TO: PARTIES INTERESTED IN PROPOSED … · 49 Building Materials, ASTM International. 50 1.3.18 ASTM...

April 18, 2018

TO: PARTIES INTERESTED IN PROPOSED ACCEPTANCE CRITERIA FOR CAST-

IN INSERT ASSEMBLIES IN CONCRETE SUBJECT: Proposed New Acceptance Criteria for Cast-in Insert Assemblies in Concrete,

Subject AC502-0618-R2 (VC/HS).

Hearing Information: Tuesday, June 05, 2018 8:00 am Hilton Los Angeles Airport 5711 West Century Blvd. Los Angeles, CA 90045 (310) 410-4000

Dear Colleague: You are invited to comment on the proposed new acceptance criteria, AC502, which will be discussed at the Evaluation Committee hearing noted above. The criteria establishes the basis for evaluation of cast-in insert assemblies complying with the 2018, 2015 and 2012 International Building Code® (IBC), and 2018, 2015 and 2012 International Residential Code® (IRC) for use in concrete. The proponent of AC502 is ICC Evaluation Service, LLC (ICC-ES) and the reason for developing this new criteria is to establish a basis for evaluating like products for several new report applications. This item was presented during the February 2018 Evaluation Committee hearings and was held for further study by the Evaluation Committee after considering the issues raised during the hearing. After consideration of these issues, the ES staff would like to provide our position on each item and propose the following revisions to the AC502-0618-R1 draft that was previously presented at the February 2018 hearings. 1. Staff agrees to include figures and additional descriptions for clarification of the intended use.

a. Added Figure 2 reference in Section 1.4

b. Revision for clarification in Section 3.2.3.2.3 of the insert components

c. Added Figure 2

AC502-0618-R2

2

2. Staff agrees to add a condition of use statement for non-structural components which is consistent with the Acceptance Criteria for Mechanical anchors in Concrete Elements, AC193, Appendix A5 for design of shallow anchors, approved by the Evaluation committee in October 2017.

a. Revised Section 3.2.3.3 for clarification

b. Added condition of use Section 6.5 3. Staff agrees to revise the criteria from an Allowable Stress Design (ASD) basis to Load and

Resistance Factor Design (LRFD) basis and include a method to convert LRFD capacities to ASD, which is consistent with the Acceptance Criteria for Mechanical anchors in Concrete Elements, AC193. Note: no changes to Table 1 for the test program for evaluating cast-in insert assemblies.

a. Removed ASD as the design applications in Section 1.2

b. Added normalization of the test results in Section 3.6.1

c. Revised Section 3.6.2 from ASD to LRFD

d. Added ASD conversion procedure in Section 6.7

4. Staff agrees to add a condition of use statement indicating that the cast-in insert assemblies related to the lateral loads shall be justified by the registered design professional.

a. Added condition of use statement in Sections 6.4 and 6.6

Should the committee approve the proposed criteria, the ICC-ES staff will not recommend a mandatory compliance date, since this is a new criteria and new report applications will need to show compliance with the approved criteria. You are invited to submit written comments on this or any other agenda item, or to attend the Evaluation Committee hearing and present your views in person. If you wish to contribute to the discussion, please note the following: 1. Regarding written comments and presentations:

a. You should submit these via e-mail to [email protected] or by U.S. mail to the Western

Regional (Brea) office to be received by the applicable due date.

b. Comments are to be received by May 09, 2018. These written comments will be forwarded to the committee before the meeting, and will also be posted on the ICC-ES web site shortly after the deadline for submission. Written comments that are not submitted by this deadline will not be considered at the meeting.

c. Visual presentations, in PowerPoint format only, are to be received by May 30, 2018.

