Trusted ICC ES. Issued 02/2018 SECTION: HILTI, INC. KCM MD. Evaluation. report, or as to any. ICC-ES Evaluation

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1 0 ICC ES Evaluation Report ICC ES 000 (800) (562) es.orgg Most Widely Accepted and Trusted ESR 4145 Issued 02/2018 Revised 01/2019 This report is subject to renewal 02/2019. DIVISION: CONCRETEE SECTION: CAST IN CONCRETE ANCHORS SECTION: CONCRETE ANCHORS REPORT HOLDER: HILTI, INC. EVALUATION SUBJECT: HILTI KCM WF, KCM PD, KCM MD SHORT PLATE, AND KCM MD LONG PLATE HEADED CAST IN SPECIALTY INSERTS IN CRACKED AND UNCRACKED CONCRETE 2014 Recipient of Prestigiouss Western States Seismic Policy Council (WSSPC) Award in Excellence A Subsidiary of ICCES 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. Theree 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 2019 ICC Evaluation Service, LLC. All rights reserved.

2 ICCES Evaluation Report org (800) ESR4145 Issued February 2018 Revised January 2019 This report is subject to renewal February (562) A Subsidiary of the International Code Council DIVISION: CONCRETE Section: Castin Concrete Anchors Section: Concretee Anchors REPORT HOLDER: HILTI, INC. EVALUATION SUBJECT: HILTI KCMWF, KCMPD, KCMMD SHORT PLATE, AND KCMMD LONG PLATE HEADED CASTIN SPECIALTY INSERTS IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: 2018, 2015, 2012, and 2009 International Building Code (IBC) 2018, 2015, 2012, and 2009 International Residential Code (IRC) For evaluation for compliance with codes adopted by the Los Angeles Department of Building and Safety (LADBS), see ESR4145 LABC and LARC Supplement. Property evaluated: Structural 2.0 USES The Hilti KCMWF and KCMPD Headed CastIn Specialty Insert is used as anchorage to resist static, wind, and seismic (Seismic Design Categories A through F) tension and shear loads in cracked and uncracked normalweight or lightweight concrete having a specified compressive strength, f c, of 2,500 psi to 10,000 psi (17.2 MPa to 68.9 MPa). The Hilti KCMMD Short Plate (KCMMD SP) and KCMMD Long Plate (KCMMD LP) Headed CastIn Specialty Inserts are used as anchorage to resist static, wind, and seismic (Seismic Design Categories A through F) tension and shear loads in the soffit of cracked and uncracked normalweight concrete and sandlightweight concrete over metal deck having a specified compressive strength, f c, of 3,000 psi to 10,000 psi (20.7 MPa to 68.9 MPa). There are four models for Hilti KCMWF. The KCMWF or 3 / 8 inch; the KCMWF3/81/2 model is used with 1/43/8 model is used with a threaded rod size of 1 / 4 inch a threaded rod size of 3 / 8 inch or 1 / 2 inch; the KCMWF3/8 1/25/ /8 model is used with a threaded rod size of 3 / 8 inch, 1 / 2 inch, orr 5 / 8 inch; the KCMWF3/81/25/83/4 model is used with a threaded rod size of 3 / 8 inch, 1 / 2 inch, 5 / 8 inch, or ¾ inch. There are three models for Hilti KCMPD. The KCMPDof 1 / 4 inch 1/43/ /8 model is used with a threaded rod size or 3 / 8 inch; the KCMPD3/81/25/8 model is used with a threaded rod size of 3 / 8 inch, 1 / 2 inch, or 5 / 8 inch; the KCMPD3/81/25/83/size of 3 / 8 inch, 1 / 2 inch, 5 / 8 inch, or ¾ inch. model is used with a threaded rod There are 4 models for Hilti KCMMD SP. The KCMMD SP 1/ /43/8 model is used with a threaded rod size of 1 / 4 inch or 3 / 8 inch; the KCMMD SP 3/81/2 model is used with a threaded rod size of 3 / 8 inch or 1 / 2 inch; the KCMMD SP 3/81/ /25/8 model is used with a threaded rod size of 3 / 8 inch, 1 / 2 inch, or 5 / 8 inch; the KCMMD SP 5/83/ /4 model is used with a threaded rod size of 5 / 8 inch or 3 / 4 inch. There are 2 models for Hilti KCMMD LP. The KCMMD LP 3/ /81/2 model iss used with a threaded rod size of 3 / 8 inch or 1 / 2 inch; the KCMMD LP 5/83/4 model is used with a threaded rod size of 5 / 8 inch or 3 / 4 inch. Reference to inserts in this report refers to the proprietary specialtyy anchorage products (KCMWF, KCM PD, KCMMD SP, and KCMMD LP) used in concrete; reference to steel insert elements refers to threaded rods or bolts; reference to anchors or insert anchor system in this report refers to the installed inserts in concrete with threaded rods or bolts. Thee insert anchor system is an alternative to castin anchors described in Section of the 2018 and 2015 IBC, Sections 1908 and 1909 of the 2012 IBC, and Sections 1911 and 1912 of the 2009 IBC. The insert anchor system mayy be used where an engineered design is submitted in accordance with Section R of the IRC. 3.0 DESCRIPTION 3.1 KCMWF, KCMPD, KCMMD SP, and KCMMD LP: Hilti KCMWF, KCMPD, KCMMD SP, and KCMMD LP are steel internallyy threaded headed castin specialty inserts which receive threaded steel insert elements such as threaded rods and bolts in 1 / 4 inch, 3 / 8 inch, 1 / 2 inch, 5 / 8 inch, and 3 / 4 inch thread diameters. Inserts are manufactured from carbon steel and have a minimum 5.0 μm ( inch) zinc coating. The steel outer shell is covered in a thin plastic housing up to the ICCES 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 byy 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 2019 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 17

