CITY OF LOS ANGELES CALIFORNIA

Transcription

1 BOARD OF BUILDIG AD SAFETY COMMISSIOERS HELEA JUBAY PRESIDET VA AMBATIELOS VICE-PRESIDET E. FELICIA BRAO VICTOR H. CUEVAS GEORGE HOVAGUIMIA CITY OF LOS AGELES CALIFORIA ERIC GARCETTI MAYOR DEPARTMET OF BUILDIG AD SAFETY 201 ORTH FIGUEROA STREET LOS AGELES, CA RAYMOD S. CHA, C.E., S.E. SUPERITEDET OF BUILDIG ITERIM GEERAL MAAGER HILTI, Inc. RESEARCH REPORT: RR S. 122 E. Avenue (CSI # ) Tulsa, OK BASED UPO ICC EVALUATIO SERVICE Attn: Tom Haanen REPORT O. ESR-2302 (918) REEVALUATIO DUE DATE: April 1, 2016 Issued date: March 1, 2014 Code: 2014 LABC GEERAL APPROVAL Reevaluation Hilti Kwik Bolt 3 (KB3) Concrete Anchors. DETAILS The above products/assemblies are approved when in compliance with the description, identification and conditions of use in Report o.esr-2302, reissued December 1, 2013, of the ICC Evaluation Service, Incorporated. The report, in its entirety, is attached and made a part of this general approval. The parts of Report o.esr-2302 marked by the asterisks are modified by the Los Angeles Building Department from this approval. The approval is subject to the following conditions: 1. The fasteners shall not be used in cracked concrete. 2. The Kwilk Bolt 3 shall not be used to resist seismic loads. The stress increases described in Section of the 2014 LABC are not allowed for wind loads acting alone or when combined with gravity loads. o increase is allowed for gravity loads acting alone. RR 2901 Page 1 of 3 LADBS G- (Rev.02/20/2014) A EQUAL EMPLOYMET OPPORTUITY - AFFIRMATIVE ACTIO EMPLOYER

2 HILTI, Inc. RE: Hilti Kwik Bolt 3 (KB3) Concrete Anchors 3. Submit calculation to demonstrate that the applied loads are less than the allowable loads described in this report. Calculation must be reviewed and approved by the structural plan check engineer. Calculations must be prepared, sealed and signed by a civil or structural engineer registered in the State of California. EXCEPTIO: Anchors used for the installation of mechanical, plumbing and electrical equipment may be designed and detailed on a plan prepared by an engineer licensed by the state of California. 4. The design loads listed in the attached report and tables are for the anchor bolts only. Connected members shall be checked for their capacity (which may govern).. The concrete shall have attained its minimum design strength prior to installation of the anchors. 6. Kwik Bolt 3 installed through the underside of steel deck at the ribs and into minimum 3000 psi lightweight concrete shall have minimum edge distance of 7/8" from the edge of the deck ribs and 6" from the end of the deck. Concrete fill above top ribs shall be a minimum of 2 1/2 inches. 7. Kwik Bolt 3 shall be installed per the manufacturer's instructions, a copy of which shall be available at each job site. 8. Use of /8 Kwik Bolt 3 is limited to dry interior locations. 9. All Kwik Bolt 3 are identified by an H imprinted on the fastener head. Where applicable the word Hilti is stamped on the steel washers. All fasteners are packaged in containers noting the fastener type, size, manufacturer s name, and evaluation report number (ESR- 2302). DISCUSSIO The report is in compliance with the 2014 City of Los Angeles Building Code. The approval is based on tests in accordance with ICC ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC 193), dated February This general approval will remain effective provided the Evaluation Report is maintained valid and unrevised with the issuing organization. Any revision to the report must be submitted to this Department for review with appropriate fee to continue the approval of the revised report. Addressee to whom this Research Report is issued is responsible for providing copies of it, complete with any attachments indicated, to architects, engineers and builders using items approved herein in design or construction which must be approved by Department of Building and Safety Engineers and Inspectors. RR 2901 Page 2 of 3

