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ESR-4046 | Most Widely Accepted and Trusted Page 2 of 19

Stainless steel threaded rods must comply with ASTM F593 (Alloy Type 300, CW1 and CW2) [minimum futa = 95,000 psi (655 MPa) for CW1, and futa =80,000 psi (552 MPa) for CW2]. Table 1 provides steel design information for the steel threaded rods. Carbon steel threaded rods must be furnished with a minimum 0.0002-inch-thick (5 m) zinc electroplated coating complying with ASTM B633 SC1 or must be hot-dipped galvanized complying with ASTM A153, Class C or D. Steel grades, types of materials (carbon steel or stainless steel) and sizes of the washers and nuts must match the corresponding threaded rods. Threaded steel rods must be straight and free from indentations or other defects along their length.

3.2.4.2 Steel Reinforcing Bars: Steel reinforcing bars must be deformed reinforcing bars as described in Table 5 of this report. The embedded portions of reinforcing bars must be straight, and free of mill scale, rust, mud, oil, and other coatings that may 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 Section 2.3 or ACI 318-11 Appendix D Section D.1, as applicable, in order for a steel anchor element to be considered ductile, the tested elongation of the steel element 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. Strength reduction factors, , in Table 1 for ASTM A36 and ASTM A193 B7 steel threaded rods are applicable to ductile steel elements; values in Table 1 for ASTM F593 steel threaded rod are applicable to brittle steel elements; values in Table 5 for ASTM A615 Grade 60 steel reinforcing bars are applicable to brittle steel elements. Where values are nonconforming or unstated, the steel must be considered brittle.

3.3 Concrete:

Normalweight 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, 2006 and 2003 IBC, as well as the 2012, 2009, 2006 and 2003 IRC, must be determined in accordance with ACI 318-11 and this report.

A design example in accordance with the 2012 IBC based on ACI 318-11 is provided in Figure 2 of this report.

Design parameters are based on ACI 318-14 for use with the 2015 IBC, and the ACI 318-11 for use with the 2012, 2009, 2006 and 2003 IBC unless noted otherwise in this report. In keeping consistent with ACI 318 notation style, the word “Section” does not precede ACI 318 Section numbers in Sections 4 and 5 of this report.

The strength design of adhesive anchors must comply with ACI 318-14 17.3.1 or ACI 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. Design parameters are provided in Tables 1 through 6. Strength reduction factors, , as given in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC or 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 static steel strength of a single anchor in tension, Nsa, 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 1 and 5 of this report for the anchor element types included in this report. 4.1.3 Static Concrete Breakout Strength in Tension: The nominal static concrete breakout strength of a single anchor or group of anchors in tension, 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 Tables 2 and 6 of this report. Where analysis indicates no cracking in accordance with ACI 318-14 17.4.2.6 or ACI 318-11 D.5.2.6, as applicable, Nb must be calculated using kc, uncr and Ψc,N = 1.0. 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 whether the concrete is cracked or uncracked, the concrete temperature range, the installation conditions (dry or water-saturated concrete, water-filled holes, or submerged), and the level of inspection provided. The resulting characteristic bond strength must 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

Water-filled holes uncr wf

Submerged uncr sub

Cracked

Dry cr d

Water-saturated cr ws

Water-filled holes cr wf

Submerged cr sub

Strength reduction factors for determination of the bond strength are given in Tables 3, 4, 7 and 8 of this report.


4.1.5 Static Steel Strength in Shear: The nominal static strength of a single anchor in shear as governed by the steel, , in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, and strength reduction factors, , in accordance with ACI 318-14 17.2.3 or ACI 318-11 D.4.3, as applicable are given in Tables 1 and 5 of this report for the anchor element types included in this report. 4.1.6 Static Concrete Breakout Strength in Shear: The nominal 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 Table 2 and Table 6 of this report. The basic concrete breakout strength of a single anchor in shear, Vb, must be calculated in accordance with ACI 318-14 17.5.2.2 or ACI 318-11 D.6.2.2, as applicable, using the values of d given in this report in lieu of da (2015, 2012 and 2009 IBC), do (2006 IBC). In addition, hef must be substituted for ℓe. In no case shall ℓe exceed 8d. The value of f′c must be limited to a maximum value 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 loads 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, as given in Table 2 and Table 6 of this report, must be observed for adhesive anchor design and installation. The minimum member thicknesses hmin, as given in Table 2 and Table 6 of this report must be observed for adhesive 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


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 Allowable Stress Design: 4.2.1 General: For adhesive anchors designed using load combinations in accordance with IBC Section 1605.3 (Allowable Stress Design), allowable loads shall be established using Eq. (4-2) or Eq. (4-3):

, Eq. (4-2) and

, Eq. (4-3) where

Tallowable,ASD = Allowable tension load (lbf or kN)

Vallowable,ASD = Allowable shear load (lbf or kN)

Nn = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 Chapter 17 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Sections 1908.1.9 and 1908.1.10, ACI 318-05 Appendix D and 2006 IBC Section 1908.1.16, and Section 4.1 of this report, as applicable.

Vn = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318-14 Chapter 17 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Sections 1908.1.9 and 1908.1.10, ACI 318-05 Appendix D and 2006 IBC Section 1908.1.16, and Section 4.1 of this report, as applicable.

= Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, must include all applicable factors to account for non-ductile failure modes and required over-strength.

Limits on edge distance, anchor spacing and member thickness described in this report must apply.

