Regulatory guides are issued to describe and make available to the public such information as methods acceptable to the NRC staff for implementing specific

parts of the NRC’s regulations, techniques used by the staff in evaluating specific problems or postulated accidents, and data needed by the NRC staff in its

review of applications for permits and licenses. Regulatory guides are not substitutes for regulations, and compliance with them is not required. Methods and

solutions different from those set out in the guides will be acceptable if they provide a basis for the findings requisite to the issuance or continuance of a permit

or license by the Commission.

This guide was issued after consideration of comments received from the public. Comments and suggestions for improvements in these guides are encouraged

at all times, and guides will be revised, as appropriate, to accommodate comments and to reflect new information or experience. Written comments may be

submitted to the Rules and Directives Branch, ADM, U.S. Nuclear Regulatory Commission, Washington, DC 20555-0001. 

Regulatory guides are issued in ten broad divisions: 1, Power Reactors; 2, Research and Test Reactors; 3, Fuels and Materials Facilities; 4, Environmental

and Siting; 5, Materials and Plant Protection; 6, Products; 7, Transportation; 8, Occupational Health; 9, Antitrust and Financial Review; and 10, General. 

Single copies of regulatory guides (which may be reproduced) may be obtained free of charge by writing the Distribution Services Section, U.S. Nuclear

Regulatory Commission, Washington, DC 20555-0001, or by fax to (301)415-2289, or by email to DISTRIBUTION@NRC.GOV. Electronic copies of this guide

and other recently issued guides are available at NRC’s home page at <WWW.NRC.GOV> through the Electronic Reading Room, Accession Number

ML033360660.

U.S. NUCLEAR REGULATORY COMMISSION November 2003

REGULATORY GUIDE

OFFICE OF NUCLEAR REGULATORY RESEARCH

REGULATORY GUIDE 1.199

(Draft was issued as DG-1099)

ANCHORING COMPONENTS AND STRUCTURAL SUPPORTS IN

CONCRETE

A. INTRODUCTION

This regulatory guide is being issued to provide guidance to licensees and applicants on

methods acceptable to the NRC staff for complying with the NRC’s regulations in the design,

evaluation, and quality assurance of anchors (steel embedments) used for component and structural

supports on concrete structures.

General Design Criterion (GDC) 1, "Quality Standards and Records," of Appendix A, "General

Design Criteria for Nuclear Power Plants," to 10 CFR Part 50, "Domestic Licensing of Production and

Utilization Facilities," requires, in part, that structures, systems, and components (SSCs) important to

safety be designed, fabricated, erected, and tested to quality standards commensurate with the

importance of the safety functions to be performed. In addition, GDC 2, "Design Bases for Protection

Against Natural Phenomena," and GDC 4, "Environmental and Dynamic Effects Design Bases,"

require, in part, that such SSCs be designed to withstand the effects of natural phenomena and to

accommodate the effects of and be compatible with the environmental conditions associated with

normal operation and postulated accidents. Appendix B, “Quality Assurance Criteria for Nuclear

Power Plants and Fuel Reprocessing Plants,” to 10 CFR Part 50 establishes overall quality assurance

for SSCs important to safety. Appendix S, “Earthquake Engineering Criteria for Nuclear Power
1

 Appendix S to 10 CFR Part 50 applies to applicants for a design certification or combined license pursuant to10 CFR Part 52 or

a construction permit or operating license pursuant to 10 CFR Part 50 on or after January 10, 1997. However, for either an

operating license applicant or holder whose construction permit was issued before January 10, 1997, the earthquake engineering

criteria in Section VI of Appendix A to 10 CFR Part 100 continue to apply.

1.199-2

Plants,” to 10 CFR Part 50, states, in part, requirements for the implementation of GDC 2 with

respect to earthquakes.1

 

Licensees and applicants may propose means other than those specified by the provisions

of the Regulatory Position of this guide for meeting applicable regulations. No new standards are

being imposed by this regulatory guide. Implementation of this guidance by licensees will be on a

strictly voluntary basis.

The information collections contained in this regulatory guide are covered by the

requirements of 10 CFR Part 50, which were approved by the Office of Management and Budget

(OMB), approval number 3150-0011. If a means used to impose an information collection does

not display a currently valid OMB control number, the NRC may not conduct or sponsor, and a

person is not required to respond to, the information collection. 

