April 30, Proposed Revisions to the Acceptance Criteria for Post-installed Adhesive Anchors in Concrete Elements, Subject AC R1 (AHG/HS)

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1 Thomas Associates, Inc. Executive Director AC R2 #1 CONCRETE ANCHOR MANUFACTURERS ASSOCIATION 1300 Sumner Ave Cleveland, Ohio (T) (F) Andra Hoermann-Gast Senior Staff Engineer ICC Evaluation Services, Inc Workman Mill Road Whittier, CA 9060 April 30, 2013 SUBJECT: Proposed Revisions to the Acceptance Criteria for Post-installed Adhesive Anchors in Concrete Elements, Subject AC R1 (AHG/HS) Dear Andra: We are writing to comment on the revisions to the acceptance criteria for adhesive anchor systems in, AC308. In response to the staff memo of April 25, 2013, CAMA offers the attached revision to the draft of AC308 dated February 2, We would also like to respond to the points raised in the staff memo as follows: 1. Comment: Clarification of the procedures for the reference, suitability and service-condition tests with respect to curing time of the adhesive. We have concerns regarding the effects of postcuring bond strength and sustained load response. Response: CAMA agrees that in general the curing time associated with reference tests should be approximately equal to that used for the suitability and service-condition tests to avoid any undue influence from post-curing of the adhesive. A requirement has been added in Section to address this concern. 2. Comment: Clarification regarding the need for additional cure time verification tests at minimum and maximum installation temperatures. Response: Additional cure time tests, at minimum and maximum temperatures, have been added to the criteria, see Section Comment: Clarification of limitation or restrictions regarding the age of the at the time of testing. The ICC-ES staff seeks information regarding the relevance of age for the bond strength of adhesive anchor systems as measured in confined tension tests. Response: As a placeholder, a new Section has been added restricting the age of specimens used for testing unless comparison tests are performed to show that the older does not have an influence on bond strength. CAMA is continuing to review the existing database in this regard. 4. Comment: Clarification of procedures for the installation direction tests (horizontal and overhead tests) specified in ACI 355.4, and corresponding reference tests. For example, the requirements in ACI are not specific with regard to the temperature at which the injection tests in clear tubing are to be conducted. Response: The sections addressing the overhead and

2 horizontal installation tests have been extensively revised to clarify the manner in which these tests are to be conducted. See especially Section , Section and Fig Comment: Clarification of the justification for Table 9.2 (supplementary testing requirement for recognition of reinforcing bars as anchor elements) with attention to the possible influence of annular gap on bond strength. Response: CAMA has conducted extensive discussions on the requirements for reinforcing bar anchor elements when added to a full program for threaded rod anchor elements. These discussions have in part been informed by current practice, but also by practical considerations regarding the similarity in behavior between threaded rod and reinforcing bars with respect to bond strength. To address deviations in bond strength that might be associated with variations in the thickness of the adhesive annulus (annular gap) between threaded rod and reinforcing bar anchor elements, a footnote has been added that requires performance of the sustained load test with reinforcing bar elements if the annular gap delta between threaded rod and rebar exceeds a threshold value. In addition, reference tests are now required for all diameters of reinforcing bar, and the crack movement test has been added to the table. We believe that the table now provides a consistent and conservative basis on which to add recognition of reinforcing bars as anchor elements in the test program. 6. Comment:...the results of the test series currently being conducted (at the) University of Stuttgart and the evaluation of those tests, particularly with regard to the new test setup shown in AC308 (new Figure 4.6), should be submitted. Response: It is our understanding that the tests on the revised specimen configuration as reflected in Fig. 4.6 will be conducted in either the 1 st or 2 nd week of May and that a report of the results will be ready in time for the ICC-ES Committee hearings in June. If for any reason the specimen cannot be judged as appropriate for the qualification of post-installed reinforcing bars in time for the June hearings, we would recommend that the criteria be adopted with a hold put on the implementation of the sections pertaining to post-installed reinforcing bars, viz. Table 3.8 and associated sections. We will be available at the hearings to answer any questions you may have. Thank you for your attention in this matter. Sincerely, CRAIG H. ADDINGTON Attachments: draft AC308 dated April , clean and underline-strikeout versions.

3 1Not (800) (562) A Subsidiary of the International Code Council PROPOSED REVISIONS TO THE ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS AC308 Proposed December 2012 Previously approved November 2009, June 2009, October 2008, August 2008, May 2008, February 2008, January 2008, October 2007, June 2007, February 2007, June 2006 PREFACE Evaluation reports issued by ICC Evaluation Service, Inc. (ICC-ES), are based upon performance features of the International family of codes and other widely adopted code families, including the Uniform Codes, the BOCA National Codes, and the SBCCI Standard Codes. Section of the International Building Code reads as follows: The provisions of this code are not intended to prevent the installation of any materials or to prohibit any design or method of construction not specifically prescribed by this code, provided that any such alternative has been approved. An alternative material, design or method of construction shall be approved where the building official finds that the proposed design is satisfactory and complies with the intent of the provisions of this code, and that the material, method or work offered is, for the purpose intended, at least the equivalent of that prescribed in this code in quality, strength, effectiveness, fire resistance, durability and safety. Similar provisions are contained in the Uniform Codes, the National Codes, and the Standard Codes. This acceptance criteria has been issued to provide all interested parties with guidelines for demonstrating compliance with performance features of the applicable code(s) referenced in the acceptance criteria. The criteria was developed and adopted following public hearings conducted by the ICC-ES Evaluation Committee, and is effective on the date shown above. All reports issued or reissued on or after the effective date must comply with this criteria, while reports issued prior to this date may be in compliance with this criteria or with the previous edition. If the criteria is an updated version from the previous edition, a solid vertical line ( ) in the margin within the criteria indicates a technical change, addition, or deletion from the previous edition. A deletion indicator ( ) is provided in the margin where a paragraph has been deleted if the deletion involved a technical change. This criteria may be further revised as the need dictates. ICC-ES may consider alternate criteria, provided the report applicant submits valid data demonstrating that the alternate criteria are at least equivalent to the criteria set forth in this document, and otherwise demonstrate compliance with the performance features of the codes. Notwithstanding that a product, material, or type or method of construction meets the requirements of the criteria set forth in this document, or that it can be demonstrated that valid alternate criteria are equivalent to the criteria in this document and otherwise demonstrate compliance with the performance features of the codes, ICC-ES retains the right to refuse to issue or renew an evaluation report, if the product, material, or type or method of construction is such that either unusual care with its installation or use must be exercised for satisfactory performance, or if malfunctioning is apt to cause unreasonable property damage or personal injury or sickness relative to the benefits to be achieved by the use of the product, material, or type or method of construction. Acceptance criteria are developed for use solely by ICC-ES for purposes of issuing ICC-ES evaluation reports. Copyright

4 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) 1.0 INTRODUCTION 1.1 Purpose: The purpose of this acceptance criteria is to establish requirements for adhesive anchors, torquecontrolled adhesive anchors, and post-installed reinforcing bars in elements to be recognized in an ICC Evaluation Service, Inc. (ICC-ES), evaluation report under the 2012, 2009 and 2006 International Building Code (IBC), and the 2012, 2009 and 2006 International Residential Code (IRC),. Bases of recognition are IBC Section and IRC Section R The reason for the development of this criteria is to allow for recognition of the use of adhesive anchors in to create connections between structural and attachments and the use of post-installed reinforcing bars in accordance with the code. 1.2 Scope: Anchors recognized under this criteria are alternatives to anchors permitted by Section 1913 of the IBC. The anchors recognized in this criteria may also be used where an engineered design is permitted in accordance with Section R of the IRC. Postinstalled reinforcing bar systems recognized under this criteria are alternatives to cast-in-place reinforcing bars as governed by ACI Codes and Referenced Standards: Where standards are referenced in this criteria, these standards shall be applied consistently with the code upon which compliance is based. Standards editions listed in this section apply to all codes. Where standards editions are not listed in this section, Table 1 summarizes the specific date applicable to each code , 2009 and 2006 International Building Code (IBC), International Code Council , 2009 and 2006 International Residential Code (IRC), International Code Council ACI 318, Building Code Requirements for Structural Concrete, American Concrete Institute ACI 355.4, Acceptance Criteria for Qualification of Post-installed Adhesive Anchors in Concrete, American Concrete Institute ACI (2002), Standard Practice for Selecting Proportions for Normal, Heavyweight and Mass Concrete, American Concrete Institute ANSI B , American National Standard for Cutting Tools Carbide Tipped Masonry Drills and Blanks for Carbide-Tipped Masonry Drills, American National Standards Institute ASTM A 153, Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware, ASTM International ASTM A 193/A 193 M-06a, Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High Temperature or High Pressure Service and Other Special Purpose Applications, ASTM International ASTM A a, Standard Specification for Heat-Treated Steel Structural Bolts, 150 ksi Minimum Tensile Strength, ASTM International ASTM B 695, Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and Steel, ASTM International ASTM C 31, Standard Practice for Making and Curing Concrete Test Specimens in the Field, ASTM International ASTM C 33-03, Standard Specification for Concrete Aggregates, ASTM International ASTM C 39, Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens, ASTM International ASTM C 42, Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete, ASTM International ASTM C 150, Standard Specification for Portland Cement, ASTM International ASTM C 330, Standard Specification for Lightweight Aggregates for Structural Concrete, ASTM International ASTM C , Standard Test Method for Bond Strength of Epoxy-Resin Systems Used with Concrete by Slant Shear, ASTM International ASTM D , Standard Test Method for Density of Adhesives in Fluid Form, ASTM International ASTM D , Standard Test Method for Gel Time and Peak Exothermic Temperature of Reacting Thermosetting Resins, ASTM International ASTM D a(2005), Standard Test Method for Apparent Viscosity of Adhesives Having Shear-Rate-Dependent Flow Properties, ASTM International ASTM E 119, Standard Test Methods for Fire Tests of Building Construction and Materials, ASTM International ASTM E (2003), Standard Test Method for Strength of Anchors in Concrete and Masonry Elements, ASTM International ASTM E (2002), Standard Practice for General Techniques for Obtaining Infrared Spectra for Qualitative Analysis, ASTM International ASTM E , Standard Test Methods for Testing Bond Performance of Adhesive-Bonded Anchors, ASTM International ASTM F , Standard Test Methods for Determining the Mechanical Properties of Externally and Internally Threaded Fasteners, Washers, and Rivets, ASTM International ASTM F (2002), Standard Test Method for Determining the Consistency of Viscous Liquids Using a Consistometer, ASTM International EB001, Design and Control of Concrete Mixtures, 14 th edition, 2002, Portland Cement Association. 1.4 Definitions: ACI 355.4: The referenced document in Section as amended by Annex 1. 2

5 PROPOSED REVISIONS TO THE ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308) Anchor Test Series: A group of identical anchors tested under identical conditions. Identical anchors originate from the same adhesive formulation batch, use identical anchor elements, and are installed with identical installation equipment. Identical conditions are adhesive type, anchor element diameter, anchor embedment depth, spacing, edge distance, test member thickness and compressive strength. Consistent adhesive anchor formulation shall be verified by fingerprinting tests (see Section 5.3 of ACI 355.4), by batch identification, or by other means acceptable to ICC- ES Torque-controlled adhesive anchor: An adhesive anchor employing an anchor element designed to generate expansion forces in response to tension loading. Torque is used to set the anchor. Displacement of the anchor rod relative to the adhesive in response to the tension load serves to generate radial expansion forces against the hole wall. Subsequent application of external tension loads beyond the initial preload results in further displacement of the anchor element and increased expansion forces Post-installed reinforcing bar: A reinforcing bar embedded in a drilled hole with adhesive and designed in accordance with ACI 318 rules for cast-inplace reinforcing bar development and splices Other Definitions: Definitions in the IBC, IRC, ACI 318 and ACI apply within this criteria. 1.5 Notations: Notations are as presented in Chapter 2 of ACI BASIC INFORMATION 2.1 General: The following information shall be submitted: Product Description: Anchors shall be described as to: Generic or trade name Manufacturer s catalog number Adhesive name Adhesive packaging Basic Materials: Steel Anchoring Materials: The reinforcing bar, bolt, threaded rod, or internally-threaded sleeve specifications shall be described. The description shall include protective coatings and compliance with an appropriate national standard, including physical properties, i.e., tensile strength and hardness Adhesive Components: The components shall be described as to the packaging system, mixing system, mixing ratios, gel time, setting time, storage information and shelf life Material Properties: Steel: Proprietary Steel Anchor Elements: Proprietary steel anchor elements for which recognition is sought shall be tested for compliance with an appropriate national standard for verification of physical properties Elongation and Reduction of Area: For both standard specification and proprietary steel anchor elements, elongation and reduction of area shall be determined according to a recognized standard and reported on the data sheet (Chapter 11 of ACI 355.4). If the elongation is at least 14 percent and the reduction of area is at least 30 percent, the anchor shall be considered to meet the ductile steel requirements. If the ductility and reduction of area cannot be determined, the anchor shall be in the evaluation report described as brittle Adhesive: For the adhesive used in the anchor tests, the components shall be tested in accordance with Section 5.3 of ACI to establish a standard fingerprint for comparison with future production during the required quality control inspections. For quality control procedures, refer to Section 5.0 of this criteria Installation Instructions: Manufacturer s printed instructions for installation, application, curing and design as included in the product packaging shall be submitted Packaging and Identification: A description shall be provided of the method of packaging and field identification of the adhesive anchor components. Packaging of the adhesive materials shall be in accordance with Section 5.4 of ACI and the following: include, the ICC-ES evaluation report number (ESR-XXXX), the name of the inspection agency used for manufacturing quality control, Material Safety Data Sheet and, for those products not qualified for other orientations, Fig. 7.2 from ACI restricting use to down-hole applications. 2.2 Testing Laboratories: Testing laboratories shall comply with Section 2.0 of the ICC-ES Acceptance Criteria for Test Reports (AC85) and Section 4.2 of the ICC-ES Rules of Procedure for Evaluation Reports. 2.3 Test Reports: Test reports shall include information specified in AC85 and Section 11 of Annex Product Sampling: Sampling of the products for tests under this criteria shall comply with Section 3.1 of AC Data Analysis: The documents containing analysis of data shall be sealed by a registered design professional. 3.0 TEST AND PERFORMANCE REQUIREMENTS 3.1 Testing Requirements: Testing requirements shall be in accordance with Chapter 3 of ACI Test Specimens, Installation, General Test Procedures: Test specimens, test members, test anchor installation and general testing procedures shall be in accordance with Chapter 4 of ACI Assessment: Assessment of test results and other data shall be in accordance with Chapter 10 of ACI STRUCTURAL DESIGN AND INSTALLATION REQUIREMENTS 4.1 General: Structural design and installation of adhesive anchors and torque-controlled adhesive anchors shall comply with the applicable provisions of ACI

6 PROPOSED REVISIONS TO THE ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308) 4.2 Strength design: This section provides amendments to ACI 318 Appendix D (ACI 318) as required for the strength design of adhesive anchors and torque-controlled adhesive anchors Replace Section D.5.5.5, and add Sections D and D to ACI 318 as follows: D The modification factor for adhesive anchors designed for uncracked in accordance with D without supplementary reinforcement to control splitting, cp,na, shall be computed as: c If a,min c If a,min c c where ac then cp,na 1.0 (D-26) ac then cp,na c c a,min ac (D-27) c shall be determined in accordance with Eq. (Dac 27a) for anchor diameters up to 1-1/4 inches and for characteristic bond strengths in uncracked less than or equal to 3000 psi, and Eq. (D-27b) for anchor diameters larger than 1-1/4 inches or for characteristic bond strengths in uncracked greater than 3000 psi. 04. kuncr, h ac hef hef c 04. kuncr, h ac hef hef c where h need not be taken as larger than 2.4; and h ef k, uncr (D-27a) (D-27b) = characteristic bond strength stated in the Evaluation Service Report whereby k, uncr need not be taken as larger than: k, uncr k h f ' uncr ef c d In no case shall cp,na determined from Eq. (D-27) be taken less than c Na c ac. For all other cases, cp,na shall be taken as D For torque-controlled adhesive anchors, the value of N p shall be based on the 5-percent 4 fractile of tests performed and evaluated in accordance with Annex D For torque-controlled adhesive anchors the minimum edge distance shall be taken as 8 times the drilled hole diameter unless otherwise determined by test. 4.3 Allowable Stress Design: This section provides requirements for allowable stress design of adhesive anchors and torque-controlled adhesive anchors Allowable stress design values shall be calculated as the strength determined in accordance with Section 4.2 divided by the weighted average of the load factors applicable for the controlling load case. 5.0 QUALITY CONTROL 5.1 The products shall be manufactured under an approved quality control program with inspections by an inspection agency accredited by the International Accreditation Service (IAS) or as otherwise acceptable to ICC-ES. The program shall address requirements in Sections 13.1 and 13.2 of ACI 355.4, except that inspection agency inspections shall be performed at least four times per year. 5.2 Quality documentation complying with the ICC-ES Acceptance Criteria for Quality Documentation (AC10) shall be submitted. 5.3 A qualifying inspection shall be conducted at each manufacturing facility when required by the ICC-ES Acceptance Criteria for Inspections and Inspection Agencies (AC304). 5.4 Special inspection is required in accordance with Section of the 2012 IBC, Section of the 2009 IBC, and Section of the 2006 IBC. For each type of anchoring system, the manufacturer shall submit inspection procedures to verify proper usage. 6.0 EVALUATION REPORT RECOGNITION 6.1 Quality Control during Manufacture: Quality control during manufacture of products shall comply with Section 5.0 of this criteria. 6.2 Jobsite Quality Control: Jobsite quality control shall comply with Sections 13.3 of ACI and Section D.9 of ACI Product Modifications: Changes to products shall be in accordance with Section 4.9 of ACI EVALUATION REPORT The evaluation report shall include the following: 7.1 Information and statements set forth in Chapter 11 of Annex Basic information required by Section 2.1, including product description, installation procedures, and packaging and identification information, including the MPII. 7.3 Exposure: When anchors are recognized for exterior exposure or damp environments, evidence of durability shall be submitted. The steel shall be corrosionresistant, stainless, or zinc-coated steel. The zinc-coating shall be either hot-dipped in accordance with ASTM A 153 Class C or D or mechanically deposited in accordance

7 PROPOSED REVISIONS TO THE ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308) with ASTM B 695 with a Class 65 coating having a minimum thickness of 2.1 mils (0.053 mm). Other corrosion-resistant coatings shall be demonstrated through tests to be equivalent to the coatings previously described. In addition, the corrosion-resistant materials shall be tested for conformance to the specified standards. 7.4 Treated Wood: Steel anchoring materials in contact with preservative-treated and fire-retardant-treated wood shall be of zinc-coated steel or stainless steel. The coating weights for zinc-coated steel shall be in accordance with ASTM A Special Inspection: All adhesive anchors shall be installed with special inspection. The evaluation report shall include applicable information as called for in Section 13.3 of ACI TABLE 1 APPLICABLE EDITIONS OF REFERENCED STANDARDS REFERENCED STANDARD EDITION STANDARD 2012 IBC 2009 IBC 2006 IBC ACI ACI ASTM A ASTM B ASTM C ASTM C ASTM C ASTM C ASTM C ASTM E

8 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) ANNEX 1 Annex 1 summarizes amendments to ACI These amendments supersede applicable portions in ACI For the purpose of satisfying this acceptance criteria, Annex 1 shall be used with ACI The revisions herein reflect the difference in content from ACI Sections, tables, and figures of ACI that are modified by this Annex are presented here in their modified form. The numbering system within Annex 1 uses the number that corresponds to the location in ACI where that change would be located. New sections, tables, and figures are noted as such. Keywords: anchors, ; cracked ; adhesive anchors; torque-controlled adhesive anchors, postinstalled anchors 1.1 Introduction This criteria prescribes testing and evaluation requirements for adhesive anchors, torque-controlled adhesive anchors, and post-installed reinforcing bar systems intended for use in under the provisions of ACI 318. Criteria are prescribed separately to determine the suitability of adhesive anchors and torque-controlled adhesive anchors. Included are assessments of the adhesive anchor and torque-controlled adhesive anchor systems for bond strength, reliability, service conditions, and quality control. Criteria are also provided for post-installed reinforcing bar systems as either supplemental to recognition under the criteria for adhesive anchors or as standalone requirements. Special inspection (13.3) is required during anchor installation as noted in Table 1.1 provides an overview of the scope. 1 of 64

9 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) 1.2 Scope This criteria applies to post-installed adhesive anchors, post-installed torque-controlled adhesive anchors, and post-installed reinforcing bars as defined herein. Table 1.1 Overview of anchor systems Anchor Embedded part type Adhesive anchor Torquecontrolled adhesive anchor Postinstalled reinforcing bar Threaded rods, deformed reinforcing bars, or internally threaded steel sleeves with external deformations Proprietary threaded and deformed steel element Deformed reinforcing bars, see Table 1.2 Uncracked Cracked and uncracked Cracked and uncracked Cracked and uncracked Assessment criteria Table 3.1* Table 3.2* or Table 3.3* Table 3.6 or Table 3.7 Table 3.8 *For multiple anchor element types, see Table 3.4. For alternate drilling methods, see Table This standard applies to anchors with a diameter d a of 1/4 in. or larger and to reinforcing bar #3 and larger. The drilled hole shall be approximately cylindrical with a diameter d o 1.5d a. This standard also applies to anchors with an anchor embedment depth h ef not less than four diameters (4d a ), or 1-5/8 in., and an embedment depth not exceeding 20d a. Exception: Where the adhesive anchor system is qualified for use with reinforcing bars in accordance with Table 3.8, the embedment depth shall be in accordance with the development and splice requirements of ACI The minimum member thickness, h min, shall not be less than the value given by Eq. (10-21). Other values of h shall be permitted in Eq. (10-21) if they are verified by tests in accordance with either Table 3.1, Test No. 14, Table 3.2, Test No. 20, Table 3.3, Test No. 15, Table 3.6, Test No. 20, or Table 3.7, Test No. 18. For postinstalled reinforcing bar systems, there is no limit on the minimum member thickness; however, cover requirements shall be maintained This criteria provides parameters for the design of adhesive anchors in accordance with the anchor design provisions of ACI 318 Appendix D. It also addresses the assessment and design of post-installed reinforcing bars proportioned according to the concepts of development and splicing of reinforcement as given in ACI 318 Chapter 12 and Chapter 21 and in accordance with Table 1.2. In all cases, the limits on strength as given in ACI 318 Appendix D for adhesive anchor systems apply. New Table of 64

10 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 1.2 Post-installed reinforcing bars Bar sizes Types* #3 through #11 ASTM A615, A706, A955 *Equivalent metric reinforcing bar types shall be permitted to be included. See Table 9.3 for requirements on relative rib area R r Add the following to 2.1 Notation d b = nominal diameter of post-installed reinforcing bar (e.g., #4/12) d b,max = maximum nominal diameter of post-installed reinforcing bar sought for recognition #11/35 l b = embedded length of post-installed reinforcing bar, in. N = tension load corresponding to loss of adhesion between the adhesive and the, lb. adh N = adhesion force corresponding to test series i, test j. adh, ij N = characteristic tension force corresponding to loss of adhesion between the adhesive and the kbond,, for anchor diameter, lb. N 1 = limiting load for uncontrolled slip of a torque-controlled adhesive anchor in accordance with , lb. N 1,x = load corresponding to uncontrolled slip of a torque-controlled adhesive anchor, lb. N = mean tension force corresponding to loss of adhesion between the anchor element and the adhesive slip, for anchor diameter, lb. N = 95% fractile at 90% confidence of the force corresponding to loss of adhesion between the anchor 95% slip, element and the adhesive for anchor diameter, lb. T inst = for adhesive anchors, the maximum permissible tightening torque. For torque-controlled adhesive anchors, the required installation torque for proper setting of the anchor. = reduction factor associated with Eq. (10-12) in ACI for adhesive anchors and Eq. (10-18g) in AC308 for torque-controlled anchors. N = mean peak load as measured in tests with cast-in-place reinforcing bars in accordance with , ci lb. N = mean peak load as measured in tests with post-installed reinforcing bars in accordance with , pi lb. = mean displacement at peak load as measured in tests with cast-in-place reinforcing bars in ci accordance with , in. = mean peak load as measured in tests in tests with post-installed reinforcing bars in accordance with pi , in. 3 of 64

11 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) h = thickness beyond h ef, in., see Fig. 2.1, in. Add to 2.2 Definitions torque-controlled adhesive anchor An adhesive anchor employing an anchor element designed to generate expansion forces in response to tension loading. Torque is used to set the anchor. Displacement of the anchor rod relative to the adhesive in response to the tension load serves to generate radial expansion forces against the hole wall. Subsequent application of external tension loads beyond the initial preload results in further displacement of the anchor element and increased expansion forces. See Fig post-installed reinforcing bar Deformed reinforcing bar installed in adhesive in a drilled hole designed in accordance with ACI 318 development and splice length design provisions. development length Bond length of a deformed reinforcing bar in accordance with ACI 318. splice length Lap length of adjacent, parallel deformed reinforcing bars in accordance with ACI 318. New Fig. 2.1 Figure 2.1 Schematic representation of a torque-controlled adhesive anchor Add Supplemental assessment tests for recognition of post-installed reinforcing bar systems. Add to Member thickness The default minimum member thickness for adhesive anchors is h ef,min + h. Refer to Section 2.1for h ef,min and h. For smaller values of h, tests shall be conducted for specific ratios of h ef /h to verify that holes may be drilled and anchors installed without spalling on the backside of the member. The miminum member thickness for torque-controlled adhesive anchors shall be in accordance with Add Test requirements for torque-controlled adhesive anchors to resist static loads in both cracked and uncracked are defined in either Table 3.6 or Table 3.7. Test requirements for torque-controlled adhesive anchor systems for which the bond/slip force relationship has been established in accordance with are given in Table 3.6. Test requirements for torque-controlled adhesive anchor systems for which the the bond/slip force relationship has not been established are given in Table 3.7. Optional tests for recognition of torque-controlled adhesive anchors to resist seismic loads in Seismic Design Categories C, D, E or F are included in these tables. Add Test requirements for post-installed reinforcing bar systems designed in accordance with the development and splice length provisions of ACI 318 are defined in Table of 64

