Most Widely Accepted and Trusted 0 ICC-ES Evaluation Report ESR-3051 ICC-ES | (800) 423-6587 | (562) 699-0543 | www.icc-es.org Reissued 05/2017 000 This report is subject to renewal 05/2019. 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: ADOLF WÜRTH GMBH & CO. KG REINHOLD-WÜRTH-STRASSE 12-17 74653 KÜNZELSAU, GERMANY EVALUATION SUBJECT: WÜRTH WIT-PE500 EPOXY ADHESIVE ANCHOR SYSTEM IN CRACKED AND UNCRACKED CONCRETE Look for the trusted marks of Conformity! “2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence” A Subsidiary of ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2018 ICC Evaluation Service, LLC. All rights reserved. ICC-ES Evaluationn Report ESR--3051 Reissued Maay 2017 Reviseed February 222, 2018 This repoort is subject too renewal Maay 2019. wwww.icc-es.org | (800) 423-6587 | (562) 699-0543 A SSubsidiary off the Internatiional Code CCouncil® DDIVISION: 03 000 00—CONCRRETE 7/8- aand 1-inch-diaameter (12.7, 15.9, 19.1, 22.2 and SSection: 03 16 00—Concretee Anchors 25.4 mm) threadedd steel rods and No. 4 throough No. 8 steel reinforcing barrs in core drilleed holes. Use is limited to DDIVISION: 05 000 00—METALLS normaal-weight conncrete with a specified coompressive SSection: 05 05 19—Post-Installed Concrette Anchors strenggth, f′c, of 2,500 psi to 88,500 psi (17.2 MPa to 58.6 MMPa). RREPORT HOLDDER: Thee anchor systeem complies wwith anchors ass described in Seection 1901.3 oof the 2015 IBBC, Section 1909 of the AADOLF WÜRTH GmbH & COO. KG 2012 IBC and is aan alternative to cast-in-placce anchors RREINHOLD-WÜÜRTH-STRASSSE 12-17 descrribed in Sectioon 1908 of the 2012 IBC, and Sections 774653 KÜNZELLSAU 1911 and 1912 of the 2009 andd 2006 IBC. TThe anchor GGERMANY systems may also bbe used wheree an engineeredd design is ++49 (7940) 15 00 submmitted in accordance with Secttion R301.1.3 oof the IRC. wwww.wuerth.dde [email protected] 3.0 DEESCRIPTION 3.1 GGeneral: EEVALUATION SUBJECT: Würthh WIT-PE500 Epoxy Adheesive Anchor System is WWÜRTH WIT-PPE500 EPOXY AADHESIVE ANNCHOR SYSTEEM compprised of a twwo-component epoxy adhesivve filled in IN CRACKED AAND UNCRACCKED CONCRETE cartriddges, static mmixing nozzless, dispensing ttools, hole cleanning equipmentt and adhesive injection accesssories. 11.0 EVALUATTION SCOPE Würth WIT-PE500 epoxy adheesive may be used with Compliance with the followwing codes: continnuously threaaded steel roods or deformmed steel reinfoorcing bars. The primary coomponents of the Würth  2015, 20112, 2009 andd 2006 Internnational Buildiing WIT-PPE500 Epoxy Adhesive Annchor System, including Code® (IBCC) the eepoxy adhesivve cartridge, sstatic mixing nnozzle, the  2015, 2012, 2009 and 2006 Internatiional Residenttial nozzle extension tuube, dispensinng tool and tyypical steel Code® (IRCC) anchoor elements, aare shown in Figure 1 of tthis report. Manuufacturer’s prinnted installationn instructions (MPII) and Property evaaluated: parammeters, as incluuded with eachh adhesive unit package, Structural are reeplicated in Figgure 2 of this reeport. 3.2 MMaterials: 22.0 USES 3.2.1 Würth WIT-PE500 Epoxyy Adhesive: WWIT-PE500 2.1 General: epoxyy adhesive is aan injectable twwo-component eepoxy. The Würth WIT-PPE500 epoxy aadhesive anchhors are used to two ccomponents are separated by means of a labelled resist static, wind or eartthquake (IBC Seismic Desiign dual-ccylinder cartriddge. The two ccomponents coombine and Categories AA through F) tension and shear loads in react when dispennsed through a static mixinng nozzle, cracked andd uncracked normal-weightt concrete wwith suppllied by Würth, which is attaached to the ccartridge. A 1/2-, 5/8-, 3/4-, 7/8-, 1-, and 11/4-inch-diameter (12.7, 155.9, nozzle extension tuube is also pacckaged with thee cartridge. 19.1, 22.2, 225.4 and 31.8 mm) threadedd steel rods aand Würthh WIT-PE5000 epoxy adhhesive is avvailable in No. 4 throough No. 100 steel reinfforcing bars in 13-ouunce (385 mLL), 20-ounce (585 mL), andd 47-ounce hammer-drilleed holes. (14000 mL) cartridgees. Each cartridge label is mmarked with the addhesive expiraation date. The shelf life, as inndicated by The anchors are used to rresist static, wind or earthquaake the exxpiration date, applies to an uunopened cartridge when (IBC Seismic Design Categoories A and B oonly) tension aand storedd in accordancce with the MPPII, as illustrated in Figure shear loads inn uncracked noormal-weight concrete only wwith 3/ -inch-diameeter (9.5 mmm) threaded steel rods aand 2 of thhis report. 