B. DISCUSSION

Component and structural supports are fastened to the concrete building structure by

anchors (steel embedments) that transmit forces to the concrete building structure by bearing,

shear, tension, or a combination thereof. Structural failure of piping supports for safety systems

and questions concerning the performance of one type of steel embedment, the expansion anchor

bolt, led to the issuance of Inspection and Enforcement Bulletin (IEB) 79-02, "Pipe Support Base

Plate Designs Using Concrete Expansion Anchor Bolts," in November of 1979. Review of reports

required by IEB 79-02 revealed that industry practices varied. No consistency existed in the

design and installation of such anchors as grouted anchors, embedded plates, or inserts. Utilities

and anchor manufacturers were prompted by these inconsistencies to conduct research to answer

questions raised by IEB 79-02. In October 1980, the American Concrete Institute released

Appendix B, “Steel Embedments,“ to ACI 349-80, “Code Requirements for Nuclear Safety

Related Concrete Structures.” The design methodology and code standards in Appendix B to ACI

349-80 were based on a limited amount of available test data.

In December 1980, the NRC designated "Seismic Qualification of Equipment in Operating

Plants" as Unresolved Safety Issue (USI) A-46. The objective of USI A-46 was to develop

alternative seismic qualification methods and acceptance criteria that could be used to assess the

capability of mechanical and electrical equipment in operating nuclear power plants to perform

their intended safety functions. Since equipment is usually anchored to the concrete structure

through steel embedments, it was necessary to ensure that the embedments were capable of

resisting seismic loads. 

In March 1988, in accordance with the provisions of 10 CFR Part 21, it was reported that

tests of some expansion anchor bolts had disclosed that the previously recommended minimum
1.199-3

edge distance from an unsupported edge of five times the anchor bolt diameter might be

insufficient to develop 100% of the recommended anchor capacity. The issue of minimum edge

distance was incorporated into USI A-46.

The Seismic Qualification Utility Group (SQUG) developed a Generic Implementation

Plan (GIP), including criteria and walkdown procedures, that was used to resolve the concerns of

USI A-46. Following NRC approval of the GIP, each utility conducted a walkdown of its nuclear

facilities using the GIP criteria and procedures.

The criteria and procedures specified for anchorage walkdown in the GIP contained

specific information related to bolt strength. The GIP, including criteria and walkdown

procedures, has been reviewed and accepted by the NRC.

Since the release of Appendix B to ACI 349-80 in 1980 and the resolution of USI A-46,

extensive work has been done by the ACI 349 code committee and others in the industry (EPRI

NP-5228). Recent testing sponsored by industry groups in the United States and Europe and by

the NRC has increased the amount and type of test data available to code committees (ASCE,

NUREG/CR-5434, NUREG/CR-2999, NUREG/CR-5563, and SP-130).

As a result of extensive studies and tests performed since the late 1980s, questions were

raised regarding the design methodology used in Appendix B to ACI 349-80. These questions

were on the shape of the anchor pullout cone under tensile loads, behavior of bolt groups, and edge

conditions. Traditionally, the pullout cone has been assumed to be a 45 cone initiating at the

bearing edge of the anchor (anchor head) and radiating toward the free surface of the concrete

member. However, later research and test results have shown the pullout cones vary with

embedment. For deeper embedments, the pullout cone was shown to be closer to a 35 cone and

was also shown that the concrete breakout failures for anchor bolt groups and edge conditions

were different from a bolt embedded in concrete far from concrete free edges. Based on these

latest findings, a new methodology, the Concrete Capacity or "CC-Method," was proposed to the

ACI 349 code committee by independent researchers (Fuchs, Eligehausen, and Breen). After an

extensive review of all available test data, in February 2001 the ACI 349 code committee issued a

revision to Appendix B that was based, in part, on the CC-Method.

Anchors used in nuclear power plants may need to withstand stress for long periods of time

and may need to compensate for additional transient-imposed stresses as a result of environmental

effects. Thus, it is necessary to carefully evaluate anchor performance, taking into consideration

the environment to which the anchors are subjected (ACI 355). This Regulatory Guide 1.199

generally endorses Appendix B (February 2001) to ACI 349-01, with exceptions in the area of load

combinations. In addition, the guide has supplementary recommendations in the areas of

materials, installation, inservice inspection, and the use of anchors in masonry walls.