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4 ICC-ES Evaluation Report (800) (62) ESR-2302 Reissued December 1, 2013 This report is subject to renewal December 1, 201. A Subsidiary of the International Code Council DIVISIO: COCRETE Section: Concrete Anchors DIVISIO: METALS Section: Post-Installed Concrete Anchors REPORT HOLDER: HILTI, IC. 400 SOUTH 122 D EAST AVEUE TULSA, OKLAHOMA (800) HiltiTechEng@us.hilti.com EVALUATIO SUBJECT: HILTI KWIK BOLT 3 (KB3) COCRETE ACHORS 1.0 EVALUATIO SCOPE Compliance with the following codes: 2012, 2009, 2006 and 2003 International Building Code (IBC) 2012, 2009, 2006 and 2003 International Residential Code (IRC) Property evaluated: Structural 2.0 USES The Hilti Kwik Bolt 3 Concrete Anchor (KB3) is used to resist static, wind and earthquake (Seismic Design Categories A and B only) tension and shear loads in uncracked normal-weight concrete and uncracked sandlightweight concrete having a specified compressive strength, f c, of 2,00 psi to 8,00 psi (17.2 MPa to 8.6 MPa). The anchoring system complies with anchors as described in Section 1909 of the 2012 IBC, Section 1912 of the 2009 and 2006 IBC and Section 1913 of the 2003 IBC, and is an alternative to cast-in-place anchors described in Section 1908 of the 2012 IBC, Section 1911 of the 2009 and 2006 IBC, and Section 1912 of the 2003 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R of the IRC. 3.0 DESCRIPTIO 3.1 KB3 Anchors: The KB3 anchors are torque-controlled, mechanical expansion anchors. KB3 anchors consist of a stud (anchor body), expansion element (wedge), nut, and washer. The stud is manufactured from medium carbon steel complying with the manufacturer s quality documentation, or AISI Type 304 or 316 stainless steel materials. The carbon steel anchors are available in diameters of 1 / 4 inch through 3 / 4 inch (6.4 mm through 19.1 mm) and an example is illustrated in Figure 1 of this report. Carbon steel KB3 anchors and components have a minimum -micrometer ( inch) zinc plating. The expansion elements (wedges) for the carbon steel anchors are made from carbon steel, except all 1 / 4 -inch (6.4 mm) anchors and the 3 / 4 -inch-by-12-inch (19.1 mm by 30 mm) anchor have expansion elements made from AISI Type 316 stainless steel. The 1 / 2 -, / 8 -, and 3 / 4 -inch-diameter (12.7 mm, 1.9 mm, and 19.1 mm) carbon steel KB3 anchors are also available with a hot-dip galvanized coating. The 1 / 2 - and 3 / 4 -inchdiameter (12.7 mm and 19.1 mm) anchors with hot-dip galvanized coating comply with ASTM A13. All hot-dip galvanized anchors use stainless steel expansion elements (wedges). The stainless steel KB3 anchors are available in diameters of 1 / 4 inch through 1 inch (6.4 mm through 2.4 mm) and have an anchor body in conformance with AISI Type 304 or 316. The expansion elements (wedges) of the AISI Type 304 anchors are in conformance with AISI Types 304 or 316 stainless steel. The expansion elements (wedges) of the AISI Type 316 anchors are in conformance with AISI Type 316 stainless steel. The anchor body is comprised of a rod threaded at one end and with a tapered mandrel at the other end. The tapered mandrel is enclosed by a three-section expansion element which freely moves around the mandrel. The expansion element movement is restrained by the mandrel taper and by a collar. The anchor is installed in a predrilled hole with a hammer. When torque is applied to the nut of the installed anchor, the mandrel is drawn into the expansion element, which engages the wall of the drilled hole. Installation information and dimensions are set forth in Section 4.3 and Table 1 of this report. 3.2 Concrete: ormal-weight concrete and sand-lightweight concrete must comply with Section 1903 and 190 of the IBC. 4.0 DESIG AD ISTALLATIO 4.1 Strength Design: General: Design strength of anchors complying with the 2012 and 2003 IBC, and the 2012 and 2003 IRC must be determined in accordance with ACI Appendix D and this report. 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 2013 Page 1 of

5 ESR-2302 Most Widely Accepted and Trusted Page 2 of 9 Design strength of anchors complying with the 2009 IBC and 2009 IRC must be in accordance with ACI Appendix D and this report. Design strength of anchors complying with the 2006 IBC and 2006 IRC must be in accordance with ACI Appendix D and this report. Design parameters and nomenclature provided in Tables 3, 4 and of this report are based on the 2012 IBC (ACI ), unless noted otherwise in Sections through of this report. The strength design of anchors must comply with the requirements in ACI 318 D and D Strength reduction factors ϕ as given in ACI D.4.3 must be used for load combinations calculated in accordance with Section of the IBC and Section 9.2 of ACI 318. Strength reduction factors ϕ as given in ACI D.4.4 must be used for load combinations calculated in accordance with Appendix C of ACI 318. An example calculation in accordance with the 2012 IBC is provided in Figure. The value of f c used in calculations must be limited to a maximum of 8,000 psi (.2 MPa), in accordance with ACI D Requirements for Static Steel Strength in Tension, sa : The nominal static steel strength of a single anchor in tension, sa, must be calculated in accordance with ACI 318 D The resulting values of sa are described in Tables 3, 4 and of this report. Strength