Example calculations for derivation of Tallowable,ASD are provided in Figure 2 and Table 9.

4.2.2 Interaction of tensile and shear forces: In lieu of ACI 318-14 17.6.1, 17.6.2 and 17.6.3 or ACI 318-11 D.7.1, D.7.2 and D.7.3, as applicable, interaction must be calculated as follows:

For shear loads V ≤ 0.2Vallowable,ASD, the full allowable load in tension shall be permitted.

For tension loads T ≤ 0.2Tallowable,ASD, the full allowable load in shear shall be permitted.

For all other cases:

,

, 1.2 Eq. (4-4)

4.3 Installation: Installation parameters are illustrated in Figure 3 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. Use of the Red Head C6+ Adhesive Anchoring System must conform to the manufacturer’s printed installation instructions included in each unit package, as provided in Figure 3 of this report.

The adhesive anchors may be used for floor (vertically down), wall (horizontal) and overhead applications. Horizontal and overhead applications are to be used with the 3/8-inch (9.5 mm) through 11/4-inch-diameter (31 mm) threaded rods and reinforcing bars. For the 3/8-inch diameter (9.5 mm) and 1/2-inch diameter (12 mm), the adhesive may be injected directly to the bottom/back of the hole using extension tubing or nozzle. The 5/8-inch (16 mm) through 11/4-inch (31 mm) diameter threaded rod and reinforcing bars must be installed with a Red Head piston plug.

4.4 Special Inspection: 4.4.1 General: Installations may be made under continuous special inspection or periodic special inspection, as determined by the registered design professional. Tables 3, 4, 7 and Table 8 of this report provide strength reduction factors, , corresponding to the type of inspection provided.

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 or ACI 318-11 D.9.2.4, as applicable.

Under the IBC, additional requirements as set forth in Section 1705.1.1 and Table 1705.3 of the 2015 or 2012 IBC, and Sections 1705, 1706 or 1707 of the 2009, 2006, and 2003 IBC must be observed, where applicable. 4.4.2 Continuous Special Inspection: Installations made under continuous special inspection with an on-site proof loading program must be performed in accordance with Section 1705.1.1 and Table 1705.3 of the 2015 and 2012 IBC, Sections 1704.4 and 1704.15 and Table 1704.4 of the 2009 IBC, or Section 1704.13 of the 2006 and 2003 IBC, whereby continuous special inspection is defined in Section 1702.1 of the IBC, and this report. The special inspector must be on the jobsite continuously during anchor installation to verify anchor type, adhesive expiration date, anchor dimensions, concrete type, concrete compressive strength, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete thickness, anchor embedment, tightening torque, and adherence to the manufacturers printed installation instructions.

The proof loading program must be established by the registered design professional. As a minimum, the following requirements must be addressed in the proof loading program:

1. Frequency of proof loading based on anchor type, diameter, and embedment.

2. Proof loads by anchor type, diameter, embedment, and location.

3. Acceptable displacements at proof load.

4. Remedial action in the event of a failure to achieve proof load, or excessive displacement.

Unless otherwise directed by the registered design professional, proof loads must be applied as confined tension tests. Proof load levels must not exceed the lesser of 67 percent of the load corresponding to the nominal


bond strength as calculated from the characteristic bond stress for uncracked concrete modified for edge effects and concrete properties, or 80 percent of the minimum specified anchor element yield strength (Ase,N · fya). The proof load shall be maintained at the required load level for a minimum of 10 seconds.

4.4.3 Periodic Special Inspection: Periodic special inspection must be performed where required in accordance with Section 1705.1.1 and Table 1705.3 of the 2015 and 2012 IBC, Section 1704.15 and Table 1704.4 of the 2009 IBC, or Section 1704.13 of the 2006, and 2003 IBC, whereby periodic special inspection is defined in Section 1702.1 of the 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, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete thickness, anchor embedment, tightening torque, and adherence to the manufacturer’s printed installation instructions. The special inspector must verify the initial installations of each type and size of adhesive anchor by construction personnel on the 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.

4.5 Compliance with NSF/ANSI Standard 61:

The Red Head C6+ Adhesive Anchoring System complies with the requirements of NSF/ANSI Standard 61, as referenced in Section 605 of the 2009 and 2006 International Plumbing Code® (IPC). Certified for use at a maximum surface area to volume ratio of 0.0005 square inches per liter in a tank. An NSF/ANSI Standard 61 listing is provided by NSF International.

5.0 CONDITIONS OF USE

Adhesive anchors installed using the Red Head C6+ Adhesive Anchoring System described in this report comply with or are a suitable alternative to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions:

5.1 The Red Head C6+ adhesive anchors must be installed in accordance with the manufacturer’s printed installation instructions, as included with the adhesive packaging and reproduced in Figure 3 of this report.

5.2 The adhesive anchors must be installed in cracked and uncracked normalweight concrete having a specified compressive strength of 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 The concrete shall have attained its minimum design strength prior to installation of the adhesive anchors.

5.5 Adhesive anchors must be installed in concrete base materials in holes predrilled in accordance with the instructions provided in Figure 3 of this report, using a carbide-tipped masonry drill bit manufactured within the range of the maximum and minimum drill-tip dimensions of ANSI B212.15-1994, or a diamond core drill bit, as listed in Figure 3.

5.6 Loads applied to the adhesive anchors must be adjusted in accordance with Section 1605.2 of the IBC for strength design and in accordance with Section 1605.3 of the IBC for allowable stress design.