Discussion of Regulatory Positions

This regulatory guide sets forth Regulatory Positions on the New Appendix B to ACI 349-

01. The reasons for each of these regulatory positions are as follows.
1.199-4

Regulatory Position 1 endorses Appendix B to ACI 349-01. The notations and definitions

in Sections B.0, “Notation,” and B.1, “Definitions,” are acceptable to the NRC staff because they

reflect the latest industry practices. 

Regulatory Position 1.2 supplements Section B.3, “General Requirements,” of Appendix B

in three areas: load combinations, testing, and materials. The staff recommends that the load

combinations specified in Regulatory Position 1.3 be used instead of the load combinations

outlined in Section 9.2 of ACI 349-01 and specified in Section B.3.2 of Appendix B. Section

B.3.3 provides for testing post-installed anchors in cracked concrete under seismic loads. The

NRC staff agrees with the guidance of Section B.3.3, but also recommends that ASTM E488-96

should be used as a guide for establishing a test program because ASTM E488-96 is a recent

standard based on industry consensus. Additionally, for post-installed mechanical anchors, ACI

Standard ACI 355.2-01, “Evaluating the Performance of Post-Installed Mechanical Anchors in

Concrete,” can be used as a guide for establishing a test program for post-installed anchors.

Section B.3.7 states that material standards should be specified by the Engineer so that

embedment design is compatible with the attachment. In general, specifications provide that metal

anchors be made of a material that is resistant to corrosive conditions or coated with a protective

material. In the case of metal anchors, the material should be stable in the concrete of the support

structure and not cause any chemical reactions that could adversely affect the concrete or any

reinforcement that may be present.

Regulatory Position 1.3 endorses Section B.4, “General Requirements for Strength of

Structural Anchors,” of ACI 349-01. However, the staff disagrees with Section B.4.4, which

provides that the load combinations of Section 9.2 of ACI 349-01 should be used. The staff agrees

with the strength reduction factors given in Section B.4.4. Load factors consistent with SRP

Section 3.8.4, “Other Seismic Category I Structures,” should be applied to the load combinations

given in Section 9.2 of ACI 349-01.

Regulatory Position 1.4 endorses Section B.5, “Design Requirements for Tensile Loading,”

and Section B.6, “Design Requirements for Shear Loading,” of Appendix B. The NRC staff

endorses Sections B.5 and B.6 because they are based on extensive test data and incorporate the

latest knowledge on the subject.

Regulatory Position 1.5 endorses Section B.7, “Interaction of Tensile and Shear Forces,”

and B.8, “Required Edge Distances, Spacings, and Thicknesses to Preclude Splitting Failure,” of

Appendix B. The NRC staff endorses Sections B.7 and B.8 because they are based on test data and

incorporate the latest knowledge on the subject.

Regulatory Position 1.6 endorses and supplements Section B.9, “Installation of Anchors.”

Tests have shown that the proper installation of anchors is of prime importance in ensuring good

anchor performance. The intentions of the guide are not to specify a detailed program for anchor

installation but to ensure that the factors important for good anchor performance are considered

before the anchor is installed. In addition, it is necessary to provide a sufficient preload to
1.199-5

expansion anchors to set the anchor mechanism, limit the initial slip of the anchor, and aid in

withstanding cyclic loads. 

Regulatory Position 1.7 endorses Section B.10, “Structural Plates, Shapes, and Specialty

Inserts,” and Section B.11, “Shear Capacity of Embedded Plates and Shear Lugs,” because they are

based on test data and incorporate the latest knowledge on the subject. For Section B.12, “Grouted

Embedments,” the NRC staff recommends that code requirements be followed. 

Section B.9 of Appendix B states that the Engineer should specify an anchor inspection

program. Regulatory Position 2 recommends the creation of guidelines to help ensure that anchors

are properly installed and provide satisfactory service throughout the life of the structure. An

anchor inspection program is to cover the installation and inservice conditions of anchors. An

inspection of anchors during the installation stage will verify that they are of the specified size and

type and that thread stripping has not occurred. Items recommended for inspection during and after

the installation stage include the items discussed in Regulatory Positions 1.6 and 2 of this guide. 

