August 3, 2015 PARTIES INTERESTED IN LOAD BEARING THERMAL INSULATION ASSEMBLIES FORMING A THERMAL BREAK BETWEEN CONCRETE BALCONIES AND CONCRETE FLOORS

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1 August 3, 2015 TO: PARTIES INTERESTED IN LOAD BEARING THERMAL INSULATION ASSEMBLIES FORMING A THERMAL BREAK BETWEEN CONCRETE BALCONIES AND CONCRETE FLOORS SUBJECT: Proposed Acceptance Criteria for Load Bearing Thermal Insulation Assemblies Forming a Thermal Break Between Concrete Balconies and Concrete Floors, Subject AC R1 (KS/DZ) Dear Colleague: We are seeking your comments on the enclosed proposal for a new acceptance criteria, which is being posted for 30 days of public comment on the ICC-ES web site. Public comments will be considered in preparing a revised draft of the criteria, which we hope to present at a future Evaluation Committee hearing. The proposed new criteria evaluates the structural design and thermal properties of proprietary floor joint assemblies. In addition to considering comments from interested parties, in order to complete the criteria, staff needs a response to the following staff comments. 1. A clarification is needed regarding which material components will be supplied (from the manufacturer) with the assembly and which products will be added at the job site to complete the installation. The supplied assembly material components may comply with European standards, provided they are covered in the QC manual and are consistent with the materials used in the tests required by the criteria. Material components supplied at the job site to complete the installation (construction) must comply with the material requirements in the IBC and ACI 318. This comment affects several clauses in Annex 1, such as In Clause 1.1.3, in Annex 1, several of the dimensional limitations (such as number per meter, axial edge distance and mandrel diameter) are different from those noted in the original European Assessment Document (EAD). An explanation and justification needs to be provided. 3. In Clause in Annex 1, both stainless steel reinforcement and stainless steel are noted. A clarification is need regarding the difference between the two. 4. In Clause in Annex 1, the requirements for compression reinforcement are not prescribed, only tension and shear. This is inconsistent with the original EAD. This is also inconsistent with Clause which indicates compression reinforcement. Clause

2 AC R also includes a shear bar. This needs a clarification with regards to information in Clauses and Is the intent for the proprietary compression shear bearing (CSB) to resist all compression forces? A clarification and the method to be used to justify this approach needs to be provided. 5. In Clause in Annex 1, a statement is made regarding the bending of the shear reinforcement. A justification for this approach needs to be provided. 6. Clause in Annex 1, describes a lattice model approach. ACI 318 does not recognize this approach, but does include a strut-and-tie model approach. A clarification needs to be provided. 7. In Clause in Annex 1, the term quasi static needs clarification. 8. In Clause in Annex 1, the use and the term stainless steel bar needs to be clarified. 9. In Clause In Annex 1, under the bullet with, a clarification is needed on how these concrete strengths and the example given relate to ACI 318 requirements. 10. In Clause in Annex 1, under the bullet referencing ETAG 20, the concrete composition needs to be equated to ACI requirements. 11. In Table 3 of Annex 1, the ACI equivalent specifications and testing procedures need to be specified. 12. In Clause in Annex 1, it appears the purpose of the full scale testing is to verify the design model. A clarification is need as to how all limit states will be verified under this testing. 13. In Clause in Annex 1, the term taxed away needs to be clarified. Also, additional details, regarding the calculation methodology, needs to be provided. 14. In Clause in Annex 1, the conditions for acceptance and correlation between testing and calculations need to be clearly defined. This clarification should address each limit state. 15. In Clause in Annex 1, the conditions for acceptance and correlation between testing and calculations need to be clearly defined. If it is of interest, please review the draft criteria and send us your comments at the earliest opportunity. At the end of the 30-day comment period, we will post on our web site the correspondence we have received. To submit your comments, please use the form on the web site and attach any letters or other materials. If you would like an explanation of the alternate criteria process, under which we are soliciting comments, this too is available on the ICC-ES web site.

3 AC R1 3 Please do not try to communicate directly with any Evaluation Committee member about a criteria under consideration, as committee members cannot accept such communications. Thank you for your interest and your contributions. If you have any questions, please contact me at (800) , extension 3306, or David Zhao, SE, Senior Staff Engineer, at extension You may also reach us by at es@icc-es.org. Yours very truly, KS/cf;raf Encl. cc: Evaluation Committee Kurt Stochlia, P.E. Consultant for ICC-ES

4 (800) (562) A Subsidiary of the International Code Council PROPOSED ACCEPTANCE CRITERIA FOR LOAD BEARING THERMAL INSULATION ASSEMBLIES FORMING A THERMAL BREAK BETWEEN CONCRETE BALCONIES AND CONCRETE FLOORS AC464 Proposed August 2015 PREFACE Evaluation reports issued by ICC Evaluation Service, LLC (ICC-ES), are based upon performance features of the International family of codes. (Some reports may also reference older code families such as the BOCA National Codes, the Standard Codes, and the Uniform 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. ICC-ES may consider alternate criteria for report approval, provided the report applicant submits 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. ICC-ES retains the right to refuse to issue or renew any evaluation report, if the applicable product, material, 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 injury or unreasonable damage. NOTE: The Preface for ICC-ES acceptance criteria was revised in July 2011 to reflect changes in policy. Acceptance criteria are developed for use solely by ICC-ES for purposes of issuing ICC-ES evaluation reports

5 AC R1 Page 2 August 2015 PROPOSED ACCEPTANCE CRITERIA FOR LOAD BEARING THERMAL INSULATION ASSEMBLIES FORMING A THERMAL BREAK BETWEEN CONCRETE BALCONIES AND CONCRETE FLOORS INTRODUCTION 1.1 Purpose: The purpose of this acceptance criteria is to establish requirements for load bearing thermal insulation assemblies forming a thermal break between concrete balconies and concrete floors to be recognized in an ICC Evaluation Service, LLC (ICC-ES), evaluation report under the 2015 International Building Code (IBC) and the 2015 International Residential Code (IRC). The bases of recognition are IBC Section and IRC Section R The reason for the development of this criteria is to provide guidelines for evaluation of the design and thermal properties of proprietary load bearing thermal insulation assemblies, which connect concrete slab balconies with concrete floors. 1.2 Scope: This acceptance criteria applies to proprietary load bearing thermal assemblies consisting of reinforcing steel, stainless steel, steel plate, insulation, and a proprietary concrete compression bearing element. The intended use of the assembly is to act as a thermal break when connecting an external reinforced concrete slab to internal reinforced concrete slab. The connection is intended to transfer bending moment, or shear forces or a combination of bending moments and shears. This criteria focus on the performance of the load bearing thermal insulation assemblies and the behavior of the interface between the load bearing thermal insulation assemblies and the connected concrete slabs. The design of the external and internal concrete slabs, to

6 PROPOSED ACCEPTANCE CRITERIA FOR LOAD BEARING AC R1 THERMAL INSULATION ASSEMBLIES FORMING A THERMAL Page 3 BREAK BETWEEN CONCRETE BALCONIES August 2015 AND CONCRETE FLOORS which the load bearing thermal insulation assemblies are connected, is beyond the scope of this criteria. In addition to the IBC and IRC requirements, this criteria relies on an Supplemental Assessment Document (SAD) identified in the ANNEX 1, attached to this criteria. The descriptions and requirements in the attached SAD are part of this criteria, unless noted otherwise in Sections 2.0 through 4.0 of this criteria. 1.3 Codes and Referenced Standards: International Building Code (IBC), International Code Council International Residential Code (IRC), International Code Council ACI , Building Code requirements for Structural Concrete, American Concrete Institute European Assessment Document /03/01 (EAD), European Organization for Technical Approvals (EOTA) Additional applicable reference documents are noted in Section 4 of the ANNEX Definitions: SAD: The Supplemental Assessment Document edited from the reference EAD described in Section and attached to this criteria as an ANNEX 1.