These will be forwarded to the committee before the meeting, and will also be posted on the ICC-ES web site shortly after the deadline for submission. Presentations that are not

mailto:[email protected]

AC502-0618-R2

3

submitted by the deadline cannot be viewed at the meeting. Note: Videos will not be posted on the web site. Presentations will be retained with other records of the meeting. It is the presenter’s responsibility, prior to the presentation, to verify with ICC-ES staff that the presentation files have been transferred satisfactorily to the presentation computer.

d. ICC-ES will post to the web site, on June 01, 2018, memos by the ICC-ES staff,

responding to the previously received public comments.

e. If you miss the deadlines for submission of written comments and visual presentations, your verbal comments can be presented at the meeting.

f. Proposed criteria, written public comments, visual presentations, and responses by ICC-ES staff will be available at the meeting on a limited number of CDs for uploading to computers. ICC-ES will not provide any printed copies.

2. Regarding verbal comments and presentations:

Please plan to speak for not more than ten minutes. As noted above, visuals must be in PowerPoint format. We have a computer, projector, and screen available to those making visual presentations. It is the presenter’s responsibility, prior to their presentation, to verify with ICC-ES staff that presentation files have been satisfactorily transferred to the presentation computer.

3. Keep in mind that all materials submitted for committee consideration are part of the public record and will not be treated as confidential. It is the presenter’s responsibility to certify to ICC-ES staff that no materials infringe copyright.

4. Please do not communicate with committee members before the meeting about any items on

the agenda. We appreciate your interest in the work of the Evaluation Committee. If you have any questions, please contact me at (800) 423-6587, extension 3244, or Howard Silverman, P.E., Senior Staff Engineer at extension 3996. You may also reach us by e-mail at [email protected].

Yours very truly,

Vincent Chui, P.E., S.E. Principal Structural Engineer, Anchor Group

VC/rf

Encl.

cc: Evaluation Committee

www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council

®

PROPOSED ACCEPTANCE CRITERIA FOR CAST-IN INSERT ASSEMBLIES IN CONCRETE

AC502

Proposed April 2018

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 104.11 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.

Acceptance criteria are developed for use solely by ICC-ES for purposes of issuing ICC-ES evaluation reports

Copyright © 2018 ICC Evaluation Service, LLC. All rights reserved.

AC502-0218-R2 Page 2 April 2018

PROPOSED ACCEPTANCE CRITERIA FOR CAST-IN INSERT ASSEMBLIES IN CONCRETE (AC502)

1.0 INTRODUCTION 1

1.1 Purpose: The purpose of this acceptance criteria is to establish 2

requirements for cast-in insert assemblies in concrete to be recognized in an ICC 3

Evaluation Service, LLC (ICC-ES), evaluation report under the 2018, 2015 and 2012 4

International Building Code® (IBC), and the 2018, 2015 and 2012 International 5

Residential Code® (IRC). Basis of recognition are IBC Sections 104.11 and 1901.3, and 6

IRC Section R104.11. 7

1.2 Scope: The scope of this criteria addresses cast-in insert assemblies used 8

to attach architectural, mechanical, electrical and similar systems to the building 9

structure that are not part of the primary load bearing or lateral-force resisting systems 10

of the structure (i.e. non-structural components) installed in normal-weight concrete, and 11

normal-weight or sand-lightweight concrete filled metal deck. The cast-in insert 12

assemblies evaluated under this criteria shall rely on bearing and/or composite action 13

with the concrete for purposes of transmitting vertical downward tension loads only into 14

the concrete member. The provisions of this criteria shall be applicable only to cast-in 15

