ATTACHMENT 65001.02

INSPECTION OF ITAAC-RELATED INSTALLATION OF

STRUCTURAL CONCRETE

PROGRAM APPLICABILITY: 2503

65001.02-01 INSPECTION OBJECTIVES

01.01 To determine whether structural concrete work and related licensee
quality control activities are being performed in accordance with design
specifications and approved procedures

01.02 To evaluate the performance of ITAAC-related structural concrete
placement, documentation, and verification activities.

01.03 To assess the adequacy of licensee controls for the installation
of concrete expansion anchors.

01.04 To determine whether general concrete records reflect work
accomplishment consistent with the design specifications and approved
procedures.

01.05 To assess the adequacy of preparations to deal with contingencies
in large concrete placements, e.g., cold joint formation.

01.06 To evaluate the adequacy of the implementation of the specific
quality assurance program requirements related to structural concrete
installation activities and records control and assure that problems are
entered into the corrective action process.

65001.02-02 INSPECTION REQUIREMENTS AND GUIDANCE

The construction procedures should be reviewed, along with design
control document (DCD), applicable specifications, drawings and other
design documents, to ensure that the work activities are being properly
performed in compliance with the procedural controls and design details.
Also review the pertinent QC procedures applicable codes and standards,
and regulatory Guides. Independently assess whether QA verification of
concrete work is adequate to ensure compliance with construction
specifications, requirements, and commitments. The American Concrete
Institute \"Manual of Concrete Inspection\" should be utilized during
this inspection as a general reference. However, licensee-approved
design details and procedural controls govern the conduct of structural
concrete placement and related construction activities.

Due to the difficulties in performing remedial work on completed
concrete and in conducting effective post‑placement inspections, the
first large, significant placements of structural concrete should
receive special emphasis. This includes the need to review the
correlation from the design basis requirements to the specifications and
drawings, for the concrete structure, and for the concrete composition
and required properties. In most cases these first concrete activities
will be associated with large basemat placements.

Selection of placements to be observed should provide for
diversification of placement type and structures but be directly related
to ITAAC verification. Placement types to be considered for sample
inspection should therefore include:

> ‑ basemats (containment/reactor building and auxiliary building)
>
> ‑ containment/shield building wall (early and late placements,
> including large penetrations)
>
> ‑ containment dome (early placements)
>
> ‑ columns, shear walls, beams, and slabs in the reactor building,
> auxiliary building, and fuel handling building
>
> ‑ primary or secondary shield walls/biological shield wall or other
> internal structural concrete
>
> ‑ other areas such as the intake structure, emergency diesel building,
> or fuel handling building
>
> ‑ Ultimate heat sink water retaining structures, including weirs,
> submerged weirs, dikes, embankments, excavations, soil-retaining
> structures, or stabilized slopes

02.01 [Inspection of Concrete Placement]{.underline}. Every three months
during the first year of placement of Category I concrete, select at
least two placements. Thereafter, select at least two placements per
year until all of the structural concrete for the facility has been
placed. This general concrete inspection sample selection process may be
refined to meet specific ITAAC verification needs.

Note: It should be recognized that some of the following inspection
requirements and guidance in this procedure for structural concrete
work, inspection, and record activities may not specifically apply to
all facilities.

Ensure the following activities are being controlled, inspected, and
accomplished in accordance with the requirements of licensee procedures
and regulations:

a.  Reinforcing Steel and Embedment Placement. Verify the following
    items have been implemented:

    1.  Reinforcing steel, embedments, and formwork are controlled and
        performed in accordance with the applicable specifications,
        codes, drawings, and procedures. Reinforcing steel and
        embedments are located properly in the structure and in the
        forms, are secured and free of concrete or excessive rust, and
        have proper clearances.

> [Guidance]{.underline}. The areas where embedded plates with anchors
> are to be set in concrete should have the specified and designed
> amount of projection into concrete to provide bond. Excessively
> congested areas with reinforcing steel will make concrete pouring and
> vibration difficult to control. Reinforcing steel bending is properly
> performed and controlled. Piping or conduit embedments located in a
> concrete placement should be capped or plugged prior to concrete
> placement. Forms are secure, leak tight, and free from water or snow.

2.  For containments using post‑tensioned tendons, inspect the
    installation of trumpets, bearing plates, and tendon sheathing.
    Inspect the following before concrete is placed:

    a.  Trumpets, bearing plates, and sheathing are installed within
        specified tolerances and are clean and free of damage.

    b.  Tendon sheathing joints are mortar-tight.

    c.  Sheathing vents and drains are installed as specified.