3 ESR4145 Most Widely Accepted and Trusted Page 2 of 17 steel head bearing surface. The KCMWF is illustrated in Figure 1; KCMPD is illustrated in Figure 2; and KCMMD SP and LP are illustrated in Figures 3 and 4. The KCMWF insert is installed into the woodform for a concrete member using the attached nails prior to the casting of the concrete. The inserted threaded rod or bolt can be installed into the internally threaded section of the KCMWF after the woodform is removed from the concrete. The KCMPD insert is installed into the removable pan joist deck for a concrete member using self drilling screws prior to the casting of the concrete. The inserted threaded rod or bolt can be installed into the internally threaded section of the KCMPD after the Pan Joist Deck is removed from the concrete. The KCMMD inserts are installed into a hole cut into metal deck panels from the topside that will be filled with a concrete topping slab. The inserted threaded rod or bolt can be installed from the underside of the metal deck panel in the internally threaded section of the KCMMD The inserts are color coded as indicated in Tables 1 and 2. Figures 1, 2, 3 and 4 show diagrams of the installed KCMWF, KCMPD, and KCMMD in a concrete member. 3.2 Steel Insert Elements: Threaded Steel Rods and Bolts: Threaded steel rods (allthread) or bolts must be threaded into the KCMWF, KCMPD, or KCMMD. Carbon steel threaded rods or bolts must be furnished with a minimum 5.1 μm ( inch) zinc plating Ductility: In accordance with ACI or ACI D.1, as applicable, in order for a steel anchor element to be considered ductile, the tested elongation must be at least 14 percent and the 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 less than 30 percent, or both, are considered brittle. The Hilti KCMWF, KCMPD, and KCMMD Headed CastIn Specialty Insert steel bodies are considered brittle elements. Where values are nonconforming or unstated, the steel element must be considered brittle. 3.3 Concrete: Normalweight and lightweight concrete must conform to Sections 1903 and 1905 of the IBC. 3.4 Metal Deck Panels: Metal deck panels must be in accordance with the configuration shown in Figures 6 and 7 and have a minimum base steel thickness of inch (0.899 mm). Steel must comply with ASTM A653/A653M SS Grade 50 minimum and have a minimum yield strength of 50,000 psi (345 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: For any application that includes shear loads, the largest size of threaded rod specified for each insert must be used; Smaller diameter threaded rods are permitted to resist tension loads only: Threaded rod diameter 3 / 8 inch 1 / 2 inch Insert Type KCMWF1/43/8, KCMPD1/43/8, and KCMMD SP 1/43/8; KCMWF3/81/2, KCMMD SP 3/81/2, and KCMMD LP 3/81/2 5 / 8 inch 3 / 4 inch for KCMWF3/81/25/8, KCMPD3/8 1/25/8, and KCMMD SP 3/81/25/8 KCMWF3/81/25/83/4, KCMPD3/8 1/25/83/4, KCMMD SP 5/83/4, and KCMMD LP 5/83/ General: Design strength of anchors complying with the 2018 and 2015 IBC as well as Section R of the 2018 and 2015 IRC, must be determined in accordance with ACI Chapter 17 and this report. Design strength of anchors complying with the 2012 IBC as well as Section R of the 2012 IRC, must be determined in accordance with ACI Appendix D and this report. Design strength of anchors complying with the 2009 IBC and Section R of the 2009 IRC must be determined in accordance with ACI Appendix D and this report. Design parameters provided in this report are based on the 2018 and 2015 IBC (ACI 31814) and the 2012 IBC (ACI 31811) unless noted otherwise in Sections through The strength design of anchors must comply with ACI or ACI D.4.1, except as required in ACI or ACI D.3.3, as applicable. Strength reduction factors,, as given in ACI or ACI D.4.3, as applicable, for castin headed anchors, must be used for load combinations calculated in accordance with Section of the IBC, Section 5.3 of ACI 31814, or Section 9.2 of ACI 31811, as applicable. Strength reduction factors,, as given in ACI D.4.4 must be used for load combinations calculated in accordance with ACI Appendix C. An example calculation in accordance with the 2018 IBC is provided in Figure 12 of this report. The value of f c used in the calculations must be limited to a maximum of 10,000 psi (68.9 MPa), in accordance with ACI or ACI D.3.7, as applicable Requirements for Static Steel Strength in Tension: The nominal static steel strength in tension, N sa, of a single anchor must be calculated in accordance with ACI or ACI D.5.1, as applicable, for the threaded steel insert element (threaded rod), not to exceed the values of N sa,insert in Tables 3 and 4 of this report. Strength reduction factor,, corresponding to nonductile steel shall be used when, N sa,insert, controls the design strength. When the threaded rod strength controls, the strength reduction factor,, corresponding to the threaded rod shall be used Requirements for Static Concrete Breakout Strength in Tension: For wood form (KCMWF) or pan joist deck (KCMPD) inserts and metal deck (KCMMD) inserts, the nominal concrete breakout strength of a single anchor or group of anchors in tension, N cb or N cbg, respectively, must be calculated in accordance with ACI or ACI D.5.2, as applicable, for castin headed bolts, with modifications as described in this section. The basic concrete breakout strength in tension, N b, must be calculated in accordance with ACI or ACI D.5.2.2, as applicable, using the values of h ef given in Tables 1 and 2, and with k c = 24. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI or ACI D.5.2.6, as applicable, must be calculated with Ψ c,n = For the metal deck inserts installed in the soffit of sandlightweight or normalweight concrete over metal