8 No. 3 steel rreinforcing bars in hammer-ddrilled holes aand 3.2.2 Hole Cleaaning Equipment: Hole cleaning uncracked noormal-weight concrete only wwith 1/ -, 5/ -, 3// -, equippment is comprrised of steel wwire brushes annd air pump 2 8 4 ICCC-ES Evaluation Reports are not to be cconstrued as represeenting aesthetics or aany other attributes nnot specifically addreessed, nor are they too be construed aas an endorsement off the subject of the repport or a recommenddation for its use. Theere is no warranty byy ICC Evaluation Seervice, LLC, express oor implied, as too any finding or otheer matter in this reporrt, or as to any produuct covered by the reepport. CCopyright © 2018 ICCC Evaluation Servvice, LLC. All rightss reserved. Page 1 of 12 ESR-3051 | Most Widely Accepted and Trusted Page 2 of 12 supplied by Würth, and a compressed air nozzle. The The strength design of anchors must comply with ACI equipment is shown in Figure 2 of this report. 318-14 17.3.1 or ACI 318-11 D.4.1, as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as 3.2.3 Dispensers: WIT-PE500 epoxy adhesive must be applicable. dispensed with manual, pneumatic dispensers, or electric powered dispensers supplied by Würth. Design parameters are based on ACI 318-14 for use with 2015 IBC and ACI 318-11 for use with the 2012, 2009 and 3.2.4 Steel Anchor Elements: 2006 IBC unless noted otherwise in Section 4.1.1 through 4.1.11 of this report. 3.2.4.1 Threaded Steel Rods: Threaded steel rods must be clean and continuously threaded (all-thread) in Design parameters are provided in Tables 4 through diameters as described in Table 4 and Figure 2 of this Table 7. Strength reduction factors, φ, as given in ACI report. Specifications for grades of threaded rod, including ACI 318-14 17.3.3 or 318-11 D.4.3, as applicable, must be the mechanical properties and corresponding nuts used for load combinations calculated in accordance with and washers, are described in Table 2 of this report. Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 Carbon steel threaded rods must be furnished with a 9.2, as applicable. Strength reduction factors, φ, as given minimum 0.0002-inch-thick (0.005 mm) zinc electroplated in ACI 318-11 D.4.4 must be used for load combinations coating complying with ASTM B633, SC1; or a minimum calculated in accordance with ACI 318-11 Appendix C. 0.0021-inch-thick (0.053 mm) mechanically deposited zinc coating complying with ASTM B695, Class 55; or hot dip 4.1.2 Static Steel Strength in Tension: The nominal galvanized zinc coating complying with ASTM A153, Class static steel strength of a single anchor in tension, N , in sa C or D. The stainless steel threaded rods must comply with accordance with ACI 318-14 17.4.1.2 or ACI 318-11 ASTM F593. Steel grades and material types (carbon, D.5.1.2, as applicable, and the associated strength stainless) of the washers and nuts must be matched to the reduction factors, φ, in accordance with ACI 318-14 17.3.3 threaded rods. Threaded steel rods must be straight and or ACI 318-11 D.4.3, as applicable, are provided in Table 4 free of indentations or other defects along their length. The of this report for the anchor element types included in this embedded end may be either flat cut or cut on the bias to a report. See Table 1. chisel point. 