> [Guidance]{.underline}. Exceeding specified tolerances may affect the
> tensioning force required due to frictional losses. Surveying
> instruments may be used for location measurements.

b.  Reinforcing Steel Splices. (particularly for techniques other than
    the code‑endorsed Alapping@ requirements) Verify the following:

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1.  Process and crews are qualified.

2.  Each splice is defined by materials used, location, crew, type of
    splice, and heat number (if applicable).

3.  Sampling and testing are performed at proper frequency. Acceptance
    criteria are defined and confirmed as being satisfied.

4.  Inspections are performed during and after splicing by qualified
    inspection personnel.

> [Guidance]{.underline}. For splices, review the mechanical splicing
> instructions issued by the vendor. This document usually specifies the
> proper performance of all mechanical splicing operations. Verify
> whether vendor instructions were properly implemented.
>
> When cadwelding operations are being performed, observe that specified
> materials (sleeves, powder, packing) are stored in accordance with
> specifications, codes, drawings, and procedures, and that cadwelding
> fixtures are in good condition. The reinforcing steel to be cadwelded
> should be cleaned shortly before cadwelding to remove all non-adhering
> rust. The reinforcing steel ends should be aligned and butted within
> the tolerances specified.
>
> Observe the placement of sleeves and the use of a marking system to
> ensure centering. When the firing is complete and packing removed,
> examine the sleeve and reinforcing steel to ensure that metal is
> showing at the vent, no slag at the tap hole, and each end of the
> sleeve shows proper fill (allowable void area not exceeded).
>
> Ascertain whether each cadweld sleeve is identified. Interview two
> cadwelding inspectors to determine whether they are familiar with the
> details of cadwelding requirements; also determine whether inspections
> of cadwelding conform to the specified frequency, whether QC
> inspection records are being maintained, and whether records are
> traceable to the location and identification of the sleeve.

c.  Concrete Liner Plate and Embed Erection and Fabrication. Verify the
    following:

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1.  Plate and other materials are controlled in accordance with
    specifications, codes, drawings, and procedures.

2.  Forming, fitting, and aligning are controlled in accordance with
    specifications, codes, drawings, and procedures.

3.  Stud-welding is performed by qualified personnel in accordance with
    approved procedures.

4.  Examination and testing are in accordance with the specifications,
    codes, drawings, and procedures.

5.  Refer to 65001.B AInspection of ITAAC Related Welding.@

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d.  Concrete Batching and Delivery. Verify that the following items have
    been implemented in the concrete production and delivery process:

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1.  Batch plant is qualified in accordance with specifications, codes,
    drawings, and procedures, and producing concrete of the specified
    mix design. Scales and meters are calibrated. Equipment performs
    properly ‑ rotation speed, timing, and blade wear are not excessive.
    Assure that the materials and concrete mix are free of deleterious
    material, and that there is no contamination between materials in
    storage, transportation, or process. Assure that batch records are
    generated, controlled, and that they indicate placement location,
    mix, volume, date, time, and special instructions.

> [Guidance]{.underline}. Concrete batch plants providing concrete for
> use at nuclear facilities may be certified to the National Ready Mixed
> Concrete Association (NRMCA) program. This certification provides
> evidence that a registered professional engineer has reviewed the
> facility and has seen evidence that certain necessary capabilities
> exist to produce quality concrete. Any other batch plant certification
> should include the inspection attributes listed in the NRMCA checklist
> which is used to inspect the facility prior to any recommendation for
> certification. This portion of the inspection need only be done every
> 18 months.

2.  Materials are properly qualified and traceable to approved sources.
    Storage and handling are not detrimental to the concrete materials;
    e.g., cement is protected from moisture and aggregate is not subject
    to excessive mixing of sizes or contamination.

3.  Batch water quality requirements are met and water is adjusted to
    account for moisture content of aggregates. Aggregate moisture
    content tests are representative of actual stockpile conditions.

> [Guidance]{.underline}. The moisture content determination of
> aggregates becomes very important if the aggregate stockpiles are
> exposed to the elements.

4.  Transporting equipment is suitable, reliable, and in an acceptable
    condition.

5.  Time limit between mixing and placement has not been exceeded.

6.  Temperature limits have not been exceeded.

7.  Slump test results are being utilized at the batch plant to maximize
    placeability in more uniform batching, as detailed in the design
    specifications. If water additions are required, remixing in the
    truck conforms to the appropriate standards (e.g., ASTM C94)
    addressing the uniformity of mix. There should be precautions on the
    amount of re‑tempering water additions allowed in consideration of
    the water‑cement ratio as called out in the design specifications
    for the concrete.

> [Guidance]{.underline}. The practice of withholding water at the batch
> plant and then tempering at the point of placement should take into
> account the results of air content and slump measurements taken at the
> point of placement.

