Regulatory Guide 1.199

Anchoring Components and Structural Supports in Concrete (DG-1099)

ML033360660
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Issue date:	11/30/2003
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DG-1099 RG-1.199
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Regulatory guides are issued to describe and make available to the public such information as methods acceptable to the NRC staff for implementing specificparts 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 itsreview of applications for permits and license Regulatory guides are not substitutes for regulations, and compliance with them is not require Methods andsolutions 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 permitor license by the Commission.This guide was issued after consideration of comments received from the publi Comments and suggestions for improvements in these guides are encouragedat all times, and guides will be revised, as appropriate, to accommodate comments and to reflect new information or experienc Written comments may besubmitted to the Rules and Directives Branch, ADM, U.S. Nuclear Regulatory Commission, Washington, DC 20555-000 Regulatory guides are issued in ten broad divisions: 1, Power Reactors; 2, Research and Test Reactors; 3, Fuels and Materials Facilities; 4, Environmentaland 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. NuclearRegulatory Commission, Washington, DC 20555-0001, or by fax to (301)415-2289, or by email to DISTRIBUTION@NRC.GO Electronic copies of this guideand other recently issued guides are available at NRC's home page at <WWW.NRC.GOV> through the Electronic Reading Room, Accession NumberML033360660.U.S. NUCLEAR REGULATORY COMMISSION November 2003REGULATORY GUIDEOFFICE OF NUCLEAR REGULATORY RESEARCHREGULATORY GUIDE 1.199(Draft was issued as DG-1099)ANCHORING COMPONENTS AND STRUCTURAL SUPPORTS INCONCRETE INTRODUCTIONThis regulatory guide is being issued to provide guidance to licensees and applicants onmethods 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, "GeneralDesign 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 performe 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 accident Appendix B, "Quality Assurance Criteria for NuclearPower Plants and Fuel Reprocessing Plants," to 10 CFR Part 50 establishes overall quality assurancefor SSCs important to safet 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 ora construction permit or operating license pursuant to 10 CFR Part 50 on or after January 10, 199 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.1.199-2Plants," to 10 CFR Part 50, states, in part, requirements for the implementation of GDC 2 withrespect to earthquake Licensees and applicants may propose means other than those specified by the provisionsof the Regulatory Position of this guide for meeting applicable regulation No new standards are being imposed by this regulatory guid Implementation of this guidance by licensees will be on a strictly voluntary basis.The information collections contained in this regulatory guide are covered by therequirements of 10 CFR Part 50, which were approved by the Office of Management and Budget (OMB), approval number 3150-001 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 collectio DISCUSSION Component and structural supports are fastened to the concrete building structure byanchors (steel embedments) that transmit forces to the concrete building structure by bearing, shear, tension, or a combination thereo 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 197 Review of reports required by IEB 79-02 revealed that industry practices varie No consistency existed in the design and installation of such anchors as grouted anchors, embedded plates, or insert Utilities and anchor manufacturers were prompted by these inconsistencies to conduct research to answer questions raised by IEB 79-0 In October 1980, the American Concrete Institute released Appendix B, "Steel Embedments," to ACI 349-80, "Code Requirements for Nuclear SafetyRelated Concrete Structures." The design methodology and code standards in Appendix B to ACI349-80 were based on a limited amount of available test data.In December 1980, the NRC designated "Seismic Qualification of Equipment in OperatingPlants" as Unresolved Safety Issue (USI) A-4 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 function 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 thattests of some expansion anchor bolts had disclosed that the previously recommended minimum 1.199-3edge distance from an unsupported edge of five times the anchor bolt diameter might beinsufficient to develop 100% of the recommended anchor capacit The issue of minimum edge distance was incorporated into USI A-46.The Seismic Qualification Utility Group (SQUG) developed a Generic ImplementationPlan (GIP), including criteria and walkdown procedures, that was used to resolve the concerns of USI A-4 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 containedspecific information related to bolt strengt 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 wereraised regarding the design methodology used in Appendix B to ACI 349-8 These questions were on the shape of the anchor pullout cone under tensile loads, behavior of bolt groups, and edge condition Traditionally, the pullout cone has been assumed to be a 45 cone initiating at thebearing edge of the anchor (anchor head) and radiating toward the free surface of the concrete membe However, later research and test results have shown the pullout cones vary with embedmen For deeper embedments, the pullout cone was shown to be closer to a 35 cone andwas 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 edge 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 timeand may need to compensate for additional transient-imposed stresses as a result of environmental effect 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 combination 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 PositionsThis regulatory guide sets forth Regulatory Positions on the New Appendix B to ACI 349-0 The reasons for each of these regulatory positions are as follow .199-4Regulatory Position 1 endorses Appendix B to ACI 349-0 The notations and definitionsin Sections B.0, "Notation," and B.1, "Definitions," are acceptable to the NRC staff because theyreflect the latest industry practice Regulatory Position 1.2 supplements Section B.3, "General Requirements," of Appendix Bin three areas: load combinations, testing, and material 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 Section B. provides for testing post-installed anchors in cracked concrete under seismic load 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 consensu Additionally, for post-installed mechanical anchors, ACI Standard ACI 355.2-01, "Evaluating the Performance of Post-Installed Mechanical Anchors inConcrete," 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 thatembedment design is compatible with the attachmen In general, specifications provide that metal anchors be made of a material that is resistant to corrosive conditions or coated with a protective materia 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 ofStructural Anchors," of ACI 349-0 However, the staff disagrees with Section B.4.4, whichprovides that the load combinations of Section 9.2 of ACI 349-01 should be use The staff agrees with the strength reduction factors given in Section B. Load factors consistent with SRP Section 3.8.4, "Other Seismic Category I Structures," should be applied to the load combinationsgiven 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 The NRC staffendorses 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," ofAppendix 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 performanc 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 installe In addition, it is necessary to provide a sufficient preload to 1.199-5expansion anchors to set the anchor mechanism, limit the initial slip of the anchor, and aid inwithstanding cyclic loads. Regulatory Position 1.7 endorses Section B.10, "Structural Plates, Shapes, and SpecialtyInserts," and Section B.11, "Shear Capacity of Embedded Plates and Shear Lugs," because they arebased on test data and incorporate the latest knowledge on the subjec For Section B.12, "GroutedEmbedments," the NRC staff recommends that code requirements be followed. Section B.9 of Appendix B states that the Engineer should specify an anchor inspectionprogra 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 structur An anchor inspection program is to cover the installation and inservice conditions of anchor 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 occurre Items recommended for inspection during and after the installation stage include the items discussed in Regulatory Positions 1.6 and 2 of this guid Appendix B to ACI 349-01 does not include masonry in its scope; therefore RegulatoryPosition 7 offers guidance on the use of anchors in masonr The extensive use of anchors (expansion and others) has led to considerable concern over the behavior of anchors in concrete masonr 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 masonr Until recently, the use of anchors in masonry was not subject to licensing revie 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 pipingsupports for Seismic Category I piping in a few plants, which raised questions about the anchors'