12 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) When the assessment encompasses multiple anchor element material types such as carbon and stainless steel, the entire assessment shall be permitted to be performed with one anchor type; however, the other anchor element types shall be subject to additional tests in accordance with Table 3.4. Table 3.4 is not applicable for recognition of deformed reinforcing bar as anchor elements in conjunction with the adhesive anchor system. For recognition of deformed reinforcing bars as anchor elements, see 9.3. For recognition of recognition of deformed reinforcing bars for use in post-installed reinforcing bar connections, see 9.4. Add Assessment for multiple anchor element material types torque controlled adhesive anchors In cases where the assessment encompasses multiple anchor element material types whereby the anchor elements are identical with respect to geometry and surface finish but are fabricated from metals that differ in chemical content, mechanical properties or production method, the entire assessment shall be permitted to be performed with one anchor element type; however, the other anchor element types shall be subjected to torque tests and shear tests in accordance with Table In cases where the assessment encompasses multiple anchor element material types whereby the anchor elements are not identical with respect to either geometry or surface finish, perform separate reference and reliability tests in accordance with Table 3.6 or Table 3.7 for each anchor element geometry and surface finish. If the results of the reference and reliability tests for the anchors of each anchor element material and production method are statistically equivalent, the service-condition tests shall be permitted to be performed for one anchor material and production method only. Otherwise, perform the complete test program for each anchor material and production method. Add Requirements for torque-controlled adhesive anchors Test requirements for torque-controlled adhesive anchors to resist static loads in both cracked and uncracked are defined in either Table 3.6 or Table 3.7. Optional tests for qualification to resist seismic loads are also included in these tables. Use of Table 3.6 is conditional on the establishment of the bond/slip force relationship for the anchor in accordance with Section If this relationship is not established, testing shall be in accordance with Table Bond/slip force relationship: Torque-controlled adhesive anchors transmit tension loads to the in a manner similar to mechanical expansion anchors. In order for this to occur, the adhesion between the anchor element and the adhesive must be broken without destroying the adhesion between the adhesive and the. The shape and finish of the anchor element and the mechanical properties of the adhesive produce the necessary relationship between the slip force (force required to break the adhesion between the anchor rod and the adhesive) and the bond force (force required to overcome the adhesion between the adhesive and the in the absence of any expansion or normal force). The shape of the anchor element is chosen so that subsequent displacement of the element relative to the adhesive generates expansion forces, which in turn generate friction between the adhesive and the. 5 of 64

13 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Optional tests: Service condition seismic simulation tests. Qualification to resist seismic loads shall be based on the fulfillment of the test requirements defined in Table 3.6 or Table 3.7, including the optional seismic simulation tests. Service condition tests for environmental exposure (sulfur). Installation safety tests to assess the effect of the presence of moisture, standing water in the drilled hole or submerged conditions when hole cleaning is conducted in accordance with manufacturer s published installation instructions. Reliability tests to verify the bond/slip force relationship are given in Table 3.6, Test Nos. 10a and 10b. Confirmation of the bond/slip force relationship in accordance with Section is required if a torque-controlled adhesive anchor system is to be evaluated with Table 3.6. Verification of installation direction (horizontal and overhead). Verification of installation at decreased installation temperatures. Verification of minimum member thickness to prevent splitting and blow-through. Table 3.1 Test program for evaluating adhesive anchor systems in uncracked Testing Test no. Test ref. Purpose Test parameters req Assessment Load and displacement f c * h ef Minimum sample size n min Reference tests 1a Chpt 6 Reference tension in lowstrength low min max Five per batch 1b Chpt 6 Reference tension in highstrength high min Five per batch Reliability tests 2a 7.5 Sensitivity to hole cleaning, dry substrate low max Five 2b 7.6 Sensitivity to hole cleaning, installation in water-saturated low max Five 2c 7.7 Sensitivity to hole cleaning, installation in a water-filled hole low max Five 2d 7.8 Sensitivity to hole cleaning, installation in submerged low max Five ǁ 2e 7.9 Sensitivity to mixing effort low max Five # 6 of 64

14 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 3.1 Test program for evaluating adhesive anchor systems in uncracked Testing Test no. Test ref. Purpose Test parameters req 2f** 7.10 Sensitivity to installation in water-saturated Assessment Load and displacement f c * h ef Minimum sample size n min low max Five 2g 7.11 Sensitivity to installation in a water-filled hole low max Five 2h 7.12 Sensitivity to installation in submerged low max Five ǁ Sensitivity to freezing/thawing conditions Sustained tension residual capacity, confined test high min Five # Sensitivity to sustained load Sustained tension residual capacity, confined test low min Five # Sensitivity to installation direction Tension, confined single anchor low max Five # Torque test Application of torque, confined, single anchor 10.8 high min Five ǁ Service-condition tests 7a 8.4 Tension in low-strength Tension, unconfined, single anchor low min max Five ǁ 7b 8.4 Tension in high-strength ǁǁ Tension, unconfined single anchor high min Five ǁ 8a 8.5 Tension at elevated temperatures Tension, confined single anchor low min Five # 8b 8.6 Tension at decreased installation temperature Tension, confined single anchor low min Five # 8c 8.7 Curing time at standard, minimum and maximum temperature Tension, confined single anchor low min Five # 9a 8.8 Resistance to alkalinity Slice tests low Ten # 9b 8.8 Resistance to sulfur Slice tests low Ten # 10 Not used (test omitted) Minimum spacing and edge distance to preclude splitting High installation tension (torque or unconfined tension), two low anchors near an edge ## min max Five ǁ 7 of 64

15 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 3.1 Test program for evaluating adhesive anchor systems in uncracked Testing Test no. Test ref. Purpose Test parameters req Shear capacity of steel element having a non-uniform cross section *** Round-robin tests for regional variation Shear, single anchor away from edges Assessment Load and displacement f c * h ef Minimum sample size n min 10.6 low min Five ǁ low 7d a Five # Minimum member thickness Installation tests ## 10.7 low max Ten ǁ * For definition of high- and low-strength, refer to Where MPII specifies multiple embedment depths for single anchor diameter, test anchor at minimum or maximum embedment depth as noted, whereby h ef,max /h ef,min 5.0 (4.7.2). Test small, medium, and large diameters. Optional test. ǁ Test all diameters. # Test the nominal 1/2 in. diameter or the smallest nominal diameter if it is larger than 1/2 in. For overhead and horizontal orientations, test the largest diameter for which recognition is sought. For tests conducted in accordance with 9.1, tests shall be performed with a nominal 1/2 in. anchor only. ** Test 2f may be omitted if Test 2g is performed. Refer to Refer to 3.4 for multiple anchor element types. Alternatively, tests may be performed as confined tests. ǁǁ Tests are optional if test results of Test 1b can be shown to be statistically equivalent to or greater than the results of Test 1a. If Test 7b is not performed, limit the calculated anchor tension resistance to f c = 2500 psi regardless of the in-place strength. ## Use minimum member thickness h min for these tests. *** Test is required only for anchors having a cross-sectional area, within firve anchor diameters of the shear failure plane, that is less than that of a threaded bolt having the same nominal diameter as the anchor. Test in having a measured compressive strength of 3000±500 psi at the time of testing. 8 of 64

16 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 3.2 Test program for evaluating adhesive anchor systems for cracked and uncracked Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req Reference tests 1a Chpt 6 1b Chpt 6 1c Chpt 6 1d Chpt 6 2a 7.5 2b 7.6 2c 7.7 2d 7.8 Reference tension in lowstrength Reference tension in lowstrength cracked Reference tension in highstrength Reference tension in highstrength cracked Sensitivity to hole cleaning, dry substrate Sensitivity to hole cleaning, installation in water-saturated Sensitivity to hole cleaning, installation in a water-filled hole ǁ Sensitivity to hole cleaning, installation in submerged ǁ 2e 7.9 Sensitivity to mixing effort 2f g h Sensitivity to installation in water-saturated Sensitivity to installation in a water-filled hole ǁ Sensitivity to installation in submerged ǁ Sensitivity to crack width in low-strength Sensitivity to crack width in high-strength Sensitivity to crack width cycling Sensitivity to freezing/thawing conditions Reliability tests Sustained tension, single anchor, residual capacity, confined test Sustained tension residual capacity, confined test Assessment Load and displacement f c * low h ef min max low min high min high min to Minimum sample size n min Five per batch Five per batch Five per batch Five per batch low max Five low max Five low max Five low max Five # low max Five ** low max Five low max Five low max Five # low min Five high min Five low min Five # high min Five ** 9 of 64

17 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 3.2 Test program for evaluating adhesive anchor systems for cracked and uncracked Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req Sensitivity to sustained load Sensitivity to installation direction ǁ Sustained tension residual capacity, confined test Torque test Application of torque, confined, single anchor 11a b c d a b c 8.7 Tension in low-strength Tension in high-strength Tension in low-strength, cracked Tension in high-strength, cracked Tension at elevated temperatures Tension at decreased installation temperature ǁ Curing time at standard, minimum and maximum temperature Service-condition tests Tension, unconfined, single anchor Tension, unconfined, single anchor Tension, unconfined, single anchor Tension, unconfined, single anchor Assessment Load and displacement f c * h ef Minimum sample size n min low min Five ** low max Five ** 10.8 high min Five # low min max Five # high min Five # low min Five # high min Five # low min Five ** low min Five ** low min Five ** 13a 8.8 Resistance to alkalinity Slice tests low Ten ** 13b 8.8 Resistance to sulfur ǁ Slice tests low Ten ** 14 Not used (test omitted) Minimum spacing and edge distance to preclude splitting Shear capacity of anchor element having a non-uniform cross section *** High installation tension (torque or unconfined tension) - two low min Five # anchors near an edge ## Shear, single anchor away from edges ǁ Pulsating tension, single anchor Seismic tension 10.6 low min Five # low min max Five # 10 of 64

18 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 3.2 Test program for evaluating adhesive anchor systems for cracked and uncracked Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req ǁ Alternating shear, single anchor Seismic shear Round-robin tests for regional variation Assessment Load and displacement f c * h ef Minimum sample size n min low min Five low 7d a Five ** Minimum member thickness ǁ Installation tests ## 10.7 low max Ten # * For definition of high- and low-strength, refer to Where MPII specifies multiple embedment depths for single anchor diameter, test anchor at minimum or maximum embedment depth as noted, whereby h ef,max /h ef,min 5.0 (4.7.2). Tests are optional if test results of Test 1c can be shown to be statistically equivalent to or greater than results of Test 1a. If any of Tests 1d, 11b, and 11d are not performed, limit calculated anchor tension resistance to f c = 2500 psi. Test small, medium, and large diameters. ǁ Optional test. # Test all diameters. ** Test the nominal 1/2 in. diameter or the smallest nominal diameter if it is larger than 1/2 in. For overhead and horizontal orientations, test the largest diameter for which recognition is sought. For tests conducted in accordance with 9.1, tests shall be performed with a nominal 1/2 in. anchor only. Test 2f may be omitted if Test 2g is performed. Refer to Refer to 3.4 for multiple anchor element types. ## Use minimum member thickness h min for these tests. *** Test is required only for anchors having a cross-sectional area, within firve anchor diameters of the shear failure plane, that is less than that of a threaded bolt having the same nominal diameter as the anchor. Test in having a measured compressive strength of 3000±500 psi at the time of testing. Alternatively, tests may be performed as confined tests. See and Table 3.3 Reduced test program for evaluating adhesive anchor systems in cracked and uncracked Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req Reference tests 1a Chpt 6 1b Chpt 6 2a 7.5 Reference tension in lowstrength Reference tension in highstrength cracked Sensitivity to hole cleaning, dry substrate Reliability tests Assessment Load and displacement f c * low h ef min max high min Minimum sample size n min Five per batch Five per batch low max Five 11 of 64

19 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 3.3 Reduced test program for evaluating adhesive anchor systems in cracked and uncracked Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req 2b 7.6 2c 7.7 2d 7.8 Sensitivity to hole cleaning, installation in water-saturated Sensitivity to hole cleaning, installation in a water-filled hole Sensitivity to hole cleaning, installation in submerged 2e 7.9 Sensitivity to mixing effort 2f ** g h Sensitivity to installation in water-saturated Sensitivity to installation in a water-filled hole Sensitivity to installation in submerged Sensitivity to crack width cycling Sensitivity to freezing/thawing conditions Sensitivity to sustained load Sensitivity to installation direction Sustained tension, single anchor, residual capacity, confined test Sustained tension residual capacity, confined test Sustained tension residual capacity, confined test Torque test Application of torque, confined, single anchor 8a 8.4 8b 8.4 9a 8.5 Tension in low-strength Tension in high-strength Tension at elevated temperatures Service-condition tests to Tension, unconfined, single anchor Tension, unconfined, single anchor Assessment Load and displacement f c * h ef Minimum sample size n min low max Five low max Five low max Five ǁ low max Five # low max Five low max Five low max Five ǁ low min Five ǁ high min Five # low min Five # low max Five # 10.8 high min Five ǁ low min max Five ǁ high min Five ǁ low min Five # 12 of 64

20 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 3.3 Reduced test program for evaluating adhesive anchor systems in cracked and uncracked Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req 9b 8.6 9c 8.7 Tension at decreased installation temperature Curing time at standard, minimum and maximum temperature Assessment Load and displacement f c * h ef Minimum sample size n min low min Five # low min Five # 10a 8.8 Resistance to alkalinity Slice tests low Ten # 10b 8.8 Resistance to sulfur Slice tests low Ten # 11 Not used (test omitted) Minimum spacing and edge distance to preclude splitting Shear capacity of anchor element having a non-uniform cross section *** Round-robin tests for regional variation High installation tension (torque or unconfined tension) - two low min Five ǁ anchors near an edge ## Shear, single anchor away from edges 10.6 low min Five ǁ low 7d a Five # Minimum member thickness Installation tests ## 10.7 low max Ten ǁ * For definition of high- and low-strength, refer to Where MPII specifies multiple embedment depths for single anchor diameter, test anchor at minimum or maximum embedment depth as noted, whereby h ef,max /h ef,min 5.0 (4.7.2). Test small, medium, and large diameters. Optional test. ǁ Test all diameters. # Test the nominal 1/2 in. diameter or the smallest nominal diameter if it is larger than 1/2 in. For overhead and horizontal orientations, test the largest diameter for which recognition is sought. For tests conducted in accordance with 9.1, tests shall be performed with a nominal 1/2 in. anchor only. ** Test 2f may be omitted if Test 2g is performed. Refer to Refer to 3.4 for multiple anchor element types. Tests are optional if test results of Text 1b can be shown to be statistically equivalent to or greater than results of Test 1a. If Test 8b is not performed, limit calculated anchor tension resistance to f c = 2500 psi. ## Use minimum member thickness h min for these tests. *** Test is required only for anchors having a cross-sectional area, within five anchor diameters of the shear failure plane, that is less than that of a threaded bolt having the same nominal diameter as the anchor. Test in having a measured compressive strength of 3000±500 psi at the time of testing. Alternatively, tests may be performed as confined tests. See of 64

21 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) New Table 3.6: Table 3.6 Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and uncracked : Bond/slip force relationship confirmed in accordance with Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req Reference tests 1a Chpt 6 1b Chpt 6 2a b 7.5 2c 7.6 2d 7.7 2e 7.8 Reference tension in lowstrength Reference tension in highstrength Sensitivity to reduced installation effort Sensitivity to hole cleaning, dry substrate Sensitivity to hole cleaning, installation in water-saturated ǁ Sensitivity to hole cleaning, installation in a water-filled hole ǁ Sensitivity to hole cleaning, installation in submerged ǁ 2f 7.9 Sensitivity to mixing effort Sensitivity to crack width lowstrength Sensitivity to crack width high strength Sensitivity to crack width cycling Sensitivity to freezing/thawing conditions ǁ, Reliability tests Tension, unconfined, single anchor Tension, unconfined, single anchor Tension, unconfined, single anchor Tension, unconfined, single anchor Tension, unconfined, single anchor Tension, unconfined single anchor Tension, unconfined single anchor Tension, unconfined single anchor Sustained tension single anchor residual capacity, unconfined test Assessment Load and displacement f c * low h ef min max high min to Sustained tension residual capacity, confined test Sensitivity to sustained load Sustained tension residual capacity, confined test Sensitivity to installation direction ǁ Tension, unconfined single anchor Minimum sample size n min Five per batch Five per batch low max Five low max Five low max Five low max Five low max Five low max Five ** low min Five high min Five low min Five # high min Five ** low min Five ** low max Five ** 14 of 64

22 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 3.6 Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and uncracked : Bond/slip force relationship confirmed in accordance with Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req Torque test Application of torque, confined, single anchor 10a 7.21 Slip force test 10b 7.22 Bond force test 12a b c d a b c 8.7 Tension in low-strength Tension in high-strength Tension in low-strength, cracked Tension in high-strength, cracked Tension at elevated temperatures Tension at decreased installation temperature ǁ Curing time at standard temperature Assessment Load and displacement f c * h ef Minimum sample size n min 10.8 high min Five # low min Five ** low min Five # Service-condition tests Tension, unconfined single anchor Tension, unconfined single anchor Tension, unconfined single anchor Tension, unconfined single anchor Tension, confined single anchor, Tension, confined single anchor, Tension, confined single anchor, low all Five # high all Five # low all Five # high all Five # low min Five ** low min Five ** low min Five ** 14a 8.8 Resistance to alkalinity Slice tests low NA Ten ** 14b 8.8 Resistance to sulfur ǁ Slice tests low NA Ten ** Edge distance in corner condition to develop full capacity Minimum spacing and edge distance to preclude splitting on loading Tension, unconfined single anchor in corner with low proximate edges ##, min max Four # High installation tension (torque or direct) - two anchors near low min Five # edge ## Shear capacity of steel Shear single anchor away from element having a non-uniform cross section *** edges 10.6 low min Five # ǁ Pulsating tension, single anchor Seismic tension ǁ Alternating shear, single anchor Seismic shear low min Five Minimum member thickness ǁ Installation tests ## 10.7 low max Ten # * For definition of high- and low-strength, refer to low min max Five # 15 of 64

23 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Where MPII specifies multiple embedment depths for single anchor diameter, test anchor at minimum or maximum embedment depth as noted, whereby h ef,max /h ef,min 5.0 (4.7.2). Test small, medium, and large diameters. ǁ Optional test. # Test all diameters. ** Test the nominal 1/2 in. diameter or the smallest nominal diameter if it is larger than 1/2 in. For overhead and horizontal orientations, test the largest diameter for which recognition is sought. This test confirms the value of T inst to be used for the test program. As such, it should be conducted before performing other tests requiring application of torque. See for torque requirements. Anchors untorqued. ## Use minimum member thickness h min for these tests. *** Test is required only for anchors having a cross-sectional area, within five anchor diameters of the shear failure plane, that is less than that of a threaded bolt having the same nominal diameter as the anchor. These tests shall be permitted to be performed with threaded steel rod substituted for the anchor element. In this case, reference tests must be performed with threaded steel rod as well. If these tests have been previously been performed in accordance with Table 3.1 or Table 3.2 using the same adhesive as that employed for the torque-controlled adhesive anchor and the correct static load, they may be omitted here. Install anchors with 50% of the recommended installation torque T inst. New Table 3.7: Table 3.7 Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and uncracked : Bond/slip force relationship unconfirmed Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req Reference tests 1a Chpt 6 1b Chpt 6 2a b 7.5 2c 7.6 2d 7.7 2e 7.8 Reference tension in lowstrength Reference tension in highstrength Sensitivity to reduced installation effort Sensitivity to hole cleaning, dry substrate Sensitivity to hole cleaning, installation in water-saturated ǁ Sensitivity to hole cleaning, installation in a water-filled hole ǁ Sensitivity to hole cleaning, installation in submerged ǁ 2f 7.9 Sensitivity to mixing effort Reliability tests Tension, unconfined, single anchor Tension, unconfined, single anchor Tension, unconfined, single anchor Tension, unconfined, single anchor Tension, unconfined, single anchor Tension, unconfined single anchor Assessment Load and displacement f c * low h ef min max high min Minimum sample size n min Five per batch Five per batch low max Ten # low max Ten # low max Ten # low max Ten # low max Ten # low max Ten ** 16 of 64

24 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 3.7 Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and uncracked : Bond/slip force relationship unconfirmed Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req Sensitivity to crack width lowstrength single anchor Tension, unconfined Sensitivity to crack width high strength Sensitivity to crack width cycling Sensitivity to freezing/thawing conditions ǁ, Tension, unconfined single anchor Sustained tension single anchor residual capacity, unconfined test to Sustained tension residual capacity, confined test Sensitivity to sustained load Sustained tension residual capacity, confined test Sensitivity to installation direction ǁ Tension, unconfined single anchor Torque test Application of torque, confined, single anchor 10a b c d a b c 8.7 Tension in low-strength Tension in high-strength Tension in low-strength, cracked Tension in high-strength, cracked Tension at elevated temperatures Tension at decreased installation temperature ǁ Curing time at standard temperature Service-condition tests Tension, unconfined single anchor Tension, unconfined single anchor Tension, unconfined single anchor Tension, unconfined single anchor Tension, confined single anchor, Tension, confined single anchor, Tension, confined single anchor, Assessment Load and displacement f c * h ef Minimum sample size n min low min Ten # high min Ten # low min Ten # high min Five ** low min Five ** low max Five ** 10.8 high min Five # low all Five # high all Five # low all Five # high all Five # low min Five ** low min Five ** low min Five ** 12a 8.8 Resistance to alkalinity Slice tests low NA Ten ** 12b 8.8 Resistance to sulfur ǁ Slice tests low NA Ten ** 17 of 64

25 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 3.7 Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and uncracked : Bond/slip force relationship unconfirmed Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req Edge distance in corner condition to develop full capacity Minimum spacing and edge distance to preclude splitting on loading Shear capacity of steel element having a non-uniform cross section *** Assessment Load and displacement f c * Tension, unconfined single anchor in corner with low proximate edges ##, h ef min max Minimum sample size n min Four # High installation tension (torque or direct) - two anchors near low min Five # edge ## Shear, single anchor away from edges 10.6 low min Five # ǁ Pulsating tension, single anchor Seismic tension ǁ Alternating shear, single anchor Seismic shear low min Five Minimum member thickness ǁ Installation tests ## 10.7 low max Ten # * For definition of high- and low-strength, refer to Where MPII specifies multiple embedment depths for single anchor diameter, test anchor at minimum or maximum embedment depth as noted, whereby h ef,max /h ef,min 5.0 (4.7.2). Test small, medium, and large diameters. ǁ Optional test. # Test all diameters. ** Test the nominal 1/2 in. diameter or the smallest nominal diameter if it is larger than 1/2 in. For overhead and horizontal orientations, test the largest diameter for which recognition is sought. See for torque requirements. Anchors untorqued. ## Use minimum member thickness h min for these tests. *** Test is required only for anchors having a cross-sectional area, within five anchor diameters of the shear failure plane, that is less than that of a threaded bolt having the same nominal diameter as the anchor. These tests shall be permitted to be performed with threaded steel rod substituted for the anchor element. In this case, reference tests must be performed with threaded steel rod as well. If these tests have been previously been performed in accordance with Table 3.1 or Table 3.2 using the same adhesive as that employed for the torque-controlled adhesive anchor and the correct static load, they may be omitted here. Install anchors with 50% of the recommended installation torque T inst. low min max Five # 18 of 64

26 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) New Table 3.8: Table 3.8 Test program for evaluating deformed reinforcing bars for use in post-installed reinforcing bar connections Testing Bar size Assessment Test Load & no. Test ref. Purpose Test parameters US/M,ǁ α req displ. Service condition tests 1a Bond resistance 1b Bond resistance 1c Bond resistance Tension, confined, single reinforcing bar #4/12 Tension, confined, single reinforcing bar #8/25 Tension, confined, single reinforcing bar d b,max 1d Bond resistance Tension, confined, single reinforcing bar d b,max Bond/splitting behavior Sensitivity to hole cleaning, dry substrate #,** Sensitivity to installation in saturated #,** Sensitivity to freezing/thawing conditions # Sensitivity to sustained load at elevated temperature # Decreased installation temperature # Sensitivity to installation direction # Installation at deep embedment Tension, confined, reinforcing bars in corner condition Reliability tests * Bar Minimum embed sample size ment l b nmin low 7d b Five low 7d b Five low 7d b Five high 7d b Five #8/ low 35d b Six Tension, confined, single reinforcing bar d b,max low 7d b Five Tension, confined, single reinforcing bar d b,max low 7d b Five Tension, confined, single reinforcing bar #4/ high 7d b Five Tension, confined, single reinforcing bar #4/ low 7d b Five Tension, confined, single reinforcing bar #4/ low 7d b Five Tension, confined, single reinforcing bar d b,max low 7d b Five Installation procedure verification Bar installation in injected hole, horizontal d b,max d b Three Injection verification Injection in clear tube d b,max d b Three Durabiltiy 11a Resistance to alkalinity # Slice test #4/ low - Ten 11b Resistance to sulfur # Slice test #4/ low - Ten Corrosion resistance Current and potential test #4/ low 7d b Three Seismic qualification for reinforcing bar connections ## Special conditions Cyclic tension, confined, single reinforcing bar d b,max low 7d b Five * For definition of high- and low-strength, refer to Tests performed in test specimens in accordance with Fig. 4.5 and having minimum length/thickness of l b + 2 in. (l b + 50 mm). Sizes are U.S. customary and European metric. d b,max is maximum size sought for recognition. ǁ Perform tests with deformed reinforcing bars conforming to the mechanical requirements of fc 19 of 64

27 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) # Tests are not required if corresponding test has been performed in accordance with Table 3.1, 3.2 or 3.3. Test bars in three test specimens for a total of six tests with cast-in bars and six tests with post-installed bars. ** Tests shall be required if hole cleaning equipment and technique varies from that used for tests in accordance with Table 3.1, 3.2 or 3.3. Optional test. If this test is not performed, the evaluation report shall note that the value of f c to be used in the determination of development and splice lengths in accordance with ACI 318 shall not exceed 2500 psi (17.2 MPa). ## Optional test. New Table 3.9: Table 3.9 Additional tests required for assessment of multiple anchor element material types for torque-controlled adhesive anchors Reference Test No. Purpose Requirement Table Table Torque test to establish statistical equivalence with tested anchor element type. Statistical equivalence is required for each anchor element material type. If statistical equivalence cannot be shown, all tests must be repeated for that anchor element. Table Table Shear test to determine shear capacity as governed by steel failure. Required for anchor elements with reduced cross section, see Section Table Seismic shear test Optional test, see Section Table Testing by ITEA and manufacturer The required minimum sample size of reference, reliability and service-condition test numbers given in Tables 3.1, 3.2, 3.3, 3,6, and 3.7 and all tests in Table 3.8 of this standard shall be performed by the ITEA (Chapter 12) in their facility. Additional results of tests performed by the manufacturer shall be permitted to be considered only if the results are statistically equivalent to those of the ITEA. For the purposes of this assessment, statistical equivalence shall be demonstrated by a two-sided Student s t-test at a probability of 5% with a confidence level of 90 percent. All tests conducted by the manufacturer shall be witnessed by the ITEA for conformance with the requirements of this criteria in accordance with Test members shall be at least 21 days old at the time of anchor installation and testing. Test members older than 9 months shall not be used for tests to determine the bond strength unless comparison tests with aged less than 3 months are conducted in accordance with 9.1 and assessed in accordance with R4.3.5 Testing of anchors in less than 21 days old constitutes testing in a nonstandard. Research in s of equal compressive strength but significantly different ages indicates that higher bond strengths can result when 20 of 64