7 PROPOSED ACCEPTANCE CRITERIA FOR LOAD BEARING AC R1 THERMAL INSULATION ASSEMBLIES FORMING A THERMAL Page 4 BREAK BETWEEN CONCRETE BALCONIES August 2015 AND CONCRETE FLOORS Load Bearing Thermal Insulation Assembly (LBTIA): A product consisting of reinforcing steel, stainless steel, steel plate, mineral wool insulation, and a propriety concrete compression elements, as defined in the SAD Additional Terms used in the SAD: See Section1.3 in the ANNEX BASIC INFORMATION 2.1 General: The following information shall be submitted: Product Description: Description of the reinforcement bars, proprietary concrete compression shear block (CSB), insulation materials, and casing shall be reported, including product specifications, dimensions, tolerances, manufacturing process, material and mechanical properties Installation Instructions: Complete installation instructions for the proper placement of the LBTIA Packaging and Identification: A description of the method of packaging and field identification of each element of the LBTIA. Identification provisions shall include the evaluation report number Field Preparation: Information concerning methods of preparing the LBTIA and concrete for installation shall be described. 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.

8 PROPOSED ACCEPTANCE CRITERIA FOR LOAD BEARING AC R1 THERMAL INSULATION ASSEMBLIES FORMING A THERMAL Page 5 BREAK BETWEEN CONCRETE BALCONIES August 2015 AND CONCRETE FLOORS Test Reports: Test reports shall comply with AC85 and additional requirements prescribed in the SAD. 2.4 Product Sampling: Sampling of the proprietary concrete compression shear block and the complete load bearing thermal insulation assembly, for tests under this criteria shall comply with Section 3.1of AC Conversion Factors: The evaluation report shall describe appropriate products, such as steel reinforcement, in US customary units consistent with the IBC and the SAD. 3.0 DESIGN, TESTING AND PERFORMANCE REQUIREMENTS 3.1 Design: Design of the exterior and interior concrete slabs, and the connections for transferring of loads between the exterior and interior slabs shall comply with ACI Descriptive Information, Testing and Performance Requirements: Descriptive information, testing and performance requirements for the LBTIA shall comply with Annex 1attached to this criteria. 4.0 QUALITY CONTROL 4.1 The products shall be manufactured under an approved quality control program with inspections by ICC-ES or by a properly accredited inspection agency that has a contractual relationship with ICC-ES. Quality documentation complying with the ICC-ES Acceptance Criteria for Quality Documentation (AC10) and Section 3 in Annex 1 shall be submitted. 5.0 EVALUATION REPORT RECOGNITION SHALL INCLUDE THE FOLLOWING:

9 PROPOSED ACCEPTANCE CRITERIA FOR LOAD BEARING AC R1 THERMAL INSULATION ASSEMBLIES FORMING A THERMAL Page 6 BREAK BETWEEN CONCRETE BALCONIES August 2015 AND CONCRETE FLOORS Product information described in Section 2.1 of this report. 5.2 The structural design methodology or specific assembly structural capacities described in Clauses and of Annex 1attached to this criteria. 5.3 Insulation (thermal break) details and information. 5.4 Requirements that job site special inspection shall conform to Sections and of the IBC and applicable portions of ACI 318, in addition to requirements for the LBTIA. 5.5 Typical construction details of the various LBTIAs. 5.6 A statement that the design and installation of the LBTIAs must be in accordance with this report and the manufacturers installation instructions, 5.7 A statement that complete construction documents, including plans and calculations verifying compliance with this report, must be submitted to the code official for each project at the time of permit application. The construction documents and calculations must be prepared and sealed by a registered design professional.

10 Annex 1 SUPPLEMENTAL ASSESSMENT DOCUMENT (SAD) BASED ON EAD (European Assessment Document) Load bearing thermal insulation elements which form a thermal break between balconies and internal floors Edition August 2015 Draft The EAD is edited & shortened by ICC-ES and HALFEN GmbH as basis for an Acceptance Criteria by ICC-ES Note: The copy right refers to the English reference version established by EOTA. For publications in other languages, the relevant national laws, regulations and administrative provisions of the Member States are applicable.

11 Supplemental Assessment Document, edition August of 34 Table of contents 1 SCOPE OF THE SAD Description of the construction product General Materials Dimensions Structural model Information on the intended use of the construction product Intended use General assumptions Specific terms used in this SAD Materials Symbols Marking of the product 9 2 ESSENTIAL CHARACTERISTICS AND RELEVANT ASSESSMENT METHODS AND CRITERIA Essential characteristics of the product Methods and criteria for assessing the performance of the product in relation to essential characteristics of the product General Load bearing components Load bearing capacity Stiffness and deformation Thermal actions (external slab) Impact sound insulation Thermal resistance Reaction to fire Resistance to fire Content and/or release of dangerous substances Error! Bookmark not defined General aspects relating to fitness for use Error! Bookmark not defined Resistance to seismic actions Criteria for the determination of the product-type(s) 26 3 ASSESSMENT AND VERIFICATION OF CONSTANCY OF PERFORMANCE System of assessment and verification of constancy of performance to be applied Tasks of the manufacturer Tasks of the notified body 4 REFERENCE DOCUMENTS 29 Annex A Identification of the construction product 31 A.1 Means of identification Annex B Freeze Thaw Resistance 31 B.1 General 31 B2. Principle 31 B3. Equipment 31

12 Supplemental Assessment Document, edition August of 34 B4. Preparation of test specimens 31 B5. Measurement procedure 32 B.6 Test procedure 32

13 Supplemental Assessment Document, edition August of 34 1 SCOPE OF THE SAD 1.1 Description of the construction product General This SAD applies to load bearing thermal insulation assemblies (LBTIA) consisting of, thermal insulation material, load bearing and ancillary components (such as plastic housing)and to testing and design procedures for incorporating the assemblies between concrete slabs designed in accordance with ACI 318. The LBTIA is also referred to in this SAD as the product Materials The load bearing components consist of common reinforcing steel, stainless reinforcing steel, stainless steel and a proprietary concrete compression shear bearing (CSB). Common reinforcing steel and stainless reinforcing steel components transfer tension, compression or shear forces. The proprietary fiber reinforced concrete compession shear bearing transfers compression and shear forces. The thermal insulation material is mineral wool and is a non-load bearing component Dimension Limitations The following shall be justified by testing and/ or design in accordance with ACI 318. The depth of external and internal slabs shall be h 6.30 inches (h 160 mm). Dimensions for following components: Tension reinforcement Diameter Number per metre Axial edge distance 0.25 inches 0.75 inches (6 20 mm) n 2/m of assembly c 1 2 inches c 1 50 mm Shear force reinforcement Diameter 0.25 inches 0.75 inches 6 20 mm Number per metre n 2/m of assembly Axial edge distance c 1 6 inches (mm) Mandrel diameter D 6inches (mm) Inclination 30 α 60 The bends of the shear force reinforcement shall be started at a distance of at least 2 inside the concrete. Concrete compression shear bearing (CSB) Number per metre n 2/m of assembly Axial edge distance c inches (c 1 80 mm) Structural model The structural models given in the Clauses belowmust be justified by testing and anaylsis. The structural models use a strut-and-tie approach.also included are concrete compression shear bearings with capacities to transfer compression and shear forces Structural model with shear bars The structural model to be applied to the assembly for the purpose of transfering forces through the assembly and between two concrete slabs is a strut-and-tie model. According to the forces and moments to be transferred by the product, bending and shear, a typical model is shown in Figure 1.

