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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:
WEJ-IT FASTENING SYSTEMS, A DIVISION OF MECHANICAL PLASTICS CORP.
110 RICHARDS AVENUE NORWALK, CONNECTICUT 06854
EVALUATION SUBJECT:
ANKR-TITE CCAT WEDGE ANCHOR FOR CRACKED AND UNCRACKED CONCRETE
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.
EVALUATION SUBJECT: ANKR-TITE CCAT WEDGE ANCHOR FOR CRACKED AND UNCRACKED CONCRETE
1.0 EVALUATION SCOPE
Compliance with the following codes:
2012, 2009 and 2006 International Building Code® (IBC)
2012, 2009 and 2006 International Residential Code®
(IRC)
Property evaluated:
Structural
2.0 USES
The ANKR-Tite CCAT Wedge Anchor is used to resist static, wind and seismic tension and shear loads in cracked and uncracked normal-weight or lightweight concrete members having a specified compressive strength, f′c, of 2,500 psi to 8,500 psi
(17.2 MPa to 58.6 MPa).
The 1/2-inch- to
3/4-inch-diameter (12.7 mm to 19.1 mm)
anchors may be installed in the soffit of cracked and uncracked normal-weight or sand-lightweight concrete filled steel deck having a minimum specified compressive strength, f′c, of 3,000 psi (20.7 MPa). The ANKR-Tite
CCAT Wedge Anchor complies with Section 1909 of the 2012 IBC, Section1912 of the 2009 and 2006 IBC. The anchoring system is an alternative to cast-in-place anchors described in Section 1908 of the 2012 IBC, Section 1911 of the 2009 and 2006 IBC. The anchors may also be used where an engineering design is submitted in accordance with Section R301.1.3 of the 2012, 2009 and 2006 IRC.
3.0 DESCRIPTION
3.1 General:
The ANKR-Tite CCAT Wedge Anchor is a torque-controlled wedge anchor consisting of a threaded steel stud with a cone mandrel at the embedded end, a washer and a nut. A clip expander is fitted on the mandrel. A typical anchor is shown in Figure 1.
3.2 ANKR-Tite CCAT Wedge Anchor:
The 3/8-inch-,
1/2-inch,
5/8-inch, and
3/4-inch-diameter
(9.5 mm, 12.7 mm, 15.9 mm, and 19.1 mm) anchor bodies are manufactured from UNS G10350 (formerly AISI 1035) steel and have a minimum 0.002 (5 μm) in accordance with ASTM B633. The clip expander is manufactured from UNS S31600 (AISI Type 316) stainless steel. The washer and nut conform to ASTM F844 and ASTM A563 Grade A, respectively.
The anchor body has a mandrel formed on the installed end of the anchor, and a threaded section at the opposite end. The taper of the mandrel increases in diameter toward the installed end of the anchor. The expansion clip wraps around the tapered mandrel. Before installation, this expansion clip is free to rotate about the mandrel. The anchor is installed in a predrilled hole. When the anchor is set using an applied torque to the nut, the mandrel is drawn into the expansion clip, which engages the drilled hole and transfers the load to the base material.
3.3 Concrete:
Normal-weight or lightweight concrete must conform to Sections 1903 and 1905 of the IBC, as applicable.
3.4 Steel Deck Panels:
Steel deck panels must comply with the configuration in Figure 4 and have a minimum base-metal thickness of 0.035 inch (0.89 mm) [No. 20 gage]. Steel deck must comply with ASTM A653/a 653M SS Grade 33, and have a minimum yield strength of 33ksi (228 MPa).
4.0 DESIGN AND INSTALLATION
4.1 Strength Design:
4.1.1 General: Design strength of anchors complying with
the 2012 IBC, and the 2012 IRC must be determined in accordance with ACI 318-11 Appendix D and this report.
Design strength of anchors complying with the 2009 IBC and 2009 IRC must be in accordance with ACI 318-08 Appendix D and this report.
Design strength of anchors complying with the 2006 IBC and 2006 IRC must be in accordance with ACI 318-05 Appendix D and this report.
