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SUBMITTED TO:

SUBMITTED PRODUCT:

SPECIFIED PRODUCT:

SECTION: PAGE: PARAGRAPH: DETAIL/SHEET NO.:

DESCRIPTION OF APPLICATION:

PRODUCT INFORMATION:

TO: SUBMITTAL DATE:

COMPANY NAME:

PROJECT:

This submittal package contains the product data sheet, installation instructions and safety data sheet needed for evaluation of this submittal request

SUBMITTED BY:NAME: SIGNATURE:

COMPANY NAME:

ADDRESS:

PHONE: EMAIL:

FAX: DATE:

FOR ARCHITECT/ENGINEER USE:APPROVED: APPROVED AS NOTED: NOT APPROVED:

BRIEF EXPLANATION, IF NOT APPROVED:

BY: DATE:

REMARKS:

Adhesives Technology Corp. ▪ Florida, USA ▪ (800) 892-1880 ▪ www.atcepoxy.com

ULTRABOND 365CC

A Subsidiary of

0

000

Most Widely Accepted and Trusted

ICC‐ES Evaluation Report ESR‐3770Reissued 04/2018

This report is subject to renewal 04/2019.ICC‐ES | (800) 423‐6587 | (562) 699‐0543 | www.icc‐es.org

ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report.

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

“2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence”

DIVISION: 03 00 00—CONCRETE

SECTION: 03 16 00—CONCRETE ANCHORS

DIVISION: 05 00 00—METALS

SECTION: 05 05 19—POST‐INSTALLED CONCRETE ANCHORS

REPORT HOLDER:

ADHESIVES TECHNOLOGY CORPORATION (ATC)

450 EAST COPANS ROAD POMPANO BEACH, FLORIDA 33064

EVALUATION SUBJECT:

ADHESIVES TECHNOLOGY CORPORATION (ATC) ULTRABOND® 365CC ADHESIVE

ANCHORING SYSTEM FOR CRACKED AND UNCRACKED CONCRETE


Copyright © 2018 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 28

ICC-ES Evaluation Report ESR-3770 Reissued April 2018 This report is subject to renewal April 2019.

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

DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: ADHESIVES TECHNOLOGY CORPORATION (ATC) 450 EAST COPANS ROAD POMPANO BEACH, FLORIDA 33064 (954) 461-2300 http://www.atcepoxy.com EVALUATION SUBJECT: ADHESIVES TECHNOLOGY CORPORATION (ATC) ULTRABOND® 365CC ADHESIVE ANCHORING SYSTEM FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE

Compliance with the following codes:

2015, 2012, 2009, and 2006 International Building Code® (IBC)

2015, 2012, 2009, and 2006 International Residential Code® (IRC)

Property evaluated:

Structural

2.0 USES

Adhesive anchors installed using the ATC ULTRABOND 365CC Adhesive Anchoring System for cracked and uncracked concrete consist of the cartridge system and a steel anchor element. The adhesive anchors using the cartridge system are used as anchorage to resist static, wind and earthquake (IBC Seismic Design Categories A through F) tension and shear loads when installed in cracked and uncracked normal-weight concrete with 3/8" through 11/4" fractional diameter and M10 through M30 metric diameter steel threaded rods and #3 through #10 fractional and ø10 through ø32 metric diameter steel reinforcing bars. The M8 and ø8 metric diameter steel threaded rods and reinforcing bars, respectively, are used to resist static, wind and earthquake (IBC Seismic Design Categories A and B only) tension and shear loads in cracked and uncracked normal-weight concrete.

Use is limited to normal-weight concrete with a specified compressive strength, f'c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa).

The adhesive anchors comply with requirements for the anchors as described in Section 1901.3 of the 2015 IBC, Section 1909 of the 2012 IBC and is an alternative to cast-in-place and post-installed anchors described in Section 1908 of the 2012 IBC, and Sections 1911 and 1912 of the 2009 and 2006 IBC. The anchor system may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC.

3.0 DESCRIPTION

3.1 General:

The ATC ULTRABOND 365CC Adhesive Anchoring System is a two-component, all weather, structural adhesive that may only be used with stud-type threaded rods and deformed reinforcing bars (rebars) installed in normal-weight concrete as described in Tables 2, 3 and 4 of this report. The primary components of the ATC ULTRABOND 365CC Adhesive Anchoring System are shown in Figures 2 and 4 of this report and described below:

Adhesive packaged in cartridges : ATC ULTRABOND 365CC, 13 oz. (390 ml), 20 oz. (585 ml) & 51 oz. (1,500 ml)

Adhesive mixing and dispensing equipment

Equipment for hole cleaning and adhesive injection

An anchor element (continuously threaded steel rod or a deformed steel reinforcing bar)

Installation information and parameters are shown in Figure 3 and Tables 17, 18, 19, 20, 22, 23 and 24 of this report.

The manufacturer’s printed installation instructions (MPII), as included in the product’s Technical Data Sheet (TDS) is described in Figure 5 of this report. The MPII is included on each adhesive unit package.

3.2 Materials:

3.2.1 Adhesive: The ULTRABOND 365CC is an injectable, hybrid adhesive available in 13 oz. (390 ml), 20 oz. (585 ml) & 51 oz. (1,500 ml) cartridges. The two components are kept separate in a dual-chambered cartridge. The two components combine and react when dispensed through a static mixing nozzle attached to the cartridge manifold. The adhesive components are mixed to a 3:1 ratio, by volume, using nozzles which are supplied by Adhesives Technology Corporation. The shelf life, as indicated by the “Use By” date stamped on the cartridge, corresponds to an unopened cartridge stored in a dry, dark

ESR-3770 | Most Widely Accepted and Trusted Page 2 of 28

environment. Storage temperature of the adhesive is 41°F to 77°F (5°C to 25°C).

3.2.2 Hole Cleaning Equipment and Installation Accessories: Hole cleaning equipment comprised of steel wire brushes supplied by ATC and air nozzles must be used in accordance with Tables 22 and 23 of this report. Installation accessories include mixing nozzles, extension tubes, injection plugs, and retention wedges,

3.2.3 Dispensing Tools: ULTRABOND 365CC adhesive must be dispensed with manual or pneumatic dispensing tools provided by ATC, as described in Table 21 of this report.

3.2.4 Steel Anchor Elements:

3.2.4.1 Standard Threaded Steel Rods: Threaded steel rods must be clean, continuously threaded rods (all-thread) in diameters as described in Tables 5, 11, 17 and 19 of this report. Steel design information for common grades of threaded rod and associated nuts are provided in Tables 2, 3, 5, 11, 17 and 19 of this report. Carbon steel threaded rods are furnished with a 0.0002-inch-thick (5 µm) zinc electroplated coating in accordance with ASTM B633 SC 1, or must be hot-dipped galvanized in accordance with ASTM A153, Class C or D.

The stainless steel threaded rods must comply with Table 3 of this report. Steel grades and types of material (carbon and stainless) for the washers and nuts must match the threaded rods. Threaded steel rods must be straight and free of indentations or other defects along their length. The end may be stamped with identifying marks and the embedded end may be blunt cut or cut on the bias (chisel point).

3.2.4.2 Steel Reinforcing bars: Steel reinforcing bars are deformed reinforcing bars as described in Table 4 of this report. Tables 8, 14, 18 and 20 summarize reinforcing bar size ranges. The embedded portions of reinforcing bars must be straight, and free of mill scale, rust, mud, oil and other coatings that impair the bond with the adhesive. Reinforcing bars must not be bent after installation, except as set forth in ACI 318-14 Section 26.6.3.1 (b) or ACI 318-11 Section 7.3.2, as applicable, with the additional condition that the bars must be bent cold, and heating of reinforcing bars to facilitate field bending is not permitted.

3.2.4.3 Ductility of Anchor Elements: In accordance with ACI 318-14 2.3 or ACI 318-11 D.1, as applicable, in order for a steel element to be considered ductile, the tested elongation must be at least 14 percent and reduction of area must be at least 30 percent. Steel elements with a tested elongation of less than 14 percent or a reduction of area of less than 30 percent, or both, are considered brittle. Values for various steel materials are provided in Tables 2, 3 and 4 of this report. Where values are nonconforming or unstated, the steel must be considered brittle. The steel threaded rods described in Section 3.2.4.1 are considered ductile.

3.3 Concrete:

Normal-weight concrete must comply with Sections 1903 and 1905 of the IBC. The specified compressive strength of the concrete must be from 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa).

4.0 DESIGN AND INSTALLATION

4.1 Strength Design:

4.1.1 General: The design strength of adhesive anchors under the 2015 IBC, as well as the 2015 IRC, must be determined in accordance with ACI 318-14 and this report. The design strength of adhesive anchors under the 2012, 2009 and 2006 IBC, as well as the 2012, 2009 and 2006

IRC must be determined in accordance with ACI 318-11 and this report.

The strength design of adhesive anchors must comply with ACI 318-14 17.3.1 or 318-11 D.4.1, as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. An index for the design strengths is provided in Table1.

Design parameters are provided in Tables 5 through 16 of this report. Strength reduction factors, , as described in ACI 318-14 17.3.3 or ACI 318-11 D.4.3 must be used for load combinations calculated in accordance with Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable.

Strength reduction factors, , as described in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with ACI 318-11 Appendix C.

4.1.2 Static Steel Strength in Tension: The nominal steel strength of a single anchor in tension, Nsa, shall be calculated in accordance with ACI 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable, and the associated strength reduction factors, , in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable are given in Tables 5, 8, 11 and 14 of this report for the anchor element types included in this report as outlined in Table 1.

4.1.3 Static Concrete Breakout Strength in Tension: The nominal static concrete breakout strength in tension of a single anchor or group of anchors, Ncb or Ncbg, must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, with the following addition:

The basic concrete breakout strength of a single anchor in tension, Nb, must be calculated in accordance with ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable, using the values of kc,cr, and kc,uncr as described in the tables of this report. Where analysis indicates no cracking in accordance with ACI 318-1417.4.2.6 or ACI 318-11 D.5.2.6, as applicable, Nb must be calculated using kc,uncr and Ψc,N = 1.0. See Table 1. For anchors in lightweight concrete see ACI 318-14 17.2.6 or ACI 318-11 D.3.6, as applicable. The value of f′c used for calculation must be limited to 8,000 psi (55 MPa) in accordance with ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable. Additional information for the determination of nominal bond strength in tension is given in Section 4.1.4 of this report.

4.1.4 Static Bond Strength in Tension: The nominal static bond strength of a single adhesive anchor or group of adhesive anchors in tension, Na or Nag, must be calculated in accordance with ACI 318-14 17.4.5 or ACI 318-11 D.5.5, as applicable. Bond strength values are a function of the adhesive system, concrete compressive strength, whether the concrete is cracked or uncracked, the concrete temperature range, and the installation conditions (dry and water-saturated concrete). The resulting characteristic bond strength shall be multiplied by the associated strength reduction factor nn, as follows:

CONCRETE TYPE

PERMISSIBLE INSTALLATION CONDITIONS

BOND STRENGTH

ASSOCIATED STRENGTH REDUCTION

FACTOR

Uncracked Dry uncr d

Water-saturated uncr ws

Cracked Dry cr d

Water-saturated cr ws


Figure 1 of this report presents the bond strength design selection flowchart. Strength reduction factors for determination of the bond strength are given in Tables 7, 10, 13 and 16 of this report. See Table 1. Adjustments to the bond strength may also be taken for increased concrete compressive strength as noted in the footnotes to the corresponding tables.

4.1.5 Static Steel Strength in Shear: The nominal static strength of a single anchor in shear as governed by the steel, Vsa, in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, and the strength reduction factor, , in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, are given in Tables 5, 8, 11 and 14 for the anchor element types included in this report. See Table 1.

4.1.6 Static Concrete Breakout Strength in Shear: The nominal static concrete breakout strength of a single anchor or group of anchors in shear, Vcb, or Vcbg, must be calculated in accordance with ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, based on information given in Tables 6, 9, 12 and 15 of this report. See Table 1. The basic concrete breakout strength of a single anchor in shear, Vb, must be calculated in accordance with ACI 318-14 17.5.5.2 or ACI 318-11 D.6.2.2, as applicable, using the values of d given in Tables 6, 9, 12 and 15 for the corresponding anchor steel in lieu of da (2015, 2012 and 2009 IBC) and do (2006 IBC). In addition, hef must be substituted for ℓe. In no case shall ℓe exceed 8d. The value of f'c shall be limited to a maximum of 8,000 psi (55 MPa) in accordance with ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable.

4.1.7 Static Concrete Pryout Strength in Shear: The nominal static pryout strength of a single anchor or group of anchors in shear, Vcp or Vcpg, shall be calculated in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable.

4.1.8 Interaction of Tensile and Shear Forces: For designs that include combined tension and shear, the interaction of tension and shear must be calculated in accordance with ACI 318-14 17.6 or ACI 318-11 D.7, as applicable.

4.1.9 Minimum Member Thickness, hmin, Anchor Spacing, smin, and Edge Distance, cmin: In lieu of ACI 318-14 17.7.1 and 17.7.3 or ACI 318-11 D.8.1 and D.8.3, as applicable, values of smin and cmin described in this report (Tables 6, 9, 12 and 15) must be observed for anchor design and installation. The minimum member thickness, hmin, described in this report (Tables 6, 9, 12 and 15) must be observed for anchor design and installation. For adhesive anchors that will remain untorqued, ACI 318-14 17.7.4 or ACI 318-11 D.8.4, as applicable, applies.

4.1.10 Critical Edge Distance cac and ψcp,Na: The modification factor ψcp,Na, must be determined in accordance with ACI 318-14 17.4.5.5 or ACI 318-11 D.5.5.5, as applicable, except as noted below:

For all cases where cNa/cac<1.0, ψcp,Na determined from ACI 318-14 Eq. 17.4.5.5b or ACI 318-11 Eq. D-27, as applicable, need not be taken less than cNa/cac. For all other cases, ψcp,Na shall be taken as 1.0.

The critical edge distance, cac must be calculated according to Eq. 17.4.5.5c for ACI 318-14 or Eq. D-27a for ACI 318-11, in lieu of ACI 318-14 17.7.6 or ACI 318-11 D.8.6, as applicable.

cac=hef∙k, uncr

1160

0.4∙ 3.1 - 0.7

h

hef

(Eq. 17.4.5.5c for ACI 318-14 or Eq. D-27a for ACI 318-11)

where

h

hefneed not be taken as larger than 2.4; and

k,uncr = the characteristic bond strength stated in the tables of this report whereby k,uncr need not be taken as larger than:

, ∙ Eq. (4-1)

4.1.11 Design Strength in Seismic Design Categories C, D, E and F: In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC, design anchors in accordance with ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable, except as described below.

The nominal steel shear strength, Vsa, must be adjusted by αV,seis as given in Tables 5, 8, 11 and 14 for the anchor element types included in this report. The nominal bond strength k,cr must be adjusted by αN,seis as noted in Tables 7, 10, 13 and 16 of this report.

As an exception to ACI 318-11 D.3.3.4.2: Anchors designed to resist wall out-of-plane forces with design strengths equal to or greater than the force determined in accordance with ASCE 7 Equation 12.11-1 or 12.14-10 shall be deemed to satisfy ACI 318-11 D.3.3.4.3(d).

Under ACI 318-11 D.3.3.4.3(d), in lieu of requiring the anchor design tensile strength to satisfy the tensile strength requirements of ACI 318-11 D.4.1.1, the anchor design tensile strength shall be calculated from ACI 318-11 D.3.3.4.4.

The following exceptions apply to ACI 318-11 D.3.3.5.2:

1. For the calculation of the in-plane shear strength of anchor bolts attaching wood sill plates of bearing or non-bearing walls of light-frame wood structures to foundations or foundation stem walls, the in-plane shear strength in accordance with ACI 318-11 D.6.2 and D.6.3 need not be computed and ACI 318-11 D.3.3.5.3 need not apply provided all of the following are satisfied:

1.1. The allowable in-plane shear strength of the anchor is determined in accordance with AF&PA NDS Table 11E for lateral design values parallel to grain.

1.2. The maximum anchor nominal diameter is 5/8 inch (16 mm).

1.3. Anchor bolts are embedded into concrete a minimum of 7 inches (178 mm).

1.4. Anchor bolts are located a minimum of 13/4 inches (45 mm) from the edge of the concrete parallel to the length of the wood sill plate.

1.5. Anchor bolts are located a minimum of 15 anchor diameters from the edge of the concrete perpendicular to the length of the wood sill plate.

1.6. The sill plate is 2-inch or 3-inch nominal thickness.

2. For the calculation of the in-plane shear strength of anchor bolts attaching cold-formed steel track of bearing or non-bearing walls of light-frame construction to foundations or foundation stem walls, the in-plane shear strength in accordance with ACI 318-11 D.6.2 and D.6.3 need not be computed and ACI 318-11 D.3.3.5.3 need not apply provided all of the following are satisfied:

2.1. The maximum anchor nominal diameter is 5/8 inch (16 mm).


2.2. Anchors are embedded into concrete a minimum of 7 inches (178 mm).

2.3. Anchors are located a minimum of 13/4 inches (45 mm) from the edge of the concrete parallel to the length of the track.

2.4. Anchors are located a minimum of 15 anchor diameters from the edge of the concrete perpendicular to the length of the track.

2.5. The track is 33 to 68 mil designation thickness.

Allowable in-plane shear strength of exempt anchors, parallel to the edge of concrete shall be permitted to be determined in accordance with AISI S100 Section E3.3.1.

3. In light-frame construction, bearing or nonbearing walls, shear strength of concrete anchors less than or equal to 1 inch [25 mm] in diameter attaching a sill plate or track to foundation or foundation stem wall need not satisfy ACI 318-11 D.3.3.5.3(a) through (c) when the design strength of the anchors is determined in accordance with ACI 318-11 D.6.2.1(c).

4.2 Installation:

Installation parameters are illustrated in Figures 3 through 5 of this report. Installation must be in accordance with ACI 318-14 17.8.1 and 17.8.2 or ACI 318-11 D.9.1 and D.9.2, as applicable. Adhesive anchor locations must comply with this report and the plans and specifications approved by the code official. Installation of the ATC ULTRABOND 365CC Adhesive Anchor System must conform to the manufacturer’s printed installation instructions (MPII), as included in the product’s Technical Data Sheet (TDS) as described in Figure 5 of this report. The MPII is included on each adhesive unit package.

The adhesive anchoring system may be used for upwardly inclined orientation applications (e.g. overhead). Upwardly inclined, horizontal, and drill depths deeper than 6 inches (150 mm) are to be installed using injection plugs in accordance with the MPII as shown in Figure 5 of this report. The injection plug corresponding to the hole diameter must be attached to the extension tubing and nozzle supplied by Adhesives Technology Corporation.

Installation of anchors in horizontal or upwardly inclined (overhead) orientations shall be fully restrained from movement throughout the specified curing period through the use of temporary retention wedges, external supports or other methods. Where temporary restraint devices are used, their use shall not result in impairment of the anchor shear resistance.

4.3 Special Inspection:

Periodic special inspection must be performed where required in accordance with Sections 1705.1.1 and Table 1705.3 of the 2015 or 2012 IBC, Table 1704.4 and Section 1704.15 of the 2009 IBC, or Section 1704.13 of the 2006 IBC and this report. The special inspector must be on the jobsite initially during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, adhesive identification and expiration date, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete thickness, anchor embedment, tightening torque and adherence to the manufacturer’s published installation instructions.

The special inspector must verify the initial installations of each type and size of adhesive anchor by construction personnel on site. Subsequent installations of the same anchor type and size by the same construction personnel

are permitted to be performed in the absence of the special inspector. Any change in the anchor product being installed or the personnel performing the installation requires an initial inspection. For ongoing installations over an extended period, the special inspector must make regular inspections to confirm correct handling and installation of the product.

Continuous special inspection of adhesive anchors installed in horizontal or upwardly inclined orientations to resist sustained tension loads shall be performed in accordance with ACI 318-14 17.8.2.4, 26.7.1(h) and 26.13.3.2(c) or ACI 318-11 D.9.2.4, as applicable.

Under the IBC, additional requirements as set forth in Sections 1705, 1706, or 1707 must be observed, where applicable.

5.0 CONDITIONS OF USE

The ATC ULTRABOND 365CC Adhesive Anchoring System described in this report is a suitable alternative to what is specified in the codes listed in Section 1.0 of this report, subject to the following conditions:

5.1 ULTRABOND 365CC adhesive anchors must be installed in accordance with this report and the manufacturer’s printed installation instructions included in the adhesive packaging as detailed in Table 24 and Figure 5 of this report.

5.2 The anchors must be installed in cracked or uncracked normal-weight concrete having a specified compressive strength f′c = 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa).