14 Supplemental Assessment Document, edition August of 34 Thermal insulationn Section for design Z M l Z Q M r V I V r D Support external slab internal slab Figure 1: Strut-and-tie structure to transfer bending and shear force Schematic example Structural model with concrete compression shear bearing The structural model to be applied to the assembly for the purpose of transfering forces through the assembly and between two concrete slabs is a strut-a and-tie model with a proprietary concrete compression shear bearing (CSB). The concrete compression shear bearing transfers compression and shear forces. According to the forces and moments to be transferred by the product, bending and shear or shear only, two typical models are shown in Figure 3 and Figure 4. Figure 3: Strut-and-tie structure with concrete compression shear bearing (CSB) to transfer bending and shear force Schematic example

15 Supplemental Assessment Document, edition August of 34 Figure 4: Strut-and-tie structure with concrete compression shear bearing (CSB) and shear reinforcement to transfer shear force only Schematicc example 1.2 Information on the intended use of the construction product Intended use The intended use of the product is t to connect external slabs of reinforced concrete with internal slabs, e.g. floor slabs or walls of reinforced concretee in buildings. The design of external and internal slabs is not part of this evaluation. In particular the product is intended to be used for: minimizing thermal bridges in buildings, transfering static and quasi static bending forces. moments, tension, compression and shear General assumptions Information regarding issuess such as manufacturing, packaging, transport, storage, maintenance, repair or use which might have an influence on the performances of the product when being installed shall be providedd in the ESR or a document referred to in theesr Design and installation of the product Design and installation shall comply with this criteria and the standards and regulations in force at the job site. Instructions for proper installation of the assemblies shall be prepared by the product manufacturerwhich shall include at least: Orientation of the load bearing thermal insulation element within the slab, Expansion joints within the external slab, Final check of the load bearing thermal insulation element for complete and properr installation. Execution shall follow the indications given in This criteria and SAD and take into consideration the standards and regulations in force at the job site Packaging, transport, storage of the product Materials shall be handled and stored with care, protected from accidental damage. Bending of reinforcing steel and misalignment of reinforcing steel and compression bearing shall be avoided.

16 Supplemental Assessment Document, edition August of 34 On site the load bearing thermal insulation element shall be stored free from ground, on a rigid, clean surface, to keep them dry and sound. The ESR holder shall have written instructions related to transportation, storage and handling of the products, in order to avoid damage. It is the responsibility of the ESR holder to ensure that the information on these provisions is given to those who are concerned. 1.3 Specific terms used in this SAD Materials mineral wool thermal insulation of mineral wool (MW) as defined in the product standard EN (to be provided with the assembly) common reinforcing steel reinforcement steel defined in EN or deformed reinforcement complying with ACI 318 (to be provided with the assmbemly or at the job site) stainless reinforcing steel ribbed reinforcing steel made of stainless steel according to EN (to be provided with the assembly) stainless steel stainless steel plate according to EN (to be provided with the assembly) concrete compression shear bearing, CSB a propriteray element consisting of high strength fibre reinforced concrete or mortar complying with the manufacturer s specfications, with capacities to transfer compression and shear forces via special shaped load bearing surfaces. Layers of plastic between concrete of bearing and adjacent slabs are admissible (to be provided with the assembly) compression bearing steel stainless steel bar to be provided with the assembly), common reinforcing steel, or stainless reinforcing steel, subjected to compression forces which are transferred to the concrete by bond. concrete of the slabs normal weight concrete of minimum strength 3000psi according ACI 318

17 Supplemental Assessment Document, edition August of Symbols The following symbols are used in this SAD and appropriate documents referenced by the criteria and this SAD. angle between axes of shear force reinforcement and the horizontal c linear coefficient of thermal expansion cc coefficient taking account of long term effects on the compressive strength water vapour diffusion resistance factor D thermal conductivity 0 upper limit of strength in fatigue test L w weighted impact sound reduction index L w,ti weighted impact sound reduction of themal insulationx m n water uptake after n freeze thaw cycles T temperature difference reduction factor for relevant buckling mode value to determine the reduction factor A wear resistance of concrete compression shear bearing A gt elongation at maximum force A s,nom nominal cross sectional area of the common reinforcing steel bar c 1 axial edge distance CSB concrete compression shear bearing c distance to slab surface D compression bearing, either in steel or in concrete f R relative rib area F lateral force for cyclic displacement test k n factors according to -See Table 6 L 2, L 3 distances to the edges of the thermal insulation material L n,w weighted normalised impact sound pressure level L' n,w weighted impact sound pressure level m 28d mass of the specimen at 28 days (after storage under water) m n mass of the specimen after n freeze-thaw cycles M u moment determined in test M t calculated moment M td moment calculated with design strength values of materials n number of components per metre n number of freeze thaw cycles RDM UPTT,n relative dynamic modulus of elasticity determined with ultrasonic pulse transit time after n freeze thaw cycles R e yield strength R e,nom nominal yield strength of the common reinforcing steel bar R m tensile strength R m,nom nominal tensile strength of the common reinforcing steel bar s joint distance of expansion joints t joint thickness of thermal insulation material t s,0 transmission time measured before freeze-thaw test start t s,n transmission time after n freeze-thaw cycles v h lateral displacement V u shear force determined in test V t calculated shear force V td shear force calculated with design strength values of materials w 1, w 2, w 3 elongation value for vertical displacements w 4 elongation value for horizontal displacements in cyclic displacement test Z tension reinforcement-see Clause Z Q shear reinforcement-see Clause 1.1.4

18 Supplemental Assessment Document, edition August of Marking of the product Every load bearing thermal insulation assembly shall be clearly identifiable before installation and shall be marked by: Number of the ESR, Name or identifying mark of the producer, Name of theassembly as identified in the ESR., Fire resistance class (if applicable). 2 ESSENTIAL CHARACTERISTICS AND RELEVANT ASSESSMENT METHODS AND CRITERIA 2.1 Essential characteristics of the product Table 1 shows how the performance of this product is established in relation to the essential characteristics. Table 1 Essential characteristics of the product and methods and criteria for assessing the performance of the product in relation to those essential characteristics Essential characteristic Method of verification and No assessment (1) (2) (3) (4) Basic Works Requirement 1: Mechanical resistance and stability 1 Load bearing capacity Stiffness and deformation Thermal actions (external slab) Basic Works Requirement 2: Safety in case of fire 4 Reaction to fire Resistance to fire Expression of product performance Basic Works Requirement3: Safety and accessibility in use 7 Same as for Basic Works Requirement 1 Basic Works Requirement4: Protection against noise 8 Impact sound insulation Basic Works Requirement5: Energy economy and heat retention 9 Thermal resistance Basic Works Requirement6: Protection against seismic actions (TBD) 10 Design for seismic actions SADBasic Works Requirement7: Sustainable use of natural resources Not specified in this version of SAD. General aspects relating to the performances of the construction product 12 Corrosion protection Freeze thaw resistance

19 Supplemental Assessment Document, edition August of Methods and criteria for assessing the performance of the product in relation to essential characteristics of the product General Verifications according to Clauses to shall be accomplished by calculation and/or by large scale tests. A plan shal be submitted to ICC-ES for review prior to commencing testing and analysis. The plan shall consider the following: For determination of a limit state capacity of the product, for limit states that are not at the interface between the product and the adjoining concrete slabs, if the limit state capacity can be established by either Euro code or ACI 318, calculation for limit state can be used. For using Euro code equations to determine a limit state capacity, since Euro code uses partial safety factor and characteristic values, justification shall also be submitted verifying the safety index of the limit state, drived by the Euro code, is equal to or exceeds ACI 318 requirements. For determination of limit state capacities related to limit states at the interface between the product and the surrounding concrete slabs, calculations can be used to establish the limit state capacities provided the limit state capacity can be established by ACI 318 and IBC Section Drawings shall be submitted where necessary to clarify the intent of the testing Load bearing components As noted in Clause the material specfications for the components depend on whether the components are part of the LBTIA delivered to the job site or are separate components used at the job site to complete the construction Common reinforcing steel As common reinforcing steel only ribbed reinforcing steel is used. The nominal yield strength of the common reinforcing steel shall be at least R e,nom 400 MPa (58ksi) and at maximum R e,nom 600 MPa (87ksi). The steel reinforcement is used to transfer tension and compression forces Method of verification Depending on the use-lbtia or job site, the common reinforcing steel shall comply with a specific ASTM standard or be tested according to EN ISO with regard to: Yield strength, Ratio tensile strength to yield strength, Elongation at maximum force, Relative rib area, Bendability, Mass per metre Method of assessing The common reinforcing steel shall conform to a specific ASTM standard or EN , Table C.1. The minimum value for yield strength shall be 400 MPa (48ksi).