insert assemblies as defined in Section 1.4 of this criteria. 16

1.3 Codes and Referenced Standards: 17

1.3.1 2018, 2015 and 2012 International Building Code® (IBC), 18

International Code Council. 19

1.3.2 2018, 2015 and 2012 International Residential Code® (IRC), 20

International Code Council. 21

AC502-0218-R2 PROPOSED ACCEPTANCE CRITERIA FOR CAST-IN Page 3 INSERT ASSEMBLIES IN CONCRETE (AC502) April 2018

1.3.3 ACI 211.1-91 (2009), Standard Practice for Selecting Proportions for 22

Normal, Heavyweight and Mass Concrete, American Concrete Institute. 23

1.3.4 ACI 211.2-98 (2004), Standard Practice for Selecting Proportions for 24

Structural Lightweight Concrete, American Concrete Institute. 25

1.3.5 ACI 213R-03, Guide for Structural Lightweight Aggregate Concrete. 26

1.3.6 ACI-318 (-14 and -11), Building Code Requirements for Structural 27

Concrete, American Concrete Institute. 28

1.3.7 ACI 355.2-07, Qualification of Post-Installed Mechanical Anchors in 29

Concrete, American Concrete Institute. 30

1.3.8 ASTM C31 (-12 and -09), Standard Practice for Making and Curing 31

Concrete Test Specimens in the Field, ASTM International. 32

1.3.9 ASTM C33 (-13 and -08), Standard Specification for Concrete 33

Aggregates, ASTM International. 34

1.3.10 ASTM C39 (-14a and 09a), Standard Test Method for Compressive 35

Strength of Cylindrical Concrete Specimens, ASTM International. 36

1.3.11 ASTM C42 (-13 and -04), Standard Test Method for Obtaining and 37

Testing Drilled Cores and Sawed Beams of Concrete, ASTM International. 38

1.3.12 ASTM C150 (-12 and -09), Standard Specification for Portland 39

Cement, ASTM International. 40

1.3.13 ASTM C330 (-14 and -09), Standard Specification for Lightweight 41

Aggregates for Structural Concrete, ASTM International. 42

1.3.14 ANSI B18.2.1-96 Square and Hex Bolts and Screws – Inch Series. 43


1.3.15 ASTM A370-17, Standard Test Methods and Definitions for 44

Mechanical Testing of Steel Products, ASTM International. 45

1.3.16 ASTM E4-16, Standard Practices for Force Verification of Testing 46

Machines, ASTM International. 47

1.3.17 ASTM E84-16, Test Method for Surface Burning Characteristics of 48

Building Materials, ASTM International. 49

1.3.18 ASTM E488-15, Standard Test Methods for Strength of Anchors in 50

Concrete Elements, ASTM International. 51

1.3.19 ASTM F606-16, Standard Test Methods for Determining the 52

Mechanical Properties of Externally and Internally Threaded Fasteners, Washers, Direct 53

Tension Indicators, and Rivets, ASTM International. 54

1.4 Definitions: 55

1.4.1 Cast-in Insert Assemblies: The cast-in insert assemblies consist of 56

an insert receiver and insert element. See Figure 2. 57

1.4.2 Low-Strength and High-Strength Concrete: Concrete within two 58

nominal compressive strength ranges. The compressive strength of the cylinders tested 59

in accordance with ASTM C31 and ASTM C39 shall be within these ranges: 60

Low-strength concrete: 2,500 to 4,000 psi (17 to 28 MPa); 61

High-strength concrete: 6,500 to 8,500 psi (45 to 60 MPa). 62

1.4.3 Insert Receiver: The insert installed in the formwork or metal deck 63

prior to concrete placement and designed to receive an insert element. See Figure 2. 64


1.4.4 Insert Element: The insert element jobsite attached into the insert 65

receiver from below (e.g., underside of concrete slab or soffit of concrete filled metal 66

deck) for suspending non-structural component attachments, see Section 3.2.3.2 for 67

further description. See Figure 2. 68

2.0 BASIC INFORMATION 69

2.1 General: The following information shall be submitted: 70

2.1.1 Product Description: Complete information pertaining to the cast-in 71

insert assemblies, including material specifications, drawn-to-scale production drawings 72

showing all dimensions and tolerances, description of the manufacturing process 73

