubic yards (or cubic meters).

        i.  Time loaded or of first mixing of cement and aggregates.

        j.  Water added by receiver of concrete and his initials.

        k.  Reading of revolution counter at the first addition of
            water.

        l.  Type and brand, and amount of cement.

        m.  Type and brand, and amount of admixtures.

        n.  Class, brand, and amount of coal fly ash, raw or calcined
            natural pozzolans \[grade, brand and amount of ground
            granulated blast-furnace slag\].

        o.  Information necessary to calculate the total mixing water.
            Total mixing water includes free water on the aggregates,
            water, and ice batched at the plant, and water added by the
            truck operator from the mixer tank.

        p.  Maximum size of aggregate.

        q.  Weights of fine and coarse aggregate.

        r.  Ingredients certified as being previously approved.

        s.  Signature or initials of ready-mix representative.

    3.  Record on each, the location where placed in structure and time
        of placement.

D.  Formwork calculations and drawings:

    1.  Provide design calculations as appropriate per ACI 347
        indicating arrangement of forms, sizes and grades of supports
        (lumber), panels, and related components. Design forms for full
        liquid static head of concrete. Furnish drawings and
        calculations of shoring and re-shoring methods proposed for
        floor and roof slabs, spandrel beams, and other horizontal
        concrete members, prepared by or under supervision of a
        qualified professional engineer. Provide formwork drawings
        showing details of formwork including; joints, supports,
        studding and shoring, and sequence of form and shoring removal,
        prepared by or under supervision of a qualified professional
        engineer detailing fabrication, assembly, and support of
        formwork.

E.  Shop Drawings: Indicate bar sizes, spacing, locations and quantities
    of reinforcing steel and welded wire fabric, bending and cutting
    schedules, supporting and spacing devices.

F.  Product Data: Provide data on joint devices (sealer and filler),
    attachment accessories, admixtures, materials for coring concrete,
    vapor retarder and barriers, \[epoxy bonding compound\], waterstops.

G.  Test reports of concrete field testing per Section 3.10, Field
    Quality Control.

H.  Testing agency and personnel certifications (unless the testing
    agency has already been approved by the LANL Building Official).

I.  Pre-Approved Concrete Mix Design Verification: As stipulated in
    Section 2.7 H, submit source documentation and component analyses to
    verify compliance of concrete batch materials to the pre-approved
    mix design. The laboratory test reports shall include mill test and
    all other test for cement, fly ash \[slag\], \[silica fume\],
    aggregates, and admixtures. Provide maximum nominal aggregate size,
    gradation analysis, percentage retained and passing sieve, and a
    graph of percentage retained verses sieve size.

J.  Test reports of aggregate correction factor determination per ASTM
    C-231 when using pre-approved mixes (see section 2.7.H below) in
    ML-1 or ML-2 applications.

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Note: For ML-1 and ML-2 projects, consideration should be given to
providing certified copies of mill test reports for reinforcing material
and other construction materials such as form savers, cadwelds, etc.

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5.  QUALITY ASSURANCE

    A. Perform Work in accordance with ACI 301, 318, and 347, ACI SP-66,
    CRSI 63, 65 and Manual of Practice, ANSI/ASTM A184 and DOE Order
    414.1 latest version.

    B. The work shall be subject to inspection at all times by the Owner
    and Owner's Independent Testing Agency for the purpose of
    determining that the work is properly executed in accordance with
    this specification. Failure to detect defective workmanship or
    material during any interim inspection shall not constitute
    acceptance or workmanship and materials.

    C. Acquire cement from same source for all work, except as provided
    under Section 1.4.B.1.

    D. Acquire aggregate from same source for all work, except as
    provided under Section 1.4.B.1.

    E. Acquire fly ash from same source for all work, except as provided
    under Section 1.4.B.1.

    F. Conform to ACI 305R when concreting during hot weather.

    G. Conform to ACI 306R when concreting during cold weather.

    H. Testing Agency Qualifications: Testing agencies that perform
    concrete related testing shall be nationally accredited in
    accordance with ASTM C-1077 and testing agencies that perform
    reinforcing steel testing shall meet ASTM E-329. For field and
    laboratory testing agencies and testing personnel, submit current
    certifications for approval by the LANL Building Official, or
    designee, in accordance with the provisions of the IBC.

    I. Comply with the provisions of ASTM A-615 section 19 and 20 for
    manufacturer\'s tagging of reinforcing material. In addition, unless
    specifically authorized by the government , foreign reinforcing
    steel is not allowed for any ML classifications.

6.  delivery, storage and handling

    A.  Do not deliver concrete until vapor barrier, forms,
        reinforcement, embedded items, and chamfer strips are in place
        and ready for concrete placement. Job site storage of materials
        shall be in accordance with ACI 301. Protect materials from
        contaminants such as grease, oil, and dirt. Ensure materials can
        be accurately identified after bundles are broken and tags
        removed.

    B.  Inspection/Documentation Verification Hold Point: Product and
        raw material inspection shall be performed at time of delivery
        to site receiving area and prior to off-loading and
        incorporation into the work. Verify conformance with specified
        requirements and project environmental, safety and health (ES&H)
        and radiological requirements through inspection of material,
        shipping documentation, material safety data sheets (MSDS)
        documentation, data sheets, test documentation and other
        shipping manifest information. Material not passing inspection
        shall be marked and prevented from entering the site or placed
        in an off-site quarantine area until the inspection and
        verification process is satisfactorily completed.

