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ACCEPTANCE CRITERIA FOR FIBER-REINFORCED POLYMER

COMPOSITE OR UNREINFORCED POLYMER CONNECTORS ANCHORED
IN CONCRETE

AC320

Approved October 2015

(Editorially revised May 2021)

Previously approved July 2014, June 2006

(Previously editorially revised October 2019, September 2017, November 2009)

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.
This acceptance criteria has been issued to provide interested parties with guidelines for demonstrating compliance with
performance features of the codes referenced in the criteria. The criteria was developed through a transparent process involving
public hearings of the ICC-ES Evaluation Committee, and/or on-line postings where public comment was solicited.
New acceptance criteria will only have an “approved” date, which is the date the document was approved by the Evaluation
Committee. When existing acceptance criteria are revised, the Evaluation Committee will decide whether the revised document should
carry only an “approved” date, or an “approved” date combined with a “compliance” date. The compliance date is the date by which
relevant evaluation reports must comply with the requirements of the criteria. See the ICC-ES web site for more information on
compliance dates.
If this criteria is a revised edition, a solid vertical line (│) in the margin within the criteria indicates a change from the previous
edition. A deletion indicator (→) is provided in the margin where any significant wording has been deleted.
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.
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Service, LLC, and INTERNATIONAL CODE COUNCIL®, ICC®, INTERNATIONAL BUILDING CODE® and IBC® (and their associated logos)
are registered trademarks and service marks of its parent company, International Code Council, Inc.
No portion of this document (AC320) may be copied, reproduced, reprinted, republished, distributed, transmitted, or modified in any form or
manner without the express prior written permission of ICC-ES. Any request for such permission should be addressed to ICC-ES at 3060
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trademark, service mark and other proprietary rights notices contained herein.
Copyright © 2021 ICC Evaluation Service, LLC. All rights reserved.
 ACCEPTANCE CRITERIA FOR FIBER-REINFORCED POLYMER
COMPOSITE OR UNREINFORCED POLYMER CONNECTORS ANCHORED
IN CONCRETE (AC320)
1.0 INTRODUCTION Used in Glass-Fiber-Reinforced Structures Intended for
Liquid Service, ASTM International.
1.1 Purpose: The purpose of this criteria is to establish
requirements for evaluation of fiber-reinforced polymer 1.3.10 ASTM D638-10, Standard Test Method for
composite or unreinforced polymer connectors cast into Tensile Properties of Plastics, ASTM International.
concrete in ICC Evaluation Service, LLC (ICC-ES),
evaluation reports under the 2021, 2018, 2015, 2012, and 1.3.11 ASTM D790-03, Standard Test Methods for
2009 International Building Code® (IBC), and 2021, 2018, Flexural Properties of Unreinforced and Reinforced Plastics
2015, 2012, and 2009 International Residential Code® and Electrical Insulating Materials, ASTM International.
(IRC). Bases of evaluation is IBC Section 104.11. 1.3.12 ASTM D2247-02, Standard Practice for Testing
The reason for the development of this criteria is to Water Resistance of Coatings in 100% Relative Humidity,
provide guidelines for the evaluation of alternative ASTM International.
fasteners, where the codes do not provide requirements for 1.3.13 ASTM D3039/D 3039M-00(2006), Standard
testing and determination of structural capacities for these Test Method for Tensile Properties of Polymer Matrix
products. Composite Materials, ASTM International.
1.2 Scope: Connectors evaluated under this criteria 1.3.14 ASTM E119-18B (2021 IBC), -16 (2018 IBC), -
are limited to allowable stress design applications in 12a (2015 IBC), -08a (2012 IBC) and -07 (2009 IBC),
uncracked normal-weight concrete as an alternative to what Standard Test Methods for Fire Tests of Building
is required under Section 1901.3 of the 2021, 2018 or 2015 Construction and Materials, ASTM International.
IBC, Section 1908 of the 2012 IBC, and Section 1911 of the
2009 IBC or Sections 1923.1. The connectors are intended 1.3.15 ASTM E488-96, Standard Test Methods for
for multiple installations and function by anchorage into Strength of Anchors in Concrete and Masonry Elements,
concrete and resistance of the connector body. ASTM International.
Connections formed by the connectors may either be of two 1.3.16 EB001, Design, Control of Concrete Mixtures,
rigid elements in direct contact or two rigid elements spaced 14th edition, 2002, Portland Cement Association.
apart by nonrigid material. Interior or exterior exposures are
allowed. The connectors may also be used where an 1.3.17 UL 263-11 (2021, 2018 and 2015 IBC) [-03 with
engineering design is submitted in accordance with Section revisions through 07 (2012 IBC), -03 (2009 IBC)], Standard
R301.1.3 of the IRC. for Fire Tests of Building Construction and Materials,
Underwriters Laboratories, Inc.
1.3 Codes and Referenced Standards:
1.4 Definitions:
1.3.1 2021, 2018, 2015, 2012 and 2009, International
Building Code® (IBC), International Code Council 1.4.1 Connector Test Series: A group of identical
1.3.2 2021, 2018, 2015, 2012 and 2009, International connectors tested under identical conditions. “Identical
Residential Code® (IRC), International Code Council conditions,” for purposes of this criteria, include diameter,
length, embedment, spacing, edge distance, concrete
1.3.3 ACI 211.1-91 (2002), Standard Practice for density or weight, test member thickness and concrete
Selecting Proportions for Normal, Heavyweight, and Mass compressive strength.
Concrete, American Concrete Institute.
1.4.2 Edge Distance:
1.3.4 ACI 318-19 for the 2021 IBC, and ACI 318-14
for the 2018 and 2015 IBC, 318-11 for the 2012 IBC, and 1.4.2.1 Edge Distance (c): The measure between
318-08 for the 2009 IBC, Building Code Requirements for the connector centerline and the free edge of the concrete
Structural Concrete, American Concrete Institute. member.
1.3.5 ASTM C31-18B (2021 IBC), -15 (2018 IBC), - 1.4.2.2 Critical Edge Distance (ccr): The least
12 (2015 IBC), -08b (2012 IBC) and -06 (2009 IBC), edge distance at which the allowable load capacity of a
Standard Practice for Making and Curing Concrete Test connector is applicable without reductions.
Specimens in the Field, ASTM International. 1.4.2.3 Minimum Edge Distance (cmin): The least
1.3.6 ASTM C33—18 (2021 IBC), -13 (2018 IBC), - edge distance at which the connectors are tested for
08 (2015, 2012 and 2009 IBC), Standard Specification for evaluation.
Concrete Aggregates, ASTM International. 1.4.3 Connector: The product is a mechanical
1.3.7 ASTM C39-14a (2021, 2018 and 2015 IBC), - fastener that is either a fiber-reinforced polymer composite
9a (2012 IBC), -03 (2009 IBC), Standard Test Method for or unreinforced polymer, cast-in-place into concrete. The
Compressive Strength of Cylindrical Concrete Specimens, connectors are intended to develop tension, shear or
ASTM International. combined tension and shear loads.
1.3.8 ASTM C42-13 (2021, 2018 and 2015 IBC), -04 1.4.4 Embedment Depth (hv): Distance from test
(2012 and 2009 IBC), Standard Test Method for Obtaining member surface to the installed end of connector.
and Testing Drilled Cores and Sawed Beams of Concrete,
ASTM International. 1.4.5 Spacing:

1.3.9 ASTM C581-03, Standard Practice for 1.4.5.1 Connector Spacing (s): The measure
Determining Chemical Resistance of Thermosetting Resins between connectors, centerline-to-centerline distance.
Page 2 of 11
ACCEPTANCE CRITERIA FOR FIBER-REINFORCED POLYMER COMPOSITE OR
UNREINFORCED POLYMER CONNECTORS ANCHORED IN CONCRETE (AC320)

1.4.5.2 Critical Spacing (scr): The least connector c. Report sealed by a registered design professional.
spacing distance at which the allowable load capacity of a
d. Report of connector sampling at manufacturer’s
connector is applicable such that the connector is not
facilities by a testing laboratory. See Section 2.4 of this
influenced by adjacent connectors.
criteria.
1.4.5.3 Minimum Spacing (smin): The least 2.3.2 Concrete Properties: The test reports shall
connector spacing at which the connectors are tested for describe the concrete properties as set forth in Sections 3.1
evaluation. through 3.4 of this criteria.
1.4.6 Test Member: The concrete slab receiving the 2.4 Product Sampling: Composite connectors used in
connectors to be tested. tests shall be sampled in accordance with Section 3.1 of
1.4.7 Uncracked Concrete: Concrete element AC85.
where analysis indicates no cracking (ft < fr) due to service 2.5 Data Analysis: The documentation containing
loads or deformations. The modulus of rupture, fr, is defined analysis of data shall be sealed by a registered design
in ACI 318-19 and -14, Section 19.2.3.1, or ACI-318-11 and professional.
-08, Section 9.5.2.3 (IBC).
2.6 Qualification Test Plan: A qualification test plan
2.0 BASIC INFORMATION shall be submitted to and approved by ICC-ES staff prior to
any testing being conducted.
2.1 Connectors:
3.0 TEST AND PERFORMANCE REQUIREMENTS
2.1.1 Connectors shall be described as to:
3.1 Concrete:
a. Generic or trade name.
3.1.1 Concrete mix design shall follow
b. Manufacturer’s catalog number. recommendations for proportioning in EB001; or ACI 211.1;
c. Nominal connector dimensions and geometry. IBC Chapter 19 (ACI 318). Proportions may be varied to
meet local requirements and to achieve desired nominal
d. Connector length. compressive strength. The reason for any variation shall be
e. Permitted manufacturing tolerances. explained in the test report.
3.1.2 Coarse and fine aggregate in concrete shall
f. Basic materials, including appropriate physical
comply with ASTM C33 for normal-weight concrete. The
properties before and after manufacture, and protective
aggregate description shall include the rock and mineral
coatings. If the connectors consist of component parts
components, shape, hardness, maximum size and grading
involving different materials, differences shall be noted.
specification.
g. Appropriate national standard for the materials. 3.1.3 Concrete test cylinders shall be prepared
Reports of physical properties for materials used in test according to ASTM C31. Cylinders shall be stored and
specimens shall be submitted. These reports shall be cured according to Section 10.2 of ASTM C31 (field cure).
generated by a testing laboratory. Where no physical Cylinders shall be tested in accordance with ASTM C39 and
property specifications exist, acceptable properties shall be Section 3.2 of this criteria to determine the strength of test
established by physical property tests. members.
h. Manner of field identification prior to and/or after 3.1.4 When no test cylinders are available,
installation. Each connector packaging unit shall be marked compressive strength shall be determined using drilled
with the manufacturer’s name or insignia; connector type, cores from test members. Cores shall be obtained,
diameter and length; and the evaluation report number. prepared and tested in accordance with ASTM C42 and
Product identification shall be in accordance with the Section 3.2 of this criteria.
product identification provisions of the ICC-ES Rules of
Procedure for Evaluation Reports. 3.1.5 Reinforcement may only be used to stabilize
test members during transportation. Reinforcing elements
i. Recommended installation procedures. in concrete test members shall be outside the potential
Manufacturer’s published instructions for installation, failure region of each test connector or connector group.
application, and design shall be submitted. The testing laboratory shall verify location of reinforcing.
2.2 Testing Laboratories: Testing laboratories shall 3.2 Strength Determination:
comply with Section 2.0 of the ICC-ES Acceptance Criteria
3.2.1 Test members shall be aged a minimum of 21
for Test Reports (AC85) and Section 4.2 of the ICC-ES
days prior to the beginning of connector tests.
Rules of Procedure for Evaluation Reports.
Exception: Tests to determine performance in high
2.3 Test Reports: early strength or uncured concrete.
2.3.1 Test reports shall comply with AC85 and 3.2.2 For concrete less than 90 days old, two tests of
include information specified in Section 13 of ASTM E488, two cylinders or cores each, prepared according to Section
and the following: 3.1 of this criteria, shall be performed at the beginning and
a. Mode of failure for each test (e.g., substrate ending of connector testing according to Table 3 of this
cracking, substrate spalling, connector pull-out, shear, criteria. The beginning test shall be concurrent with the
connector failure, etc.). Location of connector fracture initiation of connector testing. The beginning and ending
failures shall be noted. strength results shall be averaged (four cylinders or cores
total) to establish the strength of the test members during
b. Photographs of test equipment and typical failure. the connector test period.
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ACCEPTANCE CRITERIA FOR FIBER-REINFORCED POLYMER COMPOSITE OR
UNREINFORCED POLYMER CONNECTORS ANCHORED IN CONCRETE (AC320)