(including welds when applicable). Materials shall comply with recognized standards 74

where applicable. 75

2.1.2 Manufacturer’s Printed Installation Instructions (MPII): 76

Published instructions for installation of cast-in insert assemblies under all covered 77

installation conditions, as supplied with product packaging by the manufacturer of the 78

cast-in insert assemblies. 79

2.1.3 Packaging and Identification: A description of the method of 80

packaging and field identification of the cast-in insert assemblies. The insert receiver 81

and insert elements of the cast-in insert assemblies shall bear an imprint that clearly 82

identifies the manufacturer name (a registered trademark may serve as such identity) 83

and model. Labeling of the packaging of both the insert receivers and insert elements 84

shall include the manufacturer name, model and the ICC-ES evaluation report number. 85


2.1.4 Field Preparation: Information concerning methods of preparing the 86

cast-in insert, formwork, and concrete for installation shall be described. 87

2.1.5 Qualification Test Plan: A qualification test plan shall be submitted 88

to and approved by ICC-ES staff prior to any testing being conducted. 89

2.2 Testing Laboratories: Testing laboratories shall comply with Section 2.0 of 90

the ICC-ES Acceptance Criteria for Test Reports (AC85) and Section 4.2 of the ICC-ES 91

Rules of Procedure for Evaluation Reports. 92

2.3 Test Reports: Test reports shall comply with AC85 and include the 93

following information: 94

2.3.1 Identification of the test standard used and the date of issue of the 95

standard, and other relevant information concerning the test procedure, justification for 96

any deviations from the referenced test standard, and any critical information relevant to 97

the specific test. 98

2.3.2 A description of the sample size of randomly selected cast-in insert 99

assemblies for each test protocol. 100

2.3.3 Production drawings of the tested cast-in insert assemblies, 101

providing dimensions and identifying steel specifications. 102

2.3.4 Photographs of the test setup and typical failure modes shall be 103

included in the test report. 104

2.3.5 Location of displacement instrumentation and their point of 105

reference as well as load-versus-deformation curves, as plotted directly, or as reprinted 106

from data acquisition systems. 107


2.3.6 Individual and average ultimate test load values with standard 108

deviation and a description of the general behavior of tested cast-in insert assemblies 109

during load application; and a description of the nature, type and location of failures of 110

tested cast-in insert assemblies. 111

2.3.7 Description of the test setup and the cyclic protocol when cyclic 112

testing is performed in accordance with Section 3.5 of this criteria. 113

2.3.8 Strength of concrete and metal deck test specimens, as applicable. 114

2.4 Product Sampling: Sampling shall comply with Section 3.1 of AC85. 115

3.0 TEST AND PERFORMANCE REQUIREMENTS 116

3.1 Testing Program: Testing requirements shall be in accordance with Table 117

1. 118

3.2 Test Materials: 119

3.2.1 Concrete: The concrete used in the cast-in insert assembly tests of 120

Section 3.4 and 3.5 shall comply with ASTM E488 and ACI 355.2 Section 5.1. 121

3.2.1.1 Concrete mix design shall follow recommendations for 122

proportioning in ACI 211.1, ACI 211.2, ACI 213R, or ACI 318, as applicable. Proportions 123

may be varied to meet local requirements and to achieve desired nominal compressive 124

strength. The reason for any variation shall be described in the test report. No 125

cementitious additives shall be added to the concrete test members. 126

3.2.2 Compressive Strength Determination: 127


3.2.2.1 Concrete compressive strengths at time of tests shall 128

comply with the ranges specified in Section 1.4.2 of this criteria and Section 5.1.3 of ACI 129

355.2. 130

3.2.2.2 Test members shall be cured a minimum of 21 days prior to 131

the beginning of tests in accordance with Section A3.3 of ACI 355.2. 132

Exception: For tests to determine performance in high-early-strength or 133

uncured concrete, a lesser curing period may be used. 134

3.2.2.3 Where high-early-strength concrete is used, curing shall be 135

for a minimum of seven days, with a two-day allowable minus tolerance. Two cylinders 136

shall be tested in accordance with ASTM C39 to determine compressive strength. The 137

average compressive strength shall be determined within a 12-hour period immediately 138

preceding or following any test series. 139

3.2.2.4 For concrete less than 90 days old, two tests of two 140

cylinders, or cores, each prepared according to Section 3.2.1, shall be performed at the 141

beginning and ending of testing of the cast-in insert assemblies in accordance with 142