4 ESR4145 Most Widely Accepted and Trusted Page 3 of 17 deck, the contribution of the metal deck strength must be ignored and the calculations of A Nc / A Nco and c a,min (minimum edge distance) must be based on Figure Static Pullout Strength in Tension: The Static Pullout Strength in tension for the KCM inserts does not control design, and need not be calculated Requirements for Static SideFace Blowout Strength in Tension: For the KCMWF and KCMPD, the nominal sideface blowout strength of a headed insert, N sb, must be calculated in accordance with ACI or ACI D.5.4.1, as applicable, for the castin headed insert, using the values of A brg as given in Table 1 of this report, as applicable. For the KCMMD inserts installed in the soffit of sandlightweight or normallightweight concrete over metal deck floor and roof assemblies as shown in Figures 6 and 7, calculation of the concrete sideface blowout strength is not required Requirements for Static Steel Strength in Shear: For all applications that include resistance to shear loading, only the largest diameter of threaded rod for each insert must be used as the steel insert element. For wood form (KCMWF) or pan joist deck (KCMPD) inserts, the nominal static steel strength of a single anchor in shear, V sa, of a single insert is given in Table 3 and must be used in lieu of the values derived by calculation from ACI Eq b or ACI 31811, Eq. D29, as applicable. For metal deck (KCMMD) inserts, the nominal steel strength in shear, V sa,deck,lower and V sa,deck,upper, of a single insert, at lower flute and upper flute, respectively, are given in Table 4 of this report and must be used in lieu of the values derived by calculation from ACI Eq b or ACI 31811, Eq. D29, as applicable. The values given in Tables 3 and 4 are for the insert only. Determination of the shear capacity of the threaded rod or other material inserted into the castin insert is the responsibility of the design professional Requirements for Static Concrete Breakout Strength in Shear: For the KCMWF and KCMPD, the nominal static concrete breakout strength of a single anchor or group of anchors in shear, V cb or V cbg, respectively, must be calculated in accordance with ACI or ACI D.6.2, as applicable. The basic concrete breakout strength, V b, must be calculated in accordance with ACI or ACI D based on the values provided in Table 1. The values of l e (=h ef ) and d a used in ACI Eq a or ACI Eq. D33, as applicable, are provided in Table 1 of this report. For metal deck (KCMMD) inserts installed in the soffit of sandlightweight or normalweight concrete on steel deck floor and roof assemblies, as shown in Figures 6 and 7, calculation of the concrete breakout strength in shear is not required Requirements for Static Concrete Pryout Strength in Shear: For KCMWF and KCMPD inserts, the nominal concrete pryout strength of a single anchor or group of anchors, V cp or V cpg, respectively, must be calculated in accordance with ACI or ACI D.6.3, as applicable. For metal deck (KCMMD) inserts installed in the soffit of sandlightweight or normalweight concrete over metal deck floor and roof assemblies, as shown in Figures 6 and 7, calculation of the concrete pryout strength in shear is not required Requirements for Seismic Design: General: For load combinations including seismic, the design must be performed in accordance with ACI or ACI D.3.3, as applicable. Modifications to ACI shall be applied under Section of the 2018 and 2015 IBC. For the 2012 IBC, Section shall be omitted. Modifications to ACI 318 D.3.3 shall be applied under Section of the 2009 IBC. The anchors may be installed in Seismic Design Categories A through F of the IBC. The inserts comply with ACI or ACI D.1, as applicable, as nonductile steel elements. For the KCMWF and KCMPD inserts, the nominal steel strength, nominal concrete breakout strength and nominal concrete sideface blowout strength for anchors in tension; and the nominal concrete breakout strength and pryout strength in shear, must be calculated in accordance with ACI and 17.5 or ACI D.5 and D.6, as applicable, using the values in Tables 1 and 3, as applicable. For the KCMMD inserts, the nominal steel strength and nominal concrete breakout strength for anchors in tension, must be calculated in accordance with ACI or ACI D.5, as applicable, using the values in Tables 2 and 4, as applicable Seismic Tension: For KCMWF and KCMPD inserts, the nominal steel strength in tension, N sa,eq, of a single anchor must be calculated in accordance with ACI or ACI Section D.5.1, as applicable, for the threaded steel element, not to exceed the corresponding values of N sa,insert,eq in Table 3 of this report; the nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI or ACI D.5.2, as applicable, as described in Section of this report; the nominal pullout strength in accordance with ACI or ACI D.5.3, as applicable, need not be considered as noted in Section of this report; the nominal concrete sideface blowout strength must be calculated in accordance with ACI and or ACI D and D.5.4.2, as applicable, and Section of this report. For KCM MD metal deck inserts, the nominal steel strength in tension, N sa,eq, of a single anchor must be calculated in accordance with ACI or ACI D.5.1, as applicable, for the threaded rod, not to exceed the nominal steel strength, N sa,insert,eq, provided in Table 4; the nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI or ACI D.5.2, as applicable, as described in Section of this report; the nominal concrete pullout strength calculations in accordance with ACI and or ACI D and D.5.3.4, as applicable, are not required, as noted in Section of this report Seismic Shear: For KCMWF and KCMPD inserts, the nominal concrete breakout strength and pryout strength in shear must be calculated in accordance with ACI and or ACI D.6.2 and D.6.3, as applicable, as described in Sections and of this report. In accordance with ACI or ACI D.6.1.2, as applicable, the nominal steel strength for seismic loads, V sa,eq, must be taken as the threaded steel element strength,, not to exceed the corresponding values of V sa,insert,eq in Table 3. For KCMMD metal deck inserts, the nominal concrete breakout strength and pryout strength in shear, must be calculated in accordance with ACI and or ACI D.6.2 and D.6.3, as applicable, as described in Sections and of this report are not required. In