reduction factors ϕ corresponding to ductile steel elements are appropriate for stainless steel and carbon steel elements Requirements for Static Concrete Breakout Strength in Tension, cb or cbg : The nominal static concrete breakout strength of a single anchor or group of anchors in tension, cb or cbg, respectively must be calculated in accordance with ACI 318 D..2, with modifications as described in this section. The values of f c must be limited to 8,000 psi (.2 MPa) in accordance with ACI D.3.7. The nominal concrete breakout strength in tension in regions of concrete where analysis indicates no cracking at service loads, must be calculated in accordance with ACI 318 D..2.6 with Ψ c, = 1.0. The basic concrete breakout strength of a single anchor in tension, b, must be calculated in accordance with ACI 318 D..2.2 using the values of h ef and k uncr as given in Tables 3, 4, and in lieu of h ef and k c, respectively Requirements for Static Pullout Strength in Tension, p : The nominal static pullout strength, p,uncr of a single anchor installed in uncracked concrete (regions where analysis indicates no cracking in accordance with ACI 318 D..3.6), where applicable, is given in Tables 3, 4 and of this report. The nominal pullout strength in tension may be adjusted for concrete compressive strengths other than 2,00 psi according to the following equation: p,f c = p,uncr p,f c = p,uncr f c (lb, psi) (Eq-1) 2,00 f c (, MPa) 17.2 Where values for p,uncr are not provided in Table 3, 4, or of this report, the pullout strength in tension need not be evaluated Requirements for Static Steel Strength in Shear, V sa : In lieu of the value of V sa as given in ACI 318 D.6.1.2, the nominal static steel strength in shear of a single anchor given in Tables 3, 4 and of this report must be used. Strength reduction factors ϕ corresponding to ductile steel elements are appropriate for stainless steel and carbon steel elements Requirements for Static Concrete Breakout Strength in Shear, V cb or V cbg : The nominal static concrete breakout strength of a single anchor or group of anchors, V cb or V cbg, respectively must be calculated in accordance with ACI 318 D.6.2, based on the values provided in Tables 3 through of this report. The basic concrete breakout strength of a single anchor in uncracked concrete, V b, must be calculated in accordance with ACI 318 D using the values given in Tables 3, 4 and. The value of l e used in ACI 318 D.6.2.2, must be no greater than the lesser of h ef or 8d a Requirements for Static Concrete Pryout Strength in Shear, V cp or V cpg : The nominal static concrete pryout strength of a single anchor or group of anchors, V cp or V cpg, respectively must be calculated in accordance with ACI 318 D.6.3 based on the values given in Tables 3, 4 and of this report; the value of cb or cbg is as calculated in Section of this report Requirements for Interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tensile and shear forces, the design must be determined in accordance with ACI 318 D Requirements for Critical Edge Distance: In applications where c < c ac 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..2, must be further multiplied by the factor ψ cp, given by the following equation: ψ cp, = c (Eq-2) c ac where the factor ψ cp, need not be taken as less than 1.h ef. For all other cases, ψ c ac cp, = 1.0. In lieu of ACI 318 D.8.6, values of c ac provided in Table 1 of this report must be used Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318 D.8.1 and D.8.3, values of s min and c min as given in Tables 3, 4 and of this report must be used. In lieu of ACI 318 D.8., minimum member thicknesses h min as given in Tables 3, 4 and of this report must be used. Additional combinations for minimum edge distance c min and spacing s min may be derived by linear interpolation between the given boundary values. (See Figure 3.) Sand-lightweight Concrete: For ACI and ACI , when anchors are used in sand-lightweight concrete, the modification factor λ a or λ, respectively, for concrete breakout strength must be taken as 0.6. In addition, the pullout strength p,uncr must be multiplied by 0.6, in lieu of ACI 318 Section D.3.6 (2012 IBC) or ACI 318 Section D.3.4 (2009 IBC). For ACI 318-0, when anchors are used in sandlightweight concrete, b, p,uncr, V b and V cp must be multiplied by 0.60, in lieu of ACI 318 D Allowable Stress Design: Design values for use with allowable stress design load combinations calculated in accordance with Section of the IBC, must be established using the equations below:

6 ESR-2302 Most Widely Accepted and Trusted Page 3 of 9 T allowable,asd = ϕ n α V allowable,asd = ϕv n α where: T allowable,asd = Allowable tension load (lbf or k). V allowable,asd = Allowable shear load (lbf or k). φ n φv n α (Eq-3) (Eq-4) = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 D.4.1, and 2009 IBC Section or 2006 IBC Section , as applicable (lbf or ). = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 D.4.1, and 2009 IBC Section or 2006 IBC Section , as applicable (lbf or ). = 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 nonductile failure modes and required over-strength. The requirements for member thickness, edge distance and spacing, described in this report, must apply. An example of allowable stress design values for illustrative purposes is shown in Table Interaction of Tensile and Shear Forces: The interaction of tension and shear loads must be consistent with ACI 318 D.7 as follows: For shear loads V applied 0.2V allowable,asd, the full allowable load in tension T allowable,asd may be used. For tension loads T applied 0.2T allowable,asd, the full allowable load in shear V allowable,asd may be used. For all other cases: T allowable,asd + V allowable,asd 1.2 (Eq-) 4.3 Installation: Installation parameters are provided in Table 1 and Figure 2. Anchor locations must comply with this report and the plans and specifications approved by the code official. Anchors must be installed in accordance with the manufacturer's published installation instructions and this report. In case of conflict, this report governs. Embedment, spacing, edge distance, and concrete thickness are provided in Tables 3, 4 and of this report. Holes must be drilled using carbide-tipped masonry drill bits complying with ASI B The nominal drill bit diameter must be equal to that of the anchor. Prior to installation, dust and debris must be removed from the drilled hole to enable installation to the stated embedment depth. The anchor must be hammered into the predrilled hole until at least four threads are below the fixture surface. The nut must be tightened against the washer until the torque value, T inst, specified in Table 1 is achieved. 4.4 Special Inspection: Periodic special inspection is required in accordance with Section of the 2012 IBC, Section of the 2009 IBC or Section of the 2006 or 2003 IBC. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, drill bit type, hole dimensions, hole cleaning procedure, concrete member thickness, anchor embedment, anchor spacing, edge distances, anchor embedment, tightening torque and adherence to the manufacturer s printed installation instructions. The special inspector must be present as often as required in accordance with the statement of special inspection. Under the IBC, additional requirements as set forth in Sections 170, 1706 and 1707 must be observed, where applicable..0 CODITIOS OF USE The Hilti Kwik Bolt 3 (KB3) 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:.1 KB3 anchor sizes, dimensions, minimum embedment depths, and other installation parameters are as set forth in this report..2 The KB3 anchors must be installed in accordance with the manufacturer s (Hilti) published instructions and this report in uncracked normal-weight concrete and uncracked sand-lightweight concrete having a specified compressive strength f c = 2,00 psi to 8,00 psi (17.2 MPa to 8.6 MPa). In case of conflict between the manufacturer s instructions and this report, this report governs..3 The values of f c used for calculation purposes must not exceed 8,000 psi (.2 MPa)..4 Strength design values are established in accordance with Section 4.1 of this report.. Allowable stress design values are established in accordance with Section 4.2 of this report..6 Anchor spacing, edge distance and minimum member thickness must comply with Tables 3, 4 and of this report..7 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..8 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of expansion 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..9 Use of carbon steel anchors and hot-dipped / 8 -inch (1.9 mm) galvanized KB3 anchors is limited to dry, interior locations..10 Use of KB3 anchors in structures assigned to Seismic Design Category C, D, E or F (IBC) is beyond the scope of this report. Anchors may be used to resist short-term loading due to wind forces, subject to the conditions of this report..11 Special inspection must be provided in accordance with Section 4.4 of this report..12 Where not otherwise prohibited in the code, KB3 anchors are permitted for use with fire-resistancerated construction provided that at least one of the following conditions is fulfilled:

7 ESR-2302 Most Widely Accepted and Trusted Page 4 of 9 Anchors are used to resist wind forces only. Anchors that support fire-resistance-rated construction or gravity load bearing structural elements are within 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..13 The anchors are manufactured by Hilti AG with quality control inspections by UL LLC (AA-668). 6.0 EVIDECE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated March 2012; and quality control documentation. 7.0 IDETIFICATIO The concrete anchors are identified in the field by their dimensional characteristics, size, and the length code stamped on the anchor, as indicated in Table 2. Packages are identified with the manufacturer s name (Hilti, Inc.) and address, anchor name, anchor size, evaluation report number (ESR-2302), and the name of the inspection agency (UL LLC). TABLE 1 ISTALLATIO IFORMATIO Setting Information Symbol 1 / 4 3 / 8 1 / 2 ominal anchor diameter / 8 3 / 4 1 Anchor O.D. ASI drill bit dia Effective min. embedment Min. hole depth Installation torque Expansion element clearance hole d o d bit h ef h hole T inst d h in (mm) (6.4) (9.) (12.7) (1.9) (19.1) (2.4) in. 1 / 4 3 / 8 1 / 2 / 8 3 / 4 1 (mm) (6.4) (9.) (12.7) (1.9) (19.1) (2.4) in. 1 1 / / / / / 4 (mm) (38) (1) (1) (83) (79) (102) (9) (127) (102) (146) in. 2 2 / 8 2 / / / / 2 3 / / 4 (mm) (1) (67) (67) (102) (98) (121) (114) (146) (127) (171) ft-lb (m) () (27) (4) (81) (149) (203) in. / 16 7 / 16 9 / / / / 8 (mm) (7.9) (11.1) (14.3) (17.) (20.6) (28.6) TABLE 2 LEGTH IDETIFICATIO SYSTEM Length marking on the bolt head A B C D E F G H I J K L M O P Q R S Length of anchor (in.) From 1 1 / / / / 2 1 / / / / / Up to but not including / / / 2 1 / / / / / FIGURE 1 HILTI CARBO STEEL KWIK BOLT 3 (KB3) FIGURE 2 KB3 ISTALLED

8 ESR-2302 Most Widely Accepted and Trusted Page of 9 TABLE 3 DESIG IFORMATIO CARBO STEEL KB3 DESIG IFORMATIO Symbol Units 1 / 4 3 / 8 1 / 2 ominal anchor diameter / 8 3 / 4 in Anchor O.D. d a (d 0 ) 7 (mm) (6.4) (9.) (12.7) (1.9) (19.1) Effective min. embedment 1 in. 1 1 / / / / 4 h ef (mm) (38) (1) (1) (83) (79) (102) (9) (127) Min. member thickness h min in (mm) (102) (102) (127) (102) (12) (12) (203) (127) (12) (203) (12) (203) (203) Critical edge distance Min. edge distance Min. anchor spacing c ac c min for s s min for c in. 2 3 / / / / 8 3 / / 4 / / / / / / / 2 (mm) (70) (114) (98) (124) (92) (171) (143) (191) (241) (191) (248) (191) (241) in. 1 3 / / / / 8 1 / / / / / 4 2 / / 2 (mm) (3) (1) (38) (4) (1) (41) (41) (7) (44) (44) (70) (67) (64) in. 1 3 / / / / / / / / / / / 8 (mm) (44) (73) (89) (124) (121) (108) (102) (133) (121) (102) (17) (16) (162) in. 1 1 / / / / / / / / / / / / 4 (mm) (32) (44) (44) (64) (7) (1) (48) (60) (4) (4) (9) (86) (83) in. 1 / / / 8 2 / / / / / / / / / 8 (mm) (41) (60) (60) (67) (60) (7) (1) (79) (60) (7) (9) (86) (86) Min. hole depth in concrete Min. specified yield strength Min. specified ult. strength Effective tensile stress area Steel strength in tension h hole f ya f uta A se sa in. 2 2 / 8 2 / / / / 2 3 / 4 (mm) (1) (67) (67) (102) (98) (121) (114) (146) psi 84,800 84,800 84,800 84,800 84,800 (/mm 2 ) (8) (8) (8) (8) (8) psi 106, , , , ,000 (/mm 2 ) (731) (731) (731) (731) (731) in (mm 2 ) (12.9) (38.7) (71.0) (109.7) (14.8) lb 2,120 6,360 11,660 18,020 2,440 (k) (9.4) (28.3) (1.9) (80.2) (113.2) Steel strength in shear V sa lb 1,640 4,470 6,63 6,70 12,230 1,660 16,94 (k) (7.3) (19.9) (29.) (30.0) (4.4) (69.7) (73.8) Pullout strength uncracked concrete 2 lb 1,7 6,800 10,8 p,uncr A A A A (k) (7.0) (30.2) (47.1) Anchor category 3 1,2 or 3-1 Effectiveness factor k uncr uncracked concrete 4 k uncr - 24 Modification factor for uncracked concrete Ψ c, Coefficient for pryout k cp Installation torque T inst ft*lb (m) () (27) (4) (81) (149) Axial stiffness in service load range β uncr (lb/in) 116,10 162,80 203,00 191, ,10 170, , ,000 COV β uncr % Strength reduction factor ϕ for tension, steel failure modes 0.7 Strength reduction factor ϕ for shear, steel failure modes 0.6 Strength reduction factor ϕ for tension, concrete failure modes, Condition B Strength reduction factor ϕ for shear, concrete failure modes, Condition B For SI: 1 inch = 2.4 mm, 1lbf = 4.4, 1 psi = MPa. For pound-in units: 1 mm = inches. 1 See Fig. 2 2 See Section of this report, A (not applicable) denotes that this value does not govern for design. 3 See ACI D See ACI D The carbon Steel KB3 is a ductile steel element as defined by ACI 318 D.1. 6 For use with the load combinations of ACI 318 Section 9.2 or IBC Section Condition B applies where supplementary reinforcement in conformance with ACI D.4.3 is not provided, or where pull-out or pry out strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 7 The notation in parenthesis is for the 2006 IBC.