5.7 Red Head C6+ adhesive anchors are recognized for use in resisting short- and long-term loads, including wind and earthquake loads, subject to the conditions of this report.

5.8 In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC, anchor strength must comply with the requirements of Section 4.1.11 of this report.

5.9 Red Head C6+ 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.

5.10 Strength design values must be established in accordance with Section 4.1 of this report.

5.11 Allowable stress design values must be established in accordance with Section 4.2 of this report.

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

5.13 Prior to adhesive anchor 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.

5.14 Adhesive anchors are not permitted to support fire-resistive construction. Where not otherwise prohibited by the code, adhesive anchors are permitted for installation in fire-resistive construction provided at least one of the following conditions is fulfilled:

Adhesive anchors are used to resist wind or seismic forces only.

Adhesive 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.

Adhesive anchors are used to support nonstructural elements.

5.15 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.

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

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

5.18 Steel anchoring elements 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.

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TABLE 1—STEEL DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT STEEL THREADED ROD (1)

CHARACTERISTIC SYMBOL UNITS NOMINAL ROD DIAMETER (inch)

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

Threaded rod effective cross-sectional area Ase inch² 0.078 0.142 0.226 0.335 0.462 0.606 0.969

Car

bon

Stee

l A36

Nominal steel strength in tension Nsa lb 4,500 8,230 13,110 19,400 26,780 35,130 56,210

Nominal steel strength in shear Vsa lb 2,700 4,940 7,870 11,640 16,070 21,080 33,730

Strength reduction factor for tension, steel failure mode - 0.75 0.75 0.75 0.75 0.75 0.75 0.75

Strength reduction factor for shear, steel failure mode1 - 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Reduction factor for seismic shear V,seis - 0.70 0.70 0.70 0.70 0.70 0.70 0.70

Car

bon

Stee

l A19

3 B

7

Nominal steel strength in tension Nsa lb 9,690 17,740 28,250 41,810 57,710 75,710 121,140

Nominal steel strength in shear Vsa lb 5,810 10,640 16,950 25,090 34,630 45,430 72,680

Strength reduction factor for tension, steel failure mode - 0.75 0.75 0.75 0.75 0.75 0.75 0.75

Strength reduction factor for shear, steel failure mode1 - 0.65 0.65 0.65 0.65 0.65 0.65 0.65


Stai

nles

s St

eel F

593

F593 CW1 nominal steel strength in tension Nsa lb 7,365 13,480 21,470 - - - -

F593 CW1 nominal steel strength in shear Vsa lb 3,680 6,740 10,735 - - - -

F593 CW2 nominal steel strength in tension Nsa lb - - - 25,385 35,110 46,055 73,645

F593 CW2 nominal steel strength in shear Vsa lb - - - 12,690 17,555 23,030 36,820

Strength reduction factor for tension, steel failure mode1 - 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Strength reduction factor for shear, steel failure mode - 0.60 0.60 0.60 0.60 0.60 0.60 0.60


For SI: 1 inch = 25.4mm, 1 lbf = 4.45N, 1ft-lbf = 1.356 N-M, 1 psi = 0.006895 MPa. 1The tabulated value of applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2 are used. 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 2—CONCRETE BREAKOUT DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT STEEL THREADED ROD (1)


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

Effectiveness factor for uncracked concrete kuncr - 24 24 24 24 24 24 24

Effectiveness factor for cracked concrete kcr - 17 17 17 17 17 17 17

Minimum concrete thickness hmin in. hef + 11/4 hef + 2do

Anchor embedment depth - minimum hef,min in. 11/2 2 21/2 3 31/2 4 5

Minimum spacing smin in. 15/16 11/2 21/2 3 31/2 4 5

Minimum edge distance cmin in. 15/16 11/2 21/2 3 31/2 4 5

Critical edge distance cac in. See Section 4.1.10 of this report

Strength reduction factor for tension, concrete failure mode1

Cond. B 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Strength reduction factor for shear, concrete failure mode1

Cond. B 0.70 0.70 0.70 0.70 0.70 0.70 0.70

For SI: 1 inch = 25.4mm, 1 lbf = 4.45N, 1ft-lbf = 1.356 N-M, 1 psi = 0.006895 MPa. 1The tabulated value of applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2 are used and the requirements of ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for Condition B are met. 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 for Condition B.


TABLE 3—RED HEAD C6+ ADHESIVE ANCHOR BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT STEEL THREADED ROD INSTALLED IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT (1,5)


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

Anchor embedment depth - minimum hef in. 11/2 2 21/2 3 31/2 4 5

Anchor embedment depth - maximum hef in. 71/2 10 121/2 15 171/2 20 25

Tem

pera

ture

R

ange

A2

Characteristic Bond Strength for Uncracked Concrete Tk,uncr psi 2,470 2,390 2,315 2,240 2,160 2,085 1,930

Characteristic Bond Strength for Cracked Concrete Tk,cr psi 1,125 1,125 1,125 1,255 1,255 1,255 1,370

Tem

pera

ture

R

ange

B3,

4


Characteristic Bond Strength for Cracked Concrete Tk,cr psi 960 960 960 1,070 1,070 1,070 1,170