5 ESR4145 Most Widely Accepted and Trusted Page 4 of 17 accordance with ACI or ACI D.6.1.2, as applicable, the appropriate value for nominal steel strength for seismic loads, V sa,eq, must be taken as the threaded steel element strength, not to exceed the corresponding values of V sa,deck,lower,eq or V sa,deck,upper,eq, described in Table 4, for lower flute or upper flute, respectively Requirements for 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 or ACI D.7, as applicable Requirements for Minimum Member Thickness, h min, Minimum Anchor Spacing, s min, and Minimum Edge Distance, c min : Requirements on headed castin specialty anchor edge distance, spacing, member thickness, and concrete strength must be in accordance with the requirements in ACI or ACI 31811, as applicable, for castin bolts. For KCMMD metal deck inserts installed in the soffit of sandlightweight or normalweight concrete on metal deck floor and roof assemblies, the anchors must be installed in accordance with Figures 6 and 7 and shall have a minimum axial spacing along the flute equal to 3h ef Requirements for Critical Edge Distance: The calculation of the critical edge distance, c ac, is not required, since the modification factor cp,n = 1.0 for castin anchors in accordance with ACI or ACI D.5.2.7, as applicable Lightweight Concrete: For the KCMWF and KCMPD in lightweight concrete, the modification factor λ, for concrete breakout strength must be in accordance with ACI (2018 and 2015 IBC), ACI D.3.6 (2012 IBC), or ACI D.3.4 (2009 IBC). For KCMMD metal deck inserts in the soffit of sandlightweight concretefilled metal deck, this reduction is not required. Values shown in Table 4 are based on use in sandlightweight concrete and are also valid for normal weight concrete. Installation details are shown in Figures 6 and Allowable Stress Design (ASD): General: Design values for use with allowable stress design (working stress design) load combinations calculated in accordance with Section of the IBC, must be established as follows: T allowable,asd = N n V V allowable,asd = n where: T allowable,asd = Allowable tension load (f or kn). V allowable,asd = Allowable shear load (f or kn). N n = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI and 2018 and 2015 IBC Section , ACI 31811, 08 D.4.1, and 2009 IBC Section , as applicable (f or N). For 2012 IBC, Section shall be omitted. V n = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI and 2018 and 2015 IBC Section , ACI 31811, 08 D.4.1, and 2009 IBC Section , as applicable (f or N). For 2012 IBC, Section shall be omitted. 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 nonductile failure modes and required overstrength. The requirements for member thickness, edge distance and spacing, described in this report, must apply. Examples of allowable stress design value determination for illustrative purposes are shown in Tables 5 and 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 or ACI D.7, as applicable, as follows: For shear loads V applied 0.2V allowable,asd, the full allowable load in tension must be permitted. For tension loads T applied 0.2T allowable,asd, the full allowable load in shear must be permitted. For all other cases: +, 1.2, 4.3 Installation: (Eq1) For the KCMWF, KCMPD, and KCMMD inserts, installation parameters are provided in Tables 1 and 2. Installation must be in accordance with this evaluation report and the manufacturer s printed installation instruction (MPII) as provided in Figures 8, 9, 10 and 11 of this report. In the event of a conflict between this report and the MPII, this report governs. 4.4 Special Inspection: Periodic special inspection is required in accordance with Section and Table of the 2018, 2015 or 2012 IBC, or Section and Table of the 2009 IBC, as applicable. The special inspector must make periodic inspections during installation of the headed castin specialty inserts to verify insert type, insert dimensions, concrete type, concrete compressive strength, insert spacing, edge distances, concrete member thickness, insert embedment, threaded rod fully seated into insert, 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 1705, 1706 and 1707 must be observed, where applicable. 5.0 CONDITIONS OF USE The KCMWF, KCMPD, and KCMMD concrete inserts described in this report are acceptable alternatives to what is specified in the codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Specialty inserts are limited to dry interior locations. 5.2 Specialty insert sizes, dimensions, minimum embedment depths, and other installation parameters are as set forth in this report.

6 ESR4145 Most Widely Accepted and Trusted Page 5 of Specialty inserts must be installed in accordance with the manufacturer s printed installation instructions (MPII) and this report. In case of conflict, this report governs. 5.4 Specialty inserts must be limited to use in cracked and uncracked normalweight concrete, and lightweight concrete having a specified compressive strength, f' c, of 2,500 psi to 10,000 psi (17.2 MPa to 68.9 MPa) for the KCMWF and KCMPD inserts, and cracked and uncracked normalweight or sandlightweight concrete over steel deck having a minimum specified compressive strength, f' c, of 3000 psi (20.7MPa) for the KCMMD inserts. 5.5 The values of f' c used for calculation purposes must not exceed 10,000 psi (68.9 MPa). 5.6 The concrete shall have achieved its minimum design strength prior to loading of the specialty inserts. 5.7 Strength design values must be established in accordance with Section 4.1 of this report. 5.8 Allowable design values are established in accordance with Section Specialty insert spacing and edge distance as well as minimum member thickness must comply with ACI or ACI Section D.8 requirements, as applicable, for castinplace headed anchors, and Tables 1 and 2 of this report Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed Since an ICCES acceptance criteria for evaluating data to determine the performance of the specialty inserts subjected to fatigue or shock loading is unavailable at this time, the use of these inserts under such conditions is beyond the scope of this report Specialty inserts may be installed in regions of concrete where analysis indicates cracking may occur (f t > f r ), subject to the conditions of this report Specialty inserts may be used to resist shortterm loading due to wind or seismic forces in locations designated as Seismic Design Categories A through F of the IBC, subject to the conditions of this report Where not otherwise prohibited in the code, inserts are permitted for use with fireresistancerated construction provided that at least one of the following conditions is fulfilled: Headed castin specialty inserts that support a fireresistancerated envelope or a fireresistancerated membrane are protected by approved fireresistancerated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. Headed castin specialty inserts are used to resist wind or seismic forces only. Headed castin specialty inserts are used to support nonstructural elements Special inspection must be provided in accordance with Section Specialty inserts are manufactured under an approved quality control program with inspections by ICCES. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICCES Acceptance Criteria for Headed Castin Specialty Inserts in Concrete (AC446), dated August 2018, except for the items addressed by the mandatory compliance date of December 15, Qualitycontrol documentation. 7.0 IDENTIFICATION 7.1 The KCMWF, KCMPD, and KCMMD inserts are identified by packaging labeled with the company name (Hilti, Inc.) and contact information, insert name, insert size, lot number and evaluation report number (ESR4145). The inserts have various colored plastic housings to identify the product size. 7.2 The report holder s contact information is as follows: HILTI, INC DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS (800) HiltiTechEng@us.hilti.com