Appendix B to ACI 349-01 does not include masonry in its scope; therefore Regulatory

Position 7 offers guidance on the use of anchors in masonry. The extensive use of anchors

(expansion and others) has led to considerable concern over the behavior of anchors in concrete

masonry. Manufacturers generally indicate only the load capacities for anchors tested in

cast-in-place concrete and do not recommend expansion anchors for use in concrete masonry. 

Until recently, the use of anchors in masonry was not subject to licensing review. Even though

most standards and architect/engineer's specifications prohibit the use of anchors in concrete

masonry units (CMUs), a review of licensees' responses to IEB 79-02 indicated the use of anchors

in CMUs.

Licensees’ use of anchors in CMUs was limited in most cases to a small number of piping

supports for Seismic Category I piping in a few plants, which raised questions about the anchors'

performance and capabilities in concrete block walls. The limited amount of data available on

static tests performed on anchor bolts installed in concrete block walls indicates that the ultimate

capacity of bolts in concrete block walls is lower than that of the same type and size anchors in

cast-in-place concrete. The possibility that the block walls were constructed using pumice material

also exists. Because of the high void ratio, pumice concrete masonry units are superior in terms of

thermal conductivity and fire resistance. However, individual block compressive strength could be

as low as 700 psi, with the average being approximately 1000 psi. The lack of strength could cause

the bolt expansion mechanism to actually cut into the pumice material, resulting in limited

anchorage capacity. It is also expected that, under dynamic loading, the ultimate capacity of

anchors will be further reduced. Until standards addressing anchoring in masonry are developed,

the use of anchors in block walls is not recommended.

C. REGULATORY POSITION

The following Regulatory Positions describe recommendations to qualify, design, install,

and inspect steel embedments installed in concrete to support components and structures. 
1.199-6

1. The procedures and standards of Appendix B to ACI 349-01 are acceptable to the

NRC staff as described and supplemented below. The recommendations are applicable to the types

of anchors discussed in Section B.1, "Definitions," and B.2, “Scope,” of Appendix B to ACI

349-01. 

1.1 The notations and definitions given in Sections B.0 and B.1 of Appendix B to ACI

349-01 are acceptable to the NRC staff. The position on grouted anchors is in Regulatory Position

1.7. 

1.2 The position on load combinations is given in Regulatory Position 1.3. In addition

to the guidance of Section B.3.3 of Appendix B, the testing recommendations defined in ASTM

E488-96, “Standard Test Methods for Strength of Anchors in Concrete and Masonry Elements,”

are acceptable to the NRC staff as a guide for establishing a testing program. Test methods not

covered by ASTM E488-96 (e.g., combined tension and shear, cracked concrete) should be

established and executed using good engineering judgment. ACI 355.2-01, “Evaluating the

Performance of Post-Installed Mechanical Anchors in Concrete,” provides guidance acceptable to

the NRC staff for determining whether post-installed mechanical anchors are acceptable for use in

uncracked as well as cracked concrete. For materials consideration, the NRC staff recommends 

that anchors be fabricated using a material that is compatible with the environment in which they

will be installed. 

1.3 The load factors used in Section 9.2.1 of ACI 349-01 are acceptable to the NRC

staff except for the following:

1.3.1. In load combinations 9, 10, and 11, 1.2To should be used in place of l.05To.

1.3.2. In load combination 6, 1.4 Pa should be used in place of 1.25Pa.

1.3.3. In load combination 7, 1.25Pa should be used in place of 1.15Pa.

1.3.4 The NRC staff endorses Section B.4, “General Requirements for Strength of

Structural Anchors,” of ACI 349-01. The NRC staff endorses the strength reduction factors given

in Section B.4.4; however, load factors consistent with SRP Section 3.8.4, “Other Seismic

Category I Structures,” should be applied to the load combinations given in Section 9.2 of ACI

349-01.

1.4 The design standards given in Sections B.5, ”Design Requirements for Tensile

Loading,” and B.6, “Design Requirements for Shear Forces,” are acceptable to the staff.

1.5 The design standards given in Sections B.7, “Interaction of Tensile and Shear

Forces,” and B. 8, “Required Edge Distances, Spacing, and Thickness To Preclude Splitting

Failure,” are acceptable to the NRC staff.