Table 1. The beginning of the test shall be concurrent with the initiation of testing. The 143

beginning and ending strength results shall be averaged (four cylinders or cores, total) 144

to establish the strength of the test members during the cast-in insert assembly test 145

period. 146

3.2.2.5 For concrete aged 90 days or more, the compressive 147

strength test shall be a single test of three cylinders or cores, performed within 30 days 148

of any cast-in insert assembly testing. 149


3.2.2.6 Reported concrete compressive strength for any test series 150

shall be determined from tests in this section, within the time limitations shown in Table 151

3. It shall be permitted to develop a strength vs. age relationship in accordance with ACI 152

355.2 A.3.3.1 for this purpose. 153

3.2.3 Steel Parts of Cast-in Insert Assemblies: 154

3.2.3.1 Insert Receiver: Provide material properties for the insert 155

receiver steel components. For other materials, see Section 3.2.3.3. 156

3.2.3.2 Insert Elements: 157

3.2.3.2.1 Threaded rods shall comply with ANSI/ASME 158

Standard B18.2.1 or a recognized national standard. Determine steel tensile strength in 159

accordance with ASTM F606 (see Table 1, Test No. 1). All steel properties of the 160

threaded rod, including tensile strength and measured diameter shall be determined. 161

This data is permitted to be obtained from the mill certification of the steel from which 162

the insert is manufactured. For other materials, see Section 3.2.3.3. 163

3.2.3.2.2 Wires shall comply with ASTM A1023 or a 164

recognized national standard. Determine wire tensile strength and the strength of the 165

connection between the wire and threaded rod or any other insert components in 166

accordance with Table 1, Test No. 2 as described in Section 3.2.4. All steel properties 167

of the wire and other components, including tensile strength and measured gage size 168

shall be determined. For other materials, see Section 3.2.3.3. 169

3.2.3.2.3 The strength of additional components of the 170

insert elements, and the strength of the connection between the insert element and wire 171


or threaded rod shall be determined in accordance with Table 1, Test No. 2 as 172

described in Section 3.2.4. 173

3.2.3.3 Other Materials: Where other materials (e.g., plastic) are 174

used in the manufacture of the insert components, these shall be described in 175

accordance with applicable standards and documented to be no more flammable than is 176

allowed for the class of non-structural component it supports, using ASTM E84. 177

3.2.4 Tension Strength of the Insert Assemblies (Table 1, Test No. 2): 178

Perform static tension tests in a jig in accordance with Section 4.1 to determine the 179

tension strength and failure mode of the insert assembly such as the connection of the 180

insert element to the insert receiver and support element, and all connection 181

components of the insert element. The length of insert element engagement into the 182

insert receiver shall correspond to the minimum specified in the MPII. 183

3.3 Test Members: 184

3.3.1 General: Concrete test members shall be prepared in accordance 185

with Section 6.2 and 6.3 of ASTM E488 and Appendix A3 of ACI 355.2. 186

3.3.2 Concrete-filled Metal Deck: Concrete and metal deck of concrete 187

filled metal deck test specimens shall be prepared as follows: 188

3.3.2.1 Concrete fill on metal decking specimens shall represent 189

the minimum concrete fill thickness, maximum decking depth, minimum flute width and 190

minimum decking thickness and decking strength for this application. Results of tests 191

conducted in structural light-weight concrete fill shall be permitted to be used for 192

applications in normal-weight concrete fill. Metal decks used in all tests shall be 193


evaluated by material property tests to determine the tensile strength, yield strength, 194

and elongation in accordance with the appropriate standard for the metal grade. In 195

addition, the base-metal thickness shall be determined, exclusive of coatings. Test 196

results shall be based on the evaluation of three specimens in each thickness. Where 197

measured properties vary from specified values, the influence of the variations on cast-198

in insert assembly tests shall be considered in the analysis. 199

3.3.2.2 Reinforcement may only be used to stabilize cast concrete 200

test members during transportation or as required in Sections A3.1.2 and A3.2 of ACI 201