Con

tinuo

us In

spec

tion Strength Reduction Factor - Dry Concrete dry, ci - 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Strength Reduction Factor – Water-Saturated Concrete sat, ci - 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Strength Reduction Factor - Water-Filled Holes wf, ci - 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Strength Reduction Factor - Submerged Concrete sub, ci - 0.65 0.65 0.55 0.55 0.55 0.55 0.55

Perio

dic

Insp

ectio

n

Strength Reduction Factor - Dry Concrete dry, pi - 0.65 0.65 0.65 0.55 0.55 0.55 0.55

Strength Reduction Factor – Water-Saturated Concrete sat, pi - 0.65 0.65 0.65 0.55 0.55 0.55 0.65

Strength Reduction Factor - Water-Filled Holes wf, pi - 0.55 0.55 0.55 0.55 0.55 0.55 0.55

Strength Reduction Factor - Submerged Concrete sub, pi - 0.55 0.65 0.55 0.45 0.45 0.45 0.45

Submerged Installation Reduction Factor N,sub - 1.00 1.00 1.00 1.00 1.00 0.81 1.00

Reduction factor for seismic tension N,seis - 0.95 0.98 0.96 0.96 0.94 0.94 0.94 For SI: 1 inch = 25.4mm, 1 lbf = 4.45N, 1ft-lbf = 1.356 N-M, 1 psi = 0.006895 MPa. 1Bond strength values correspond to concrete compressive strengths ranging from 2,500 psi to 8,000. 2Temperature range A: Maximum short term temperature of 142°F and maximum long term temperature of 110°F. 3Temperature range B: Maximum short term temperature of 165°F and maximum long term temperature of 110°F. 4For load combinations consisting of only short-term loads, such as wind or seismic loads, bond strengths may be increased by 4 percent for Temperature Range B. 5For structures assigned to IBC or IRC Seismic Design Category C, D, E, or F, bond strength values must be multiplied by N,seis.


TABLE 4—RED HEAD C6+ ADHESIVE ANCHOR BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT STEEL THREADED ROD INSTALLED IN HOLES CORE DRILLED WITH A DIAMOND CORE BIT(1,5)


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

Anchor embedment depth - minimum hef in. 11/2 2 21/2 3 31/2 4 5

Anchor embedment depth - maximum hef in. 71/2 10 121/2 15 171/2 20 25

Tem

pera

ture

R

ange

A2


Characteristic Bond Strength for Cracked Concrete Tk,cr psi 1,010 1,010 1,010 1,030 975 965 1,030

Tem

pera

ture

R

ange

B3,

4


Characteristic Bond Strength for Cracked Concrete Tk,cr psi 860 860 860 880 835 825 880

Con

tinuo

us In

spec

tion Strength Reduction Factor - Dry Concrete dry, ci - 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Strength Reduction Factor – Water-Saturated Concrete sat, ci - 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Strength Reduction Factor - Water-Filled Holes wf, ci - 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Strength Reduction Factor - Submerged Concrete sub, ci - 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Perio

dic

Insp

ectio

n

Strength Reduction Factor - Dry Concrete dry, pi - 0.65 0.65 0.65 0.55 0.55 0.55 0.65

Strength Reduction Factor – Water-Saturated Concrete sat, pi - 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Strength Reduction Factor - Water-Filled Holes wf, pi - 0.65 0.65 0.65 0.55 0.55 0.55 0.65

Strength Reduction Factor - Submerged Concrete sub, pi - 0.65 0.65 0.65 0.55 0.65 0.65 0.65

Submerged Installation Reduction Factor N,sub - 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Reduction factor for seismic tension N,seis - 0.95 0.98 0.96 0.96 0.94 0.94 0.94 For SI: 1 inch = 25.4mm, 1 lbf = 4.45N, 1ft-lbf = 1.356 N-M, 1 psi = 0.006895 MPa. 1Bond strength values correspond to concrete compressive strengths ranging from 2,500 psi to 8,000 psi. 2Temperature range A: Maximum short term temperature of 142°F and maximum long term temperature of 110°F. 3Temperature range B: Maximum short term temperature of 165°F and maximum long term temperature of 110°F. 4For load combinations consisting of only short-term loads, such as wind or seismic loads, bond strengths may be increased by 4 percent for Temperature Range B. 5For structures assigned to IBC or IRC Seismic Design Category C, D, E, or F, bond strength values must be multiplied by N,seis.


TABLE 5—STEEL DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT STEEL REINFORCING BARS (1)


No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10

Nominal bar diameter d in. 3/8 1/2 5/8 3/4 7/8 1 11/8 11/4

Reinforcing bar effective cross-sectional area Ase inch² 0.11 0.2 0.31 0.44 0.6 0.79 1.00 1.27

AST

M 6

15 G

rade

60

Nominal steel strength in tension Nsa lb 9,900 18,000 27,900 39,600 54,000 71,100 90,000 114,300

Nominal steel strength in shear Vsa lb 5,940 10,800 16,740 23,760 32,400 42,660 54,000 68,580

Strength reduction factor for tension, steel failure mode

- 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Strength reduction factor for shear, steel

failure mode1 - 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60

Reduction factor for seismic shear V,seis - 0.91 0.91 0.91 0.90 0.90 0.71 0.71 0.71

For SI: 1 inch = 25.4mm, 1 lbf = 4.45N, 1ft-lbf = 1.356 N-M, 1 psi = 0.006895 MPa. 1The tabulated value of applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2 are used. 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 6—CONCRETE BREAKOUT DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT STEEL REINFORCING BARS (1,2)



Effectiveness factor for uncracked concrete kuncr - 24 24 24 24 24 24 24 24

Effectiveness factor for cracked concrete kcr - 17 17 17 17 17 17 17 17

Minimum concrete thickness hmin in. hef + 11/4

hef + 2do

Anchor embedment depth - minimum hef,min in. 1

1/2 2 21/2 3 31/2 4 41/2 5

Minimum spacing smin in. 15/16 11/2 21/2 3 31/2 4 41/2 5

Minimum edge distance cmin in. 15/16 11/2 21/2 3 31/2 4 41/2 5

Critical edge distance cac in.