20 Supplemental Assessment Document, edition August of Stainless steel and stainless reinforcing steel The yield strength of the stainless steel and stainless reinforcing steel shall be at least R e 450 MPa (65.3KSI). The stainless steel can be plain bar or ribbed reinforcing steel. The steel reinforcement can be used to transfer tension and compression forces Method of verification Depending on the use-lbtia or job site, the common reinforcing steel shall comply with a specific ASTM standard or be tested according to EN ISO with regard to: Yield strength, Ratio tensile strength to yield strength, Elongation at maximum force, Relative rib area, Bendability, Mass per metre Method of assessing The mechanical properties of the stainless steel and stainless reinforcing steel shall comply with a specific ASTM standard or conform in analogy to EN , Table C.1. Stainless steel of the minimum strength class S460 shall be used. The minimum value for yield strength of the stainless reinforcing steel shall be 450 MPa (65.3ksi) Concrete compression shear bearing The concrete compression shear bearing is a proprietary suitable shaped element of fiber-reinforced concrete to transfer the compression and shear forces of the load bearing thermal insulation element. The end faces of the element can be provided with a specific geometry and additional components to facilitate movement between the external and internal slab Method of verification The dimensions of the concrete compression shear bearing shall be determined with suitable measurement equipment according to its specification. For concrete compression shear bearings with shapes different to prismatic or cylindrical shapes, the load bearing capacity in compression of the bearing shall be determined in direct compression test with adapted loading platens. The procedure shall follow EN Alternatively the compression strength can be determined with prisms used for flexural bending tests according to EN (or ASTM C109). For concrete compression shear bearings flexural strength shall be determined with prisms of the concrete according to EN Method of assessing The tolerances shall meet the specification of the concrete compression shear bearing. The characteristic maximum force and the characteristic compressive and flexural strength of the concrete compression shear bearing shall be declared as a 5 % fractile at a probability of 0.90 (onesided). For evaluation EN applies Thermal insulation material Thermal insulation products of mineral wool (MW) according to EN (or ASTM C726) are used Plastic cover The function of the plastic cover is to protect the insulation element from damage. The plastic cover does not contribute to the load bearing capacity of the load bearing element.

21 Supplemental Assessment Document, edition August of Load bearing capacity Method of verification General Load bearing capacity shall be calculated according to ACI 318. The calculations shall be verified in large scale tests. See Clause for additional requirements. The assembly of the load bearing thermal insulation element including its dimensions shall be given in drawings. All structural component dimensions shall be identified, including the minimum and maximum of each dimension. The following shall be considered: failure of tension bars failure of shear reinforcement or concrete, failure of compression shear bearing, in compression and shear, concrete edge failure. As noted in Clause a plan shall be for review by ICC-ES submitted prior tocommencing any testing Load bearing capacity of the components Butt welded bars Butt welding two stainless steel bars or stainless reinforcing bar with common reinforcing steel bars. Job site welding shall comply with the appropriate American Welding Society standards. In case of bars with the same diameter testing according to EN ISO applies. In case of bars with different diameters the load bearing capacity of the welded bars has to be calculated and tested, taking into account the different diameters and the different yield strengths of the common reinforcing steel bars and the stainless steel bars. 5 samples per diameter combination have to be tested and evaluated according to EN ISO and following EN ISO Buckling test of compression bars The length of the specimen shall result in a free length of at least 2 maximum thickness of the thermal insulation material. The total length of the specimen shall consider the device to hold in place the specimen in the testing machine. The end planes of the specimen shall be flat and square cut. The specimen shall be placed in a testing machine with a device capable to efficiently hold it in place throughout the test. Loading shall be by the head of the testing machine, travelling at a constant speed. Maximum load shall be attained not before 1 minute after the test has stated. 5 specimens per size of the compression element shall be tested. The characteristic value as a 5 % fractile of the maximum force shall be declared Large scale tests General In general large scale tests are necessary to verify the load bearing capacity of the element. For products intended to transfer bending moments bending tests shall be performed and for products intended to transfer shear forces only shear tests shall be performed. The tests to be performed are quasi static tests. According to the intended detail of verification, the following tests are required, general or specific verification.

22 Supplemental Assessment Document, edition August of General verification The tests for general verification shall be performed with the maximum intended number of tension reinforcement, shear reinforcement, compression bearings and compression shear bearings and the smallest intended concrete compressive strength. 5 large scale bending tests for products transferring bending and shear 5 large scale shear tests for products transferring shear only Quasi-static Testing If specific combinations of tension, shear and compression elements require particular failure mode to be examined to verfy design concepts or deviations from the configurations for general verification deem it necessary for verification, tests in accordance with Table 2 shall be conducted. Typical examples are the following: Buckling load is determined in testing, Edge distances smaller than determined in Clause 1.1.3, Anchorage or length of lap splice is smaller than required byaci 318, Change of failure mode from concrete failure of slab to failure of proprietary compression bearing.

23 Supplemental Assessment Document, edition August of 34 Table 2: Quasi-static load testing No Type of Verification Number of tests Remark (1) (2) (3) (4) 1 Tension reinforcement 3 Steel failure in test or measuring elongation of tension reinforcement and verification of the design concept 2 Shear reinforcement 3 Steel failure in test or measuring elongation of shear reinforcement and verification of the design concept 3 Compression reinforcement 3 If the buckling load is verified by calculation or by buckling tests on the compression bearings (see the Clause ) this is a reference test to confirm the assumptions. 5 Proprietary concrete compression shear bearings 6 Concrete edge failure of the internal slab design concept independent on the concrete strength design concept dependent on the concrete strength 3 with minimum specifiedconcrete strength and 3 with maximum specified concrete strength 7 Failure of anchorage of tension or shear reinforcement 3 (+3) If the anchorage is different from the normative rules at least three tests with a minimum specifiedconcrete strength shall be performed. If the design concept of anchorage depends on the concrete strength, three further tests on thespecified maximum concrete strength shall be performed. 8 Others 3 Other differences from the normative rules evidenced by each case of three tests. The applicability of the design concept to other load bearing thermal insulation assemblies, e.g. assemblies without an offset and assemblies with an offset between external and internal slab, shall be verified by additional testing. A test plan shall be submitted to ICC-ES for review prior to comemcing any testing. a r e