8.  Scales should be calibrated and inspected for reliable working
    order. Verify that each truck is measured and each trip receives
    proper ticketing and documentation.

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e.  Placement. Verify that the following items have been incorporated in
    the concrete placement process:

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1.  Pre‑placement planning and training has been completed as required
    to assure good quality construction and to protect against unplanned
    construction joints.

2.  The pre‑placement inspection performed by QC has been completed
    before any concrete is placed.

> [Guidance]{.underline}. Quality control pre‑placement inspections must
> not be unnecessarily rushed by advancing concrete work, especially
> during large slab or basemat placements. When possible, verify the
> actual as‑built condition of reinforcing steel with respect to the
> engineering drawings. If deviations exist, verify that proper
> engineering evaluations have been performed.

3.  The equipment to deliver concrete to the actual placement location
    is suitable and sized for the work ‑ conveyors, lines, pumps,
    buckets, etc.

> [Guidance]{.underline}. Consider the potential for segregation of
> aggregates due to mishandling. Segregation can lead to fine particles
> to settle at the bottom, and large particles to surface at the top. In
> addition, excessive vibration of concrete will lead to unacceptable
> aggregate segregation after placement.

4.  The placement has been cleaned and joint preparation is as defined
    in the construction specification.

5.  Batch ticket is reviewed for verification of proper mix, transport
    time, placement location, and amount of temper water being added at
    the truck delivery point.

> [Guidance]{.underline}. Check time of concrete receipt for truck
> transported, centrally mixed concrete. Also verify the amount of water
> added, if permitted, and mixing time. Be sure that the placement is in
> accordance with specifications using required equipment to prevent the
> occurrence of excessive air voids.

6.  Placement drop distances do not exceed specification requirements
    and do not result in segregation.

> [Guidance]{.underline}. Concrete should not strike forms or bounce
> against reinforcing bars causing segregation of aggregates.

7.  Vibrators are approved, tested for frequency, and are used properly
    by trained individuals.

> [Guidance]{.underline}. There should be a sufficient number of
> vibrator operators and vibrators, which should be checked for proper
> operation before starting to place concrete. Vibrators less than 3\"
> diameter are generally designed to operate at about 7000‑8000
> vibrations per minute when immersed in concrete. Large vibrators, used
> in heavy section concrete placement, operate at about 6000 vibrations
> per minute. Vibrators less than 3\" in diameter can be operated by one
> man; 4\" or larger vibrators are 2‑man tools. Proper vibrator
> operation involves duration of vibration, distance between vibrator
> insertions, and depth of insertions. The vibrators should be handled
> and operated vertically and never \"cast\" away from the operator
> horizontally and then retrieved. Concrete should be placed
> horizontally, in about 12-inch lifts, and never allowed to pile much
> higher in one area of the form than another. The vibrator should
> penetrate through the new concrete well into the previously placed
> layer to avoid any \"layer cake\" effect. [Occasional]{.underline}
> contact of a vibrator with the forms is permissible, and with the
> reinforcement is desirable. Form vibration is generally not desirable,
> and care should be taken that reinforcement is not displaced by
> vibrators, or by people walking on the reinforcing steel. Vibrators
> should not be used to move concrete laterally.
>
> Care should also be taken not to concentrate vibratory action in a
> specific area. Overly working and vibrating concrete into
> reinforcing-congested areas can cause segregation of aggregates in the
> mix. To assure that all aggregate remains suspended in the mix, the
> concrete should only be exposed to two or three vertical passes with
> the vibrating equipment for shallow pours. Deeper poured sections may
> require more vibration, but the vibratory equipment should not be
> allowed to rest or remain in one area for extended times and the
> exposure to vibration per vertical foot of wet concrete should be
> similar to the shallow pour.
>
> 8\. Special attention is given to areas of high reinforcing or
> embedment steel congestion to preclude areas of voids or honeycombing.
>
> 9\. Records are produced and reviewed, and indicate mix, location,
> time placed, water additions, and temperature of the concrete mix and
> ambient conditions.
>
> 10\. Inspection during placement is performed as required.
>
> 11\. Verify that adequate planning and preparations have been made and
> that procedures are in place and available to address unexpected
> events, e.g., batch plant malfunction, equipment and personnel
> accident, and weather-related emergencies.
>
> 12\. Verify that accepted procedures and specifications are followed
> if work is stoppage and resulting restart occurs.

f.  In‑Process Testing. The following items should be verified in the
    review of the testing program conducted during the placements:

> 1\. Concrete temperature, slump, air content, and unit weight are
> being determined at the proper location and frequency as required in
> the design specifications.
>
> 2\. Sample collection and testing techniques conform to the procedures
> specified in the ASTM standards, or equivalent.
>
> 3\. Test specimen samples, for concrete strength determination, are
> sampled at the required location and frequency and are cured in
> accordance with specified requirements.
>
> 4\. Personnel performing sampling and testing are trained and
> qualified.
>
> [Guidance]{.underline}. For large placements, e.g., basemats,
> containment domes, and/or other structures, generally continuous
> placement is a design requirement. However, due to unexpected events,
> a continuous placement may not be possible. In such a case,
> contingency preparations should include approved procedures for
> stopping a concrete placement; a time limit to restart the placement;
> profile and preparation of the joint interface; and, if reinforcement
> dowels are needed, approved size and bend profile, and ready
> availability of the dowels onsite. In addition, verify that the
> contingency planning, preparations, and engineering requirements have
> been reviewed by qualified personnel for technical adequacy.

g.  Curing. Verify that curing is in accordance with specifications and
    procedures with regard to the method, materials, duration,
    temperature (concrete and ambient), inspections (during curing and
    after form removal), and records.

h.  Acceptance. Verify that the final inspection results after form
    removal, test results and other information related to the placement
    (including deficiencies, defects, etc.) have been subjected to an
    integrated review before acceptance of the placement and that the
    as‑built documentation is complete.

> [Guidance]{.underline}. This portion of the inspection may require
> subsequent followup to determine that final inspection, evaluation,
> and acceptance are being controlled and accomplished in accordance
> with QA/QC requirements. Final inspection procedures should include
> verifying embed locations, finishes, and defining any defects and
> required repairs.

02.02 [Laboratory Testing]{.underline}. Semiannually during the
placement of Category I concrete, the on‑site laboratory should be
inspected to verify that the materials and concrete testing activities
are being controlled as required.

a.  Personnel Qualifications. The education, experience, and training of
    testing and inspection personnel have been verified by the employing
    organization. Verification must be supported by documentation.
    Certification of inspectors must show which ASTM tests the inspector
    is qualified to perform.

> [Guidance]{.underline}. Particular attention should be directed toward
> the qualification of personnel and their work performance. Commercial
> laboratories may hire untrained or inexperienced personnel near the
> site, then train and certify them for materials testing. A weak
> training program and low experience level could result in inconsistent
> or low quality inspection or test results. In addition to the reviews
> of training records, consider interviewing personnel who perform
> material inspection and testing, to independently assess depth of
> knowledge and experience. Also, be sensitive to a rapid turnover of
> personnel.
>
> In some instances the design organization, the constructor, or
> licensee may require on-site testing laboratory inspection or review.
> This may be by reference to ASTM E 329 which could be satisfied by the
> efforts of Cement and Concrete Reference Laboratory/Materials
> Reference Laboratories (CCRL/MRL) of the National Bureau of Standards.
> If such a review has been performed, then these results should be
> obtained and reviewed prior to any NRC inspection efforts related to
> the materials and concrete test laboratory.

b.  Evaluation of Test Results. The evaluations are being performed,
    reviewed, and approved at an appropriate level and includes trending
    analysis. The records must be retrievable. There should be a
    mechanism for feedback to production control. Verify that the
    adverse trends or problems are identified at an appropriate
    threshold and entered into a corrective actions program. Where
    appropriate, est results should be evaluated against approved
    acceptance criteria.

c.  Observed Testing. Testing conforms to the procedures specified in
    the ASTM standards. The procedures must be available at the work
    location.

d.  Calibration. Testing apparatus is being calibrated at the required
    frequency.

02.03 [Special Considerations]{.underline} ‑ The following items should
be incorporated in the inspection of concrete placements when
appropriate (refer to ACI standards for additional guidance):

a.  Hot and Cold Weather. Provisions for maintaining concrete
    temperature within specification must be provided. Hot and cold
    weather conditions must be defined (e.g., per ACI standards such as
    318 and the Manual of Concrete Inspection) to avoid confusion.