7 ESR4145 Most Widely Accepted and Trusted Page 6 of 17 FIGURE 1 HILTI KCMWF ANCHOR INSTALLED IN CONCRETE FIGURE 2 HILTI KCMPD ANCHOR INSTALLED IN CONCRETEE TABLE 1 HILTI KCMWF AND KCMPD CASTIN INSERT INSTALLATION INFORMATI ION 2,3 DESIGN INFORMATION SYMBOL UNITS 1 / 4 " 3 / 8 " 3 / 8 " 1 / 2 " 3 / 8 " 1 / 2 " 5 / 8 " 3 / 8 " 1 / 2 " 5 / 8 " 3 / 4 Insert type Plastic housing color WF and PD Green Only WF Orange WF and PD Red WF and PD Grey Effective embedment 1 h ef 1.12 (28) 1.63 (41) 2.04 (52) 3.0 (76) M member thickness h min 2 1 / / 2 3 (76) 4 (102) Outside anchor diameter d a 0.50 (12.8) 0.66 (16.9) 0.87 (22.1) 1.02 (25.9) Bearing area A brg 2 (mm 2 ) 0.91 (590) 1.00 (643) 1.23 (792) 2.25 (1,451) Minimum anchor spacing 4 s min 2.0 (51) 2.6 (67) 3.5 (88) 4.1 (104) For SI: 1 inch = 25.4 mm. For poundinch units: 1 mm = inches. 1 See figures 1 and 2. 2 Reference ACI or ACI D.4.1.1, as applicable. The controlling strength is decisivee from all appropriate failure modes (i.e. steel, concrete breakout, pryout and sideface blowout, as applicable) and design assumptions. The pullout strength in tension is not decisive for design and does not need to be evaluated. 3 See Section for requirements for seismic design, where applicable. 4 Minimum spacing distances are based on 4d a for anchors that will not be torqued in accordance with ACI or ACI D.8.1, as applicable.

8 ESR4145 Most Widely Accepted and Trusted Page 7 of 17 FIGURE 3 HILTI KCMMD SP ANCHOR INSTALLED IN SOFFIT FIGURE 4 HILTI KCMMD LP ANCHOR INSTALLED IN SOFFIT OF CONCRETE FILLED METAL DECK FLOOR AND ROOF OF CONCRETE FILLED METAL DECK FLOOR AND ROOF ASSEMBLIES ASSEMBLIES TABLE 2 HILTI KCMMD CASTIN INSERT INSTALLATION INFORMATION DESIGN INFORMATION Plastic section color SYMBOL UNITS SP 1 / 4 3 / 8 Green SPP 3 / 8 1 / 2 Orange Insert Type SP SP 3 / 8 1 / 2 5 / 8 5 / 8 3 / 4 Red Grey LP 3 / 8 1 / 2 Orange LP 5 / 8 3 / 4 Grey Effective embedment 1 h ef 1.76 (45) 2.00 (51) 2.00 (51) Metal hole saw diameter d bit 9 / / / / 16 5 / 8 7 / 8 M concrete cover over metal deck upper flute install 2 h upper,min 3.25 (83) 3.25 (83) 3.25 (83) M concrete cover over metal deck lower flute install 3 h lower,max 3.25 (83) M metal deck gauge 20 Outside anchor diameter d a 0.52 (13) 0.67 (17) 0.88 (22) 1.00 (25) 0.67 (17) 1.00 (25) Bearing area A brg 2 (mm 2 ) 0.90 (577) 1.00 (627) 1.20 (771)) 1.30 (842) 1.00 (637) 1.30 (855) M anchor spacing s min (134) (152) (191)) (191) For SI: 1 inch = 25.4 mm, 1 pound = kn, 1 in 2 = mm 2. For poundinch unit: 1 mm = inches. 1 See Figures 3 and 4. 2 See Figure 6. 3 See Figure (152) 7.50 (191)

9 ESR4145 Most Widely Accepted and Trusted Page 8 of 17 TABLE 3 HILTI KCMWF AND KCMPD CASTIN INSERT DESIGN INFORMATION 1,8 DESIGN INFORMATION SYMBOL UNITS 1 / 4 " 3 / 8 " 3 / 8 " 1 / 2 " 3 / 8 " 1 / 2 " 5 / 8 " 3 / 8 " 1 / 2 " 5 / 8 " 3 / 4 Characterization of insert per D.1 NonDuctile Insert type WF and PD Only WF WF and PD WF and PD Effective Embedment h ef Outside anchor diameter Nominal steel strength in tension as governed by the insert 2 Nominal seismic steel strength in tension as governed by the insert 2, 7 Nominal steel strength in shear as governed by the insert 2,6 Nominal seismic steel strength in shear as governed by the insert 2, 6 Modification factor for tension in uncracked concrete Modification factor for tension in cracked concrete d a N sa,insert N sa,insert,eq V sa,insert V sa,insert,eq ψ c,n ψ c,n Strength reduction factor ϕ for tension, steel failure of insert 3,5 ϕ Strength reduction factor ϕ for shear, steel failure of insert 3,5 ϕ 1.12 (28) 0.50 (12.8) 8,175 (36.4) 8,175 (36.4) 2,955 (13.1) 2,955 (13.1) 1.63 (41) 0.66 (16.9) 13,500 (60.0) 13,500 (60.0) 5,820 (25.9) 5,820 (25.9) Effectiveness factor cracked 4 k cr (52) 0.87 (22.1) 16,800 (74.7) 16,800 (74.7) 9,640 (42.9) 9,640 (42.9) Coefficient for pryout strength k cp Strength reduction factor ϕ for tension, concrete failure modes, Condition B 3,5 ϕ Strength reduction factor ϕ for shear, concrete failure modes, Condition B 3,5 ϕ Concrete pullout, uncracked N p,uncr NA Concrete pullout, cracked N p,cr NA For SI: 1 inch = 25.4 mm. For poundinch units: 1 mm = inches (76) 1.02 (25.9) 27,380 (121.8) 27,380 (121.8) 18,570 (82.60) 18,570 (82.60) 1 Installation must comply with Sections and 4.3, and Figures 1 and 2 of this report. 2 Values are for the insert only. The design professional is responsible for checking threaded rod or bolt strength in tension, shear, and combined tension and shear, as applicable 3 See ACI or ACI D.4.3, as applicable. 4 See ACI or ACI D.5.2.2, as applicable. 5 For use with load combinations of ACI Section 5.3 or ACI Section 9.2, as applicable. Condition B applies where supplementary reinforcement in conformance with ACI or ACI D.4.3, as applicable, is not provided. For cases where the presence of supplementary reinforcement can verified, the strength reduction factors associated with Condition A may be used. 6 Only the largest size of threaded rod specified for each insert must be used for applications resisting shear loads. 7 Only the largest size of threaded rod specified for each insert must be used for applications resisting seismic tension loads. 8 Inserts must be installed in concrete with a minimum compressive strength f ' c of 2,500 psi.