        1.  Reinforcement: Store reinforcement of different sizes and
            shapes in separate piles on racks raised above the ground
            (to avoid excessive rusting). Protect from contaminants such
            as grease, oil, and dirt. Ensure bar sizes can be accurately
            identified after bundles are broken and tags removed.

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2.  PRODUCTS and materials

    1.  general

        A.  All concrete work, projects and materials shall conform to
            applicable provisions of ACI 301 except as otherwise
            specified herein.

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    1.  FORM MATERIALS AND ACCESSORIES

        A.  Smooth-Formed Finished Concrete: Form-facing panels that
            will provide continuous, true, and smooth concrete surfaces.
            Furnish in largest practicable sizes to minimize number of
            joints

            1.  Plywood, metal, or other approved panel materials.

                a.  Metal form surfaces shall not contain
                    irregularities, dents, or sags.

                b.  Exterior-grade plywood panels, suitable for concrete
                    forms, complying with DOC PS 1, and as follows:

                    i.  High-density overlay, Class 1 or better.

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                    i.  Medium density overlay, Class 1 or better;
                        mill-release agent treated and edge sealed.

                    ii. Structural 1, B-B or better; mill oiled and edge
                        sealed.

                    iii. B-B (Concrete Form), Class 1 or better; mill
                         oiled and edge sealed.

                c.  AHA A135.4, hardboard for smooth form lining.

            2.  Prefabricated forms.

                a.  Preformed Steel Forms: Minimum 16 gage matched,
                    tight fitting, stiffened to support weight of
                    concrete without deflection detrimental to
                    tolerances and appearance of finished surfaces.

                b.  Glass Fiber Fabric Reinforced Plastic Forms:
                    Matched, tight fitting, stiffened to support weight
                    of concrete without deflection detrimental to
                    tolerances and appearance of finished concrete
                    surfaces.

                c.  Pan Type: Glass fiber of size and profile required.

                d.  Tubular Column Type: Round, spirally wound laminated
                    fiber material, surface treated with release agent,
                    non-reusable, of sizes required.

                e.  Void Forms: Moisture resistant treated paper faces,
                    biodegradable, structurally sufficient to support
                    weight of wet concrete mix until initial set; 2 inch
                    thick.

        B.  Rough-Formed Finished Concrete: Plywood, lumber, metal or
            another approved material. Provide lumber dressed on at
            least two edges and one side for tight fit.

        C.  Form Ties: Snap off type, galvanized metal cone type with
            waterproofing washer free of defects that could leave holes
            larger than 1 in. in concrete surface.

        D.  Form Release Agent: Colorless mineral oil which will not
            stain concrete, absorb moisture, or impair natural bonding
            or color characteristics of coating intended for use on
            concrete.

        E.  Corners: Chamfered, wood strip type; ¾ x ¾ in. size.

        F.  Dovetail Anchor Slot: Galvanized steel, 22 gage thick, foam
            filled, release tape sealed slots, anchors for securing to
            concrete formwork.

        G.  Flashing Reglets: Galvanized steel, 22 gage thick, longest
            possible lengths, with alignment splines for joints, foam
            filled, release tape sealed slots, anchors for securing to
            concrete formwork.

        H.  Nails, Spikes, Lag Bolts, Through Bolts, Anchorages: Size as
            required, of sufficient strength and character to maintain
            formwork in place while placing concrete.

        I.  Waterstops: Polyvinyl chloride, minimum 1750 psi tensile
            strength, minimum 50 degrees F to plus 175 degrees F working
            temperature range, maximum possible lengths, ribbed profile,
            preformed corner sections.

    2.  REINFORCING AND ACCESSORIES

        A.  Reinforcing Steel: ASTM A 615, grade 60 deformed bars and
            stirrups; ties grade 40. Reinforcing steel resisting
            earthquake-induced flexural and axial forces in frame
            members and in structural wall boundary elements shall
            comply with ASTM A 706. ASTM A 615 Grades 40 and 60 shall be
            permitted in these members if the actual yield strength of
            the reinforcing steel meets the strength requirements in ACI
            318, Section 21.2.5.

        B.  Welded Steel Wire Fabric: ASTM A 185 Plain type in flat
            sheets.

        C.  Fabricate concrete reinforcing in accordance with CRSI
            Manual of Practice.

        D.  Locate reinforcing splices not indicated on Drawings at
            points of minimum stress.

        E.  Welding of reinforcing bars will be permitted only with
            approval of LANL. Welding, if approved, shall conform to ACI
            301 Section 5.4 and AWS D.1.4 and shall meet the
            requirements of LANL ESM, Chapter 13, Welding. Reinforcing
            steel cannot be used for filler metal, gap filler, or other
            uses that involve welding.

        F.  Chairs, Bolsters, Bar Supports, Spacers: Size and shape for
            strength and support of reinforcement during concrete
            placement conditions including load bearing pad on bottom to
            prevent vapor barrier puncture. Special chairs, bolsters,
            bar supports, spacers adjacent to weather exposed concrete
            surfaces to be plastic coated steel type; size and shape as
            required.