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Design parameters are based on the 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.12 of this report. The strength design of anchors must comply with ACI 318 D.4.1, except as required in ACI 318 D.3.3. Design parameters are provided in Tables 1, 2 and 3 of this report.
The value of f′c used in the calculations must be limited
to 8,000 psi (55.2 MPa), maximum, in accordance with ACI
318 D.3.5. Strength reduction factors, , as given in ACI 318-11 D.4.3 (ACI 318-09 and -05 D.4.4) and noted in Tables 2 and 3 of this report, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and Section 9.2 of ACI 318. Strength reduction
factors, , as given in ACI 318-11 D.4.4 (ACI 318-08 and -05 D.4.5) must be used for load combinations calculated in accordance with ACI 318 Appendix C. An example calculation is provided in Figure 5.
4.1.2 Static Steel Strength in Tension, Nsa: The
nominal static steel strength of a single anchor in tension, Nsa, in accordance with ACI 318 D.5.1.2, is given in Table
2 of this report. The strength reduction factor,, corresponding to a brittle steel element must be used for all anchors.
4.1.3 Static Concrete Breakout Strength in Tension, Ncb and Ncbg: The nominal static concrete breakout
strength of a single anchor or group of anchors in tension, Ncb and Ncbg, must be calculated in accordance with ACI 318 D.5.2, with modifications as described in this section. The basic concrete breakout strength of a single anchor in tension, Nb, must be calculated in accordance with ACI 318 D.5.2 using the values of hef and kcr as
described in Table 2 of this report. The value of fc must
be limited to 8,000 psi (55.2 MPa), maximum, in accordance with ACI 318 D.3.5. The nominal concrete breakout strength of a single anchor or group of anchors in tension, Ncb or Ncbg, in regions of a concrete member where analysis indicates no cracking at service loads in accordance with ACI 318 D.5.2.6, must be calculated with the value of kuncr as described in Table 2 of this report and with ψc,N = 1.0.
For anchors installed in the soffit of structural sand-lightweight or normal-weight concrete-filled steel deck, as shown in Figure 4, calculation of the concrete breakout strength in accordance with ACI 318 D.5.2 is not required.
4.1.4 Static Pullout Strength in Tension, Npn: The
nominal static pullout strength of a single anchor in accordance with ACI 318 D.5.3 in cracked and uncracked concrete, Np,cr and Np,uncr, respectively, is described in Table 2 of this report. In regions of a concrete member where analysis indicates no cracking in accordance with ACI 318 D.5.3.6, the nominal pullout strength in uncracked concrete, Np,uncr applies. In accordance with ACI 318 D.5.3.2, the appropriate value for nominal pullout strength, Np,cr or Np,uncr, must be used in lieu of Np. Where values for Np,cr or Np,uncr are not provided in Table 2, the pullout
strength does not need to be considered. For all design cases ψc,p =1.0.
The nominal pullout strength in tension for anchors in cracked concrete can be adjusted by:
𝑁𝑝,𝑓𝑐′ = 𝑁𝑝,𝑐𝑟 (
𝑓𝑐′
2,500)0.5
(lb,psi) (Eq-1)
𝑁𝑝,𝑓𝑐′ = 𝑁𝑝,𝑐𝑟 (
𝑓𝑐′
17.2)0.5
(N, MPa)
In regions where analysis indicates no cracking in according to ACI 318 D.5.3.6 the nominal pullout strength in tension can be adjusted by:
𝑁𝑝,𝑓𝑐′ = 𝑁𝑝,𝑢𝑛𝑐𝑟 (
𝑓𝑐′
2,500)𝑛
(lb,psi) (Eq-2)
𝑁𝑝,𝑓𝑐′ = 𝑁𝑝,𝑢𝑛𝑐𝑟 (
𝑓𝑐′
17.2)𝑛
(N, MPa)
Where f′c is the specified compressive strength and n is
the factor defining the influence of concrete strength on the pullout strength. For
3/8-inch diameter with 2-inch nominal
embedment depth in uncracked concrete n = 0.34. For 5/8-inch diameter with 5
3/4-inch nominal embedment depth
in uncracked concrete and 3/4-inch diameter with 7-inch
nominal embedment depth in uncracked concrete n = 0.2. For all other cases n = 0.5.