1.6 Section B.9, “Installation of Anchors,” is acceptable to the NRC staff. Checks to

be considered in the installation of expansion anchor bolts are:
1.199-7

• Hole diameter is correct

• Embedment depth is proper

• Drill hole angularity is within established limits

• Edge distance and spacing of anchors are to specified values

• Anchor is threaded properly

• Plate thickness meets specified size and thickness values

• Plate bolt-hole size is within established limits

• Anchor has been correctly preloaded

• Correct bolt diameter and length are used

• Bolt hole has been cleared of drill dust

• Concrete is sound (free of voids)

• Grout has been mixed and installed to specifications.

1.7 The design standards given in Sections B.10, “Structural Plates, Shapes, and

Specialty Inserts,” and B.11, “Shear Capacity of Embedded Plates and Shear Lugs,” are acceptable

to the NRC staff. When grouting is the only option, it is recommended that tests be performed in

accordance with Sections B.12.3 and B.12.4 of Appendix B.

2. All anchors should be inspected to verify that they are of the specified size and type. 

Installation standards should be consistent with accepted industry-specified tolerances. Anchor

systems that are external (that part or portion of the anchor that is not embedded in concrete-visible

part) to the concrete surface should be inspected to assure adequate performance during the life of

the structure. In addition to the provisions in Section B.9.2 of Appendix B, the NRC staff

recommends the following post-installed 6-step inspection program to verify the proper

installation of post-installed anchors.

2.1. Are the nut and anchor bolt tight? This step will detect certain types of

installation defects: oversized holes, total lack of preload, loose nuts, damaged subsurface

concrete, and missing plug (for shell type). To implement this step, it is necessary to place

a wrench on the bolt head or nut and to apply a torque. A well-installed bolt should not

rotate under the torque applied equal to about 20% of the normal installation torque.

2.2. Are there washers between the equipment base and the anchor bolt nut or 

bolt head? All bolts should have washers. Oversize washers are recommended for thin

equipment bases. Lock washers are recommended where even low-level vibration exists.

2.3. Is the bolt spacing in accordance with the anchorage design?

2.4. Is the distance between the bolt and any free concrete surface in 

accordance with the anchorage design (edge condition)?

2.5. Is the concrete sound and uncracked? This inspection element will detect gross

defects in the concrete that could affect the holding power of expansion anchor bolts.

Hairline shrinkage cracks in the vicinity of an expansion bolt are not a matter of concern so
1.199-8

long as the design strength is based upon cracked concrete. If cracks in the vicinity exceed

about 0.01 inch (0.3mm), the design strength should be appropriately reduced.

2.6. Is there a significant gap between the equipment base and the concrete 

surface? This inspection element will identify situations in which the equipment base is

raised. This detail causes concern because shear forces result in flexural stresses in the

anchor bolt. A gap of less than about 1/4 inch is not significant and should be ignored

except as follows. For equipment that contains essential relays (a relay whose function is

essential to plant safety in an earthquake), there should be no gap between the base of the

equipment and the surface of the concrete at the bolt or anchor location. Anchorages with

gaps larger than about 1/4 inch should be evaluated in more detail.

For maximum assurance of adequacy, all six of these steps should be performed for all

bolts. However, adequate assurance can be achieved by a less extensive inspection program. 

Inspection steps 2 through 6, which are simple and mainly visual, should be applied to each bolt. 

However, a sampling approach might be used for the tightness check in step 1. A sampling

program for expansion anchor bolts used in pipe support base plates was recommended in

Appendix A of NRC IE Bulletin 79-02. The essential features of this program may be adopted for

equipment anchorage as shown in Appendix A of this draft guide.

3. All quality assurance standards of ASME NQA-2,1983, "Quality Assurance

Program Requirements for Nuclear Facilities," are applicable to load-bearing steel embedments

and other load-bearing components of component and structural supports.

4. The concrete constituents and embedded materials should be compatible with the

anticipated environmental conditions to which they will be subjected during the life of the plant.

5. Loads and forces on embedments should be properly evaluated to account for

baseplate flexibility and eccentricity of connections and the dynamic (strain rate and low-cycle

fatigue) effects of loads and forces. 

6. The hardness, materials, and heat treatment of high-strength anchor bolts and studs

(Fy > 110 ksi) should be carefully controlled to prevent environmental and stress-corrosion

cracking.