10 ESR4145 Most Widely Accepted and Trusted Page 9 of 17 FIGURE 5 IDEALIZATION OF CONCRETEE FILLED METAL DECKS FOR DETERMINATION OF CONCRETE BREAKOUT STRENGTH IN ACCORDANCE WITH ACI 318 Characterization of insert per D. 1.1 Effective embedment Outside anchor diameter DESIGN INFORMATION Strength reduction factor for tension, steel failure Strength reduction factor for shear, steel failure 6 Nominal steel strength in tensionn as governed by the insert Nominal seismic steel strength in tension as governed by the insert Nominal steel shear strength of single insert in the soffit of concretee on metal deck, lower flute 4 Nominal steel shear strength of single insert in the soffit of concretee on metal deck, seismic loading, V sa,deck,low lower flute 4 Nominal steel shear strength of single insert in the soffit of concretee on metal deck, upper flute 4 V sa,deck,up Nominal steel shear strength of single insert in the soffit of concretee on metal deck, seismic loading, V sa,deck,upp upper flute 4 TABLE 4 HILTI KCMMD INSERT DESIGNN INFORMATION e 6 SYMBOL h ef d a ϕ ϕ N sa,inse rt N sa,insert,,eq V sa,deck,lo ower wer,eq pper per,eq For SI: 1 inch = 25.4 mm. For poundinch units: 1 mm = inch. 1 Concrete must be normal weight or light weight concrete with compressive strengths greater than 3,0000 psi. Installation must comply with Sections and 4.3 and Figures 6 and 7 of this report. 2 The design strength must be in accordance with ACI Chapter 17 or ACI 318 Appendix D and Section 4.1 of this report. Values shown in the table are for the inserts only. The design professional is responsible for checking threaded rod or bolt strength in tension, shear, and combined tension and shear, as applicable. 3 The concrete tension strength of headed castin specialty inserts in the soffit of concrete on metal deck assemblies must be calculated in accordance with ACI Chapter 17 or ACI Appendix D and Figure 5. 4 Only the largest size of threaded rod specified for each insert must be used for applications resisting shear loads. 5 Axial spacing for KCMMD inserts along the lower flute length shall be minimum 3h ef. 6 See ACI or ACI D.4.3, as applicable. UNITS SP 1 / 4 3 / (45) 0.52 (13) 8,300 (37) 8,300 (37) 3,435 (15) 3,435 (15) 4,685 (21) 4,685 (21) N 1,2,3,4,5 SP 3 / 8 1 / (51) 0.67 (17) 13,500 (60) 13,500 (60) 4,185 (19) 4,185 (19) 8,825 (39) 8,825 (39) Insert Type SP SP 3 / 8 1 / 2 / 8 5 / 8 3 / (22) (25) ,320 12,025 (55) (54) 12,320 12,025 (55) (54) 5,670 5,440 (25) (24) 5,670 5,440 (25) (24) Nonductile 11,970 13,760 (53) (61) 11,970 13,760 (53) (61) LP 3 / 8 1 / (51) 0.67 (17) 13,500 (60) 13,500 (60) 6,645 (30) 6,645 (30) 8,825 (39) 8,825 (39) LPP 5 / 8 3 / (25) 12,025 (54) 12,025 (54) 7,710 (34) 7,710 (34) 13,760 (61) 13,760 (61)

11 ESR4145 Most Widely Accepted and Trusted Page 10 of 17 FIGURE 6 INSTALLATION IN THE SOFFIT OF CONCRETE FILLED METAL DECK FLOOR AND ROOF ASSEMBLIESOVER UPPER FLUTE FIGURE 7 INSTALLATION IN THE SOFFIT OF CONCRETE FILLED METAL DECK FLOOR AND ROOF ASSEMBLIESOVER LOWER FLUTE