The nominal pullout strength in tension of the anchors installed in the soffit of sand-lightweight or normal-weight concrete-filled metal deck is provided in Table 2 of this report. In accordance with ACI 318 D.5.3.2, the nominal pullout strength in cracked concrete must be calculated according to Eq-1, whereby the value for Np,deck,cr must be substituted for Np,cr and the value of 3,000 psi or 20.7 MPa
must be substituted for the values of 2,500 psi or 17.2 MPa in the denominator. In regions where analysis indicates no cracking in accordance with ACI D.5.3.6, the nominal pullout strength in uncracked concrete must be calculated according to Eq-2, whereby the value for Np,deck,uncr must be substituted for Np,uncr and the value of 3,000 psi or 20.7 MPa must be substituted for the values of 2,500 psi or 17.2 MPa in the denominator.
4.1.5 Static Steel Strength in Shear, Vsa: The nominal static steel strength of a single anchor in shear, Vsa, in accordance with ACI 318 D.6.1.2, is given in Table 3 of this report and must be used in lieu of the values derived by calculation from ACI 318-11, Eq. D-29 (ACI 318-08
and -05, Eq. D-20). The strength reduction factor,, corresponding to a brittle steel element must be used for all anchors, as described in Table 3 of this report. The shear strength, Vsa,deck of anchors installed in the soffit of
sand-lightweight or normal-weight concrete-filled metal deck is provided in Table 3 of this report.
4.1.6 Static Concrete Breakout Strength in Shear, Vcb and Vcbg: The nominal concrete breakout strength of a single anchor or group of anchors in shear, Vcb and Vcbg, respectively, must be calculated in accordance with ACI 318 D.6.2, with modifications as described in this section. The basic concrete breakout strength in shear, Vb, must be calculated in accordance with ACI 318 D.6.2.2 using the values of le and da described in Table 3 of this report. The value of f′c must be limited to a maximum of 8,000 psi
(55.2 MPa) in accordance with ACI 318 D.3.5.
For anchors installed in the soffit of sand-lightweight or normal-weight concrete-filled metal deck, as shown in Figure 4, calculation of the concrete breakout strength in accordance with ACI 318 D.6.2 is not required.
4.1.7 Static Concrete Pryout Strength in Shear, Vcp and Vcpg: The nominal concrete pryout strength of a single
anchor or group of anchors, Vcp and Vcpg, respectively, must be calculated in accordance with ACI 318 D.6.3, modified by using the value of kcp described in Table 3 of this report and the value of Ncb or Ncbg as calculated in
Section 4.1.3 of this report.
For anchors installed in the soffit of sand-lightweight or normal-weight concrete-filled metal deck, as shown in Figure 4, calculation of the concrete pryout strength in accordance with ACI 318 D.6.3 is not required.
4.1.8 Requirements for Seismic Design:
4.1.8.1 General: For load combinations including seismic,
the design must be performed in accordance with ACI 318 D.3.3. For the 2012 IBC, Section 1905.1.9 must be
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omitted. Modifications to ACI 318 D.3.3 must be applied under Section 1908.1.9 of the 2009 IBC or Section 1908.1.16 of the 2006 IBC.
The 3/8-inch-diameter (9.5 mm) anchors must be limited
to installation in regions designated as IBC Seismic Design Categories A and B.
The 1/2-inch-,
5/8-inch- and
3/4-inch-diameter
(12.7 mm, 15.9 mm, 19.1 mm) anchors may be installed in regions designated as IBC Seismic Design Categories A through F.
The anchors comply with ACI 318 D.1 as brittle steel elements and must be designed in accordance with ACI 318-11 D.3.3.4, D.3.3.5, D.3.3.6, or D.3.3.7; ACI 318-08 D.3.3.4, D.3.3.5 or D.3.3.6; or ACI 318-05 D.3.3.4 or D.3.3.5, as applicable. Anchors may be installed in locations designated as Seismic Design Category A through F (IBC).
