Issue Date: 11/22/11 1 65001.02

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 (ACI) "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. During inspection 

planning, the NRC Construction Experience (ConE) database should also be reviewed 

for any associated reports pertaining to the area of inspection.

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 
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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. Every three months during the first two years

of placement of Category I concrete, (or until approximately 30% to 50% of the safety 

related concrete has been placed) 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 
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concrete or excessive rust, and have proper clearances. 

Guidance. 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. 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 “lapping” requirements) Verify the following:

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. 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 
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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. Select a sample of 

the cadwelders to verify qualifications meet procedures and requirements.

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:

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 “Inspection of ITAAC Related Welding.”

d. Concrete Batching and Delivery. Verify that the following items have been 

implemented in the concrete production and delivery process:

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. Concrete batch plants providing concrete for use at nuclear 

facilities may be certified to the National Ready Mixed Concrete 
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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. 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. 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.

e. Placement. Verify that the following items have been incorporated in the 

concrete placement process:

1. Pre-placement planning and training has been completed as required to 

assure good quality construction and to protect against unplanned 

construction joints.
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2. The pre-placement inspection performed by QC has been completed 

before any concrete is placed.

Guidance. 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. 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. 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. 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. 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 
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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 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 weatherrelated emergencies.

12. Verify that accepted procedures and specifications are followed if work is 

stopped 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.
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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. 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. This portion of the inspection may require subsequent follow-up 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. Semiannually during the placement of Category I concrete, 

the concrete testing 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. 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.
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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, 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 - 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. 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 
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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. 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. 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,
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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. 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. Exterior walls and the basemat of 

the nuclear island may require a water barrier up to site grade, dependent on reactor 

design and approved COL. 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 
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performed during construction before the basemat and wall excavations were returned 

to grade level. 

Guidance. The water barrier may consist of either a High Density Polyethylene (HDPE)

double-sided textured waterproofing membrane, a HDPE single-sided self-adhering 

sheet waterproofing membrane, a sprayed-on waterproofing membrane, or a

cementitious crystalline waterproofing additive included in a shotcrete layer. These 

applications may be present either in or on the walls and mudmat for the nuclear island. 

Depending on which waterproofing method is used, will determine when the ITAAC 

Inspections will commence.

For the HDPE double sided textured waterproof and sprayed-on waterproofing 

membranes, ITAAC Inspections shall commence prior to work starting on the mudmat

located beneath the basemat foundation for the nuclear island.

The following Inspections should be completed:

a. Material Storage. Inspection of the storage facilities for the waterproofing 

materials should be conducted to ensure that they meet the storage and handling 

requirements of the quality assurance program and manufacturer requirements.

Guidance. The materials used for the HDPE or sprayed-on waterproofing 

membranes may be sensitive to ultraviolet (UV) rays, extreme high or low 

temperatures, and in some cases, storage durations. It is important when 

reviewing the storage and material handling procedures to ensure that these 

requirements are identified and met.

b. Surface Preparation. Inspection of the contractor’s surface preparation prior to

the application of either the primer or adhesive and subsequent protection 

preceding the membrane installation.

Guidance. Surface preparation procedures and activities should be consistent 

with manufacturer’s recommendations, or, if applicable, qualification testing. In 

order for either the HDPE or spray-on membranes to adhere properly to the walls 

and mud mat, a primer or adhesive must be used. It is important that prior to the 

application of the primer or adhesive that the concrete surface has cured to the 

manufacturers recommendations and is properly cleaned to remove any excess 

moisture and surface laitance (dust). In addition, the surface must be free of 

holes, surface cracks, and abrupt transitions, excluding designed concrete 

expansion joints. Care must also be taken to protect the primer or adhesive from 

exposure to excess dust and moisture once it is applied. Improper surface 

preparation or protection of the primer or adhesive could have an adverse affect 

on the membranes ability to properly bond to the primary surface.

c. Membrane Installation. Inspection should be conducted during the installation of 

the HDPE or sprayed-on waterproofing membrane.

Guidance. Installation procedures and activities (including, but not limited to, 

mixing and material preparation) should be consistent with manufacturer’s 
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recommendations, or, if applicable, qualification testing. Joint details should also 

be reviewed. Special attention should be paid to weather conditions. Variances 

in temperature and humidity could possibly affect the installation of the 

membrane. For example, sprayed-on membranes may require a minimum 

curing time prior to being exposed to precipitation while HDPE membranes may 

experience temperature related thermal expansion or contraction that could 

ultimately cause a failure in the membrane.

d. Final Inspection. Observation of either the membrane Inspection activities or a 

careful review of documented inspections should be conducted. It is also 

recommended that prior to the membrane being permanently covered, that a final 

visual inspection should be performed.

Guidance. It is important when observing the inspection activities or reviewing 

inspection documentation to ensure that the inspection personnel or laboratory 

are qualified to perform the necessary activities. Special attention should also be 

given to any equipment used for performing measurements to ensure recent 

calibration. Finally, either during the inspection or prior to the membrane being 

permanently covered, a visual inspection should be performed to look for any 

signs of potential membrane failure. Potential failure may include sagging, 

pinholes, blistering, lifting, and delamination/peeling.

e. Review of the licensee’s report of completion of the installation of the water 

barrier.

For the cementitious crystalline waterproofing shotcrete additive, ITAAC Inspections will 

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 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. 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.
Issue Date: 11/22/11 14 65001.02

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. 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. 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 meets the design requirements.

3. Adequate preparation of construction joints between vertical wall 

applications to ensure that the construction joints do not provide a leak 

path.

Guidance. Installation activities will be dependent on whether the excavation is 

in soil or rock. In soil, activities will include installation of “soil 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.

c. 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.

d. Review of the licensee’s report of completion of the installation of the water 

barrier.

02.06 Record Review. 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 
Issue Date: 11/22/11 15 65001.02

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 has 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., “cadwelding”) and that QA/QC personnel and other certified 

inspectors have been qualified to the requisite standards and trained with 

respect to their responsibilities.

Guidance. 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. 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. 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 IMC 2504 process.
Issue Date: 11/22/11 16 65001.02

02.08 Construction Interface Concerns. 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 follow-up 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 design changes and drawing revisions. Check that coordination is 

in place to preclude the need for “last-minute” changes and delays after the 

concrete placement has been scheduled. This coordination should include 

consideration for testing requirements of embedded piping.

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.
Issue Date: 11/22/11 17 65001.02

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. 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 
Issue Date: 11/22/11 18 65001.02

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, the

inspector should exercise judgement in determining what impact any construction 

quality issue may have not only upon the conduct of proper “inspections, tests and 

analyses,” but also upon the resultant product and its demonstrated ability to satisfy 

the documented “acceptance 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, “Standard Specification for Agencies Engaged in the Testing and/or 

Inspection of Materials Used in Construction.”

American Concrete Institute (ACI), “Manual of Concrete Inspection.”

ACI 318 – "Building 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
Issue date: 11/22/11 Att-1 65001.02

Attachment 1

Revision History For 65001.02

Commitment 

Tracking 

Number

Document

Accession

Number and

Issue Date

Description of Change Training 

Needed

Training 

Completion 

Date

Comment Resolution 

Accession Number

N/A 10/03/07

CN 07-030

Researched commitments for 4 years 

and found none.

Initial issuance

N/A N/A N/A

N/A 11/22/2011

CN 11-037

ML112700826

This document is being revised to 

update and clarify the the 

waterproofing membrane and buried 

piping issue

N/A N/A ML113040367