28 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) anchors are installed in older. Therefore, an upper limit is placed on the age of the used for determination of bond strength. 21 of 64

29 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMSS IN CONCRETEE ELEMENTS (AC308) (a) Step 1: Drill hole in stacked blocks. (b) Step 2: Perform cleaningg in (c) Step 3: Perform adhesive injection inn accordance with the MPII. accordance with the MPII. (d) Step 4: Remove upper block and install anchor rod. (e) Step 5: After adhesive cure, perform confined test to failure. (f) Alternate procedure for Steps 3 and 4 for injection in overhead postion in accordance with the MPIII using a template. See Fig. 4.3 Establishing bond strength at deeper embedments: optional method to verify installation. 22 of 64

30 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Add Supplemental requirements for torque-controlled adhesive anchors Where specified in this criteria, torque-controlled adhesive anchors shall be torqued in accordance with Apply the installation torque T inst specified in the manufacturer s printed installation instructions using a calibrated torque wrench having a measuring error within ±5% of the specified torque. A minimum of ten minutes after the initial application of T inst, loosen the nut or anchor bolt and re-apply torque to a level of 0.5T inst For cases where the embedment depth must be reduced to avoid failure modes other than bond failure, the following test method anchor installation through stacked blocks as shown in Fig. 4.3 and described in this section shall be permitted for use to verify the installation method. This test method shall be permitted to be used for the following tests: Table 3.1: Test Nos. 2a, 2b, 2c, 2d, 2f, 2g, 2h, 5 Table 3.2: Test Nos. 2a, 2b, 2c, 2d, 2f, 2g, 2h, 8 Table 3.3: Test Nos. 2a, 2b, 2c, 2d, 2f, 2g, 2h, 6 Table 3.6: Test Nos. 2a, 2b, 2c, 2d, 2e, 8 Table 3.7: Test Nos. 2a, 2b, 2c, 2d, 2e, 8 Step 1. Stack blocks A and B, as shown in Fig. 4.3(a), as required to achieve the desired embedment and perform the drilling operation. Although the core drill is shown, other drilling methods may be used as appropriate. Seal the interface between the blocks. Step 2. Clean the hole in accordance with the procedures described in the MPII (Fig. 4.3(b)); Step 3. Perform adhesive injection in accordance with the procedures described in the MPII. Limit injection depth to the bottom block B (Fig. 4.3(c)); Step 4. Remove the upper block A and install the anchor element in accordance with the procedures described in the manufacturer s published installation instructions (Fig. 4.3(d)); and Step 5. Perform a confined tension test to failure (Fig. 4.3(e)). For overhead and horizontal tests to check sensitivity to installation direction, the stacked blocks shall be arranged in the corresponding horizontal or overhead orientation. It shall be permissible to perform the drilling, cleaning and tension test steps (1, 2 and 5) in the downhole position. Exception: For the overhead tests, it shall be permitted to use a template in lieu of Block A for Steps 3 and 4 (Fig. 4.3(f)). The template shall have a hole diameter equivalent to the drilled hole and shall duplicate the effect of the embedment depth on the efficiency of the injection process. Add With the exception of tests for sensitivity to sustained load, sensitivity to freezing/thawing, and decreased installation temperature, reference tests shall be conducted with approximately the same curing time as the corresponding suitability or service condition tests. Alternatively, it shall be shown by cure time tests in accordance with that the difference in cure times for the reference tests do not affect the comparison. 23 of 64

31 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) R4.7.4 Reference tests should be carried out at approximately the same elapsed time following anchor installation as the corresponding suitability or service condition tests to overcome the effect of possible post-curing and to allow for direct comparison. 24 of 64

32 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMSS IN CONCRETEE ELEMENTS (AC308) New Fig. 4.6: Fig. 4.6 Test specimen to confirm bond and splitting behavior att deep embedment 25 of 64

33 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMSS IN CONCRETEE ELEMENTS (AC308) New Fig. 4.7: LVDTs Install reinforcing bar with end of hole temporarily plugged Prestress rods to strong floor Support beams Supports Test specimen Strong floor Fig. 4.7 Example of confined tension test setup for cyclic testingg of reinforcing bar Add All tests described in this section shall be conducted by the ITEA Required reference tests are given in Table 3.1 for anchor to be qualified for use in uncracked only and in Table 3.2 or 3. 3 for anchors to be qualified for use in both uncracked and cracked. Required reference tests for torque-controlled adhesive anchors are given inn Table 3.6 or 3.7. Add It shall be permitted to perform reference tests for torque-controlled adhesive anchor systems with the anchor element replaced by Unified National Coarse (UNC) threaded rod of equivalent nominal diameter if the corresponding reliability or service condition tests are performed with threaded rod as well Required reliability tests are given in Table 3.1 for anchor to be qualified for use in uncracked only and in Table 3.2 or 3. 3 for anchors to be qualified for use in both uncracked and cracked. Required reliability testss for torque-controlled adhesive anchors are given inn Table 3.6 orr Sensitivity to hole cleaning dry Refer to Table 3.1, Test 2a; Table 3.2, Test 2a; Table 3.3, Testt 2a; Table 3. 6,Test 2b; and Table 3.7, Test 2b General test conditions Perform confined tension testss in uncracked. Exception: Tests on torque-controlled adhesive anchors shall be unconfined tension tests in cracked. 7.6 Sensitivity to hole cleaning saturated Refer to Table 3.1, Test 2b; Table 3.2, Test 2b; Table 3.3, Test 2b; Table 3.6,Test 2c; and Table 3.7, Test 2c. 26 of 64

34 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) General test conditions Perform confined tension tests in uncracked. Exception: Tests on torque-controlled adhesive anchors shall be unconfined tension tests in cracked. 7.7 Sensitivity to hole cleaning water-filled hole Refer to Table 3.1, Test 2c; Table 3.2, Test 2c; Table 3.3, Test 2c; Table 3.6,Test 2d; and Table 3.7, Test 2d General test conditions Perform confined tension tests in uncracked. Exception: Tests on torque-controlled adhesive anchors shall be unconfined tension tests in cracked. 7.8 Sensitivity to hole cleaning submerged Refer to Table 3.1, Test 2d; Table 3.2, Test 2d; Table 3.3, Test 2d; Table 3.6,Test 2e; and Table 3.7, Test 2e General test conditions Perform confined tension tests in uncracked. Exception: Tests on torque-controlled adhesive anchors shall be unconfined tension tests in cracked. 7.9 Sensitivity to mixing effort Refer to Table 3.1, Test 2e; Table 3.2, Test 2e; Table 3.3, Test 2e; Table 3.6,Test 2f; and Table 3.7, Test 2f General test conditions Perform confined tension tests in uncracked. Exception: Tests on torque-controlled adhesive anchors shall be unconfined tension tests in cracked Sensitivity to crack width low-strength Refer to Table 3.2, Test 3; Table 3.6,Test 3; and Table 3.7, Test General test conditions Perform confined tension tests in cracked. Exception: Tests on torque-controlled adhesive anchors shall be unconfined tension tests in cracked Sensitivity to crack width high-strength Refer to Table 3.2, Test 4; Table 3.6,Test 4; and Table 3.7, Test General test conditions Perform confined tension tests in cracked. Exception: Tests on torque-controlled adhesive anchors shall be unconfined tension tests in cracked Sensitivity to crack width cycling Refer to Table 3.2, Test 5; Table 3.3, Test 3; Table 3.6,Test 5; and Table 3.7, Test General test conditions Perform crack cycling tests as unconfined tension tests in cracked. Tests for residual capacity following crack cycling are performed as confined tension tests in cracked. Exception: Tests for residual capacity on torque-controlled adhesive anchors shall be performed as unconfined tension tests in cracked Sensitivity to freezing and thawing Refer to Table 3.1, Test 3; Table 3.2, Test 6; Table 3.3, Test 4; Table 3.6,Test 6; and Table 3.7, Test Sensitivity to sustained loading at standard and maximum long-term temperature Refer to Table 3.1, Test 4; Table 3.2, Test 7; Table 3.3, Test 5; Table 3.6,Test 7; and Table 3.7, Test Sensitivity to installation direction Refer to Table 3.1, Test 5; Table 3.2, Test 8; Table 3.3, Test 6; Table 3.6,Test 8; and Table 3.7, Test General test conditions Perform confined tension tests in uncracked. Exception: Tests on torque-controlled adhesive anchors shall be unconfined tension tests in cracked Perform separate test series with anchors installed horizontally and overhead in in accordance the MPII. Install and cure anchors at the minimum and maximum installation temperatures for 27 of 64

35 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) and adhesive included in the MPII for downhole installation. Perform separate reference test series with anchors installed downhole at the minimum and maximum installation temperature for and adhesive included in the MPII and cured under the same temperature and time conditions as the anchors installed horizontally and overhead. The specimen size shall be kept constant for all tests including reference tests. After the minimum cure time has elapsed, allow the test specimen to attain standard temperature and perform tension tests at standard temperature to failure with continuous measurement of load and displacement. Exception: It shall be permitted to allow the test member to transition to standard temperature following anchor installation by removing the test specimen from the conditioning chamber and placing it in an environment with standard temperature. Where this procedure is followed it shall be also used for reference tests. The cure time used for the minimum installation temperature tests shall be as specified in the MPII for the minimum installation temperature. The cure time used for the maximum installation temperature tests shall be as specified in the MPII for the standard installation temperature Anchor installation procedure specified in the MPII shall be reviewed for effectiveness. A procedure for verifying the effectiveness of overhead installation procedures using blind injection into a clear tube of equivalent diameter and length is shown in Fig These tests shall be repeated with the adhesive conditioned to minimum and maximum temperature as specified in the MPII for installation at the minimum and maximum temperatures, respectively, and shall include insertion of the anchor rod. The procedure used shall enable the evaluation of the installation procedure as described in Torque test Refer to Table 3.1, Test 6; Table 3.2, Test 9; Table 3.3, Test 7; Table 3.6, Test 9; and Table 3.7, Test 9. Add Sensitivity to reduced installation effort Purpose These reliability tests are performed to determine the sensitivity of the anchor to adverse installation conditions General test conditions Install anchors in cracks in accordance with the MPII. Perform unconfined tension tests with setting torque T = 0.5T inst. Add 7.21 and Slip force tests Slip force tests shall be conducted on torque-controlled adhesive anchors in cracked to estimate the tension force corresponding to loss of adhesion between the anchor element and the adhesive. A significant and sudden change in slope of the load-displacement curve or a sudden increase in the expansion force (as measured on pre-split test blocks) may be assumed to indicate loss of adhesion. An acceptable method for conducting the slip force tests is given in Install the anchor in accordance with the manufacturer s printed installation instructions in a hairline crack; however, do not apply the recommended installation torque. Open the crack by and perform a confined tension test to failure with continuous measurement of load and displacement at the unloaded end of the anchor element (see Fig. 7.5). The displacement of the anchor element relative to the as measured at the unloaded end of the anchor element shall be permitted to be used to estimate the force corresponding to loss of adhesion (slip force). Other methods shall also be permitted. 28 of 64

36 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) 7.22 Bond force tests Bond force tests shall be conducted in cracked with the adhesive used for torque-controlled adhesive anchors to estimate the tension force corresponding to loss of adhesion between the adhesive and the under the most adverse conditions anticipated by these criteria. For these tests, Unified National Coarse (UNC) threaded rod of an equivalent nominal diameter shall be substituted for the anchor element specified by the manufacturer and no installation torque shall be applied. The adhesive shall otherwise be installed in accordance with the manufacturer s printed installation instructions; however, the hole cleaning and condition shall correspond to the installation safety test included in the test program (see 7.5, 7.6, 7.7, 7.8) that represents the most adverse condition for the adhesive. New Figure 7.5 LVDT Fig. 7.5 Schematic of slip force test setup 8.2 Required tests Required service-condition tests are given in Table 3.1 for adhesive anchors qualified for use in uncracked only and in Table 3.2 or 3.3 for adhesive anchors qualified for use in both uncracked and cracked. Test requirements for adhesive anchors assessed to resist seismic loads are defined in Table 3.2. Test requirements for torque-controlled adhesive anchors are defined in Table 3.6 or Tension tests in uncracked and cracked Refer to Table 3.1, Tests 7a and 7b; Table 3.2, Tests 11a, 11b, 11c, and 11d; Table 3.3, Tests 8a and 8b; Table 3.6, Tests 12a, 12b, 12c, and 12d; and Table 3.7, Tests 10a, 10b, 10c, and 10d Conduct of tests For adhesive anchors, perform confined service-condition tests in accordance with 4.7 in both low- and high-strength. Perform the evaluation for τ k,cr for adhesive anchors in accordance with For torque-controlled adhesive anchors, perform unconfined service condition tests in both lowand high-strength. All tests shall be conducted with anchors installed in accordance with the MPII. 29 of 64

37 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) It shall be permitted to perform the service-condition tests for adhesive anchors described in Table 3.1, Tests 7a and 7b; Table 3.2, Tests 11a through 11d; and Table 3.3, Tests 8a and 8b as unconfined tests. All tests shall be conducted with anchors installed in accordance with the MPII. 8.5 Tension tests at elevated temperature Refer to Table 3.1, Test 8a; Table 3.2, Test 12a; Table 3.3, Test 9a; Table 3.6, Test 13a; and Table 3.7, Test 11a Qualify anchors for one or both of the temperature categories given in Table 8.1. The minimum long-term temperature for which anchors shall be qualified is 110 F. The minimum short-term temperature for which anchors shall be qualified is 176 F. Install and test a minimum of five anchors at each temperature data point. For Temperature Category A, perform tests at standard temperature and at the short- and long-term temperatures. For Temperature Category B, perform tests on anchors at standard temperature, at the long-term and short-term test temperatures and a minimum of two intermediate temperatures between the long-term and short-term temperatures with a maximum increment of 35 F. If the difference between the long- and short-term test temperatures is less than 35 F, then testing at intermediate temperatures is not required. 8.6 Tension tests with decreased installation temperature Refer to Table 3.1, Test 8b; Table 3.2, Test 12b; Table 3.3, Test 9b; Table 3.6, Test 13b; and Table 3.7, Test 11b. R8.6 These tests establish the suitability of the adhesive anchor system for installation in at lower-thanstandard temperatures. All adhesive anchor systems qualified for installation in temperatures below 50 F are required to be installed and tested at the target temperature. When the target temperature for the system to be qualified falls below 40 F, additional tests are required to assess the effect of rising temperatures on the anchor response. The rate of temperature rise is intended to be consistent with sun exposure. A further distinction in testing of adhesive anchor systems for low temperature installation is made for systems that are intended to be installed in which can vary within a 12-hour period from a low of 40 F (5 C) or less to a high of 80 F (27 C) or more. Such a high rate of temperature change may occur with relatively thin members directly exposed to solar warming (e.g., façade panels). Adhesive anchors installed in such members at the time when the is at its lowest temperature are assumed to be subject to a subsequent accelerated temperature rise of 5K/hr. The supplemental tests in address this issue. Follow special procedures where the MPII includes them for low-temperature installation conditions. Where preheating of adhesive cartridges to reduce viscosity and facilitate adhesive flow is specified in the MPII, observations should be made to determine whether this results in retarded cure, lowering of the glass-transition temperature, and impaired resistance to creep Purpose These service-condition tests are used to assess the sensitivity of the adhesive anchor system to installation in having a temperature at the time of installation less than 50 F (10 C) General test conditions Tests are confined tension tests performed in uncracked Test all adhesive anchor systems to be installed in having a temperature less than 50 F (10 C) in accordance with either or Tests according to shall be performed for all systems to be used in applications where temperatures can vary within a 12-hour period from a low of 40 F (5 C) 30 of 64

38 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) or less to a high of 80 F (27 C) or more. Tension tests shall be conducted as confined tests in uncracked When anchors are recommended for installation in temperatures below 50 F (10 C), perform the following test: (a) Install and test a minimum of (5) anchors. Install anchors per the MPII. Prior to installation, condition the anchor rod and test member to the target temperature (i.e., the lowest installation temperature recommended by the manufacturer) and maintain that temperature for a minimum of 24 hours. (b) Install the anchors in test members and allow them to cure at the stabilized temperature for the cure time according to the manufacturer s printed installation instructions. (c) Immediately thereafter, remove the test members from the cooling chamber and tension test the anchors in order to assure the test members remain at the conditioned temperature. A thermocouple inserted into the test member may be used to confirm the temperature at the time of testing When anchors are recommended for installation in temperatures below 40 F (5 C), in addition to the tests described in , perform the following test: a) Install and test a minimum of (5) anchors. Install anchors per the MPII. Prior to installation, condition the anchor rod and test member to the target temperature (i.e., the lowest installation temperature recommended by the manufacturer) and maintain that temperature for a minimum of 24 hours. (b) Install the anchors in accordance with the MPII and allow them to cure at the stabilized target temperature for the cure time according to the MPII. (c) Apply a constant tension load as given by Eq Raise the temperature of the test chamber at a constant rate to standard temperature over a period of 72 to 96 hours while monitoring the displacement response for each anchor. A thermocouple inserted into the test member may be used to confirm the temperature of the test members during the test. Once the test member attains standard temperature and the displacements stabilize, conduct a confined tension test to failure with continuous measurement of load and displacement. If the displacements do not stabilize within 150 hours from the start of temperature rise, the test shall be discontinued. Add Where anchors are recommended for installation in that is subject to temperature variations within a 12-hour period from a low of 40 F (5 C) or less to a high of 80 F (27 C) or more,.perform the following test: (a) Perform sustained load tests at standard temperature in accordance with (b) Concrete test members shall have maximum dimensions 30 in. by 18 in. by 12 in. (760 mm by 460 mm by 300 mm). Alternatively, a 12-in. (300 mm) high cylinder with maximum diameter 13 in. (330 mm) may be used. 31 of 64

39 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) (c) Install and test a minimum of (5) anchors. Install anchors per the MPII. Prior to installation, condition the anchor rod and test member to the target temperature (i.e., the lowest installation temperature recommended by the manufacturer) and maintain that temperature for a minimum of 24 hours. (d) Install the anchors in the test members of the target temperature and allow them to cure at the stabilized temperature for the cure time according to the manufacturer s printed installation instructions. (e) Immediately after the curing period has elapsed, remove the test members from the cooling chamber and apply a tension preload not exceeding 5% of N sust,lt as given by Eq. (7-3) or 300 lbs to the anchor prior to zeroing displacement readings. Then increase the load on the anchor to a constant tension load N sust,lt as given by Eq. 8.3, raise the temperature of the test chamber at a constant rate of 5K/hr to standard temperature and maintain N sust,lt over a minimum duration of 42 days while monitoring the displacement response for each anchor according to A thermocouple inserted into the test member shall be used to confirm the temperature at the time of testing. (f) Immediately following the sustained load portion of the test, conduct a confined tension test to failure at standard temperature with continuous measurement of load and displacement. 8.7 Establishment of cure time at standard, minimum, and maximum temperature Refer to Table 3.1, Test 8c; Table 3.2, Test 12c; Table 3.3, Test 9c; Table 3.6, Test 13c; and Table 3.7, Test 11c. R8.7 Cure time of most adhesive compounds is inversely proportional to temperature. The requirements of the MPII relative to temperature of the and the cartridge are to be followed Purpose These service-condition tests are used to establish the minimum curing time of the adhesive material for the anchor to achieve full tension capacity General test conditions Perform confined tension tests in uncracked. Tests are conducted on anchors installed in accordance with the MPII at standard, minimum and maximum temperatures of the whereby the temperature of the adhesive shall be in accordance with the MPII for the temperature in the test. The anchors are allowed to cure for the minimum curing time corresponding to the installation temperature as specified in the MPII. Reference tests are also conducted on anchors installed in the same way and allowed to cure for the time specified in the MPII for standard, minimum and maximum temperature plus an additional 24 hours. It shall be permitted to perform cure time tests at cure time plus a time greater than 24 hours. If the cure time specified for elevated temperature installation is the same as that specified for standard temperature, tests at elevated temperature shall be permitted to be omitted. 8.8 Durability assessment Refer to Table 3.1, Tests 9a and 9b; Table 3.2, Tests 13a and 13b; Table 3.3, Tests 10a and 10b; Table 3.6, Test 14a and 14b; and Table 3.7, Test 12a and 12b. (balance of section unmodified except as shown below) 32 of 64

40 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) General test conditions Conduct tests on 1/2 in. diameter all-thread anchors or the smallest nominal diameter if it is larger than 1/2 in. For testing of torque-controlled adhesive anchors, all-thread rod shall be substituted for the anchor element specified by the manufacturer. Embed anchors in cylindrical test members having a minimum diameter of 6 in. Cast the test members in length of steel or plastic pipe having a wall thickness as required to prevent slice splitting during punch testing. All test members shall originate form the same batch. Install anchors along the central axis of the test members according to the MPII. For tests in sulfur dioxide, fabricate the anchor element from austenitic staineless steel. After curing the adhesive, cylinders in which the anchors are installed shall be sawn with a diamond saw into 1-3/16 in. ± 1/8 in. thick slices so the resulting slices are undamaged. Slices shall be oriented perpendicular to the anchor axis and consist of the, adhesive material, and anchor element. Discard the top and bottom slices. Prepare a minimum of 10 slices for each environmental exposure to be investigated and 10 reference slices subjected to standard climate conditions Punch tests Specimens shall be tested within 4 hours following removal from storage (exposure) whereby the specimens shall not be permitted to dry out prior to testing. This condition shall be considered to be fulfilled if the specimens are maintained at standard temperature. Alternately, within 15 minutes of removal from storage (exposure), double wrap the individual specimens in plastic food wrap and place them in sealable plastic bags or impermeable containers until testing. Test the specimens within 4 hours following removal from plastic food wrap whereby the specimens shall not be permitted to dry out prior to testing. This condition shall be considered to be fulfilled if the specimens are maintained at standard temperature. The time during which the specimens may be contained in the sealed condition shall be minimized and shall not exceed 14 days. The thickness of the slices shall be measured and the slices shall be tested in a test apparatus that permits the anchor element of the slice to be punched through the slice while restraining the surrounding (see Fig. 8.1). The loading punch shall act centrally on the metal element. The peak load for each test shall be recorded. Discard results from slices that split curing the punch test. Evaluate the bond stress τ dur,i for each punch test using Eq. (8-1). balance of section unmodified) 8.9 Verification of full capacity in a corner Refer to Table 3.6, Test 15; and Table 3.7, Test 13. (balance of section unmodified) 8.10 Determination of minimum spacing and edge distance to preclude splitting Refer to Table 3.1, Test 11; Table 3.2, Test 15; Table 3.3, Test 12; Table 3.6, Test 16; and Table 3.7, Test 14. (balance of section unmodified) 8.11 Tests to determine shear capacity of anchor elements with nonuniform cross section Refer to Table 3.1, Test 12; Table 3.2, Test 16; Table 3.3, Test 13; Table 3.6, Test 17; and Table 3.7, Test 15. (balance of section unmodified) 33 of 64

41 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) 8.12 Simulated seismic tension tests Refer to Table 3.2, Test 17; Table 3.6, Test 18; and Table 3.7, Test 16. (balance of section unmodified) General test conditions Test each anchor diameter at the embedment at embedments as specified in Table 3.2, Table 3.6 and Table 3.7. Install the anchor in a closed crack in accordance with 4.8. If no torque is specified by the MPII, finger-tighten the anchor prior to testing. Open the crack by w = in. where w is additive to the width of the closed hairline crack after anchor installation. Subject the anchors to the sinusoidal tension loads specified in Table 8.2 and Fig. 8.3 with a cycling frequency between 0.1 and 2 Hz, whereby N eq is given by Eq. (8-2), N m is given by Eq. (8-3), and N i is given by Eq. (8-4). The minimum load for each load level shall not exceed the larger of 5% N eq or 100 lbs. If the mean tension capacity from reference service condition tests is determined from unconfined tests, conduct load cycling as an unconfined test. If the mean tension capacity from reference service condition tests is determined from confined tests, conduct load cycling as a confined test. N eq f c,test 05. No,i fc,test, 2 n lb (8-2) where N o,i = mean tension capacity from reference service condition tests in low-strength cracked as follows: Table 3.2, Test 11c, Table 3.6, Test No. 12c or Table 3.7, Test No. 10c if load cycling is performed as an unconfined test or mean tension capacity from confined reference service condition tests in low-strength cracked as follows: Table 3.2, Test No. 1b if load cycling is performed as a confined test, lb (N). f c,test = compressive strength of used at time of testing, psi; f c,test,2 = compressive strength of corresponding to the tests used to establish N o,i, psi; and n = normalization exponent determined in accordance with Record the crack width, anchor displacement, and applied tension load in accordance with 4.8. Following completion of the simulated seismic-tension cycles, open the crack to a width not less than the crack opening width as measured at the end of the cyclic test and load the anchor in tension to failure. Record the maximum tension load, that is, residual tension capacity; the corresponding displacement; and plot the loaddisplacement response. If the mean tension capacity from reference service condition tests is determined from unconfined tests, conduct the tension test to failure as an unconfined test. If the mean tension capacity from reference service condition tests is determined from confined tests, conduct the tension test to failure as a confined test Simulated seismic shear tests Refer to Table 3.2, Test 18; Table 3.6, Test 19; and Table 3.7, Test 17. (balance of section unmodified) 34 of 64