        G.  Tie Wire: Minimum 16 gage annealed type.

    3.  CONCRETE MATERIALS

        A.  Cement: ASTM C 150, Type I or Type II.

        B.  Fine and Coarse Aggregates: Conform to ASTM C 33.

        C.  Water: Potable water that is clean and not detrimental to
            concrete.

        D.  Fly Ash: Conform to ASTM C 618, type F. Fly ash, 20% to 30%
            of combined weight of fly ash and cement shall be used for
            the LANL standard concrete mix. For alternate acceptable
            means of reducing ASR, see Part 1, Section 1.4.B.1 of this
            specification.

    4.  ADMIXTURES

        A.  Air Entrainment: Conform to ASTM C260.

        B.  Chemical: Conform to ASTM C494.

    5.  ACCESSORIES

        A.  Bonding Agent: Polymer resin emulsion.

        B.  Vapor Barrier: 6 mil clear polyethylene film of type
            recommended for below grade application.

        C.  Non-Shrink Grout: Premixed compound consisting of
            non-metallic aggregate, cement, water reducing and
            plasticizing agents; capable of developing minimum
            compressive strength of 2400 psi in 48 hours and 7000 psi in
            28 days.

        D.  Joint Filler: ASTM D 1751; asphalt impregnated fiberboard or
            felt, 1/4 in. thick.

    6.  CONCRETE MIX

        A.  STANDARD MIX DESIGN

            1.  The standard mix design for LANL shall contain from 20%
                to 30% by weight of total cementitious material Type F
                fly ash conforming to ASTM C 618 for mitigating the
                deleterious effects of alkali-silica reaction in
                concrete that is common with the silicious nature of
                aggregates found in northern New Mexico. Pre-approved
                mix designs shown in 2.7.H may be used as long as the
                materials and their properties remain constant and as
                long as the aggregate correction factor is verified by
                testing per ASTM C-231 for any ML-1 or ML-2 concrete.

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Note: Alkali silica reaction is the reaction between the alkali
hydroxide in Portland cement and certain silicious rocks and minerals
present in the aggregates, such as opal, chert, chalcedony, trydymite,
cristobalite, strained quartz, etc. The products of this reaction often
result in significant expansion and cracking of the concrete, and
ultimately failure of the concrete structure, including significant
potential for foreign object damage.

EPA recommends that procuring agencies use concrete and other
cementitious materials containing coal fly ash (pozzolan). Include the
limits on soluble alkalies for Portland cement and for pozzolan whenever
there is a possibility of alkali-aggregate reactive aggregates being
furnished.

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B.  ALTERNATE MIX DESIGNS

> Alternate means for mitigating alkali-silica reaction, including use
> of ground slag, silica fume, or lithium compound admixtures will be
> acceptable if appropriate tests and documentation are submitted in
> advance to LANL and approved. Note: Mix designs intended to provide
> more flexibility than the ranges \[slump, air-content, water cement
> ratio, etc.\] must obtain a formal variance to the specification.

1.  Where aggregates are provided which are demonstrated through
    appropriate tests to have acceptable ASR levels (less then 0.1%),
    mix designs may be provided without the fly ash or other ingredients
    as noted in section 2.7.B.1, above. Tests required are ASTM C1260 or
    AASHTO T 303-00 (or other pre-approved alternate).

2.  Demonstrate acceptable ASR resistance for concrete with fly ash
    using ASTM C 1260 or AASHTO T 303-00. Also see Part 1, Section
    1.4.B.1 of this specification.

3.  Select proportions for normal weight concrete in accordance with ACI
    301, proportioning on the basis of previous field experience or
    trial mixtures method, for

    f~cr~ = the larger of:

> f ~cr~ ≥ f ' ~c~ + 1.34s, or
>
> f ~cr~ ≥ f ' ~c~ + 2.33s - 500, where:
>
> f ~cr~ = required average compressive strength of concrete mix design,
> psi
>
> f '~c~ = specified design compressive strength of concrete, psi
>
> s = standard deviation, psi
>
> If a suitable record of tests is not available to establish a standard
> deviation, use the following:
>
> f ~cr~ ≥ f ' ~c~ + n, where:
>
> n = additional required strength, psi, for a specified f ' ~c~ :
>
> n = 1000 psi for f ' ~c~ = less than 3000 psi.
>
> n = 1200 psi for f ' ~c~ = 3000 to 5000 psi.
>
> n = 1400 psi for f ' ~c~ = over 5000 psi.

4.  Concrete Mix Designs shall be original work performed by the
    supplier's testing agency. Mix designs extrapolated from
    pre-selected data are not permitted. Configuration mix designs \--
    i.e., those already in use by the supplier \-- are also not
    permitted, except for those shown in 2.7.H. All mix designs will be
    established through the process of trial batch determination of the
    compressive strengths at the various water-cement ration trial
    points for each concrete class, and shall adhere to the requirements
    of this section.