3.2.3 For concrete aged 90 days or more, the 2/3

compressive strength shall be the average of the results for  ϕ ⋅ Vc 
a single test of three cylinders or cores determined after at de =   (Eq-2)
least 90 days and within 30 days of connector testing.  ϕ ⋅ 12.5 ⋅ fc′ 
3.2.4 Reported concrete strength for any connector
where:
test series shall be determined from the tests in this section
within the time limitations of Table 3 of this criteria. de = Distance from centerline of connector to concrete
edge measured perpendicular to edge.
3.3 Allowable Loads:
φ = Concrete strength reduction factor = 0.85.
3.3.1 General: The information in Sections 3.3.2,
3.3.3, 4.4.4 and 6.6.4 shall be applied in determining Vc = Average shear strength of connector static shear
allowable service loads.. load if only static evaluation is desired.
3.3.2 Allowable Service Load Determination: f ′c = Concrete strength for which testing was
performed and evaluation is desired.
3.3.2.1 For tension and shear, the allowable
service load shall be calculated using the average adjusted The resultant edge distance will be multiplied by a
or unadjusted ultimate load, as applicable, and a factor of factor of 4.0 to obtain the critical edge distance of the
safety of four (4). connector for shear capacity. If this result is greater than hv
then the procedure in this section can be ignored and hv
3.3.2.2 For tension and shear, the displacement at
shall be the critical edge distance. If evaluation for a smaller
the allowable design load shall be determined, and the
critical edge distance is desired, tension testing must be
average displacement for each test series shall be
conducted to determine critical edge distance.
calculated.
3.3.3.4 Adjustment of Shear Values Due to
3.3.3 Adjustment Factor Considerations:
Bending of Connector: The fiber-reinforced polymer
3.3.3.1 Installation Parameters: When the load composite or unreinforced polymer connector used in the
test program evaluates the connector with variations in intended application resists shear loads in bending rather
installation parameters such as spacing, edge distance, than pure shear. Therefore, a limiting displacement value of
embedment, and slab thickness, allowable loads may need 0.1 inch (2.54 mm) due to gravity loads is placed on the
corresponding adjustment factors to reflect capacity connector. When the connector displacement exceeds the
reductions. Test load results shall be analyzed by limiting value of 0.1 inch (2.54 mm) due to gravity loads, the
comparing loads corresponding to the various installation free end of the connector shall be supported by other
parameters and developing appropriate load adjustment means. The displacement shall be calculated in accordance
factors, which are applied to the optimum allowable with Eq-3 (neglecting any contribution from the insulation in
connector load. the intended application):
When more than one load adjustment factor is Qg ⋅ d 3 A
applied, the product of the factors is used to determine Δg = (Eq-3)
design loads. Examples include connectors installed at 12E Ab ⋅ I A
reduced spacings and reduced edge distances. where:
3.3.3.2 Compressive Strength: Where connector Δg = Displacement due to gravity load, inch or mm
values are desired in concrete of varying compressive
strengths, such values may be derived by interpolation from Qg = Gravity load on the connector, typically the
test results for two concrete compressive strengths, weight of the fascia layer of the tributary area for
providing the range in mix design strength from one group the connector, lb or kg. Qg = t.a.b.γ.
of tests to another does not exceed 2,000 psi (13.8 MPa). where:
3.3.3.3 Capacity Reductions: In lieu of direct t = Thickness of the fascia layer, feet or mm.
testing, to determine service conditions for tension capacity
where edge distance is less than embedment length, Eq-1 a = Horizontal spacing of the connector, feet or
shall be used to determine the capacity reduction factor to mm.
be multiplied by the average static tension loads: b = Vertical spacing of the connector, feet or
mm.
Ces = d e ≤ 1.0 (Eq-1)
hv γ = Density of concrete, lb/ft3 or kg/mm3
where: 2hv  1 
dA = dd +
Ces = Capacity reduction factor to be multiplied by 1 − 
3  1 + hv / d d 
static tension load.
where:
de = Distance from centerline of connector to concrete
edge measured perpendicular to edge. dA = Connector bending length, a function of
hv = Connector embedment length. insulation thickness and embedment, inch or
mm.
To determine critical edge distance for shear
capacity, Eq-2 shall be used: dd = Insulation thickness, inch or mm.

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ACCEPTANCE CRITERIA FOR FIBER-REINFORCED POLYMER COMPOSITE OR
UNREINFORCED POLYMER CONNECTORS ANCHORED IN CONCRETE (AC320)