> [Guidance]{.underline}. During periods when concrete is to be placed
> and cold weather is expected during the curing time, provisions must
> be made to keep the concrete above 40F, preferably in the range of 50
> to 60F. If concrete is being mixed or transported in weather below
> 40F, the ingredients may be pre-warmed so that the temperature of the
> concrete after placement is elevated to account for losses. Heating
> the water is the most effective and most easily controlled technique,
> but the aggregate must not be frozen. The water should not be so hot
> as to cause \"flash set\" of the cement during mixing; that is, the
> temperature of the mortar should not exceed 100F. If hotter water is
> required to warm the aggregate, the water and aggregate may be mixed
> prior to addition of cement. If the aggregate is heated, close control
> must be exercised, and the aggregate must be frequently checked for
> variations in moisture content caused by local variations in heating.
> Direct fired heaters may produce carbon dioxide in the exhaust fumes
> forming calcium carbonate on the surface of fresh concrete.
>
> Where the ambient temperature during concrete placement rises much
> above 70F, consideration must be given to the effect of high
> temperatures on the concrete. Although concrete cured at temperatures
> up to 100F gives higher early strength, with little degradation of
> long‑term strength, high temperatures during mixing, transportation,
> and placement can be seriously detrimental. The most obvious effect is
> that the concrete requires more water for workability or the use of
> additives. A less obvious effect is the need for special attention to
> curing, because the higher temperature increases water evaporation
> from the concrete.
>
> Exposure to strong summer sun can raise the temperature of
> ingredi­ents, equipment, forms, etc. far above the air temperature. If
> this occurs, provisions should be made for appropriate shades or
> screens and the equipment, forms, metallic embedments, etc. should be
> wetted just prior to concrete placement. If the ambient temperature is
> high enough so that the bulk temperature of freshly mixed concrete
> exceeds 80F or 90F, consideration should be given to some method of
> cooling the ingredients, such as chilling the water or using ice. If
> ice is used, it must be crushed or flaked so that all the ice is
> melted by the time mixing is completed.

b.  Pumping Concrete. Slump and air content losses must be monitored in
    order to assure placeability and adequate consolidation.

c.  Large Placements. Planning sessions must assure consideration of all
    contingencies. Verify that adequate planning and preparations have
    been made and that procedures are in place and available to address
    an unexpected event, e.g., batch plant malfunction, equipment and
    personnel accident, and weather‑related emergencies.

> [Guidance]{.underline}. For large placements, e.g., basemats,
> containment domes, and/or other structures, generally continuous
> placement is a design requirement. However, due to unexpected events,
> a continuous placement may not be possible. In such a case,
> contingency preparations should include approved procedures for
> stopping a concrete placement; a time limit to restart the placement;
> profile and preparation of the joint interface; and, if reinforcement
> dowels are needed, approved size and bend profile, and ready
> availability of the dowels onsite. In addition, verify that the
> contingency planning, preparations, and engineering requirements have
> been reviewed by qualified personnel for technical adequacy.

02.04 [Expansion Anchor Installation]{.underline}. Ascertain whether
concrete expansion anchor installation activities are being adequately
controlled by reviewing the applicable procedures, observing work, and
checking (e.g., witness of torque wrench operation or QC inspection
verification) that the proper tension has been developed in the bolt.
Judgement should be used in selecting the specific sample size for
inspection of the concrete expansion anchor installation process. The
following items and inspection criteria should be used in determining
whether the appropriate quality controls have been implemented:

a.  Concrete Drilling. Concrete drilling, including depth,
    perpendicularity, hole size and rebar damage prevention,

b.  Embedment. Embedded depth of the anchor bolt,

c.  Anchors. Bolt length projection beyond the concrete surface and
    thread engagement for the nut on the bolt,

d.  Torque. Installation torque to set the anchor bolts,

e.  Torque-Tension. Torque-tension relationship controlled by design,

f.  Design Dimensions. Minimum distance from concrete edges and
    openings, minimum bolt spacing, and minimum distance from embedded
    steel,

g.  Identification. Bolt diameter and applicable marking/stamps,

h.  Design Provisions. Design provisions for the subsequent installation
    of the supported components, including quality checks (e.g., use of
    torque seal).

> [Guidance]{.underline}. It is expected that new plants will
> significantly reduce or eliminate expansion anchors; therefore, this
> section may not apply. Before observing any concrete expansion anchor
> installation activities, the inspector should examine the bolts and
> related components in storage, evaluating any issues involving special
> preservation requirements, storage conditions, damage controls,
> material and component identification, and nonconforming material
> segregation. In selecting the concrete expansion anchor sample size
> and population for inspection, emphasis should be given to known ITAAC
> impact; early installations for process control checks; and the
> diversity of support installations using concrete expansion anchors;
> e.g., structural, piping, electrical, HVAC, etc.
>
> QA/QC procedures provide a key element for the effective
> implementation of inspections and confirmation that concrete expansion
> anchor installation controls are adequate. QC inspections should
> require direct verification of important specification requirements
> and should not be accomplished merely by surveillance. Laboratory and
> field testing activities should provide for direct verification of
> correct material usage, the selection of proper reference standards,
> and should preclude the discretionary selection of inspection and
> testing parameters, without approved procedural direction and
> guidance. The installation and related QA procedures should reference
> hold point requirements for in-process inspection activities and
> address the QA stop work authority and controls if major program
> weaknesses or process control problems are identified.
>
> If any rebar is damaged or cut during installation, ensure design
> controls are in place to evaluate the cumulative effect on the
> affected structures. Ensure the anchor bolt embedment depth accounts
> for any non-structural finish coats, coverings, or grout, on concrete
> slabs, especially floors.