4.1.8.2 Seismic Tension: The nominal steel strength and
nominal concrete breakout strength in tension must be calculated in accordance with ACI 318 D.5.1 and D.5.2, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318 D.5.3.2, the appropriate value for nominal pullout strength in tension for seismic loads, Np,eq or Np,deck,cr described in Table 2 of this report must be used in lieu of Np. Neq or Np,deck,cr may be adjusted by
calculations for concrete compressive strength in accordance with Eq-1 of this report.
4.1.8.3 Seismic Shear: The nominal concrete breakout
and concrete pryout strength in shear must be calculated in accordance with ACI 318 D.6.2 and D.6.3, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318 6.1.2, the appropriate value for nominal steel strength in shear for seismic loads, Veq or Vsa,deck,eq described in Table 3 of this report, must be used in lieu of Vsa.
4.1.9 Interaction of Tensile and Shear Forces: For
loadings that include combined tension and shear, the design must be performed in accordance with ACI 318 D.7.
4.1.10 Requirements for Critical Edge Distance: Values for the critical edge distance, cac, for use with ACI 318 D.5.2 must be taken from Table 1. In applications where c is less than cac (c<cac) and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated according to ACI 318 D.5.2, must be further multiplied by the factor ψcp,N as given by the following
equation:
𝛹𝑐𝑝,𝑁 =𝑐
𝑐𝑎𝑐 (Eq-3)
whereby the factor ψcp,N need not be taken as less than 1.5ℎ𝑒𝑓
𝑐𝑎𝑐. For all other cases, ψcp,N = 1.0. In lieu of using ACI
318 D.8.6, values of cac must comply with Table 1 of this report.
4.1.11 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of using ACI 318 D.8.1 and D.8.3, values of cmin and smin provided in Table 1 of this report must be
used. In lieu of using ACI 318 D.8.5, minimum member thickness, hmin, must be in accordance with Table 1 of this report.
For anchors installed through the soffit of steel deck assemblies, the anchors must be installed in accordance with Figure 4, and must have an axial spacing along the flute equal to the greater of 3hef or 1.5 times the flute width.
4.1.12 Lightweight Concrete: For the use of anchors in
lightweight concrete, the modification factor λa equal to
0.8λ is applied to all values of cf affecting Nn and Vn.
For ACI 318-11 (2012 IBC) and ACI 318-08 (2009 IBC), λ shall be determined in accordance with the corresponding version of ACI 318.
For ACI 318-05 (2006 IBC), λ shall be taken as 0.75 for all lightweight concrete and 0.85 for sand-lightweight concrete. Linear interpolation shall be permitted if partial sand replacement is used. In addition, the pullout strengths Np,cr, Np,uncr, and Neq shall be multiplied by the modification factor, λa, as applicable.
For anchors installed in the soffit of sand-lightweight concrete-filled steel deck and floor and roof assemblies, further reduction of the pullout values provided in this report is not required.
4.2 Allowable Stress Design:
4.2.1 General: Design values for use with allowable
stress design (working stress design) must be established as follows:
Tallowable,ASD=ϕNn
α (Eq-4)
Vallowable,ASD=ϕVn
α (Eq-5)
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 Appendix D and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16.
Vn = Lowest design strength of an anchor or
anchor group in shear as determined in accordance with ACI 318 Appendix D and 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16.
α = Conversion factor calculated as a
weighted average of the load factors for the controlling load combination. In addition, α must include all applicable factors to account for non-ductile failure modes and required over-strength.
The requirements for member thickness, edge distance and spacing, as described in this report, must apply. An example calculation for the derivation of allowable stress design tension values is presented in Table 4.
4.2.2 Interaction of Tensile and Shear Forces: The
interaction must be calculated in accordance and consistent with ACI 318 D.7 as follows:
For shear loads V ≤ 0.2Vallowable,ASD, the full allowable load in tension, Tallowable,ASD may be permitted.
For tension loads T ≤ 0.2 Tallowable,ASD, the full allowable load in shear, Vallowable,ASD may be permitted.