12 ESR4145 Most Widely Accepted and Trusted Page 11 of 17 TABLE 5 EXAMPLE ASD ALLOWABLE TENSION AND SHEAR DESIGN VALUES FOR ILLUSTRATIVE PURPOSES FOR KCM WF AND KCMPD INSTALLED IN NORMAL WEIGHT CONCRETE 1,2,3,4,5,6,7,8,9 Threaded Rod Tension (s) Shear (s) Diameter (in) 1 / 4 " 3 / 8 " 3 / 8 " 1 / 2 " 3 / 8 " 1 / 2 " 5 / 8 " 3 / 8 " 1 / 2 " 5 / 8 " 3 / 4 1 / 4 " 3 / 8 " 3 / 8 " 1 / 2 " 3 / 8 " 1 / 2 " 5 / 8 " 3 / 8 " 1 / 2 " 5 / 8 " 3 / 4 1 / N/A N/A N/A N/A N/A N/A N/A 3 / ,475 2,065 2, N/A N/A N/A 1 / 2 N/A 1,475 2,065 3,685 N/A 1,475 N/A N/A 5 / 8 N/A N/A 2,065 3,685 N/A N/A 2,065 N/A 3 / 4 N/A N/A N/A 3,685 N/A N/A N/A 5,110 For SI: 1 inch = 25.4 mm, 1 pound = kn, 1 in 2 = mm 2. For poundinch units: 1 mm = inches. 1 Concrete strength f c = 2500 psi for KCMWF and KCMPD. 2 Values are for single anchors with static tension or shear. 3 Values are for uncracked concrete. 4 Load combinations as given in ACI or ACI , as applicable. 5 30% dead load and 70% live load, controlling load combination 1.2D L. 6 Calculation of ASD conversion α = 0.3* *1.6 = Values assume no sideface blowout in tension for KCMWF and KCMPD. 8 Values are for Condition B where supplementary reinforcement in accordance with ACI or ACI D.4.3, as applicable, is not provided. 9 The allowable loads shown are for the applicable insert only. Design professional is responsible for checking capacity of threaded rod, including tension, shear, and influence of bending on tension capacity when loaded in shear, or other material placed in insert. TABLE 6 EXAMPLE ASD ALLOWABLE TENSION AND SHEAR DESIGN VALUES FOR ILLUSTRATIVE PURPOSES FOR KCM MD INSTALLED IN SAND LIGHTWEIGHT CONCRETE 1,2,3,4,5,6,7,8,9 KCMMD SP 1/4 3/8 SP 3/8 1/2 SP 3/8 1/2 5/8 SP 5/8 3/8 LP 3/8 1/2 LP 5/8 3/4 BDeck Installation WDeck Installation (deck with 37/8 inch flute width) WDeck Installation (Deck with 41/2 inch flute width) Upper Flute Lower Flute Upper Flute Lower Flute Upper Flute Tension (s) Shear (s) Tension (s) Shear (s) Tension (s) Shear (s) Tension (s) Shear (s) Tension (s) Shear (s) 1,545 1, ,395 1,545 1, ,395 1,545 1,900 1,870 3, ,695 1,870 3, ,695 1,870 3,580 2,610 4,855 N/A N/A 2,610 4,855 1,205 2,300 2,610 4,855 2,610 5,580 N/A N/A 2,610 5,580 1,205 2,205 2,610 5,580 1,870 3,580 1,375 2,695 1,870 3,580 1,595 2,695 1,870 3,580 2,805 5,580 1,435 3,125 2,610 5,580 1,670 3,125 2,610 5,580 For SI: 1 inch = 25.4 mm, 1 pound = kn, 1 in 2 = mm 2. For poundinch units: 1 mm = inches. 1 Concrete strength f' c = 3000 psi for KCMMD. 2 Values are for single anchors with static tension or shear. Installation must be in accordance with applicable Figures 3 4, 6 and 7. 3 Values are for uncracked concrete. 4 Load combinations as given in ACI or ACI , as applicable. 5 30% dead load and 70% live load, controlling load combination 1.2D L. 6 Calculation of ASD conversion α = 0.3* *1.6 = Values are for Condition B where supplementary reinforcement in accordance with ACI or ACI D.4.3, as applicable, is not provided. 8 The allowable loads shown are for the applicable insert only. Design professional is responsible for checking capacity of threaded rod, including tension, shear, and influence of bending on tension capacity when loaded in shear, or other material placed in insert. 9 Only the largest size of threaded rod specified for each insert must be used for applications resisting shear loads.

13 ESR4145 Most Widely Accepted and Trusted Page 12 of 17 FIGURE 8 KCMWF CONCRETE INSERTS MANUFACTUER PRINTED INSTALLATION INSTRUCTIONS (MPII) FIGURE 9 KCMPD CONCRETE INSERTS MANUFACTUER PRINTED INSTALLATION INSTRUCTIONS (MPII)

14 ESR4145 Most Widely Accepted and Trusted Page 13 of 17 FIGURE 10 KCMMD SP CONCRETE INSERTS MANUFACTUER PRINTED INSTALLATION INSTRUCTIONS (MPII) FIGURE 11 KCMMD LP CONCRETE INSERTS MANUFACTUER PRINTED INSTALLATION INSTRUCTIONS (MPII)

15 ESR4145 Most Widely Accepted and Trusted Page 14 of 17 Given: Two 5/8inch ASTM A36 threadedd rods with KCMPD 3/8 1/2 5/8 inserts, edge distance of 3 inches, and spacing of 12 inches loaded in static tension, N, and static shear, V. h ef = 2.04 in No supplementary reinforcement Condition B per ACI (c) or ACI D.4.3 (c), as applicablee Assume normal weight concrete, f c = 3,000 psi Assume anchor will not be torqued Assume cracked concrete Needed: Using strength design provisions of ACI Chapter 17 or ACI Appendix D, calculate the design shear and tensile strength capacity for this configuration. Calculations per ACI Chapter 17 or ACI Appendix D and this report. ACI ACI Report Ref. Step 1. Calculate steel tensile capacity. ϕnsa ϕase,nfuta, Not to exceed ϕn, ϕn, ϕ 16,800 ϕn,, 0.75 x x 58,000 9, x 16,800 10,920 ϕn 9, D D Table 3 Step 2. Calculate concrete breakout of anchor in tension. Ncb Nb AN Nc/ANco ψ ed,nψ c,n ψ cp,n Step 2a. Check spacing and edgee distance requirements. Given in Table 1 c a,min = 3 in > cover requirements for reinforcing bar per ACI s anchor = 12 in > 3.5 in okay spacing and edge distance a) D a) D Table 1 Step 2b. Determine λ. normal weight concrete λ= D Step 2c. Calculate basic concretee breakout strength in tension. Nb 24λ f hef 1.5 Nb , Nb 3,830 l Step 2d. Determine effective projected concrete breakout area. A c 1.5h 2 1.5h A A 37.1 in Step 2e. Determine idealized projected concrete breakout area. A 9 h 37.5 in Step 2f. Determine ψ ed,n. ψ, ,. ψ, Step 2g. Determine ψ c,n. cracked concrete ψ c,n = 1.0 Step 2i. Determine ψ cp,n. castin anchor with cracked concrete ψ cp,n = 1.0 Step 2j. Calculate ϕn cb. ϕn , ϕn 2,636 Step 3. Check pullout strength of concrete in tension. N pn = ψ c,pn N p 0.994; Step 3a. Determine ψ c,p. cracked concrete ψ c,p = 1.0 Step 3b. Calculate basic concretee pullout in tension. N 8A f N ,000 N 29, D D D D D D c) D.4.3 c) a) D a) D D D Step 3c. Calculate ϕn pn. ϕn ,520 ϕn 20,, c) D D.4.3 c) FIGURE 12 DESIGN EXAMPLE FOR KCMPD