5.3 The values of f′c used for calculation purposes must not exceed 8,000 psi (55 MPa).

5.4 Anchors must be installed in concrete base materials in holes predrilled in accordance with the instructions provided in Tables 17, 18, 19 and 20 and Figure 5 of this report.

5.5 Loads applied to the anchors must be adjusted in accordance with Section 1605.2 of the IBC for strength design.

5.6 ULTRABOND 365CC adhesive anchors are recognized for use to resist short- and long-term loads, including wind and earthquake loads, subject to the conditions of this report.

5.7 In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC, anchor strength must be adjusted in accordance with Section 4.1.11 of this report.

5.8 ATC ULTRABOND 365CC adhesive anchors are permitted to be installed in concrete that is cracked or that may be expected to crack during the service life of the anchor, subject to the conditions of this report.

5.9 Strength design values are established in accordance with Section 4.1 of this report.

5.10 Minimum anchor spacing and edge distance, as well as minimum member thickness, must comply with the values given in this report.

5.11 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed.

5.12 The ULTRABOND 365CC Adhesive Anchoring System is not permitted to support fire-resistive construction. Where not otherwise prohibited by the


code, the ULTRABOND 365CC Adhesive Anchoring System is permitted for installation in fire-resistive construction provided that at least one of the following conditions is fulfilled:

Anchors are used to resist wind or seismic forces only.

Anchors that support gravity load–bearing structural elements are within a fire-resistive envelope or a fire-resistive membrane, are protected by approved fire-resistive materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards.

Anchors are used to support nonstructural elements.

5.13 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of adhesive anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report.

5.14 Use of zinc-plated carbon steel threaded rods or steel reinforcing bars is limited to dry, interior locations.

5.15 Use of hot-dipped galvanized carbon steel and stainless steel rods is permitted for exterior exposure or damp environments.

5.16 Steel anchoring materials in contact with preservative-treated and fire-retardant-treated wood must be of zinc-coated carbon steel or stainless steel. The minimum coating weights for zinc-coated steel must comply with ASTM A153.

5.17 Periodic special inspection must be provided in accordance with Section 4.3 of this report. Continuous special inspection for anchors installed in

horizontal or upwardly inclined orientations to resist sustained tension loads must be provided in accordance with Section 4.3 of this report.

5.18 Installation of anchors in horizontal or upwardly inclined orientations to resist sustained tension loads shall be performed by personnel certified by an applicable certification program in accordance with ACI 318-14 17.8.2.2 or 17.8.2.3, or ACI 318-11 D.9.2.2 or D.9.2.3, as applicable.

5.19 Anchors may be used for installations where the concrete temperature can vary from 40°F (5°C) to 80°F (27°C) within a 12-hour period. Such applications may include but are not limited to anchorage of building facade systems and other applications subject to direct sun exposure.

5.20 ULTRABOND 365CC anchoring system is manufactured under a quality-control program with inspections by ICC-ES.

6.0 EVIDENCE SUBMITTED

Data in accordance with the ICC-ES Acceptance Criteria for Post-Installed Adhesive Anchors in Concrete Elements AC308, dated October 2017.

7.0 IDENTIFICATION

7.1 ATC ULTRABOND 365CC adhesive is identified by packaging labeled with the company’s name (Adhesives Technology Corp.) and address, product name, lot number, expiration date, and the evaluation report number (ESR-3770).

7.2 Threaded rods, nuts, washers and deformed reinforcing bars are standard elements and must conform to applicable national or international specifications as set forth in Tables 2, 3, 4, 5 and 11 of this report.

FIGURE 1—FLOWCHART: STRENGTH REDUCTION FACTORS FOR DETERMINATION OF

THE DESIGN BOND STRENGTH WITH ULTRABOND 365CC

Cracked Concrete Uncracked Concrete

Hammer Drilled Hammer Drilled

Dry

(D)

Water Satured

(WS)

d ws

k,cr

Dry

(D)

d ws

k,uncr

Inst

alla

tion

cond

ition

Water Satured

(WS)


TABLE 1—DESIGN TABLE INDEX

Design Strength1 Threaded Rod Reinforcing Bar (Rebar)

Fractional Metric Fractional Metric

Steel Nsa, Vsa Table 5 Table 11 Table 8 Table 14

Concrete Ncb, Ncbg, Vcb, Vcbg, Vcp, Vcpg Table 6 Table 12 Table 9 Table 15

Bond2 Na, Nag Table 7 Table 13 Table 10 Table 16

Bond reduction factors

d, ws, wf, Table 7 Table 13 Table 10 Table 16

1Design strengths are as set forth in ACI 318-14 17.3.1.1 or ACI 318-11 D.4.1.1, as applicable. 2See Section 4.1 of this report for bond strength information.

TABLE 2—SPECIFICATIONS AND PHYSICAL PROPERTIES OF CARBON STEEL THREADED ROD MATERIALS1

CARBON STEEL

THREADED ROD SPECIFICATION

Minimum specified ultimate

strength (futa)

Minimum specified yield strength 0.2%

offset (fya)

futa/fya

Elongation, min.

(percent)7

Reduction of Area, min. (percent)

Specificationfor nuts8

ASTM A364 and F15545 Grade 36 psi 58,000 36,000

1.61 23 40 ASTM A194 / A563 Grade A

(MPa) (400) (248)

ASTM F15545 Grade 55 psi 75,000 55,000

1.36 23 40 (MPa) (517) (380)

ASTM F568M3 Class 5.8 (equivalent to ISO 898-12 Class 5.8)

psi 72,519 58,015

1.25 10 35

ASTM A563 Grade DH DIN 934 Grade 6 (8-A2K)

(MPa) (500) (400)

ASTM A1936 Grade B7 ≤ 21/2 in. (≤64mm)

psi 125,000 105,000 1.19 16 50

ASTM A194 / A563 Grade

DH

(MPa) (862) (724)

ASTM F15545 Grade 105 psi 125,000 105,000

1.19 15 45 (MPa) (862) (724)

ISO 898-12 Class 5.8 MPa 500 400

1.25 ---- ---- DIN 934 Grade 6 (psi) (72,519) (58,015)

ISO 898-12 Class 8.8 MPa 800 640

1.25 12 52 DIN 934 Grade8 (psi) (116,030) (92,824)

1ULTRABOND 365CC must be used with continuously threaded carbon steel rod (all-thread) that have thread characteristics comparable with ANSI B1.1 UNC Coarse Thread Series or ANSI B1.13M M Profile Metric Thread Series. 2Mechanical properties of fasteners made of carbon steel and alloy steel – Part 1: Bolts, screws and studs. 3Standard Specification for Carbon and Alloy Steel Externally Threaded Metric Fasteners. 4Standard Specification for Carbon Structural Steel. 5Standard Specification for Anchor Bolts, Steel, 36, 55 and 105 ksi Yield Strength. 6Standard Specification for Alloy Steel and Stainless Steel Bolting Materials for High Temperature Service. 7Based on 2-in. (50 mm) gauge length except ISO 898, which is based on 5d.

8Nuts of other grades and styles having specified proof load stresses greater than the specified grade and style are also suitable. Nuts must have specified proof load stresses equal or greater than the minimum tensile strength of the specific threaded rods. Material types of the nuts and washers must be matched to the threaded rods.


TABLE 3—SPECIFICATIONS AND PHYSICAL PROPERTIES OF STAINLESS STEEL THREADED ROD MATERIALS1

STAINLESS STEEL

THREADED ROD SPECIFICATION

Minimum specified ultimate

strength (futa)

Minimum specified yield strength 0.2%

offset (fya)

futa/fya

Elongation, min.

(percent) 5

Reduction of Area, min. (percent)

Specificationfor nuts6

ASTM F5933 CW1 (316) 1/4 to 5/8 in.

psi 100,000 65,000 1.54 20 ---- ASTM F594

Alloy group 1, 2, 3

(MPa) (689) (448)

ASTM F5933 CW2 (316) 3/4 to 11/2 in.

psi 85,000 45,000 1.89 25 ----

(MPa) (586) (310)

ASTM A1934 Grade B8/B8M, Class 1

psi 75,000 30,000 2.50 30 50 ASTM F594

Alloy Group 1, 2 or 3

(MPa) (517) (207)

ASTM A1934 Grade B8/B8M, Class 2B

psi 95,000 75,000 1.27 25 40

(MPa) (655) (517)

ISO 3506-12 A4-80 M8-M30

MPa 800 600 1.34 12 ----

ISO 4032

(psi) (116,000) (87,000)

ISO 3056-12 A4-70 M8-M30

MPa 700 450 1.56 16 ----

(psi) (101,500) (65,250)

ISO 3506-12 stainless C-80 M8-M30

MPa 800 600 1.34 12 -----

ISO 4032 (psi) (116,000) (87,000)

ISO 3506-12 stainless C-70 M8-M30

MPa 700 450 1.56 16 -----

(psi) (101,500) (65,250) 1ULTRABOND 365CC may be used with continuously threaded stainless steel rod (all-thread) with thread characteristics comparable with ANSI B1.1 UNC Coarse Thread Series or ANSI B1.13M M Profile Metric Thread Series. 2Mechanical properties of corrosion resistant stainless steel fasteners – Part 1: Bolts, screws and studs 3Standard Steel Specification for Stainless Steel Bolts, Hex Cap Screws and Studs.

4Standard Specification for Alloy Steel and Stainless Steel Bolting Materials for High Temperature Service. 5Based on 2-in. (50 mm) gauge length except ISO 898, which is based on 5d. 6Nuts of other grades and styles having specified proof load stresses greater than the specified grade and style are also suitable. Nuts must have specified proof load stresses equal or greater than the minimum tensile strength of the specific threaded rods. Material types of the nuts and washers must be matched to the threaded rods.

TABLE 4—SPECIFICATIONS AND PHYSICAL PROPERTIES OF STEEL REINFORCING BARS1

REINFORCING BAR SPECIFICATION

Minimum specified ultimate strength (futa)

Minimum specified yield strength (fya)

ASTM A6152, ASTM A7673 Grade 40 psi 60,000 40,000

(MPa) (414) (276)


(MPa) (620) (420)


(MPa) (550) (414)

DIN 488 BSt 5001 MPa 550 500

(psi) (79,750) (72,500) 1Reinforcing steel; reinforcing steel bars; dimensions and masses. 2Standard Specification for Deformed and Plain Carbon Steel Bars for Concrete Reinforcement. 3Standard Specification for Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement. 4Billet Steel Bars for Concrete Reinforcement.


TABLE 5—STEEL DESIGN INFORMATION FOR FRACTIONAL THREADED ROD1

DESIGN INFORMATION Symbol Units Nominal rod diameter (in.)

3/8" 1/2" 5/8" 3/4" 7/8" 1" 11/8" 11/4"

Threaded rod outside diameter d in. 0.375 0.500 0.625 0.750 0.875 1.000 1.125 1.250

(mm) (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) (28.6) (31.8)

Threaded rod effective cross-sectional area

Ase in². 0.0775 0.1419 0.2260 0.3345 0.4617 0.6057 0.7626 0.9691

(mm²) (50) (92) (146) (216) (298) (391) (492) (625)

AS

TM

F56

8M C

lass

5.8

IS

O 8

98-1

Cla

ss 5

.8 Nominal strength as

governed by steel strength

Nsa lb 5,620 10,290 16,385 24,250 33,475 43,915 55,301 70,260

(kN) (25.0) (45.8) (72.9) (107.9) (148.9) (195.3) (246.0) (312.5)

Vsa lb 3,370 6,170 9,830 14,550 20,085 26,350 33,180 42,160

(kN) (15.0) (27.5) (43.7) (64.7) (89.3) (117.2) (147.6) (187.5)

Reduction for seismic shear

V,seis

---- 0.80 0.60

Strength reduction factor

for tension2 ---- 0.65


for shear2 ---- 0.60

AS

TM

A36

Gra

de

36

F15

54 G

rad

e 36

Nominal strength as governed by steel strength

Nsa lb 4,496 8,273 13,128 19,423 26,796 35,159 44,241 56,200

(kN) (20.0) (36.8) (58.4) (86.4) (119.2) (156.4) (196.8) (250.0)

Vsa lb 2,698 4,964 7,877 11,654 16,078 21,095 26,544 33,720

(kN) (12.0) (22.1) (35.0) (51.8) (71.5) (93.8) (118.1) (150.0)


V,seis

---- 0.80 0.60





F15

54 G

rad

e 55


Nsa lb 5,811 10,692 16,968 25,104 34,634 45,443 57,181 72,639

(kN) (25.9) (47.6) (75.5) (111.7) (154.1) (202.1) (254.4) (323.1)

Vsa lb 3,487 6,415 10,181 15,062 20,780 27,266 34,309 43,583

(kN) (15.5) (28.5) (45.3) (67.0) (92.4) (121.3) (152.6) (193.9)


V,seis

---- 0.80 0.60





AS

TM

A19

3 B

7

AS

TM

F15

54 G

rade

105


Nsa lb 9,690 17,740 28,250 41,810 57,710 75,710 95,117 121,135

(kN) (43.1) (78.9) (125.7) (186.0) (256.7) (336.8) (423.1) (538.8)

Vsa lb 5,810 10,640 16,950 25,085 34,625 45,425 57,070 72,680

(kN) (25.9) (47.3) (75.4) (111.6) (154.0) (202.1) (253.8) (323.3)


V,seis

---- 0.80 0.60






TABLE 5—STEEL DESIGN INFORMATION FOR FRACTIONAL THREADED ROD1 (Continued)

For SI: 1 inch = 25.4 mm, 1lbf = 4.448 N, 1 psi = 0.006897 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf, 1MPa = 145.0 psi. 1Values provided for common rod material types are based on specified strength and calculated in accordance with ACI 318-14 Eq. 17.4.1.2 and Eq. 17.5.1.2b or ACI 318-11 Eq. D-2 and Eq. D-29, as applicable. Nuts and washers must be appropriated for the rod strength and type. 2For use with load combinations found in Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, as set forth in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318-11 D4.4. Values correspond to a brittle steel element. 3For use with load combinations found in Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, as set forth in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318-11 D4.4. Values correspond to a ductile steel element.


3/8" 1/2" 5/8" 3/4" 7/8" 1" 11/8" 11/4"

Threaded rod outside diameter d in. 0.375 0.500 0.625 0.750 0.875 1.000 1.125 1.250

(mm) (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) (28.6) (31.8)


Ase in². 0.0775 0.1419 0.2260 0.3345 0.4617 0.6057 0.7626 0.9691

(mm²) (50) (92) (146) (216) (298) (391) (492) (625)

AS

TM

A19

3 G

rade

B8/

B8M

C

lass

1 S

tain

less


Nsa lb 4,420 8,090 12,880 19,065 26,315 34,525 43,470 55,240

(kN) (19.7) (36.0) (57.3) (84.8) (117.1) (153.6) (193.4) (245.7)

Vsa lb 2,650 4,855 7,730 11,440 15,790 20,715 26080 33,145

(kN) (11.8) (21.6) (34.4) (50.9) (70.2) (92.1) (116.0) (147.4)


V,seis ---- 0.80 0.60





AS

TM

A19

3 G

rade

B8/

B8M

C

lass

2B

Sta

inle

ss


Nsa lb 7,362 13,546 21,498 31,805 43,879 57,572 72,444 92,028

(kN) (32.8) (60.3) 95.6 141.5 195.2 256.1 322.3 409.4

Vsa lb 4,417 8,128 12,899 19,083 26,327 34,543 43,466 55,217

(kN) (19.7) (36.2) 57.4 84.9 117.1 153.7 193.4 245.6


V,seis ---- 0.80 0.60





AS

TM

F59

3 C

W S

tain

less


Nsa lb 7,740 14,175 22,580 28,420 39,230 51,470 65,255 82,350

(kN) (34.4) (63.1) (100.4) (126.4) (174.5) (228.9) (290.3) (366.3)

Vsa lb 4,645 8,505 13,550 17,055 23,540 30,880 39,153 49,410

(kN) (20.7) (37.8) (60.3) (75.9) (104.7) (137.4) (174.2 (219.8)


V,seis ---- 0.80 0.60






TABLE 6—CONCRETE BREAKOUT DESIGN INFORMATION FOR FRACTIONAL THREADED ROD1


3/8"1/2"

5/8"3/4"

7/8" 1" 11/8" 11/4"

Minimum embedment depth hef,min in. 2.36 2.76 3.11 3.50 3.50 4.02 4.49 5.00

(mm) (60) (70) (79) (89) (89) (102) (114) (127)

Maximum embedment depth hef,max in. 7.52 10.00 12.52 15.00 17.52 20.00 22.52 25.00

(mm) (191) (254) (318) (381) (445) (508) (572) (635)

Effectiveness factor for cracked concrete

kc,cr ---- 17

(SI) (7.1)

Effectiveness factor for uncracked concrete

kc,uncr ---- 24

(SI) (10)

Minimum anchor spacing smin in. (mm)

smin = cmin

Minimum edge distance cmin in. 1.69 2.28 2.56 3.15 3.74 4.33 5.12 6.30

(mm) (43) (58) (65) (80) (95) (110) (130) (160)

Minimum member thickness hmin in. hef + 1.25 ( 3.937)

hef + 2d0 where d0 is the hole diameter

(mm) hef + 30 ( 100)

Critical edge distance for splitting failure

cac in. (mm)

See Section 4.1.10 of this report.

Strength reduction factor for tension, concrete failure modes, Condition B1

---- 0.65

Strength reduction factor for shear, concrete failure modes, Condition B1

---- 0.70

For SI: 1 inch = 25.4 mm, 1lbf = 4.448 N, 1 psi = 0.006897 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf, 1MPa = 145.0 psi.

1Values provided for post-installed anchors with category as determined from ACI 355.4 given for Condition B. Condition B applies without supplementary reinforcement or where pullout (bond) or pryout govern, as set forth in ACI 318 D.4.3, while condition A requires supplemental reinforcement. Values are for use with the load combinations of IBC Section 1605.2 or ACI 318 Section 9.2 as set forth in ACI 318 D.4.3. If the load combinations of ACI 318 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318 D.4.4.


TABLE 7—BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL THREADED ROD1


3/8" 1/2" 5/8" 3/4" 7/8" 1" 11/8" 11/4"


(mm) (60) (70) (79) (89) (89) (102) (114) (127)


(mm) (191) (254) (318) (381) (445) (508) (572) (635)

Tem

pera

ture

ra

nge

A2

Characteristic bond strength in cracked concrete

k,cr psi 624 624 624 667 667 667 667 754

(N/mm²) (4.3) (4.3) (4.3) (4.6) (4.6) (4.6) (4.6) (5.2)

Characteristic bond strength in uncracked concrete

k,uncr psi 1,523 1,436 1,378 1,334 1,305 1,276 1,247 1,218

(N/mm²) (10.5) (9.9) (9.5) (9.2) (9.0) (8.8) (8.6) (8.4)

Tem

pera

ture

ra

nge

B2


k,crpsi 566 566 566 609 609 609 609 696

(N/mm²) (3.9) (3.9) (3.9) (4.2) (4.2) (4.2) (4.2) (4.8)


k,uncrpsi 1,392 1,320 1,276 1,233 1,189 1,160 1,146 1,117

(N/mm²) (9.6) (9.1) (8.8) (8.5) (8.2) (8.0) (7.9) (7.7)

Tem

pera

ture

ra

nge

C2


k,cr psi 508 508 508 537 537 537 537 609

(N/mm²) (3.5) (3.5) (3.5) (3.7) (3.7) (3.7) (3.7) (4.2)


k,uncr psi 1,233 1,175 1,117 1,088 1,059 1,030 1,015 986

(N/mm²) (8.5) (8.1) (7.7) (7.5) (7.3) (7.1) (7.0) (6.8)

Reduction for seismic tension N,seis ---- 1.00

Strength reduction factor for

permissible installation conditions

Dry concrete d ---- 0.65

Water saturated concrete ws ---- 0.65 0.55 0.45


1Characteristic bond strength values correspond to concrete compressive strength fć =2,500 psi (17.2 MPA). For concrete compressive strength fć between 2,500 psi (17.2 MPA) and 8,000 psi (55.2 MPA), the tabulated characteristic bond strength may be increased by a factor of (fć /2,500)0,1 (for SI: (fć /17.2)0,1). See Section 4.1.4 of this report for bond strength determination. 2Temperature range A: Maximum short term temperature = 176°F (80°C), Maximum long term temperature = 122°F (50°C) Temperature range B: Maximum short term temperature = 248°F (120°C), Maximum long term temperature = 162°F (72°C) Temperature range C: Maximum short term temperature = 302°F (150°C), Maximum long term temperature = 194°F (90°C)

Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time.