9 ESR-2302 Most Widely Accepted and Trusted Page 6 of 9 TABLE 4 DESIG IFORMATIO STAILESS STEEL KB3 DESIG IFORMATIO Symbol Units 1 / 4 3 / 8 1 / 2 ominal anchor diameter / 8 3 / 4 1 Anchor O.D. 7 in d a (d 0 ) (mm) (6.4) (9.) (12.7) (1.9) (19.1) (2.4) Effective min. embedment 1 Minimum member thickness Critical edge distance Min. edge distance Min. anchor spacing Min. hole depth in concrete Min. specified yield strength Min. specified ult. strength Effective tensile stress area Steel strength in tension h ef h min c ac c min for s s min for c h hole f ya f uta A se sa in. 1 1 / / / / / 4 (mm) (38) (1) (1) (83) (79) (102) (9) (127) (102) (146) in (mm) (102) (102) (127) (102) (12) (12) (203) (127) (12) (203) (12) (203) (203) (203) (24) in / / / / 4 3 / / / / / / / (mm) (76) (111) (98) (124) (102) (171) (146) (187) (241) (191) (267) (23) (248) (24) (279) in. 1 3 / / / / 8 1 / 8 1 / / / / / / / 2 3 (mm) (3) (1) (41) (64) (48) (41) (41) (83) (64) (64) (83) (76) (73) (89) (76) in. 1 3 / / 8 4 / / / 4 / 8 1 / / 8 6 / / / 4 (mm) (44) (102) (92) (127) (117) (114) (108) (143) (133) (127) (178) (17) (168) (172) (172) in. 1 1 / / / / / / / / / / / / 4 (mm) (32) (1) (44) (64) (7) (4) (48) (79) (4) (4) (102) (89) (89) (127) (121) in. 1 / / / / / / / / / / / / / / 4 (mm) (41) (83) (64) (73) (60) (60) (4) (98) (76) (70) (10) (9) (9) (108) (9) in. 2 2 / 8 2 / / / / 2 3 / / 4 (mm) (1) (67) (67) (102) (98) (121) (114) (146) (127) (171) psi 92,000 92,000 92,000 92,000 76,000 76,000 (/mm 2 ) (634) (634) (634) (634) (24) (24) psi 11,000 11,000 11,000 11,000 90,000 90,000 (/mm 2 ) (793) (793) (793) (793) (621) (621) in (mm 2 ) (12.9) (38.7) (71.0) (109.7) (14.8) (303.2) lb 2,300 6,900 12,60 19,0 21,600 42,311 (k) (10.2) (30.7) (6.3) (87.0) (96.1) (188.2) Steel strength in shear V sa lb 1,680 4,980 4,19 6,940 8,9 14,300 11,900 23,4 12,10 27,34 (k) (7.) (22.2) (18.7) (30.9) (39.8) (63.6) (2.9) (104.7) (.6) (121.6) Pullout strength uncracked concrete 2 lb 1,32 2,96 3,310 6,030 6,230 7,830 8, 10,830 1,0 p,uncr A (k) (.9) (13.2) (14.7) (26.8) (27.7) (34.8) (38.1) (48.2) (69.2) Anchor category 3 1,2 or Effectiveness factor for uncracked concrete 4 k uncr - 24 Modification factor for uncracked concrete Ψ c, Coefficient for pryout k cp Installation torque Axial stiffness in service load range T inst ft*lb (m) () (27) (4) (81) (149) (203) β uncr (lb/in) 7,400 18,300 14,10 77,62 227, ,200 27, , , ,800 COV β uncr % Strength reduction factor ϕ for tension, steel failure modes 0.7 Strength reduction factor ϕ for shear, steel failure modes 0.6 Strength reduction factor ϕ for tension, concrete failure modes, Condition B Strength reduction factor ϕ for shear, concrete failure modes, Condition B For SI: 1 inch = 2.4 mm, 1lbf = 4.4, 1 psi = MPa. For pound-in units: 1 mm = inches. 1 See Fig. 2 2 See Section of this report, A (not applicable) denotes that this value does not govern for design. 3 See ACI Section D See ACI Section D The Stainless Steel KB3 is a ductile steel element as defined by ACI 318 D.1. 6 For use with the load combinations of ACI 318 Section 9.2 or IBC Section Condition B applies where supplementary reinforcement in conformance with ACI Section D.4.3 is not provided, or where pull-out or pry out strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 7 The notation in parenthesis is for the 2006 IBC.