5.  Trial design batches, mixture proportioning studies, and testing
    requirements for various classes and types of concrete specified
    shall be the responsibility of the Subcontractor. Mixture
    proportions shall be based on compressive strength (as noted above)
    as determined by test specimens fabricated in accordance with ASTM C
    192 and tested in accordance with ASTM C 39. Samples of all
    materials used in mixture proportioning studies shall be
    representative of those proposed for use in the project and shall be
    accompanied by the manufacturer's or producer's test report
    indicating compliance with these specifications. Trial mixtures
    having proportions, consistencies, and air content suitable for the
    work shall be made based on methodology described in ACI 211.1. Note
    that the use of fly ash may require an increase of air entraining
    admixture to attain specified air content of concrete. The trial
    mixture shall use at least three different water-cement ratios for
    each type of mixture, which will produce a range of strength
    encompassing those required for each class and type of concrete
    required on the project. The maximum water-cement ratio required
    will be based on equivalent water-cement ratio calculations as
    determined by the conversion from the weight ratio of water to
    cement plus pozzolan, \[silica fume,\] and ground granulated
    blast-furnace slag by weight equivalency method. Laboratory trial
    mixture shall be designed for maximum permitted slump and air
    content. Each combination of materials proposed for use shall have a
    separate trial mixture, except accelerators or retarders can be used
    without separate trial mixtures. The temperature of concrete in each
    trial batch shall be reported. For each water-cement ratio, at least
    three test cylinders for each test age shall be made and cured in
    accordance with ASTM C 192 and tested in accordance with ASTM C 39
    for 7 and 28 days. From these results, a curve shall be plotted
    showing the relationship between water-cement ratio and strength for
    each set of trial mix studies. In addition a curve shall be plotted
    showing the relationship between 7 and 28 day strengths.

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C.  Provide concrete meeting the following criteria:

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The Structural Engineer shall specify the required 28 day concrete
strength, f ' ~c~, in accordance with the Structural Standards.

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1.  Exterior concrete exposed to freezing and thawing.

    a.  Compressive strength, f ' ~c~ : \[3,000 psi @ 28 days\].

    b.  Maximum nominal aggregate size: \[0.75 in.\]

    c.  Maximum water / cement ratio: \[0.44\]

    d.  Slump: \[4 inch\]

    e.  Air content: \[5\] percent.

2.  Exterior concrete exposed to freezing and thawing.

    a.  Compressive strength, f ' ~c~ : \[4,000 psi @ 28 days\].

    b.  Maximum nominal aggregate size: \[0.75 in.\]

    c.  Maximum water / cement ratio: \[0.44\].

    d.  Slump: \[4 inch\].

    e.  Air content: \[5\] percent.

3.  Exterior concrete to be pumped, exposed to freezing and thawing.

    a.  Compressive strength, f ' ~c~ : \[4,000 psi @ 28 days\].

    b.  Maximum nominal aggregate size: \[0.75 in.\]

    c.  Maximum water / cement ratio: \[0.38\].

    d.  Slump: \[6 inch\] at discharge of truck.

    e.  Slump: \[3 to 7 ½ inch\] at pump discharge.

    f.  Air content: \[5\] percent.

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**Caution** - 5000 psi concrete is prone to hairline cracking.

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4.  Exterior concrete exposed to freezing and thawing.

    a.  Compressive strength, f ' ~c~ : \[5000 psi, at 28 days\].

    b.  Maximum nominal aggregate size: \[0.75 inch\].

    c.  Maximum water/cement ratio: \[0.34\].

    d.  Slump: \[4 inch\].

    e.  Air Content: \[5\] percent.

5.  Interior concrete not exposed to freezing and thawing.

    a.  Compressive strength, f ' ~c~ : \[3,000 psi at 28 days\].

    b.  Maximum nominal aggregate size: \[0.75 inch\].

    c.  Maximum water/cement ratio: \[0.44\].

    d.  Slump: \[4 inch.\]

    e.  Air content: \[3\] percent.

6.  Interior concrete not requiring air entraining agent.

    a.  Compressive strength, f ' ~c~ : \[3,000 psi, @ 28 days.\]

    b.  Maximum nominal aggregate size: \[0.75 in.\]

    c.  Maximum water/cement ratio: \[0.51\].

    d.  Slump: \[4 inch\].

    e.  Air Content: None specified

7.  Interior concrete not exposed to freezing and thawing.

    a.  Compressive strength, f ' ~c~ : \[4,000 psi @ 28 days\].

    b.  Maximum nominal aggregate size: \[0.75 in.\]

    c.  Maximum water/cement ratio: \[0.44\].

    d.  Slump: \[4 inch\]

    e.  Air content: \[3\] percent.

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D.  In designing concrete mixes with fly ash and ASR aggregates consider
    effects on workability, set times, times for strength development
    and curing, and other characteristics. Make appropriate adjustments
    in construction activities, for example, times for removing forms or
    shoring.

E.  Use accelerating admixtures in cold weather only when submitted and
    approved as a constituent of the design mix prior to use. Use of
    admixtures will not relax cold weather placement requirements.

F.  Do not use calcium chloride as an admixture.

G.  Use set retarding admixtures during hot weather only when submitted
    and approved as a constituent of the design mix prior to use.

H.  Pre-approved Concrete Design Mixes (Ref: Amec Project No.
    4-519-003279) These mix designs can be used as long as material
    properties remain constant. Submit source documentation and
    component analyses to verify compliance of the batching materials
    used for pre-approved mix design.