42 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Install anchors in accordance with the MPII. Perform a minimum of five confined tension tests to failure on anchors in produced in accordance with Mixture Design A and a minimum of five confined tension tests to failure in produced in accordance with Mixture Design B. Perform tests in accordance with 4.7 within the age interval of 28 to 56 days. 9.2 Tests to determine minimum member thickness Refer to Table 3.1, Test 14; Table 3.2, Test 20; Table 3.3, Test 15, Table 3.6, Test 20; and Table 3.7, Test For adhesive anchors, instead of , tests in accordance with 8.10 shall be permitted to be conducted with the test member supported with a shear span length not less than 1.5h ef. For torque-controlled adhesive anchors, tests in accordance with 8.9 and 8.10 shall be permitted to be conducted with the test member supported with a shear span length not less than 1.5h ef. Drilling equipment and setting procedures shall be representative of normal anchor installationas specified by the manufacturer. Subsequent to drilling the holes and setting anchors, the balance of tests in accordance with 8.9 and 8.10 shall be permitted to be conducted without supports. Add Tests for recognition of deformed reinforcing bars as anchor elements Perform tests on all diameters of deformed reinforcing bar anchor elements sought for recognition in accordance with Table 3.1, Table 3.2, or Table 3.3. Exception: If tests have been performed on a minimum of five diameters of threaded rod anchor elements in accordance with Table 3.1, Table 3.2, or Table 3.3, it shall be permitted to obtain recognition for the use of deformed reinforcing bar anchor elements corresponding to the tested range of threaded rod anchor element diameters as follows: a. Except as determined in accordance with Table 9.2, reduction factors determined for threaded rod as applicable in Eqns 10-12, and shall be applied to the bond values for reinforcing bar elements. b. Perform tests with deformed reinforcing bars in accordance with Table 9.2. The range of reinforcing bar anchor element diameters tested shall correspond to the tested range of threaded rod anchor element diameters. c. Demonstrate for all tested diameters that test results from tests according to a. are statistically equivalent to or exceed the tests with threaded rod anchor elements of approximately equivalent diameters. d. If it cannot be shown that the test tests according to a. are statistically equivalent to or exceed the tests with threaded rod anchor elements for all approximately equivalent diameters, adjust the characteristic tension bond stresses in uncracked and cracked with the minimum ratio of the mean bond stress 35 of 64

43 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) for the tested deformed reinforcing bar diameters to the mean bond stress for threaded rod diameters of approximately equivalent diameter. e. It shall be permitted to include additional test series in the assessment for recognition of reinforcing bar elements. Table 9.2 Minimum required tests for supplementary recognition of reinforcing bars as anchor elements Test type Table 3.1 Table 3.2 Table 3.3 Test No. Diameters Test No. Diameters Test No. Diameters Reference 1a all 1a all 1a all 1b all 1b all 1b all Reliability 4 see footnote 1c 1d * all all 5 sm., med., lg. 3 sm., med., lg. 7 see footnote 5 see footnote Service condition 7a all 11a all 8a all 11c all Optional 17 ** sm., med., lg. 18 ** sm., med., lg. * Test is optional if test results of Test 1c can be shown to be statistically equivalent to or greater than results of Test 1a. If Test 1d is not performed, limit calculated anchor tension resistance to f c = 2500 psi. Not required if tests with threaded rod to determine the bond strength are conducted as confined tests. Comparison of bond stresses for threaded rod and reinforcing bar elements is performed with reference test values. ** Where recognition for seismic is to be included. Test #4 reinforcing bar or smallest nominal diameter if it is larger than #4. Tests may be omitted if the hole diameter specified for the corresponding reinforcing bar in the MPII is not more than 1/8-in. (3 mm) larger than the required hole diameter for the tested threaded rod diameter and the normalized bond strength for the reinforcing bar element is equal to or lower than the bond strength for threaded rod. It shall be permitted to test only small, medium and large diameters if the ratio of the test results for threaded rod and reinforcing bar elements for the confined and unconfined test conditions are statistically equivalent. 36 of 64

44 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Add Tests for recognition of deformed reinforcing bars for use in post-installed reinforcing bar connections Perform tests in accordance with Table Recognition shall be limited to the hole drilling and cleaning methods included in the MPII. Tests in accordance with Table 3.8 shall be repeated for each drilling/hole cleaning method included in the MPII Service condition tests Bond performance tests Perform tests as confined tension tests in test specimens in accordance with Fig Tension load and bar displacement relative to a fixed point outside of the of the test specimen shall be continuously recorded Tests for bond and splitting behavior at deep embedment Perform tests as tension tests to failure with test specimens as shown in Fig Reinforcing bars shall be fabricated in accordance with recognized standards and shall fulfill the requirements of Table 9.3: Table 9.3 Requirements for reinforcing bars used in reinforcing bar tests according to Table 3.8 Tensile strength, min. Yield strength, min. Relative rib area, R r * psi MPa psi MPa min. max * h R 075 r r. where s r h =average height of deformations and r s =average spacing of deformations r Reinforcing bars conforming to the requirements of ASTM A706 Grade 80 shall be assumed to fulfill Cast test specimens vertically so the is well consolidated around the reinforcing Perform tests as confined tests. The bearing plate shall be at least 1-inch (25 mm) thick and shall be so constructed to cover the entire surface of the test specimen with 4 holes with diameter 1.5 times the hole diameter. The friction reducing surface shall consist of two layers of friction-reducing material (PTFE, other). Lubricate the interstitial surfaces of the PTFE layers with Teflon spray. Measure load and displacement continuously. The rate of loading or displacement shall be established so that the test duration to peak load is not less than three minutes and not more than 15 minutes Reliability tests Dry - Perform tests in accordance with Saturated Perform tests in accordance with of 64

45 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Freezing and thawing Perform tests in accordance with Sustained load at elevated temperature Perform tests in accordance with 7.17 whereby the load N sust,lt shall be determined in accordance with Eq. (7-3a). N d sust, lt min, req b b (7-3a) where min,req =830 psi (5.7 MPa) Tension tests with decreased installation temperature Perform tests in accordance with Sensitivity to installation direction Perform tests in accordance with Tests to verify installation procedure Installation at maximum recognized embedment Perform tests with minimum cover as indicated in the MPII. Repeat tests for each installation system included in the MPII for the tested bar diameter. Perform hole drilling, adhesive injection, and bar installation in the horizontal postion with the test member, reinforcing bar, and adhesive conditioned to the maximum installation temperature indicated in the MPII Injection verification Perform tests with each installation system included in the MPII for the tested bar diameter in clear rigid tubing that is resistant to the heat generated by the adhesive, does not react with the adhesive, and that has an inner diameter approximately equal to the hole diameter specified in the MPII. Perform tests in the horizontal position with the tube hidden from the view of the personnel performing the injection. Inject adhesive in accordance with the MPII and install the deformed reinforcing bar to the required embedment Durability tests Perform slice tests in accordance with Resistance to alkalinity Perform tests in accordance with Resistance to sulfur Perform tests in accordance with Corrosion tests Perform tests in 6 in. (150 mm) cubes or in a rectangular section of any length with cross section 6 in. x 6 in. (150 mm x 150 mm). The shall conform to the requirements of 4.3 with the following exceptions: 1. The water-cement ratio used for the mix design shall be equal to or greater than The mix design shall be supplemented with a source of chloride ions to result in water-soluble chloride ion (CI - ) content in by weight of cement of 0.40 percent. The shall have a minimum age of 21 days and shall be free of surface carbonization at the commencement of the test. Prior to installation, ensure that reinforcing bars are free of mill scale or other loose contaminants or coatings and clean with ethanol or other solvent. Install bars in accordance with the MPII for dry 38 of 64

46 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) at an edge distance of 3 in. (75 mm) at an embedment depth of 2-3/4 inches (70 mm) and with the end of the bar in contact with the end of the drilled hole. Where multiple anchors are installed in a rectangular section, the minimum spacing between bars shall be 2 in. (50 mm). Following installation of the anchors, coat the surface of the around each installed reinforcing bar with an epoxy sealer. The coating shall extend for a distance of 3/4 inch (2 cm) from the perimeter of the bar The test apparatus is shown in Fig. 9.1 and consists of a non-reactive, non-metallic container in which the test specimen is immersed in a water solution to a depth of 3-1/2 inches (90 mm) with a 3/8 inch (10 mm) clear distance maintained between the bottom of the test specimen and the floor of the container by means of non-reactive spacer blocks. L-shaped cathodes constructed from austenitic stainless steel (316) plate shall be so dimensioned and positioned on the floor of the container to result in a surface exposure to the water solution of not less than 15.5 in 2 (100 cm 2 ). The cathodes shall be equipped with a 100 Ohm resistor (accuracy of ± 1%), and shall have been degreased with ethanol, exposed to a 5% nitric acid solution for 10 minutes, rinsed with distilled water and placed in distilled water conditioned with dissolved sodium sulfate and sodium bicarbonate each in the amount of 200 mg per liter for a period of at least 14 days immediately prior to the conduct of the test After the adhesive cure time has elapsed, install the test specimen and the cathodes in the container, fill the container with distilled water conditioned with dissolved sodium sulfate and sodium bicarbonate each in the amount of 200 mg per liter, and connect the reinforcing bars to the cathodes Measure the current between the reinforcing bars and the attached cathodes by measuring the potential drop over the resistor using a micro voltmeter with a resolution of 100 nv and input resistance of at least 10 MOhm Measure the corrosion potential of each reinforcing bar against a reference electrode in the container with a voltmeter having a minimum input resistance of 10 MOhm and a resolution of 0.1 mv Perform measurement of current flow and potential at maximum 1 hour intervals for the duration of the test Use reference electrodes equipped with porous stoppers that have been stored, maintained, and calibrated in accordance with manufacturer instructions. Alternatively, if calibration information for the reference electrode is unavailable, it is permissible to check the potential of the reference electrode weekly with a saturated Cu/CuSO 4 electrode (CSE) It shall be permitted to use an electrolyte bridge to avoid contamination of the electrolyte solution with copper ions or chlorides Plot the current flow and potential over time The duration of the tests shall be at least 3 months. 39 of 64

47 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMSS IN CONCRETEE ELEMENTS (AC308) Fig. 9.1 Corrosion test apparatus Seismic resistancee Perform all tests in test specimens similar to that shown in Fig The bar shall be prevented from contacting the end of the drilled hole during the test by extending the drilled hole beyond the required embedment and inserting a compressible material at the bottom of the holee prior to injection and bar insertion. Tests are conducted as confined tests with a friction reducing material (PTFE, other) placed between the confining plate and the surface Perform cyclic tension tests (push-pull) using displacement control in accordance with Fig The value of s u shall be taken as the mean displacement at peak load from tension tests in accordance with Table 3.8, Test No. 1c Tension load and bar displacement relative to a fixed point outside of the of the test specimen shall be continuously recorded and plotted in a manner similar to that shown in Fig Perform ten loading cycles as shown in Fig Thereafter, perform a static tension test to failure. New Fig. 9.2: 40 of 64

48 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMSS IN CONCRETEE ELEMENTS (AC308) Fig. 9.2 Cyclic loading protocol for seismic qualification of post-installed reinforcing bar connections It shall be permitted to establish bond stresses over several diameters using a trend line (regression analysis). The trend line shall satisfy the following requirements: a. The coefficient of variation associated with the trend line shall be in accordance with for adhesive anchors and for torque-controlled adhesive anchors. b. The value of the correlation coefficient (r) associated with the trend line shall be equal to or greater than the value given in Table for a given data populationn (n). It shall be permitted to calculate r as the square root of the coefficient of determination, R 2. For values of n between the tabular values, the value of r shall be taken from Table as the next higher value. c. The value of the slope of the trend line shall not change sign. d. A minimum of four evenly distributed anchor diameters shall be tested to develop the trend line. e. Values for diameters outside of the tested diameter rangee shall not be extrapolated from the trend line. 41 of 64

49 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table Minimum values of correlation coefficient (r) for trend lines * n r min n r min n r min n r min * Critical values of Pearson s correlation coefficient for one-tailed level of significance of , two-tailed of 64

50 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Alternatively, it shall be permitted to perform the comparison of reliability and reference test results using trend lines developed from regression analysis of the calculated bond stress as a function of diameter in accordance with Section for the reliability and reference test results If the value τ k,cr is derived from service condition tests in cracked performed as confined tests, the value τ k,cr shall not exceed α setup τ k,nom,cr, where τ k,nom,cr is evaluated from service-condition tests in cracked performed as unconfined tests and evaluated in accordance with Adjustment for reduced load in crack width cycling, freezing-and-thawing, sustained load and decreased installation temperature tests is permissible if the limiting characteristic bond stress is reduced (10.9, 10.10, and 10.14) Where a reduced sustained load is required to meet the displacement requirements in the crack width cycling, freezing and thawing tests, or the displacement or residual load requirements in decreased installation temperature tests in accordance with 8.6.2, the reduction factor with Eq. (10.16). In all cases a single minimum installation temperature shall be established. shall be evaluated in accordance where N red min 10. (10.16) N req N red = reduced sustained load in a reliability test series test series or in tension tests at decreased installation temperature in accordance with as required to satisfy displacement criteria, lb; and N req = required sustained load for a reliability test series N w for tests in accordance with Eq. (7-1), N sust, ft for tests in accordance with Eq. (7-2), and for tension tests at decreased installation temperature in accordance with 8.6.2, lb. Add Assessment of characteristic tension capacity associated with breakout and pullout for torque-controlled adhesive anchors Verification of test requirement The testing and assessment of torque-controlled adhesive anchors shall be conducted in accordance with Table 3.7. Exception: If tests to determine the slip force and bond force have been conducted in accordance with Table 3.6, Test Nos. 10a and 10b, respectively, and it can be shown that either Eq. (10-18a) or Eq. (10-18b) is fulfilled, then testing and assessment of torque-controlled adhesive anchors shall be permitted to be conducted in accordance with Table Slip force and bond force test assessment In the slip force and bond force tests, the load at which loss of adhesion between the adhesive 43 of 64

51 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) and the occurs shall be determined in accordance with The results of the bond force tests shall be normalized to f c = 2,500 psi (17.2 MPa) in accordance with The coefficient of variation of the slip force tests shall not exceed 15% and the coefficient of variation of the bond force tests shall not exceed 10%. If these conditions are not fulfilled, a larger ratio of bond force to slip force shall be required in Eq. (10-18a) or Eq. (10-18b) to ensure that the slip force exceeds the bond force with a probability p N N bond, slip, 30. (10-18a) where: Nbond, = the mean force corresponding to loss of adhesion between the adhesive and the (mean bond force) for anchor diameter, lb [N]; and Nslip, = the mean force corresponding to loss of adhesion between the anchor element and the adhesive (mean slip force) for anchor diameter, lb [N]. N N kbond,, 95%, slip, 13. (10-18b) where: N kbond,, = the characteristic force (5% fractile, 90% confidence) corresponding to loss of adhesion between the adhesive and the (characteristic bond force) for anchor diameter, lb [N]; and N 95 slip %,, = the 95% fractile at 90% confidence of the force corresponding to loss of adhesion between the anchor element and the adhesive (characteristic slip force) for anchor diameter, lb [N] Torque-controlled adhesive anchors shall not exhibit pull-out characterized by failure at the adhesive/ boundary. Pull-out failure whereby the failure occurs at the adhesive/anchor element boundary is permissible Requirements on coefficient of variation 44 of 64

52 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) In each reliability test series, the coefficient of variation of the ultimate loads shall not exceed 20%. For all other test series, the coefficient of variation of the ultimate loads shall not exceed 15% Comparison with reference tests For all reliability tests listed in Table 3.6 or Table 3.7 with the exception of torque tests, slip force tests and bond force tests, calculate the value using Eq. (10-18c). N N min ; N N ri, kri,, oi, koi,, 1.0 (10-18c) where: N ri, = mean failure load from reliability test series i, lb (N); N oi, = mean failure load from the corresponding reference test series, lb (N); N kri,, = characteristic failure load from reliability test series i calculated in accordance with 10.4, lb (N); and N koi,, = characteristic failure load from the corresponding reference test series calculated in accordance with 10.4, lb (N) The evaluation of N N kri,, koi,, in Eq. (10-18c) is valid for cases where a comparable number of test results are used for both series (reliability and reference). Comparison of the characteristic values may be omitted if either of the following conditions is met: 1. For both test series, the coefficient of variation of the failure loads 10%. 2. The difference in the number of tests in each series n 5 and the coefficient of variation of the reliability test series is equal to or less than the coefficient of variation of the reference test series For the purpose of evaluating in accordance with Eq. (10-18c), the value Nkoi,, shall be permitted to be calculated using Eq d. In this case, N oi, shall be taken as 1.3N koi,,. 1.5 N k o, i khef f c, i, lb [N] (10-18d) where k k k = calculated according to cr, uncr 45 of 64

53 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Requirements for load-displacement behavior The tension load-displacement behavior of single torque-controlled adhesive anchors shall be predictable, except as noted in and Fig provides examples of acceptable and unacceptable load-displacement curves for torque-controlled adhesive anchors. For each anchor tested, a plateau with a slip larger than 5% of the displacement at ultimate load, or a temporary drop in load, shall not occur at load levels less than N 1. For tests in uncracked, N1 is taken as the lesser of 0.8N and A se f y. For tests in cracked, N is taken as the lesser of0.7nu and A 1 se f y. This requirement shall be fulfilled in all confined and unconfined tension tests specified in Table 3.6 and Table 3.7 that are conducted to failure with continuous measurement of load and displacement. u Minor deviations in the tension load-displacement behavior from the requirements of at the point of loss of adhesion between the anchor element and the adhesive shall be permitted when conducting tests in cracked. Such deviations, characterized by a loss of load prior to the attainment of peak load, shall not extend for more than inches (0.5 mm) of displacement Within a test series, if not more than one test shows a load-displacement curve not complying with , the anchor shall be considered acceptable provided that two conditions are met: a. There is little or no drop in load; and b. The deviation is justified as being uncharacteristic of the anchor behavior and is due to an external cause such as a defect in the test procedure or in the base material. Such defects shall be described in detail in the evaluation report, and the results of an additional ten tension tests shall display load-displacement curves meeting the requirements of Where the requirements of are not met in reliability and service-condition tension tests, calculate the adjustment factor in accordance with Eq. (10-18e). slip N 1.0 1x, slip (10-18e) N1 where N 1 = min 0.8Nu; Asef y = min 0.7Nu; Asef y uncracked, lb (N). N 1x, = load corresponding to uncontrolled slip in tension test x, lb (N). 46 of 64

54 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) N U N Load, N Displacement Curves 1 and 2 show load-displacement responses in conformance with Curve 3 shows uncontrolled slip requiring calculation of. See for requirements on lim. Fig Load-displacement requirements slip Concrete cone breakout capacity Evaluate the cone breakout capacity Nm from test results considering test conditions and sample size Calculate mean effectiveness factors k m independently for unconfined tension tests conducted in uncracked and for unconfined tension tests conducted in cracked using Eq. (10-18f). k N u m hef fc, test, i in., lb [N,mm] (10-18f) where n n no. of tests included in evaluation of N u If the values of km calculated with Eq. (10-18f) do not meet the minimum permissible values of km given in Table , the minimum value of k in Table shall be reported and the characteristic tension resistance shall be determined in accordance with The values of kuncr shall not exceed the maximum reportable k values given in Table and k cr reported in Table of 64

55 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table Minimum and maximum values of effectiveness factors, k cr and k uncr Effectiveness factor Permissible range of calculated mean Value of kcr k effectiveness factor, k m be reported in., lb SI in., lb SI k m and uncr 22 k m < < to k cr k uncr 27 < < km < < < < km k k k m m m k k m m k k k m m m If tension tests conducted at the embedment and steel strength reported in Table 11.3 result in steel failure at a load corresponding to a k that is less than the minimum reportable value from Table , report the minimum reportable values given in Table 11.3 for and. If tension tests conducted at the embedment and steel strength reported in Table 11.3 result in steel failure at a load corresponding to a k that is greater than the minimum reportable value from Table , report the corresponding values and from Table Alternatively, it shall be permitted to perform the tests used to determine the effectiveness factors in such a manner as to result in failure. Acceptable methods include substituting a bolt of higher steel strength in the anchor or setting the anchor at a reduced embedment depth. Where a change in the specified components of the anchor is required, an assessment shall be made to determine that the functioning of the anchor is not enhanced by the required modification Pull-out capacity For torque-controlled adhesive anchors qualified in accordance with Table 3.6 or Table 3.7, reduce the nominal characteristic tension pullout capacities for cracked and uncracked N k, p, nom( cr, uncr ) in accordance with Eq. (10-18g) and report the characteristic pull-out capacity in cracked and uncracked Nk, p( cr, uncr ) for each combination of mandatory and optional use conditions specified. k cr k uncr k cr k uncr 48 of 64

56 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Exception: For short-term loads such as wind or earthquake, the factor need not be included in the determination of N k,p in accordance with Eq. (10-18g). in accordance with Eq. (10-18j) Nk, p( cr, uncr) Nk, p, nom( cr, uncr ) lt st dur cat3 lb [N] (10-18g) where N k, p, nom, uncr = the characteristic capacity as determined from service-condition tests in low- and high-strength uncracked in accordance with this criteria; and N k, p, nom, cr = the characteristic capacity as determined from service-condition tests in low- and high-strength cracked in accordance with this criteria. = min min ;min slip for the reliability and service-condition tests listed in req Table and Table , respectively. slip = reduction factor for uncontrolled slip, see Eq. (10-18e). lt = reduction factor for maximum long-term temperature, see Eq. (10-26). st = reduction factor for maximum short-term temperature, see Eq. (10-27). dur = reduction factor for durability, see Eq. (10-29). = min. reduction factor for reduced sustained/repeated load in reliability tests, see Eq. (10-18j). = reduction factor for anchor category 3, see Eq. (10-18i). cat3 Table Reliability tests relevant for the determination of min and min slip in Eq. (10-18g). req Table 3.6 Table 3.7 Test No. Test No * 7 8* * 7 8* *Optional tests. 49 of 64

57 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table Service-condition tests relevant for the determination of min slip in Eq. (10-18g). Table 3.6 Table 3.7 Test No. Test No. 12a 12b 12c 12d 13a 13b* 13c 1* 10a 10b 10c 10d 11a 11b* 11c 16 *Optional tests Further modify the characteristic tension resistance N k, p, cr for seismic load cases in accordance with Eq. (10-18h) N N lb [N] (10-18h) k, p, seis k, p, cr N, seis where: Nseis, = reduction factor for seismic tension loading, see Eq. (10-30). N = seismic tension pull-out resistance, lb (N). k, p, seis Anchor category The tested anchor system shall be assigned an anchor category in accordance with Table The anchor category shall be reported in Table Table Anchor categories for torque-controlled adhesive anchors Value of req for selected installation safety tests Anchor category Table 3.6 Table 3.7 Test No. Test No. 2a 2b 2c* 2d* 2e* 2f 2a 2b 2c* 2d* 2e* 2f *Optional tests, see Table Where α is less than the values of α req corresponding to anchor category 3 in Table , the anchor shall be assigned to anchor category 3 and a reduction factor α cat3 for the determination of N k,p(cr,uncr) in accordance with Eq. (10-18g) shall be determined in accordance with Eq. (10-18i). For all other cases, α cat3 shall be taken as 1.0. α cat3 = min req.cat (10-18i) 50 of 64

58 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) where α req,cat3 = α cat3 corresponding to anchor category 3 for corresponding installation safety test in accordance with Table Adjustment for reduced sustained load Where a reduced sustained load is required to meet the displacement requirements in a reliability test series or in tension tests at decreased installation temperature in accordance with 8.6.2, the reduction factor shall be evaluated in accordance with Eq. (10-18j). where In no case shall the value of New N 1.0 red min (10-18j) Nreq N red = reduced sustained or repeated load in a reliability test series or in tension tests at decreased installation temperature in accordance with as required to satisfy displacement criteria; and N req = required sustained or repeated load for a reliability test series or in tension tests at decreased installation temperature in accordance with 8.6.2; = N w for tests in accordance with Eq. (7-1); = N sust, ft for tests in accordance with Eq. (7-2); = N sust, lt for tests in accordance with Eq. (7-3). be less than Minimum member thickness for torque-controlled adhesive anchors Unless separate tests are conducted in accordance with Section 9.2 to verify minimum member thicknesses for specific types, diameters and embedments, the minimum member thickness for torquecontrolled adhesive anchors shall be reported as h 2h. h In no case shall the minimum member thickness be given as less than the drilled hole depth + whereby h d o 1.25 in. (30 mm) The torque test shall achieve a torque resistance of at least 1.3Tinst. The anchor shall not turn in the anchor hole prior to reaching a torque resistance of 1.3Tinst. In addition, Eq.(10-22) shall be fulfilled. If this requirement is not met, reduce the installation torque Tinst as required to fulfill the requirement. N min min F ;. N (10-22) 95% y 08 k,test ef h min where 51 of 64

59 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) N 95% = 95 percent fractile (90 percent confidence) of the induced tension force corresponding to 1.3T inst ; N k,test = characteristic tension capcity evaluated from reference tension tests in low-strength (Table 3.1, Test 1a; Table 3.2, Test 1a; Table 3.3, Test 1a; Table 3.6, Test 1a; and Table 3.7, Test 1a. F y Ase,N f ya = yield stress, psi. for bolts with a defined yield stress and F A 08. f y se,n uta for bolts without a well-defined The mean values of the extrapolated estimates of the total displacement over the anchor intended service life service shall not exceed limiting values lim of displacement at standard temperature,, elevated temperature, lim, elev Tests conducted at standard temperature shall satisfy Eq. (10.25a). lim std, and at where lim, std (10.25a) service lim,std = mean displacement corresponding to loss of adhesion Nadh for adhesive anchors ( and Fig (a) through(d)) or to uncontrolled slip N1,x for torque-controlled adhesive anchors ( and Fig ) as measured in standard temperature reference tests (Chapter 6). Exception: It shall be permitted to omit sustained load tests at standard temperature if the mean service displacement measured in sustained load tests at long-term temperature and extrapolated to 50 lim, std years is less than or equal to Tests conducted at long-term elevated temperature shall satisfy (Eq b). where (10.25b) service lim,elev = mean displacement corresponding to the loss of adhesion for adhesive anchors ( lim, elev N adh and Fig (a) through(d)) or to uncontrolled slip N 1,x for torque-controlled adhesive anchors ( and Fig ) as measured in maximum long-term elevated temperature service-condition tests (Section 8.5). 52 of 64

60 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) When installed horizontally and overhead in accordance with the MPII, the annular gap around the anchor element shall remain completely filled with adhesive. Include the following criteria in the assessment: 1. The adequacy of the MPII for the installation orientation being evaluated. (Fig. 10.2). 2. For overhead and horizontal installations, the adequacy of measures, as required, to capture excess adhesive during installation of the anchor element, to protect the unbonded portion of the anchor element from adhesive, and to ensure that the annular gap around the anchor element is completely filled with adhesive over the bonded length (Fig. 10.2(b) and (c)). 3. The adequacy of installation procedures to prevent formation of gaps and/or trapped air in the adhesive along the bonded length of the anchor (Fig (d)). Examination of the polycarbonate tube prepared in accordance with Fig. 7.3 shall include, where necessary, dissection of the adhesive-filled tube following cure of the adhesive. The total surface area of the measured voids shall not exceed 10% of the inside surface area of the tube over the embedment depth ( A 01. d h ) voids inner ef The value of α req for the tension capacity shall be established with the reference tests performed in accordance with The value of α req for the tension capacity shall be For anchors that do not fulfill the requiremens for a given target temperature, retest anchors at a higher target temperature, at a reduced sustained load level or a combination of these two options. Report the temperature at which the requirements are fulfilled as the minimum temperature at the time of installation. If a reduced sustained load is used to fulfill the requirements, evaluate the reduction factor in accordance with the procedures in Add Where anchors are recommended for installation in that is subject to temperature variations within a 12-hour period from a low of 40 F (5 C) or less to a high of 80 F (27 C) or more, Eq. (10.27a) shall be satisfied. (10.27a) service lim,std dt,42d sust,42d where = mean displacement corresponding to the loss of adhesion for adhesive anchors ( lim, std and Fig (a) through(d)) or to uncontrolled slip N 1,x for torque-controlled adhesive anchors ( and Fig ) as measured in standard temperature reference tests (Chapter 6); dt,42d = mean displacement measured in tension tests with decreased installation temperature at 42 days (see Section 8.6.3); and N adh 53 of 64