10 ESR-2302 Most Widely Accepted and Trusted Page 7 of 9 DESIG IFORMATIO Symbol Units TABLE DESIG IFORMATIO HOT-DIP GALVAIZED KB3 1 / 2 ominal anchor diameter Anchor O.D. d a (d 0 ) 7 in (mm) (12.7) (1.9) (19.1) Effective min. embedment 1 Min. member thickness h ef h min in / / / 4 (mm) (1) (83) (79) (102) (9) (127) in (mm) (102) (12) (12) (203) (127) (12) (203) (12) (203) (203) / 8 3 / 4 Critical edge distance Min. edge distance c cr c min for s in. 4 7 / 8 3 / / 2 3 / 4 7 / / / / / / 2 (mm) (124) (92) (191) (146) (194) (241) (197) (248) (191) (241) in. 3 1 / 4 2 / / / / 2 3 / 8 (mm) (83) (67) (1) (7) (1) (48) (89) (92) in. 6 1 / 4 1 / / 8 1 / / / / 8 (mm) (19) (140) (124) (133) (127) (121) (191) (187) Min. anchor spacing Min. hole depth in concrete Min. specified yield strength Min. specified ult. strength Effective tensile stress area Steel strength in tension Steel strength in shear Pullout strength uncracked concrete 2 s min for c h hole f ya f uta A se sa V sa p,uncr in. 3 1 / / / / / / / / 8 (mm) (79) (70) (60) (4) (64) (4) (4) (102) (98) in. 3 3 / / 4 2 / / / / / / / 4 (mm) (9) (70) (67) (7) (89) (64) (7) (16) (121) in. 2 / / / / 2 3 / 4 (mm) (67) (102) (98) (121) (114) (146) psi 84,800 84,800 84,800 (/mm 2 ) (8) (8) (8) psi 106, , ,000 (/mm 2 ) (731) (731) (731) in (mm 2 ) (71.0) (109.7) (14.8) lb 11,660 18,020 2,440 (k) (1.9) (80.2) (113.2) lb 4,00,870 11,63 17,000 (k) (20.0) (26.1) (1.8) (7.6) lb 6,40 6,46 9,017 10,17 A A (k) (29.1) (28.8) (40.1) (4.3) Anchor category 1,2 or 3-1 Effectiveness factor k uncr uncracked k uncr - 24 concrete 4 Modification factor for uncracked concrete Ψ c, Coefficient for pryout k cp Installation torque T inst ft*lb (m) (4) (81) (149) Axial stiffness in service load range β uncr (m) 177, ,80 347,70 190, ,72 314,60 COV β uncr % Strength reduction factor ϕ for tension, steel failure modes 0.7 Strength reduction factor ϕ for shear, steel failure modes 0.6 Strength reduction factor ϕ for tension, concrete failure modes, Condition B Strength reduction factor ϕ for shear, concrete failure modes, Condition B For SI: 1 inch = 2.4 mm, 1lbf = 4.4, 1 psi = MPa. For pound-in units: 1 mm = inches. 1 See Fig. 2 2 See Section of this report, A (not applicable) denotes that this value does not govern for design. 3 See ACI Section D See ACI Section D The carbon Steel KB3 is a ductile steel element as defined by ACI 318 D.1. 6 For use with the load combinations of ACI 318 Section 9.2 or IBC Section Condition B applies where supplementary reinforcement in conformance with ACI Section D.4.3 is not provided, or where pull-out or pry out strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 7 The notation in parenthesis is for the 2006 IBC.