-   LATM Mix No. 19 \-- Exterior, 4000 psi concrete, 4\" slump, 5% air
    (use aggregate correction factor of 0.3 for ML-3 and ML-4 concrete)
    ^(7)^, 20% fly ash (Proportions per CY):

Type I-II Cement :Gcc Rio Grande, Tijeras 656 lbs

Class F, Fly Ash: Salt River Materials, 4-Corners 164 lbs

Water 295 lbs

Washed Concrete Sand: El Guique Quarry 1079 lbs

Sz#67 Coarse Aggregate: El Guique Quarry 1630 lbs

Water Reducer: Mb poly heed 997 41 oz^(1)^

Air Entraining Agent: MB Micro Air, 8.2 oz^(2)^

-   LATM Mix No. 44 \-- Exterior, 4000 psi concrete to be pumped, 6\"
    slump, 5% air (use aggregate correction factor of 0.3 for ML-3 and
    ML-4 concrete)^(7)^, 20% fly ash (Proportions per CY):

Type I-II Cenment :Gcc Rio Grande, Tijeras 656 lbs

Class F, Fly Ash: Salt River Materials, 4-Corners 164 lbs

Water 295 lbs

Washed Concrete Sand: El Guique Quarry 1079 lbs

Sz#67 Coarse Aggregate: El Guique Quarry 1630 lbs

Water Reducer, Mb poly heed 997 57.4 oz^(1)^

Air Entraining Agent: MB Micro Air, 8.2 oz^(2)^

-   LATM Mix No. 21 \-- Interior, 4000 psi concrete, 4\" slump, 3% air
    (use aggregate correction factor of 0.3 for ML-3 and ML-4 concrete)
    ^(7)^, 20% fly ash (Proportions per CY):

Type I-II Cement :Gcc Rio Grande, Tijeras 520 lbs

Class F, Fly Ash: Salt River Materials, 4-Corners 130 lbs

Water 280 lbs

Washed Concrete Sand: El Guique Quarry 1243 lbs

Sz#67 Coarse Aggregate: El Guique Quarry 1750 lbs

Water Reducer: Mb poly heed 997 25.7 oz^(3)^

Air Entraining Agent: MB Micro Air, 4.6 oz^(4)^

-   LATM Mix No. 20 \-- Interior, 3000 psi concrete, 4\" slump, 3% air
    (use aggregate correction factor of 0.3 for ML-3 and ML-4 concrete)
    ^(7)^, 20% fly ash (Proportions per CY):

Type I-II Cement :Gcc Rio Grande, Tijeras 417 lbs

Class F, Fly Ash: Salt River Materials, 4-Corners 104 lbs

Water 268 lbs

Washed Concrete Sand: El Guique Quarry 1378 lbs

Sz#67 Coarse Aggregate: El Guique Quarry 1765 lbs

Water Reducer, Mb poly heed 997 20.8 oz^(5)^

Air Entraining Agent: MB Micro Air, 2.6 oz^(6)^

> Note (1): Temperature and slump variation may require adjustment in
> dosage within the range of 24.6 fl oz / cy to 57.4 fl oz / cy
>
> Note (2): Temperature and slump variation may require adjustment in
> dosage within the range of 1.025 fl oz / cy to 12.3 fl oz / cy
>
> Note (3): Temperature and slump variation may require adjustment in
> dosage within the range of 19.5 fl oz / cy to 45.5 fl oz / cy
>
> Note (4): Temperature and slump variation may require adjustment in
> dosage within the range of 0.8 fl oz / cy to 9.75 fl oz / cy
>
> Note (5): Temperature and slump variation may require adjustment in
> dosage within the range of 15.6 fl oz / cy to 36.5 fl oz / cy
>
> Note (6): Temperature and slump variation may require adjustment in
> dosage within the range of 0.65 fl oz / cy to 7.8 fl oz / cy
>
> Note (7): When this mix is used in an ML-1 or ML-2 application, the
> aggregate correction factor must be determined by testing in
> accordance with ASTM C-231

3.  EXECUTION

    1.  general

        A.  All concrete construction shall conform to applicable
            provision of ACI 301 unless otherwise specified herein.

        B.  Mix, test, and deliver concrete, along with test records in
            accordance with ASTM C 94. Mixing water must be added with
            the use of a calibrated measuring device, such as a
            mechanical water meter. Tank sight glasses are not
            acceptable.

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    1.  EXAMINATION

        A.  Verify lines, levels, and centers before proceeding with
            formwork. Ensure that dimensions agree with the Drawings.

        B.  Verify that anchors, seats, plates, reinforcement and other
            items to be cast into concrete are accurately placed,
            positioned securely, and will not cause hardship in placing
            concrete.

        C.  Inspect erected formwork, shoring, and bracing to ensure
            that work is in accordance with formwork design, and that
            supports, fastenings, wedges, ties, and items are secure.

        D.  Do not use wood formwork more than three times for concrete
            surfaces to be exposed to view. Do not patch formwork.