61 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) sust,42d = mean displacement measured in the sensitivity to sustained load tests at standard temperature at 42 days (see Section ) The value of req for the residual tension capacity shall be Retest anchors that do not fulfill the requirements for a given target temperature at a temperature at which the requirements are fulfilled. Alternately, retest anchors with a reduced sustained load for which the requirements are met and evaluate the factor anchors, In no case shall the value of Add in accordance with or, for torque-controlled adhesive be less than Exception: For the assessment of torque-controlled adhesive anchors in cracked where allthread rod has been substituted for the anchor element specified by the manufacturer, the value of α dur in Eq. (10-18g) shall be taken as 1.0 if min 0.95 dur, i oi > Successful completion of the cyclic loading history and fulfillment of the residual tension capacity requirement of shall be reported together with an anchor capacity in cracked according to 10.4 for adhesive anchors and for torque-controlled adhesive anchors in Table 11.2 or Table 11.3 for use in designing for load cases that include earthquake loading. Add For restrictions on installation conditions based on installation safety tests performed, see Table Table Limitations on installation conditions for torque-controlled adhesive anchors *, Installation conditions permitted Table 3.6 or Table 3.7 installation safety tests performed 2a 2b 2c 2d 2e Installation shall be limited to dry indoor locations. X X Installation in exterior locations shall be permitted. Installation in water-filled holes shall be permitted. Installation in submerged shall be permitted. X X X X X X X X X X * See Chapter 13 for quality control requirements. See Eq. (10-12) for limitations on use. 54 of 64

62 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) New Table Table Limitations on use of torque-controlled adhesive anchors based on environmental conditions Reliability and service-condition tests performed Permitted use conditions Table 3.6 Table a 14b 6 12a 12b Applications limited to dry interior environments without aggressive atmospheric conditions X X Application in interior or exterior environments * Without aggressive atmospheric conditions X X X X With aggressive atmospheric conditions X X X X X X * Use in exterior or aggressive exposure conditions is predicated on the appropriate type of steel coating. Classification predicated on exposure of alkaline environmnent but no exposure to sulfuric atmosphere. Classificaton predicated on exposure to alkaline environment and sulfuric atmosphere Assessment based on installation and environmental conditions For use restrictions on adhesive anchors based on installation conditions and environmental tests performed within the anchor assessment program, refer to Table For use restrictions on torque-controlled adhesive anchors based on installation conditions and environmental tests performed within the anchor assessment program, refer to Table Report any use restrictions. Add Assessment of tests for recognition of deformed reinforcing bars for use in post-installed reinforcing bar connections The qualification of post-installed reinforcing bar systems shall be evaluated in accordance with this section. Qualification tests shall be conducted for each system for which recognition is sought, including drilling method and injection equipment. Tests shall be conducted with deformed reinforcing bars of sufficient strength to avoid steel failure The coefficient of variation for all tests except the bond/splitting tests (Test No. 2, Table 3.8) shall be equal to or less than 15% Where the adhesive anchor system has not otherwise been qualified for cracked and uncracked, the peak loads recorded in tests in accordance with Table 3.2, Test Nos. 1b and 1d using #4 (12 mm) reinforcing bars with 7d b embedment shall not be less than 50% of the results in uncracked from Table 3.8, Test No. 1. The displacement at peak load shall not exceed by more than in. (0.5 mm) the displacement at peak load as recorded in tests in uncracked. 55 of 64

63 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Required bond strength The required minimum tension bond strength for the post-installed reinforcing bar system shall be in accordance with Eq. (10-32). rebar min, (10-32) req where: rebar = adjusted mean tension bond strength determined in accordance with Eq. (10-35). min, = 1090 psi (7.5 MPa) for Table 3.8, Test Nos. 1a, 1b and 1c req min,req = 1715 psi (11.8 MPa) where tests have been conducted in accordance with Table, 3.8, Test No. 1d Limiting displacement The maximum displacement in tension for the post-installed reinforcing bars systems shall be in accordance with Eq. (10-33). ult max (10-33) where: ult = mean displacement at ultimate load for tests in each test series in accordance with Table 3.8, Test Nos. 1a, 1b, and 1c. max = maximum permissible mean displacement = 0.06 in. (1.5 mm) for bar sizes #9 and smaller; = 0.08 in. (2.0 mm) for bar sizes #10 and # Calculation of mean tension bond strength Calculate the mean tension bond strength in accordance with Eq. (10-34). N u 008. db b Rr 04. (10-34) where: = calculated mean tension bond strength. N = measured mean ultimate loads from tests in accordance with Table, 3.8, Test No. 1a, 1b, u d b = = b R = r and 1c, normalized for f c in accordance with Eq. (10-1) with n = 0.1. nominal diameter of tested reinforcing bar. reinforcing bar embedment. relative rib area of tested reinforcing bar. 56 of 64

64 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Assessment of adjusted mean tension bond strength The mean tension bond strength, rebar, shall be determined in accordance with Eq. (10-35). dur rebar req, dur min (10-35) where: rebar = adjusted mean tension bond strength, lb/in 2. = calculated mean tension bond strength in accordance with Eq. (10-34), lb/in 2. = nn min for reliability tests, Table 3.8, Test Nos. 3, 4, 5, 6, 7, and 8 req, nn 1.0 min dur req, dur = minimum ratio for durability tests, see = reduction factor for freeze-thaw test in accordance with For recognition to resist sustained tension loads, determine the mean tension bond strength in accordance with Eq. (10-35a). dur rebar, sust req, dur where: min (10-35a), sust = reduction factor for sustained load test in accordance with For recognition to resist seismic loads, determine the mean tension bond strength in accordance with Eq. (10-35b). min (10-35b) dur rebar seis req, dur where: seis = minimum ratio for seismic tests, see of 64

65 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) For recognition to resist seismic and sustained loads, determine the mean tension bond strength in accordance with Eq. (10-35c). min (10-35c) dur rebar, sust seis req, dur Assessment of tests for bond and splitting behavior at deep embedment Compare the load-slip measurements for the cast-in bars and post-installed bars. The peak loads N shall be normalized in accordance with 10.2 whereby the exponent, n, shall be taken as The mean peak loads shall satisfy Eq. (10-36). N pi 095. N (10-36) ci The mean displacement at peak load shall satisfy Eq. (10-37). pi 095. (10-37) ci The coefficient of variation of the peak loads for the post-installed tests shall not exceed 10%. It shall be permissible to perform additional tests to fulfill these requirements. The number of tests with post-installed bars shall be equal to the number of tests with cast-in bars Reliability test assessment Each set of reliability test results (Table 3.2, Test Nos. 3, 4, 5, 7, and 8) shall be used to determine a reduction factor in accordance with Eq. (10-38). nn nn 1 (10-38) where: nn = reduction factor corresponding to reliability test no. nn. nn = calculated mean bond stress corresponding to reliability test no nn. = calculated mean bond stress corresponding to test nos. 1a, 1b and 1c The assessment of the sustained load test shall be in accordance with For the determination of,sust in accordance with Eq. (10-17) the value of Nsust, lt shall be taken from Eq. (7-3a). The residual tension capacity from the sustained load test is evaluated in accordance with Eq. (10-38) Requirements for installation assessment Installation at maximum recognized embedment Verify for each test that: a. the bar has been installed to the correct embedment b. adhesive fills the hole to the surface of the ; and c. the around the bar is not split, spalled or otherwise damaged by the installation process. Failure to meet these requirements in any test shall be cause for rejection. 58 of 64

66 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Requirements for injection verification Verify for each test by visual inspection that the resulting specimen is relatively free of voids along the length of the bar. The presence of more than incidental voids over the length of the bar as may affect curing, bond strength or corrosion resistance shall be cause for rejection Requirements for corrosion test For the last one-third of the test period, the following requirements shall be met by all test specimens: a. the daily mean value of the measured current shall not exceed 0.28A; and b. the measured potential shall not fall below the value of -0.2 CSE. Exception: Where visual inspection of the reinforcing bars after the test reveals no products of corrosion, the requirement on measured potential in accordance with Section b may be disregarded Durability test assessment For each test series, calculate the reduction factor dur in accordance with Eq. (10-39). dur ustored, (10-39) udry, where ustored, = mean bond stress derived from tests on slices conditioned in accordance with or udry, = mean bond stress derived from tests on reference specimens. dur Calculate the value of min where req, dur = 1.0 for slice tests on specimens stored in accordance with = 0.9 for slice tests on specimens conditioned in accordance with Seismic test assessment The calculated mean bond stresses in accordance with Eq. (10-34) from the tests for seismic resistance shall be evaluated in accordance with Eq. (10-40). seis,, min upin un, req, dur where upin,, = normalized peak calculated bond stress in cycle n un, = bond stress in cycle n in accordance with Table (10-40) 59 of 64

67 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Add Table Table Requirements on bond stress for cyclic seismic test 1 un, Cycle no. n 2500 psi 8000 psi (psi) (MPa) (psi) (MPa) residual ult Values to be normalized for strength of test specimen with n = 0.5 CHAPTER 11 TEST REPORTS AND DATA PRESENTATION 11.1 General requirements on test reports Test reports shall comply with ICC-ES Acceptance Criteria for Test Reports (AC85) and shall include the following: Test reports shall include information described in Section 13 of ASTM E Test reports shall also include the following: Mode of failure for each test, e.g., steel rupture, splitting, cone failure, anchor pullout, anchor pull-through. Photographs of test equipment and typical anchor failure modes. Report approval by a registered design professional. Verification that test specimen sampling complies with Section 4.2. MPII. Add through Where systems are qualified for post-installed reinforcing bars in accordance with Table 3.8 provide the following finding: System xyz is qualified for the installation of post-installed reinforcing bars where bar embedment is determined in conformance with the ACI 318 development and splice length requirements for straight deformed bars. The requirements for epoxy-coated bars in (b) need not apply For systems that have not fulfilled the minimum bond stress requirements in high strength, add the following statement: Exception: The value of f c to be inserted in ACI , and shall not exceed 2500 psi All reports shall contain the following statement regarding fatigue and shock loading: Since an ICC-ES acceptance criteria for evaluating data to determine the performance of anchors subjected to fatigue or shock loading is unavailable at this time, the use of the subject anchors to resist load combinations that include fatigue or shock loading is beyond the scope of this report. 60 of 64

68 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Where data has not been submitted in accordance with 10.24, reports shall contain the following statement regarding fire: Fire resistive construction: Anchors or post-installed reinforcing bars are not permitted to support fire-resistive construction. Where not otherwise prohibited by the code, anchors and post-installed reinforcing bars are permitted for installation in fire-resistive construction provided that at least one of the following conditions is fulfilled: Anchors and post-installed reinforcing bars are used to resist wind or seismic forces only, or Anchors and post-installed reinforcing bars that support gravity load bearing structural elements are within a fire-resistive envelope or a fire-resistive membrane, are protected by approved fire-resistive materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards, or Anchors and post-installed reinforcing bars are used to support non-structural elements Reports for anchors or post-installed reinforcing bar systems recognized for installation in horizontal or upwardly inclined orientations shall include the following: Anchors and post-installed reinforcing bars installed in horizontal or upwardly inclined orientations shall be fully restrained from movement throughout the specified curing period through the use of temporary wedges, external supports, or other methods. Where temporary restraint devices are used, their use shall not result in impairment of the anchor shear resistance. Anchors and post-installed reinforcing bars installed in horizontal or upwardly inclined orientations to resist sustained tension loads shall be installed by personnel certified by an applicable certification program. Certification shall include written and performance tests in accordance with the ACI/CRSI Adhesive Anchor Installer Certification program, or equivalent. Anchors and post-installed reinforcing bars installed in horizontal or upwardly inclined orientations to resist sustained tension loads shall be continuously inspected during installation by an inspector specially approved for that purpose. The special inspector shall furnish a report to the licensed design professional and building official that the work covered by the report has been performed and that the materials used and the installation procedures used conform to the approved contract documents and the MPII Reports for anchors recognized for use in Seismic Design Categories C, D, E or F shall include the following: In structures assigned to Seismic Design Category C, D, E or F, anchor strength must be adjusted in accordance with ACI 318 D As applicable, report the data required by ACI in the format shown in Table 11.1, 11.2, 11.3 or The format may be modified as appropriate provided that the basic intent of the content of these tables is met. 61 of 64

69 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) New Table 11.3: Table 11.3 Sample format for reporting torque-controlled adhesive anchor data for anchors qualified for use in both cracked and uncracked Anchor qualified per Table 3.6 (Table 3.7) Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and uncracked Anchor Manufacturer Anchor Designation 1 Criteria and Code(s) Symbol Criteria Section of Reference Standard 2 62 of 64 3 Units Bolt diameter d b in. Installation torque 4 T inst ft-lb Effective bolt tension area A se in. 2 Strength reduction factor for tension, steel failure modes - Strength reduction factor for shear, steel failure modes - Minimum specified yield f ASTM strength y F606 lb/in. 2 Anchor bolt Minimum specified ultimate f ASTM strength ut F606 lb/in. 2 Bolt steel elongation at ASTM break F606 % Bolt steel cross-section ASTM reduction at break F606 in. 2 Nominal strength of a single anchor loaded in shear as governed by steel rupture V k lb Embedment depth(s) h ef in. Anchor category - - Effectiveness factor uncracked k uncr - Effectiveness factor cracked k cr - k uncr /k cr c, N - Characteristic pullout resistance in uncracked 6 N p,uncr lb Characteristic pullout resistance in cracked 6 N p,cr lb Strength reduction factor for tension, Cond. A - failure modes 5 Cond. B - Strength reduction factor for shear, Cond. A - failure modes 5 Cond. B - Minimum member thickness h min in. Adjustment for temperature category B temp B - Adjustment for exposure to sulfur sulfur - Minimum anchor spacing s min in. Minimum edge distance c min in. Optional simulated seismic tests Anchor nominal diameters Pullout resistance for seismic loading N k,seis lb Nominal strength of a single anchor for seismic V shear loading k,seis lb 1 Trade name. For anchors distributed under multiple trade names, list all. 2 ASTM or ISO Standards. 3 Fractional units shown. SI units may also be used. 4 Manufacturer s recommended torque as applicable for torque-controlled adhesive anchors. 5 For use with the load combinations of IBC Section or ACI Condition A applies where the potential failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. 6 Provide two pullout resistances for each of the pullout resistance values N p,uncr and N p,cr in Table 11.3: one for load combinations that include sustained loads, where pullout resistance is calculated in accordance with Eq. (10-18g) including α p ; and one for short-term loading only such as wind, where pullout resistance is calculated in accordance with Eq. (10-18g) but without α p.

70 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) New Table 11.4: Table 11.4 Sample format for reporting data for post-installed reinforcing bar systems Anchor qualified per Table 3.8 Test program for evaluating post-installed reinforcing bar systems for use in cracked and uncracked Manufacturer System Trade Name 1 Symbol Criteria Section of Reference Standard 2 Units 3 Nominal reinforcing bar size 4 #3 #4 #5 #6 #7 #8 #9 #10 #11 #10 #13 #16 #19 #22 #25 #29 #32 #36 Nominal reinforcing bar diameter d b ASTM A615 in Nominal bar area A b ASTM A615 in Development length for f y = 60 ksi and f' c = 2500 psi (normal weight 5 ) Development length for f y = 60 ksi and f' c 4000 psi (normal weight 5 ) ACI 318 b in ACI 318 b in For anchors distributed under multiple trade names, list all. 2 ASTM, ISO, or ACI Standards. 3 Fractional units shown. SI units may also be used. 4 Imperial and soft metric sizes. 5 For sand-lightweight, increase development length by 18%. 6 K tr = 0, t = 1.0, e = 1.0, s = 1.0, clear bar spacing 2d b, clear cover d b, c b 2 in., SDC A, B or C. 63 of 64

71 ACCEPTANCE CRITERIA FOR ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) 13.3 Special inspection Special inspection shall be provided in accordance with the building code and ACI Periodic special inspection is required for post-installed reinforcing bars unless installed in horizontal or upwardly inclined orientations to resist sustained loads. Post-installed anchors and post-installed reinforcing bars installed in horizontal or upwardly inclined orientations to resist sustained tension loads shall be continuously inspected during installation by an inspector specially approved for that purpose. For each type of anchoring system, the manufacturer shall submit inspection procedures to verify proper usage. 64 of 64

72 1Not (800) (562) A Subsidiary of the International Code Council PROPOSED REVISIONS TO THE ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS AC308 Proposed December 2012 Previously approved November 2009, June 2009, October 2008, August 2008, May 2008, February 2008, January 2008, October 2007, June 2007, February 2007, June 2006 PREFACE Evaluation reports issued by ICC Evaluation Service, Inc. (ICC-ES), are based upon performance features of the International family of codes and other widely adopted code families, including the Uniform Codes, the BOCA National Codes, and the SBCCI Standard Codes. Section of the International Building Code reads as follows: The provisions of this code are not intended to prevent the installation of any materials or to prohibit any design or method of construction not specifically prescribed by this code, provided that any such alternative has been approved. An alternative material, design or method of construction shall be approved where the building official finds that the proposed design is satisfactory and complies with the intent of the provisions of this code, and that the material, method or work offered is, for the purpose intended, at least the equivalent of that prescribed in this code in quality, strength, effectiveness, fire resistance, durability and safety. Similar provisions are contained in the Uniform Codes, the National Codes, and the Standard Codes. This acceptance criteria has been issued to provide all interested parties with guidelines for demonstrating compliance with performance features of the applicable code(s) referenced in the acceptance criteria. The criteria was developed and adopted following public hearings conducted by the ICC-ES Evaluation Committee, and is effective on the date shown above. All reports issued or reissued on or after the effective date must comply with this criteria, while reports issued prior to this date may be in compliance with this criteria or with the previous edition. If the criteria is an updated version from the previous edition, a solid vertical line ( ) in the margin within the criteria indicates a technical change, addition, or deletion from the previous edition. A deletion indicator ( ) is provided in the margin where a paragraph has been deleted if the deletion involved a technical change. This criteria may be further revised as the need dictates. ICC-ES may consider alternate criteria, provided the report applicant submits valid data demonstrating that the alternate criteria are at least equivalent to the criteria set forth in this document, and otherwise demonstrate compliance with the performance features of the codes. Notwithstanding that a product, material, or type or method of construction meets the requirements of the criteria set forth in this document, or that it can be demonstrated that valid alternate criteria are equivalent to the criteria in this document and otherwise demonstrate compliance with the performance features of the codes, ICC-ES retains the right to refuse to issue or renew an evaluation report, if the product, material, or type or method of construction is such that either unusual care with its installation or use must be exercised for satisfactory performance, or if malfunctioning is apt to cause unreasonable property damage or personal injury or sickness relative to the benefits to be achieved by the use of the product, material, or type or method of construction. Acceptance criteria are developed for use solely by ICC-ES for purposes of issuing ICC-ES evaluation reports. Copyright

73 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMSS IN CONCRETE ELEMENTS (AC308) 1.0 INTRODUCTION 1.1 Purpose: The purpose of this acceptance criteria is to establish requirements for post-installed adhesive anchors, torque-controlled adhesive anchors, and postinstalled reinforcing bars in elements to be recognized in an ICC Evaluation Service, Inc. (ICC-ES), evaluation report under the 2012, 2009 and 2006 International Building Code (IBC), and the 2012, 2009 and 2006 International Residential Code (IRC),. Bases of recognition are IBC Section and IRC Section R The reason for the development of this criteria is to allow for recognition of the use of adhesive anchors in to create connections between structural and attachments and the use of post-installed reinforcing bars in accordance with the code. 1.2 Scope: Anchors recognized under this criteria are alternatives to anchors permitted by Section 1913 of the IBC. The anchors recognized in this criteria may also be used where an engineered design is permitted in accordance with Section R of the IRC. Postinstalled reinforcing bar systems recognized under this criteria are alternatives to cast-in-place reinforcing bars as governed by ACI Codes and Referenced Standards: Where standards are referenced in this criteria, these standards shall be applied consistently with the code upon which compliance is based. Standards editions listed in this section apply to all codes. Where standards editions are not listed in this section, Table 1 summarizes the specific date applicable to each code , 2009 and 2006 International Building Code (IBC), International Code Council , 2009 and 2006 International Residential Code (IRC), International Code Council ACI 318, Building Code Requirements for Structural Concrete, American Concrete Institute ACI 355.4, Acceptance Criteria for Qualification of Post-installed Adhesive Anchors in Concrete, American Concrete Institute ACI (2002), Standard Practice for Selecting Proportions for Normal, Heavyweight and Mass Concrete, American Concrete Institute ANSI B , American National Standard for Cutting Tools Carbide Tipped Masonry Drills and Blanks for Carbide-Tipped Masonry Drills, American National Standards Institute ASTM A 153, Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware, ASTM International ASTM A 193/A 193 M-06a, Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High Temperature or High Pressure Service and Other Special Purpose Applications, ASTM International ASTM A a, Standard Specification for Heat-Treated Steel Structural Bolts, 150 ksi Minimum Tensile Strength, ASTM International ANSI B , American National Standard for Cutting Tools Carbide Tipped Masonry Drills and Blanks for Carbide-Tipped Masonry Drills, American National Standards Institute ASTM B 695, Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and Steel, ASTM International ASTM C 31, Standard Practice for Making and Curing Concrete Test Specimens in the Field, ASTM International ASTM C 33-03, Standard Specification for Concrete Aggregates, ASTM International ASTM C 39, Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens, ASTM International ASTM C 42, Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete, ASTM International ASTM C 150, Standard Specification for Portland Cement, ASTM International ASTM C 330, Standard Specification for Lightweight Aggregates for Structural Concrete, ASTM International ASTM C , Standard Test Method for Bond Strength of Epoxy-Resin Systems Used with Concrete by Slant Shear, ASTM International ASTM D , Standard Test Method for Density of Adhesives in Fluid Form, ASTM International ASTM D , Standard Test Method for Gel Time and Peak Exothermic Temperature of Reacting Thermosetting Resins, ASTM International ASTM D a(2005), Standard Test Method for Apparent Viscosity of Adhesives Having Shear-Rate-Dependent Flow Properties, ASTM International ASTM E 119, Standard Test Methods for Fire Tests of Building Construction and Materials, ASTM International ASTM E (2003), Standard Test Method for Strength of Anchors in Concrete and Masonry Elements, ASTM International ASTM E (2002), Standard Practice for General Techniques for Obtaining Infrared Spectra for Qualitative Analysis, ASTM International ASTM E , Standard Test Methods for Testing Bond Performance of Adhesive-Bonded Anchors, ASTM International ASTM F , Standard Test Methods for Determining the Mechanical Properties of Externally and Internally Threaded Fasteners, Washers, and Rivets, ASTM International ASTM F (2002), Standard Test Method for Determining the Consistency of Viscous Liquids Using a Consistometer, ASTM International EB001, Design and Control of Concrete Mixtures, 14 th edition, 2002, Portland Cement Association.