See Section 4.1.10 of this report

Strength reduction factor for tension, concrete failure mode1

Cond. B 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Strength reduction factor for shear, concrete failure mode1

Cond. B 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70

For SI: 1 inch = 25.4mm, 1 lbf = 4.45N, 1ft-lbf = 1.356 N-M, 1 psi = 0.006895 MPa. 1The tabulated value of applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2 are used and the requirements of ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for Condition B are met. 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 for Condition B. 2The value of f’c used for calculation must be limited to maximum 8,000 psi (55 MPa) in accordance with ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable.


TABLE 7—RED HEAD C6+ ADHESIVE ANCHOR BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT STEEL REINFORCING BARS INSTALLED IN HOLES PREPARED WITH A HAMMER DRILL AND CARBIDE BIT (1,5)



Anchor embedment depth - minimum hef in. 11/2 2 21/2 3 31/2 4 41/2 5

Anchor embedment depth - maximum hef in. 71/2 10 121/2 15 171/2 20 221/2 25

Tem

pera

ture

R

ange

A2

Characteristic Bond Strength for Uncracked

Concrete Tk,uncr psi 2,365 2,275 2,180 2,085 1,990 1,895 1,805 1,710

Characteristic Bond Strength for Cracked

Concrete Tk,cr psi 1,125 1,125 1,110 1,190 1,140 1,090 1,040 1,080

Tem

pera

ture

R

ange

B3,

4




Concrete Tk,cr psi 960 960 945 1,015 975 930 890 925

Con

tinuo

us In

spec

tion Strength Reduction Factor - Dry Concrete dry, ci - 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Strength Reduction Factor – Water-Saturated Concrete sat, ci - 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Strength Reduction Factor - Water-Filled Holes wf, ci - 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Strength Reduction Factor - Submerged Concrete sub, aci - 0.65 0.65 0.65 0.55 0.55 0.55 0.55 0.55

Perio

dic

Insp

ectio

n

Strength Reduction Factor - Dry Concrete dry, pi - 0.65 0.65 0.65 0.55 0.55 0.55 0.55 0.55

Strength Reduction Factor – Water-Saturated Concrete sat, pi - 0.65 0.65 0.65 0.55 0.55 0.55 0.55 0.65

Strength Reduction Factor - Water-Filled Holes wf, pi - 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55

Strength Reduction Factor - Submerged Concrete sub, pi - 0.55 0.65 0.55 0.45 0.45 0.45 0.45 0.45

Submerged Installation Reduction Factor N,sub - 1.00 1.00 1.00 1.00 1.00 0.81 0.81 1.00

Reduction factor for seismic tension N,seis - 0.88 0.88 0.88 0.84 0.84 0.84 0.84 0.95 For SI: 1 inch = 25.4mm, 1 lbf = 4.45N, 1ft-lbf = 1.356 N-M, 1 psi = 0.006895 MPa. 1Bond strength values correspond to concrete compressive strengths ranging from 2,500 psi to 8,000. 2Temperature range A: Maximum short term temperature of 142°F and maximum long term temperature of 110°F. 3Temperature range B: Maximum short term temperature of 165°F and maximum long term temperature of 110°F. 4For load combinations consisting of only short-term loads, such as wind or seismic loads, bond strengths may be increased by 4 percent for Temperature Range B. 5For structures assigned to IBC or IRC Seismic Design Category C, D, E, or F, bond strength values must be multiplied by N,seis.


TABLE 8—RED HEAD C6+ ADHESIVE ANCHOR BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT STEEL REINFORCING BARS INSTALLED IN HOLES CORE DRILLED WITH A DIAMOND CORE BIT (1,5)



Anchor embedment depth - minimum hef in. 11/2 2 21/2 3 31/2 4 41/2 5

Anchor embedment depth - maximum hef in. 71/2 10 121/2 15 171/2 20 221/2 25

Tem

pera

ture

R

ange

A2




Concrete Tk,cr psi 1,010 1,010 995 975 885 840 800 815

Tem

pera

ture

R

ange

B3,

4


Concrete Tk,uncr psi 1,585 1,420 1,280 1,160 1,070 1,000 980 930


Concrete Tk,cr psi 860 860 850 835 755 715 685 695

Con

tinuo

us In

spec

tion Strength Reduction Factor - Dry Concrete dry, ci - 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Strength Reduction Factor – Water-Saturated Concrete sat, ci - 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Strength Reduction Factor - Water-Filled Holes wf, ci - 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Strength Reduction Factor - Submerged Concrete sub, aci - 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Perio

dic

Insp

ectio

n

Strength Reduction Factor - Dry Concrete dry, pi - 0.65 0.65 0.65 0.55 0.55 0.55 0.55 0.65

Strength Reduction Factor – Water-Saturated Concrete sat, pi - 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65