TABLE 8—STEEL DESIGN INFORMATION FOR FRACTIONAL REINFORCING BAR1

DESIGN INFORMATION Symbol Units Nominal reinforcing bar size

#3 #4 #5 #6 #7 #8 #9 #10

Rebar nominal outside diameter d in. 0.375 0.500 0.625 0.750 0.875 1.000 1.125 1.250

(mm) (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) (28.6) (31.8)

Rebar effective cross-sectional area Ase in.² 0.110 0.200 0.310 0.440 0.600 0.790 1.000 1.270

(mm²) (71) (129) (200) (284) (387) (510) (645 (819)

AS

TM

A61

5 G

rade

40


Nsa lb 6,609 12,004 18,591 26,392

Grade 40 reinforcing bars are only available in sizes #3 through #6 per

ASTM A615.

(kN) (29.4) (53.4) (82.7) (117.4)

Vsa lb 3,956 7,194 11,150 15,848

(kN) (17.6) (32.0) (49.6) (70.5)


V,seis

---- 0.74 ----


for tension2 ---- 0.65 ----


for shear2 ---- 0.60 ----

AS

TM

A61

5 G

rade

60


Nsa lb 9,891 18,006 27,898 39,610 53,997 71,104 90,010 114,311

(kN) (44.0) (80.1) (124.1) (176.2) (240.2) (316.3) (400.4) (508.5)

Vsa lb 5,935 10,790 16,748 23,761 32,394 42,667 53,997 68,586

(kN) (26.4) (48.0) (74.5) (105.7) (144.1) (189.8) (240.2) (305.1)


V,seis

---- 0.74 0.93





AS

TM

A70

6 G

rade

60


Nsa lb 8,790 16,006 24,795 35,204 47,995 63,191 80,006 101,610

(kN) (39.1) (71.2) (110.3) (156.6) (213.5) (281.1) (355.9) (452.0)

Vsa lb 5,283 9,599 14,882 21,131 28,797 37,924 47,995 60,966

(kN) (23.5) (42.7) (66.2) (94.0) (128.1) (168.7) (213.5) (271.2)

Reduction for seismic shear V,seis ---- 0.74 0.93





For SI: 1 inch = 25.4 mm, 1lbf = 4.448 N, 1 psi = 0.006897 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf, 1MPa = 145.0 psi. 1Values provided for common rod material types are based on specified strength and calculated in accordance with ACI 318-14 Eq. 17.4.1.2 and Eq. 17.5.1.2b or ACI 318-11 Eq. D-2 and Eq. D-29, as applicable. Nuts and washers must be appropriated for the rod strength and type. 2For use with load combinations found in Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, as set forth in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318-11 D4.4. Values correspond to a brittle steel element.


TABLE 9—CONCRETE BREAKOUT DESIGN INFORMATION FOR FRACTIONAL REINFORCING BAR1


#3 #4 #5 #6 #7 #8 #9 #10


(mm) (60) (70) (79) (89) (89) (102) (114) (127)


(mm) (191) (254) (318) (381) (445) (508) (572) (635)


kc,cr ---- 17

(SI) (7.1)


kc,uncr ---- 24

(SI) (10)

Minimum anchor spacing smin in. (mm)

smin = cmin

Minimum edge distance cmin in. 1.67 2.26 2.56 3.15 3.74 4.33 5.12 6.30

(mm) (43) (58) (65) (80) (95) (110) (130) (160)

Minimum member thickness hmin in. hef + 1.25 ( 3.937)


(mm) hef + 30 ( 100)


cac in. (mm)

See Section 4.1.10 of this report.


---- 0.65


---- 0.70


1Values provided for post-installed anchors with category as determined from ACI 355.4 given for Condition B. Condition B applies without supplementary reinforcement or where pullout (bond) or pryout govern, as set forth in ACI 318 D.4.3, while condition A requires supplemental reinforcement. Values are for use with the load combinations of IBC Section 1605.2 or ACI 318 Section 9.2 as set forth in ACI 318 D.4.3. If the load combinations of ACI 318 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318 D.4.4.


TABLE 10—BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL REINFORCING BAR1


#3 #4 #5 #6 #7 #8 #9 #10


(mm) (60) (70) (79) (89) (89) (102) (114) (127)


(mm) (191) (254) (318) (381) (445) (508) (572) (635)

Tem

pera

ture

ra

nge

A2


k,cr psi 464 464 464 493 493 493 493 566

(N/mm²) (3.2) (3.2) (3.2) (3.4) (3.4) (3.4) (3.4) (3.9)


k,uncr psi 1,131 1,073 1,044 1,001 972 957 928 914

(N/mm²) (7.8) (7.4) (7.2) (6.9) (6.7) (6.6) (6.4) (6.3)

Tem

pera

ture

ra

nge

B2


k,crpsi 435 435 435 450 450 450 450 522

(N/mm²) (3.0) (3.0) (3.0) (3.1) (3.1) (3.1) (3.1) (3.6)


k,uncrpsi 1,044 986 957 928 899 870 856 841

(N/mm²) (7.2) (6.8) (6.6) (6.4) (6.2) (6.0) (5.9) (5.8)

Tem

pera

ture

ra

nge

C2


k,cr psi 377 377 377 406 406 406 406 464

(N/mm²) (2.6) (2.6) (2.6) (2.8) (2.8) (2.8) (2.8) (3.2)


k,uncr psi 928 870 841 812 798 769 754 740

(N/mm²) (6.4) (6.0) (5.8) (5.6) (5.5) (5.3) (5.2) (5.1)

Reduction for seismic tension N,seis ---- 1.00






1Characteristic bond strength values correspond to concrete compressive strength fć =2,500 psi (17.2 MPA). For concrete compressive strength fć between 2,500 psi (17.2 MPA) and 8,000 psi (55.2 MPA), the tabulated characteristic bond strength may be increased by a factor of (fć /2,500)0,1 (for SI: (fć /17.2)0,1). See Section 4.1.4 of this report for bond strength determination. 2Temperature range A: Maximum short term temperature = 176°F (80°C), Maximum long term temperature = 122°F (50°C) Temperature range B: Maximum short term temperature = 248°F (120°C), Maximum long term temperature = 162°F (72°C) Temperature range C: Maximum short term temperature = 302°F (150°C), Maximum long term temperature = 194°F (90°C)



TABLE 11—STEEL DESIGN INFORMATION FOR METRIC THREADED ROD1

DESIGN INFORMATION Symbol Units Nominal rod diameter

M8 M10 M12 M16 M20 M24 M30

Threaded rod outside diameter d mm 8 10 12 16 20 24 30

(in.) (0.31) (0.39) (0.47) (0.63) (0.79) (0.94) (1.18)


Ase mm² 36.6 58.0 84.3 156.7 244.8 352.5 560.7

(in.²) (0.057) (0.090) (0.131) (0.243) (0.379) (0.546) (0.869)

ISO

898

-1

Cla

ss 5

.8


Nsa kN 18.3 29.0 42.2 78.4 122.4 176.3 280.4

(lb) (4,114) (6,520) (9,476) (17,615) (27,518) (39,625) (63,028)

Vsa kN 11.0 17.4 25.3 47.0 73.4 105.8 168.2

(lb) (2,469) (3,912) (5,686) (10,569) (16,511) (23,775) (37,817)


V,seis

---- Not Applicable 1.00 0.87





ISO

898

-1

Cla

ss 8

.8


Nsa kN 29.3 46.4 67.4 125.4 195.8 282.0 448.6

(lb) (6,583) (10,432) (15,162) (28,183) (44,029) (63,399) (100,845)

Vsa kN 17.6 27.8 40.5 75.2 117.5 169.2 269.1

(lb) (3,950) (6,259) (9,097) (16,910) (26,417) (38,040) (60,507)


V,seis

---- Not Applicable 0.90





ISO

350

6-1

C

lass

A4-

70

and

stai

nles

s C

-70


Nsa kN 25.6 40.6 59.0 109.7 171.4 246.8 392.5

(lb) (5,760) (9,128) (13,267) (24,661) (38,525) (55,474) (88,240)

Vsa kN 15.4 24.4 35.4 65.8 102.8 148.1 235.5

(lb) (3,456) (5,477) (7,960) (14,796) (23,115) (33,285) (52,944)

Reduction for seismic shear V,seis ---- Not

Applicable 0.90





ISO

350

6-1

C

lass

A4-

80

and

stai

nles

s C

-80


Nsa kN 29.3 46.4 67.4 125.4 195.8 282.0 448.6

(lb) (6,583) (10,432) (15,162) (28,183) (44,029) (63,399) (100,845)

Vsa kN 17.6 27.8 40.5 75.2 117.5 169.2 269.1

(lb) (3,950) (6,259) (9,097) (16,910) (26,417) (38,040) (60,507)


V,seis ---- Not Applicable 0.90





For SI: 1 inch = 25.4 mm, 1lbf = 4.448 N, 1 psi = 0.006897 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf, 1MPa = 145.0 psi. 1Values provided for common rod material types are based on specified strength and calculated in accordance with ACI 318-14 Eq. 17.4.1.2 and Eq. 17.5.1.2b or ACI 318-11 Eq. D-2 and Eq. D-29, as applicable. Nuts and washers must be appropriated for the rod strength and type. 2For use with load combinations found in Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, as set forth in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318-11 D4.4. Values correspond to a brittle steel element.


TABLE 12—CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC THREADED ROD


8 10 12 16 20 24 30

Minimum embedment depth hef,min mm 60 60 70 80 90 96 120

(in.) (2.36) (2.36) (2.76) (3.15) (3.54) (3.78) (4.72)

Maximum embedment depth hef,max mm 160 200 240 320 400 480 600

(in.) (6.30) (7.87) (9.45) (12.60) (15.75) (18.90) (23.62)


kc,cr SI 7.1

---- (17)


kc,uncr SI 10

---- (24)

Minimum anchor spacing smin mm (in.)

smin = cmin

Minimum edge distance cmin mm 40 45 55 65 85 105 140

(in.) (1.575) (1.77) (2.17) (2.56) (3.35) (4.13) (5.51)

Minimum member thickness hmin mm hef + 30 ( 100)


(in.) hef + 1.25 ( 3.937)


cac mm See Section 4.1.10 of this report.


---- 0.65


---- 0.70

For SI: 1 inch = 25.4 mm, 1lbf = 4.448 N, 1 psi = 0.006897 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf, 1MPa = 145.0 psi. 1Values provided for post-installed anchors with category as determined from ACI 355.4 given for Condition B. Condition B applies without supplementary reinforcement or where pullout (bond) or pryout govern, as set forth in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, while condition A requires supplemental reinforcement. Values are for use with the load combinations Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318-11 D.4.4.


TABLE 13—BOND STRENGTH DESIGN INFORMATION FOR METRIC THREADED ROD1


8 10 12 16 20 24 30

Minimum embedment depth hef,min mm 60 60 70 80 90 96 120

(in.) (2.36) (2.36) (2.76) (3.15) (3.54) (3.78) (4.72)

Maximum embedment depth hef,max mm 160 200 240 320 400 480 600

(in.) (6.30) (7.87) (9.45) (12.60) (15.75) (18.90) (23.62)

Tem

pera

ture

ra

nge

A2


k,cr N/mm² 2.8 4.3 4.3 4.3 4.6 4.6 4.8

(psi) (406) (624) (624) (624) (667) (667) (696)


k,uncr N/mm² 8.2 10.4 10.0 9.5 9.2 8.9 8.5

(psi) (1,189) (1,508) (1,450) (1,378) (1,334) (1,291) (1,233)

Tem

pera

ture

ra

nge

B2


k,crN/mm² 2.5 3.9 3.9 3.9 4.2 4.2 4.4

(psi) (363) (566) (566) (566) (609) (609) (638)


k,uncrN/mm² 7.5 9.5 9.2 8.7 8.4 8.1 7.8

(psi) (1,088) (1,378) (1,334) (1,262) (1,218) (1,175) (1,131)

Tem

pera

ture

ra

nge

C2


k,cr N/mm² 2.2 3.5 3.5 3.5 3.7 3.7 3.9

(psi) (319) (508) (508) (508) (537) (537) (566)


k,uncr N/mm² 6.6 8.4 8.1 7.7 7.4 7.2 6.9

(psi) (957) (1,218) (1,175) (1,117) (1,073) (1,044) (1,001)

Reduction for seismic tension N,seis ---- Not Applicable 1.00

Strength reduction factors for




For SI: 1 inch = 25.4 mm, 1lbf = 4.448 N, 1 psi = 0.006897 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf, 1MPa = 145.0 psi. 1Characteristic bond strength values correspond to concrete compressive strength fć =2,500 psi (17.2 MPa). For concrete compressive strength fć between 2,500 psi (17.2 MPa) and 8,000 psi (55.2 MPa), the tabulated characteristic bond strength may be increased by a factor of (fć /2,500)0,1 (for SI: (fć /17.2)0,1). See Section 4.1.4 of this report for bond strength determination. 2Temperature range A: Maximum short term temperature = 176°F (80°C), Maximum long term temperature = 122°F (50°C) Temperature range B: Maximum short term temperature = 248°F (120°C), Maximum long term temperature = 162°F (72°C) Temperature range C: Maximum short term temperature = 302°F (150°C), Maximum long term temperature = 194°F (90°C)

Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a results of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time.


TABLE 14—STEEL DESIGN INFORMATION FOR METRIC REINFORCING BAR1

DESIGN INFORMATION Symbol Units Nominal reinforcing bar size (mm)

8 10 12 16 20 25 28 32

Rebar nominal outside diameter d

mm 8 10 12 16 20 25 28 32

(in.) (0.31) (0.39) (0.47) (0.63) (0.79) (0.98) (1.10) (1.26)

Rebar effective cross-sectional area

Ase mm² 50.2 78.5 113.1 201.1 314.2 490.9 615.8 804.2

(in.²) (0.078) (0.112) (0.175) (0.312) (0.487) (0.761) (0.954) (1.247)

DIN

488

BS

t 55

0/5

00


Nsa kN 28.0 43.2 62.2 110.6 172.8 270.0 338.7 442.3

(lb) (6,294) (9,711) (13,983) (24,863) (38,845) (60,696) (76,140) (99,429)

Vsa kN 13.8 25.9 37.3 66.4 103.7 162.0 203.2 265.4

(lb) (3,102) (5,822) (8,385) (14,927) (23,312) (36,418) (45,679) (59,662)


V,seis ---- Not Applicable 1.00

Strength reduction

factor for tension2 ---- 0.65

Strength reduction

factor for shear2 ---- 0.60

For SI: 1 inch = 25.4 mm, 1lbf = 4.448 N, 1 psi = 0.006897 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf, 1MPa = 150.0 psi. 1Values provided for common reinforcing bar based on specified strength and calculated in accordance with ACI 318-14 Eq. 17.4.1.2 and Eq. 17.5.1.2b or ACI 318-11 Eq. D-2 and Eq. D-29, as applicable. 2For use with the load combinations found in Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, as set forth in ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318-11 D.4.4. Values correspond to a brittle steel element.


TABLE 15—CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC REINFORCING BAR1


8 10 12 16 20 25 28 32

Minimum embedment depth hef,min mm 60 60 70 80 90 100 112 128

(in.) (2.36) (2.36) (2.76) (3.15) (3.54) (3.94) (4.41) (5.04)

Maximum embedment depth hef,max mm 160 200 240 320 400 500 560 640

(in.) (6.30) (7.87) (9.45) (12.60) (15.75) (19.69) (22.05) (25.20)


kc,cr SI 7.1

---- (17)


kc,uncr SI 10

---- (24)

Minimum anchor spacing smin mm (in.)

smin = cmin

Minimum edge distance cmin mm 40 45 55 65 85 110 130 160

(in.) (1.57) (1.77) (2.17) (2.56) (3.35) (4.33) (5.12) (6.30)

Minimum member thickness hmin mm hef + 30 ( 100)

hef + 2d0, where d0 is the hole diameter (in.) hef + 1.25 ( 3.937)


cac mm See Section 4.1.10 of this report.


---- 0.65


---- 0.70

For SI: 1 inch = 25.4 mm, 1lbf = 4.448 N, 1 psi = 0.006897 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf, 1MPa = 145.0 psi. 1Values provided for post-installed anchors with category as determined from ACI 355.4 given for Condition B. Condition B applies without supplementary reinforcement or where pullout (bond) or pryout govern, as set forth in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, while condition A requires supplemental reinforcement. Values are for use with the load combinations Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable as set forth in ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318-11 D.4.4.


TABLE 16—BOND STRENGTH DESIGN INFORMATION FOR METRIC REINFORCING BAR1


8 10 12 16 20 25 28 32

Minimum embedment depth hef,min mm 60 60 70 80 90 100 112 128

(in.) (2.36) (2.36) (2.76) (3.15) (3.54) (3.94) (4.41) (5.04)

Maximum embedment depth hef,max mm 160 200 240 320 400 500 560 640

(in.) (6.30) (7.87) (9.45) (12.60) (15.75) (19.69) (22.05) (25.20)

Tem

pera

ture

ra

nge

A2


k,cr N/mm² 2.1 3.2 3.2 3.2 3.4 3.4 3.4 3.6

(psi) (305) (464) (464) (464) (493) (493) (493) (522)


k,uncr N/mm² - 7.8 7.5 7.1 6.9 6.6 6.5 6.3

(psi) (-) (1,131) (1,088) (1,030) (1,001) (957) (943) (914)

Tem

pera

ture

ra

nge

B2


k,crN/mm² 1.9 3.0 3.0 3.0 3.1 3.1 3.1 3.3

(psi) (276) (435) (435) (435) (450) (450) (450) (479)


k,uncrN/mm² - 7.1 6.9 6.6 6.3 6.1 5.9 5.8

(psi) (-) (1,030) (1,001) (957) (914) (885) (856) (841)

Tem

pera

ture

ra

nge

C2


k,cr N/mm² 1.7 2.6 2.6 2.6 2.8 2.8 2.8 2.9

(psi) (247) (377) (377) (377) (406) (406) (406) (421)


k,uncr N/mm² - 6.3 6.1 5.8 5.6 5.4 5.2 5.1

(psi) (-) (914) (885) (841) (812) (783) (754) (740)

Reduction for seismic tension N,seis ---- Not Applicable 0.98 1.00





For SI: 1 inch = 25.4 mm, 1lbf = 4.448 N, 1 psi = 0.006897 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf, 1MPa = 145.0 psi. 1Characteristic bond strength values correspond to concrete compressive strength fć =2,500 psi (17.2 MPa). For concrete compressive strength fć between 2,500 psi (17.2 MPa) and 8,000 psi (55.2 MPa), the tabulated characteristic bond strength may be increased by a factor of (fć /2,500)0,1 (for SI: (fć /17.2)0,1). See Section 4.1.4 of this report for bond strength determination.

2Temperature range A: Maximum short term temperature = 176°F (80°C), Maximum long term temperature = 122°F (50°C) Temperature range B: Maximum short term temperature = 248°F (120°C), Maximum long term temperature = 162°F (72°C) Temperature range C: Maximum short term temperature = 302°F (150°C), Maximum long term temperature = 194°F (90°C)


FIGURE 2—ULTRABOND 365CC HYBRID ANCHORING SYSTEM & TYPICAL ANCHOR ELEMENTS


FIGURE 3—TYPICAL INSTALLATION DETAIL FOR THREADED RODS AND REINFORCING BARS

TABLE 17—ULTRABOND 365CC FRACTIONAL THREADED ROD INSTALLATION PARAMETERS

Threaded Rod

Diameter in.

Drill Bit Diameter

in.

Embedment Depth - Min

in. (mm)

Embedment Depth - Max

in. (mm)

Minimum Concrete

Thickness in.

Minimum Concrete

Thickness mm

Minimum Spacing =

Minimum Edge in. (mm)

Maximum Installation Torque

ft-lbs. (N-m)

d do hef,min hef,max hmin smin = cmin Tinst,max

3/8 7/16 2.36 (60) 7.52 (191) hef + 1.25 hef + 30

1.69 (43) 15 (20)

1/2 9/16 2.76 (70) 10.00 (254) 2.28 (58) 30 (40)

5/8 3/4 3.11 (79) 12.52 (318)

hef + 2do

2.56 (65) 50 (68)

3/4 7/8 3.50 (89) 15.00 (381) 3.15 (80) 90 (122)

7/8 1 3.50 (89) 17.52 (445) 3.74 (95) 100 (136)

1 1 1/8 4.02 (102) 20.00 (508) 4.33 (110) 135 (183)

1 1/8 1 1/4 4.49 (114) 22.52 (572) 5.12 (130) 180 (244)

1 1/4 1 3/8 5.00 (127) 25.00 (635) 6.30 (160) 240 (325)


TABLE 18—ULTRABOND 365CC FRACTIONAL REINFORCING BAR INSTALLATION PARAMETERS

Rebar Diameter

Drill Bit Diameter

in.


in. (mm)


in. (mm)

Minimum Concrete

Thickness in.