355.2. Reinforcing elements in concrete test members shall be outside the potential 202

failure region of each test specimen or insert group. The test laboratory shall verify the 203

location of the reinforcing. 204

3.4 Cast-in Insert Assembly Strength, in Static Tension in Concrete: 205

Perform tension tests in the minimum member depth sought for recognition to determine 206

insert receiver tension strength in concrete in accordance with ASTM E488 (Table 1, 207

Test No. 3 and 4), and soffit of concrete filled metal deck (Table 1, Test No. 5). The 208

results of test shall be applicable to the specific geometry, insert location, and material 209

parameters tested. For internally threaded insert receivers, the insert element installed 210

into the insert receiver in the concrete and concrete filled metal deck testing shall be 211

Grade 5 bolts or ASTM A193 Grade B7 threaded rods (or equivalent) in order to 212

determine the capacity of the insert receiver in concrete and prevent insert element 213

failure during the tests. Where steel failure of the insert element is observed during the 214


tests, the nominal strength shall be reduced to account for overstrength of the insert 215

element where applicable. 216

3.5 Optional Simulated Seismic Tension Tests (Table 1, Tests No. 6 and 7): 217

3.5.1 Purpose: For recognition of cast-in insert assemblies for use in 218

Seismic Design Category C, D, E or F, perform simulated seismic tension tests in 219

accordance with Table 1, Test series 6 and 7, as applicable. The seismic allowable load 220

value for which recognition is desired shall be no larger than 100 percent of the 221

allowable static load in accordance with Section 3.6. 222

3.5.2 Test Conditions: 223

3.5.2.1 The cast-in insert assemblies shall be subjected to a 224

simulated pulsating sinusoidal seismic cycle, detailed in Figure 1 and Table 2, for 225

tension. The frequency of the loading shall be within the range of 0.1 to 2 Hz. 226

3.5.2.2 Following completion of the seismic cycle loads in 227

accordance with Figure 1, each insert assembly shall be loaded in tension to failure and 228

the ultimate load recorded. The mean ultimate (residual) load of insert assembly shall 229

be at least 80% of the mean ultimate strength determined in Section 3.4. 230

3.6 Cast-in Insert Assembly Strength: 231

3.6.1 Normalization: Properties of steel and concrete test materials may 232

exceed the specified minimum properites for the materials reported in relevant 233

specifications provided test results are normalized to the specified strength values in 234

accordance with ACI 355.2 Appendix A1. 235


3.6.2 Establishing Characteristic Values: The characteristic values of the 236

normalized test results, Nn, shall be based on the lesser of the concrete strength, steel 237

strength or connection strength of the cast-in assembly tests in Table 1, test series 1 238

through 5, as applicable, determined in accordance with ACI 355.2 Appendix A2. The 239

strength reduction factor, ɸ, shall be 0.65. 240

3.6.3 Concrete Insert Assembly Strength in cracked concrete on metal 241

deck: For cast-in insert assembly strength in cracked concrete over metal deck, the 242

strength determined in uncracked concrete over metal deck shall be multiplied by a 243

factor of 0.70. 244

3.7 Insert receiver spacing and edge distance requirements: The insert 245

receiver shall have a spacing of 4 times the effective embedment or 4 times the 246

maximum width of the insert receiver, whichever is greater. The insert receiver shall 247

have an edge distance of 2 times the effective embedment or 2 times the maximum 248

width of the insert receiver, whichever is greater. 249

4.0 TEST METHODS 250

4.1 Qualification Tension Tests in a Jig: 251

4.1.1 Conduct tension tests to failure in a jig. Insert element engagement 252

shall be in accordance with the MPII. 253

4.1.2 Testing Machine: A testing machine that is capable of operation at 254

a constant rate of motion of the movable crosshead or a constant rate of loading, and a 255

force-measuring device that is calibrated in accordance with ASTM E4, shall be used. 256