4.1.3 Static Concrete Breakout Strength in Tension: 3.2.4.2 Steel Reinforcing Bars: Steel reinforcing bars The nominal static concrete breakout strength of a single are deformed reinforcing bars (rebars), as described in anchor or group of anchors in tension, N or N , must be cb cbg Table 3 of this report. Table 4 and Figure 2 of this report calculated in accordance with ACI 318-14 17.4.2 or ACI summarize reinforcing bar size ranges. The embedded 318-11 D.5.2, as applicable, with the following addition: portions of reinforcing bars must be clean, straight, and free of mill scale, rust, mud, oil and other coatings (other The basic concrete breakout strength of a single anchor than zinc) that may impair the bond with the adhesive. in tension, Nb, must be calculated in accordance with ACI Reinforcing bars must not be bent after installation, except 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable, as set forth in ACI 318-14 Section 26.6.3.1(b) or ACI 318- using the values of kc,cr and kc,uncr as given in the tables of 11 Section 7.3.2 , as applicable, with the additional this report. Where analysis indicates no cracking in condition that the bars must be bent cold, and heating of accordance with ACI 318-14 17.4.2.6 or ACI 318-11 the reinforcing bars to facilitate field bending is not D.5.2.6, as applicable, Nb must be calculated using kc,uncr permitted. and Ψc,N = 1.0. See Table 1. For anchors in lightweight concrete see ACI 318-14 17.2.6 or ACI 318-11 D.3.6, as 3.2.4.3 Ductility: In accordance with ACI 318-14 2.3 or applicable. The value of f′ used for calculation must be c ACI 318-11 D.1, as applicable, in order for a steel anchor limited to 8,000 psi (55 MPa) in accordance with ACI 318- element to be considered ductile, the tested elongation 14 17.2.7 or ACI 318-11 D.3.7, as applicable. Additional must be at least 14 percent and the reduction of area must information for the determination of nominal bond strength be at least 30 percent. Steel elements with a tested in tension is given in Section 4.1.4 of this report. elongation of less than 14 percent or a reduction of area less than 30 percent, or both, are considered brittle. Values 4.1.4 Static Bond Strength in Tension: The nominal for various steel materials are provided in Tables 2 and 3 static bond strength of a single adhesive anchor or group of this report. Where values are nonconforming or of adhesive anchors in tension, Na or Nag, must be unstated, the steel element must be considered brittle. calculated in accordance with ACI 318-14 17.4.5 or ACI 318-11 D.5.5, as applicable. Bond strength values are a 3.3 Concrete: function of concrete compressive strength, concrete state (cracked, uncracked), drilling method (hammer-drill, core Normal-weight concrete must comply with Sections 1903 drilling) and installation conditions (dry concrete, water- and 1905 of the IBC. The specified compressive strength saturated concrete, water-filled holes). of the concrete must be from 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). Bond strength values must be multiplied by the associated strength reduction factor φ and must be 4.0 DESIGN AND INSTALLATION nn modified with the factor κ for cases where holes are nn 4.1 Strength Design: drilled in water-saturated concrete (κws) or where the holes are water-filled at the time of anchor installation (κ ), as wf 4.1.1 General: The design strength of anchors under the follows: 2015 IBC, as well as the 2015 IRC, must be determined in accordance with ACI 318-14 and this report. The design strength of anchors under the 2012, 2009 and 2006 IBC, as well as the 2012, 2009 and 2006 IRC, must be determined in accordance with ACI 318-11 and this report. ESR-3051 | Most Widely Accepted and Trusted Page 3 of 12 ASSOCIATED 17.7.1 and 17.7.3, or ACI 318-11 D.8.1 and D.8.3, as PERMISSIBLE CONCRETE DRILLING INSTALLATION BOND STRENGTH applicable, values of smin and cmin described in this report STATE METHOD STRENGTH REDUCTION must be observed for anchor design and installation. The CONDITIONS FACTOR minimum member thicknesses, h , described in this min Dry concrete τk,cr φd report must be observed for anchor design and installation. For adhesive anchors that will remain untorqued, ACI 318- Water-saturated Cracked Hammer- concrete τk,cr ∙ κws φws 14 17.7.4 or ACI 318-11 D.8.4, as applicable, applies. drill Water-filled hole For anchors that will be torqued during installation, the τ ∙ κ φ (flooded) k,cr wf wf maximum torque, Tmax, must be reduced for edge distances less than 5 anchor diameters (5d). T is Dry concrete τk,uncr φd subject to the