Report on Applicability of the Hilti HSL-3 Heavy Duty Sleeve Anchor for use in Components and Structural Supports in Nuclear Facilities A Review and Recommendation concerning testing compliance with USNRC General Design Criterion (GDC) 1, “Quality Standards and Records,” of Appendix A, “General Design Criteria for Nuclear Power Plants,” to 10 CFR Part 50, and Appendix B of ACI 349-01 Report WC 11-02 Prepared for Hilti, Inc. Tulsa Oklahoma by Richard E. Wollmershauser, P.E.
Report WC 11-02 Hilti HSL-3 Compliance September 30, 2011 Tulsa, Oklahoma Table of Contents 1. Purpose and Scope.……………………………………………………………1 2. Qualification Testing Program..……………………………………………2 3. Testing Differences among ICC-ES AC193, ACI 355.2-01, and ACI 349-01 Requirements and Resolution of those Differences…3 4. Conclusions and Recommendations………………………………………8 5. References…………………………………………………………………………9 6.
Report WC 11-02 Hilti HSL-3 Compliance September 30, 2011 1. Purpose and Scope Hilti has developed an expansion anchor known as the HSL-3 Heavy Duty Sleeve Anchor System. The purpose of this document is to evaluate the qualification testing performed on the Hilti HSL-3 Heavy Duty Sleeve Anchor System and determine whether it is in compliance with the requirements of ACI 355.2-01 and ACI 349-01 as recognized by the United States Nuclear Regulatory Commission in USNRC Regulatory Guide 1.199.
Report WC 11-02 Hilti HSL-3 Compliance September 30, 2011 2. Qualification Testing Program 2.1 Testing was ordered by Hilti in 2003 and conducted under the guidance of Prof. Dr.-ing Rolf Eligehausen of the University of Stuttgart, Germany in 2003 at the Institut Für Werkstoffe Im Bauwesen and other testing laboratories. Testing was performed according to AC193. 2.2 AC193 issued by the ICC Evaluation Service references ACI 355.
Report WC 11-02 Hilti HSL-3 Compliance September 30, 2011 3. Testing Differences among ICC-ES AC193, ACI 355.2-01, and ACI 349-01 Requirements and Resolution of those Differences 3.1 Testing to be performed or witnessed by an accredited laboratory. ACI 355.2-01 in Section 12.1states that, “The testing and evaluation of anchors under ACI 355.
Report WC 11-02 Hilti HSL-3 Compliance September 30, 2011 Table 1—Testing laboratories used for HSL-3 testing 1. CSTB: Centre Scientific et Technique du Batiment, Marne-laVallee, France (accredited by COFRAC (full ILAC-member) 2. IWB: Institut für Werkstoffe im Bauwesen der Universität Stuttgart, Germany (accredited by ICC ES, IAS, and DAR (full ILACmember)) 3. Bautest: Gesellschaft für Forschung und Materialprüfung im Bauwesen GmbH, Augsburg (accredited by DAP (full ILAC-member)) 4.
Report WC 11-02 Hilti HSL-3 Compliance September 30, 2011 on anchorage to concrete. In addition, Prof. Eligehausen conducts his own structural engineering practice as founder and principal of IEA (Ingenieurbüro Eligehausen und Asmus http://www.i-ea.de). 3.3 Method used to calculate the effectiveness factor, k. Both ACI 355.
Report WC 11-02 Hilti HSL-3 Compliance September 30, 2011 3.5 Question on measurement of ductility of the HSL-3 anchor steel. ACI 355.2-01 does not contain criteria for establishing the ductility of mechanical anchor steel. ACI 318-02 (Section D.1 Definitions) define it as, “ductile steel element—An element with a tensile test elongation of at least 14 percent and reduction in area of at least 30 percent. A steel element meeting the requirements of ASTM A 307 shall be considered ductile.
Report WC 11-02 Hilti HSL-3 Compliance September 30, 2011 4. Conclusions and Recommendations 4.1 The areas where ACI 355.2-01 and ACI 349-01 differ from AC193 are discussed above. Evidence is provided demonstrating that, while the language of the standards varies, the actual testing and evaluation neverthe-less met their intent and requirements. The remainder of ACI 355.2-01 and ACI 349-01 does not contain any other requirements that are functionally different from AC193.
Report WC 11-02 Hilti HSL-3 Compliance September 30, 2011 5. References 1. ACI 349-01 Code Requirements for Nuclear Safety Related Concrete Structures; Appendix B, Anchoring to Concrete; American Concrete Institute, Farmington Hills, MI. 2. ACI 355.2-01 Evaluating the Performance of Post-Installed Mechanical Anchors in Concrete; American Concrete Institute; Farmington Hills, MI. 3.
Report WC 11-02 Hilti HSL-3 Compliance September 30, 2011 Appendix A (Supplied by Hilti, Inc, Tulsa, Oklahoma) Design information for the Hilti Heavy Duty Sleeve Anchor HSL-3 in Accordance with ACI 349-01 Appendix B. 1.0 SCOPE This guide is intended to provide guidance on the design of anchorages with Hilti Sleeve Anchors HSL-3 in accordance with ACI 349-01 Appendix B. Note this design varies from current general industry practice following ACI 318 Appendix D.
Report WC 11-02 Hilti HSL-3 Compliance September 30, 2011 FIGURE 1—HSL-3 (BOLT VERSION SHOWN) FIGURE 2—HSL-3 HEAD CONFIGURATIONS FIGURE 3—CORRECT INSTALLATION OF HSL-3 (BOLT VERSION SHOWN) 10
Report WC 11-02 Hilti HSL-3 Compliance September 30, 2011 TABLE 1—HSL-3 DESIGN INFORMATION Design parameter Symbol Units do Anchor O.D. hef,min Effective min. embedment depth Nominal anchor diameter M8 M10 M12 M16 M20 M24 mm 12 15 18 24 28 32 in. 0.47 0.59 0.71 0.94 1.10 1.26 mm 60 70 80 100 125 150 in. 2.36 2.76 3.15 3.94 4.92 5.91 Strength reduction factor for tension, steel failure modes1 φ - 0.
Report WC 11-02 Hilti HSL-3 Compliance September 30, 2011 TABLE 2—HSL-3 EDGE DISTANCE, SPACING AND MEMBER THICKNESS REQUIREMENTS Case Dimensional parameter Symbol A Minimum concrete thickness hmin,A A Critical edge distance2 cac,A A Minimum edge distance3 cmin,AA A Minimum anchor spacing3 smin,AA A Minimum edge distance3 cmin,AB A Minimum anchor spacing3 smin,AB B Minimum concrete thickness hmin,B B Critical edge distance2 B Minimum edge distance3 cmin,BA B Minimum anchor sp
Report WC 11-02 Hilti HSL-3 Compliance September 30, 2011 FIGURE 5—EXAMPLE CALCULATION Given: (2) HSL-3 M10 anchors under static tension load as shown. hef = 2.76 in. Slab on grade with f 'c = 3,000 psi. No supplementary reinforcing. Assume cracked normal-weight concrete. Calculate the design strength in tension for this configuration. Calculation per ACI 349-01 Appendix B and this document. ACI 349-01 Guide Ref. Step 1. Calculate steel strength of anchor in tension N s = nAse, Nfut = 2 x 0.