Strength Reduction Factor - Water-Filled Holes wf, pi - 0.65 0.65 0.65 0.55 0.55 0.55 0.55 0.65

Strength Reduction Factor - Submerged Concrete sub, pi - 0.65 0.65 0.65 0.55 0.65 0.65 0.65 0.65

Submerged Installation Reduction Factor N,sub - 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Reduction factor for seismic tension N,seis - 0.88 0.88 0.88 0.84 0.84 0.84 0.84 0.95 For SI: 1 inch = 25.4mm, 1 lbf = 4.45N, 1ft-lbf = 1.356 N-M, 1 psi = 0.006895 MPa. 1Bond strength values correspond to concrete compressive strengths ranging from 2,500 psi to 8,000 psi. 2Temperature range A: Maximum short term temperature of 142°F and maximum long term temperature of 110°F. 3Temperature range B: Maximum short term temperature of 165°F and maximum long term temperature of 110°F. 4For load combinations consisting of only short-term loads, such as wind or seismic loads, bond strengths may be increased by 4 percent for Temperature Range B. 5For structures assigned to IBC or IRC Seismic Design Category C, D, E, or F, bond strength values must be multiplied by N,seis.


TABLE 9—EXAMPLE RED HEAD C6+ ADHESIVE ANCHOR ALLOWABLE STRESS DESIGN VALUES (ASD) FOR ILLUSTRATIVE PURPOSES

Anchor Diameter

(d)

Min/Max Embedment Depth,

hef (in)

Char. Bond Strength τk,uncr (psi)

Allowable Tension Load (lb)

2500psi- 8000psi

Controlling Failure Mode

3/8 23/8 2,470

1,929 Concrete 71/2 4,910 Steel

1/2 23/4 2,390

2,403 Concrete 10 8,990 Steel

5/8 31/8 2,315

2,911 Concrete 121/2 14,315 Steel

3/4 31/2 2,240

3,451 Concrete 15 21,185 Steel

7/8 31/2 2,160

3,451 Concrete 171/2 29,245 Steel

1 4

2,085 4,216 Concrete

20 38,365 Steel

11/4 5

1,930 5,892 Concrete

25 61,390 Steel For SI: 1 inch = 25.4mm, 1 lbf = 4.45N, 1ft-lbf = 1.356 N-M, 1 psi = 0.006895 MPa. This table was developed based on the following conditions: 1Single anchor with static tension only, A193 Grade B7 threaded rod 2Vertical downward installation direction 3Inspection regimen = Periodic 4Installation temperature = 50°F to 110°F 5Long term temperature = 110°F 6Short term temperature = 142°F 7Dry hole condition (carbide drilled hole) 8Embedment = hef (min/max for each diameter) 9Concrete determined to remain uncracked for the life of the anchorage 10Load combinations from ACI 318-11 Section 9.2 (no seismic loading) 1130% dead load and 70% live load, controlling load combination 1.2D + 1.6L 12Calculation of weighted average for α = 0.3*1.2 + 0.7*1.6 = 1.48 13f′c = 2,500 psi (normalweight concrete) 14ca1 = ca2 ≥ cac 15h ≥ hmin

Illustrative Procedure to Calculate Allowable Stress Design Tension Value: Red Head C6+ Adhesive Anchor 1/2-inch diameter, using an embedment of 41/2 inches, assuming the conditions given in Table 9 (for use with the 2012 IBC, based on ACI 318-11 Appendix D). Applied tension load, Nua = 4,000 lbs. PROCEDURE CALCULATION Step 1

Calculate steel strength of a single anchor in tension per ACI 318-11 D.5.1.2 and Table 1 of this report.

Nsa = 0.75*17,740 = 13,305 lbs steel strength

Step 2

Calculate concrete breakout strength of a single anchor in tension per ACI 318-11 D.5.2 and Table 2 of this report.

Nb = kc,uncr*a cf `

hef1.5 = 24* 500,2 *4.51.5

Nb = 11,455 lbs Ncb = ANC/ANC0 ψed,N ψc,N ψcp,N Nb Ncb = 0.65*1.0*1.0*1.0*1.0*11,455 Ncb = 7,446 lbs concrete breakout strength

Step 3

Calculate bond strength of a single anchor in tension per ACI 318-11 D.5.5 and Table 3 of this report.

Nba = *a , Nba = 1.0*2,390`*3.14*0.5*4.5 Nba = 16,885 lbs Na = ANa/ANa0 ψed,Na ψcp,Na Nao Na = 0.65*1.0*1.0*1.0*16,885 Na = 10,975 lbs bond strength

Step 4

Determine compliance with required anchor strength per ACI 318-11 D.4.1.

Nsa = 13,305 lbs > Nua = 4,000 lbs Ncb = 7,446 lbs > Nua = 4,000 lbs Na = 10,975 lbs > Nua = 4,000 lbs

Step 5

Calculate allowable stress design conversion factor for loading condition per ACI 318-11 Section 9.2.

α = 1.2D + 1.6L = 1.2(0.3) + 1.6(0.7) = 1.48

Step 6

Calculate allowable stress design value per Section 4.2 of this report.