Minimum Concrete

Thickness mm

Minimum Spacing = Minimum Edge

in. (mm)

d do hef,min hef,max hmin smin = cmin

#3 1/2 2.36 (60) 7.52 (191) hef + 1.25 hef + 30

1.67 (43)

#4 5/8 2.76 (70) 10.00 (254) 2.26 (58)

#5 3/4 3.11 (79) 12.52 (318)

hef + 2do

2.56 (65)

#6 7/8 3.50 (89) 15.00 (381) 3.15 (80)

#7 1 1/8 3.50 (89) 17.52 (445) 3.74 (95)

#8 1 1/4 4.02 (102) 20.00 (508) 4.33 (110)

#9 1 3/8 4.49 (114) 22.52 (572) 5.12 (130)

#10 1 1/2 5.00 (127) 25.00 (635) 6.30 (160)

TABLE 19—ULTRABOND 365CC METRIC THREADED ROD INSTALLATION PARAMETERS

Threaded Rod

Diameter

Drill Bit Diameter

mm


mm (in.)


mm (in.)

Minimum Concrete

Thickness mm

Minimum Concrete

Thickness in.

Minimum Spacing =

Minimum Edge mm (in.)

Maximum Installation Torque

N-m (ft-lbs.)

d do hef,min hef,max hmin smin = cmin Tinst,max

M8 10 60 (2.36) 160 (6.30)

hef + 30 hef + 1.25

40 (1.57) 10 (7)

M10 12 60 (2.36) 200 (7.87) 45 (1.77) 20 (15)

M12 14 70 (2.76) 240 (9.45) 55 (2.17) 40 (30)

M16 18 80 (3.15) 320 (12.60)

hef + 2do

65 (2.56) 60 (44)

M20 24 90 (3.54) 400 (15.75) 85 (3.35) 120 (89)

M24 28 96 (3.78) 480 (18.90) 105 (4.13) 150 (111)

M30 35 120 (4.72) 600 (23.62) 140 (5.51) 300 (221)

TABLE 20—ULTRABOND 365CC METRIC REINFORCING BAR INSTALLATION PARAMETERS

Rebar Diameter

mm

Drill Bit Diameter

mm


mm (in.)


mm (in.)

Minimum Concrete

Thickness mm

Minimum Concrete

Thickness (in.)

Minimum Spacing = Minimum Edge

mm (in.)

d do hef,min hef,max hmin smin = cmin

8 12 60 (2.36) 160 (6.30) hef + 30 hef + 1.25

40 (1.57)

10 14 60 (2.36) 200 (7.87) 45 (1.77)

12 16 70 (2.76) 240 (9.45)

hef + 2do

55 (2.17)

16 20 80 (3.15) 320 (12.60) 65 (2.56)

20 25 90 (3.54) 400 (15.75) 85 (3.35)

25 30 100 (3.94) 500 (19.69) 110 (4.33)

28 35 112 (4.41) 560 (22.05) 130 (5.12)

32 40 128 (5.04) 640 (25.20) 160 (6.30)


TABLE 21—ULTRABOND 365CC ADHESIVE, DISPENSING TOOLS AND ACCESSORIES

Package Size 13 oz. (390 ml)

Cartridge 20 oz. (585 ml)

Cartridge 51 oz. (1,500 ml)

Cartridge

Part # A13-365CC A20-365CC A51-365CC

Mixing Nozzle T-365CC-S T-365CC-L

Manual Dispensing Tool TM13-20 ----

Pneumatic Dispensing Tool TA13-F TA20HD-A TA51-F

Battery Dispensing Tool ---- TB20HD-A ----

SDS Brush Adaptor BR-SDS

Brush Extension BR-EXT

Nozzle Extension Tubing TUBE-EXT

Retention Wedge WEDGE

TABLE 22—ULTRABOND 365CC FRACTIONAL BRUSHES & INJECTION PLUGS

Threaded Rod Diameter

in.

Rebar Diameter

Brush Part # Injection Plug

Part # Injection Plug Color

3/8 ---- BR12 ---- ----

---- #3 BR916

IP12 Clear

1/2 ---- IP916 Blue

---- #4 BR58 IP58 Red

5/8 #5 BR34-78

IP34 Yellow

3/4 #6 IP78 Green

7/8 ---- BR100 IP100 Black

1 #7 BR118 IP118 Blue

1 1/8 #8 BR138-112

IP114 Gray

1 1/4 #9 IP138 Brown

---- #10 BRM40

TABLE 23—ULTRABOND 365CC METRIC BRUSHES & INJECTION PLUGS

Threaded Rod Diameter

Rebar Diameter

mm Brush Part #

Injection Plug Part #

Injection Plug Color

M8 ---- BR716 ---- ----

M10 ---- BR12 IP12 Clear

---- 8 BR916

M12 10 IP916 Blue

---- 12 BR58

IP58 Red

M16 ---- IP34 Yellow

---- 16 BR34-78 IP78 Green

M20 ---- BRM24 IPM24 Brown

---- 20 BR100 IP100 Black

M24 ---- BR118

IP118 Blue

---- 25 IP114 Gray

M30 28 BR138-112 IP138 Brown

---- 32 BRM40 IP112 Red


FIGURE 4—ULTRABOND 365CC HYBRID ADHESIVE ANCHOR SYSTEM ACCESSORIES

TABLE 24—ULTRABOND 365CC CURE SCHEDULE 1,2

Concrete Temperature Adhesive

Temperature Working Time

Full Cure Time

°F °C °F °C

>5 to 14 >-15 to -10 ≥41 ≥5 60 min 36 hr

>14 to 23 >-10 to -5 ≥41 ≥5 30 min 24 hr

>23 to 32 >-5 to ±0 ≥41 ≥5 20 min 8 hr

>32 to 41 >±0 to 5 ≥41 ≥5 13 min 4 hr

>41 to 50 >5 to 10 ≥41 ≥5 9 min 2 hr

>50 to 68 >10 to 20 ≥50 ≥10 5 min 1 hr

>68 to 86 >20 to 30 ≥68 ≥20 4 min 45 min

>86 to 104 >30 to 40 ≥77 ≥25 2 min 30 min 1Store adhesive in cool dry location free from sun and rain. 2Storage temperature is 41°F to 77°F (5°C to 25°C).

11"(280 mm) Large Nozzle T-365CC-L

Large Injection Plug (Order according to hole size)

Small Injection Plug (Order according to hole size)


8" (205 mm) Small Nozzle T-365CC-S

39" (1 meter) Nozzle Extension Tube

TUBE-EXT

SDS Drill Brush Attachment BR-SDS


Manual Brush Handle (Comes with wire brush)

Wire Brush (See tables above for Part #’s)


ULTRABOND 365CC ADHESIVE ANCHOR INSTALLATION INSTRUCTIONS

DRILLING AND CLEANING 1 Using a rotary hammer drill, and a bit which conforms to ANSI B212.15 and is the appropriate size (see Tables 17, 18,

19 & 20) for the anchor diameter to be installed, drill the hole to the specified embedment depth. CAUTION: Always wear appropriate personal protection equipment (PPE) for eyes, ears & skin and avoid inhalation of dust during the drilling and cleaning process. Refer to the Safety Data Sheet (SDS) for details prior to proceeding.

2 NOTE: Remove any standing water from hole prior to beginning the cleaning process. Using oil free compressed air with a minimum pressure of 87 psi (6 bar), insert the air wand to the bottom of the drilled hole and blow out the debris with an up/down motion for a minimum of 2 seconds/cycles (2X). For drilled holes <3/4" in diameter, embedment depths <10d or in uncracked concrete, a hand pump may be used instead of compressed air.

3 Select the correct wire brush size for the drilled hole diameter (see Tables 22 & 23), making sure that the brush is long enough to reach the bottom of the drilled hole. Reaching the bottom of the hole (use brush extension if required), brush either manually or with drill motor attachment in an up/down and twisting motion for 2 cycles (2X). CAUTION: The brush should be clean and contact the walls of the hole. If it does not, the brush is either too worn or small and should be replaced with a new brush of the correct diameter.

4 Blow the hole out once more to remove brush debris using oil free compressed air with a minimum pressure of 87 psi (6 bar). Insert the air wand to the bottom of the drilled hole and blow out the debris with an up/down motion for a minimum of 2 seconds/cycles (2X). Visually inspect the hole to confirm it is clean. NOTE: If installation will be delayed for any reason, cover cleaned holes to prevent contamination.

CARTRIDGE PREPARATION

5 CAUTION: Check the expiration date on the cartridge to ensure it is not expired. Do not use expired product! Remove the protective cap from the cartridge and insert the cartridge into the recommended dispensing tool (see Table 21). Screw on the proper Adhesives Technology mixing nozzle to the cartridge (see Table 21). Do not modify mixing nozzle and confirm that internal mixing element is in place prior to dispensing adhesive. Never use without the mixing nozzle! Take note of the air and base material temperatures, review the working/full cure time chart (see Table 24) and condition the cartridge accordingly prior to starting the injection process.

6 Dispense the initial amount of material from the mixing nozzle onto a disposable surface until the product is a uniform gray color with no streaks, as adhesive must be properly mixed in order to perform as published. Dispose of the initial amount of adhesive according to federal, state and local regulations prior to injection into the drill hole. CAUTION: When changing cartridges, never re-use nozzles. For a new cartridge (or if working time has been exceeded), ensure that cartridge opening is clean, install a new nozzle and repeat steps 5 & 6 accordingly. After finishing work, leave the mixing nozzle attached to the cartridge.

INSTALLING AND CURING (Vertical Down, Horizontal & Overhead)

7A NOTE: The engineering drawings must be followed. For any applications not covered by this document, or if there are any installation questions, please contact Adhesives Technology Corp. Insert the mixing nozzle, using an extension tube if hole depth > 6" (150mm), to the bottom of the hole and fill from the bottom to the top approximately 2/3 full, being careful not to withdraw the nozzle too quickly as this may trap air in the adhesive. 7B If extension tubing is needed, it can be connected onto the outside of the tip of the smaller mixing nozzle (part# T-365CC -S) and fits inside of the tip of the larger mixing nozzle (part# T-365CC-L). NOTE: When using a pneumatic dispensing tool, ensure that pressure is set at 90 psi (6.2 bar) maximum.

7C Injection plugs must be used for overhead installations and those between horizontal and overhead. Overhead installations and those between horizontal and overhead are only allowed for the sizes 3/8” through 1-1/8” and M10 through M30 threaded rods and #3 through #9 and ø10 through ø28 reinforcing bars. Injection plugs also need to be used for all applications with drill hole diameters > 1-1/8 in. (30 mm) or drill hole depths > 10 in. (250 mm). Select the proper injection plug for the drill hole diameter as given in Tables 22 & 23. The injection plug fits directly onto the tip of small mixing nozzle. For the large mixing nozzle extension tubing must be used in conjunction with the injection plug.

FIGURE 5—MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII)


ULTRABOND 365CC ADHESIVE ANCHOR INSTALLATION INSTRUCTIONS

8A Prior to inserting the threaded rod or rebar into the hole, make sure it is straight, clean and free of oil and dirt and that the necessary embedment depth is marked on the anchor element. Insert the anchor element into the hole while turning 1-2 rotations prior to the anchor reaching the bottom of the hole. Excess adhesive should be visible on all sides of the fully installed anchor. CAUTION: Use extra care with deep embedment or high temperature installations to ensure that the working time has not elapsed prior to the anchor being fully installed.

8B For overhead installations, horizontal and inclined (between horizontal and overhead), wedges should be used to support the anchor while the adhesive is curing. Take appropriate steps to protect the exposed threads of the anchor element from uncured adhesive until after the full cure time has elapsed.

9 Do not disturb, torque or apply any load to the installed anchor until the specified full cure time has passed. The amount of time needed to reach full cure is base material temperature dependent - refer to Table 24 for appropriate full cure time and Tables 17 & 19 for the corresponding maximum installation torque that can be applied once adhesive has fully cured.

FIGURE 5—MANUFACTURER’S PRINTED INSTALLATION INSTRUCTIONS (MPII) - CONTINUED


Copyright © 2018 ICC Evaluation Service, LLC. All rights reserved. Page 27 of 28

ICC-ES Evaluation Report ESR-3770 FBC Supplement Reissued April 2018 This report is subject to renewal April 2019.

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

DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: ADHESIVES TECHNOLOGY CORPORATION (ATC) 450 EAST COPANS ROAD POMPANO BEACH, FLORIDA 33064 (954) 461-2300 http://www.atcepoxy.com EVALUATION SUBJECT: ADHESIVES TECHNOLOGY CORPORATION (ATC) ULTRABOND® 365CC ADHESIVE ANCHORING SYSTEM FOR CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE

Purpose:

The purpose of this evaluation report supplement is to indicate that the ATC ULTRABOND® 365CC Adhesive Anchoring System, recognized in ICC-ES master evaluation report ESR-3770, has also been evaluated for compliance with the codes noted below.

Applicable code editions:

2014 Florida Building Code—Building

2014 Florida Building Code—Residential

2.0 CONCLUSIONS

The ATC ULTRABOND® 365CC Adhesive Anchoring System, described in Sections 2.0 through 7.0 of the master evaluation report ESR-3770, complies with the 2014 Florida Building Code—Building and the 2014 Florida Building Code—Residential, provided the design and installation are in accordance with the 2012 International Building Code® (IBC) provisions noted in the master report, and the following conditions:

Design wind loads must be based on Section 1609 of the 2014 Florida Building Code—Building or Section 301.2.1.1 of the 2014 Florida Building Code—Residential, as applicable.

Load combinations must be in accordance with Section 1605.2 or Section 1605.3 of the 2014 or 2010 Florida Building Code—Building, as applicable.

Use of the ATC ULTRABOND® 365CC Adhesive Anchoring System with stainless steel threaded rod materials has also been found to be in compliance with the High-Velocity Hurricane Zone provisions of the 2014 Florida Building Code—Building and the 2014 Florida Building Code—Residential when the following conditions is met:

The design wind loads for use of the anchors in the High-velocity Hurricane Zone are based on Section 1620 of the 2014 Florida Building Code —Building.

Use of the ATC ULTRABOND® 365CC Adhesive Anchor System with carbon steel standard steel threaded rod materials and reinforcing bars for compliance with the High-velocity Hurricane Zone provisions of the 2014 Florida Building Code—Building and the 2014 Florida Building Code—Residential has not been evaluated and is outside the scope of the supplemental report.

ESR-3770 FBC Supplement | Most Widely Accepted and Trusted Page 28 of 28

For products falling under Florida Rule 9N-3, verification that the report holder’s quality-assurance program is audited by a quality-assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission).

This supplement expires concurrently with the master report, reissued April 2018.

Revision 4.1

1

All-Season Hybrid Anchoring Adhesive

ULTRABOND® 365CC is a two-component, cracked concrete, code compliant, high-performance adhesive anchoring system tested to ACI 355.4 and ICC-ES AC308. The silane-cementitious hybrid formulation is a 3:1 mix ratio by volume providing outstanding performance with a wide installation temperature range between 5 °F and 104 °F (15 °C and 40 °C).

Product Description

General Uses & Applications Structural steel anchoring columns, beams, trusses,

racking, rails & barriers

Retro-fitting and bracing reinforced concrete buildings subjected to earthquake displacement to resist deformation and wind resistant to resist elastic forces

Threaded rod and reinforcing bar (rebar) into cracked or uncracked concrete

Vertical down, horizontal, upwardly inclined and overhead installations

All-season hybrid anchoring system for dry and water saturated concrete conditions

Advantages & Features

ICC-ES ESR-3770 evaluation report for cracked and uncracked concrete

Florida Building Code (FBC) Compliant: 2014 and 2010

Certified - Drinking Water System Components (NSF/ANSI 61) Joining and Sealing

Service temperature range under short term loading conditions between 5 °F to 302 °F (-15 °C to 150 °C)

Resists static, wind and earthquake loading in tension and shear (IBC Seismic Design Categories A - F)

Full cure in 45 minutes @ 77 °F (25 °C)

Resists sustained loads up to 194 °F (90 °C)

Withstands freeze-thaw conditions

CODE COMPLIANT: 2015, 2012, 2009 and 2006 IBC/IRC 2014 and 2010 FBC - ICC ESR-3770

ASTM C881-15/AASHTO M235

Type I, II, IV & V Grade 3 Class A, B & C

Drinking Water System Components NSF/ANSI 61

(See ATC website for current Department of Transportation

approvals throughout the United States)

Availability: Adhesives Technology Corp. (ATC) products are available online and through select distributors providing all your construction needs. Please contact ATC for a distributor near you or visit www.atcepoxy.com for online purchasing options or to search for a distributor by zip code. Color & Ratio: Part A (Resin) Light Gray: Part B (Hardener) Black, Mixed Ratio: 3:1 by volume, Mixed Color - Gray. Storage & Shelf Life: 12 months when stored in unopened containers in dry and dark conditions. Store between 41 °F (5 °C) and 77 °F (25 °C). Installation & Estimation: Manufacturer ’s Printed Installation Instructions (MPII) are available within this Technical Data Sheet (TDS). Due to occasional updates and revisions, always verify the most current MPII usage. In order to achieve maximum results, proper installation is imperative. An estimating guide for product usage may be found at www.atcepoxy.com. Clean-Up: Clean uncured materials from tools and equipment with mild solvents. Cured material can only be removed mechanically. Limitations & Warnings:

Do not thin with solvents, as this will prevent cure

For anchoring applications, concrete should be a minimum of 21 days old prior to anchor installation

Safety: Please refer to the Safety Data Sheet (SDS) for ULTRABOND 365CC. Call ATC for more information at 1 -800-892-1880. Specification: Anchoring adhesive shall be a two- component, 3:1 ratio by volume, hybrid anchoring system supplied in pre-measured cartridges. Adhesive must meet the requirements of C881-15 specification for Type I, II, IV, and V, Grade 3 Class A, B & C. Adhesive must have a heat deflection temperature of 156 °F (69 °C) per ASTM D648 and have a compressive yield strength of 10,020 psi (69.1 MPa) at 75 °F (24 °C) after a 7 day cure. Adhesive shall be ULTRABOND 365CC from Adhesives Technology Corp., Pompano Beach, Florida. Anchors shall be installed per the Manufacturer’s Printed Installation Instructions (MPII) for ULTRABOND 365CC anchoring system.

ESR-3770

http://www.atcepoxy.com

Revision 4.1

2


Wire Brush

(see Tables 3 & 4 for part #’s)

8 in. (205 mm) Small Nozzle

T-365CC-S

Manual Brush Handle

(comes with wire brush)

Brush Extension

BR-EXT

11 in. (280 mm) Large Nozzle

T-365CC-L

SDS Drill Brush Attachment

BR-SDS

Nozzle Extension Tubing

TUBE-EXT

Small Injection Plugs (for hole diameters ≤ 1 in. (25 mm),

see Tables 3 & 4 for part #’s)

Large Injection Plugs (for hole diameters > 1 in. (25 mm),

see Tables 3 & 4 for part #’s)

TM13-20

Retention Wedge

WEDGE

ORDERING INFORMATION

A20-365CC

TABLE 1: ULTRABOND 365CC Adhesive, Packaging, Dispensing Tools and Accessories1

Package Size 19.8 fl. oz. (585 ml)

Cartridge

Part # A20-365CC

Recommended Mixing Nozzle T-365CC-L

Manual Dispensing Tool TM13-20

Pneumatic Dispensing Tool TA20-F

Box Qty. 12

Pallet Qty. 504

Pallet Weight (lb.) 1,212

SDS Brush Adaptor BR-SDS


Nozzle Extension Tubing TUBE-EXT


1. Each cartridge is packaged with one mixing nozzle.

Revision 4.1

3


TABLE 2: Milwaukee Vacuum Drill Components

Part #1 Drill

Type

Drill Bit Size

in.

Overall Length

in.

Useable Length

in.

48-20-2102

7/16 13 7-7/8

48-20-2106 1/2

48-20-2110 9/16

14 9-1/2

48-20-2114 5/8

48-20-2118 3/4

48-20-2152

5/8

23 15-3/4

48-20-2156 3/4

48-20-2160 7/8

48-20-2164 1 25 17-1/2

48-20-2168 1-1/8 35 27

48-20-2172 1-3/8

8960-20 8 Gallon Dust Extractor Vacuum

1. Vacuum drill accessories available from Milwaukee

distributors nationwide.

ORDERING INFORMATION

Milwaukee Tool Dust Extraction System

SDS-Max

SDS+

TABLE 3: ULTRABOND 365CC FRACTIONAL installation parameters, brushes and injection plugs

Threaded Rod

in.

Rebar

#

Drill Bit Diameter

in.

Maximum Installation

Torque

ft-lbs. (N-m)

Brush

Part #

Brush Length

in.