24 Supplemental Assessment Document, edition August of Specimen requirements for large scale and quasi-testing The design of the specimens shall be such that the maximum load per meter (39.4 inches) is tested. The width of the specimen is at least one metre (39.4 inches) or 5 h whichever is greater. Where h is the thickness of the slab. The specimen shall have the minimum slab thickness of 160 mm (6.3 inches). Due to less rotation in the joint, the test results can be applied to larger slab thicknesses. However, one specimen with the maximum thickness shall be tested to verify the assumption. The specimen shall in general have the maximum thickness of the thermal insulation material. Due to less rotation in the joint, the test results can be applied to smaller joint Width.The edge distance of the compression bearings to the surface of the slab shall be the minimum value. At least one specimen shall have compression bearing with a minimum axial edge distance. The concrete strength of the specimen shall cover the designated concrete strength class with a tolerance of ± 5 N/mm2 (725 psi). With f ck,cyl = 0,8 f ck,cube150 and (equation) (2.5) f cm,cyl = f ck,cyl + 4 results: (2.6) f cm,cube = f ck,cube + 5 and as a result (2.7) for example for C 20/25 in the test a tolerance of 25 MPa fcm,cube 35 MPa. The results may be interpolated between two concrete strength classes. The age of the test slabs shall be at least 7 days. The slabs are with respect to manufacture of the concrete composition in accordance with ETAG 020, Annex A, with cement CEM I, CEM II CEM III shall be used. The maximum aggregate size shall not exceed 5/8 inches (16 mm). Information on how the concrete composition complies with or is an alternative to the requirements in ACI 318, shall be provided. In order to determine the material properties of the specimens, tests according to Table 3 shall be performed. Reforecement anchorage and bar splices shall comply with ACI 318. The tensile strength of the concrete slabs shall be determined and compared with the measured values of the concrete compressive strength. If the measured tensile strength is greater than the calculated, more detailed studies are required. Additional information regarding the test procedure such a specific test procedures, test specimen size, support conditons, loading and conditions of acceptance, shall be inculded in the test plan referenced in Clause

25 Supplemental Assessment Document, edition August of 34 Table 3: Evaluation of material properties Compliance with or equivalecey to ACI 318 requirements shall be provided. No Item Specimen Number Testing procedure (1) (2) (3) (4) (5) 1 Compressive strength of the concrete of the slab at time of testing Cube 150 mm or cylinder 160/320 mm 3 EN Flexural strength or Tensile splitting strength of the concrete of the slab at time of testing 3 Compressive strength of concrete compression bearing at time of testing Prism 150/150/700 mm or Cylinder 150/300 mm Concrete bearing, length ~ thickness of thermal insulation material 3 EN or EN ) EN Strength characteristics of common reinforcing steel 5 Strength characteristics of stainless steel Steel bar 3 EN ISO Steel bar 3 EN ISO ) A smaller number is also acceptable for a small scatter of the test results, provided justification is submitted Full scale test rig To consider indirect load transmission, the support of the supported slab shall have a distance (L 3 according to Figures 5 to 8) to the edge of the thermal insulation material of at least the thickness of the slab. The force is applied by a line load. For shear tests the load shall have distance of at least twice the thickness of the slab from the edge of the thermal insulation material. During the test the following measurements and observations shall be performed and recorded: The loads applied, The force in the support of the external slab in shear tests, The absolute displacement at the end of the slab, The relative displacement across the joint, The relative horizontal displacement across the joint in cyclic displacement tests, Optionally strain of the tension bars, Optionally strain of the shear bars, Formation of cracks and crack widths for any load level, The failure mode. However, displacement transducer may be removed before failure to safeguard the integrity of the transducers due to failure of the specimen.

26 Supplemental Assessment Document, edition August of 34 The test rig with installed specimen is shown in Figure 5 and Figure 6 for bending tests and in Figure 7 and Figure 8 for shear tests Testing procedure The expected load bearing capacity and the serviceability load shall be calculated. The load is applied taxed away. Every load step shall be maintained for at least 3 minutes, this is followed by an unloading, to approximately 1 to 5 kn/m (68.5 lbf per foot to 343 lbf per foot), for at least 1 minute. The serviceability load is first applied 10 times, and then the calculated design capacity is applied 3 times. Finally the load is increased until failure of the specimen. Figure 5: Model for bending testing Figure 6: Test rig for bending test

27 Supplemental Assessment Document, edition August of 34 Figure 7: Model for shear testing Figure 8: Test rig for shear test Method of assessing General A design concept considering all failure modes( seee Clause ) shalll be established. This design concept shall be applied to the results of the tests performed as follows.

28 Supplemental Assessment Document, edition August of Load bearing capacity The load bearing capacities are calculated according to the design concept with the mean values of the strength of the materials. I.e. mean concrete compressive strength, mean yield strength, etc. The calculated capacities of the slab, M t and V t, are related to the test results, M u and V u, by t u M M and t u V V (2.8) All tests with the same failure mode are evaluated together by calculating the mean value, the coefficient of variation and the 5 %-fractile. For the evaluation of the tests with concrete edge failure a standardization of the test values is carried out on the actual tensile strength of concrete. The mean value of the calculated concrete tensile strength is the basis for the evaluation with: 3 2 ctm f ck,cyl f (2.9) If the calculation of the bearing capacity of the concrete edge according to the design model is not linearly (with exponent) dependent on the compressive strength of concrete, a conversion of the compressive strength in the tensile strength of the standardization of the test values is not required. i n i t u m M M M n 1, 1 and i n i t u m V V V n 1, 1 mean value (2.10) ,, n i m M i t u m M M M M n v coefficient of variation (2.11) ,, n i m V i t u m V V V V n v coefficient of variation (2.12) 100 1,,5% m n m M M v k and 100 1,,5% m n m V V v k 5%-fractile (2.13) Where M, m mean value of relative moments V, m mean value of relative shear force M, 5 % 5 %-fractile of relative moments V, 5 % 5 %-fractile of relative shear force v V, v M coefficient of variation of relative moments and shear forces i t u M M relative moment of test i (2.14) i t u V V relative shear force of test i (2.15) k n factors according to EN 1990, Table D.1, for an unknown coefficient of variation For verification of concrete edge failure the coefficient of variation shall be taken according to Table 4.

29 Supplemental Assessment Document, edition August of 34 Table 4: Concrete edge failure Coefficient of variation Compliance with or equivalecey to ACI 318 requirements shall be provided. No Subject Coefficient of variation v (1) (2) (3) 1 For number of tests < 10 max v according to evaluation of test results 10 % 2 For number of tests 10 (v according to evaluation of test results) The mean values M, m and V, m and the fractile values M, 5 % and V, 5 % shall be employed to validate the design model Design strength Compliance with or equivalecey to ACI 318 requirements shall be provided. The load bearing capacities are calculated according to the design concept with the design values of the strength of the materials. f cd f cm f yd cc 4 design concrete compressive strength of the slab (2.16) c f yk design yield strength of reinforcing steel (2.17) s f cd, CB cc fck, CB c design compressive strength of compression bearing (2.18) Where f cm mean concrete compressive strength of the slab characteristic yield strength of reinforcing steel f yk f ck, CSB cc characteristic concrete compressive strength of the concrete compression shear bearing coefficient taking account of long term effects on the compressive strength, according to Table 5 c partial safety factor for concrete, c = 1,50 s partial safety factor for reinforcing steel, also applicable for ribbed steel passing through the thermal insulation material, s = 1,15 M0 partial safety factor for plain steel, where it passes through the thermal insulation material, M0 = 1, Evaluation of concrete failure mode If no tests are performed to notice behavior of concrete edge failure and failure of compression shear bearing the coefficient cc shall be 0.80 (brittle failure according to Table 5).