edge distance, c ,and anchor spacingm,a sx , min min Hammer- Water-saturated τ ∙ κ φ and shall comply with the following requirements: Uncracked concrete k,uncr ws ws drill MAXIMUM TORQUE SUBJECT TO EDGE DISTANCE Water-filled hole τ ∙ κ φ (flooded) k,uncr wf wf NOMINAL MIN. EDGE MIN. ANCHOR MAXIMUM Dry concrete τk,uncr φd ANCHOR SIZE, DISTANCE, SPACING, TORQUE, Water-saturated τ ∙ κ φ d cmin smin Tmax Uncracked Core Drill concrete k,uncr ws ws all sizes 5d 5d 1.0·Tmax Water-filled hole τ ∙ κ φ (flooded) k,uncr wf wf 3/8 in. to 1 in. 1.75 in. The bond strength values in Table 6, for hammer-drilled (9.5 mm to 25.4 mm) (45 mm) holes, and in Table 7, for core drilled holes, of this report 11/4 in. 2.75 in. 5d 0.45·Tmax correspond to concrete compressive strength f' equal to c (31.8 mm) (70 mm) 2,500 psi (17.2 MPa). For concrete compressive strength, f' between 2,500 psi and 8,000 psi (17.2 MPa and c For values of T , see Table 8 and Figure 2 of this report. 55.2 MPa), the tabulated characteristic bond strength may max be increased by a factor of (f'c / 2,500)0.12 [For SI: 4.1.10 Critical Edge Distance cac and ψcp,Na: The (f'c / 17.2)0.12]. Where applicable, the modified bond modification factor ψcp,Na, must be determined in strength values must be used in lieu of τk,cr and τk,uncr in ACI accordance with ACI 318-14 17.4.5.5 or ACI 318-11 318-14 Equations (17.4.5.1d) and (17.4.5.2), or ACI 318- D.5.5.5, as applicable, except as noted below: 11 Equations (D-21) and (D-22), as applicable. For all cases where c /c <1.0, ψ determined from Na ac cp,Na 4.1.5 Static Steel Strength in Shear: The nominal static ACI 318-14 Eq. 17.4.5.5b or ACI 318-11 Eq. D-27, as steel strength of a single anchor in shear as governed by applicable, need not be taken less than c /c . For all Na ac the steel, Vsa, in accordance with ACI 318-14 17.5.1.2 or other cases, ψcp,Na shall be taken as 1.0. ACI 318-11 D.6.1.2, as applicable, and strength reduction The critical edge distance, c must be calculated factors, φ, in accordance with ACI 318-14 17.3.3 or ACI ac according to Eq. 17.4.5.5c for ACI 318-14 or Eq. D-27a for 318-11 D.4.3, as applicable, are given in Table 4 of this ACI 318-11, in lieu of ACI 318-14 17.7.6 or ACI 318-11 report for the anchor element types included in this report. D.8.6, as applicable. See Table 1. 4n.o1m.6in aSl tasttiact icC ocnocnrcerteet eB rberaekaokuotu St trsetrnegntghth i n oSf hae ars:i nTghlee cac=hef∙ 𝜏𝜏1k1, u6n0cr 0.4∙ 3.1 - 0.7hhef anchor or group of anchors in shear, V or V , must be (Eq. 17.4�.5.5c f�or AC�I 318-14 o�r Eq. D-27a for ACI 318-11) cb cbg calculated in accordance with ACI 318-14 17.5.2 or ACI where 318-11 D.6.2, as applicable, based on information given in Table 5 of this report. See Table 1. The basic concrete h need not be taken as larger than 2.4; and breakout strength of a single anchor in shear, V , must be hef b calculated in accordance with ACI 318-14 17.5.2.2 or ACI τ� � = the characteristic bond strength stated in the k,uncr 318-11 D.6.2.2, as applicable, using the values of d given tables of this report whereby τ need not be taken as k,uncr in Table 4 of this report for the corresponding anchor steel larger than: in lieu of d (2015, 2012 and 2009 IBC) and d (2006 IBC). a o In addition, h must be substituted for . In no case must ef e ℓe exceed 8d. The value of f′c must be limited to a 𝑘𝑘𝑢𝑢𝑢𝑢𝑢𝑢𝑢𝑢�ℎ𝑒𝑒𝑒𝑒𝑓𝑓𝑢𝑢′ Eq. (4-1) maximum of 8,000 psi (55 MPa), in acℓcordance with ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable. 4𝜏𝜏.𝑘𝑘1,𝑢𝑢.1𝑢𝑢𝑢𝑢1𝑢𝑢 =Desig𝜋𝜋n∙𝑑𝑑 𝑎𝑎Strength in Seismic Design Categories C, D, E and F: In structures assigned to Seismic Design 4.1.7 Static Concrete Pryout Strength in Shear: The Category C, D, E or F under the IBC or IRC, anchors must nominal static pryout strength of a single anchor or group be designed in accordance with ACI 318-14 17.2.3 or ACI of anchors in shear, Vcp or Vcpg, shall be calculated in 318-11 D.3.3, as applicable.The nominal steel shear accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3, strength, V , must be adjusted by α as given in Table sa V,seis as applicable. 