Injection Plug

Part # Color

3/8 ---- 7/16 15 (20) BR12

6

----

---- 3 1/2 ---- BR916

IP12 Clear

1/2 ---- 9/16 30 (40) IP916 Blue

---- 4 5/8 ---- BR58 IP58 Red

5/8 5 3/4 50 (68) BR34-78

IP34 Yellow

3/4 6 7/8 90 (122) IP78 Green

7/8 ---- 1 100 (136) BR100

9

IP100 Black

1 7 1 1/8 135 (183) BR118 IP118 Blue

1 1/8 8 1 1/4 180 (244) BR138-112

IP114 Gray

1 1/4 9 1 3/8 240 (325) IP138 Brown

---- 10 1 1/2 ---- BRM40

ATC has tested and recommends Milwaukee Tool’s OSHA compliant, commercially available dust extraction products for use in combination with ULTRABOND 365CC installations in dry concrete (see Table 2 for details). When used in accordance with the manufacturer’s instructions, and in conjunction with ULTRABOND 365CC, these Vacuum Drill Bits along with the Dust Extractor with HEPA filter as specified by Milwaukee Tool, can completely replace the traditional blow-brush-blow cleaning method used to install threaded rod or rebar (see Installation Instructions (MPII) for more detail). Important: Prior to injecting the adhesive, the hole must always be clean, either by using self-cleaning vacuum bits or by using the blow-brush-blow cleaning method with a traditional hammer drill bit and dust shroud. Only vacuuming out a hole drilled with a standard masonry bit is NOT acceptable and will yield lower performance than published for the anchoring/doweling adhesive. For more information, see Respirable Crystalline Silica White Paper at www.atcepoxy.com. NOTE: The use of Vacuum Drill Bits and Dust Extractor with HEPA Filter together with ULTRABOND 365CC has not been evaluated by ICC-ES as an alternative drilling method and therefore the use of the vacuum bit dust extraction solutions should be limited to applications which do not require an IBC/IRC approval.

TABLE 4: ULTRABOND 365CC METRIC installation parameters, brushes and injection plugs

Metric Size Drill Bit Diameter

mm

Maximum Installation

Torque

N-m (ft-lbs.)

Brush

Part #

Injection Plug

Part # Color

Threaded

Rod Rebar

mm

M8 ---- 10 10 (7) BR716 ----

M10 ---- 12

20 (15) BR12 IP12 Clear

---- 8 ---- BR916

M12 10 14 40 (30) IP916 Blue

---- 12 16 ---- BR58

IP58 Red

M16 ---- 18 60 (44) IP34 Yellow

---- 16 20 ---- BR34-78 IP78 Green

M20 ---- 24 120 (89) BRM24 IPM24 Brown

---- 20 25 ---- BR100 IP100 Black

M24 ---- 28 150 (111) BR118

IP118 Blue

---- 25 30 ---- IP114 Gray

M30 28 35 300 (221) BR138-112 IP138 Brown

---- 32 40 ---- BRM40 IP112 Red

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Revision 4.1

4


MATERIAL SPECIFICATION

TABLE 5: ULTRABOND 365CC performance to ASTM C881-151,2,3

Property Cure

Time

ASTM

Standard Units

Sample Conditioning Temperature

Class A Class B Class C Optional

5 °F 50 °F 75 °F 104 °F

(-15 °C) (18 °C) (24 °C) (40 °C)

Gel Time - 60 Gram Mass4

---- C881

min 78 12 5 2

Consistency or Viscosity ---- Non-sag

Compressive Yield Strength

7 day

D695

psi 10,730 10,230 10,020 9,260

(MPa) (74.0) (70.5) (69.1) (63.8)

Compressive Modulus

psi 443,100 365,300 474,200 346,200

(MPa) (3,055) (2,519) (3,269) (2,387)

Tensile Strength5

D638

psi 2,170 1,870 1,720 1,660

(MPa) (15) (13) (12) (11)

Tensile Elongation5 % 0.6 0.4

Bond Strength Hardened to Hardened Concrete

2 day

C882

psi 2,530 2,010 2,030 2,260

(MPa) (17.4) (13.9) (14.0) (15.6)

14 day

psi 2,800 2,430 2,240 3,300

(MPa) (19.3) (16.8) (15.4) (22.8)

Bond Strength Fresh to Hardened Concrete

psi 2,660

(MPa) (18.3)

Heat Deflection Temperature 7 day D648

°F 156

(°C) (69)

Water Absorption 14 day D570 % 0.90

Linear Coefficient of Shrinkage ---- D2566 % 0.003

1. Product testing results based on representative lot(s). Average results will vary according to the tolerances of the given property. 2. Full cure time is listed above to obtain the given properties for each product characteristic. 3. Results may vary due to environmental factors such as temperature, moisture and type of substrate. 4. Gel time may be lower than the minimum required for ASTM C881. 5. Optional testing for Grade 3 systems. TABLE 6: ULTRABOND 365CC CURE SCHEDULE1,2,3

Base Material

Temperature Working Time

min

Full Cure Time

hr °F (°C)

5 60 36

(-15)

14 30 24

(-10)

23 20 8

(-5)

32 13 4

(0)

41 9 2

(5)

50 5 1

(10)

68 4 0.75

(20)

86 2 0.50

(30)

For SI: °F = °C x 9/5 + 32

1. Working and full cure times are approximate, may be linearly interpolated between listed temperatures and are based on cartridge/nozzle system performance. 2. For Temperatures below 41 °F, warm the adhesive to a minimum of 41 °F,

otherwise install the adhesive at ambient temperature. 3. Application Temperature: Substrate and ambient air temperature should be

between 5 - 104 °F (-15 - 40 °C).

TABLE 7: ULTRABOND 365CC DESIGN STRENGTH INDEX

DESIGN STRENGTH

Table Number

Threaded Rod Rebar

Fractional Metric Fractional Metric

Steel Strength

Nsa, Vsa 8, 9 15 12 18

Concrete Breakout

Ncb, Vcb, Vcp 10 16 13 19

Strength Design Bond

Strength (SD)

Cracked Concrete

11 17 14 20

Uncracked Concrete

11 17 14 20

Allowable Stress Design (ASD)

Allowable Tension Load

21 ---- 23 ----

Allowable Shear Load

22 ---- 24 ----

Revision 4.1

5


INSTALLATION INSTRUCTIONS (MPII)

CAUTION: Check the expiration date on the cartridge to ensure it is not expired. Do not use expired product! Remove the protective cap from the cartridge and insert the cartridge into the recommended dispensing tool (see Table 1). Screw on the proper Adhesives Technology mixing nozzle to the cartridge (see Table 1). Do not modify mixing nozzle and confirm that internal mixing element is in place prior to dispensing adhesive. Never use without the mixing nozzle! Take note of the air and base material temperatures, review the working/full cure time chart (see Table 6) and condition the cartridge accordingly prior to starting the injection process.

Dispense the initial amount of material from the mixing nozzle onto a disposable surface until the product is a uniform gray color with no streaks, as adhesive must be properly mixed in order to perform as published. Dispose of the initial amount of adhesive according to federal, state and local regulations prior to injection into the drill hole. CAUTION: When changing cartridges, never re-use nozzles. For a new cartridge (or if working time has been exceeded), ensure that cartridge opening is clean, install a new nozzle and repeat steps 5 & 6 accordingly. After finishing work, leave the mixing nozzle attached to the cartridge.

5

Cartridge Preparation

Using a rotary hammer drill, and a bit which conforms to ANSI B212.15 and is the appropriate size for the anchor diameter to be installed, drill the hole to the specified embedment depth. CAUTION: Always wear appropriate personal protection equipment (PPE) for eyes, ears & skin and avoid inhalation of dust during the drilling and cleaning process. Refer to the Safety Data Sheet (SDS) for details prior to proceeding.

NOTE: Remove any standing water from hole prior to beginning the cleaning process. Using oil free compressed air with a minimum pressure of 87 psi (6 bar), insert the air wand to the bottom of the drilled hole and blow out the debris with an up/down motion for a minimum of 2 seconds/cycles (2X). For drilled holes < 3/4 in. in diameter, embedment depths < 10d or in uncracked concrete, a hand pump may be used instead of compressed air.

Select the correct wire brush size for the drilled hole diameter (see Tables 3 & 4), making sure that the brush is long enough to reach the bottom of the drilled hole. Reaching the bottom of the hole (use brush extension if required), brush either manually or with drill motor attachment in an up/down and twisting motion for 2 cycles (2X). CAUTION: The brush should be clean and contact the walls of the hole. If it does not, the brush is either too worn or small and should be replaced with a new brush of the correct diameter.

Blow the hole out once more to remove brush debris using oil free compressed air with a minimum pressure of 87 psi (6 bar). Insert the air wand to the bottom of the drilled hole and blow out the debris with an up/down motion for a minimum of 2 seconds/cycles (2X). Visually inspect the hole to confirm it is clean. NOTE: If installation will be delayed for any reason, cover cleaned holes to prevent contamination.

1

Drilling and Cleaning

Installation and Curing (Vertical Down, Horizontal & Overhead)

NOTE: The engineering drawings must be followed. For any applications not covered by this document, or if there are any installation questions, please contact Adhesives Technology Corp. Insert the mixing nozzle, using an extension tube if hole depth > 6 in. (150 mm), to the bottom of the hole and fill from the bottom to the top approximately 2/3 full, being careful not to withdraw the nozzle too quickly as this may trap air in the adhesive.

If extension tubing is needed, it can be connected onto the outside of the tip of the smaller mixing nozzle (part# T-365CC-S) and fits inside of the tip of the larger mixing nozzle (part# T-365CC-L). NOTE: When using a pneumatic dispensing tool, ensure that pressure is set at 90 psi (6.2 bar) maximum.

7A

7B

7C

Injection plugs must be used for overhead installations and those between horizontal and overhead. Overhead installations and those between horizontal and overhead are only allowed for the sizes 3/8 in. (10mm) through 1-1/8 in. (30 mm) and M10 through M30 threaded rods and #3 through #9 and 10 through 28 reinforcing bar. Injection plugs also need to be used for all applications with drill hole diameters > 1-1/8 in. (30 mm) or drill hole depths > 10 in. (250 mm). Select the proper injection plug for the drill hole diameter as given in Tables 3 & 4. The injection plug fits directly onto the tip of small mixing nozzle. For the large mixing nozzle extension tubing must be used in conjunction with the injection plug.

2X’s

2X’s

2

2X’s

4

3

6

Revision 4.1

6


INSTALLATION INSTRUCTIONS (MPII)

Prior to inserting the threaded rod or rebar into the hole, make sure it is straight, clean and free of oil and dirt and that the necessary embedment depth is marked on the anchor element. Insert the anchor element into the hole while turning 1-2 rotations prior to the anchor reaching the bottom of the hole. Excess adhesive should be visible on all sides of the fully installed anchor. CAUTION: Use extra care with deep embedment or high temperature installations to ensure that the working time has not elapsed prior to the anchor being fully installed.

8A

Do not disturb, torque or apply any load to the installed anchor until the specified full cure time has passed. The amount of time needed to reach full cure is base material temperature dependent - refer to Table 6 for appropriate full cure time and Tables 3 & 4 for the corresponding maximum installation torque that can be applied once adhesive has fully cured.

For overhead installations, horizontal and inclined (between horizontal and overhead), wedges should be used to support the anchor while the adhesive is curing. Take appropriate steps to protect the exposed threads of the anchor element from uncured adhesive until after the full cure time has elapsed.

8B

9

Revision 4.1

7


TECHNICAL DATA

TABLE 8: ULTRABOND 365CC CARBON STEEL design information for FRACTIONAL THREADED ROD1

Design Information Symbol Units

Threaded Rod

3/8" 1/2" 5/8" 3/4" 7/8" 1" 1 1/8" 1 1/4"

Nominal Anchor Diameter d

in. 0.375 0.500 0.625 0.750 0.875 1.000 1.125 1.250

(mm) (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) (28.6) (31.8)

Threaded Rod Cross-Sectional Area

Ase

in.2 0.078 0.142 0.226 0.335 0.462 0.606 0.763 0.969

(mm2) (50) (92) (146) (216) (298) (391) (492) (625)

Nominal Strength as Governed by Steel Strength

Nsa

lb. 5,620 10,290 16,385 24,250 33,475 43,915 55,301 70,260

(kN) (25.0) (45.8) (72.9) (107.9) (148.9) (195.3) (246.0) (312.5)

Vsa

lb. 3,370 6,170 9,830 14,550 20,085 26,350 33,180 42,160

(kN) (15.0) (27.5) (43.7) (64.7) (89.3) (117.2) (147.6) (187.5)

Reduction Factor for Seismic Shear

αV,seis ---- 0.80 0.60

Strength Reduction Factor for Tension2 ɸ ---- 0.65

Strength Reduction Factor for Shear2 ɸ ---- 0.60


Nsa

lb. 4,496 8,273 13,128 19,423 26,796 35,159 44,241 56,200

(kN) (20.0) (36.8) (58.4) (86.4) (119.2) (156.4) (196.8) (250.0)

Vsa

lb. 2,698 4,964 7,877 11,654 16,078 21,095 26,544 33,720

(kN) (12.0) (22.1) (35.0) (51.8) (71.5) (93.8) (118.1) (150.0)


αV,seis ---- 0.80 0.60




Nsa

lb. 5,811 10,692 16,968 25,104 34,634 45,443 57,181 72,639

(kN) (25.9) (47.6) (75.5) (111.7) (154.1) (202.1) (254.4) (323.1)

Vsa

lb. 3,487 6,415 10,181 15,062 20,780 27,266 34,309 43,583

(kN) (15.5) (28.5) (45.3) (67.0) (92.4) (121.3) (152.6) (193.9)


αV,seis ---- 0.80 0.60




Nsa

lb 9,690 17,740 28,250 41,810 57,710 75,710 95,117 121,135

(kN) (43.1) (78.9) (125.7) (186.0) (256.7) (336.8) (423.1) (538.8)

Vsa

lb 5,810 10,640 16,950 25,085 34,625 45,425 57,070 72,680

(kN) (25.9) (47.3) (75.4) (111.6) (154.0) (202.1) (253.8) (323.3)


αV,seis ---- 0.80 0.60

Strength Reduction

Factor for Tension3 ɸ ---- 0.75


AS

TM

A36 G

rad

e 3

6

F1554

Gra

de 3

6

AS

TM

F565

8M

Cla

ss 5

.8

ISO

898

-1 C

lass 5

.8

F1554

Gra

de 5

6

A

ST

M A

193 B

7

AS

TM

F155

4 G

rade 1

05

For SI: 1 inch = 25.4 mm, 1lbf = 4.448 N, 1 psi = 0.006897 MPa For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf, 1MPa = 145.0 psi 1. Values provided for common rod material types are based on specified strength and calculated in accordance with ACI 318 -14 Eq. 17.4.1.2 and Eq. 17.5.1.2b or ACI 318-11 Eq. (D-2) and Eq. (D-29), as applicable. Nuts and washers must be appropriate for the rod strength and type. 2. For use with load combinations of IBC Section 1605.2, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, as set forth in ACI 318-14 17.3.3 or ACI 318-11 D.4.3. If

the load combinations of ACI 318-11 Appendix C are used, the appropriate value of ɸ must be determined in accordance with ACI 318-11 D4.4. Values correspond

to a brittle steel element. 3. For use with load combinations of IBC Section 1605.2, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, as set forth in ACI 318-14 17.3.3 or ACI 318-11 D.4.3. If


to a ductile steel element.

Revision 4.1

8


TECHNICAL DATA

TABLE 9: ULTRABOND 365CC STAINLESS STEEL design information for FRACTIONAL THREADED ROD1


Threaded Rod

3/8" 1/2" 5/8" 3/4" 7/8" 1" 1 1/8" 1 1/4"


in. 0.375 0.500 0.625 0.750 0.875 1.000 1.125 1.250

(mm) (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) (28.6) (31.8)

Threaded Rod

Cross-Sectional Area Ase

in.2 0.078 0.142 0.226 0.335 0.462 0.606 0.763 0.969

(mm2) (50.0) (91.5) (145.8) (215.8) (297.9) (390.8) (492.3) (625.2)


Nsa

lb. 4,420 8,090 12,880 19,065 26,315 34,525 43,470 55,240

(kN) (19.7) (36.0) (57.3) (84.8) (117.1) (153.6) (193.4) (245.7)

Vsa

lb. 2,650 4,855 7,730 11,440 15,790 20,715 26,080 33,145

(kN) (11.8) (21.6) (34.4) (50.9) (70.2) (92.1) (116.0) (147.4)


αV,seis ---- 0.80 0.60




Nsa

lb. 7,362 13,546 21,498 31,805 43,879 57,572 72,444 92,028

(kN) (32.8) (60.3) (95.6) (141.5) (195.2) (256.1) (322.3) (409.4)

Vsa

lb. 4,417 8,128 12,899 19,083 26,327 34,543 43,466 55,217

(kN) (19.7) (36.2) (57.4) (84.9) (117.1) (153.7) (193.3) (245.6)


αV,seis ---- 0.80 0.60


Strength Reduction actor for Shear2 ɸ ---- 0.60


Nsa

lb 7,740 14,175 22,580 28,420 39,230 51,470 65,255 82,350

(kN) (34.4) (63.1) (100.4) (126.4) (174.5) (228.9) (290.3) (366.3)

Vsa

lb 4,645 8,505 13,550 17,055 23,540 30,880 39,153 49,410

(kN) (20.7) (37.8) (60.3) (75.9) (104.7) (137.4) (174.2) (219.8)


αV,seis ---- 0.80 0.60





to a brittle steel element.

AS

TM

A193 G

rade B

8/B

8M

C

lass 1

Sta

inle

ss

A

ST

M A

193 G

rade B

8/B

8M

C

lass 2

B S

tain

less

A

ST

M F

593

CW

Sta

inle

ss

Revision 4.1

9


TECHNICAL DATA

TABLE 10: ULTRABOND 365CC CONCRETE BREAKOUT design information for FRACTIONAL THREADED ROD


Threaded Rod

3/8" 1/2" 5/8" 3/4" 7/8" 1" 1 1/8" 1 1/4"

Minimum Embedment Depth hef,min

in. 2.36 2.76 3.11 3.50 3.50 4.02 4.49 5.00

(mm) (60) (70) (79) (89) (89) (102) (114) (127)

Maximum Embedment Depth hef,max

in. 7.52 10.00 12.52 15.00 17.52 20.00 22.52 25.00

(mm) (191) (254) (318) (381) (445) (508) (572) (635)

Effectiveness Factor for Cracked Concrete

kc,cr

---- 17

SI (7.1)

Effectiveness Factor for Uncracked Concrete

kc,uncr

---- 24

SI (10)

Minimum Spacing Distance smin

in. Smin= Cmin

(mm)

Minimum Edge Distance cmin

in. 1.69 2.28 2.56 3.15 3.74 4.33 5.12 6.30

(mm) (43) (58) (65) (80) (95) (110) (130) (160)

Minimum Concrete Thickness hmin

in. (hef + 1.25 , [ ≥ 3.937]) hef + 2d0 where do is the hole diameter

(mm) hef + 30 , [ ≥ 100 ]

Critical Edge Distance (Uncracked Concrete Only)

cac

in.

mm

Strength Reduction Factor for

Tension, Concrete Failure Mode, Condition B1

ɸ ---- 0.65


Shear, Concrete Failure Mode, Condition B1

ɸ ---- 0.70

For SI: 1 inch = 25.4 mm, 1lbf = 4.448 N, 1 psi = 0.006897 MPa

For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf, 1MPa = 145.0 psi 1. Values provided for post-installed anchors with category as determined from ACI 355.4 given for Condition B. Condition B applies without supplementary reinforcement or where pullout (bond) or pryout govern, as set forth in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, while condition A requires supplemental reinforcement. Values are for use with the load combinations Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 Section 9.2, as applicable, as set forth in ACI 318-11 D.4.3. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of ɸ must be determined in accordance with ACI 318-11 D.4.4.

4.1;7.01.3max

8

;min4.0

max,,

ef

kuncrk

feach

hhC

4.1;7.01.3max

1160

;min4.0

max,,

ef

kuncrk

feach

hhC

Revision 4.1

10


TECHNICAL DATA

For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf, 1MPa = 145.0 psi 1. Characteristic bond strength values correspond to concrete compressive strength fć =2,500 psi (17.2 MPa). For uncracked concrete compressive strength fć between 2,500 psi (17.2 MPa) and 8,000 psi (55.2 MPa), the tabulated characteristic bond strength may be increased by a factor of (fć /2,500)0.1 (for SI: (fć /17.2)0.1). 2. Lightweight concrete may be used by applying a reduction factor as given in ACI 318-14 17.2.6 or ACI 318-11 Appendix D section D3.6 as applicable. 3. Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a results of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time. 4. Characteristic bond strength values are for sustained loads (when noted), including dead and live loads.