Tallowable,ASD = Nn / α = 7,446 lbs/1.48 Tallowable,ASD = 3,270 lbs allowable stress design

FIGURE 2—EXAMPLE DESIGN CALCULATION

E

H

*

w

c

4

1

2

3

4

5

C

ESR-4046 | M

Hammer Drilling In

Water-saturated conc

water-filled holes and s

oncrete applications re

x’s air, 4x’s brushing a

) ▪ Use a rotaryB212.15-1994core bit. Drill table for drill b▪ Installations for floor, wall a▪ Per construcminimum edg

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Core Drilling Insta

Most Widely Acc

RED HEA

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bit specifications anmay be used with and overhead applction specification, e distance, and min

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Safety Data Sheet Use By” date on theout of direct sunlighgel time/cure time cation, to determine

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Red Head brush fored for wear before cluding minimum d

with a clockwise mo one full turn until buitable cleaning, att

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xtension (part nos. of the hole.

to prevent cloggingn the brush two tim

air nozzle in and oonds, starting at theed air, exhausting

and water-filled holed out of the damp,

a total of four seconnant-free compressdust, debris, etc.)

e hole twice with waline pressure. Remg compressed air.

(SDS) before use. e cartridge and thatt. chart, based on thetool, cartridge and

FIGURE 3—RED

usted

HESIVE AN

omplying to ANSI ll with diamond th. See attached mbedment depths.iameter rods/rebar

m spacing, ckness.

out of the dry hole e bottom of the holehole until visually

e applications, water-filled or

nds, starting at the sed air, exhausting

r nozzle to reach

ater, starting from

r the anchor use. See attached iameter. tion. For every ½”

bottom of hole is tach the brush to a

e brush, pull the

ut of the hole. e applications,

ESDS-38 or

g of the brush. mes in/out of the

out of the dry hole e bottom of the holehole until visually

e applications, water-filled or

nds, starting at the sed air, exhausting

ater, starting from move any

t the cartridge has

e temperature at nozzle

D HEAD C6+ AD

NCHOR INS

e

e

▪m▪6u▪i▪a▪F▪a▪hh▪w

H▪otOt

▪htt

▪dt

6) ▪te▪d

awhd▪cf▪ht▪Dp

DHESIVE INSTA

STALLATIO

▪ Assemble the Redmodify or remove m▪ If nozzle does not6 extension tubing use the S75EXT (n▪Place the assembnjection tool. ▪ Dispense mixed aachieved. ▪ During installationF, or artificially mai▪ Insert the nozzle tan angle, leaving th▪ In a slow circular hole, filling slowly tohole is approximate▪ For holes that conwater to displace th

HORIZONTAL AND▪ For 3/8” and 1/2” overhead, the adhethe hole using requO.D.) for the ½” diatubing (0.44” O.D.)

▪ For 5/8” diameter horizontal and overtubing (0.56” O.D.) tubing:

PL-5834 foPL-7810 fo

PL-1250 for 1-1

▪ The use of the Rediameter anchor antemperatures up to

▪ Immediately inserthe required embedensure proper adhe▪ The anchor rod/redepth. ▪ For wall (horizont

adhesive over 70 dwith the required emhole plug positionedepth. ▪ After installing theconcrete must be cfill voids, crevices a▪ After installation, dhas elapsed. Overhtime has elapsed.▪ Adhesive must beDo not over torque performance.

ALLATION INSTR

ON INSTRUC

d Head supplied camixing elements in t reach the bottom (0.44” O.D.) positio

nozzle extension) oly into a hand injec

adhesive outside of

ns, concrete must bntained. to the bottom of thehe nozzle tip alwaydirection, work the o ensure proper adely 60% filled. ntain water, keep inhe water upward.

D OVERHEAD INJdiameter anchors i

esive may be injectuired Red Head E9ameter anchors and

for the 3/8” diamet

r rod (#5 rebar) andrhead, assemble Rand appropriate si

or 5/8” & ¾” diameteor 7/8” & 1” diameter/4” diameter rod (N

ed Head pneumaticnd/or deeper embeo 110 degrees F.

rt the oil, rust and sdment depth, usingesive distribution. ebar must be marke

tal) and overhead idegrees F, the anchmbedment depth ad on the rod/rebar

e anchor, the gap bcompletely filled witand uniformly coat do not disturb the ahead installations m

e fully cured beforethe anchor as this

RUCTIONS

Pag

CTION

artridge and nozzlenozzle. of the hole, use Reoned on the end of n the end of the S7

ction tool or a pneu

f hole until uniform

be between 50 and

e hole and inject thys slightly below the

adhesive into the sdhesive distribution

njecting the adhesiv

JECTION OF ADHinstalled horizontal ted directly to the b16-6 extension tubd Red Head E25-6 ter anchors.

d larger anchors insRed Head E916-6 eized piston plug on

er rod (No. 5 and Nr rod (No. 7 and No

No. 9 and No. 10 reb

c tool may be requidment installations

scale free rod/rebarg a counterclockwis

ed with the required

installations with cohor rod/rebar must and assembled withat the required em

between the rod anth adhesive. The athe rod and concreanchor until the fullmust be supported

e applying any load could adversely af

ge 15 of 19

e. Do not

ed Head E25-f nozzle or 75 nozzle. matic

color is

110 degrees

he adhesive at e fill level. sides of the

n, until the

ve below the

HESIVE: and

back end of bing (0.56”

extension

stalled extension

end of

o. 6 rebar) o. 8 rebar) bar)