hv = Embedment length of the connector in the accordance with ASTM D3039 (fiber-reinforced polymer
concrete, inch or mm. composite), or ASTM D638 (unreinforced polymer),
excluding the strain measurement and modulus. Also, the
EAb = Flexural modulus of elasticity as determined in
specimens shall be cut from the rod stock from which the
Section 4.1.3, psi or pa.
connectors are manufactured. Gripping shall be such that it
Ia = Moment of Inertia of the connector, in4 or mm4. will not damage the specimen and cause premature failure
The deflection of the connector can be reduced by of the specimen in the gripping location. The test schedule
decreasing the connector spacing, with a minimum spacing shall comply with Table 1.
of 8 inches (203 mm) on center each way. 4.1.3 Flexural Properties of the Fiber-reinforced
3.3.4 Combined Loads: Allowable load for Polymer Composite or Unreinforced Polymer Material:
connectors subjected to combined shear and tension forces 4.1.3.1 Procedure: Fiber-reinforced polymer
can be determined by Eq-4: composite or unreinforced polymer materials’ flexural
(Ps/Pt) + (Vs/Vt)  1 (Eq-4) properties, including flexural strength, deflection, and
flexural modulus, shall be determined in accordance with
where: ASTM D790, Procedure B. The test specimens shall be cut
Ps = Applied service tension load. from the rod stock from which the connectors are
manufactured.
Pt = Service tension load.
4.1.3.2 Conditions of Acceptance: The flexural
Vs = Applied service shear load. modulus of elasticity, EAb, to be used in the design
Vt = Service shear load. equations shall be no greater than 0.95 times the mean of
the test results.
Eq-5 may be used when substantiated by test
results from Series 19 and 20 in Table 4 of this criteria: 4.1.4 Environmental Properties of the Fiber-
reinforced Polymer Composite or Unreinforced
5/3 5/3
 Ps   Vs  (Eq-5) Polymer Material: The fiber-reinforced polymer composite
  +   ≤ 1
 Pt   Vt  and unreinforced polymer material’s response to moisture,
wet concrete environment, and aging shall be determined
3.3.5 Concrete Test Compressive Strength: as follows:
Where average concrete compressive strength test results
are within 10 percent of the nominal specified concrete 4.1.4.1 Effects of Moisture and Aging: Testing
compressive strengths, connector capacity values shall be shall be conducted in accordance with ASTM D2247,
reported at the nominal specified concrete compressive Section 7. Tensile strength testing of the material,
strength without adjustment. Where average concrete conducted in accordance with Section 4.1.2 of this criteria,
compressive strength test results are up to 500 psi (3.44 shall be determined after exposure of the material to 100
MPa) greater than the nominal specified strength, test percent humidity at 100 ± 4ºF (37 ± 2ºC) for 1,000 and 3,000
results for connector capacities shall be adjusted by the hours.
following factor and reported at the nominal specified 4.1.4.2 Effects of Wet Concrete Environment
concrete compressive strength: and Aging: Testing shall be conducted in accordance with
Nominal Specified Concrete Compressive Strength ASTM C581, Section 7.2. Tensile strength testing of the
Actual Concrete Compressive Strength material, conducted in accordance with Section 4.1.2 of this
criteria, shall be determined after the material has been
3.3.6 Extrapolation of test data for additional exposed to an alkali solution with a pH of 12 at 73 ± 3ºF (23
connector sizes, embedments and/or concrete strengths is ± 1.6ºC) for 1,000 and 3,000 hours.
prohibited.
4.1.4.3 Conditions of Acceptance: The
3.4 Fiber-reinforced Polymer Composite and conditions of acceptance for environmental properties are
Unreinforced Polymer Properties: Physical, mechanical shown in Table 2 of this criteria.
and environmental properties of the fiber-reinforced
polymer composite and unreinforced polymer shall be 4.2 Connector Installation:
determined in accordance with Section 4.1 of this criteria 4.2.1 Each type of connector to be evaluated shall be
and comply with the associated conditions of acceptance. tested. Connectors having different style anchorage zones
4.0 TEST METHODS AND ANALYSIS on each end shall be tested for each embedment.
4.1 Material Suitability Requirements: 4.2.2 Connectors shall be installed into the test
members in accordance with the manufacturer’s published
4.1.1 General Requirements: Required physical,
instructions, including instructions regarding embedment
mechanical, and environmental properties of the fiber- depth and consolidation techniques. Only tools typically
reinforced polymer composite and unreinforced polymer used in field installations are permitted. The brand, model
material used in the connectors are given in Table 1 and 2. number and size of vibrator or other tool shall be reported.
Physical, mechanical, and environmental tests are All procedures shall be conducted or directly verified by the
described in these criteria as well as other ASTM standards testing laboratory.
as noted.
4.2.3 All test connectors shall be installed
4.1.2 Physical and Mechanical Properties of the perpendicular to the surface of the test member with a 6-
Fiber-reinforced Polymer Composite or Unreinforced degree tolerance, in a manner representative of actual field
Polymer Material: Tensile strength shall be determined in installations.
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ACCEPTANCE CRITERIA FOR FIBER-REINFORCED POLYMER COMPOSITE OR
UNREINFORCED POLYMER CONNECTORS ANCHORED IN CONCRETE (AC320)