02.05 [Water Barriers for Foundations and Buildings]{.underline}.
Exterior walls and the basemat of the nuclear island may require a water
barrier up to site grade. An inspection of the exterior walls and the
basemat of the nuclear island should be done to verify that the
application of a water barrier was performed during construction before
the basemat and wall excavations were returned to grade level.

[Guidance]{.underline}. The water barrier consists of a cementitious
crystalline waterproofing additive to the layer of shotcrete (of
specified thickness) blown onto the vertical walls, and the concrete mud
mat (of specified thickness) at the bottom of the excavation for the
nuclear island. Inspections for this ITAAC should commence with the
start of excavation for the nuclear island. The placement of shotcrete
on the vertical walls of the excavation is a part of the soil retention
system and will establish a vertical face with lateral support of the
adjoining undisturbed soil or rock. This shotcrete will contain the
crystalline waterproofing materials. This installation closely follows
the progress of the excavation and is from the top down.

The following Installation Inspections should be completed:

a.  Shotcrete. Inspection of batch plant procedures and activities to
    evaluate preparation of the required shotcrete needed to produce the
    required waterproofing on the vertical walls of the excavation.

> [Guidance]{.underline}. The required mix for the vertical walls is
> typically 4,000 psi to 5,000 psi non‑expansive pea gravel shotcrete
> mix, with a proper mix of portland cement, very fine silica sand, and
> proprietary chemicals needed to produce the required waterproofing.
> Refer to the design requirements and specifications.
>
> Section 02.01.d provides guidance for inspection of batch plant
> procedures and activities, including proper storage and use of
> concrete materials and additives. It also provides guidance for
> inspections to ensure that the batch plant is providing the proper mix
> strength and using the proper additives.

b.  Mud Mat. Inspection of batch plant procedures and activities to
    evaluate the preparation of concrete for the mud mat to ensure
    proper strength mix and addition of the required cementitious
    crystalline waterproofing additives.

> [Guidance]{.underline}. The mix strength and the required
> waterproofing additives for the mud mat concrete should be as
> specified in construction and design specifications.
>
> Section 02.01.d provides guidance for inspection of batch plant
> procedures and activities, including proper storage and use of
> concrete materials and additives. It also provides guidance for
> inspections to ensure that the batch plant is providing the proper mix
> strength and using the proper additives.

c.  Shotcrete Inspection. Visual inspection of vertical wall shotcrete
    placement activities to evaluate:

    1.  Proper placement of the welded wire mesh wall reinforcement
        system

    2.  Proper placement of the shotcrete including measurements to
        ensure that thickness of installed shotcrete is four to six
        inches

    3.  Adequate preparation of construction joints between vertical
        wall applications to ensure that the construction joints do not
        provide a leak path.

> [Guidance]{.underline}. Installation activities will be dependent on
> whether the excavation is in soil or rock. In soil, activities will
> include installation of Asoil nails,@ or some other approved method of
> soil retention, prior to installation of the welded wire mesh and
> vertical shotcrete placement. In rock, activities will include
> provisions for proper support of the welded wire mesh and vertical
> shotcrete placement. In either case, inspections should include
> verification that the welded wire mesh is properly supported and that
> it is properly embedded and covered by the shotcrete so as to preclude
> potential leak paths through the waterproof barrier.

d.  Mud Mat Inspection. Visual inspection of mud mat installation to
    evaluate: 1) Proper placement of the welded wire mesh reinforcement
    system; 2) Proper preparation and protection of the construction
    joint between the vertical wall shotcrete and the mudmat to ensure
    that the construction joint does not provide a leak path; 3) Final
    mud mat thickness is at least nine inches thick, or as specified on
    the design drawings.

e.  Review of the licensee=s report of completion of the installation of
    the water barrier.