red for larger s at

r assembly to se motion to

d embedment

oncrete or be marked

h a Red Head bedment

d the adhesive must ete. cure time until full cure

or torque. ffect its

E

A

Fo

ESR-4046 | M

CHA

Nominal carb

Anchor embe

Anchor embed

Min

Minimu

Minimum

Maximum tighte

CHARA

Nominal carbidedia

Anchor embedm

Anchor embedm

Minimu

Minimum

Minimum co

or SI: 1 inch = 25

ANC

FIGURE 3—INSTALLAT

MIXPISTON P

FINSTALL

Most Widely Acc

SPECIFICAT

FOR

ARACTERISTIC

bide bit/diamond diameter

edment depth - m

dment depth - m

imum spacing

um edge distance

m concrete thickne

ening torque for pclamping

FOR I

ACTERISTIC

e bit/diamond corameter

ment depth - mini

ment depth - maxi

um spacing

edge distance

oncrete thickness

5.4mm, 1 lbf = 4

HOR INSTALLA

—ITW RED HEATION INSTRUCT

XING NOZZLE, EPLUG SPECIFICOR HORIZONTA

LATION ACCESS

FIGUR

cepted and Tru

IONS FOR INST

R INSTALLATIO

SY

core bit

minimum

aximum

e

ess

pretension

INSTALLATION

SYMBO

re bit -

mum hef, min

imum hef, max

smin

cmin

s hmin

.45N, 1ft-lbf = 1.3

ATION

AD C6+ ADHESIVTIONS (Continu

EXTENSION TUBCATIONS AL AND OVERHSORIES

RE 3—RED HEAD

usted

TALLATION OF

N USING U.S. C

YMBOL UNIT

- in.

hef, min in.

hef, max in.

smin in.

cmin in.

hmin in.

Tinst ft lb

USING U.S. CU

OL UNITS

in.

n in.

x in.

in.

in.

in.

356N-m, 1psi = 0

VE

ued)

BING &

HEAD

D C6+ ADHESIV

Adia

1

RED HEAD C6+

CUSTOMARY UN

TS 3/8

7/16

23/8

71/2

15/16

15/16

hef + 1

b 9

USTOMARY UNI

No. 3 No

7/16 5/8

23/8 23/

71/2 10

15/16 11/

15/16 11/

hef + 11/4

0.006895MPa.

BRUSH

VE INSTALLATI

nchor ameter (in) (d)

BrusPart N

3/8 WB01/2 WB0

5/8 WB0

3/4 WB0

7/8 WB0

& 11/8 WB1

11/4 WB1

+ ADHESIVE AN

NIT STEEL THR

NOMINAL1/2 5/8

9/16 3/4

23/4 31/8

10 121/2

11/2 21/2

11/2 21/2

11/4

16 47

IT STEEL REINF

NOMI

. 4 No. 5

/8 3/4

/4 31/8

0 121/2

/2 21/2

/2 21/2

H, NOZZLE, EXT S

ON INSTRUCTI

sh No.

Minimumbrush

diamete(in)

038 0.563

012 0.675

058 0.900

034 1.125

078 1.350

100 1.463

125 1.575

NCHORS IN CON

READED ROD

L ROD DIAMETE3/4

7/8

31/2

2 15

3

3

he

70

FORCING BARS

INAL REBAR DI

No. 6 No. 7

7/8 1

31/2 31/2

15 171/2

3 31/2

3 31/2

TENSION TUBINSPECIFICATION

ONS (Continue

m

er

Mixing noz

A24S or S

A24S or S

A24S or S

S55 orS75/S75E

S55 orS75/S75E

S55 orS75/S75E

S55 orS75/S75E

Pag

NCRETE

ER (inch) 7/8 1

1 11/8

31/2 4

171/2 20

31/2 4

31/2 4

ef + 2do

90 110

S

IAMETER (inch)

No. 8 No.

11/8 11/4

4 41/2

20 221/

4 41/2

4 41/2

hef + 2do

NG AND PISTONS

d)

zzle USE oextensio

tubingONLY

Part No

S55 E25-6

S55 E25-6

S55 -

r EXT

-

r EXT

-

r EXT

-

r EXT

-

ge 16 of 19

11/4

13/8

5

25

5

5

370

)

9 No. 10

4 13/8

2 5

/2 25

2 5

2 5

N PLUG

of on g Y o

USE ofPiston Pl

with extensio

tubingPart No

6 -

6 -

PL-583E916-PL-583E916-PL-781E916-PL-781E916-PL-125E916-

f ug

on

s.

34 6 34 6 10 6 10 6 50 6


CURE TIMES AND GEL TIMES FOR RED HEAD C6+ ADHESIVE

Concrete Temperature (°F)1 Gel Time2 Cure Time3

110 10 minutes 2 hours

90 14 minutes 2.75 hours

70 16 minutes 6.5 hours

50 30 minutes 24 hours

For SI: t° (°F-32) X .555 = °C. 1Adhesive must be installed in concrete temperatures within the noted range or artificially maintained at the noted temperature. 2Gel time is the maximum time from the end of mixing to when the insertion of the anchor into the adhesive must be completed and is based upon the adhesive and concrete temperatures noted. 3Cure time is the minimum time from the end of gel time to when the anchor maybe torque or loaded. Anchors are to be undisturbed during the cure time.

FIGURE 3—RED HEAD C6+ ADHESIVE INSTALLATION INSTRUCTIONS (Continued)

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Page 19 of 19

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Cover SheetESR-40462017 Los Angeles Building Code (LABC) and Los Angeles Residential Code (LARC) Supplement2014 Florida Building Code (FBC) Supplement

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