For all other cases:
2.1≤ V
V
T
T
ASDallowable,ASDallowable,
(Eq-6)
4.3 Installation:
Installation instructions are provided in Figure 3 of this report. The anchors must be installed in accordance with the manufacturer’s published installation instructions and this report. Anchor locations must comply with this report and the plans and specifications approved by the code official. Embedment, spacing, edge distance, and minimum concrete thickness must be in accordance with Table 1 of this report. Holes must be predrilled in concrete with a
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carbide-tipped drill bit complying with ANSI B212.15-1994. The hole shall be drilled to the specified nominal embedment depth (hnom) plus a minimum of
1/4 inch
(6.4 mm). Before anchor installation, dust and other deleterious matter must be removed by use of compressed air. The anchors must then be installed into the hole in accordance with Wej-it Fastening Systems’ instructions to the specified embedment depth.
For the installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck must not exceed the diameter of the hole in the concrete by more than
1/8 inch (3.2 mm). For member thickness and edge
distance requirements see Figure 4.
4.4 Special Inspection:
Periodic special inspection is required in accordance with Section 1705.1.1 and Table 1705.3 of the 2012 IBC, Section 1704.15 and Table 1704.4 of the 2009 IBC, Section 1704.13 of the 2006 IBC, as applicable. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, hole dimensions, hole cleaning procedures, anchor spacing, edge distance, concrete member thickness, anchor embedment, tightening torque and adherence to the manufacturer’s installation instructions. The special inspector must be present as often as required by the “statement of special inspection.” Under the IBC, additional requirements as set forth in Section 1705, 1706 and 1707 must be observed, where applicable.
5.0 CONDITIONS OF USE
The ANKR-Tite CCAT Wedge Anchors described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions:
5.1 Anchor sizes, dimensions, minimum embedment depth and other installation parameters are as set forth in this report.
5.2 The anchors must be installed in accordance with the manufacturer’s published installation instructions and this report. In case of conflict between this report and the manufacturer’s instructions, this report governs.
5.3 Three-eighths-inch-diameter anchors must be installed in uncracked concrete or lightweight concrete. One-half-inch-,
5/8-inch- and
3/4-inch-
diameter anchors must be installed in cracked or uncracked normal-weight concrete or lightweight concrete having a specified compressive strength, f′c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) or in cracked or uncracked normal-weight or sand-lightweight concrete-filled metal deck having a minimum specified compressive strength, f′c, of 3,000 psi (20.7 MPa).
5.4 The values of f′c used for calculation purposes must not exceed 8,000 psi (55.1 MPa).
5.5 Strength design values must be established in accordance with Section 4.1 of this report.
5.6 Allowable stress design values must be established in accordance with Section 4.2 of this report.
5.7 Anchor spacing and edge distance, as well as minimum concrete thickness, must comply with Table 1 and Section 4.1.11 and Figure 4.
5.8 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official for approval. 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.
5.9 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under these conditions is beyond the scope of this report.
5.10 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (ft > fr), subject to the conditions of this report.
5.11 Anchors may be used to resist short-term loading due to wind or seismic forces, subject to the conditions of this report.
5.12 Where not otherwise prohibited by the code, anchors are permitted for use with fire-resistance-rated 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 a fire-resistance-rated envelope or a fire-resistance-rated membrane are protected by approved fire-resistance-rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards.
Anchors are used to support nonstructural elements.
5.13 Use of anchors is limited to dry, interior locations.
5.14 Special inspection must be provided in accordance with Section 4.4 of this report.
5.15 Anchors are manufactured under an approved quality control program with inspections by ICC-ES.
6.0 EVIDENCE SUBMITTED
Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated October 2015, for use of the anchor in cracked and uncracked concrete; including optional tests for seismic tension and shear; and quality control documentation.
7.0 IDENTIFICATION
The ANKR-Tite CCAT Wedge Anchors are identified with a length identification stamp on the head, packaging labeled with the manufacturer’s name (Wej-it Fastening Systems) and contact information, anchor name, anchor size, evaluation report number (ICC-ES ESR-2777).