30 Supplemental Assessment Document, edition August of 34 Table 5: cc Compliance with or equivalecey to ACI 318 requirements shall be provided. No Subject cc (1) (2) (3) 1 Concrete edge ductile failure brittle failure 2 Concrete compression shear bearing ductile failure brittle failure 1,00 0,80 1,00 0,80 In order to classify the concrete edge failure and/or the failure of compression bearing as a ductile failure tests are required according to Clause Method of verification Tests according to are carried out achieving concrete failure mode of concrete edge or concrete compression shear bearing respectively. After the maximum load is achieved, specimen is unloaded to approximately 1 to 5 kn/m for at least 1 minute. Ductile behaviour is verified if the calculated design capacity can be applied 3 times without significant increase of cracks or damage. At least 3 test per failure mode are required Method of assessing General A design concept considering all failure modes ( see Clauses and ) shall be established. This design concept shall be applied to the results of the tests performed as follows Load bearing capacity The load bearing capacities are calculated according to the design concept with the design values of the strength of the materials. The calculated capacities of the slab, M td and V td, are related to the test results, M u and V u, by M M u td and V V u td (2.19) All tests with the same failure mode are evaluated together by calculating the mean value, the coefficient of variation and the 5 %-fractile. 1 M n u M d n i M, and 1 td i 1 V n u V d n i V, mean value (2.20) 1 td i V Md 1 n 1 M, d n i1 M M u td i M, d coefficient of variation (2.21) V Vd n 1 1 V, d n i1 V V u td i V, d coefficient of variation (2.22)

31 Supplemental Assessment Document, edition August of 34 VMd VVd Md,5% M, d 1 kn and Vd,5% V, d 1 kn 5%-fractile (2.23) Where M, d V, d Md, 5 % Vd, 5 % mean value of relative moments, determined with the design strength of the materials mean value of relative shear force, determined with the design strength of the materials 5 %-fractile of relative moments, determined with the design strength of the materials 5 %-fractile of relative shear force, determined with the design strength of the materials V Vd, V Md coefficient of variation of relative moments and shear forces, determined with the design strength of the materials M M u td relative moment of test I (2.24) i V V u td relative shear force of test I (2.25) i k n factors according to EN 1990, Table D.1, for an unknown coefficient of variation For verification of concrete edge failure the coefficient of variation shall be taken according to Table 6. Table 6: Concrete edge failure Coefficient of variation Compliance with or equivalecey to ACI 318 requirements shall be provided. Subject For number of tests < 10 For number of tests 10 Coefficient of variation v v according to evaluation of test results max 10 % (v according to evaluation of test results) The partial safety factors are to be taken according to the recommended values of the Eurocodes. For verification of failure of the compression shear bearings the coefficient of variation shall be taken from the mean variation of the laboratory tests and an unknown population standard deviation. If there are for the compression shear bearings experience on a large scale for the load capacity and their variations, a known population standard deviation can be regognized. M,5% and V,5% have to be larger than the corresponding partial safety factors given above. The large scale tests shall confirm the applied strut-and-tie model for the product together with the edge distances Extension of results If no particular assessment for specific dimensions or different numbers and combinations of components has been performed, the design concept and results obtained by the tests according to Clause can be extended to the following, provided verification by analysis and testing on the upper and lower bounds of parameters that affect the assemblies performance is submitted.

32 Supplemental Assessment Document, edition August of 34 Dimensions: smaller thickness of thermal insulation material greater thickness of slab, but not greater than 500 mm Tension reinforcement: Diameter smaller nominal diameter than tested number smaller number than tested axial edge distance c1 50 mm Shear force reinforcement: diameter smaller nominal diameter than tested number smaller number than tested axial edge distance c1 6 diameter of mandrel D 6 Compression shear bearing: numbers smaller number than tested axial edge distance distance to the slab surface c1 80 mm c larger distance than tested Hence no further testing is required if the limitations above are met Stiffness and deformation Method of verification The tests given in Clause shall be evaluated for stiffness and deformation Method of assessing For stiffness a design concept shall be established and verified with the test results from Clause and the evaluation from Clause Thermal actions (external slab) Method of verification The in-plane lateral displacement of the external slab due to temperature changes shall be tested in at least one large scale test with cyclic lateral displacement for each region of nominal diameter for which the minimum width of the joint is to be specified in the. Details regarding the test protocol and analysis shall be submitted to ICC-ES for review prior to commencing any testing Specimen The same specimen used for the bending test of Clause shall be used for this verification. The element with the highest load bearing capacity and the largest diameter (reinforcement) shall be tested Test rig The same test rig as for the bending test of Clause shall be used. In addition lateral load is applied to the cantilever slab with a distance of about 10 cm to the edge of the thermal insulation material, see Figure 9. The lateral load shall induce a defined cyclic displacement between the two slabs. During the cyclic displacement a constant vertical load has to be applied to the cantilever slab.

33 Supplemental Assessment Document, edition August of 34 Figure 9: Test rig for cyclic lateral displacement testt Testing procedure The expected load bearing capacity and the serviceability load, which is about 50 % of the capacity, shall be calculated. The serviceability load is applied and maintained constant throughout the cyclic lateral test. The horizontal load is applied as a sinusoidal stress. The frequency in the test shall be between 0.1 and 3 Hz. In a test period of several days the concrete strength of the last day of the test is relevant for assessing the failure load Application of cyclic lateral displacements To determine the displacement a slab with definedd width, s join nt, is assumed. The slab is subjected to a lateral cyclic displacement corresponding to the temperature spectrum of Table 7. The displacements resulting from these temperatures are calculated to: (2.26) NOTE: The width of the slab, sjoint, does not need to correspond to the width of the specimen for the cyclicc lateral displacement test. No Table 7: Temperature spectrum for cyclic displacement test Number of displacement cycles Total temperature difference (1) (2) (3) displacement cycles corresponding to T = 40 K 100 displacement cycles corresponding to T = 70 K displacement cycles corresponding to T = 60 K displacement cycles corresponding to T = 40 K After the lateral displacement cycles have been completed, the specimen shall be unloaded with regard to the vertical and lateral load. Subsequently the vertical load is increased until failure of the specimen. If the test result is considered in the statistical evaluation according to Clause , the test until failure shall be performed as given in Clause

34 Supplemental Assessment Document, edition August of Method of assessing After the cyclic displacement test the concrete compression shear bearings and the adjacent concrete shall be free of spallings. The cracks concrete compression shear bearings and the adjacent concrete shall be assessed in accordance with EN , Table 7.1N. The cyclic displacement test shall not adversely affect the load bearing capacity of the product to a considerable extend. After the cyclic displacement test and subsequent static test at least 95 % of the static resistance (based on the characteristic value) of the element without cyclic loading shall be reached. The distance of expansion joints in the cantilever slab, sjoint, results from the width of the slab for calculating the temperature displacements Impact sound insulation (optional) Note: Sound transmission requirements of Section 1207 of the IBC do not apply under the scope of this criteria Method of verification General The test is performed in comparison between a concrete slab with and without load bearing thermal insulation element by measuring sound pressure level (Method A) Specimen Two concrete slabs are prepared which are identical in dimensions and concrete used. Typical dimensions are: width 1.0 to 2.0 m total length ~ 2.4 m, with a length of ~ 1.0 m of the external slab excluding the thickness of the thermal insulation element thickness 180 to 200 mm Method A: Measuring sound pressure level The test is performed in a test facility for laboratory sound insulation measurement according to EN ISO Source and receiving room are separated by an about 24 cm thick masonry wall with a mass of about 450 kg/m 2. The wall is plastered at least on one side. About 75 cm from the floor the specimen is installed by passing trough the wall. Within the wall the specimen is supported on continuous layer of masonry mortar and the gaps between wall and specimen are completely sealed with masonry mortar. In the source room the external slab including the thermal insulation element of the specimen is protruding. During testing all temporary supports for installation shall be removed and the specimen shall freely cantilever on both ends. Measurement is performed according to EN ISO for both specimens, one with and one without load bearing thermal insulation element Method of assessing The weighted normalised impact sound pressure level, L n,w, shall be determined from the measured sound pressure level according to or from the measured vibration level according to in accordance with EN ISO for the specimen with and without load bearing thermal insulation element. The difference between both gives the reduction L w,ti by the load bearing thermal insulation element. This quantity can treated as a weighted impact sound reduction index L w and may be used to calculate the weighted impact sound pressure level in the field L' n,w Thermal resistance