02.06 [Record Review]{.underline}. Conduct a general review of the
documentation generated for each concrete placement inspected, along
with at least two structural concrete placements that were not the
subject of direct observation and inspection activities. As a minimum,
the concrete records establishing that any applicable ITAAC have been
met should be reviewed and the complete records for at least two of the
early concrete placements should be assessed for completeness, accuracy,
and documented evidence that the quality and code requirements have been
satisfied. In confirming the adequacy of the structural concrete
records, the following areas should be sample‑inspected to verify that
the requisite objective evidence of quality and code compliance have
been met:

a.  Receipt Inspection and Material Certification. Records should
    confirm the requisite material characteristics, performance tests,
    nondestructive tests, and other specification requirements.

b.  Installation Inspections. Records should confirm that adequate
    concrete production, placement, inspection, protection and curing
    activities were performed; that the installation of embedded
    components was properly controlled; and that objective test results
    are available to demonstrate compliance with quantitative acceptance
    criteria.

c.  Training/Qualification of Craft, QA, and Inspection Personnel.
    Records should establish that craft personnel have been adequately
    trained in their assigned tasks (e.g., Acadwelding@) and that QA/QC
    personnel and other certified inspectors have been qualified to the
    requisite standards and trained with respect to their
    responsibilities.

> [Guidance]{.underline}. Where required in the records documenting
> material certification, chemical and physical tests for components,
> parts, and materials should meet the specification requirements for
> not only the acceptance criteria, but the required test frequencies,
> as well. Concrete placement testing includes certain in-process tests
> (e.g., slump tests), as well as completed concrete strength tests
> (e.g., cylinder compressive testing) and other material testing
> activities (e.g., mechanical rebar splice tensile testing).
>
> Inspection records should provide evidence that the timing of events
> (e.g., a concrete pre-placement inspection) and time-dependent work
> activities (e.g., concrete truck mixing) are consistent with their
> specification requirements, thereby validating information or
> conditions applicable to the quality activity being inspected.
> Training records should provide evidence of not only general
> procedural training for both craft and QC personnel, but also specific
> qualification requirements (e.g., cadweld crews or concrete test
> laboratory personnel) where required for special processes.

02.07 [Problem Identification and Resolution]{.underline}. The inspector
should confirm that problems identified during the inspection are
entered into the licensee/constructor corrective action program in
accordance with program requirements. The inspector may review licensee
actions to address similar or related problems that were previously
identified, in order to check the extent of condition and confirm the
effectiveness of the licensee=s corrective measures.

[Guidance]{.underline}. This inspection is to assure that problems are
entered into the applicable process to assure corrective actions
appropriate to the circumstances are developed and prioritized.
Inspections of Quality Assurance Program implementation, effectiveness
of Problem Identification and Resolution, and Self-Assessment will be
performed under the MC 2504 process.

02.08 [Construction Interface Concerns]{.underline}. This section is
included to provide inspectors a background on past structural concrete
control problems and management issues that should be more closely
scrutinized to give the NRC early information on potential problems. To
the extent that engineering and design change activities will continue
during the construction of the facility, the design and engineering
controls that were reviewed in accordance with IMC-2502 \[i.e.,
First-of-a-Kind (FOAK) Engineering Inspections\] will continue to be
sample-inspected under IMC-2504. The following inspection guidance
provides some insight into the project management and engineering
interfaces likely to be encountered during the NRC inspection of
structural concrete activities.

These inspection activities are not intended to be prescriptive, but
rather are aimed at ensuring that the NRC is aware of how the project is
progressing and being managed with respect to design‑construction
interfaces, construction discipline interfaces, and the controls
exercised by the licensee. The following list is not intended to be
all‑inclusive, but does provide highlights on this subject.

a.  Poor coordination of structural concrete activities with other
    disciplines. Input from various designers, suppliers, and
    contractors should be properly integrated into instructions
    addressing interdisciplinary work (e.g., building steel or piping,
    electrical, mechanical equipment supports embedded in concrete
    placements).

b.  Frequency of civil/structural design engineers visits to the
    construction site to conduct followup checks of concrete placement
    activities. Assess the interchange of design information between
    designer, constructors, inspectors, and managers regarding
    structural work, constructability issues, and field changes.

c.  Timeliness in effecting design changes and drawing revisions. Check
    that coordination is in place to preclude the need for Alast-minute@
    changes and delays after the concrete placement has been scheduled.

d.  Changes in the sources of concrete materials and admixtures from
    those originally being used. If major changes occur, reinspection of
    mix designs may be in order.

e.  Licensee controls used to ensure the construction quality for areas
    inaccessible after the concrete placement. Assess that the issues
    (e.g., embedded items) have been adequately addressed by both
    documented contractor checks and independent QA verification
    activities.

f.  QA/QC inspection controls for signing off on the readiness for a
    concrete placement. Examine the inspections for timeliness and
    problems identified just prior to concrete placements, resulting in
    inordinate delays.

g.  Management oversight. Determine whether there is an appropriate
    level to include a sufficient number of experienced, trained craft
    supervisors and QA/QC inspectors present during concrete placement
    activities.