4.2.4 Installation of connectors shall comply with connector test series using varying parameters may be
published recommendations of the manufacturer. Pertinent considered to establish connector efficiency, with
data such as connector embedment, depth, nominal torque, appropriate load capacity adjustment factors.
etc., shall be observed and reported by the testing
4.4.7 Group tests will establish spacing. Evaluation
laboratory.
will be based on the number, edge distance and spacing of
4.3 Load Tests for Service Conditions: connectors tested. Groups of connectors shall consist of
two to four connectors with a connector spacing less than
4.3.1 The service conditions of connectors installed
four times the embedment. Table 4 of this criteria and
in concrete are determined by testing that investigates the
effects of several factors, including: Section 5.5.1.2 of ASTM E488 contain additional
guidelines.
a. Connector materials.
4.4.8 Group tests shall be conducted on the same
b. Direction of loading. nominal size of connectors used in shear and pullout tests.
c. Concrete strength. 4.4.9 All connectors in group tests shall be loaded
d. Connector location: spacing and edge distance. equally and simultaneously by a common fixture. Shear
load shall be co-linear with the connector group.
e. Connector embedment and thickness of attached
and receiving materials. Section 4.2.1 describes 4.4.10 Connector tests shall be conducted on fibered
embedment qualification criteria. concrete test members if evaluation in fibered concrete is
desired.
4.3.2 Table 4 summarizes connector test
requirements for service conditions. 4.5 Static Tests: A minimum of five samples per size
of connector is required for tension and shear tests. Static
4.4 Testing and Equipment: load test procedures for tension and shear shall comply with
4.4.1 Test equipment for tension and shear loading this criteria and Section 8 of ASTM E488.
shall be adequate to impose anticipated ultimate loads and 4.6 Creep Tests:
shall comply with Sections 5 and 6 of ASTM E488. If loading
is not carried to failure, the highest value achieved shall be 4.6.1 Procedure: Unless otherwise noted, all tests
considered the ultimate load. are to be performed in accordance with ASTM E488. Where
differences occur, this criteria shall take precedence over
4.4.2 Direction of loading for all tensile testing shall ASTM E488.
be coaxial with the embedded connector.
4.6.1.1 Creep Test Series at Elevated
4.4.3 Test equipment cannot impose pullout or shear- Temperature: Thermocouples shall be embedded a
reaction loadings on the surface or edge of the concrete maximum of 21/2 inches (63 mm) from the surface of the
member within the distance specified in Table 2 of ASTM concrete into which the connectors are installed. The
E488. Equipment used to apply shear loads shall be thermocouples shall be cast-in-place or installed into
designed to minimize frictional resistance, using a surface maximum 1/2-inch-diameter (12.7 mm) holes drilled into
finish specified in Section 6.4.3 of ASTM E488. cured concrete, with the holes sealed in a manner to ensure
4.4.4 Displacement due to shear and tension shall be that temperature readings reflect the concrete temperature.
recorded for each test specimen. The displacement shall be After the anchor curing period, the temperature of the
indicated as a function of load and direction of load specimens shall be increased until the temperature, as
application. The load-displacement curve shall show no fall determined from the thermocouples, is stabilized for at least
or plateau until 150 percent of allowable service load is 24 hours at the minimum elevated temperature of 150ºF ±
reached. Refer to Section 5.5 of ASTM E488 for 3ºF (65.55ºC ± 1.67ºC). A preload not exceeding 5 percent
measurement procedures. of the sustained creep load shall be applied before zeroing
displacement readings. Sustained creep load is defined as
4.4.5 The testing schedule shall comply with Table 4 40 percent of the average ultimate load determined by
of this criteria. Characteristics to be evaluated include Section 4.5 of this criteria. The remainder of the sustained
service conditions, spacing distance and edge distance. creep load shall then be applied. The initial elastic
Edge distance may be established without testing in displacement (additional displacement after the preload)
accordance with Section 3.3.3.3. The following parameters shall be measured within three minutes of application of the
will be established by the load test program as they apply sustained creep load. The concrete specimen temperature
to the connector systems: shall be recorded at maximum one-hour intervals. As an
a. Embedment depth(s). alternative, the concrete specimen temperature can be
recorded at maximum 24-hour intervals, provided the heat
b. Critical edge distance. chamber temperature necessary to maintain the required