performance and capabilities in concrete block wall 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 concret The possibility that the block walls were constructed using pumice material also exist Because of the high void ratio, pumice concrete masonry units are superior in terms of thermal conductivity and fire resistanc However, individual block compressive strength could be as low as 700 psi, with the average being approximately 1000 ps The lack of strength could cause the bolt expansion mechanism to actually cut into the pumice material, resulting in limited anchorage capacit It is also expected that, under dynamic loading, the ultimate capacity of anchors will be further reduce Until standards addressing anchoring in masonry are developed, the use of anchors in block walls is not recommende REGULATORY POSITION The following Regulatory Positions describe recommendations to qualify, design, install,and inspect steel embedments installed in concrete to support components and structure .199-61.The procedures and standards of Appendix B to ACI 349-01 are acceptable to theNRC staff as described and supplemented belo The recommendations are applicable to the types of anchors discussed in Section B.1, "Definitions," and B.2, "Scope," of Appendix B to ACI349-01. 1.1The notations and definitions given in Sections B.0 and B.1 of Appendix B to ACI349-01 are acceptable to the NRC staf The position on grouted anchors is in Regulatory Position 1.7. 1.2 The position on load combinations is given in Regulatory Position In additionto 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 progra Test methods not covered by ASTM E488-96 (e.g., combined tension and shear, cracked concrete) should be established and executed using good engineering judgmen ACI 355.2-01, "Evaluating thePerformance of Post-Installed Mechanical Anchors in Concrete," provides guidance acceptable tothe NRC staff for determining whether post-installed mechanical anchors are acceptable for use in uncracked as well as cracked concret 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 NRCstaff except for the following:1. In load combinations 9, 10, and 11, 1.2To should be used in place of l.05To.1. In load combination 6, 1.4 Pa should be used in place of 1.25Pa.1. In load combination 7, 1.25Pa should be used in place of 1.15Pa.1. The NRC staff endorses Section B.4, "General Requirements for Strength ofStructural Anchors," of ACI 349-0 The NRC staff endorses the strength reduction factors givenin Section B.4.4; however, load factors consistent with SRP Section 3.8.4, "Other SeismicCategory I Structures," should be applied to the load combinations given in Section 9.2 of ACI349-01.1.4The design standards given in Sections B.5, "Design Requirements for TensileLoading," 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 ShearForces," and B. 8, "Required Edge Distances, Spacing, and Thickness To Preclude SplittingFailure," are acceptable to the NRC staff.1.6 Section B.9, "Installation of Anchors," is acceptable to the NRC staf Checks tobe considered in the installation of expansion anchor bolts are:

1.199-7Hole diameter is correctEmbedment depth is properDrill hole angularity is within established limitsEdge distance and spacing of anchors are to specified valuesAnchor is threaded properlyPlate thickness meets specified size and thickness valuesPlate bolt-hole size is within established limitsAnchor has been correctly preloadedCorrect bolt diameter and length are usedBolt hole has been cleared of drill dustConcrete 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, andSpecialty Inserts," and B.11, "Shear Capacity of Embedded Plates and Shear Lugs," are acceptableto the NRC staf 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 tolerance 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 structur 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 ofinstallation 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 torqu 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 thinequipment 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 grossdefects 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 1.199-8long as the design strength is based upon cracked concret If cracks in the vicinity exceedabout 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 israise This detail causes concern because shear forces result in flexural stresses in the anchor bol A gap of less than about 1/4 inch is not significant and should be ignored except as follow 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 locatio 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 allbolt However, adequate assurance can be achieved by a less extensive inspection progra Inspection steps 2 through 6, which are simple and mainly visual, should be applied to each bol However, a sampling approach might be used for the tightness check in step A sampling program for expansion anchor bolts used in pipe support base plates was recommended in Appendix A of NRC IE Bulletin 79-0 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 AssuranceProgram 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 theanticipated 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 forbaseplate 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 notrecommend 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 application 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 acceptabl .199-9 IMPLEMENTATIONThe purpose of this section is to provide information to licensees and applicants regardingthe NRC staff's plans for using this regulatory guid Except when the applicant or licensee proposes an acceptable alternative method forcomplying with specified portions of the NRC's regulations, the methods described in this guideare acceptable to the NRC staff in the evaluation of anchors (steel embedments) used for component and structural supports on concrete structure Current licensees may, at their option, comply with the guidance in this regulatory guid Copies are available for inspection or copying for a fee from the NRC Public Document Room at 11555 Rockville Pike (firstfloor), 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 ElectronicReading Room under ADAMS.1.199-10REFERENCESACI 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) AmericanConcrete Institute, Farmington Hills, Michigan, 200 Appendix B, "Anchoring to Concrete," toACI 349-01, "Code Requirements for Nuclear Safety Related Concrete Structures." ACI 349-97, "Code Requirements for Nuclear Safety Related Concrete Structures," with AppendixB, "Steel Embedments," American Concrete Institute Detroit, Michigan, 1997.ACI 349-80, "Code Requirements for Nuclear Safety Related Concrete Structures," with AppendixB, "Steel Embedments," American Concrete Institute, Detroit, Michigan, 1980.ACI 355.2-01/ACI 355.2R-01, "Evaluating the Performance of Post-Installed Mechanical Anchorsin 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 198 ASME NQA-2, 1983, "Quality Assurance Requirements for Nuclear Power Plants" (with ASMENQA-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 MasonryElements," 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., Eligehausen, and J.E. Breen, "Concrete Capacity Design (CCD) Approach forFastening 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 ofthe Seismic Qualification Utility Group (SQUG), May 22, 199 (NUDOCS Accession Number 9205190366)1IEB 79-02, "Pipe Support Base Plate Designs Using Concrete Expansion Anchor Bolts," Inspection and Enforcement Bulletin, USNRC, Revision 2, November 197 (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 orcopying for a fee from the NRC Public Document Room at 11555 Rockville Pike, Rockville, MD; the PDR's mailing address isUSNRC PDR, Washington, DC 20555; telephone (301)415-4737 or (800)397-4209; fax (301)415-3548; email is PDR@NRC.GO Electronic copies may be available on NRC's web site in the Electronic Reading Room.1.199-11NUREG-0800, "Standard Review Plan for the Review of Safety Analysis Reports for NuclearPower 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 andDynamic Testing," USNRC (HEDL-MISC-7246), December 1982.2NUREG/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 IssueUSI A-46) in NUREG-1030, "Seismic Qualification of Equipment in Operating Nuclear PowerPlants," February 198 Adapted from: EPRI-NP-5228, May 1987.1.199-12APPENDIX ASampling Program for Anchor BoltsThis sampling program for expansion anchor bolts used in pipe support base plates was recommended inAppendix A of NRC IE Bulletin 79-0 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 equipmentanchorag If the selected bolts do not pass the inspection, perform step 1 on all bolts in the anchorag ORPerform inspection step 1 on a randomly selected statistical sample of bolts. The size of the sample and thenumber of nonconformances should be such that there is a 95% confidence of no more than 5%

nonconforming bolts. This can be determined as follows:RRZn N-nN-1R(1-R)1/21/2 where: R' = Upper limit of the true defect rate at a specified confidence level (R' = 0.05 in thisapplication) R = Defect rate observed in sampleZ = Confidence coefficient for a normally distributed statistical model of test dat For a95% confidence level, Z= 1.6 = Test sample size N = Total population from which test sample was selectedTable 1 gives the allowable number of nonconforming bolts as a function of the population size N and thetest sample size n.1When 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 unacceptabl .199-13Table 1ALLOWABLE NUMBER OF NONCONFORMING ANCHORSAllowable Number of Nonconforming Anchors for Test Sample Size, nTotalPopulation Size, N4060801001502002503003504004505001001235------------------------2001123610------------------3001123571015------------

4001123579121520------

50011235791214172025 60011235791114161922 70011234791113161821 80011234691113161821 90011234681113151820 1,00011234681113151720 1.199-14REGULATORY ANALYSISA draft regulatory analysis was published with the draft of this guide when it was originallypublished 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 1.19 A copy of the draft regulatory analysis is available for inspection or copying for a fee in the NRC's Public DocumentRoom 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>.