        E.  Verify that concrete cover for reinforcement conforms to the
            drawings and to Section 3.4.C herein.

    2.  FORMWORK

        A.  Hand trim sides and bottom of earth forms. Remove loose soil
            prior to placing concrete.

        B.  Erect formwork, shoring and bracing to achieve design
            requirements and maintain tolerances in accordance with
            requirements of ACI 301 and ACI 347(or more stringent design
            requirements). Camber structural slabs and beams in
            accordance with ACI 301. Contact surfaces of the formwork
            should be carefully installed to produce neat and
            symmetrical joint patterns, unless otherwise specified.
            Joints should be vertical or horizontal and, where possible,
            should be staggered to maintain structural continuity.

        C.  Provide bracing to ensure stability of formwork. Shore or
            strengthen formwork subject to overstressing by construction
            loads.

        D.  Arrange and assemble formwork to permit dismantling,
            stripping and removal of remaining principal shores. Do not
            damage concrete during stripping.

        E.  Align joints and make watertight. Keep form joints to a
            minimum.

        F.  Obtain approval from the LANL Project Engineer before
            framing openings (in structural members) which are not
            detailed on Drawings.

        G.  Provide chamfer strips on external corners of beams, joists,
            columns, and walls.

        H.  Apply form release agent prior to placement of reinforcing
            steel, anchoring devices, and embedded items.

        I.  Install void forms in accordance with manufacturer's
            recommendations. Protect forms from moisture or crushing.

        J.  Do not apply form release agent where concrete surfaces
            receive special finishes or applied coverings which are
            affected by agent. Soak inside surfaces of untreated forms
            with clean water. Keep surfaces coated prior to placement of
            concrete.

        K.  Provide formed openings where required for items to be
            embedded in or passing through concrete work.

        L.  Locate and set in place items which cast directly into
            concrete.

        M.  Clean formed cavities of debris prior to placing concrete.
            Clean and remove foreign matter as erection proceeds.

        N.  Install accessories in accordance with manufacturer's
            instructions, straight, level, and plumb. Ensure items are
            not disturbed during concrete placement.

        O.  Install waterstops continuous without displacing
            reinforcement.

        P.  Provide temporary ports or openings in formwork where
            required to facilitate cleaning and inspection. Locate
            openings at bottom of forms to allow flushing water to
            drain.

        Q.  Close temporary openings with tight fitting panels, flush
            with inside face of forms, and neatly fitted so joints will
            not be apparent in exposed concrete surfaces.

        R.  During cold weather, remove ice and snow from within forms.
            Do not use deicing salts or water to clean out forms. Use
            compressed air or other means to remove foreign matter.
            Ensure that water and debris drain to exterior through
            clean-out ports.

        S.  Do not remove forms or bracing until concrete has gained
            sufficient strength to carry its own weight and other
            imposed loads without excessive deflection or creep. Perform
            form removal in accordance with the recommendations of ACI
            347.

        T.  Loosen forms carefully. Do not wedge pry bars, hammers, or
            tools against finish concrete surfaces scheduled for
            exposure to view.

        U.  Store removed forms in manner to avoid any damage to form
            surfaces that will later be in contact with fresh concrete.
            Discard damaged forms.

        V.  Do not use wood formwork more than three times for concrete
            surfaces to be exposed to view.

        W.  After formwork removal, place construction or equipment
            loads on reinforced concrete only after cylinder break
            results indicate strengths meet specified requirements.
            Exceptions to this requirement must be approved in writing
            by the engineer of record.

    3.  REINFORCING PLACEMENT

        A.  Place, support and secure reinforcement against
            displace­ment. Do not deviate from required position.

        B.  Do not displace or damage vapor barrier.

        C.  Maintain minimum concrete cover around reinforcing as
            follows:

+----------------------------------------------------------+-----------+
| **Item**                                                 | **        |
|                                                          | Minimum** |
|                                                          |           |
|                                                          | **cover,  |
|                                                          | in.**     |
+==========================================================+===========+
| ***Slabs and Joists***:                                  | ¾         |
|                                                          |           |
| Top and Bottom bars for dry conditions                   | 1-½       |
|                                                          |           |
| No. 11 bars and smaller                                  |           |
|                                                          |           |
| No. 14 and 18 bars                                       |           |
+----------------------------------------------------------+-----------+
| ***Formed Concrete Surfaces Exposed to Earth/Water       | 1-½       |
| Weather***:                                              |           |
|                                                          | 2         |
| No. 5 bars and smaller, W31 or D31 wire and smaller      |           |
|                                                          |           |
| No. 6 through No. 18 bars, W45 or D45 wire               |           |
+----------------------------------------------------------+-----------+
| ***Formed Beams and Columns***:                          | 1-½       |
|                                                          |           |
| Dry conditions --                                        | 2         |
|                                                          |           |
| Stirrups and ties                                        | 2         |
|                                                          |           |
| Principal reinforcement                                  | 2-½       |
|                                                          |           |
| Exposed to earth, water, weather --                      |           |
|                                                          |           |
| Stirrups and ties                                        |           |
|                                                          |           |
| Principal reinforcement                                  |           |
+----------------------------------------------------------+-----------+
| ***Walls***:                                             | ¾         |
|                                                          |           |
| Dry Conditions --                                        | 1-½       |
|                                                          |           |
| No. 11 bars and smaller                                  | 2         |
|                                                          |           |
| No. 14 and 18 bars                                       |           |
|                                                          |           |
| Exposed to earth, water, weather --                      |           |
|                                                          |           |
| All bars                                                 |           |
+----------------------------------------------------------+-----------+
| ***Footings and Base Slabs***:                           | 2         |
|                                                          |           |
| At formed surfaces and bottoms bearing on concrete       | 3         |
| workmat                                                  |           |
|                                                          | Same as   |
| At unformed surfaces and bottoms in contact with earth   | slabs     |
|                                                          |           |
| Top of footings                                          | 2         |
|                                                          |           |
| Over top of piles                                        |           |
+----------------------------------------------------------+-----------+