4 for the anchor element types included in this report. The 4.1.8 Interaction of Tensile and Shear Forces: For nominal bond strength τk,cr need not be adjusted by αN,seis, designs that include combined tension and shear, the since for the Würth WIT-PE500, αN,seis = 1.0. interaction of tension and shear loads must be calculated As an exception to ACI 318-11 D.3.3.4.2: Anchors in accordance with ACI 318 17.6 or ACI 318-11 D.7, as designed to resist wall out-of-plane forces with design applicable. strengths equal to or greater than the force determined in 4.1.9 Minimum Member Thickness hmin, Anchor accordance with ASCE 7 Equation 12.11-1 or 12.14-10 Spacing smin, Edge Distance cmin: In lieu of ACI 318-14 shall be deemed to satisfy ACI 318-11 D.3.3.4.3(d). ESR-3051 | Most Widely Accepted and Trusted Page 4 of 12 Under ACI 318-11 D.3.3.4.3(d), in lieu of requiring the and the plans and specifications approved by the code anchor design tensile strength to satisfy the tensile official. Installation of Würth WIT-PE500 Epoxy Adhesive strength requirements of ACI 318-11 D.4.1.1, the anchor Anchor System must be in accordance with the design tensile strength shall be calculated from ACI 318-11 Manufacturer’s printed installation instructions (MPII) D.3.3.4.4. included in each unit package as described in Figure 2 of this report. The following exceptions apply to ACI 318-11 D.3.3.5.2: The adhesive anchor system may be used for floor 1. For the calculation of the in-plane shear strength of (vertically down), wall (horizontal), and overhead anchor bolts attaching wood sill plates of bearing or applications with 3/ -inch through 11/ -inch diameter non-bearing walls of light-frame wood structures to 8 4 threaded steel rods and No. 3 through No. 10 steel foundations or foundation stem walls, the in-plane shear reinforcing bars. The installation shall be injected directly to strength in accordance with ACI 318-11 D.6.2 and D.6.3 the end of the hole using a piston plug attached to the end need not be computed and ACI 318-11 D.3.3.5.3 need not of the mixing nozzle with an extension tube for the 5/ -inch apply provided all of the following are satisfied: through 11/ -inch diameter threaded steel rods and 8No. 5 4 1.1. The allowable in-plane shear strength of the anchor through No. 10 steel reinforcing bars as described in is determined in accordance with AF&PA NDS Table Figure 3 of this report. The 3/8-inch and 1/2-inch diameter 11E for lateral design values parallel to grain. threaded steel rods, and No. 3 and No. 4 steel reinforcing bars may be installed by filling the hole using the mixing 1.2. The maximum anchor nominal diameter is 5/ inch 8 nozzle only. (16 mm). Installation of anchors in horizontal or upwardly inclined 1.3. Anchor bolts are embedded into concrete a orientations shall be fully restrained from movement minimum of 7 inches (178 mm). throughout the specified curing period through the use of 1.4. Anchor bolts are located a minimum of 13/ inches temporary wedges, external supports, or other methods. 4 (45 mm) from the edge of the concrete parallel to the Where temporary restraint devices are used, their use shall length of the wood sill plate. not result in impairment of the anchor shear resistance. 1.5. Anchor bolts are located a minimum of 15 anchor 4.3 Special Inspection: diameters from the edge of the concrete perpendicular Periodic special inspection must be performed where to the length of the wood sill plate. required in accordance with Section 1705.1.1 and Table 1.6. The sill plate is 2-inch or 3-inch nominal thickness. 1705.3 of the 2015 and 2012 IBC, Section 1704.15 and Table 1704.4 of the 2009 IBC or Section 1704.13 of the 2. For the calculation of the in-plane shear strength of 2006 IBC and this report. The special inspector must be on anchor bolts attaching cold-formed steel track of bearing the jobsite initially during anchor installation to verify the or non-bearing walls of light-frame construction to anchor dimensions, concrete type, concrete compressive foundations or foundation stem walls, the in-plane shear strength, hole dimensions, adhesive identification and strength in accordance with ACI 318-11 D.6.2 and D.6.3 expiration date, hole cleaning procedures, anchor spacing, need not be computed and ACI 318-11 D.3.3.5.3 need not edge distances, concrete thickness, anchor embedment, apply provided all of the following are satisfied: tightening torque and adherence to the manufacturer’s 2.1. The maximum anchor nominal diameter is 5/ inch printed installation instructions (MPII). 