5. For structures in regions assigned to Seismic Design Category C, D, E, or F the bond strength values must be multiplied by n,seis. 6. The values of ϕ correspond to the strength reduction category. The ϕ factor of 0.65 represents a Category 1, 0.55 a Category 2 and 0.45 a Category 3.

TABLE 11: ULTRABOND 365CC BOND STRENGTH design information for FRACTIONAL THREADED ROD1,2,3,4,5


Threaded Rod

3/8" 1/2" 5/8" 3/4" 7/8" 1" 1 1/8" 1 1/4"

Minimum Embedment Depth hef,min in. 2.36 2.76 3.11 3.50 3.50 4.02 4.49 5.00

(mm) (60) (70) (79) (89) (89) (102) (114) (127)

Maximum Embedment Depth hef,max in. 7.52 10.00 12.52 15.00 17.52 20.00 22.52 25.00

(mm) (191) (254) (318) (381) (445) (508) (572) (635)

Maximum Long Term

Temperature 122 °F (50 °C)

Maximum Short Term Temperature

176 °F (80 °C)

Cracked Concrete Characteristic Bond Strength

With Sustained

Load

Ƭk,cr psi 624 624 624 667 667 667 667 754

(MPa) (4.3) (4.3) (4.3) (4.6) (4.6) (4.6) (4.6) (5.2)

UnCracked Concrete

Characteristic Bond Strength

Ƭk,uncr psi 1,523 1,436 1,378 1,334 1,305 1,276 1,247 1,218

(MPa) (10.5) (9.9) (9.5) (9.2) (9.0) (8.8) (8.6) (8.4)

Maximum Long Term

Temperature 162 °F (72 °C)

Maximum Short Term Temperature

248 °F (120 °C)


Ƭk,cr psi 566 566 566 609 609 609 609 696

(MPa) (3.9) (3.9) (3.9) (4.2) (4.2) (4.2) (4.2) (4.8)

UnCracked Concrete

Characteristic Bond Strength

Ƭk,uncr psi 1,392 1,320 1,276 1,233 1,189 1,160 1,146 1,117

(MPa) (9.6) (9.1) (8.8) (8.5) (8.2) (8.0) (7.9) (7.7)

Maximum Long Term Temperature

194 °F (90 °C) Maximum Short Term

Temperature

302 °F (150 °C)


Ƭk,cr psi 508 508 508 537 537 537 537 609

(MPa) (3.5) (3.5) (3.5) (3.7) (3.7) (3.7) (3.7) (4.2)

UnCracked Concrete Characteristic Bond Strength

Ƭk,uncr psi 1,233 1,175 1,117 1,088 1,059 1,030 1,015 986

(MPa) (8.5) (8.1) (7.7) (7.5) (7.3) (7.1) (7.0) (6.8)

Reduction Factor for Seismic Tension5

αN,seis ---- 1.00

Strength Reduction

Factors for Permissible

Installation Conditions

Dry Concrete6 ɸd ---- 0.65

Water Saturated

Concrete6 ɸws ---- 0.65 0.55 0.45

Revision 4.1

11


TECHNICAL DATA

TABLE 12: ULTRABOND 365CC STEEL design information for FRACTIONAL REBAR1


Rebar Size

#3 #4 #5 #6 #7 #8 #9 #10


in. 0.375 0.500 0.625 0.750 0.875 1.000 1.125 1.250

(mm) (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) (28.6) (31.8)

Rebar Cross-Sectional Area

Ase

in.2 0.110 0.200 0.310 0.440 0.600 0.790 1.000 1.270

(mm2) (71) (129) (200) (284) (387) (510) (645) (819)


Nsa

lb. 6,609 12,004 18,591 26,392

Grade 40 reinforcing bars

are only available in sizes #3 through #6 per ASTM A615

(kN) (29.4) (53.4) (82.7) (117.4)

Vsa

lb. 3,956 7,194 11,150 15,848

(kN) (17.6) (32.0) (49.6) (70.5)


αV,seis ---- 0.74




Nsa

lb. 9,891 18,006 27,898 39,610 53,997 71,104 90,010 114,311

(kN) (44.0) (80.1) (124.1) (176.2) (240.2) (316.3) (400.4) (508.5)

Vsa

lb. 5,935 10,790 16,748 23,761 32,394 42,667 53,997 68,586

(kN) (26.4) (48.0) (74.5) (105.7) (144.1) (189.8) (240.2) (305.1)


αV,seis ---- 0.74 0.93




Nsa

lb. 8,790 16,006 24,795 35,204 47,995 63,191 80,006 101,610

(kN) (39.1) (71.2) (110.3) (156.6) (213.5) (281.1) (355.9) (452.0)

Vsa

lb. 5,283 9,599 14,882 21,131 28,797 37,924 47,995 60,966

(kN) (23.5) (42.7) (66.2) (94.0) (128.1) (168.7) (213.5) (271.2)


αV,seis ---- 0.74 0.93






AS

TM

A6

15

Gra

de

40

AS

TM

A615 G

rade 6

0

AS

TM

A706 G

rade 6

0

Revision 4.1

12


TECHNICAL DATA

TABLE 13: ULTRABOND 365CC CONCRETE BREAKOUT design information for FRACTIONAL REBAR


Rebar Size

#3 #4 #5 #6 #7 #8 #9 #10


in. 2.36 2.76 3.11 3.50 3.50 4.02 4.49 5.00

(mm) (60) (70) (79) (89) (89) (102) (114) (127)


in. 7.52 10.00 12.52 15.00 17.52 20.00 22.52 25.00

(mm) (191) (254) (318) (381) (445) (508) (572) (635)


kc,cr

---- 17

SI (7.1)


kc,uncr

---- 24

SI (10)


in. Smin= Cmin

(mm)


in. 1.67 2.26 2.56 3.15 3.74 4.33 5.12 6.30

(mm) (43) (58) (65) (80) (95) (110) (130) (160)


in. (hef + 1.25 , [ ≥ 3.937]) hef + 2d0 where do is the hole diameter

(mm) hef + 30 , [ ≥ 100 ]


cac

in.

mm

Strength Reduction Factor for Tension,

Concrete Failure Mode, Condition B1

ɸ ---- 0.65

Strength Reduction Factor for Shear,


ɸ ---- 0.70



4.1;7.01.3max

1160

;min4.0

max,,

ef

kuncrk

feach

hhC

4.1;7.01.3max

8

;min4.0

max,,

ef

kuncrk

feach

hhC

Revision 4.1

13


TECHNICAL DATA

TABLE 14: ULTRABOND 365CC BOND STRENGTH design information for FRACTIONAL REBAR1,2,3,4,5


Rebar Size

#3 #4 #5 #6 #7 #8 #9 #10


in. 2.36 2.76 3.11 3.50 3.50 4.02 4.49 5.00

(mm) (60) (70) (79) (89) (89) (102) (114) (127)


in. 7.52 10.00 12.52 15.00 17.52 20.00 22.52 25.00

(mm) (191) (254) (318) (381) (445) (508) (572) (635)



Temperature

176 °F (80 °C)


With Sustained

Load

Ƭk,cr

psi 464 464 464 493 493 493 493 566

(MPa) (3.2) (3.2) (3.2) (3.4) (3.4) (3.4) (3.4) (3.9)

Uncracked Concrete Characteristic Bond Strength

Ƭk,uncr

psi 1,131 1,073 1,044 1,001 972 957 928 914

(MPa) (7.8) (7.4) (7.2) (6.9) (6.7) (6.6) (6.4) (6.3)



Temperature

248 °F (120 °C)


Ƭk,cr

psi 435 435 435 450 450 450 450 522

(MPa) (3.0) (3.0) (3.0) (3.1) (3.1) (3.1) (3.1) (3.6)


Ƭk,uncr

psi 1,044 986 957 928 899 870 856 841

(MPa) (7.2) (6.8) (6.6) (6.4) (6.2) (6.0) (5.9) (5.8)



Temperature

302 °F (150 °C)


Ƭk,cr

psi 377 377 377 406 406 406 406 464

(MPa) (2.6) (2.6) (2.6) (2.8) (2.8) (2.8) (2.8) (3.2)


Ƭk,uncr

psi 928 870 841 812 798 769 754 740

(MPa) (6.4) (6.0) (5.8) (5.6) (5.5) (5.3) (5.2) (5.1)

Reduction Factor for Seismic Tension5 αN,seis ---- 1.00

Strength Reduction




Water Saturated Concrete6 ɸws ---- 0.65 0.55 0.45

For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf, 1MPa = 145.0 psi 1. Characteristic bond strength values correspond to concrete compressive strength fć =2,500 psi (17.2 MPa). For uncracked concrete compressive strength fć between 2,500 psi (17.2 MPa) and 8,000 psi (55.2 MPa), the tabulated characteristic bond strength may be increased by a factor of (fć /2,500)0.1 (for SI: (fć /17.2)0.1). 2. Lightweight concrete may be used by applying a reduction factor as given in ACI 318-14 17.2.6 or ACI 318-11 Appendix D section D3.6 as applicable. 3. Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a results of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time. 4. Characteristic bond strength values are for sustained loads (when noted), including dead and live loads.


Revision 4.1

14


TABLE 15: ULTRABOND 365CC STEEL design information for METRIC THREADED ROD1


Threaded Rod

M8 M10 M12 M16 M20 M24 M30


mm 8 10 12 16 20 24 30

(in.) (0.31) (0.39) (0.47) (0.63) (0.79) (0.94) (1.18)

Threaded Rod Cross-Sectional Area

Ase

mm2 36.6 58.0 84.3 156.7 244.8 352.5 560.7

(in.2) (0.057) (0.090) (0.131) (0.243) (0.379) (0.546) (0.869)


Nsa kN 18.3 29.0 42.2 78.4 122.4 176.3 280.4

(lb.) (4,114) (6,520) (9,476) (17,615) (27,518) (39,625) (63,028)

Vsa

kN 11.0 17.4 25.3 47.0 73.4 105.8 168.2

(lb.) (2,469) (3,912) (5,686) (10,569) (16,511) (23,775) (37,817)


αV,seis ---- Not

Applicable 1.00 0.87

Strength Reduction


Strength Reduction

Factor for Shear2 ɸ ---- 0.60


Nsa kN 29.3 46.4 67.4 125.4 195.8 282.0 448.6

(lb.) (6,583) (10,432) (15,162) (28,183) (44,029) (63.399) (100,845)

Vsa

kN 17.6 27.8 40.5 75.2 117.5 169.2 269.1

(lb.) (3,950) (6,259) (9,097) (16,910) (26,417) (38,040) (60,507)


αV,seis ---- Not

Applicable 0.90

Strength Reduction


Strength Reduction



Nsa kN 25.6 40.6 59.0 109.7 171.4 246.8 392.5

(lb.) (5,760) (9,128) (13,267) (24,661) (38,525) (55,474) (88,240)

Vsa

kN 15.4 24.4 35.4 65.8 102.8 148.1 235.5

(lb.) (3,456) (5,477) (7,960) (14,796) (23,115) (33,285) (52,944)


αV,seis ---- Not

Applicable 0.90

Strength Reduction


Strength Reduction



Nsa kN 29.3 46.4 67.4 125.4 195.8 282.0 448.6

(lb.) (6,583) (10,432) (15,162) (28,183) (44,029) (63,399) (100,845)

Vsa

kN 17.6 27.8 40.5 75.2 117.5 169.2 269.1

(lb.) (3,950) (6,259) (9,097) (16,910) (26,417) (38,040) (60,507)


αV,seis ---- Not

Applicable 0.90

Strength Reduction


Strength Reduction


For SI: 1 inch = 25.4 mm, 1lbf = 4.448 N, 1 psi = 0.006897 MPa For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf, 1MPa = 145.0 psi 1. Values provided for common rod material types are based on specified strength and calculated in accordance with ACI 318 -14 Eq. 17.4.1.2 and Eq. 17.5.1.2b or ACI 318-11 Eq. (D-2) and Eq. (D-29), as applicable. Nuts and washers must be appropriate for the rod strength and type. 2. For use with load combinations of IBC Section 1605.2, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, as set forth in ACI 318-14 17.3.3 or ACI 318-11 D.4.3. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of ɸ must be determined in accordance with ACI 318-11 D4.4. Values correspond


ISO

898

-1

Cla

ss 8

.8

ISO

898

-1

Cla

ss 5

.8

ISO

3506

-1

Cla

ss A

4-7

0

and S

tain

less C

-70

ISO

3506

-1

Cla

ss A

4-8

0

and S

tain

less C

-80

TECHNICAL DATA

Revision 4.1

15


TECHNICAL DATA

TABLE 16: ULTRABOND 365CC CONCRETE BREAKOUT design information for METRIC THREADED ROD


Threaded Rod

M8 M10 M12 M16 M20 M24 M30


mm 60 60 70 80 90 96 120

(in.) (2.36) (2.36) (2.76) (3.15) (3.54) (3.78) (4.72)


mm 160 200 240 320 400 480 600

(in.) (6.30) (7.87) (9.45) (12.60) (15.75) (18.90) (23.62)


kc,cr

SI 7.1

---- (17)


kc,uncr

SI 10

---- (24)


mm Smin= Cmin

(in.)


mm 40 45 55 65 85 105 140

(in.) (1.57) (1.77) (2.17) (2.56) (3.35) (4.13) (5.51)


mm hef + 30 , [ ≥ 100 ] hef + 2d0 where do is the hole diameter

(in.) (hef + 1.25 , [ ≥ 3.937 ])


cac

mm

in.

Strength Reduction Factor for Tension, Concrete Failure Mode,

Condition B1 ɸ ---- 0.65

Strength Reduction Factor for Shear, Concrete Failure Mode,

Condition B1 ɸ ---- 0.70



4.1;7.01.3max

8

;min4.0

max,,

ef

kuncrk

feach

hhC

4.1;7.01.3max

1160

;min4.0

max,,

ef

kuncrk

feach

hhC

Revision 4.1

16


TECHNICAL DATA

For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf, 1MPa = 145.0 psi

1. Characteristic bond strength values correspond to concrete compressive strength fć =2,500 psi (17.2 MPa). For uncracked concrete compressive strength fć between 2,500 psi (17.2 MPa) and 8,000 psi (55.2 MPa), the tabulated characteristic bond strength may be increased by a factor of (fć /2,500)0.1 (for SI: (fć /17.2)0.1). 2. Lightweight concrete may be used by applying a reduction factor as given in ACI 318-14 17.2.6 or ACI 318-11 Appendix D section D3.6 as applicable. 3. Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a results of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time. 4. Characteristic bond strength values are for sustained loads (when noted), including dead and live loads.


TABLE 17: ULTRABOND 365CC BOND STRENGTH design information for METRIC THREADED ROD1,2,3,4,5


Threaded Rod

M8 M10 M12 M16 M20 M24 M30


mm 60 60 70 80 90 96 120

(in.) (2.36) (2.36) (2.76) (3.15) (3.54) (3.78) (4.72)


mm 160 200 240 320 400 480 600

(in.) (6.30) (7.87) (9.45) (12.60) (15.75) (18.90) (23.62)



Temperature

176 °F (80 °C)


With Sustained

Load

Ƭk,cr

MPa 2.8 4.3 4.3 4.3 4.6 4.6 4.8

(psi) (406) (624) (624) (624) (609) (551) (508)


Ƭk,uncr MPa 8.2 10.4 10.0 9.5 9.2 8.9 8.5

(psi) (1,189) (1,508) (1,450) (1,378) (1,218) (1,073) (885)



Temperature

248 °F (120 °C)


Ƭk,cr MPa 2.5 3.9 3.9 3.9 4.2 4.2 4.4

(psi) (363) (566) (566) (566) (566) (508) (464)


Ƭk,uncr MPa 7.5 9.5 9.2 8.7 8.4 8.1 7.8

(psi) (1,088) (1,378) (1,334) (1,262) (1,117) (986) (812)



Temperature

302 °F (150 °C)


Ƭk,cr MPa 2.2 3.5 3.5 3.5 3.7 3.7 3.9

(psi) (319) (508) (508) (508) (595) (450) (406)


Ƭk,uncr MPa 6.6 8.4 8.1 7.7 7.4 7.2 6.9

(psi) (957) (1,218) (1,175) (1,117) (986) (870) (725)

Reduction Factor for Seismic Tension5 αN,seis ----

Not

Applicable 1.00

Strength Reduction





Revision 4.1

17


TECHNICAL DATA

DIN

48

8 B

St 550/5

00

TABLE 19: ULTRABOND 365CC CONCRETE BREAKOUT design information for METRIC REBAR1

Design Information Symbol Units Rebar Size

8 10 12 16 20 25 28 32


mm 60 60 70 80 90 100 112 128

(in.) (2.36) (2.36) (2.76) (3.15) (3.54) (3.94) (4.41) (5.04)


mm 160 200 240 320 400 500 560 640

(in.) (6.30) (7.87) (9.45) (12.60) (15.75) (19.69) (22.05) (25.20)


kc,cr

SI 7.1

---- (17)


kc,uncr

SI 10

---- (24)

Minimum Spacing Distance Smin

mm Smin= Cmin

(in.)

Minimum Edge Distance Cmin

mm 40 45 55 65 85 110 130 160

(in.) (1.57) (1.77) (2.17) (2.56) (3.35) (4.33) (5.12) (6.30)


mm hef + 30 , [ ≥ 100 ] hef + 2d0 where do is the hole diameter

(in.) (hef + 1.25 , [ ≥ 3.937 ])


Cac

mm

in.


Tension, Concrete Failure Mode,

Condition B1

ɸ ---- 0.65

Strength Reduction Factor for Shear,


ɸ ---- 0.70

4.1;7.01.3max

8

;min4.0

max,,

ef

kuncrk

feach

hhC

4.1;7.01.3max

1160

;min4.0

max,,

ef

kuncrk

feach

hhC

TABLE 18: ULTRABOND 365CC STEEL design information for METRIC REBAR1


Rebar Size

8 10 12 16 20 25 28 32


mm 8 10 12 16 20 25 28 32

(in.) (0.31) (0.39) (0.47) (0.63) (0.79) (0.98) (1.10) (1.26)

Rebar Cross-Sectional Area

Ase

mm2 50.2 78.5 113.1 201.1 314.2 490.9 615.8 804.2

(in.2) (0.078) (0.122) (0.175) (0.312) (0.487) (0.761) (0.954) (1.247)


Nsa

kN 28.0 43.2 62.2 110.6 172.8 270.0 338.7 442.3

(lb.) (6,294) (9,711) (13,983) (24,863) (38,845) (60,696) (76,140) (99,429)

Vsa

kN 13.8 25.9 37.3 66.4 103.7 162.0 203.2 265.4

(lb.) (3,102) (5,822) (8,385) (14,927) (23,312) (36,418) (45,679) (56,662)


αV,seis ---- Not

Applicable 1.00






For SI: 1 inch = 25.4 mm, 1lbf = 4.448 N, 1 psi = 0.006897 MPa For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf, 1MPa = 145.0 psi 1. Values provided for post-installed anchors with category as determined from ACI 355.4 given for Condition B. Condition B applies without supplementary reinforcement or where pullout (bond) or pryout govern, as set forth in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, while condition A requires supplemental reinforcement. Values are for use with the load combinations Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 Section 9.2, as applicable, as set forth in ACI

318-11 D.4.3. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of ɸ must be determined in accordance with ACI 318-11 D.4.4.

Revision 4.1

18


TECHNICAL DATA

TABLE 20: ULTRABOND 365CC BOND STRENGTH design information for METRIC REBAR1,2,3,4,5


Rebar Size

8 10 12 16 20 25 28 32


mm 60 60 70 80 90 100 112 128

(in.) (2.36) (2.36) (2.76) (3.15) (3.54) (3.94) (4.41) (5.04)


mm 160 200 240 320 400 500 560 640

(in.) (6.30) (7.87) (9.45) (12.60) (15.75) (19.69) (22.05) (25.20)



Temperature

176 °F (80 °C)


With Sustained

Load

Ƭk,cr MPa 2.1 3.2 3.2 3.2 3.4 3.4 3.4 3.6

(psi) (305) (464) (464) (464) (493) (493) (493) (522)


Ƭk,uncr MPa Not

Applicable

7.8 7.5 7.1 6.9 6.6 6.5 6.3

(psi) (1131) (1088) (1030) (1001) (957) (943) (914)



Temperature

248 °F (120 °C)


Ƭk,cr MPa 1.9 3.0 3.0 3.0 3.1 3.1 3.1 3.3

(psi) (276) (435) (435) (435) (450) (450) (450) (479)


Ƭk,uncr MPa Not

Applicable

7.1 6.9 6.6 6.3 6.1 5.9 5.8

(psi) (1030) (1001) (957) (914) (885) (856) (841)



Temperature

302 °F (150 °C)


Ƭk,cr MPa 1.7 2.6 2.6 2.6 2.8 2.8 2.8 2.9

(psi) (247) (377) (377) (377) (406) (406) (406) (421)


Ƭk,uncr MPa Not

Applicable

6.3 6.1 5.8 5.6 5.4 5.2 5.1

(psi) (914) (885) (841) (812) (783) (754) (740)

Reduction Factor for Seismic Tension5 αN,seis ----

Not

Applicable 0.98 1.00

Strength Reduction

Factors for

Permissible Installation Conditions



For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf, 1MPa = 145.0 psi

1. Characteristic bond strength values correspond to concrete compressive strength fć =2,500 psi (17.2 MPa). For uncracked concrete compressive strength fć between 2,500 psi (17.2 MPa) and 8,000 psi (55.2 MPa), the tabulated characteristic bond strength may be increased by a factor of (fć /2,500)0.1 (for SI: (fć /17.2)0.1). 2. Lightweight concrete may be used by applying a reduction factor as given in ACI 318-14 17.2.6 or ACI 318-11 Appendix D section D3.6 as applicable. 3. Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a results of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time. 4. Characteristic bond strength values are for sustained loads (when noted), including dead and live loads.