35 Supplemental Assessment Document, edition August of 34 Thermal insulation shall comply with the requirements noted in Section 720 of the IBC Reaction to fire Method of verification The load bearing thermal insulation element shall be testedin accordance with ASTM E Method of assessing The load bearing thermal insulation element shall be classified accordingwith ASTM E Resistance to fire Method of verification The load bearing thermal insulation assembly shall be testedin accordance with ASTM E814 or equivalent. The material properties shall be determined at the same time as the testing the load bearing thermal insulation assembly (for the concrete of the slabs and of the compression shear bearing, for the reinforcing steel and stainless steel) Method of assessing The load bearing thermal insulation element shall be classified according with ASTM E Concrete durability requirements shall comply with Section 19.3 of ACI Resistance to seismic actions Method of verification The load bearing thermal insulation element shall be tested according to Clause All failure modes must be assessed as ductile Method of assessing The load bearing thermal insulation element and the adjacent reinforced concrete members shall be designed according to ACI 318 using quasi-static equivalent loads for load case earthquake. 2.3 Criteria for the determination of the product-type(s) All components shall be clearly specified.when required, reference to IBC standards shall be made. The components/materials shall be verified where appropriate by material, material grade, dimensions, and any other relevant material property. The ESR shall be issued for the product with the characteristics as submitted to ICC-ES. Changes of materials, of composition or characteristics shall be immediately brought to the attention of ICC-ES. 3 ASSESSMENT AND VERIFICATION OF CONSTANCY OF PERFORMANCE 3.1 System of assessment and verification of constancy of performance to be applied in accordance with Section 4.0 of this criteria and shall include the following. 3.2 Tasks of the manufacturer The corner stones of the actions to be undertaken by the manufacturer of the load bearing thermal insulation elements in the procedure of attestation of conformity are laid down in Table 8. The actions to be undertaken by the components manufacturer(s) or the product manufacturer for the different load bearing thermal insulation elements are laid down in Table 9. Table 8: Control plan for the manufacturer of the load bearing thermal insulation element

36 Supplemental Assessment Document, edition August of 34 No Subject/type of control Test or control method Criteria, if any Minimum number of samples Minimum frequency of control (1) (2) (3) (4) (5) (6) Factory production control (FPC) including testing of samples taken at the factory in accordance with a prescribed test plan 1 Main dimensions measurement 2 Complete and correct assembly and marking visual inspection 1) 1) 100% 100% 2) 100% 100% 2) 1) According to the specification and workshop drawing of the individual element 2) Without documentation of measured values No Subject/type of control Table 9: Control plan for the component manufacturer of the load bearing thermal insulation element Test or control method Criteria, if any Minimum Minimum frequency of number of control samples (1) (2) (3) (4) (5) (6) Factory production control (FPC) including testing of samples in accordance with a prescribed test plan Primary materials 1 Materials Thermal insulation material 2 Dimensions, tolerances measurement Tension, compression and shear bar 3 Dimensions, tolerances measurement Tensile test (only for tension and shear bars) Buckling load (only for compression bars) Bending test (only for welded bars) Fatigue tests (only for welded bars) Inspection material certificate 3.1, test specification report 2.2 EN ISO EN ISO specification 1 EN ISO no crack 1 measurement Concrete compression shear bearing 9 Dimensions, tolerances measurement 1) 1) Test parameters: o = 300 N/mm² u = 240 N/mm² 3 tests with 2x10 6 load cycles without failure 10 Compressive strength specification 1 11 Bending tensile strength specification 1 1) 100 % 100 % 3 each delivery ) 2) 2) 2) once per year and diameter 2) 2) respectively 15 per 3 month 2)

37 Supplemental Assessment Document, edition August of 34 respectively 15 per 3 month All other materials (PVC cover, HDPE, ) 15 Dimensions, tolerances measurement specification 1 each batch 1) According to the specification and workshop drawing 2) 1 of 1000 load bearing elements, at every change of dimensions

38 Supplemental Assessment Document, edition August of 34 4 REFERENCE DOCUMENTS CEN/TR 15177, , Testing the freeze-thaw resistance of concrete - Internal structural damage EN 196-1, , Methods of testing cement - Part 1: Determination of strength EN 206-1, A1, A2, , Concrete Part 1: Specification performance, production and conformity EN , , Fire resistance tests for loadbearing elements - Part 2: Floors and roofs EN , , Fire resistance tests for loadbearing elements - Part 5: Balconies and walkways EN 1990, , Eurocode - Basis of structural design EN , , Eurocode 2: Design of concrete structures Part 1-1: General rules and rules for buildings EN /AC, , Eurocode 2 Design of concrete structures - Part 1-1: General rules and rules for buildings EN , , Eurocode 2: Design of concrete structures Part 1-2: General rules Structural fire design EN , , Eurocode 3: Design of steel structures Part 1-1: General rules and rules for buildings EN /AC, , Eurocode 3: Design of steel structures - Part 1-1: General rules and rules for buildings EN , , Eurocode 3 - Design of steel structures - Part 1-4: General rules - Supplementary rules for stainless steels EN , , Eurocode 8 - Design of structures for earthquake resistance Part 1: General rules, seismic actions and rules for buildings EN , , Hot rolled products of structural steels - Part 1: General technical delivery conditions EN , , Hot rolled products of structural steels - Part 2: Technical delivery conditions for non-alloy structural steels EN /AC, , Hot rolled products of structural steels - Part 2: Technical delivery conditions for non-alloy structural steels EN , , Stainless steels - Part 1: List of stainless steels EN 10204, , Metallic products - Types of inspection documents EN , , Welded steel tubes for pressure purposes - Technical delivery conditions - Part 7: Stainless steel tubes EN , , Testing hardened concrete - Part 1: Shape, dimensions and other requirements for specimens and moulds EN /AC, , Testing hardened concrete - Part 1: Shape, dimensions and other requirements for specimens and moulds EN , , Testing hardened concrete - Part 3: Compressive strength of test specimens EN , , Testing hardened concrete - Part 5: Flexural strength of test specimens EN , , Testing hardened concrete - Part 6: Tensile splitting strength of test specimens EN 12664, , Thermal performance of building materials and products - Determination of thermal resistance by means of guarded hot plate and heat flow meter methods - Dry and moist products of medium and low thermal resistance EN 13162, , Thermal insulation products for buildings - Factory made mineral wool (MW) products - Specification EN 13163, , Thermal insulation products for buildings - Factory made products of expanded polystyrene (EPS) Specification EN A1, , Fire classification of construction products and building elements - Part 1: Classification using data from reaction to fire tests EN A1, , Fire classification of construction products and building elements - Part 2: Classification using data from fire resistance tests, excluding ventilation services EN , , Methods of test for screed materials - Part 3: Determination of wear resistance-böhme EN 15183, , Products and systems for the protection and repair of concrete structures Test methods Corrosion protection test EN lso 140-7, , Acoustics - Measurement of sound insulation in buildings and of building elements - Part 7: Field measurements of impact sound insulation of floors