02.09 [Concrete Quality Process Problems]{.underline}. The following
concrete‑related problems (compiled from the NRC inspection records for
the prior generation of plants constructed in accordance with 10 CFR 50)
represent findings that NRC inspectors might encounter during the
inspection of structural concrete activities.

a.  Inadequate QA/QC records.

b.  Improper use of vibrators.

c.  Exceeding allowable time to place concrete.

d.  Improper sampling of aggregates.

e.  Improper curing of concrete test cylinders.

f.  Exceeding allowable concrete temperatures.

g.  Materials improperly certified.

h.  Cylinder break test records exceed allowable coefficient of
    variation.

i.  Improper splicing practices (reinforcement cleaning, alignment, gage
    marks, thread damage, inadequate swagging force, etc.).

j.  Inadequate concrete curing.

k.  Samples of concrete not taken where and when required.

l.  Excessive amounts of concrete admixtures.

m.  Inadequate cleanliness of placement.

n.  Spacing of reinforcing steel in error.

o.  QC inspections not done conscientiously.

p.  Excessive drop of concrete.

q.  Batch plants improperly qualified.

r.  Incorrect location or placement of embedded items such as anchor
    bolts, plates, and dowels.

> While the above concerns primarily reflect process problems in the
> placement and inspection of structural concrete, these problems, if
> not corrected and adequately addressed, also adversely affect certain
> SSC for which concrete quality is a contributing factor. Therefore,
> this listing of findings provides not only examples of construction,
> but also a compilation of problems that could have an indirect effect
> on the acceptance of related concrete ITAACs. When evaluating an ITAAC
> item, inspector will need to exercise judgement in determining what
> impact any construction quality issue may have not only upon the
> conduct of proper Ainspections, tests and analyses@, but also upon the
> resultant product and its demonstrated ability to satisfy the
> documented Aacceptance criteria.@ ACI 318 can be referenced for
> further information.

65001.02-03 RESOURCE ESTIMATE

Resource estimates are currently under development for this inspection
procedure. This document will be revised to add this information as it
becomes available.

65001.02-04 REFERENCES

American Society for Testing and Materials (ASTM) C94, Standard
Specification for Ready-Mixed Concrete.

ASTM E-329, AStandard Specification for Agencies Engaged in the Testing
and/or Inspection of Materials Used in Construction@.

American Concrete Institute (ACI), AManual of Concrete Inspection@.

ACI 318 - ABuilding Code Requirements for Reinforced Concrete@.

National Ready Mixed Concrete Association (NRMCA) Checklist.

Regulatory Guide 1.69, Concrete Radiation Shields for Nuclear Power
Plants, Revision 0, 12/73

Regulatory Guide 1.94, Quality Assurance Requirements for Installation,
Inspection and Testing of Structural Concrete and Structural Steel
During the Construction Phase of Nuclear Power Plants, Revision 1, 4/76

Regulatory Guide 1.107, Qualifications for Cement Grouting for
Prestressing Tendons in Containment Structures, Revision 1, 2/77

Regulatory Guide 1.136, Materials, Construction, and Testing of Concrete
Containments, Revision 2, 6/81

Regulatory Guide 1.142, Safety-Related Concrete Structures for Nuclear
Power Plants (Other than Reactor Vessels and Containments), Revision 2,
11/01

END

Exhibit 1

Revision History For 65001.02

+--------+-------+-----------------------+------+-------+-------------+
| Comm   | Issue | Description of Change | Trai | Tra   | Comment     |
| itment | Date  |                       | ning | ining | Resolution  |
| Tr     |       |                       | Ne   | Compl | Accession   |
| acking |       |                       | eded | etion | Number      |
| Number |       |                       |      | Date  |             |
+--------+-------+-----------------------+------+-------+-------------+
| N/A    | 10/   | Researched            | N/A  | N/A   | N/A         |
|        | 03/07 | commitments for 4     |      |       |             |
|        |       | years and found none. |      |       |             |
|        | CN    |                       |      |       |             |
|        | 0     | Initial issuance      |      |       |             |
|        | 7-030 |                       |      |       |             |
+--------+-------+-----------------------+------+-------+-------------+
|        |       |                       |      |       |             |
+--------+-------+-----------------------+------+-------+-------------+
|        |       |                       |      |       |             |
+--------+-------+-----------------------+------+-------+-------------+
|        |       |                       |      |       |             |
+--------+-------+-----------------------+------+-------+-------------+
|        |       |                       |      |       |             |
+--------+-------+-----------------------+------+-------+-------------+
|        |       |                       |      |       |             |
+--------+-------+-----------------------+------+-------+-------------+