11 ESR-2302 Most Widely Accepted and Trusted Page 8 of 9 TABLE 6 EXAMPLE ALLOWABLE STRESS DESIG VALUES FOR ILLUSTRATIVE PURPOSES ominal Anchor diameter (in.) Embedment depth (in.) Allowable tension (lbf) f' c =200 psi Carbon Steel Stainless Steel 1 / / HDG 3 / 8 2 1,491 1,370 1 / 2 / 8 3 / ,491 1,37 1, / 4 3,026 2,784 2, / 8 2,911 2,893 2, ,216 3,439 4, / 4 3,827 3,77 3,830,892 4,76 4, ,216 3 / 4 6,829 For SI: 1 lbf = 4.4, 1 psi = MPa 1 psi = MPa. 1 inch = 2.4 mm. 1 Single anchors with static tension load only. 2 Concrete determined to remain uncracked for the life of the anchorage. 3 Load combinations from ACI 318 Section 9.2 (no seismic loading). 4 30% dead load and 70% live load, controlling load combination 1.2D L. Calculation of the weighted average for α = 0.3* *1.6 = f' c = 2,00 psi (normal weight concrete) 7 c a1 = c a2 c ac 8 h h min 9 Values are for Condition B (Supplementary reinforcement in accordance with ACI D.4.3 is not provided). FIGURE 3 ITERPOLATIO OF MIIMUM EDGE DISTACE AD ACHOR SPACIG (SEE TABLES 3, 4 AD )

12 ESR-2302 Most Widely Accepted and Trusted Page 9 of 9 Given: 2 1/2-in. KB3 carbon steel anchors under static tension load as shown. h ef = 3.2 in. ormal wt. concrete, f c = 3,000 psi o supplementary reinforcing. Assume uncracked concrete. Condition B per ACI D.4.3(c) Calculate the allowable tension load for this configuration. Calculation per ACI Appendix D and this report. Code Ref. Report Ref. Step 1. Calculate steel strength of anchor in tension = na f = 2 x 0.11 x 106,000 = 23,320 lb sa se uta D..1.2 Table 3 Step 2. Calculate steel capacity Φ sa = 0.7 x 23,320 = 17,490 lb D.4.3 (a) Table 3 Step 3. Calculate concrete breakout strength of anchor in tension cbg A = A c co ψ ec, ψ ed, ψ c, ψ cp, Step 3a. Verify minimum member thickness, spacing and edge distance: h min = 6 in. 6 in. ΟΚ From Table 3; c a,min = 1.62-in. when s 4.2-in. ΟΚ b D D Table 3 Step 3b. Check 1.*h ef = 1.*(3.2) = 4.88 in. > c 3.0*h ef = 3.0*(3.2) = 9.7 in. > s D..2.1 Table 3 Step 3c. Calculate A co and A c for the anchorage: =9h = 9 (3.2) =9.1 A = (1.h + c)(3h + s) = [ 1.x(3.2) + 4] [ 3x(3.2) + 6] = in 2 < 2 OK c ef ef xa c0 D..2.1 Table 3 Step 3d. Calculate Ψ ec, : e n = 0: Ψ ec, = 1.0 D Step 3e. Calculate b : b 3.2 b = k uncr λ 1. = = 7,702 lb a f' h c 1. ef D..2.2 Table 3 4 Step 3f. Calculate modification factor for edge distance: ed,ψ= = 0. 9 D..2. Table 3 1.(3.2) Step 3g. Calculate modification factor for splitting: max c a,min : 1.xhef ψ cp, = = c ac max 4 : 1.x = 0.72 D Table 3 Step 3h. Calculate cbg : cbg = x1.0x0.9x1.0x0.72x7,702 = 7,744 lb 9.1 Step 4. Check pullout strength: Per Table 3, p,uncr = 2x6890x 3000 = 1,09 lb 200 does not control D..2.1 D Table Table 3 Step. Controlling strength: Φ cbg = 0.6 x 7,744 lb =,034 lb, controls D.4.3 (c) Table 3,034 Step 6. Convert value to ASD: T allow = = 3,401 lb FIGURE DESIG EXAMPLE