74 PROPOSED REVISIONS TO THE ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308) 1.4 Definitions: ACI 355.4: The referenced document in Section as amended by Annex Anchor Test Series: A group of identical anchors tested under identical conditions. Identical anchors originate from the same adhesive formulation batch, use identical anchor elements, and are installed with identical installation equipment. Identical conditions are adhesive type, anchor element diameter, anchor embedment depth, spacing, edge distance, test member thickness and compressive strength. Consistent adhesive anchor formulation shall be verified by fingerprinting tests (see Section 5.3 of ACI 355.4), by batch identification, or by other means acceptable to ICC- ES Torque-controlled adhesive anchor: An adhesive anchor employing an anchor element designed to generate expansion forces in response to tension loading. Torque is used to set the anchor. Displacement of the anchor rod relative to the adhesive in response to the tension load serves to generate radial expansion forces against the hole wall. Subsequent application of external tension loads beyond the initial preload results in further displacement of the anchor element and increased expansion forces Post-installed reinforcing bar: A reinforcing bar embedded in a drilled hole with adhesive and designed in accordance with ACI 318 rules for cast-inplace reinforcing bar development and splices Adhesive Anchor: Anchor elements set in adhesive and torque-controlled adhesive anchors. Anchor elements include threaded rod, reinforcing bar and internally-threaded sleeves Test Member: The element receiving anchors to be tested Other Definitions: Definitions in the IBC, IRC, ACI 318 Appendix D and ACI apply within this criteria Test Specimen: The anchor being tested to determine its performance capacities. 1.5 Notations: Notations are as presented in Chapter 2 of ACI BASIC INFORMATION 2.1 General: The following information shall be submitted: Product Description: Anchors shall be described as to: Generic or trade name Manufacturer s catalog number Adhesive name Adhesive packaging Basic Materials: Steel Anchoring Materials: The reinforcing bar, bolt, or threaded rod, or internally-threaded sleeve specifications shall be described. The description shall include protective coatings and compliance with an appropriate national standard, including physical properties, i.e., tensile strength and hardness Adhesive Components: The components shall be described as to the packaging system, mixing system, mixing ratios, gel time, setting time, storage information and shelf life Material Properties: Steel: Proprietary Steel Anchor Elements: Proprietary steel anchor elements for which recognition is sought shall be tested for compliance with an appropriate national standard for verification of physical properties Elongation and Reduction of Area: For both standard specification and proprietary steel anchor elements, elongation and reduction of area shall be determined according to a recognized standard and reported on the data sheet (Chapter 11 of ACI 355.4). If the elongation is at least 14 percent and the reduction of area is at least 30 percent, the anchor shall be considered to meet the ductile steel requirements. If the ductility and reduction of area cannot be determined, the anchor shall be in the evaluation report described as brittle Adhesive: For the adhesive used in the anchor tests, the components shall be tested in accordance with Section 5.3 of ACI to establish a standard fingerprint for comparison with future production during the required quality control inspections. For quality control procedures, refer to Section 5.0 of this criteria Installation Instructions: Manufacturer s printed instructions for installation, application, curing and design as included in the product packaging shall be submitted Packaging and Identification: A description shall be provided of the method of packaging and field identification of the adhesive anchor components. Packaging of the adhesive materials shall be in accordance with Section 5.4 of ACI and the following: include, the ICC-ES evaluation report number (ESR-XXXX), the name of the inspection agency used for manufacturing quality control, the MPII, Material Safety Data Sheet and, for those products not qualified for other orientations, Fig. 7.2 from ACI restricting use to down-hole applications. 2.2 Testing Laboratories: Testing laboratories shall comply with Section 2.0 of the ICC-ES Acceptance Criteria for Test Reports (AC85) and Section 4.2 of the ICC-ES Rules of Procedure for Evaluation Reports. 2.3 Test Reports: Test reports shall include information specified in AC85 and Section 11.3 of Annex 1.CI Product Sampling: Sampling of the products for tests under this criteria shall comply with Section 3.1 of AC Data Analysis: The documents containing analysis of data shall be sealed by a registered design professional. 3.0 TEST AND PERFORMANCE REQUIREMENTS 3

75 PROPOSED REVISIONS TO THE ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308) 3.1 Testing Requirements: Testing requirements shall be in accordance with Chapter 3 of ACI Test Specimens, Installation, General Test Procedures: Test specimens, test members, test anchor installation and general testing procedures shall be in accordance with Chapter 4 of ACI Assessment: Assessment of test results and other data shall be in accordance with Chapter 10 of ACI STRUCTURAL DESIGN AND INSTALLATION REQUIREMENTS 4.1 General: Structural design and installation of adhesive anchors and torque-controlled adhesive anchors shall comply with the applicable provisions of ACI Strength design: This section provides amendments to ACI 318 Appendix D (ACI 318) as required for the strength design of adhesive anchors and torque-controlled adhesive anchors Add Replace Section D.5.5.5, and add Sections D.5.3.7, D and D to ACI 318 as follows[sj1]: D For torque-controlled adhesive anchors, the value of N p shall be based on the 5 percent fractile of tests performed and evaluated in accordance with ACI D The modification factor for adhesive anchors designed for uncracked in accordance with D without supplementary reinforcement to control splitting, cp,na, shall be computed as: 26) c If a,min c If a,min c ac c ac then then cp,na 1.0 (D- cp,na c c a,min ac (D-27) When an adhesive anchor or a group of adhesive anchors is located in a region of a member where analysis indicates no cracking at service load levels, the modification factor shall be taken as p,na 1.0 (D-16o) where p,na = max c c when ; c amin, crna, ac c a,min < c ac (D-16p) c c ac ac shall be determined in accordance with Eq. (D- 2716aq) for anchor diameters up to 1-1/4 inches and for characteristic bond strengths in uncracked 4 less than or equal to 3000 psi, and Eq. (D-2716br) for anchor diameters larger than 1-1/4 inches or for characteristic bond strengths in uncracked greater than 3000 psi. 04. kuncr, h ac hef hef c 04. kuncr, h ac hef hef c where (D-271a6q) (D-271b6r) h need not be taken as larger than 2.4.; and hef k, uncr = characteristic bond strength stated in the Evaluation Service Report whereby k, uncr need not be taken as larger than: k, uncr k h f ' uncr ef c d In no case shall cp,na determined from Eq. (D-27) be taken less than c Na c ac. For all other cases, cp,na shall be taken as D For torque-controlled adhesive anchors, the value of N p shall be based on the 5-percent fractile of tests performed and evaluated in accordance with Annex D For torque-controlled adhesive anchors the minimum edge distance shall be taken as 8d times the drilled hole diameter o unless otherwise determined by test. 4.3 Allowable Stress Design: This section provides requirements for allowable stress design of adhesive anchors and torque-controlled adhesive anchors Allowable stress design values shall be calculated as the strength determined in accordance with Section 4.2 divided by the weighted average of the load factors applicable for the controlling load case. 5.0 QUALITY CONTROL 5.1 The products shall be manufactured under an approved quality control program with inspections by an inspection agency accredited by the International Accreditation Service (IAS) or as otherwise acceptable to ICC-ES. The program shall address requirements in SectionsChapter 13.1 and 13.2 of ACI 355.4, except that inspection agency inspections shall be performed at least four times per year. 5.2 Quality documentation complying with the ICC-ES Acceptance Criteria for Quality Documentation (AC10) shall be submitted.

76 PROPOSED REVISIONS TO THE ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE ELEMENTS (AC308) 5.3 A qualifying inspection shall be conducted at each manufacturing facility when required by the ICC-ES Acceptance Criteria for Inspections and Inspection Agencies (AC304). 5.4 Special inspection is required in accordance with Section of the 2012 IBC, Section of the 2009 IBC, and Section of the 2006 IBC. For each type of anchoring system, the manufacturer shall submit inspection procedures to verify proper usage. 6.0 EVALUATION REPORT RECOGNITION 6.1 Quality Control dduring Manufacture: Quality control during manufacture of products shall comply with Sections 13.1 and 13.2 of ACI of this criteria. 6.2 Jobsite Quality Control: Jobsite quality control shall comply with Sections 13.3 of ACI and Section D.9 of ACI Product Modifications: Changes to products shall be in accordance with Section 4.9 of ACI EVALUATION REPORT The evaluation report shall include the following: 7.1 Information and statements set forth in Section Chapter 11.2 of ACI 355.4Annex Basic information required by Section 2.1, including product description, installation procedures, and packaging and identification information, including the MPII. 7.3 Exposure: When anchors are recognized for exterior exposure or damp environments, evidence of durability shall be submitted. The steel shall be corrosionresistant, stainless, or zinc-coated steel. The zinc-coating shall be either hot-dipped in accordance with ASTM A 153 Class C or D or mechanically deposited in accordance with ASTM B 695 with a Class 65 coating having a minimum thickness of 2.1 mils (0.053 mm). Other corrosion-resistant coatings shall be demonstrated through tests to be equivalent to the coatings previously described. In addition, the corrosion-resistant materials shall be tested for conformance to the specified standards. 7.4 Treated Wood: Steel anchoring materials in contact with preservative-treated and fire-retardant-treated wood shall be of zinc-coated steel or stainless steel. The coating weights for zinc-coated steel shall be in accordance with ASTM A Special Inspection: All adhesive anchors shall be installed with special inspection. The evaluation report shall include applicable information as called for in Section 13.3 of ACI TABLE 1 APPLICABLE EDITIONS OF REFERENCED STANDARDS REFERENCED STANDARD EDITION STANDARD 2012 IBC 2009 IBC 2006 IBC ACI ACI ASTM A ASTM B ASTM C ASTM C ASTM C ASTM C ASTM C ASTM E

77 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) ANNEX 1 Annex 1 summarizes amendments to ACI These amendments supersede applicable portions in ACI For the purpose of satisfying this acceptance criteria, Annex 1 shall be used with ACI The revisions herein reflect the difference in content from ACI Sections, ttables, and figures of ACI that are modified by thise Annex are presented here in their modified form in Annex 1. The numbering system within Annex 1 of AC308 uses the number that corresponds to the location in ACI where that change would be located. New sections, tables, and figures are noted as such. Keywords: anchors, ; cracked ; adhesive anchors; torque-controlled adhesive anchors, postinstalled anchors 1.1 Introduction This criteria prescribes testing and evaluation requirements for post-installed adhesive anchor systems, torquecontrolled adhesive anchor systems, and post-installed reinforcing bar systems intended for use in under the provisions of ACI 318. Criteria are prescribed separately prescribed to determine the suitability of adhesive anchors and torque-controlled adhesive anchors. Included are assessments of the adhesive anchor and torquecontrolled adhesive anchor systems for bond strength, reliability, service conditions, and quality control. Criteria are also provided for post-installed reinforcing bar systems as either supplemental to recognition under the criteria for adhesive anchors or as stand-alone requirements. Special inspection (13.3) is required during anchor installation as noted in Table 1.1 provides an overview of the scope. 1 of 66

78 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) 1.2 Scope This criteria applies to post-installed adhesive anchors, post-installed torque-controlled adhesive anchors, and post-installed reinforcing bars as defined herein. Table 1.1 Overview of anchor systems Anchor Embedded part type Adhesive anchor Torquecontrolled adhesive anchor Postinstalled reinforcing bar Threaded rods, deformed reinforcing bars, or internally threaded steel sleeves with external deformations Proprietary threaded and deformed steel element Deformed reinforcing bars, see Table 1.2 Uncracked Cracked and uncracked Cracked and uncracked Cracked and uncracked Assessment criteria Table 3.1* Table 3.2* or Table 3.3* Table 3.6 or Table 3.7 Table 3.8 *For multiple anchor element types, see Table 3.4. For alternate drilling methods, see Table This standard applies to anchors with a diameter d a of 1/4 in. or larger and to reinforcing bar #3 and larger. The drilled hole shall be approximately cylindrical with a diameter d o 1.5d a. This standard also applies to anchors with an anchor embedment depth h ef not less than four diameters (4d a ), or 1-5/8 in., and an embedment depth not exceeding 20d a. Exception: Where the adhesive anchor system is qualified for use with reinforcing bars in accordance with Table 3.8, there is no limit on the embedment depth embedment depth shall be in accordance with the development and splice requirements of ACI The minimum member thickness, h min, shall not be less than the value given by Eq. (10-21). Other values of h shall be permitted in Eq. (10-21) if they are verified by tests in accordance with either Table 3.1, Test No. 14, Table 3.2, Test No. 20, Table 3.3, Test No. 15, Table 3.6, Test No. 20, or Table 3.7, Test No. 18. For postinstalled reinforcing bar systems, there is no limit on the minimum member thickness; however, cover requirements shall be maintained This criteria ACI provides parameters for the design of adhesive anchors in accordance with the anchor design provisions of ACI Appendix D. It also addresses the assessment and design of postinstalled reinforcing bars proportioned according to the concepts of development and splicing of reinforcement as given in ACI Chapter 12 and Chapter 21 and in accordance with Table 1.2. In all cases, the limits on strength as given in ACI Appendix D for adhesive anchor systems apply. New Table of 66

79 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 1.2 Post-installed reinforcing bars Bar sizes Types* #3 through #11 ASTM A615, A706, A955 *Equivalent metric reinforcing bar types shall be permitted to be included. See Table 9.3 for requirements on relative rib area R r Add the following to 2.1 Notation d b = nominal diameter of post-installed reinforcing bar (e.g., #4/12) d b,max = maximum nominal diameter of post-installed reinforcing bar sought for recognition #11/35 l b = embedded length of post-installed reinforcing bar, in. N = tension load corresponding to loss of adhesion between the adhesive and the, lb. adh N = adhesion force corresponding to test series i, test j. adh, ij N = characteristic tension force corresponding to loss of adhesion between the adhesive and the kbond,, for anchor diameter, lb. N 1 = limiting load for uncontrolled slip of a torque-controlled adhesive anchor in accordance with , lb. N 1,x = load corresponding to uncontrolled slip of a torque-controlled adhesive anchor, lb. N = mean tension force corresponding to loss of adhesion between the anchor element and the adhesive slip, for anchor diameter, lb. N = 95% fractile at 90% confidence of the force corresponding to loss of adhesion between the anchor 95% slip, element and the adhesive for anchor diameter, lb. T inst = for adhesive anchors, the maximum permissible tightening torque. For torque-controlled adhesive anchors, the required installation torque for proper setting of the anchor. = reduction factor associated with Eq. (10-12) in ACI for adhesive anchors and Eq. (10-18g) in AC308 for torque-controlled anchors. N = mean peak load as measured in tests with cast-in-place reinforcing bars in accordance with , ci lb. N = mean peak load as measured in tests with post-installed reinforcing bars in accordance with pi , lb. = mean displacement at peak load as measured in tests with cast-in-place reinforcing bars in ci accordance with , in. 3 of 66

80 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) = mean peak load as measured in tests in tests with post-installed reinforcing bars in pi accordance with , in. h = thickness beyond h ef, in., see Fig. 2.1, in. Add to 2.2 Definitions torque-controlled adhesive anchor An adhesive anchor employing an anchor element designed to generate expansion forces in response to tension loading. Torque is used to set the anchor. Displacement of the anchor rod relative to the adhesive in response to the tension load serves to generate radial expansion forces against the hole wall. Subsequent application of external tension loads beyond the initial preload results in further displacement of the anchor element and increased expansion forces. See Fig post-installed reinforcing bar Deformed reinforcing bar installed in adhesive in a drilled hole designed in accordance with ACI 318 development and splice length design provisions. development length Bond length of a deformed reinforcing bar in accordance with ACI 318. splice length Lap length of adjacent, parallel deformed reinforcing bars in accordance with ACI 318. New Fig. 2.1 Figure 2.1 Schematic representation of a torque-controlled adhesive anchor Add Supplemental assessment tests for recognition of post-installed reinforcing bar systems. Add to Member thickness The default minimum member thickness for adhesive anchors is h ef,min + h. Refer to Section 2.1for h ef,min and h. For smaller values of h, tests shall be conducted for specific ratios of h ef /h to verify that holes may be drilled and anchors installed without spalling on the backside of the member. The miminum member thickness for torque-controlled adhesive anchors shall be in accordance with Add Test requirements for torque-controlled adhesive anchors to resist static loads in both cracked and uncracked are defined in either Table 3.6 or Table 3.7. Test requirements for torque-controlled adhesive anchor systems for which the bond/slip force relationship has been established in accordance with are given in Table 3.6. Test requirements for torque-controlled adhesive anchor systems for which the the bond/slip force relationship has not been established are given in Table 3.7. Optional tests for recognition of torque-controlled adhesive anchors to resist seismic loads in Seismic Design Categories C, D, E or F are included in these tables. Add of 66

81 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Test requirements for post-installed reinforcing bar systems designed in accordance with the development and splice length provisions of ACI 318 are defined in Table When the assessment encompasses multiple anchor element material types such as carbon and stainless steel, the entire assessment shall be permitted to be performed with one anchor type; however, the other anchor element types shall be subject to additional tests in accordance with Table 3.4. Table 3.4 does not apply to the testingis not applicable for recognition of deformed reinforcing bar as anchor elements in conjunction with the adhesive anchor system. For recognition of deformed reinforcing bars as anchor elements,, see 9.3. For recognition of recognition of deformed reinforcing bars for use in post-installed reinforcing bar connections, seeand 9.4. Add Assessment for multiple anchor element material types torque controlled adhesive anchors In cases where the assessment encompasses multiple anchor element material types whereby the anchor elements are identical with respect to geometry and surface finish but are fabricated from metals that differ in chemical content, mechanical properties or production method, the entire assessment shall be permitted to be performed with one anchor element type; however, the other anchor element types shall be subjected to torque tests and shear tests in accordance with Table In cases where the assessment encompasses multiple anchor element material types whereby the anchor elements are not identical with respect to either geometry or surface finish, perform separate reference and reliability tests in accordance with Table 3.6 or Table 3.7 for each anchor element geometry and surface finish. If the results of the reference and reliability tests for the anchors of each anchor element material and production method are statistically equivalent, the service-condition tests shall be permitted to be performed for one anchor material and production method only. Otherwise, perform the complete test program for each anchor material and production method. Add Requirements for torque-controlled adhesive anchors Test requirements for torque-controlled adhesive anchors to resist static loads in both cracked and uncracked are defined in either Table 3.6 or Table 3.7. Optional tests for qualification to resist seismic loads are also included in these tables. Use of Table 3.6 is conditional on the establishment of the bond/slip force relationship for the anchor in accordance with Section If this relationship is not established, testing shall be in accordance with Table Bond/slip force relationship: Torque-controlled adhesive anchors transmit tension loads to the in a manner similar to mechanical expansion anchors. In order for this to occur, the adhesion between the anchor element and the adhesive must be broken without destroying the adhesion between the adhesive and the. The shape and finish of the anchor element and the mechanical properties of the adhesive produce the necessary relationship between the slip force (force required to break the adhesion between the anchor rod and the adhesive) and the bond force (force required to overcome the adhesion between the adhesive and the in the absence of any expansion or normal force). The shape of the anchor element is chosen so that 5 of 66

82 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) subsequent displacement of the element relative to the adhesive generates expansion forces, which in turn generate friction between the adhesive and the Optional tests: Service condition seismic simulation tests. Qualification to resist seismic loads shall be based on the fulfillment of the test requirements defined in Table 3.6 or Table 3.7, including the optional seismic simulation tests. Qualification to resist seismic loads shall be based on the fulfillment of the test requirements defined in Table 3.6 or Table 3.7, including the optional seismic simulation tests. Service condition tests for environmental exposure (sulfur) (freeze/thaw, aggressive exposure conditions). Installation safety tests to assess the effect of the presence of moisture, standing water in the drilled hole or submerged conditions when hole cleaning is conducted in accordance with manufacturer s published installation instructions. Reliability tests to verify the bond/slip force relationship are given in Table 3.6, Test Nos. 10a and 10b. Confirmation of the bond/slip force relationship in accordance with Section is required if a torque-controlled adhesive anchor system is to be evaluated with Table 3.6. Verification of installation direction (horizontal and overhead). Verification of installation at decreased installation temperatures. Verification of minimum member thickness to prevent splitting and blow-through. Table 3.1 Test program for evaluating adhesive anchor systems in uncracked Testing Test no. Test ref. Purpose Test parameters req Assessment Load and displacement f c * h ef Minimum sample size n min Reference tests 1a Chpt 6 Reference tension in lowstrength low min max Five per batch 1b Chpt 6 Reference tension in highstrength high min Five per batch Reliability tests 2a 7.5 Sensitivity to hole cleaning, dry substrate Tension, unconfined, single anchor low max Five 2b 7.6 Sensitivity to hole cleaning, installation in water-saturated Tension, unconfined, single anchor low max Five 6 of 66

83 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 3.1 Test program for evaluating adhesive anchor systems in uncracked Testing Test no. Test ref. Purpose Test parameters req 2c 7.7 Sensitivity to hole cleaning, installation in a water-filled hole Tension, unconfined, single anchor Assessment Load and displacement f c * h ef Minimum sample size n min low max Five 2d 7.8 Sensitivity to hole cleaning, installation in submerged Tension, unconfined, single anchor low max Five ǁ 2e 7.9 Sensitivity to mixing effort Tension, unconfined, single anchor low max Five # 2f** 7.10 Sensitivity to installation in water-saturated Tension, unconfined, single anchor low max Five 2g 7.11 Sensitivity to installation in a water-filled hole Tension, unconfined, single anchor low max Five 2h 7.12 Sensitivity to installation in submerged Tension, unconfined, single anchor low max Five ǁ Sensitivity to freezing/thawing conditions Sustained tension residual capacity, confined test lowhig h min Five # Sensitivity to sustained load Sustained tension residual capacity, confined test low min Five # Sensitivity to installation Tension, confined single direction anchor low max Five # Torque test Application of torque, confined, single anchor 10.8 high min Five ǁ Service-condition tests 7a 8.4 Tension in low-strength Tension, unconfined, single anchor low min max Five ǁ 7b 8.4 Tension in high-strength ǁǁ Tension, unconfined single anchor high min Five ǁ 8a 8.5 Tension at elevated temperatures Tension, confined single anchor low min Five # 8b 8.6 Tension at decreased installation temperature Tension, confined single anchor low min Five # 8c 8.7 Curing time at standard, minimum and maximum temperature Tension, confined single anchor low min Five # 9a 8.8 Resistance to alkalinity Slice tests low Ten # 7 of 66

84 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 3.1 Test program for evaluating adhesive anchor systems in uncracked Testing Test no. Test ref. Purpose Test parameters req Assessment Load and displacement f c * h ef Minimum sample size n min 9b 8.8 Resistance to sulfur Slice tests low Ten # 10 Not used (test omitted) Minimum spacing and edge distance to preclude splitting Shear capacity of steel element having a non-uniform cross section *** Round-robin tests for regional variation High installation tension (torque or unconfined tension), two low anchors near an edge ## Shear, single anchor away from edges Tension, confined, and unconfined single anchor away from edges min max Five ǁ low min Five ǁ low 7d a Five # Minimum member thickness Installation tests ## 10.7 low max Ten ǁ * For definition of high- and low-strength, refer to Where MPII specifies multiple embedment depths for single anchor diameter, test anchor at minimum or maximum embedment depth as noted, whereby h ef,max /h ef,min 5.0 (4.7.2). Test small, medium, and large diameters. Optional test. ǁ Test all diameters. # Test the nominal 1/2 in. diameter or the smallest nominal diameter if it is larger than 1/2 in. For overhead and horizontal orientations, test the largest diameter for which recognition is sought. For tests conducted in accordance with 9.1, tests shall be performed with a nominal 1/2 in. anchor only. ** Test 2f may be omitted if Test 2g is performed. Refer to Refer to 3.4 for multiple anchor element types. Alternatively, tests may be performed as confined tests. ǁǁ Tests are optional if test results of Test 1b can be shown to be statistically equivalent to or greater than the results of Test 1a. If Test 7b is not performed, limit the calculated anchor tension resistance to f c = 2500 psi regardless of the in-place strength. ## Use minimum member thickness h min for these tests. *** Test is required only for anchors having a cross-sectional area, within firve anchor diameters of the shear failure plane, that is less than that of a threaded bolt having the same nominal diameter as the anchor. Test in having a measured compressive strength of 3000±500 psi at the time of testing. 8 of 66

85 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 3.2 Test program for evaluating adhesive anchor systems for cracked and uncracked Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req Reference tests 1a Chpt 6 1b Chpt 6 1c Chpt 6 1d Chpt 6 2a 7.5 2b 7.6 2c 7.7 2d 7.8 Reference tension in lowstrength Reference tension in lowstrength cracked Reference tension in highstrength Reference tension in highstrength cracked Sensitivity to hole cleaning, dry substrate Sensitivity to hole cleaning, installation in water-saturated Sensitivity to hole cleaning, installation in a water-filled hole ǁ Sensitivity to hole cleaning, installation in submerged ǁ 2e 7.9 Sensitivity to mixing effort 2f g h Sensitivity to installation in water-saturated Sensitivity to installation in a water-filled hole ǁ Sensitivity to installation in submerged ǁ Sensitivity to crack width in low-strength Sensitivity to crack width in high-strength Sensitivity to crack width cycling Sensitivity to freezing/thawing conditions Reliability tests Sustained tension, single anchor, residual capacity, confined test Sustained tension residual capacity, confined test Assessment Load and displacement f c * low h ef min max low min high min high min to Minimum sample size n min Five per batch Five per batch Five per batch Five per batch low max Five low max Five low max Five low max Five # low max Five ** low max Five low max Five low max Five # low min Five high min Five low min Five # high min Five ** 9 of 66

86 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 3.2 Test program for evaluating adhesive anchor systems for cracked and uncracked Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req Sensitivity to sustained load Sensitivity to installation direction ǁ Sustained tension residual capacity, confined test Tension, unconfined, single anchor Torque test Application of torque, confined, single anchor 11a b c d a b c 8.7 Tension in low-strength Tension in high-strength Tension in low-strength, cracked Tension in high-strength, cracked Tension at elevated temperatures Tension at decreased installation temperature ǁ Curing time at standard, minimum and maximum temperature Service-condition tests Tension, unconfined, single anchor Tension, unconfined, single anchor Tension, unconfined, single anchor Tension, unconfined, single anchor Assessment Load and displacement f c * h ef Minimum sample size n min low min Five ** low max Five ** 10.8 high min Five # low min max Five # high min Five # low min Five # high min Five # low min Five ** low min Five ** low min Five ** 13a 8.8 Resistance to alkalinity Slice tests low Ten ** 13b 8.8 Resistance to sulfur ǁ Slice tests low Ten ** 14 Not used (test omitted) Minimum spacing and edge distance to preclude splitting Shear capacity of anchor element having a non-uniform cross section *** ǁ Pulsating tension, single anchor Seismic tension High installation tension (torque or unconfined tension) - two low min Five # anchors near an edge ## Shear, single anchor away from edges *** 10.6 low min Five # low min max Five # 10 of 66

87 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 3.2 Test program for evaluating adhesive anchor systems for cracked and uncracked Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req ǁ Alternating shear, single anchor Seismic shear Round-robin tests for regional variation Tension, confined, and unconfined single anchor away from edges Assessment Load and displacement f c * h ef Minimum sample size n min low min Five low 7d a Five ** Minimum member thickness ǁ Installation tests ## 10.7 low max Ten # * For definition of high- and low-strength, refer to Where MPII specifies multiple embedment depths for single anchor diameter, test anchor at minimum or maximum embedment depth as noted, whereby h ef,max /h ef,min 5.0 (4.7.2). Tests are optional if test results of Test 1c can be shown to be statistically equivalent to or greater than results of Test 1a. If any of Tests 1d, 11b, and 11d are not performed, limit calculated anchor tension resistance to f c = 2500 psi. Test small, medium, and large diameters. ǁ Optional test. # Test all diameters. ** Test the nominal 1/2 in. diameter or the smallest nominal diameter if it is larger than 1/2 in. For overhead and horizontal orientations, test the largest diameter for which recognition is sought. For tests conducted in accordance with 9.1, tests shall be performed with a nominal 1/2 in. anchor only. Test 2f may be omitted if Test 2g is performed. Refer to Refer to 3.4 for multiple anchor element types. ## Use minimum member thickness h min for these tests. *** Test is required only for anchors having a cross-sectional area, within firve anchor diameters of the shear failure plane, that is less than that of a threaded bolt having the same nominal diameter as the anchor. Test in having a measured compressive strength of 3000±500 psi at the time of testing. Alternatively, tests may be performed as confined tests. See and Table 3.3 Reduced test program for evaluating adhesive anchor systems in cracked and uncracked Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req Reference tests 1a Chpt 6 1b Chpt 6 2a 7.5 Reference tension in lowstrength Reference tension in highstrength cracked Sensitivity to hole cleaning, dry substrate Reliability tests Assessment Load and displacement f c * low h ef min max high min Minimum sample size n min Five per batch Five per batch low max Five 11 of 66

88 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 3.3 Reduced test program for evaluating adhesive anchor systems in cracked and uncracked Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req 2b 7.6 2c 7.7 2d 7.8 Sensitivity to hole cleaning, installation in water-saturated Sensitivity to hole cleaning, installation in a water-filled hole Sensitivity to hole cleaning, installation in submerged 2e 7.9 Sensitivity to mixing effort 2f ** g h Sensitivity to installation in water-saturated Sensitivity to installation in a water-filled hole Sensitivity to installation in submerged Sensitivity to crack width cycling Sensitivity to freezing/thawing conditions Sensitivity to sustained load Sensitivity to installation direction Sustained tension, single anchor, residual capacity, confined test Sustained tension residual capacity, confined test Sustained tension residual capacity, confined test Tension, unconfined, single anchor Torque test Application of torque, confined, single anchor 8a 8.4 8b 8.4 9a 8.5 Tension in low-strength Tension in high-strength Tension at elevated temperatures Service-condition tests to Tension, unconfined, single anchor Tension, unconfined, single anchor Assessment Load and displacement f c * h ef Minimum sample size n min low max Five low max Five low max Five ǁ low max Five # low max Five low max Five low max Five ǁ# low min Five ǁ# high min Five # low min Five # low max Five # 10.8 high min Five ǁ low min max Five ǁ high min Five ǁ low min Five # 12 of 66