4.1.3 Tension Testing Jig: The jig shall enable tension loading of the 257

cast-in insert assemblies by introduction of a uniformly distributed load into the bearing 258

area of the insert receiver at one end and the insert element on the other end. 259

5.0 QUALITY CONTROL 260

5.1 The products shall be manufactured under an approved quality control 261

program with inspections by ICC-ES or by a properly accredited inspection agency that 262

has a contractual relationship with ICC-ES. 263

5.2 Quality documentation complying with the ICC-ES Acceptance Criteria for 264

Quality Documentation (AC10) shall be submitted. 265

5.3 A qualifying inspection shall be conducted at each manufacturing facility 266

when required by the ICC-ES Acceptance Criteria for Inspections and Inspection 267

Agencies (AC304). 268

5.4 Product Modifications 269

5.4.1 Prior to implementing any substantive modification to the cast-in 270

insert assemblies which has previously been assessed in accordance with this criteria, 271

the manufacturer shall keep ICC Evaluation Service, LLC (ICC-ES) informed the nature 272

and the significance of the modification. 273

5.4.2 For all modifications that are determined to have the potential to 274

affect cast-in insert performance, the testing laboratory in accordance with Section 2.2 275

shall perform the requisite tests to assess the impact of the modification. If the modified 276

product can be shown to be statistically equivalent to the originally tested product, no 277

additional testing shall be required. Otherwise, the modified product shall be retested. 278


6.0 EVALUATION REPORT RECOGNITION 279

6.1 The evaluation report shall describe the cast-in insert assembly components 280

with respect to material specifications. 281

6.2 The evaluation report shall include the Manufacturer’s Printed Installation 282

Instructions (MPII) and the following statement: “Installation of the cast-in inserts must 283

be in accordance with this evaluation report and the MPII. In the event of a conflict 284

between this report and the MPII, this report governs.” 285

6.3 The evaluation report shall include relevant dimensional information for the 286

use of cast-in inserts in concrete on metal deck assemblies as well as the supplemental 287

conditions for design, as applicable. 288

6.4 The evaluation report shall include a statement indicating that the cast-in 289

insert assemblies are to resist vertical downward tension loads only. Lateral loads, 290

including seismic lateral loads, shall be transferred by other means and is outside the 291

scope of this report. 292

6.5 The evaluation report shall include a statement indicating that use of 293

anchors is limited to supporting non-structural components. 294

6.6 The evaluation report shall include a statement indicating that calculations 295

and details, justifying the use of the products is in compliance with the applicable code 296

and the evaluation report, must be submitted to the code official for approval. The 297

calculations and details must include additional lateral bracing to provide a complete 298

load path as part of the component design. The calculations and details must be 299


prepared by a registered design professional where required by the statutes of the 300

jurisdiction which the project is to be constructed. 301

6.7 For cast-in insert assemblies designed using load combinations in 302

accordance with IBC Section 1605.3 (Allowable Stress Design), allowable tension loads 303

shall be established using the equations below: 304

Tallowable, ASD = φαN n 305

where: 306 Tallowable, ASD = Allowable tension load (lbf or kN) 307 Nn = Characteristic value of the cast-in insert assembly as determined in 308

accordance with Section 3.6 of this criteria. 309 α = Conversion factor calculated as a weighted average of the load factors for 310

the controlling load combination. In addition, α shall include all applicable 311 factors to account for non-ductile failure modes and required over-312 strength. 313