4.  PREPARATION

    A.  Prepare previously placed concrete by cleaning with steel brush,
        pressure washing, or other acceptable means to fully remove any
        laitance to assure that a "roughened" surface exists for bonding
        with the new concrete. Apply bonding agent in accordance with
        the manufacturer\'s recommendations.

    B.  In locations where new concrete is to be dowelled to existing
        work, unless noted otherwise on the design drawings, drill holes
        in existing concrete; insert steel dowels to the specified depth
        and pack solid with non-shrink grout that meets or exceeds the
        concrete minimum strength. Note: Non-shrink grout must be mixed,
        applied, and cured per the manufacturer's requirements.

5.  PLACING CONCRETE

    A.  Place concrete in accordance with ACI 301.

    B.  Notify the LANL STR a minimum of 24 hours prior to commencement
        of concreting operations.

    C.  Ensure that reinforcement, inserts, embedded parts, formed joint
        fillers, joint devices, and formwork are not disturbed during
        concrete placement.

    D.  Install vapor barrier under interior slabs on grade. Lap joints
        minimum 6 in. and seal watertight by sealant applied between
        overlapping edges and ends or taping edges and ends.

    E.  Repair vapor barrier damaged during placement of concrete
        reinforcing.

    F.  Install joint fillers, primer and sealant in accordance with
        manufacturer's instructions.

    G.  Separate slabs on grade from vertical surfaces with ¼ in. thick
        joint filler.

    H.  Extend joint filler from bottom of slab to within ¼ in. of
        finished slab surface.

    I.  Install joint devices in accordance with manufacturer's
        instructions.

    J.  Place concrete continuously between predetermined expansion,
        control, and construction joints.

    K.  Screed floors and slabs on grade level, maintaining surface
        flatness of maximum 1/4 in. in 10 ft.

6.  CONCRETE FINISHING

    A.  Provide formed concrete surfaces to be left exposed with smooth
        rubbed finish.

    B.  Finish concrete floor surfaces in accordance with ACI 301.

        1.  Finishes shall meet the requirements of ACI 301 section
            5.3.4.2 and tolerances shall conform to ACI 117.

        2.  Tolerances for floors, slabs, and floor finishes shall be
            confirmed by measuring in conformance with ACI 301 section
            5.3.4.3.

    C.  Wood float surfaces which will receive tile with full bed
        setting system.

    D.  Steel trowel surfaces which will receive carpeting, resilient
        flooring, seamless flooring, or thin set tile.

    E.  Steel trowel surfaces which are scheduled to be exposed.

    F.  Provide a broom finish on exterior sidewalks and paving.

    G.  In areas with floor drains, maintain floor elevation at walls;
        pitch surfaces uniformly to drains at 1/8 in. per foot, minimum.

7.  CURING AND PROTECTION

    A.  General.

        1.  Immediately after placement, protect concrete from premature
            drying, excessively hot or cold temperatures and mechanical
            injury.

        2.  Use all applicable practice and recommendations: for hot
            weather concrete application, from ACI 305R; for cold
            weather concrete applications from ACI 306R; for curing from
            ACI 308.

    B.  Hot Weather Applications.

        1.  These practices (ACI 305R) shall be used when ambient
            daytime temperature at any time is 75 degrees F or more.

        2.  All applicable practices (ACI 305R) for production control
            and delivery including but not limited to temperature
            control, water content, slump, admixtures, and batching and
            mixing shall be employed.

        3.  Protection shall be provided from the sun and wind and all
            practice from ACI 305R Chapter 4 shall be followed in
            placing and curing.

        4.  Curing shall be by water curing methods per ACI 308.1
            sections 4,5,6 and/or 7.

        5.  Alternate means of curing will be allowed only if
            pre-approved by the LANL Project Engineer. If approved,
            liquid membrane curing must strictly follow manufacturer's
            recommendations for application including volume of coverage
            per square foot. Application shall follow ACI 308.1 section
            3.

        6.  Protection and curing of concrete shall conform to
            provisions of ACI 301 section 5.3.6.

    C.  Cold Weather Applications.

        1.  Use applicable provisions from ACI 306R and meet the
            requirements of ACI 306.1. Comply with recommended concrete
            temperatures "as mixed" and "as placed and maintained" from
            Table 3.1 of ACI 306.R. Comply with Table 7.6.1.1 of ACI 301
            for temperatures of delivered concrete.

        2.  Curing shall be in accordance with ACI 306R sections 8.2 and
            8.3, ACI 306.1 sections 3.3 and 3.4, ACI 308.1, and other
            applicable provisions.