Revision 4.1

19


TECHNICAL DATA

TABLE 21: ULTRABOND 365CC allowable TENSION loads for THREADED ROD in normal-weight concrete1

Threaded Rod

Diameter

in.

Nominal Drill Bit

Diameter

in.

Embedment Depth

in. (mm)

Allowable Tension Load Based on Bond Strength / Concrete Capacity2,3

lbs. (kN)

Allowable Tension Load Based on

Steel Strength4

f'c ≥ 2,500 psi (17.4 MPa)

ASTM F1554 Grade 36

lbs. (kN)

ASTM A193 Grade B7

lbs. (kN)

ASTM F593 304/316 SS

lbs. (kN)

3/8 7/16

2 3/8 (60) 1,702 (7.6)

2,114 (9.4) 4,556 (20.3) 3,645 (16.2)

3 3/8 (86) 2,660 (11.8)

4 1/2 (114) 3,546 (15.8)

7 1/2 (191) 5,910 (26.3)

1/2 9/16

2 3/4 (70) 2,239 (10.0)

3,758 (16.7) 8,099 (36.0) 6,480 (28.8)

4 1/2 (114) 4,458 (19.8)

6 (152) 5,944 (26.4)

10 (254) 9,907 (44.1)

5/8 3/4

3 1/8 (79) 2,801 (12.5)

5,872 (26.1) 12,655 (56.3) 10,124 (45.0)

5 5/8 (143) 6,455 (28.7)

7 1/2 (191) 8,912 (39.6)

12 1/2 (318) 14,854 (66.1)

3/4 7/8

3 1/2 (86) 3,438 (13.7)

8,456 (37.6) 18,224 (81.1) 12,392 (55.1)

6 3/4 (171) 8,625 (38.4)

9 (229) 12,424 (55.3)

15 (381) 20,707 (92.1)

7/8 1

3 1/2 (89) 3,378 (15.0)

11,509 (51.2) 24,804 (110.3) 16,867 (75.0)

7 7/8 (200) 11,209 (49.9)

10 1/2 (267) 16,543 (73.6)

17 1/2 (445) 27,571 (122.6)

1 1 1/8

4 1/8 (105) 4,415 (19.6)

15,033 (66.9) 32,398 (144.1) 22,030 (98.0)

9 (229) 14,065 (62.6)

12 (305) 20,743 (92.3)

20 (508) 35,211 (156.6)

1 1/8 1 1/4

4 1/2 (114) 5,031 (22.4)

19,026 (84.6) 41,003 (182.4) 27,882 (124.0)

10 1/8 (257) 16,980 (75.5)

13 1/2 (343) 24,980 (111.1)

22 1/2 (572) 53,748 (239.1)

1 1/4 1 3/8

5 (127) 5,892 (26.2)

23,488 (104.5) 50,621 (225.2) 34,423 (153.1)

11 1/4 (286) 19,887 (88.5)

15 (381) 29,875 (132.9)

25 (635) 52,517 (233.6)

For SI: 1 inch = 25.4 mm, 1lbf = 4.448 N, 1 psi = 0.006897 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf, 1MPa = 145.0 psi 1. The lower value of either the allowable bond strength/concrete capacity or steel strength should be used as the allowable tension value for design. 2. Allowable tension loads calculated based on strength design provisions of IBC Section 1605.3 with the following assumptions: Temperature range A: Maximum short term temperature = 176 °F (80 °C), Maximum long term temperature = 122 °F (50°C). Load combination from ACI based on 1.2D + 1.6L assuming dead load of 0.3 and live load of 0.7 giving a weighted average of 1.48. f'c = 2,500 psi normal-weight uncracked concrete. Single anchor, vertically down with periodic special inspection and no seismic loading. ɸd 0.65 for dry concrete,Ca1 ≥ 1.5 x hef, hmin ≥ 1.5 x Ca1, Ca2 ≥ 1.5 x Ca1. Load values based on characteristic uncracked bond strength with sustained load. 3. For short term temperature exposure greater than 176 °F (80 °C) and up to 248 °F (120°C), apply a reduction factor of 0.87 to the allowable tension load. For short term temperature exposure greater than 248 °F (120°C) and up to 302 °F (150°C), apply a reduction factor of 0.75 to the allowable tension load. 4. Allowable steel strengths calculated in accordance with AISC Manual of Steel Construction: Tensile = 0.33 * Fu * Anom.

Revision 4.1

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TECHNICAL DATA

TABLE 22: ULTRABOND 365CC allowable SHEAR loads for THREADED ROD in normal-weight concrete1

Threaded Rod

Diameter

in.

Nominal Drill Bit

Diameter

in.

Embedment Depth

in. (mm)

Allowable Shear Load Based on Bond Strength / Concrete Capacity2,3

lbs. (kN)

Allowable Shear Load Based on

Steel Strength4

f'c ≥ 2,500 psi (17.4 MPa)

ASTM F1554 Grade 36

lbs. (kN)

ASTM A193 Grade B7

lbs. (kN)

ASTM F593 304/316 SS

lbs. (kN)

3/8 7/16

2 3/8 (60) 1,608 (7.2)

1,089 (4.8) 2,347 (10.4) 1,878 (8.4)

3 3/8 (86) 3,140 (14.0)

4 1/2 (114) 5,006 (22.3)

7 1/2 (191) 11,272 (50.1)

1/2 9/16

2 3/4 (70) 2,401 (10.7)

1,936 (8.6) 4,172 (18.6) 3,338 (14.8)

4 1/2 (114) 5,780 (25.7)

6 (152) 9,152 (40.7)

10 (254) 20,407 (90.8)

5/8 3/4

3 1/8 (79) 3,163 (14.1)

3,025 (13.5) 6,519 (29.0) 5,216 (23.2)

5 5/8 (143) 9,071 (40.4)

7 1/2 (191) 14,349 (63.8)

12 1/2 (318) 31,958 (142.2)

3/4 7/8

3 1/2 (89) 4,024 (13.7)

4,356 (19.4) 9,388 (41.8) 6,384 (28.4)

6 3/4 (171) 12,832 (57.1)

9 (229) 20,286 (90.2)

15 (381) 44,599 (198.4)

7/8 1

3 1/2 (89) 4,117 (18.3)

5,929 (26.4) 12,778 (56.8) 8,689 (38.7)

7 7/8 (200) 16,205 (72.1)

10 1/2 (267) 25,605 (113.9)

17 1/2 (445) 56,946 (253.3)

1 1 1/8

4 1/8 (105) 5,534 (24.6)

7,744 (34.4) 16,690 (74.2) 11,349 (50.5)

9 (229) 19,830 (88.2)

12 (305) 31,323 (139.3)

20 (508) 69,631 (309.7)

1 1/8 1 1/4

4 1/2 (114) 6,285 (28.0)

9,801 (43.6) 21,123 (94.0) 14,364 (63.9)

10 1/8 (257) 23,691 (105.4)

13 1/2 (343) 37,412 (166.4)

22 1/2 (572) 83,138 (369.8)

1 1/4 1 3/8

5 (127) 7,374 (32.8)

12,100 (53.8) 26,078 (116.0) 17,733 (78.9)

11 1/4 (286) 27,774 (123.5)

15 (381) 43,852 (195.1)

25 (635) 97,421 (433.4)

For SI: 1 inch = 25.4 mm, 1lbf = 4.448 N, 1 psi = 0.006897 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf, 1MPa = 145.0 psi 1. The lower value of either the allowable bond strength/concrete capacity or steel strength should be used as the allowable tension value for design. 2. Allowable tension loads calculated based on strength design provisions of IBC Section 1605.3 with the following assumptions: Temperature range A: Maximum short term temperature = 176 °F (80 °C), Maximum long term temperature = 122 °F (50 °C). Load combination from ACI based on 1.2D + 1.6L assuming dead load of 0.3 and live load of 0.7 giving a weighted average of 1.48. f'c = 2,500 psi normal-weight uncracked concrete. Single anchor, vertically down with periodic special inspection and no seismic loading. ɸd 0.65 for dry concrete, Ca1 ≥ 1.5 x hef, hmin ≥ 1.5 x Ca1, Ca2 ≥ 1.5 x Ca1. Load values based on characteristic uncracked bond strength with sustained load. 3. For short term temperature exposure greater than 176 °F (80 °C) and up to 248 °F (120 °C), apply a reduction factor of 0.87 to the allowable shear load. For short term temperature exposure greater than 248 °F (120 °C) and up to 302 °F (150 °C), apply a reduction factor of 0.75 to the allowable shear load. 4. Allowable steel strengths calculated in accordance with AISC Manual of Steel Construction: Shear = 0.17 * Fu * Anom.

Revision 4.1

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TECHNICAL DATA

TABLE 23: ULTRABOND 365CC allowable TENSION loads for REBAR in normal-weight concrete1

Rebar

Size

Nominal Drill Bit

Diameter

in.

Embedment Depth

in. (mm)

Allowable Tension Load Based on Bond Strength / Concrete Capacity2,3

lbs. (kN)

Allowable Tension Load Based on

Steel Strength4

f'c ≥ 2,500 psi (17.4 MPa)

ASTM A615 Grade 60

lbs. (kN)

ASTM A615 Grade 75

lbs. (kN)

#3 1/2

2 3/8 (60) 1,364 (6.1)

2,640 (11.7) 3,300 (14.7)

3 3/8 (86) 1,975 (8.8)

4 1/2 (114) 2,633 (11.7)

7 1/2 (191) 4,389 (19.5)

#4 5/8

2 3/4 (70) 1,935 (8.6)

4,800 (21.4) 6,000 (26.7)

4 1/2 (114) 3,331 (14.8)

6 (152) 4,441 (19.8)

10 (254) 7,402 (32.9)

#5 3/4

3 1/8 (79) 2,497 (11.1)

7,440 (33.1) 9,300 (41.4)

5 5/8 (143) 5,064 (22.5)

7 1/2 (191) 6,752 (30.0)

12 1/2 (318) 11,254 (50.1)

#6 7/8

3 1/2 (86) 3,038 (13.7)

10,560 (47.0) 13,200 (58.7)

6 3/4 (171) 6,992 (31.1)

9 (229) 9,323 (41.5)

15 (381) 15,538 (69.1)

#7 1 1/8

3 1/2 (89) 2,935 (13.1)

14,400 (64.1) 18,000 (80.1)

7 7/8 (200) 9,241 (41.1)

10 1/2 (267) 12,322 (54.8)

17 1/2 (445) 20,536 (91.3)

#8 1 1/4

4 1/8 (105) 4,062 (18.1)

18,960 (84.3) 23,700 (105.4)

9 (229) 11,884 (52.9)

12 (305) 15,845 (70.5)

20 (508) 26,408 (117.5)

#9 1 3/8

4 1/2 (114) 5,031 (22.4)

24,000 (106.8) 30,000 (133.4)

10 1/8 (257) 16,980 (75.5)

13 1/2 (343) 26,142 (116.3)

22 1/2 (572) 56,248 (250.2)

#10 1 1/2

5 (127) 5,828 (25.9)

30,480 (135.6) 38,100 (169.5)

11 1/4 (286) 17,734 (78.9)

15 (381) 23,646 (105.2)

25 (635) 39,409 (175.3)

For SI: 1 inch = 25.4 mm, 1lbf = 4.448 N, 1 psi = 0.006897 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf, 1MPa = 145.0 psi 1. The lower value of either the allowable bond strength/concrete capacity or steel strength should be used as the allowable tension value for design. 2. Allowable tension loads calculated based on strength design provisions of IBC Section 1605.3 with the following assumptions: Temperature range A: Maximum short term temperature = 176 °F (80 °C), Maximum long term temperature = 122 °F (50°C). Load combination from ACI based on 1.2D + 1.6L assuming dead load of 0.3 and live load of 0.7 giving a weighted average of 1.48. f'c = 2,500 psi normal-weight uncracked concrete. Single anchor, vertically down with periodic special inspection and no seismic loading. ɸd 0.65 for dry concrete, Ca1 ≥ 1.5 x hef, hmin ≥ 1.5 x Ca1, Ca2 ≥ 1.5 x Ca1. Load values based on characteristic uncracked bond strength with sustained load. 3. For short term temperature exposure greater than 176 °F (80 °C) and up to 248 °F (120°C), apply a reduction factor of 0.87 to the allowable tension load. For short term temperature exposure greater than 248 °F (120°C) and up to 302 °F (150°C), apply a reduction factor of 0.75 to the allowable tension load. 4. Allowable steel strengths calculated in accordance with AISC Manual of Steel Construction: Tensile = 0.33 * Fu * Anom.

Revision 4.1

22


TECHNICAL DATA

TABLE 24: ULTRABOND 365CC allowable SHEAR loads for REBAR in normal-weight concrete1

Rebar

Size

Nominal Drill Bit

Diameter

in.

Embedment Depth

in. (mm)

Allowable Shear Load Based on Bond Strength / Concrete Capacity2,3

lbs. (kN)

Allowable Shear Load Based on

Steel Strength4

f'c ≥ 2,500 psi (17.4 MPa)

ASTM A615 Grade 60

lbs. (kN)

ASTM A615 Grade 75

lbs. (kN)

#3 1/2

2 3/8 (60) 1,468 (6.5)

1,683 (7.5) 1,870 (8.3)

3 3/8 (86) 3,140 (14.0)

4 1/2 (114) 5,006 (22.3)

7 1/2 (191) 9,453 (42.0)

#4 5/8

2 3/4 (70) 2,401 (10.7)

3,060 (13.6) 3,400 (15.1)

4 1/2 (114) 5,780 (25.7)

6 (152) 9,152 (40.7)

10 (254) 15,944 (70.9)

#5 3/4

3 1/8 (79) 3,163 (14.1)

4,743 (21.1) 5,270 (23.4)

5 5/8 (143) 9,071 (40.4)

7 1/2 (191) 14,349 (63.8)

12 1/2 (318) 24,239 (107.8)

#6 7/8

3 1/2 (89) 4,024 (17.9)

6,732 (29.9) 7,480 (33.3)

6 3/4 (171) 12,832 (57.1)

9 (229) 20,080 (89.3)

15 (381) 33,466 (148.9)

#7 1 1/8

3 1/2 (89) 4,117 (18.3)

9,180 (40.8) 10,200 (45.4)

7 7/8 (200) 16,205 (72.1)

10 1/2 (267) 25,605 (113.9)

17 1/2 (445) 44,231 (196.8)

#8 1 1/4

4 1/8 (105) 5,534 (24.6)

12,087 (53.8) 13,430 (59.7)

9 (229) 19,830 (88.2)

12 (305) 31,323 (139.3)

20 (508) 56,880 (253.0)

#9 1 3/8

4 1/2 (114) 6,285 (28.0)

15,300 (68.1) 17,000 (75.6)

10 1/8 (257) 23,691 (105.4)

13 1/2 (343) 37,412 (166.4)

22 1/2 (572) 83,138 (369.8)

#10 1 1/2

5 (127) 7,374 (32.8)

19,431 (86.4) 21,590 (96.0)

11 1/4 (286) 27,774 (123.5)

15 (381) 43,852 (195.1)

25 (635) 84,881 (377.6)

For SI: 1 inch = 25.4 mm, 1lbf = 4.448 N, 1 psi = 0.006897 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf, 1MPa = 145.0 psi 1. The lower value of either the allowable bond strength/concrete capacity or steel strength should be used as the allowable tension value for design. 2. Allowable tension loads calculated based on strength design provisions of IBC Section 1605.3 with the following assumptions: Temperature range A: Maximum short term temperature = 176 °F (80 °C), Maximum long term temperature = 122 °F (50 °C). Load combination from ACI based on 1.2D + 1.6L assuming dead load of 0.3 and live load of 0.7 giving a weighted average of 1.48. f'c = 2,500 psi normal-weight uncracked concrete. Single anchor, vertically down with periodic special inspection and no seismic loading. ɸd 0.65 for dry concrete, Ca1 ≥ 1.5 x hef, hmin ≥ 1.5 x Ca1, Ca2 ≥ 1.5 x Ca1. Load values based on characteristic uncracked bond strength with sustained load. 3. For short term temperature exposure greater than 176 °F (80 °C) and up to 248 °F (120 °C), apply a reduction factor of 0.87 to the allowable shear load. For short term temperature exposure greater than 248 °F (120 °C) and up to 302 °F (150 °C), apply a reduction factor of 0.75 to the allowable shear load. 4. Allowable steel strengths calculated in accordance with AISC Manual of Steel Construction: Shear = 0.17 * Fu * Anom.

Safety Data Sheet ULTRABOND® 365CC Created On: 01/22/2015 Revision Date: 07/17/18 Version: 4.0

Page 1 of 16

1. Product and Company Identification

Product Name: ULTRABOND 365CC (Part A) Product Use: Anchoring

Company Identification: Emergency Phone: ADHESIVES TECHNOLOGY CORP. Chem-Tel: 450 East Copans Road 1.800.255.3924 (24hrs) Pompano Beach, FL 33064 Contact Phone: 1.800.892.1880 (9:00a.m. – 5:00p.m. EST)

____________________________________________________________________________________________________ 2. Hazards Identification (Part A)

Classification of the chemical Hazard categories:

Skin corrosion/irritation: Skin Irrit. 2 Serious eye damage/eye irritation: Eye Dam. 1 Respiratory/skin sensitization: Skin Sens. 1 Specific target organ toxicity - single exposure: STOT SE 3

Hazard Statements: Causes skin irritation May cause an allergic skin reaction Causes serious eye damage May cause respiratory irritation

Label elements Signal word: Danger Pictograms: corrosion; exclamation mark

Causes skin irritation May cause an allergic skin reaction Causes serious eye damage May cause respiratory irritation Precautionary statements If medical advice is needed, have product container or label at hand. Keep out of reach of children. Wear protective gloves/protective clothing/eye protection/face protection. If in eyes: Rinse cautiously with water for several minutes. Remove contact lenses, if present and easy to do. Continue rinsing. Immediately call a poison center/doctor.

Hazards not otherwise classified This product contains crystalline silica (quarts sand). IARC has classified crystalline silica as a Group 1 carcinogen. Both IARC and NTP consider silica as a known human carcinogen. Evidence is based on the chronic and long-term exposure workers have had to respirable sized crystalline silica dust particles. Because this product is in liquid or


Page 2 of 16

paste form, it does not pose a dust hazard; therefore, this classification is not relevant. (Note: sanding of this product will create a possible silica dust hazard.)

____________________________________________________________________________________________________ 3. Composition/ Information on Ingredients (Part A)

Mixtures Chemical characterization Mortar Hazardous components

CAS No Components Quantity

65997-15-1 Portland cement 25 - 50 %

14808-60-7 Quartz, silicium dioxide 10 - 25 %

27813-02-1 Methacrylic acid, monoester with propane-1,2-diol 2.5 - 10 %

____________________________________________________________________________________________________ 4. First Aid Measures (Part A)

Description of first aid measures General information Remove contaminated soaked clothing immediately. In the event of persistent symptoms receive medical treatment. After inhalation Move to fresh air in case of accidental inhalation of vapours or decomposition products. In the event of symptoms refer for medical treatment. After contact with skin Wash off immediately with soap and plenty of water. Consult a doctor if skin irritation persists. After contact with eyes Rinse eyes immediately with large amounts of water for several minutes, especially under the eyelids. Seek medical treatment by eye specialist. After ingestion Do not induce vomiting. If swallowed give water to drink. Seek medical treatment immediately.

Most important symptoms and effects, both acute and delayed DANGER! Irritant to eyes, skin and respiratory system. May cause an allergic skin reaction.

OSHA Hazard Communication: This material is considered hazardous by the OSHA Hazard Communication Standard 29CFR 1910.1200.

Indication of any immediate medical attention and special treatment needed Treat symptoms.