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TABLE A—WEJ-IT CCAT LENGTH CODE IDENTIFICATION SYSTEM
Length ID marking on stud head A B C D E F G H I J K
Overall anchor
length, lanch, (inches)
From 11/2 2 21/2 3 31/2 4 41/2 5 51/2 6 61/2
Up to but not including 2 21/2 3 31/2 4 41/2 5 51/2 6 61/2 7
L M N O P Q R S T U V
From 7 71/2 8 81/2 9 91/2 10 11 12 13 14
Up to but not including 71/2 8 81/2 9 91/2 10 11 12 13 14 15
Effective Tensile and Shear Stress Area Ase,N[Ase]3 in2 0.054 0.116 0.144 0.219
Axial Stiffness in Service Load range β lb/in 329,0004 36,694 66,733 94,794
For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi = 6.89 Pa, 1 in2 = 645 mm2, 1 lb/in = 0.175 N/mm.
1The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2For installations through the soffit of steel deck into concrete see the installation details in Figure 4 of this report. In addition, anchors shall have a minimum axial spacing along the flute equal to the greater of 3 hef or 1.5 times the flute width. 3The notation in brackets is for the 2006 IBC. 4For the 3/8-inch-diameter anchor stiffness values are based on uncracked testing only.
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PULLOUT STRENGTH IN TENSION FOR CONCRETE OVER STEEL DECK
Characteristic pullout strength, uncracked concrete over steel deck, according to Figure 4
Np,deck,uncr Lbf - 2,475 4,061 -
Characteristic pullout strength, cracked concrete over steel deck, according to Figure 4
Np,deck,cr Lbf - 1,361 2,965 -
Reduction factor for pullout strength - - 0.65
For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N.
1The information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D; for anchors resisting seismic load combinations the additional requirements of ACI 318 D.3.3 must apply. 2Installation must comply with published instructions and details. 3All values of apply to the load combinations of IBC Section 1605.2, or ACI 318.9.2. If the load combinations of ACI 318 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318-11 D.4.4 (ACI 318-08 and -05 D.4.5). For reinforcement that complies with ACI 318 Appendix D requirements for Condition A, the appropriate factor must be determined in accordance with ACI 318-11 D.4.3. 4The ANKR-Tite anchor is considered a brittle steel element as defined by ACI 318 D.1. 5Pullout strength will not control design of indicated anchors. 6The nominal pullout strength in tension can be adjusted in accordance with Section 4.1.4 of this report. 7For all cases ψc,N=1.0. The appropriate effectiveness factor for cracked concrete, kcr or uncracked concrete kuncr must be used. 8The 3/8-inch-diameter anchor must be limited to uncracked concrete. 9Portions of the table showing "-" in lieu of a numerical value indicate that that specific use is beyond the scope of this report.
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SHEAR STRENGTH FOR SAND-LIGHTWEIGHT AND NORMAL-WEIGHT CONCRETE OVER STEEL DECK6
Steel strength in shear, concrete over steel deck, according to Figure 4
Vsa,deck lbf - 3,200 - 3,890 - -
Steel strength in shear, concrete over steel deck, Seismic according to Figure 4
Vsa,deck,eq lbf - 2,880 - 2,725 - -
Reduction factor for steel strength in shear, concrete over steel deck - - 0.65
For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N.
1The information presented in this table must be used in conjunction with the design criteria of ACI 318 Appendix D; for anchors resisting seismic load combinations the additional requirements of ACI 318 D.3.3 must apply. 2Installation must comply with published instructions and details. 3All values of apply to the load combinations of IBC Section 1605.2, or ACI 318 9.2. If the load combinations of ACI 318 Appendix C are used, the appropriate value of must be determined in accordance with ACI 318-11 D.4.4. For reinforcement that complies with ACI 318 Appendix D requirements for Condition A, the appropriate factor must be determined in accordance with ACI 318-11 D.4.4. 4The ANKR-Tite anchor is considered a brittle steel element as defined by ACI 318 D.1. 5The notation in brackets is for the 2006 IBC. 6Shear loads for anchors installed through steel deck into concrete may be applied in any direction. 7The 3/8-inch-diameter anchor must be limited to uncracked concrete. 8Portions of the table showing "-" in lieu of a numerical value indicate that that specific use is beyond the scope of this report.
TABLE 4—EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES1,2,3,4,5,6,7,8
ANCHOR DIAMETER (in.) NOMINAL EMBEDMENT
hnom (in.) EFFECTIVE EMBEDMENT hef
(in.) ALLOWABLE TENSION
LOAD (lbs.)