8.  Control/contraction joints

    A.  While the concrete is still plastic (i.e., within several hours
        after placement), provide joints in slabs at no more than 10
        feet on center in each direction. The depth of each joint will
        be at least one-quarter of the slab thickness, but not less than
        one inch.

9.  FIELD QUALITY CONTROL

    A.  Provide a certified testing agency to perform field testing in
        accordance with ACI 301. Testing laboratory certification may be
        obtained through AASHTO or another nationally recognized
        accreditation service as allowed by ASTM C-1077. Submit current
        certifications of testing agencies and personnel performing
        testing services for approval by the LANL Building Official, or
        designee, in accordance with the provisions of the IBC.

        1.  Testing agencies for performing testing services on concrete
            materials shall meet the requirements of ASTM 1077.

        2.  Field testing of concrete shall be performed by an ACI
            Certified Concrete Field Testing Technician -- Grade I.

        3.  Laboratory testing of concrete shall be done by
            ACI-Certified concrete laboratory technician-grade 1 or
            equivalent per ASTM C-1077

    B.  Submit proposed mix design of each class of concrete to LANL for
        approval prior to commencement of work.

    C.  Inform the LANL STR 48 hours in advance of field testing to
        allow for witnessing of testing.

\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*

The Structural Engineer shall determine the frequency and type of field
and laboratory testing. The batch plant that supplies concrete to LANL
currently produces concrete with a standard deviation of 700 psi for
4000 psi air entrained concrete.

\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*

D.  The Testing Agency shall perform the following tests and collect
    strength cylinders on one batch in every 50 cu. yds. of concrete
    placed or once a day when less than 50 cu. yds. is placed. Samples
    for Acceptance Testing are to be taken at the discharge from the
    transit mixer, except when using concrete pumps or conveyors to
    transport concrete to its final placement location. When pumps or
    conveyors are used, the samples for acceptance tests shall be taken
    at the end of the pipe or last conveyor belt. Note: The tests below
    shall always be performed whenever concrete test specimens are
    taken. All concrete is to be tested.

    1.  Sample concrete in accordance with ASTM C-172.

    2.  Record temperature of concrete in accordance with ASTM C 1064.

    3.  Perform slump test in accordance with ASTM C 143.

    4.  Perform air content test in accordance with ASTM C 231, pressure
        method.

    5.  \[Perform density testing in accordance with ASTM C-138.\]

    6.  Take 4 concrete strength test cylinders in accordance with ASTM
        C 31.

E.  The Testing Agency shall test the strength test cylinders in
    accordance with ASTM C 39 at 7 days and 28 days.

F.  Coordinate the sequencing of concrete construction to schedule LANL
    concrete specialty inspection per the requirements of Chapter 17 of
    the IBC. Provide 48 hour notification to schedule specialty
    inspectors.

    \*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*

Mixes incorporating fly ash cement replacement typically show higher
long-term strength (90 days) and an initial slower strength gain than
for regular mixes without fly ash. Fly ash mixes typically show that the
compressive s strength at 28 days with Class F fly ash cement
replacement is between 80% and 95% of the strength without replacement.

\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*

10. CONCRETE ACCEPTANCE CRITERIA

    A.  Fresh Concrete

        1.  Temperature - Less than 90 degrees F.

        2.  Slump - per Section 2.7.

        3.  Air content - per Section 2.7.

        4.  Drum revolution counter - 300 maximum revolutions within
            1-1/2 hours after initial mixing for Central-Mixed concrete
            or 100 to 300 revolutions within 1-1/2 hours after initial
            mixing for Shrink-Mixed and Truck-Mixed concrete.

    B.  Strength

        1.  Concrete strength is satisfactory if the average of all sets
            of 3 consecutive strength test results equal or exceed the
            specified 28 day strength f ' c and no individual strength
            test result falls below the specified 28 day strength f ' c
            by more than 500 psi.

    C.  Appearance

        1.  Free from honeycombs, embedded debris, and dimensional
            variance beyond ACI-301 and ACI-301 references.

    D.  Construction requirements

        1.  Conforming to required lines, details, dimensions and
            tolerances specified for construction.

11. DEFECTIVE CONCRETE

    A.  Defective concrete is concrete not conforming to acceptance
        criteria in Section 3.11.

    B.  Do not accept or place defective concrete that is not in
        conformance with acceptance criteria. Return the fresh concrete
        to the supplier.

    C.  Replace defective concrete not meeting strength criteria, at
        Subcontractor's expense. The Subcontractor may, at its expense,
        evaluate the concrete's in-place strength by testing 3 core
        samples for each strength test where LANL cured cylinders were
        more than 500 psi below f ' ~c~ in accordance with ACI 301 and
        ASTM C42. Fill core holes in accordance with ACI 301.

    D.  Replace defective concrete not meeting appearance criteria, at
        Subcontractor's expense. The Contract Administrator may allow
        repair of defective concrete at Subcontractor's expense.

    E.  Replace concrete not in conformance with details, tolerances,
        and other construction requirements at Subcontractor's expense.

END OF SECTION

\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*

Do not delete the following reference information:

\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*\*

FOR LANL USE ONLY

This project specification is based on LANL Master Specification 03 3001
Rev. 2, dated December 12, 2007.