____________________________________________________________________________________________________


Page 3 of 16

5. Fire Fighting Measures (Part A) Extinguishing media

Suitable extinguishing media Foam, carbon dioxide (CO2), dry chemical, water-spray. Sand Unsuitable extinguishing media Full water jet.

Specific hazards arising from the chemical Risk of formation of toxic pyrolysis products.

Special protective equipment and precautions for fire-fighters Use breathing apparatus with independent air supply

____________________________________________________________________________________________________ 6. Accidental Release Measures (Part A)

Personal precautions, protective equipment and emergency procedures

Remove persons to safety. Ensure adequate ventilation.

Environmental precautions Clean contaminated surface thoroughly. Do not discharge into the drains/surface waters/groundwater.

Methods and material for containment and cleaning up Take up mechanically and send for disposal. Shovel into suitable container for disposal.

Reference to other sections Information for disposal look up chapter 13.

____________________________________________________________________________________________________ 7. Handling and Storage (Part A)

Precautions for safe handling

Advice on safe handling Use only in thoroughly ventilated areas. Avoid contact with skin, eyes and clothing. When using do not eat, drink or smoke. Further information on handling Protect from direct solar radiation.

Conditions for safe storage, including any incompatibilities

Requirements for storage rooms and vessels Storage: cool and dry Further information on storage conditions Keep away from food, drink and animal feeding stuffs.

____________________________________________________________________________________________________


Page 4 of 16

8. Exposure Control and Personal Protection (Part A)

Control parameters Exposure limits

CAS No. Substance ppm mg/m³ f/cc

Category Origin

65997-15-1 65997-15-1 65997-15-1 14808-60-7 14808-60-7 14808-60-7

Portland cement (total) Portland cement (respirable fraction) Portland cement (respirable fraction) Silica, crystalline (as respirable dust) Silica, crystalline - alpha-quartz (respirable fraction) Silica, crystalline (as respirable dust)

- - 1765 mp/m³ - (Z-3)

10 1 5 0.05 0.025 (Z-3)

TWA (8 h) TWA (8 h) TWA (8 h) TWA (8 h) TWA (8 h) TWA (8 h)

REL ACGIH-2017 PEL REL ACGIH-2017 PEL

Additional advice on limit values Quartz, silicium dioxide* *An inhalation risk is not expected in this form. Exposure controls Appropriate engineering controls Ensure adequate ventilation, especially in confined areas. Protective and hygiene measures Wash hands before breaks and immediately after handling the product. When using do not eat, drink or smoke. Avoid contact with skin, eyes and clothing. Remove and wash contaminated clothes before re-use. Eye/face protection Tightly fitting goggles. Hand protection Protective gloves resistant to chemicals made of butyl, Minimum coat thickness 0,7 mm, Permeation resistance (wear duration) approx. 480 minutes, i.e. protective glove <Butoject 898> made by www.kcl.de. This recommendation refers exclusively to the chemical compatibility and the lab test conforming to EN 374 carried out under lab conditions. Requirements can vary as a function of the use. Therefore it is necessary to adhere additionally to the recommendations given by the manufacturer of protective gloves. Skin protection Long sleeved clothing. Respiratory protection Not required under normal use. Use suitable breathing apparatus if there is inadequate ventilation.

____________________________________________________________________________________________________ 9. Physical and Chemical Properties (Part A)

Information on basic physical and chemical properties Physical state: Paste Color: Grey Odor: Characteristic

Test method


Page 5 of 16

pH-Value (at 20 °C): n.d. Changes in the physical state Melting point/freezing point: n.d. Initial boiling point and boiling range: n.d. Flash point: >100 °C DIN ISO 2592 Sustaining combustion: Lower explosion limits: n.d. Upper explosion limits: n.d. Vapor pressure: (at 20 °C) n.d. DIN 51616 Density (at 20 °C): 1,7 - 1,8 g/cm³ DIN 51757 Water solubility: (at 20 °C) n.d. Viscosity / dynamic: 120-160 Pas Brookfield VOC Content: See section 9 of part B for VOC content

____________________________________________________________________________________________________ 10. Stability and Reactivity (Part A)

Reactivity

No decomposition if stored and applied as directed. Chemical stability

Stability: Stable No decomposition if stored and applied as directed.

Possibility of hazardous reactions Hazardous reactions: Will not occur No data available.

Conditions to avoid Keep away from heat and sources of ignition.

Incompatible materials Reactions with metals in powder form. Reactions with strong acids and alkalies. Reactions with strong oxidizing agents.

Hazardous decomposition products Carbon monoxide and carbon dioxide. Nitrous oxides (NOx)

Further information No decomposition if stored and applied as directed.

___________________________________________________________________________________________________ 11. Toxicological Information (Part A)

Information on toxicological effects

Route(s) of Entry Skin and eye contact, inhalation and ingestion. Acute toxicity Based on available data, the classification criteria are not met. Irritation and corrosivity Causes skin irritation


Page 6 of 16

Causes serious eye damage Sensitizing effects May cause an allergic skin reaction (Methacrylic acid, monoester with propane-1,2-diol) Carcinogenic/mutagenic/toxic effects for reproduction Based on available data, the classification criteria are not met. Specific target organ toxicity (STOT) - single exposure May cause respiratory irritation (Portland cement) Specific target organ toxicity (STOT) - repeated exposure Based on available data, the classification criteria are not met.

Carcinogenicity (OSHA): Not listed Carcinogenicity (IARC): Silica dust, crystalline, in the form of quartz or cristobalite (CAS 14808-60-7) is listed in group 1. Carcinogenicity (NTP): Not listed

Aspiration hazard Based on available data, the classification criteria are not met.

__________________________________________________________________________________________________ 12. Ecological Information (Part A)

Ecotoxicity No data available. Persistence and degradability No data available. Bioaccumulative potential No data available. Mobility in soil No data available. Other adverse effects No data available. Further information Do not discharge product unmonitored into the environment. Product is not allowed to be discharged into aquatic environment.

_________________________________________________________________________________________________ 13. Disposal Considerations (Part A)

Waste treatment methods

Advice on disposal Can be incinerated, when in compliance with local regulations. Where possible recycling is preferred to disposal. Contaminated packaging Empty containers should be taken for local recycling, recovery or waste disposal. Contaminated packagings are to be treated like the product itself. Contaminated packaging should be emptied as far as possible and after appropriate cleansing may be taken for reuse.

_____________________________________________________________________________________________ 14. Transportation Information (Part A)

US DOT 49 CFR 172.101 Proper shipping name: Not regulated.


Page 7 of 16

Other applicable information Non-hazardous material as defined by the transport regulations.

____________________________________________________________________________________________________ 15. Regulatory Information (Part A)

U.S. Regulations National Inventory TSCA All of the components are listed on the TSCA inventory. National regulatory information SARA Section 311/312 Hazards: Portland cement (65997-15-1): Immediate (acute) health hazard Methacrylic acid, monoester with propane-1, 2-diol (27813-02-1): Immediate (acute) health hazard SARA

To the best of our knowledge this product contains no toxic chemicals subject to the supplier notification requirements of Section 313 of the Superfund Amendments and Reauthorization Act (SARA/EPCRA) and the requirements of 40 CFR Part 372.

State Regulations Safe Drinking Water and Toxic Enforcement Act of 1986 (Proposition 65, State of California)

WARNING: This product contains the following chemical(s) known to the State of California to cause cancer, birth defects or other reproductive harm: Silica, crystalline (airborne particles of respirable size) (cancer).

____________________________________________________________________________________________________ 16. Other Information (Part A)

Hazardous Materials Information Label (HMIS) Health: 1 Flammability: 1 Reactivity: 0 Physical Hazard: 0

NFPA Hazard Ratings Health: 1 Flammability: 1 Physical Hazard: 0 Unique Hazard:

Other data The information in this document is based on the present state of knowledge and is applicable to the product with regard to appropriate safety precautions. The information describes exclusively the safety requirements for the product (s) and is based on the present level of our knowledge.


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The delivery specifications are contained in the corresponding product sheet. This data does not constitute a guarantee for the characteristics of the product(s) as defined by the legal warranty regulations. (n.a. = not applicable; n.d. = not determined)


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1. Product and Company Identification

Product Name: ULTRABOND 365CC (Part B) Product Use: Anchoring

Company Identification: Emergency Phone: ADHESIVES TECHNOLOGY CORP. Chem-Tel: 450 East Copans Road 1.800.255.3924 (24hrs) Pompano Beach, FL 33064 Contact Phone: 1.800.892.1880 (9:00a.m. – 5:00p.m. EST)

____________________________________________________________________________________________________ 2. Hazards Identification (Part B)

Classification of the chemical 29 CFR Part 1910.1200

Hazard categories: Respiratory or skin sensitization: Skin Sens. 1 Specific target organ toxicity repeated or prolonged exposure: STOT RE 2 Label elements 29 CFR Part 1910.1200 Hazard Statements: May cause an allergic skin reaction May cause damage to organs through prolonged or repeated exposure Toxic to aquatic life with long lasting effects Label elements Signal word: Warning Pictograms: exclamation mark

May cause an allergic skin reaction May cause damage to organs through prolonged or repeated exposure Toxic to aquatic life with long lasting effects

Precautionary statements

If medical advice is needed, have product container or label at hand. Keep out of reach of children. Wear protective gloves/protective clothing/eye protection/face protection.

Hazards not otherwise classified This product contains crystalline silica (quarts sand). IARC has classified crystalline silica as a Group 1 carcinogen. Both IARC and NTP consider silica as a known human carcinogen. Evidence is based on the chronic and long-term exposure workers have had to respirable sized crystalline silica dust particles.


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Because this product is in liquid or paste form, it does not pose a dust hazard; therefore, this classification is not relevant. (Note: sanding of this product will create a possible silica dust hazard.)

____________________________________________________________________________________________________ 3. Composition/ Information on Ingredients (Part B)

Mixtures Chemical characterization Hardener based on dibenzoyl peroxide

Hazardous components

CAS No Components Quantity

14808-60-7 Quartz, silicium dioxide > 50 %

94-36-0 dibenzoyl peroxide; benzoyl peroxide 2.5 - 10 %

107-21-1 ethanediol, ethylene glycol 2.5 - 10 %

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4. First Aid Measures (Part B)

Description of first aid measures General information Remove contaminated soaked clothing immediately. In the event of persistent symptoms receive medical treatment. After inhalation Move to fresh air in case of accidental inhalation of vapours or decomposition products. In the event of symptoms refer for medical treatment. After contact with skin Wash off immediately with soap and plenty of water. Consult a doctor if skin irritation persists. After contact with eyes Rinse eyes immediately with large amounts of water for several minutes, especially under the eyelids. Seek medical treatment by eye specialist. After ingestion Do not induce vomiting. If swallowed give water to drink. Seek medical treatment immediately.

Most important symptoms and effects, both acute and delayed WARNING ! Irritant to eyes, skin and respiratory system. May cause an allergic skin reaction.

OSHA Hazard Communication: This material is considered hazardous by the OSHA Hazard Communication Standard 29CFR 1910.1200.

Indication of any immediate medical attention and special treatment needed Treat symptoms.

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5. Fire Fighting Measures (Part B) Extinguishing media

Suitable extinguishing media Foam, carbon dioxide (CO2), dry chemical, water-spray. Sand Unsuitable extinguishing media Full water jet.

Specific hazards arising from the chemical Risk of formation of toxic pyrolysis products.

Special protective equipment and precautions for fire-fighters Use breathing apparatus with independent air supply

____________________________________________________________________________________________________ 6. Accidental Release Measures (Part B)

Personal precautions, protective equipment and emergency procedures Remove persons to safety. Ensure adequate ventilation. Keep away from sources of ignition.

Environmental precautions Clean contaminated surface thoroughly. Do not discharge into the drains/surface waters/groundwater.

Methods and material for containment and cleaning up Take up mechanically. Shovel into suitable container for disposal.

Reference to other sections Information for disposal look up chapter 13.

____________________________________________________________________________________________________ 7. Handling and Storage (Part B)

Precautions for safe handling Advice on safe handling Use only in thoroughly ventilated areas. Avoid contact with skin, eyes and clothing. When using do not eat, drink or smoke. Further information on handling Protect from direct solar radiation. Conditions for safe storage, including any incompatibilities Requirements for storage rooms and vessels Storage: cool and dry Further information on storage conditions Keep away from food, drink and animal feeding stuffs.

____________________________________________________________________________________________________ 8. Exposure Control and Personal Protection (Part B)

Control parameters Exposure limits


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CAS No. Substance ppm mg/m³ f/cc Category Origin

94-36-0 107-21-1 14808-60-7 14808-60-7 14808-60-7

Benzoyl peroxide Ethylene glycol (aerosol only) Silica, crystalline (as respirable dust) Silica, crystalline - alpha-quartz (respirable fraction) Silica, crystalline (as respirable dust)

- - - 25 50 - - (Z-3)

5 5 5 - - 0.05 0.025 (Z-3)

TWA (8 h) TWA (8 h) TWA (8 h) TWA (8 h) STEL(15 MIN) TWA (8 h) TWA (8 h) TWA (8 h)

PEL REL ACGIH-2017 ACGIH-2017 ACGIH-2017 REL ACGIH-2017 PEL

Additional advice on limit values Quartz, silicium dioxide* *An inhalation risk is not expected in this form. Exposure controls Appropriate engineering controls Ensure adequate ventilation, especially in confined areas. Protective and hygiene measures Wash hands before breaks and immediately after handling the product. When using do not eat, drink or smoke. Avoid contact with skin, eyes and clothing. Remove and wash contaminated clothes before re-use. Eye/face protection Tightly fitting goggles. Hand protection Not required for normal use. Protective gloves resistant to chemicals made of butyl, Minimum coat thickness 0,7 mm, Permeation resistance (wear duration) approx. 480 minutes, i.e. protective glove <Butoject 898> made by www.kcl.de. This recommendation refers exclusively to the chemical compatibility and the lab test conforming to EN 374 carried out under lab conditions. Requirements can vary as a function of the use. Therefore it is necessary to adhere additionally to the recommendations given by the manufacturer of protective gloves. Skin protection Long sleeved clothing. Respiratory protection Not required under normal use. Use suitable breathing apparatus if there is inadequate ventilation.

_________________________________________________________________________________________ 9. Physical and Chemical Properties (Part B)

Information on basic physical and chemical properties Physical state: Paste Color: Black Odor: Characteristic

Test method pH-Value (at 20 °C): n.d. Changes in the physical state Melting point/freezing point: n.d. Initial boiling point and boiling range: n.d. Flash point: >100 °C DIN ISO 2592 Sustaining combustion: Lower explosion limits: n.d.


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Upper explosion limits: n.d. Vapor pressure: (at 20 °C) n.d. DIN 51616 Density (at 20 °C): 1,7 - 1,8 g/cm³ DIN 51757 Water solubility: (at 20 °C) n.d. Viscosity / dynamic: 70-110 Pas Brookfield VOC Content: 11 g/L (tested per ASTM D2369-10)

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10. Stability and Reactivity (Part B)

Reactivity No decomposition if stored and applied as directed.

Chemical stability Stability: Stable Stable under normal conditions

Possibility of hazardous reactions Hazardous reactions: Will not occur No data available.

Conditions to avoid No decomposition if stored and applied as directed.

Incompatible materials Reactions with metals in powder form. Reactions with strong acids and alkalies. Reactions with strong oxidizing agents.

Hazardous decomposition products Carbon monoxide and carbon dioxide. Nitrous oxides (NOx)

Further information No decomposition if stored and applied as directed.

_______________________________________________________________________________________________________________ 11. Toxicological Information (Part B)

Information on toxicological effects

Route(s) of Entry Skin and eye contact, inhalation and ingestion. Acute toxicity Based on available data, the classification criteria are not met.

CAS No Components

Exposure routes Method Dose Species Source

107-21-1 ethanediol, ethylene glycol

Oral LD50 5840 mg/kg Rat -

Dermal LD50 9530 mg/kg Rabbit -

Irritation and corrosivity Based on available data, the classification criteria are not met. Sensitizing effects May cause an allergic skin reaction (dibenzoyl peroxide; benzoyl peroxide) Carcinogenic/mutagenic/toxic effects for reproduction


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Based on available data, the classification criteria are not met. Specific target organ toxicity (STOT) - single exposure Based on available data, the classification criteria are not met. Specific target organ toxicity (STOT) - repeated exposure May cause damage to organs through prolonged or repeated exposure (ethanediol, ethylene glycol) Carcinogenicity (OSHA): Not listed Carcinogenicity (IARC): Silica dust, crystalline, in the form of quartz or cristobalite (CAS 14808-60-7) is

listed in group 1. Benzoyl peroxide (CAS 94-36-0) is listed in group 3. Carcinogenicity (NTP): Not listed Aspiration hazard Based on available data, the classification criteria are not met.

_______________________________________________________________________________________________________________

12. Ecological Information (Part B)

Ecotoxicity No data available.

Persistence and degradability No data available.

Bioaccumulative potential No data available.

Mobility in soil No data available.

Other adverse effects No data available.

Further information Do not discharge product unmonitored into the environment. Product is not allowed to be discharged into aquatic environment.

_______________________________________________________________________________________________________________ 13. Disposal Considerations (Part B)

Waste treatment methods Advice on disposal Can be incinerated, when in compliance with local regulations. Where possible recycling is preferred to disposal. Contaminated packaging Empty containers should be taken for local recycling, recovery or waste disposal. Contaminated packagings are to be treated like the product itself. Contaminated packaging should be emptied as far as possible and after appropriate cleansing may be taken for reuse.

_______________________________________________________________________________________________________________ 14. Transportation Information (Part B)

US DOT 49 CFR 172.101 UN/ID number: UN 3077 Proper shipping name: ENVIRONMENTALLY HAZARDOUS SUBSTANCE, SOLID, N.O.S.

(dibenzoyl peroxide) Transport hazard class(es): 9 Packing group: III Hazard label: 9


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Marine transport (IMDG) UN number: UN3077 UN proper shipping name: ENVIRONMENTALLY HAZARDOUS SUBSTANCE, SOLID, N.O.S.

(dibenzoyl peroxide) Transport hazard class(es): 9 Packing group III Hazard label: 9 Limited quantity 5 kg Excepted quantity E1 EmS: F-A, S-F Air transport (ICAO-TI/IATA-DGR) UN number: UN 3077 UN proper shipping name: ENVIRONMENTALLY HAZARDOUS SUBSTANCE, SOLID, N.O.S.

(dibenzoyl peroxide) Transport hazard class(es): 9 Packing group: III Hazard label: 9 Limited quantity Passenger: 30 kg G Passenger LQ: Y956 Excepted quantity: E1 IATA- packing instructions- Passenger: 956 IATA- max. quantity- Passenger: 400 kg IATA- packing instructions- Cargo: 956 IATA- max. quantity- Cargo: 400 kg Other applicable information Non-hazardous material as defined by the transport regulations.

_______________________________________________________________________________________________________________

15. Regulatory Information (Part B)

U.S. Regulations National Inventory TSCA All of the components are listed on the TSCA inventory. National regulatory information SARA Section 304 CERCLA: Ethylene glycol (107-21-1): Reportable quantity = 5,000 (2270) lbs. (kg) SARA Section 311/312 Hazards: Benzoyl peroxide (94-36-0): Reactive, Immediate (acute) health hazard Ethylene glycol (107-21-1): Immediate (acute) health hazard, Delayed (chronic) health hazard SARA Section 313 Toxic release inventory: Benzoyl peroxide (94-36-0): De minimis limit = 1.0%, Reportable threshold = Standard Ethylene glycol (107-21-1): De minimis limit = 1.0%, Reportable threshold = Standard Clean Air Act Section 112 (b):

Ethylene glycol (107-21-1) SARA To the best of our knowledge this product contains no toxic chemicals subject to the supplier notification requirements of Section 313 of the Superfund Amendments and Reauthorization Act (SARA/EPCRA) and the requirements of 40 CFR Part 372.


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State Regulations Safe Drinking Water and Toxic Enforcement Act of 1986 (Proposition 65, State of California) WARNING: This product contains the following chemical(s) known to the State of California to cause cancer, birth defects or other reproductive harm: Silica, crystalline (airborne particles of respirable size) (cancer); Ethylene glycol (ingested) (developmental).

_________________________________________________________________________________________________________ 16. Other Information

Hazardous Materials Information Label (HMIS) Health: *1 Flammability: 1 Physical Hazard: 0

NFPA Hazard Ratings

Health: 1 Flammability: 1 Reactivity: 0 Unique Hazard:

Other data

The information in this document is based on the present state of knowledge and is applicable to the product with regard to appropriate safety precautions. The information describes exclusively the safety requirements for the product (s) and is based on the present level of our knowledge. The delivery specifications are contained in the corresponding product sheet. This data does not constitute a guarantee for the characteristics of the product(s) as defined by the legal warranty regulations. (n.a. = not applicable; n.d. = not determined)

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