7. Because anchors are not generally specified for masonry, the NRC staff does not

recommend the use of any type of anchor discussed in this guide to attach Seismic Category I

components or systems to concrete block walls that are seismically qualified, except for extremely

low load applications. In locations where it is impossible to avoid the use of anchors, users should

verify through appropriate means (e.g., pull test) that the supports are structurally acceptable.
1.199-9

D. IMPLEMENTATION

The purpose of this section is to provide information to licensees and applicants regarding

the NRC staff’s plans for using this regulatory guide. 

 Except when the applicant or licensee proposes an acceptable alternative method for

complying with specified portions of the NRC’s regulations, the methods described in this guide

are acceptable to the NRC staff in the evaluation of anchors (steel embedments) used for

component and structural supports on concrete structures. Current licensees may, at their option,

comply with the guidance in this regulatory guide.
1

 Copies are available for inspection or copying for a fee from the NRC Public Document Room at 11555 Rockville Pike (first

floor), Rockville, MD; the PDR’s mailing address is USNRC PDR, Washington, DC 20555; telephone (301)415-4737 or 1-

(800)397-4209; fax (301)415-3548; e-mail <PDR@NRC.GOV>. Electronic copies may be available through NRC’s Electronic

Reading Room under ADAMS.

1.199-10

REFERENCES

ACI 349-01 and 349R-01, “Code Requirements for Nuclear Safety Related Concrete Structures,"

with Appendix B, "Steel Embedments," (ACI 349-01) and Commentary (ACI 349R-01) American

Concrete Institute, Farmington Hills, Michigan, 2001. Appendix B, “Anchoring to Concrete,” to

ACI 349-01, “Code Requirements for Nuclear Safety Related Concrete Structures.”

ACI 349-97, "Code Requirements for Nuclear Safety Related Concrete Structures," with Appendix

B, "Steel Embedments," American Concrete Institute Detroit, Michigan, 1997.

ACI 349-80, "Code Requirements for Nuclear Safety Related Concrete Structures," with Appendix

B, "Steel Embedments," American Concrete Institute, Detroit, Michigan, 1980.

ACI 355.2-01/ACI 355.2R-01, “Evaluating the Performance of Post-Installed Mechanical Anchors

in Concrete” (ACI 355.2-01) and “Commentary” (ACI 355.2R-01), American Concrete Institute,

Farmington Hills, MI, 2001.

ASCE Task Group on Steel Embedments, "State-of-the-Art Report on Steel Embedments," Vol. 2,

p. 1080, in Proceedings of the Conference: Structural Engineering in Nuclear Facilities, Raleigh,

North Carolina, American Society of Civil Engineers, September 1984. 

ASME NQA-2, 1983, “Quality Assurance Requirements for Nuclear Power Plants” (with ASME

NQA-2a 1985, Addenda to ASME NQA-2 1983), American Society of Mechanical Engineers,

1983.

ASTM E 488-96, “Standard Test Methods for Strength of Anchors in Concrete and Masonry

Elements,” American Society for Testing and Materials, West Conshohocken, PA, 1996.

EPRI NP-5228, “Seismic Verification of Nuclear Plant Equipment Anchorage,” Volumes 1 and 2,

Electric Power Research Institute, May 1987.

Fuchs, W., R. Eligehausen, and J.E. Breen, "Concrete Capacity Design (CCD) Approach for

Fastening to Concrete," ACI Structural Journal, Volume 92, No. 1, January-February 1995.

GIP, Memo from J.G. Partlow, USNRC, to All USI A-46 Plant Licensees Who Are Members of

the Seismic Qualification Utility Group (SQUG), May 22, 1992. (NUDOCS Accession Number

9205190366)1

IEB 79-02, "Pipe Support Base Plate Designs Using Concrete Expansion Anchor Bolts," 

Inspection and Enforcement Bulletin, USNRC, Revision 2, November 1979. (NUDOCS

Accession Number 7908220136)1
2

 Copies are available at current rates from the U.S. Government Printing Office, P.O. Box 37082, Washington, DC 20402-9328

(telephone (202)512-1800); or from the National Technical Information Service by writing NTIS at 5285 Port Royal Road,

Springfield, VA 22161; (telephone (703)487-4650; <http://www.ntis.gov/ordernow>. Copies are available for inspection or

copying for a fee from the NRC Public Document Room at 11555 Rockville Pike, Rockville, MD; the PDR’s mailing address is

USNRC PDR, Washington, DC 20555; telephone (301)415-4737 or (800)397-4209; fax (301)415-3548; email is

PDR@NRC.GOV. Electronic copies may be available on NRC’s web site in the Electronic Reading Room.