89 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 3.3 Reduced test program for evaluating adhesive anchor systems in cracked and uncracked Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req 9b 8.6 9c 8.7 Tension at decreased installation temperature Curing time at standard, minimum and maximum temperature Assessment Load and displacement f c * h ef Minimum sample size n min low min Five # low min Five # 10a 8.8 Resistance to alkalinity Slice tests low Ten # 10b 8.8 Resistance to sulfur Slice tests low Ten # 11 Not used (test omitted) Minimum spacing and edge distance to preclude splitting Shear capacity of anchor element having a non-uniform cross section *** Round-robin tests for regional variation High installation tension (torque or unconfined tension) - two low min Five ǁ anchors near an edge ## Shear, single anchor away from edges *** 10.6 low min Five ǁ Tension, confined, and unconfined single anchor away from edges low 7d a Five # Minimum member thickness Installation tests ## 10.7 low max Ten ǁ * For definition of high- and low-strength, refer to Where MPII specifies multiple embedment depths for single anchor diameter, test anchor at minimum or maximum embedment depth as noted, whereby h ef,max /h ef,min 5.0 (4.7.2). Test small, medium, and large diameters. Optional test. ǁ Test all diameters. # Test the nominal 1/2 in. diameter or the smallest nominal diameter if it is larger than 1/2 in. For overhead and horizontal orientations, test the largest diameter for which recognition is sought. For tests conducted in accordance with 9.1, tests shall be performed with a nominal 1/2 in. anchor only. ** Test 2f may be omitted if Test 2g is performed. Refer to Refer to 3.4 for multiple anchor element types. Tests are optional if test results of Text 1b can be shown to be statistically equivalent to or greater than results of Test 1a. If Test 8b is not performed, limit calculated anchor tension resistance to f c = 2500 psi. ## Use minimum member thickness h min for these tests. *** Test is required only for anchors having a cross-sectional area, within five anchor diameters of the shear failure plane, that is less than that of a threaded bolt having the same nominal diameter as the anchor. Test in having a measured compressive strength of 3000±500 psi at the time of testing. Alternatively, tests may be performed as confined tests. See of 66

90 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) New Table 3.6: Table 3.6 Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and uncracked : Bond/slip force relationship confirmed in accordance with Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req Reference tests 1a Chpt 6 1b Chpt 6 2a b 7.5 2c 7.6 2d 7.7 2e 7.8 Reference tension in lowstrength Reference tension in highstrength Sensitivity to reduced installation effort Sensitivity to hole cleaning, dry substrate Sensitivity to hole cleaning, installation in water-saturated ǁ Sensitivity to hole cleaning, installation in a water-filled hole ǁ Sensitivity to hole cleaning, installation in submerged ǁ 2f 7.9 Sensitivity to mixing effort Sensitivity to crack width lowstrength Sensitivity to crack width high strength Sensitivity to crack width cycling Sensitivity to freezing/thawing conditions ǁ, Reliability tests Tension, unconfined, single anchor Tension, unconfined, single anchor Tension, unconfined, single anchor Tension, unconfined, single anchor Tension, unconfined, single anchor Tension, unconfined single anchor Tension, unconfined single anchor Tension, unconfined single anchor Sustained tension single anchor residual capacity, unconfined test Assessment Load and displacement f c * low h ef min max high min to Sustained tension residual capacity, confined test Sensitivity to sustained load Sustained tension residual capacity, confined test Sensitivity to installation direction ǁ Tension, unconfined single anchor Minimum sample size n min Five per batch Five per batch low max Five low max Five low max Five low max Five low max Five low max Five ** low min Five high min Five low min Five # high min Five ** low min Five ** low max Five ** 14 of 66

91 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 3.6 Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and uncracked : Bond/slip force relationship confirmed in accordance with Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req Torque test Application of torque, confined, single anchor 10a 7.21 Slip force test 10b 7.22 Bond force test 12a b c d a b c 8.7 Tension in low-strength Tension in high-strength Tension in low-strength, cracked Tension in high-strength, cracked Tension at elevated temperatures Tension at decreased installation temperature ǁ Curing time at standard temperature Assessment Load and displacement f c * h ef Minimum sample size n min 10.8 high min Five # low min Five ** low min Five # Service-condition tests Tension, unconfined single anchor Tension, unconfined single anchor Tension, unconfined single anchor Tension, unconfined single anchor Tension, confined single anchor, Tension, confined single anchor, Tension, confined single anchor, low all Five # high all Five # low all Five # high all Five # low min Five ** low min Five ** low min Five ** 14a 8.8 Resistance to alkalinity Slice tests low NA Ten ** 14b 8.8 Resistance to sulfur ǁ Slice tests low NA Ten ** Edge distance in corner condition to develop full capacity Minimum spacing and edge distance to preclude splitting on loading Tension, unconfined single anchor in corner with low proximate edges ##, min max Four # High installation tension (torque or direct) - two anchors near low min Five # edge ## Shear capacity of steel Shear single anchor away from element having a non-uniform cross section *** edges 10.6 low min Five # ǁ Pulsating tension, single anchor Seismic tension ǁ Alternating shear, single anchor Seismic shear low min Five Minimum member thickness ǁ Installation tests ## 10.7 low max Ten # * For definition of high- and low-strength, refer to low min max Five # 15 of 66

92 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Where MPII specifies multiple embedment depths for single anchor diameter, test anchor at minimum or maximum embedment depth as noted, whereby h ef,max /h ef,min 5.0 (4.7.2). Test small, medium, and large diameters. ǁ Optional test. # Test all diameters. ** Test the nominal 1/2 in. diameter or the smallest nominal diameter if it is larger than 1/2 in. For overhead and horizontal orientations, test the largest diameter for which recognition is sought. This test confirms the value of T inst to be used for the test program. As such, it should be conducted before performing other tests requiring application of torque. See for torque requirements. Anchors untorqued. ## Use minimum member thickness h min for these tests. *** Test is required only for anchors having a cross-sectional area, within five anchor diameters of the shear failure plane, that is less than that of a threaded bolt having the same nominal diameter as the anchor. These tests shall be permitted to be performed with threaded steel rod substituted for the anchor element. In this case, reference tests must be performed with threaded steel rod as well. If these tests have been previously been performed in accordance with Table 3.1 or Table 3.2 using the same adhesive as that employed for the torque-controlled adhesive anchor and the correct static load, they may be omitted here. Install anchors with 50% of the recommended installation torque T inst. New Table 3.7: Table 3.7 Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and uncracked : Bond/slip force relationship unconfirmed Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req Reference tests 1a Chpt 6 1b Chpt 6 2a b 7.5 2c 7.6 2d 7.7 2e 7.8 Reference tension in lowstrength Reference tension in highstrength Sensitivity to reduced installation effort Sensitivity to hole cleaning, dry substrate Sensitivity to hole cleaning, installation in water-saturated ǁ Sensitivity to hole cleaning, installation in a water-filled hole ǁ Sensitivity to hole cleaning, installation in submerged ǁ 2f 7.9 Sensitivity to mixing effort Reliability tests Tension, unconfined, single anchor Tension, unconfined, single anchor Tension, unconfined, single anchor Tension, unconfined, single anchor Tension, unconfined, single anchor Tension, unconfined single anchor Assessment Load and displacement f c * low h ef min max high min Minimum sample size n min Five per batch Five per batch low max Ten # low max Ten # low max Ten # low max Ten # low max Ten # low max Ten ** 16 of 66

93 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 3.7 Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and uncracked : Bond/slip force relationship unconfirmed Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req Sensitivity to crack width lowstrength single anchor Tension, unconfined Sensitivity to crack width high strength Sensitivity to crack width cycling Sensitivity to freezing/thawing conditions ǁ, Tension, unconfined single anchor Sustained tension single anchor residual capacity, unconfined test to Sustained tension residual capacity, confined test Sensitivity to sustained load Sustained tension residual capacity, confined test Sensitivity to installation direction ǁ Tension, unconfined single anchor Torque test Application of torque, confined, single anchor 10a b c d a b c 8.7 Tension in low-strength Tension in high-strength Tension in low-strength, cracked Tension in high-strength, cracked Tension at elevated temperatures Tension at decreased installation temperature ǁ Curing time at standard temperature Service-condition tests Tension, unconfined single anchor Tension, unconfined single anchor Tension, unconfined single anchor Tension, unconfined single anchor Tension, confined single anchor, Tension, confined single anchor, Tension, confined single anchor, Assessment Load and displacement f c * h ef Minimum sample size n min low min Ten # high min Ten # low min Ten # high min Five ** low min Five ** low max Five ** 10.8 high min Five # low all Five # high all Five # low all Five # high all Five # low min Five ** low min Five ** low min Five ** 12a 8.8 Resistance to alkalinity Slice tests low NA Ten ** 12b 8.8 Resistance to sulfur ǁ Slice tests low NA Ten ** 17 of 66

94 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 3.7 Test program for evaluating torque-controlled adhesive anchor systems for use in cracked and uncracked : Bond/slip force relationship unconfirmed Crack Testing width Test w, no. Test ref. Purpose Test parameters in. req Edge distance in corner condition to develop full capacity Minimum spacing and edge distance to preclude splitting on loading Shear capacity of steel element having a non-uniform cross section *** Assessment Load and displacement f c * Tension, unconfined single anchor in corner with low proximate edges ##, h ef min max Minimum sample size n min Four # High installation tension (torque or direct) - two anchors near low min Five # edge ## Shear, single anchor away from edges 10.6 low min Five # ǁ Pulsating tension, single anchor Seismic tension ǁ Alternating shear, single anchor Seismic shear low min Five Minimum member thickness ǁ Installation tests ## 10.7 low max Ten # * For definition of high- and low-strength, refer to Where MPII specifies multiple embedment depths for single anchor diameter, test anchor at minimum or maximum embedment depth as noted, whereby h ef,max /h ef,min 5.0 (4.7.2). Test small, medium, and large diameters. ǁ Optional test. # Test all diameters. ** Test the nominal 1/2 in. diameter or the smallest nominal diameter if it is larger than 1/2 in. For overhead and horizontal orientations, test the largest diameter for which recognition is sought. See for torque requirements. Anchors untorqued. ## Use minimum member thickness h min for these tests. *** Test is required only for anchors having a cross-sectional area, within five anchor diameters of the shear failure plane, that is less than that of a threaded bolt having the same nominal diameter as the anchor. These tests shall be permitted to be performed with threaded steel rod substituted for the anchor element. In this case, reference tests must be performed with threaded steel rod as well. If these tests have been previously been performed in accordance with Table 3.1 or Table 3.2 using the same adhesive as that employed for the torque-controlled adhesive anchor and the correct static load, they may be omitted here. Install anchors with 50% of the recommended installation torque T inst. low min max Five # 18 of 66

95 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) New Table 3.8: Table 3.8 Test program for evaluating deformed reinforcing bars for use in post-installed reinforcing bar connections Testing Bar size Assessment Test Load & no. Test ref. Purpose Test parameters US/M,ǁ α req displ. Service condition tests 1a Bond resistance 1b Bond resistance 1c Bond resistance Tension, confined, single reinforcing bar #4/ Tension, confined, single reinforcing bar #8/ Tension, confined, single reinforcing bar d b,max 1.0 1d Bond resistance Tension, confined, single reinforcing bar d b,max Bond/splitting behavior Sensitivity to hole cleaning, dry substrate #,** Sensitivity to installation in saturated #,** Sensitivity to freezing/thawing conditions # Sensitivity to sustained load at elevated temperaturet # Decreased installation temperature # Sensitivity to installation direction # Installation at deep embedment Tension, confined, reinforcing bars in corner condition Reliability tests * Bar Minimum embed sample size ment l b nmin low 7d b Five low 7d b Five low 7d b Five high 7d b Five #8/ low 35d b Six Tension, confined, single reinforcing bar d b,max low 7d b Five Tension, confined, single reinforcing bar d b,max low 7d b Five Tension, confined, single reinforcing bar #4/ high 7d b Five Tension, confined, single reinforcing bar #4/ low 7d b Five Tension, confined, single reinforcing bar #4/ low 7d b Five Tension, confined, single reinforcing bar d b,max low 7d b Five Installation procedure verification Bar installation in injected hole, horizontal d b,max d b Three Injection verification Injection in clear tube d b,max d b Three Durabiltiy 11a Resistance to alkalinity # Slice test #4/ low - Ten 11b Resistance to sulfur # Slice test #4/ low - Ten Corrosion resistance Current and potential test #4/ low 7d b Three Seismic qualification for reinforcing bar connections,## Special conditions Cyclic tension, confined, single reinforcing bar d b,max low 7d b Five * For definition of high- and low-strength, refer to Tests performed in test specimens in accordance with Fig. 4.5 and having minimum length/thickness of l b + 2 in. (l b + 50 mm). Sizes are U.S. customary and European metric. d b,max is maximum size sought for recognition. fc 19 of 66

96 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) ǁ Perform tests with deformed reinforcing bars conforming to the mechanical requirements of # Tests are not required if corresponding test has been performed in accordance with Table 3.1, 3.2 or 3.3. Test bars in three test specimens for a total of six tests with cast-in bars and six tests with post-installed bars. ** Tests shall be required if hole cleaning equipment and technique varies from that used for tests in accordance with Table 3.1, 3.2 or 3.3. Where the adhesive anchor system has not otherwise been qualified for cracked and uncracked, also perform tests in accordance with Table 3.2, Test Nos. 1b and 1d using #4 (12 mm) reinforcing bars with 7d b embedment. Optional test. If this test is not performed, the evaluation report shall note that the value of f c to be used in the determination of development and splice lengths in accordance with ACI 318 shall not exceed 2500 psi (17.2 MPa). ## Optional test. New Table 3.9: Table 3.9 Additional tests required for assessment of multiple anchor element material types for torque-controlled adhesive anchors Reference Test No. Purpose Requirement Table Table Torque test to establish statistical equivalence with tested anchor element type. Statistical equivalence is required for each anchor element material type. If statistical equivalence cannot be shown, all tests must be repeated for that anchor element. Table Table Shear test to determine shear capacity as governed by steel failure. Required for anchor elements with reduced cross section, see Section Table Seismic shear test Optional test, see Section Table Testing by ITEA and manufacturer The required minimum sample size of reference, reliability and service-condition test numbers given in Tables 3.1, 3.2, 3.3, 3,6, and 3.7 and all tests in Table 3.8 of this standard shall be performed by the ITEA (Chapter 12) in their facility. Additional results of tests performed by the manufacturer shall be permitted to be considered only if the results are statistically equivalent to those of the ITEA. For the purposes of this assessment, statistical equivalence shall be demonstrated by a two-sided Student s t-test at a probability of 5% with a confidence level of 90 percent. All tests conducted by the manufacturer shall be witnessed by the ITEA for conformance with the requirements of this criteria in accordance with Test members shall be at least 21 days old at the time of anchor installation and testing. Test members older than 9 months shall not be used for tests to determine the bond strength unless comparison tests with 20 of 66

97 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) aged less than 3 months are conducted in accordance with 9.1 and assessed in accordance with R4.3.5 Testing of anchors in less than 21 days old constitutes testing in a nonstandard. Research in s of equal compressive strength but significantly different ages indicates that higher bond strengths can result when anchors are installed in older. Therefore, an upper limit is placed on the age of the used for determination of bond strength. Add All tests described in this section shall be conducted by the ITEA. Add Where specified in this criteria, torque-controlled adhesive anchors shall be torqued in accordance with Apply the installation torque T inst specified in the MPII using a calibrated torque wrench having a measuring error within ±5% of the specified torque. A minimum of ten minutes after the initial application of T inst, loosen the nut or anchor bolt and req-apply torque to a level of 0.5T inst. 21 of 66

98 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) 22 of 66

99 ACCEPTANCE CRITERIA FOR POST-INSTALL ED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) (a) Step 1: Drill hole in stacked blocks. (b) Step 2: Perform cleaningg in (c) Step 3: Perform adhesive injection inn accordance with the MPII. accordance with the MPII. (d) Step 4: Remove upper block and install anchor rod. (e) Step 5: After adhesive cure, perform confined test to failure. (f) Alternate procedure for Steps 3 and 4 for injection in overhead postion in accordance with the MPIII using a template. See Fig. 4.3 Establishing bond strength at deeper embedments: optional method to verify installation. 23 of 66

100 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Add Supplemental requirements for torque-controlled adhesive anchors Where specified in this criteria, torque-controlled adhesive anchors shall be torqued in accordance with Apply the installation torque T inst specified in the manufacturer s printed installation instructions using a calibrated torque wrench having a measuring error within ±5% of the specified torque. A minimum of ten minutes after the initial application of T inst, loosen the nut or anchor bolt and re-apply torque to a level of 0.5T inst For cases where the embedment depth must be reduced to avoid failure modes other than bond failure, the following test method anchor installation through stacked blocks as shown in Fig. 4.3 and described in this section shall be permitted for use to verify the installation method. This test method shall be permitted to be used for the following tests: Table 3.1: Test Nos. 2a, 2b, 2c, 2d, 2f, 2g, 2h, 5 Table 3.2: Test Nos. 2a, 2b, 2c, 2d, 2f, 2g, 2h, 8 Table 3.3: Test Nos. 2a, 2b, 2c, 2d, 2f, 2g, 2h, 6 Table 3.6: Test Nos. 2a, 2b, 2c, 2d, 2e, 8 Table 3.7: Test Nos. 2a, 2b, 2c, 2d, 2e, 8 Step 1. Stack blocks A and B, as shown in Fig. 4.3(a), as required to achieve the desired embedment and perform the drilling operation. Although the core drill is shown, other drilling methods may be used as appropriate. Seal the interface between the blocks. Step 21. Clean the hole in accordance with the procedures described in the MPII (Fig. 4.3(b)); Step 32. Perform adhesive injection in accordance with the procedures described in the MPII. Limit injection depth to the bottom block B (Fig. 4.3(c)); Step 43. Remove the upper block A and install the anchor element in accordance with the procedures described in the manufacturer s published installation instructions (Fig. 4.3(d)); and Step 54. Perform a confined tension test to failure (Fig. 4.3(e)). For overhead and horizontal tests to check sensitivity to installation direction, the stacked blocks shall be arranged in the corresponding horizontal or overhead orientation. It shall be permissible to perform the drilling, cleaning and tension test steps (1, 2 and 5) in the downhole position. Exception: For the overhead tests, it shall be permitted to use a template in lieu of Block A for Steps 3 and 4 (Fig. 4.3(f)). The template shall have a hole diameter equivalent to the drilled hole and shall duplicate the effect of the embedment depth on the efficiency of the injection process. Add With the exception of tests for sensitivity to sustained load, sensitivity to freezing/thawing, and decreased installation temperature, reference tests shall be conducted with approximately the same curing time as the corresponding suitability or service condition tests. Alternatively, it shall be shown by cure time tests in accordance with that the difference in cure times for the reference tests do not affect the comparison. 24 of 66

101 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) R4.7.4 Reference tests should be carried out at approximately the same elapsed time following anchor installation as the corresponding suitability or service condition tests to overcome the effect of possible post-curing and to allow for direct comparison. 25 of 66

102 ACCEPTANCE CRITERIA FOR POST-INSTALL ED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) New Fig. 4.6: Fig. 4.6 Test specimen to confirm bond and splitting behavior att deep embedment New Fig. 4.7: 26 of 66

103 ACCEPTANCE CRITERIA FOR POST-INSTALL ED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) New Fig. 4.7: LVDTs Install reinforcing bar with end of hole temporarily plugged Prestress rods to strong floor Support beams Supports Test specimen Strong floor Fig. 4.7 Example of confined tension test setup for cyclic testingg of reinforcing bar Add All tests described in this section shall be conducted by the ITEA Required reference tests are given in Table 3.1 for anchor to be qualified for use in uncracked only and in Table 3.2 or 3. 3 for anchors to be qualified for use in both uncracked and cracked. Required reference tests for torque-controlled adhesive anchors are given inn Table 3.6 or 3.7. Add It shall be permitted to perform reference tests for torque-controlled adhesive anchor systems with the anchor element replaced by Unified National Coarse (UNC) threaded rod of equivalent nominal diameter if the corresponding reliability or service condition tests are performed with threaded rod as well Required reliability tests are given in Table 3.1 for anchor to be qualified for use in uncracked only and in Table 3.2 or 3. 3 for anchors to be qualified for use in both uncracked and cracked. Required reliability testss for torque-controlled adhesive anchors are given inn Table 3.6 orr Sensitivity to hole cleaning dry Refer to Table 3.1, Test 2a; Table 3.2, Test 2a; Table 3.3, Testt 2a; Table 3. 6,Test 2b; and Table 3.7, Test 2b General test conditions Perform confined tension testss in uncracked. Exception: Tests on torque-controlled adhesive anchors shall be unconfined tension tests in cracked. 7.6 Sensitivity to hole cleaning saturated Refer to Table 3.1, Test 2b; Table 3.2, Test 2b; Table 3.3, Test 2b; Table 3.6,Test 2c; and Table 3.7, Test 2c. 27 of 66

104 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) General test conditions Perform confined tension tests in uncracked. Exception: Tests on torque-controlled adhesive anchors shall be unconfined tension tests in cracked. 7.7 Sensitivity to hole cleaning water-filled hole Refer to Table 3.1, Test 2c; Table 3.2, Test 2c; Table 3.3, Test 2c; Table 3.6,Test 2d; and Table 3.7, Test 2d General test conditions Perform confined tension tests in uncracked. Exception: Tests on torque-controlled adhesive anchors shall be unconfined tension tests in cracked. 7.8 Sensitivity to hole cleaning submerged Refer to Table 3.1, Test 2d; Table 3.2, Test 2d; Table 3.3, Test 2d; Table 3.6,Test 2e; and Table 3.7, Test 2e General test conditions Perform confined tension tests in uncracked. Exception: Tests on torque-controlled adhesive anchors shall be unconfined tension tests in cracked. 7.9 Sensitivity to mixing effort Refer to Table 3.1, Test 2e; Table 3.2, Test 2e; Table 3.3, Test 2e; Table 3.6,Test 2f; and Table 3.7, Test 2f General test conditions Perform confined tension tests in uncracked. Exception: Tests on torque-controlled adhesive anchors shall be unconfined tension tests in cracked Sensitivity to crack width low-strength Refer to Table 3.2, Test 3; Table 3.6,Test 3; and Table 3.7, Test General test conditions Perform confined tension tests in cracked. Exception: Tests on torque-controlled adhesive anchors shall be unconfined tension tests in cracked Sensitivity to crack width high-strength Refer to Table 3.2, Test 4; Table 3.6,Test 4; and Table 3.7, Test General test conditions Perform confined tension tests in cracked. Exception: Tests on torque-controlled adhesive anchors shall be unconfined tension tests in cracked Sensitivity to crack width cycling Refer to Table 3.2, Test 5; Table 3.3, Test 3; Table 3.6,Test 5; and Table 3.7, Test General test conditions Perform crack cycling tests as unconfined tension tests in cracked. Tests for residual capacity following crack cycling are performed as confined tension tests in cracked. Exception: Tests for residual capacity on torque-controlled adhesive anchors shall be performed as unconfined tension tests in cracked Sensitivity to freezing and thawing Refer to Table 3.1, Test 3; Table 3.2, Test 6; Table 3.3, Test 4; Table 3.6,Test 6; and Table 3.7, Test Sensitivity to sustained loading at standard and maximum long-term temperature Refer to Table 3.1, Test 4; Table 3.2, Test 7; Table 3.3, Test 5; Table 3.6,Test 7; and Table 3.7, Test Sensitivity to installation direction Refer to Table 3.1, Test 5; Table 3.2, Test 8; Table 3.3, Test 6; Table 3.6,Test 8; and Table 3.7, Test General test conditions Perform confined tension tests in uncracked. Exception: Tests on torque-controlled adhesive anchors shall be unconfined tension tests in cracked. 28 of 66

105 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Perform separate test series with anchors installed horizontally and overhead in in accordance the MPII. Install and cure anchors at the minimum and maximum installation temperatures for and adhesive included in the MPII for downhole installation. Perform separate reference test series with anchors installed downhole at the minimum and maximum installation temperature for and adhesive included in the MPII and cured under the same temperature and time conditions as the anchors installed horizontally and overhead. The specimen size shall be kept constant for all tests including reference tests. After the minimum cure time has elapsed, allow the test specimen to attain standard temperature and perform tension tests at standard temperature to failure with continuous measurement of load and displacement. Exception: It shall be permitted to allow the test member to transition to standard temperature following anchor installation by removing the test specimen from the conditioning chamber and placing it in an environment with standard temperature. Where this procedure is followed it shall be also used for reference tests. The cure time used for the minimum installation temperature tests shall be as specified in the MPII for the minimum installation temperature. The cure time used for the maximum installation temperature tests shall be as specified in the MPII for the standard installation temperature Anchor installation procedure specified in the MPII shall be reviewed for effectiveness. A procedure for verifying the effectiveness of overhead installation procedures using blind injection into a clear tube of equivalent diameter and length is shown in Fig These tests shall be repeated with the adhesive conditioned to minimum and maximum temperature as specified in the MPII for installation at the minimum and maximum temperatures, respectively, and shall include insertion of the anchor rod. The procedure used shall enable the evaluation of the installation procedure as described in Torque test Refer to Table 3.1, Test 6; Table 3.2, Test 9; Table 3.3, Test 7; Table 3.6, Test 9; and Table 3.7, Test 9. Add Sensitivity to reduced installation effort Purpose These reliability tests are performed to determine the sensitivity of the anchor to adverse installation conditions General test conditions Install anchors in cracks in accordance with the MPII. Perform unconfined tension tests with setting torque T = 0.5T inst. Add 7.21 and Slip force tests Slip force tests shall be conducted on torque-controlled adhesive anchors in cracked to estimate the tension force corresponding to loss of adhesion between the anchor element and the adhesive. A significant and sudden change in slope of the load-displacement curve or a sudden increase in the expansion force (as measured on pre-split test blocks) may be assumed to indicate loss of adhesion. An acceptable method for conducting the slip force tests is given in Install the anchor in accordance with the manufacturer s printed installation instructions in a hairline crack; however, do not apply the recommended installation torque. Open the crack by and perform a confined 29 of 66