3/8 23/8 2 1,050
1/2 31/4 23/4 2,080
51/2 5 2,246
5/8 4 33/8 3,110
63/8 53/4 5,593
3/4 41/2 33/4 3,827
73/4 7 7,294
For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N.
1Single anchor with static tension only 2Concrete determined to remain uncracked for the life of the anchorage 3Load combinations from ACI 318 9.2 (no seismic loading) 430% dead load and 70% live load, controlling load combination 1.2D + 1.6L 5Calculation of weighed average: α = 1.2(0.3) + 1.6(0.7) = 1.48 6f′c = 2,500 psi normal weight concrete 7ca1 = ca2 ≥ cac 8h ≥ hmin 9Values are for Condition B (supplementary reinforcement in accordance with ACI 318 D.4.4 is not provided.)
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FIGURE 1—ANCHOR DETAIL
1. Drill the hole, whose diameter equals the anchor diameter perpendicular to the work surface. To assure full holding power, do not ream the hole or allow the drill to wobble.
2. Drill the hole deeper than the intended embedment, but no closer than two diameters to the bottom (opposite) surface of the concrete.
3. A clean hole is necessary for proper performance. Clean the hole using a nylon brush and compressed air.
4. Assemble the nut and washer so that the top of the anchor extends above the nut slightly. Hammer the anchor through the material to be fastened to the proper embedment depth.
5. Install the anchor with a torque wrench to the specified installation torque.
ESR-2777 | Most Widely Accepted and Trusted Page 9 of 9
FIGURE 4—CCAT WEDGE ANCHOR INSTALLATION DETAIL FOR ANCHORS IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES1
1Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Anchors in the lower flute may be installed with a maximum 1-inch offset in either direction from the center of the flute. The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied.
Given: Calculate the factored resistance strength, Nn and the allowable stress design value, Tallowable, ASD.
for a 1/2-inch diameter ANKR-TITE CCAT wedge anchor assuming the given conditions in Table 4.
Calculations in accordance with ACI 318-11 Appendix D and this report: Code Reference Report Reference
Step 1. Calculate steel strength of a single anchor in tension: D.5.1.2 Table 2
Nsa = (0.65)(12,760) = 8,294 lbs.
Step 2. Calculate concrete breakout strength of a single anchor in tension: D.5.2.1 Table 2 Ncb = ( Anc/Anco) ψed,Nψc,Nψcp,NNb
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.
The purpose of this evaluation report supplement is to indicate that the ANKR-Tite CCAT Wedge Anchor for Cracked and Uncracked Concrete, recognized in the ICC-ES master evaluation report ESR-2777, has also been evaluated for compliance with the codes noted below.
Compliance with the following codes:
2010 Florida Building Code—Building
2010 Florida Building Code—Residential
2.0 PURPOSE OF THIS SUPPLEMENT
The ANKR-Tite CCAT Wedge Anchor for Cracked and Uncracked Concrete described in Sections 2.0 through 7.0 of the master evaluation report ESR-2777, comply with the 2010 Florida Building Code—Building and the 2010 Florida Building Code—Residential, provided the design and installation are in accordance with the International Building Code
® (IBC)
provisions noted in the master evaluation report and with the following conditions:
Design wind loads must be based on Section 1609 of the 2010 Florida Building Code—Building or Section 301.2.1.1 of the 2010 Florida Building Code—Residential, as applicable.
Load combinations must be in accordance with Section 1605.2 or Section 1605.3 of the 2010 Florida Building Code—Building, as applicable.
The modifications to ACI 318 as shown in 2009 IBC Sections 1908.1.9 and 1908.1.10, as noted in 2009 IBC Section 1912.1, do not apply to the 2010 Florida Building Code.
Use of the ANKR-Tite CCAT Wedge Anchor for Cracked and Uncracked Concrete for compliance with the High-Velocity Hurricane Zone Provisions of the 2010 Florida Building Code—Building and the 2010 Florida Building Code—Residential has not been evaluated, and is outside the scope of this supplement.
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 August 2016.