c. Minimum edge distance with appropriate load concrete temperature is maintained and is recorded at
reduction factor (optional). maximum one-hour intervals. For a smooth displacement-
versus-time curve, displacements shall be measured at
d. Critical spacing.
least hourly for the first six hours, and daily for the duration
e. Minimum spacing with appropriate load reduction of the test. If the concrete test temperature falls below the
factor (optional). minimum specified temperature (including tolerances) for
4.4.6 The minimum allowable slab thickness shall be over 24 hours, the creep test duration shall be extended to
11/2 times hv, unless other thicknesses are substantiated account for the total period below the minimum specified
with acceptable test data. Section 6.4.1 of ASTM E488 temperature. Creep tests shall continue for a minimum of
specifies minimum test member thickness. Supplemental 42 days. The total displacement at 600 days, which
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ACCEPTANCE CRITERIA FOR FIBER-REINFORCED POLYMER COMPOSITE OR
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includes the initial elastic displacement plus the creep 6.4 Treated Wood: Materials are not permitted in
displacement, is determined for each specimen by contact with preservative-treated and fire-retardant-treated
projecting a logarithmic trendline (determined by calculating wood.
a least-squares fit through the data points, using the
6.5 Special Inspection: Special inspection shall apply
equation y = c * lnx + b), constructed from data from not
to the installation of the connectors. Special inspection shall
less than the last 20 days (minimum of 20 data points) of
conform to Section 1704 of the IBC.
the creep test, forward to 600 days.
4.6.1.2 Conditions of Acceptance: The average 6.6 The connectors may also be used where an
total displacement at 600 days of the creep test series, engineering design is submitted in accordance with Section
described in Section 4.6.1.1 of this criteria, shall be less R301.1.3 of the IRC (Only if evaluation under the IRC is
than the average displacement at ultimate load determined requested).
from Section 4.5 of this criteria or less than 0.15 inch (3.81 6.7 Evaluation Report Conditions of Use:
mm), whichever is less.
6.7.1 Fatigue and Shock Loading: Since an ICC-
4.7 Fire Resistance (Optional):Evaluation of ES acceptance criteria for evaluating data to determine the
connector use in fire-resistive construction shall be performance of connectors subjected to fatigue or shock
evaluated for load resistance during fire exposure. General loading is unavailable at this time, the use of these
guidelines for fire exposure are in ASTM E119, or UL263. connectors under these conditions is beyond the scope of
5.0 QUALITY CONTROL this report.
5.1 The products shall be manufactured under an 6.7.2 Fire-resistance-rated Construction: (This
approved quality control program with inspections by ICC- version applies where acceptable test data is not supplied:)
ES or by a properly accredited inspection agency that has Connectors are not permitted for use in conjunction with
a contractual relationship with ICC-ES. The quality control fire-resistance-rated construction. Exceptions would be:
program shall verify continued connector compliance with • Connectors resist wind loading only
specifications in Section 2.1.
• For other than wind loading, special consideration is
5.2 Quality documentation complying with the ICC-ES
given to fire exposure conditions.
Acceptance Criteria for Quality Documentation (AC10) shall
be submitted (This version applies where acceptable test data is
suppled:)
5.3 A qualifying inspection shall be conducted at each
manufacturing facility when required by the ICC-ES Connectors are qualified for use within ____-hour fire-
Acceptance Criteria for Inspections and Inspection resistance-rated construction when complying with Section
Agencies (AC304). ____ of this report.
6.0 EVALUATION REPORT REQUIREMENTS 6.7.3 Cracked Concrete: Since an ICC-ES
The evaluation report shall include the following: acceptance criteria for evaluating the performance of fiber-
reinforced polymer composite or unreinforced polymer
6.1 Basic information required by Section 2.1 of this connectors in cracked concrete is unavailable at this time,
criteria, including product description, installation the use of the connectors is limited to installation in
procedures, packaging, and identification. uncracked concrete. Cracking occurs when ft > fr due to
6.2 Allowable loads for each connector as determined service loads or deformations.
by Section 3.3 of this criteria. 6.7.4 Seismic or Wind Load: Use of the connectors
6.3 Exposure: Connectors are evaluated for exterior to resist seismic loads is beyond the scope of this report.■
exposure or damp environments.