106 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) tension test to failure with continuous measurement of load and displacement at the unloaded end of the anchor element (see Fig. 7.5). The displacement of the anchor element relative to the as measured at the unloaded end of the anchor element shall be permitted to be used to estimate the force corresponding to loss of adhesion (slip force). Other methods shall also be permitted Bond force tests Bond force tests shall be conducted in cracked with the adhesive used for torque-controlled adhesive anchors to estimate the tension force corresponding to loss of adhesion between the adhesive and the under the most adverse conditions anticipated by these criteria. For these tests, Unified National Coarse (UNC) threaded rod of an equivalent nominal diameter shall be substituted for the anchor element specified by the manufacturer and no installation torque shall be applied. The adhesive shall otherwise be installed in accordance with the manufacturer s printed installation instructions; however, the hole cleaning and condition shall correspond to the installation safety test included in the test program (see 7.5, 7.6, 7.7, 7.8) that represents the most adverse condition for the adhesive. New Figure 7.5 LVDT Fig. 7.5 Schematic of slip force test setup 8.2 Required tests Required service-condition tests are given in Table 3.1 for adhesive anchors qualified for use in uncracked only and in Table 3.2 or 3.3 for adhesive anchors qualified for use in both uncracked and cracked. Test requirements for adhesive anchors assessed to resist seismic loads are defined in Table 3.2. Test requirements for torque-controlled adhesive anchors are defined in Table 3.6 or Tension tests in uncracked and cracked Refer to Table 3.1, Tests 7a and 7b; Table 3.2, Tests 11a, 11b, 11c, and 11d; Table 3.3, Tests 8a and 8b; Table 3.6, Tests 12a, 12b, 12c, and 12d; and Table 3.7, Tests 10a, 10b, 10c, and 10d. 30 of 66

107 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Conduct of tests For adhesive anchors, perform confined service-condition tests in accordance with 4.7 in both low- and high-strength. Perform the evaluation for τ k,cr for adhesive anchors in accordance with For torque-controlled adhesive anchors, perform unconfined service condition tests in both lowand high-strength. All tests shall be conducted with anchors installed in accordance with the MPII It shall be permitted to perform the service-condition tests for adhesive anchors described in Table 3.1, Tests 7a and 7b; Table 3.2, Tests 11a through 11d; and Table 3.3, Tests 8a and 8b as unconfined tests. All tests shall be conducted with anchors installed in accordance with the MPII. 8.5 Tension tests at elevated temperature Refer to Table 3.1, Test 8a; Table 3.2, Test 12a; Table 3.3, Test 9a; Table 3.6, Test 13a; and Table 3.7, Test 11a Qualify anchors for one or both of the temperature categories given in Table 8.1. The minimum long-term temperature for which anchors shall be qualified is 110 F. The minimum short-term temperature for which anchors shall be qualified is 176 F. Install and test a minimum of five anchors at each temperature data point. For Temperature Category A, perform tests at standard temperature and at the short- and long-term temperatures. For Temperature Category B, perform tests on anchors at standard temperature, at the long-term and short-term test temperatures and a minimum of two intermediate temperatures between the long-term and short-term temperatures with a maximum increment of 35 F. If the difference between the long- and short-term test temperatures is less than 35 F, then testing at intermediate temperatures is not required. 8.6 Tension tests with decreased installation temperature Refer to Table 3.1, Test 8b; Table 3.2, Test 12b; Table 3.3, Test 9b; Table 3.6, Test 13b; and Table 3.7, Test 11b. R8.6 These tests establish the suitability of the adhesive anchor system for installation in at lower-thanstandard temperatures. All adhesive anchor systems qualified for installation in temperatures below 50 F are required to be installed and tested at the target temperature. When the target temperature for the system to be qualified falls below 40 F, additional tests are required to assess the effect of rising temperatures on the anchor response. The rate of temperature rise is intended to be consistent with sun exposure. A further distinction in testing of adhesive anchor systems for low temperature installation is made for systems that are intended to be installed in which can vary within a 12-hour period from a low of 40 F (5 C) or less to a high of 80 F (27 C) or more. Such a high rate of temperature change may occur with relatively thin members directly exposed to solar warming (e.g., façade panels). Adhesive anchors installed in such members at the time when the is at its lowest temperature are assumed to be subject to a subsequent accelerated temperature rise of 5K/hr. The supplemental tests in address this issue. Follow special procedures where the MPII includes them for low-temperature installation conditions. Where preheating of adhesive cartridges to reduce viscosity and facilitate adhesive flow is specified in the MPII, observations should be made to determine whether this results in retarded cure, lowering of the glass-transition temperature, and impaired resistance to creep Purpose These service-condition tests are used to assess the sensitivity of the adhesive anchor system to installation in having a temperature at the time of installation less than 50 F (10 C) General test conditions Tests are confined tension tests performed in uncracked. 31 of 66

108 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Test all adhesive anchor systems to be installed in having a temperature less than 50 F (10 C) in accordance with either or Tests according to shall be performed for all systems to be used in applications where temperatures can vary within a 12-hour period from a low of 40 F (5 C) or less to a high of 80 F (27 C) or more. Tension tests shall be conducted as confined tests in uncracked When anchors are recommended for installation in temperatures below 50 F (10 C), perform the following test: (a) Install and test a minimum of (5) anchors. Install anchors per the MPII. Prior to installation, condition the anchor rod and test member to the target temperature (i.e., the lowest installation temperature recommended by the manufacturer) and maintain that temperature for a minimum of 24 hours. (b) Install the anchors in test members and allow them to cure at the stabilized temperature for the cure time according to the manufacturer s printed installation instructions. (c) Immediately thereafter, remove the test members from the cooling chamber and tension test the anchors in order to assure the test members remain at the conditioned temperature. A thermocouple inserted into the test member may be used to confirm the temperature at the time of testing When anchors are recommended for installation in temperatures below 40 F (5 C), in addition to the tests described in , perform the following test: a) Install and test a minimum of (5) anchors. Install anchors per the MPII. Prior to installation, condition the anchor rod and test member to the target temperature (i.e., the lowest installation temperature recommended by the manufacturer) and maintain that temperature for a minimum of 24 hours. (b) Install the anchors in accordance with the MPII and allow them to cure at the stabilized target temperature for the cure time according to the MPII. (c) Apply a constant tension load as given by Eq Raise the temperature of the test chamber at a constant rate to standard temperature over a period of 72 to 96 hours while monitoring the displacement response for each anchor. A thermocouple inserted into the test member may be used to confirm the temperature of the test members during the test. Once the test member attains standard temperature and the displacements stabilize, conduct a confined tension test to failure with continuous measurement of load and displacement. If the displacements do not stabilize within 150 hours from the start of temperature rise, the test shall be discontinued. Add Where anchors are recommended for installation in that is subject to temperature variations within a 12-hour period from a low of 40 F (5 C) or less to a high of 80 F (27 C) or more,.perform the following test: (a) Perform sustained load tests at standard temperature in accordance with of 66

109 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) (b) Concrete test members shall have maximum dimensions 30 in. by 18 in. by 12 in. (760 mm by 460 mm by 300 mm). Alternatively, a 12-in. (300 mm) high cylinder with maximum diameter 13 in. (330 mm) may be used. (c) Install and test a minimum of (5) anchors. Install anchors per the MPII. Prior to installation, condition the anchor rod and test member to the target temperature (i.e., the lowest installation temperature recommended by the manufacturer) and maintain that temperature for a minimum of 24 hours. (d) Install the anchors in the test members of the target temperature and allow them to cure at the stabilized temperature for the cure time according to the manufacturer s printed installation instructions. (e) Immediately after the curing period has elapsed, remove the test members from the cooling chamber and apply a tension preload not exceeding 5% of N sust,lt as given by Eq. (7-3) or 300 lbs to the anchor prior to zeroing displacement readings. Then increase the load on the anchor to a constant tension load N sust,lt as given by Eq. 8.3, raise the temperature of the test chamber at a constant rate of 5K/hr to standard temperature and maintain N sust,lt over a minimum duration of 42 days while monitoring the displacement response for each anchor according to A thermocouple inserted into the test member shall be used to confirm the temperature at the time of testing. (f) Immediately following the sustained load portion of the test, conduct a confined tension test to failure at standard temperature with continuous measurement of load and displacement. 8.7 Establishment of cure time at standard, minimum, and maximum temperature Refer to Table 3.1, Test 8c; Table 3.2, Test 12c; Table 3.3, Test 9c; Table 3.6, Test 13c; and Table 3.7, Test 11c. R8.7 Cure time of most adhesive compounds is inversely proportional to temperature. The requirements of the MPII relative to temperature of the and the cartridge are to be followed Purpose These service-condition tests are used to establish the minimum curing time of the adhesive material for the anchor to achieve full tension capacity General test conditions Perform confined tension tests in uncracked. Tests are conducted on anchors installed in accordance with the MPII at standard, minimum and maximum temperatures of the whereby the temperature of the adhesive shall be in accordance with the MPII for the temperature in the test. The anchors are allowed to cure for the minimum curing time corresponding to the installation temperature as specified in the MPII. Reference tests are also conducted on anchors installed in the same way and allowed to cure for the time specified in the MPII for standard, minimum and maximum temperature plus an additional 24 hours. It shall be permitted to perform cure time tests at cure time plus a time greater than 24 hours. If the cure time specified for elevated temperature installation is the same as that specified for standard temperature, tests at elevated temperature shall be permitted to be omitted. 8.8 Durability assessment 33 of 66

110 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Refer to Table 3.1, Tests 9a and 9b; Table 3.2, Tests 13a and 13b; Table 3.3, Tests 10a and 10b; Table 3.6, Test 14a and 14b; and Table 3.7, Test 12a and 12b. (balance of section unmodified except as shown below) General test conditions Conduct tests on 1/2 in. diameter all-thread anchors or the smallest nominal diameter if it is larger than 1/2 in. For testing of torque-controlled adhesive anchors, all-thread rod shall be substituted for the anchor element specified by the manufacturer. Embed anchors in cylindrical test members having a minimum diameter of 6 in. Cast the test members in length of steel or plastic pipe having a wall thickness as required to prevent slice splitting during punch testing. All test members shall originate form the same batch. Install anchors along the central axis of the test members according to the MPII. For tests in sulfur dioxide, fabricate the anchor element from austenitic staineless steel. After curing the adhesive, cylinders in which the anchors are installed shall be sawn with a diamond saw into 1-3/16 in. ± 1/8 in. thick slices so the resulting slices are undamaged. Slices shall be oriented perpendicular to the anchor axis and consist of the, adhesive material, and anchor element. Discard the top and bottom slices. Prepare a minimum of 10 slices for each environmental exposure to be investigated and 10 reference slices subjected to standard climate conditions Punch tests Specimens shall be tested within 4 hours following removal from storage (exposure) whereby the specimens shall not be permitted to dry out prior to testing. This condition shall be considered to be fulfilled if the specimens are maintained at standard temperature. Alternately, within 15 minutes of removal from storage (exposure), double wrap the individual specimens in plastic food wrap and place them in sealable plastic bags or impermeable containers until testing. Test the specimens within 4 hours following removal from plastic food wrap whereby the specimens shall not be permitted to dry out prior to testing. This condition shall be considered to be fulfilled if the specimens are maintained at standard temperature. The time during which the specimens may be contained in the sealed condition shall be minimized and shall not exceed 14 days. The thickness of the slices shall be measured and the slices shall be tested in a test apparatus that permits the anchor element of the slice to be punched through the slice while restraining the surrounding (see Fig. 8.1). The loading punch shall act centrally on the metal element. The peak load for each test shall be recorded. Discard results from slices that split curing the punch test. Evaluate the bond stress τ dur,i for each punch test using Eq. (8-1). balance of section unmodified) 8.9 Verification of full capacity in a corner Refer to Table 3.6, Test 15; and Table 3.7, Test 13. (balance of section unmodified) 8.10 Determination of minimum spacing and edge distance to preclude splitting Refer to Table 3.1, Test 11; Table 3.2, Test 15; Table 3.3, Test 12; Table 3.6, Test 16; and Table 3.7, Test 14. (balance of section unmodified) 34 of 66

111 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) 8.11 Tests to determine shear capacity of anchor elements with nonuniform cross section Refer to Table 3.1, Test 12; Table 3.2, Test 16; Table 3.3, Test 13; Table 3.6, Test 17; and Table 3.7, Test 15. (balance of section unmodified) 8.12 Simulated seismic tension tests Refer to Table 3.2, Test 17; Table 3.6, Test 18; and Table 3.7, Test 16. (balance of section unmodified) General test conditions Test each anchor diameter at the embedment at embedments as specified in Table 3.2, Table 3.6 and Table 3.7. Install the anchor in a closed crack in accordance with 4.8. If no torque is specified by the MPII, finger-tighten the anchor prior to testing. Open the crack by w = in. where w is additive to the width of the closed hairline crack after anchor installation. Subject the anchors to the sinusoidal tension loads specified in Table 8.2 and Fig. 8.3 with a cycling frequency between 0.1 and 2 Hz, whereby N eq is given by Eq. (8-2), N m is given by Eq. (8-3), and N i is given by Eq. (8-4). The minimum load for each load level shall not be greaterexceed the larger of that 5% N eq or 100 lbs. If the mean tension capacity from reference service condition tests is determined from unconfined tests, conduct load cycling as an unconfined test. If the mean tension capacity from reference service condition tests is determined from confined tests, conduct load cycling as a confined test. N eq f c,test 05. No,i fc,test, 2 n lb (8-2) where N o,i = mean tension capacity from reference service condition tests in low-strength cracked as follows: Table 3.2, Test 11c, Table 3.6, Test No. 12c or Table 3.7, Test No. 10c if load cycling is performed as an unconfined test or mean tension capacity from confined reference service condition tests in low-strength cracked as follows: Table 3.2, Test No. 1b if load cycling is performed as a confined test, lb (N). f c,test = compressive strength of used at time of testing, psi; f c,test,2 = compressive strength of corresponding to the tests used to establish N o,i, psi; and n = normalization exponent determined in accordance with Record the crack width, anchor displacement, and applied tension load in accordance with 4.8. Following completion of the simulated seismic-tension cycles, open the crack to a width not less than the crack opening width as measured at the end of the cyclic test and load the anchor in tension to failure. Record the maximum tension load, that is, residual tension capacity; the corresponding displacement; and plot the loaddisplacement response. If the mean tension capacity from reference service condition tests is determined from unconfined tests, conduct the tension test to failure as an unconfined test. If the mean tension capacity from reference service condition tests is determined from confined tests, conduct the tension test to failure as a confined test. 35 of 66

112 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) 8.13 Simulated seismic shear tests Refer to Table 3.2, Test 18; Table 3.6, Test 19; and Table 3.7, Test 17. (balance of section unmodified) Install anchors in accordance with the MPII. Perform a minimum of five confined tension tests to failure on anchors in produced in accordance with Mixture Design A and a minimum of five confined tension tests to failure in produced in accordance with Mixture Design B. Perform tests in accordance with 4.7 within the age interval of 28 to 56 days. 9.2 Tests to determine minimum member thickness Refer to Table 3.1, Test 14; Table 3.2, Test 20; Table 3.3, Test 15, Table 3.6, Test 20; and Table 3.7, Test of 66

113 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) (balance of section unmodified) For adhesive anchors, instead of , tests in accordance with 8.10 shall be permitted to be conducted with the test member supported with a shear span length not less than 1.5h ef. For torque-controlled adhesive anchors, tests in accordance with 8.9 and 8.10 shall be permitted to be conducted with the test member supported with a shear span length not less than 1.5h ef. Drilling equipment and setting procedures shall be representative of normal anchor installationas specified by the manufacturer. Subsequent to drilling the holes and setting anchors, the balance of tests in accordance with 8.9 and 8.10 shall be permitted to be conducted without supports. Add Tests for recognition of deformed reinforcing bars as anchor elements Perform tests on all diameters of deformed reinforcing bar anchor elements sought for recognition in accordance with Table 3.1, Table 3.2, or Table 3.3. Exception: If tests have been performed on a minimum of five diameters of threaded rod anchor elements in accordance with Table 3.1, Table 3.2, or Table 3.3, it shall be permitted to obtain recognition for the use of deformed reinforcing bar anchor elements corresponding to the tested range of threaded rod anchor element diameters as follows: a. Except as determined in accordance with Table 9.2, reduction factors determined for threaded rod as applicable in Eqns 10-12, and shall be applied to the bond values for reinforcing bar elements. a.b. Perform tests with deformed reinforcing bars in accordance with Table 9.2. The range of reinforcing bar anchor element diameters tested shall correspond to the tested range of threaded rod anchor element diameters. b.c. Demonstrate for all tested diameters that test results from tests according to a. are statistically equivalent to or exceed the tests with threaded rod anchor elements of approximately equivalent diameters. d. If it cannot be shown that the test tests according to a. are statistically equivalent to or exceed the tests with threaded rod anchor elements for all approximately equivalent diameters, adjust the characteristic tension bond stresses in uncracked and cracked with the minimum ratio of the mean bond stress for the tested deformed reinforcing bar diameters to the mean bond stress for threaded rod diameters of approximately equivalent diameter. c.e. It shall be permitted to include additional test series in the assessment for recognition of reinforcing bar elements. 37 of 66

114 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Table 9.2 Minimum required tests for supplementary recognition of reinforcing bars as anchor elements Test type Table 3.1 Table 3.2 Table 3.3 Test No. Diameters Test No. Diameters Test No. Diameters Reference 1a all 1a all 1a all 1b all 1b all 1b all Reliability 4 see footnote 1c 1d * all all 5 sm., med., lg. 3 sm., med., lg. 7 see footnote 5 see footnote Service condition 7a sm., med., 11a sm., med., 8a sm., med., lg.all lg.all lg.all 11c sm., med., lg.all Optional 17 ** sm., med., lg. 18 ** sm., med., lg. * Test is optional if test results of Test 1c can be shown to be statistically equivalent to or greater than results of Test 1a. If Test 1d is not performed, limit calculated anchor tension resistance to f c = 2500 psi. Not required if tests with threaded rod to determine the bond strength are conducted as confined tests. Comparison of bond stresses for threaded rod and reinforcing bar elements is performed with reference test values. ** Where recognition for seismic is to be included. Test #4 reinforcing bar or smallest nominal diameter if it is larger than #4. Tests may be omitted if the hole diameter specified for the corresponding reinforcing bar in the MPII is not more than 1/8-in. (3 mm) larger than the required hole diameter for the tested threaded rod diameter and the normalized bond strength for the reinforcing bar element is equal to or lower than the bond strength for threaded rod. If this test is conducted with reinforcing bars, testing with threaded rod shall be permitted to be omitted. It shall be permitted to test only small, medium and large diameters if the ratio of the test results for threaded rod and reinforcing bar elements for the confined and unconfined test conditions are statistically equivalent. 38 of 66

115 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Add Tests for recognition of deformed reinforcing bars for use in post-installed reinforcing bar connections Perform tests in accordance with Table Recognition shall be limited to the hole drilling and cleaning methods included in the MPII. Tests in accordance with Table 3.8 shall be repeated for each drilling/hole cleaning method included in the MPII Service condition tests Bond performance tests Perform tests as confined tension tests in test specimens in accordance with Fig Tension load and bar displacement relative to a fixed point outside of the of the test specimen shall be continuously recorded Tests for bond and splitting behavior at deep embedment Perform tests as tension tests to failure with test specimens as shown in Fig Reinforcing bars shall be fabricated in accordance with recognized standards and shall fulfill the requirements of Table 9.3: Table 9.3 Requirements for reinforcing bars used in reinforcing bar tests according to Table 3.8 Tensile strength, min. Yield strength, min. Relative rib area, R r * psi MPa psi MPa min. max * h R 075 r r. where s r h =average height of deformations and r s =average spacing of deformations r Reinforcing bars conforming to the requirements of ASTM A706 Grade 80 shall be assumed to fulfill Cast test specimens vertically so the is well consolidated around the reinforcing Perform tests as confined tests. The bearing plate shall be at least 1-inch (25 mm) thick and shall be so constructed to cover the entire surface of the test specimen with 4 holes with diameter 1.5 times the hole diameter. The friction reducing surface shall consist of two layers of friction-reducing material (PTFE, other). Lubricate the interstitial surfaces of the PTFE layers with Teflon spray. Measure load and displacement continuously. The rate of loading or displacement shall be established so that the test duration to peak load is not less than three minutes and not more than 15 minutes Reliability tests Dry - Perform tests in accordance with Saturated Perform tests in accordance with of 66

116 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Freezing and thawing Perform tests in accordance with Sustained load at elevated temperature Perform tests in accordance with 7.17 whereby the load N sust,lt shall be determined in accordance with Eq. (7-3a). N d sust, lt min, req b b (7-3a) where min,req =830 psi (5.7 MPa) Tension tests with decreased installation temperature Perform tests in accordance with Sensitivity to installation direction Perform tests in accordance with Tests to verify installation procedure Installation at maximum recognized embedment Perform tests with minimum cover as indicated in the MPII. Repeat tests for each installation system included in the MPII for the tested bar diameter. Perform hole drilling, adhesive injection, and bar installation in the horizontal postion with the test member, reinforcing bar, and adhesive conditioned to the maximum installation temperature indicated in the MPII Injection verification Perform tests with each installation system included in the MPII for the tested bar diameter in clear rigid tubing that is resistant to the heat generated by the adhesive, does not react with the adhesive, and that has an inner diameter approximately equal to the hole diameter specified in the MPII. Perform tests in the horizontal position with the tube hidden from the view of the personnel performing the injection. Inject adhesive in accordance with the MPII and install the deformed reinforcing bar to the required embedment Durability tests Perform slice tests in accordance with Resistance to alkalinity Perform tests in accordance with Resistance to sulfur Perform tests in accordance with Corrosion tests Perform tests in 6 in. (150 mm) cubes or in a rectangular section of any length with cross section 6 in. x 6 in. (150 mm x 150 mm). The shall conform to the requirements of 4.3 with the following exceptions: 1. The water-cement ratio used for the mix design shall be equal to or greater than The mix design shall be supplemented with a source of chloride ions to result in water-soluble chloride ion (CI - ) content in by weight of cement of 0.40 percent. The shall have a minimum age of 21 days and shall be free of surface carbonization at the commencement of the test. Prior to installation, ensure that reinforcing bars are free of mill scale or other loose contaminants or coatings and clean with ethanol or other solvent. Install bars in accordance with the MPII for dry 40 of 66

117 ACCEPTANCE CRITERIA FOR POST-INSTALLED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) at an edge distance of 3 in. (75 mm) at an embedment depth of 2-3/4 inches (70 mm) and with the end of the bar in contact with the end of the drilled hole. Where multiple anchors are installed in a rectangular section, the minimum spacing between bars shall be 2 in. (50 mm). Following installation of the anchors, coat the surface of the around each installed reinforcing bar with an epoxy sealer. The coating shall extend for a distance of 3/4 inch (2 cm) from the perimeter of the bar The test apparatus is shown in Fig. 9.1 and consists of a non-reactive, non-metallic container in which the test specimen is immersed in a water solution to a depth of 3-1/2 inches (90 mm) with a 3/8 inch (10 mm) clear distance maintained between the bottom of the test specimen and the floor of the container by means of non-reactive spacer blocks. L-shaped cathodes constructed from austenitic stainless steel (316) plate shall be so dimensioned and positioned on the floor of the container to result in a surface exposure to the water solution of not less than 15.5 in 2 (100 cm 2 ). The cathodes shall be equipped with a 100 Ohm resistor (accuracy of ± 1%), and shall have been degreased with ethanol, exposed to a 5% nitric acid solution for 10 minutes, rinsed with distilled water and placed in distilled water conditioned with dissolved sodium sulfate and sodium bicarbonate each in the amount of 200 mg per liter for a period of at least 14 days immediately prior to the conduct of the test After the adhesive cure time has elapsed, install the test specimen and the cathodes in the container, fill the container with distilled water conditioned with dissolved sodium sulfate and sodium bicarbonate each in the amount of 200 mg per liter, and connect the reinforcing bars to the cathodes Measure the current between the reinforcing bars and the attached cathodes by measuring the potential drop over the resistor using a micro voltmeter with a resolution of 100 nv and input resistance of at least 10 MOhm Measure the corrosion potential of each reinforcing bar against a reference electrode in the container with a voltmeter having a minimum input resistance of 10 MOhm and a resolution of 0.1 mv Perform measurement of current flow and potential at maximum 1 hour intervals for the duration of the test Use reference electrodes equipped with porous stoppers that have been stored, maintained, and calibrated in accordance with manufacturer instructions. Alternatively, if calibration information for the reference electrode is unavailable, it is permissible to check the potential of the reference electrode weekly with a saturated Cu/CuSO 4 electrode (CSE) It shall be permitted to use an electrolyte bridge to avoid contamination of the electrolyte solution with copper ions or chlorides Plot the current flow and potential over time The duration of the tests shall be at least 3 months. 41 of 66

118 ACCEPTANCE CRITERIA FOR POST-INSTALL ED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Fig. 9.1 Corrosion test apparatus Seismic resistancee Perform all tests in test specimens similar to that shown in Fig The bar shall be prevented from contacting the end of the drilled hole during the test by extending the drilled hole beyond the required embedment and inserting a compressible material at the bottom of the holee prior to injection and bar insertion. Tests are conducted as confined tests with a friction reducing material (PTFE, other) placed between the confining plate and the surface Perform cyclic tension tests (push-pull) using displacement control in accordance with Fig The value of s u shall be taken as the mean displacement at peak load from tension tests in accordance with Table 3.8, Test No. 1c Tension load and bar displacement relative to a fixed point outside of the of the test specimen shall be continuously recorded and plotted in a manner similar to that shown in Fig Perform ten loading cycles as shown in Fig Thereafter, perform a static tension test to failure. New Fig. 9.2: 42 of 66

119 ACCEPTANCE CRITERIA FOR POST-INSTALL ED ADHESIVE ANCHOR SYSTEMS IN CONCRETE ELEMENTS (AC308) Fig. 9.2 Cyclic loading protocol for seismic qualification of post-installed reinforcing bar connections It shall be permitted to establish bond stresses over several diameters using a trend line (regression analysis). The trend line shall satisfy the following requirements: a. The coefficient of variation associated with the trend line shall be in accordance with for adhesive anchors and for torque-controlled adhesive anchors. b. The value of the correlation coefficient (r) associated with the trend line shall be equal to or greater than the value given in Table for a given data populationn (n). It shall be permitted to calculate r as the square root of the coefficient of determination, R 2. For values of n between the tabular values, the value of r shall be taken from Table as the next higher value. c. The value of the slope of the trend line shall not change sign. d. A minimum of four evenly distributed anchor diameters shall be tested to develop the trend line. e. Values for diameters outside of the tested diameter rangee shall not be extrapolated from the trend line. 43 of 66