39 Supplemental Assessment Document, edition August of 34 EN ISO 717-2, , Acoustics - Rating of sound insulation in buildings and of building elements - Part 2: Impact sound insulation EN ISO 717-2/A1, , Acoustics - Rating of sound insulation in buildings and of building elements - Part 2: Impact sound insulation EN ISO 1127, , Stainless steel tubes - Dimensions, tolerances and conventional masses per unit length EN ISO , , Metallic materials - Tensile testing - Part 1: Method of test at room temperature EN ISO 6946, , Building components and building elements - Thermal resistance and thermal transmittance - Calculation method EN ISO , , Acoustics - Laboratory measurement of sound insulation of building elements Part 3: Measurement of impact sound insulation EN ISO , , Acoustics - Laboratory measurement of sound insulation of building elements - Part 5: Requirements for test facilities and equipment EN ISO 10211, , Thermal bridges in building construction - Heat flows and surface temperatures - Detailed calculations EN ISO 10456, , Building materials and products - Hygrothermal properties - Tabulated design values and procedures for determining declared and design thermal values EN ISO 10456/AC, , Building materials and products - Hygrothermal properties - Tabulated design values and procedures for determining declared and design thermal values EN ISO , , Steel for the reinforcement and prestressing of concrete - Test methods - Part 1: Reinforcing bars, wire rod and wire EN ISO , , Welding - Welding of reinforcing steel - Part 1: Load-bearing welded joints ETAG 020, Annex A, Details of tests ISO , , Steels for the reinforcement of concrete - Reinforcement couplers for mechanical splices of bars - Part 2: Test methods Commission Decision 97/597/EC of 14 July 1997 on the procedure for attesting the conformity of construction products pursuant to Article 20 (2) of Council Directive 89/106/EEC as regards reinforcing and prestressing steel for concrete, OJ L 240,

40 Supplemental Assessment Document, edition August of 34 Annex A Identification of the construction product Identification of the product shall be in accordance with Clause 1.4. Annex B Freeze Thaw Resistance Concrete durability requirements shall comply with Clause The following may be used provided justification for the use is provided. B.1 General The following procedure is based on CEN/TR 15177, Section 7, beam test. B2. Principle Concrete compression shear bearings are subjected to freeze-thaw attack in presence of deionised water. The freeze-thaw resistance is measured as relative dynamic modulus of elasticity by using ultrasonic pulse transit time after 56 freeze-thaw cycles. B3. Equipment B3.1 Freezing Freezing chamber or freeze-thaw chest with cooling liquid or a flooding device The freezing chamber or the freeze-thaw chest are equipped with a temperature and time controlled refrigerating and heating system with a capacity such that the time-temperature plots in the centre of the reference body prescribed in Figure 11 can be followed. An automatically controllable frost chest and a water tank with thermostatic control can also be used instead of an automatically controlled freeze-thaw chest with flooding device. B3.2 Temperature measurement Thermocouples, or an equivalent temperature measuring device, for measuring the temperature at the appropriate prescribed points in the freezing chest with an accuracy within ± 0.5 K. B3.3 Balance Balance with an accuracy within ± 0.05 g. B3.4 Vernier callipers Vernier callipers, with an accuracy within ± 0.1 mm. B3.5 Towel Absorbent laboratory towel. B3.6 Reference body Thermometric frost resistance reference body of concrete with the dimensions of the concrete compression shear bearing A tolerance in length of 10 % will be permissible. A thermocouple, Clause B.3.2, is installed near the geometric centre of the thermometric reference body in order to measure the temperature variations during freeze-thaw cycles. B3.7 Equipment for ultrasonic pulse transit time (UPTT) The Ultrasonic pulse transit time (UPTT) measurement device is suitable for determining the transit times of longitudinal waves in porous building materials according to EN The transducers operate in frequency range between 50 khz and 150 khz. B4. Preparation of test specimens The test requires at least three specimens of concrete compression shear bearings.

41 Supplemental Assessment Document, edition August of 34 When the specimens are 7 days old, they are weighed. The mass is rounded to the nearest 0.1 g. The specimens are immersed in a water bath having temperature of (20± 2) C. They are stored for 21 days under water until the start of the freeze-thaw test. The spots which are used to determine the ultrasonic pulse transit time are marked on the specimen surface in the middle of the fronts. The spots are used for each measuring occasion. B5. Measurement procedure B.5.1 Ultrasonic pulse transit time (UPTT) The prisms are removed from the water bath and the surfaces dried with an absorbent towel. During the period when the samples are out of the water bath and are not being tested they are covered with moist towels. The weight of the specimens is determined with an accuracy of 0.1 g. The ultrasonic equipment is checked according to the instruction manual. A little amount of sonic grease is applied to the contact surface of the transducers and the marked points of the specimens. In each case the transducers are arranged on the two opposite marked points of the specimens. The transducers are pressed against the concrete surfaces so that a constant minimum value is reached. The transmission time is read with an accuracy of 0.1 μs. It is required that the transducers are squeezed to the concrete surface with the same pressure for each measuring occasion. The specimens are returned vertically to the freeze-thaw plant. The relative dynamic modulus of elasticity RDM UPPT is calculated in percentage according to following Equation. 2 t s,0 RDM UPTT, n 100 (B.1) ts, n B.6 Test procedure The freeze-thaw test starts after 28 days. The specimens are removed from the water bath and their surfaces are dried with an absorbent towel. The weight of each specimen is measured and rounded to the nearest 0.1 g. The initial value for the measurement of the internal structural damage is determined for each specimen according to Clause B.5.1. Immediately after this measurement the specimens are placed vertically in the freeze-thaw chest. The freeze-thaw cycles begin 2 h at the latest after the concrete prisms are removed from water storage. The temperature of the freeze-thaw chest is controlled so that the temperature in the centre of the concrete prism corresponds substantially to the temperature range in Figure 12. The temperature shall not deviate from the shaded area in the diagram by more than 1 K for any specimen whereas the temperature difference between 2 specimens shall be ± 1 K. The temperature pattern of each cycle differs from that of the first cycle by less than ± 1 K. The air temperature in the freeze-thaw chest shall no fall below 25 C.

42 Supplemental Assessment Document, edition August of 34 Figure 11: Time temperature plot in the centre of the reference body Once a week the prisms are turned through 180 so that the former top surface of the prism is placed on the floor of the chest. The prisms shall also be placed in different positions in the chest in accordance with some appropriate cyclicc positioning plan. The distances of the concrete prisms from one another and from the wall are at least 60 mm. NOTE The number of specimens in the freezing chamber or frost chest is always the same. If only few specimens are to be tested, the empty places in the freezerr are filled with blanks, unless it has been shown that the correct temperature cycle is achieved without this precaution. Immediately after the 8 h freezing phase the freeze-thaw chest is flooded with water at (21 ± 8) C within a maximum time span of 15 min, or else the specimens are placed in a water bath at (21 ± 8) C in which the surface of the water covers the specimens by at least 15 mm. The thawing phase lasts a total of 4 h. The water is kept in motion for the entire time and is heated or cooled so that for the entire thawing period the water temperature is (20 ± 2) C in all parts of the freeze-thaw chest or the water tank. 15 min before the end of the 4 h thawing phase the water is pumped out of the freeze-thaw plant in a maximum time of 15 min. If water bath is used the specimens are taken out of the water bath. The temperaturee in the centre of the eference prism, and the air and water temperatures, are measured and recorded during a freeze-thaw after about every 50 freeze-thaw cycles. cycle before the first use of the freeze-thaw chest or the frost chest and water tank, and After (7 ± 1), (14 ± 1), (28 ± 1), (42 ± 1) and 56 cycles, the following procedure is carried out for each specimen (1 ± 1) h before the start of the next freeze-thaw cycle. The prisms are removed from the water bath and the surfaces dried with an absorbent towel. During the period when the samples are out of the water bath and are not being tested they are covered with moist towels. The weight of the specimens is determined with an accuracy of 0.1 g. The ultrasonic pulse transit time of the specimens is measured according to B.5.1.