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ACCEPTANCE CRITERIA FOR FIBER-REINFORCED POLYMER COMPOSITE OR
UNREINFORCED POLYMER CONNECTORS ANCHORED IN CONCRETE (AC320)

TABLE 1—PHYSICAL PROPERTIES

PROPERTY TEST METHOD NUMBER OF SPECIMENS1
Tensile strength ASTM D3039 or D638 20
Flexural properties ASTM D790 20

1
Specimen sets shall exhibit a coefficient of variation (COV) of 6 percent or less. Outliers are subject to further investigation
according to ASTM E178. If the COV exceeds 6 percent, the numbered specimens shall be doubled.

TABLE 2—ENVIRONMENTAL DURABILITY TEST MATRIX

PERCENT
RETENTION OF TENSILE
ENVIRONMENTAL RELEVANT TEST TEST DURATION MINIMUM NUMBER STRENGTH
DURABILITY SPECIFICATIONS CONDITIONS OF
Hours
TEST SPECIMENS
1,000 3,000
100 percent, 1,000 and 3,000
Water resistance ASTM D2247 20 for each duration
100 ± 4ºF hours
Immersion in 90 85
alkali solution 1,000 and 3,000
Alkali resistance ASTM C581 20 for each duration
of pH = 12 at hours
73 ± 3ºF
For SI: 1̊C = 5/9(TºF - 32).

TABLE 3—STRENGTH TEST TIME LIMITATIONS

AGE OF CONCRETE AT BEGINNING OF MAXIMUM TIME BETWEEN COMMENTS
CONNECTOR TEST STRENGTH TESTS
(Test Period)
Less than 21 days 3 days Per Section 3.2.1 for special tests only
21 - 35 days 7 days —
36 - 56 days 14 days —
57 - 90 days 30 days —
More than 90 days — See Section 3.2.3

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ACCEPTANCE CRITERIA FOR FIBER-REINFORCED POLYMER COMPOSITE OR
UNREINFORCED POLYMER CONNECTORS ANCHORED IN CONCRETE (AC320)