16 ESR4145 Most Widely Accepted and Trusted Page 15 of 17 Step 4. Calculate concrete side face blowout. h ef < 2.5c a not applicable Step 5. Determine the controlling tensile strength. Steel strength ϕn sa = 9,833 Concrete pullout strength ϕn p,n = 20,664 = 2,636 Concrete breakout strength ϕn cb CONTROLS Step 6. Calculate 5 / 8 steel shear capacity. ϕvsa,insert ϕ x 0.6Ase,Nfuta, Not to exceed ϕv, ϕvsa,insert 0.60 x 9,640/anchor 5,784 ϕvsa,rod,a36 ϕ x 0.6Ase,Nfuta = 0.65 x 0.6 x x 58,000 = 5,112 < 5,784 ϕvsa,rod,a36 5,112 Step 7. Calculate concrete breakout of anchor in shear. V V ψ, ψ, ψ, Step 7a. Check spacing and edge requirements. Given in Table 1 c a,min = 3 in > cover requirements for reinforcing bar per ACI s anchor = 12 in 3.5 in okay spacing and edge distance Step 7b. Calculate basic concrete breakout strength in shear. V lesser of 7. d λ f c. 9λ f c. 7.. V , , V lesser of 2,203 2,561 V 2, D D D Table D D Table D Step 7c. Determine ψ ed,v. c a,min c cr,v c a2 ψ ed,v = D Step 7d. Determine ψ c,v. cracked concrete ψ c,v = 1.0 Step 7e. Determine ψ h,v. h a,min h cr,v ψ h,v = 1.0 Step 7f. Calculate concrete breakout in shear, ϕv cb. ϕv 0.7 2, ϕv 1,542 Step 8. Calculate pryout strength of concrete in shear. Vcp kcpncb Step 8a. Determine k c,p. h ef =2.04 in< 2.5 in k c,p = 1.0 Step 8c. Calculate concrete pryout, ϕv cp. ϕv ,830 ϕv 2,681 Step 9. Determine the controlling shear strength. Steel strength ϕv sa,insert = 5,112 Concrete pryout strength ϕv cp = 2, D D c) D.4.3 c) D D D c) D.4.3 c) D D Concrete breakout strength ϕv cb = 1,542 CONTROLS FIGURE 12 DESIGN EXAMPLE FOR KCMPD (Continued)

17 ICCES Evaluation Report ESR4145 LABC and LARC Supplement Issued February 2018 Revised January 2019 This report is subject to renewal February (800) (562) A Subsidiary of the International Code Council DIVISION: CONCRETE Section: Castin Concrete Anchors Section: Concrete Anchors REPORT HOLDER: HILTI, INC. EVALUATION SUBJECT: HILTI KCMWF, KCMPD, KCMMD SHORT PLATE, AND KCMMD LONG PLATE HEADED CASTIN SPECIALTY INSERTS IN CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Hilti KCMWF, KCMPD, KCMMD Short Plate (KCMMD SP) and KCMMD Long Plate (KCMMD LP) Headed CastIn Specialty Inserts in cracked and uncracked concrete, described in ICCES master evaluation report ESR4145, has also been evaluated for compliance with the codes noted below as adopted by the Los Angeles Department of Building and Safety (LADBS). Applicable code editions: 2017 City of Los Angeles Building Code (LABC) 2017 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Hilti KCMWF, KCMPD, KCMMD SP and KCMMD LP Headed CastIn Specialty Inserts in cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the master evaluation report ESR4145, comply with LABC Chapter 19, and LARC, and are subject to the conditions of use described in this supplement. 3.0 CONDITIONS OF USE The Hilti KCMWF, KCMPD, KCMMD SP and KCMMD LP Headed CastIn Specialty Inserts described in this evaluation report must comply with all of the following conditions: All applicable sections in the master evaluation report ESR4145. The design, installation, conditions of use and labeling of the Hilti KCMWF and KCMPD Headed CastIn Specialty Inserts are in accordance with the 2015 International Building Code (2015 IBC) provisions noted in the master evaluation report ESR4145. The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable. Under the LARC, an engineered design in accordance with LARC Section R must be submitted. The allowable and strength design values listed in the master evaluation report and tables are for the connection of the headed castin specialty inserts to the concrete. The connection between the headed castin specialty inserts and the connected members shall be checked for capacity (which may govern). This supplement expires concurrently with the master report, issued February 2018 and revised January ICCES 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 2019 ICC Evaluation Service, LLC. All rights reserved. Page 16 of 17

18 ICCES Evaluation Report (800) (562) ESR4145 FBC Supplement Issued January 2019 This report is subject to renewal February A Subsidiary of the International Code Council DIVISION: CONCRETE Section: Castin Concrete Anchors Section: Concrete Anchors REPORT HOLDER: HILTI, INC. EVALUATION SUBJECT: HILTI KCMWF, KCMPD, KCMMD SHORT PLATE, AND KCMMD LONG PLATE HEADED CASTIN SPECIALTY INSERTS IN CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Hilti KCMWF, KCMPD, KCMMD Short Plate (KCM MD SP), and KCMMD Long Plate (KCMMD LP) Headed CastIn Specialty Inserts in Cracked and Uncracked Concrete, recognized in ICCES master evaluation report ESR4145, has also been evaluated for compliance with the codes noted below. Applicable code editions: 2017 Florida Building Code Building 2017 Florida Building Code Residential 2.0 CONCLUSIONS The Hilti KCMWF, KCMPD, KCMMD SP, and KCMMD LP Headed CastIn Specialty Inserts in Cracked and Uncracked Concrete, described in Sections 2.0 through 7.0 of the master evaluation report ESR4145, comply with the Florida Building Code Building and the Florida Building Code Residential, when designed and installed in accordance with the 2015 International Building Code provisions noted in the master report. Use of the Hilti KCMWF, KCMPD, KCMMD SP, and KCMMD LP Headed CastIn Specialty Inserts in Cracked and Uncracked Concrete for compliance with the HighVelocity Hurricane Zone Provisions of the Florida Building Code Building and Florida Building Code Residential, has not been evaluated and is outside the scope of this supplement. For products falling under Florida Rule 9N3, verification that the report holder s qualityassurance program is audited by a qualityassurance 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, issued February 2018, and revised January ICCES 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 2019 ICC Evaluation Service, LLC. All rights reserved. Page 17 of