1.199-11

NUREG-0800, “Standard Review Plan for the Review of Safety Analysis Reports for Nuclear

Power Plants,” Section 3.8.4, “Other Seismic Category I Structures,” Revision 1, USNRC, 1981.1

NUREG/CR-2999, M.R. Lindquist, "Final Report on USNRC Anchor Bolt Study Data Survey and

Dynamic Testing," USNRC (HEDL-MISC-7246), December 1982.2

NUREG/CR-5434, R. Klingner et al., "Anchor Bolt Behavior and Strength During Earthquakes,”

USNRC, August 1998.

NUREG/CR-5563, R. Klingner et al., "A Technical Basis for Revision to Anchorage Criteria,"

USNRC, March 1999.

SP-130, "Anchors in Concrete: Design and Behavior," G.A. Senkiw and H.B. Lancelot, Editors,

SP- 130, American Concrete Institute, Farmington Hills, MI, 1991.

USI A-46, “Seismic Qualification of Equipment in Operating Plants,” (Unresolved Safety Issue

USI A-46) in NUREG-1030, “Seismic Qualification of Equipment in Operating Nuclear Power

Plants,” February 1987.2
1

Adapted from: EPRI-NP-5228, May 1987.

1.199-12

APPENDIX A

Sampling Program for Anchor Bolts

This sampling program for expansion anchor bolts used in pipe support base plates was recommended in

Appendix A of NRC IE Bulletin 79-02. The essential features of this program may be adopted for

equipment anchorage.

Perform inspection step 1 in Regulatory Position 2 on at least 25% of the bolts in every equipment

anchorage. If the selected bolts do not pass the inspection, perform step 1 on all bolts in the anchorage. 

OR

Perform inspection step 1 on a randomly selected statistical sample of bolts. The size of the sample and the

number of nonconformances should be such that there is a 95% confidence of no more than 5%

nonconforming bolts. This can be determined as follows:

R RZ ′ = + ( ) n N-n

N-1

R(1-R) 1/2 1/2

 

where:

 R’ = Upper limit of the true defect rate at a specified confidence level (R’ = 0.05 in this

application) 

 R = Defect rate observed in sample

Z = Confidence coefficient for a normally distributed statistical model of test data. For a

95% confidence level, Z= 1.65.

n = Test sample size

N = Total population from which test sample was selected

Table 1 gives the allowable number of nonconforming bolts as a function of the population size N and the

test sample size n.1

When the failure rate for this check exceeds the limitations corresponding to 95% confidence of no more

than 5% nonconforming bolts, the installation procedure should be considered to be unacceptable.
1.199-13

Table 1

ALLOWABLE NUMBER OF NONCONFORMING ANCHORS

Allowable Number of Nonconforming Anchors for Test Sample Size, n

Total

Population

Size, N

40 60 80 100 150 200 250 300 350 400 450 500

100 1 2 3 5 --- --- --- --- --- --- --- ---

200 1 1 2 3 6 10 --- --- --- --- --- ---

300 1 1 2 3 5 7 10 15 --- --- --- ---

400 1 1 2 3 5 7 9 12 15 20 --- ---

500 1 1 2 3 5 7 9 12 14 17 20 25

600 1 1 2 3 5 7 9 11 14 16 19 22

700 1 1 2 3 4 7 9 11 13 16 18 21

800 1 1 2 3 4 6 9 11 13 16 18 21

900 1 1 2 3 4 6 8 11 13 15 18 20

1,000 1 1 2 3 4 6 8 11 13 15 17 20
1.199-14

REGULATORY ANALYSIS

A draft regulatory analysis was published with the draft of this guide when it was originally

published for public comment (Draft Regulatory Guide DG-1099, July 2002, ADAMS accession

number ML021910490). No changes were necessary to the regulatory analysis, so a separate

regulatory analysis has not been prepared for Regulatory Guide 1.199. A copy of the draft

regulatory analysis is available for inspection or copying for a fee in the NRC’s Public Document

Room at 11555 Rockville Pike, Rockville, MD; the PDR’s mailing address is USNRC PDR,

Washington, DC 20555; telephone (301)415-4737 or 1-(800)397-4209; fax (301)415-3548; e-mail

<PDR@NRC.GOV>.