TABLE 4—TESTING SCHEDULE

TEST TEST ASTM E488 ICC-ES CONCRETE NUMBER OF TESTS REMARKS3
SERIES CRITERIA ACCEPTANCE COMPRESSIVE All Small Medium Large
NUMBER SECTION CRITERIA STRENGTH1 Diameters
SECTION(S)
Service Conditions (Direction of loading: axial tension)
1 Single connectors 8.4.1 — Min. 5 — — — Mandatory
test
2 Single connectors 8.4.1 — Med. 5 — — — Optional test
3 Single connectors 8.4.1 — Max. 5 — — — Optional test
4 Single connectors, critical edge — 3.3.3 & 4.4 Min. — 5 5 5 Optional test3
distance
5 Single connectors, minimum — 3.3.3 & 4.4 Min. — 5 5 5 Optional test3
edge distance
6 Single connectors, critical edge — 3.3.3 & 4.4 Max. — 5 5 5 Optional test3
distance
7 Single connectors, minimum — 3.3.3 & 4.4 Max. — 5 5 5 Optional test3
edge distance
8 Group of 2 connectors, critical — 3.3.3 & 4.4 Min. — 5 5 5 Optional
spacing test3,5
9 Group of 2 connectors, — 3.3.3 & 4.4 Min. — 5 5 5 Optional test3
minimum spacing distance
10 Group of 4 connectors, — 3.3.3 & 4.4 Min. — 5 5 5 Optional
minimum spacing distance test3,6
11 Group of 4 connectors, — 3.3.3 & 4.4 Min. — 5 5 5 Optional test3
minimum spacing distance
Service Conditions (Direction of loading: shear)
12 Single connectors 8.4.2 — Min. 5 — — — Mandatory
test2
13 Single connectors, critical edge — 3.3.3 & 4.4 Min. — 5 5 5 Optional test3
distance
14 Single connectors, minimum — 3.3.3 & 4.4 Min. — 5 5 5 Optional test3
edge distance
15 Single connectors, critical edge — 3.3.3 & 4.4 Max. — 5 5 5 Optional test3
distance
16 Single connectors, minimum — 3.3.3 & 4.4 Max. — 5 5 5 Optional test3
edge distance
17 Group of 2 connectors, critical — 3.3.3 & 4.4 Min. — — 5 — Optional
spacing test3.7
18 Group of 2 connectors, — 3.3.3 & 4.4 Min. — 5 — Optional test3
minimum spacing distance
Service Conditions (Direction of loading: oblique tension 45 degrees)
19 Single connectors — 3.3.4 Min. 3 — — — Optional test4
20 Single connectors — 3.3.4 Max. 3 — — — Optional test4

1
Where connectors are evaluated at more than one concrete strength level, certain tests shall be repeated at each concrete
strength.
2
Tests for “single connectors, critical edge distance” (No. 13 series) should be run first. If fiber-reinforced reinforced composite
or unreinforced polymer connector failure occurs, then tests for single connectors (No. 12 series) can be deleted.
3
Spacings and edge distances are established by acceptable test results. Where acceptable test results are not available,
spacings and edge distances shall comply with Section 3.3.3.
4
Section 3.3.4 describes scope and evaluation with and without acceptable test results.
5
Average ultimate load obtained in this test shall be at least 90% of 2 times the load obtained in test series #4.
6
Average ultimate load obtained in this test shall be at least 90% of 4 times the load obtained in test series #4.
7
Average ultimate load obtained in this test shall be at least 90% of 2 times the load obtained in test series #13.

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ACCEPTANCE CRITERIA FOR FIBER-REINFORCED POLYMER COMPOSITE OR
UNREINFORCED POLYMER CONNECTORS ANCHORED IN CONCRETE (AC320)

TABLE 5—TENSION CYCLIC LOAD PROGRAM

LOAD LEVEL NUMBER OF CYCLES
Ns 10
Ni 30
Nm 100
where:

Ni = A load midway between Ns and Nm .

Nm = One-fourth the average ultimate tension load, Tref, in concrete of the tested strength.
Ns = The maximum tension test load.

TABLE 6—SHEAR CYCLIC LOAD PROGRAM

LOAD LEVEL NUMBER OF CYCLES
± Vs 10
± Vi 30
± Vm 100
where:

Vi = A load midway between Vs and Vm .

Vm = One-fourth the average ultimate shear load, Vref, in concrete of the tested strength.
Vs = The maximum shear test load.

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ACCEPTANCE CRITERIA FOR FIBER-REINFORCED POLYMER COMPOSITE OR
UNREINFORCED POLYMER CONNECTORS ANCHORED IN CONCRETE (AC320)

FIGURE 1—SEISMIC TENSION CYCLE

FIGURE 2—SEISMIC SHEAR CYCLE

FIGURE 3—APPROXIMATION OF ALTERNATIVE SHEAR LOADING

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