6.8 The evaluation report shall include requirements that job site special 314

inspection shall conform to Sections 1705.1.1 and 1705.3 of the IBC and applicable 315

portions of ACI 318, including specific requirements for the cast-in inserts. 316

6.9 The evaluation report shall include this statement: The special inspector 317

shall make periodic inspections during installation of cast-in insert receivers and insert 318

elements to verify insert type, insert dimensions, concrete type, concrete compressive 319

strength, hole dimensions, insert spacing, edge distances, concrete thickness, insert 320

embedment, and adherence to the manufacturer's published installation instructions. 321

The special inspector shall be present as often as required in accordance with the 322

“statement of special inspection”.■ 323

324


325

TABLE 1 – TEST PROGRAM FOR EVALUATING CAST-IN INSERT ASSEMBLIES FOR USE IN CONCRETE

Test no. Reference Purpose Test procedure

Crackf Opening

Width, in (mm) fc

Min. no. of replicates

1a 3.2.3 Tension test of insert elements to determine tensile strength,

elongation and reduction in area ASTM F606, A370 - - 3

2 3.2.4 Tension test of insert assemblies Test insert in a jig - - 3

3a 3.4 Tension test in uncracked concrete ASTM E488 - low 5

3be 3.4 Tension test in uncracked concrete ASTM E488 - high 5

4a 3.4 Tension test in cracked concrete ASTM E488 0.012 (0.3) low 5 4be 3.4 Tension test in cracked concrete ASTM E488 0.012 (0.3) high 5

5b,c 3.4 Tension test in soffit of concrete filled metal deck ASTM E488 - low or high 5

6d 3.5 Seismic tension in cracked concrete

ASTM E488, Pulsating tension 0.020 (0.5) low (ref. test no. 4a) 5

7d 3.5 Seismic tension in soffit of concrete filled metal deck

ASTM E488, Pulsating tension - low or high (ref. test

no. 5) 5 a Tests not required if mill certificates are provided. b Recognition for use in normal weight concrete on metal deck shall be permitted to be based on tests conducted in sand-lightweight concrete on metal deck specimens. c Recognition for use in upper flute shall be permitted to be based on tests conducted in lower flute in concrete on metal deck specimens. d Optional tests – Required for recognition of cast-in insert assemblies to be used in Seismic Design Category C, D, E or F. e Optional tests – Required for recognition of allowable tension load increase in high strength concrete in accordance with Section 3.6. f Concrete test specimens shall have a minimum crack width as specified in Table 1 induced along the entire depth of the test specimen centered on the insert receiver. The crack width shall be measured as the average of the crack width from one side of the top of the concrete member to the other side of the top of the concrete member. The crack may be induced with an inserted steel plate or with a slight kerf cut or formed groove centered on the insert receiver, and then the concrete specimen shall be pulled apart until the specified crack width is achieved.

326 327

328

329


330

331

332 333

FIGURE 2 – CAST-IN INSERT ASSEMBLIES 334 335

336


337

TABLE 2—TENSION CYCLIC LOAD PROGRAM 338 LOAD LEVEL NUMBER OF CYCLES

Ns 10 Ni 30 Nm 100

339 where: 340 341 Ni = (Ns + Nm)/2 342 Nm = Ns/4 value. 343 Ns = The maximum tension load shall be 1.5 times the allowable tension value in accordance with Section 3.6. 344

345

346 347

TABLE 3—STRENGTH TEST TIME LIMITATIONS 348

AGE OF CONCRETE AT BEGINNING OF ANCHOR TEST

MAXIMUM TIME BETWEEN STRENGTH TESTS

(Test Period) COMMENTS

Less than 21 days 3 days See Sections 3.2.2.2 and 3.2.2.3, for special tests only

21–35 days 7 days None



More than 90 days 60 days See Section 3.2.2.5

349

TO: PARTIES INTERESTED IN PROPOSED … · 49 Building Materials, ASTM International. 50 1.3.18 ASTM...

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