8 (16 mm). The special inspector must verify the initial installations of each type and size of adhesive anchor by construction 2.2. Anchors are embedded into concrete a minimum of personnel on the site. Subsequent installations of the same 7 inches (178 mm). anchor type and size by the same construction personnel 2.3. Anchors are located a minimum of 13/4 inches are permitted to be performed in the absence of the (45 mm) from the edge of the concrete parallel to the special inspector. Any change in the anchor product being length of the track. installed or the personnel performing the installation requires an initial inspection. For ongoing installations over 2.4. Anchors are located a minimum of 15 anchor an extended period, the special inspector must make diameters from the edge of the concrete perpendicular regular inspections to confirm correct handling and to the length of the track. installation of the product. 2.5. The track is 33 to 68 mil designation thickness. Continuous special inspection of adhesive anchors Allowable in-plane shear strength of exempt anchors, installed in horizontal or upwardly inclined orientations to parallel to the edge of concrete shall be permitted to be resist sustained tension loads must be performed in determined in accordance with AISI S100 Section accordance with ACI 318-14 17.8.2.4 or ACI 318-11 E3.3.1. D.9.2.4, as applicable. 3. In light-frame construction, bearing or nonbearing Under the IBC, additional requirements as set forth in walls, shear strength of concrete anchors less than or Sections 1705, 1706 or 1707 must be observed, where equal to 1 inch [25 mm] in diameter attaching a sill plate or applicable. track to foundation or foundation stem wall need not 4.4 Compliance with NSF/ANSI Standard 61: satisfy ACI 318-11 D.3.3.5.3(a) through (c) when the design strength of the anchors is determined in Würth WIT-PE500 Epoxy Adhesive Anchor System accordance with ACI 318-11 D.6.2.1(c). complies with the requirements of NSF/ANSI Standard 61, as referenced in Section 605 of the 2009 and 2006 4.2 Installation: International Plumbing Code® (IPC), and is certified for use Installation parameters are illustrated in Table 8 of this as an anchoring adhesive for installing threaded rods less report. Installation must be in accordance with ACI 318-14 than or equal to 1.3 inches (33 mm) in diameter in concrete 17.8.1 and 17.8.2, or ACI 318-11 D.9.1 and D.9.2, as for water treatment applications. NSF/ANSI Standard 61 applicable. Anchor locations must comply with this report listing is provided by NSF International. ESR-3051 | Most Widely Accepted and Trusted Page 5 of 12 5.0 CONDITIONS OF USE  Anchors that support gravity load-bearing structural elements are within a fire-resistive envelope or a Würth WIT-PE500 Epoxy Adhesive Anchor System fire-resistive membrane, are protected by approved described in this report complies with or is a suitable fire-resistive materials, or have been evaluated for alternative to what is specified in, the codes listed in resistance to fire exposure in accordance with Section 1.0 of this report, subject to the following recognized standards. conditions:  Anchors are used to support non-structural 5.1 Würth WIT-PE500 epoxy adhesive anchors must be elements. installed in accordance with the Manufacturer’s printed installation instructions (MPII) as attached to 5.13 Since an ICC-ES acceptance criteria for evaluating each cartridge and described in Figure 2 of this data to determine the performance of adhesive report. anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors 5.2 The anchors described in this report must be installed under such conditions is beyond the scope of this in cracked or uncracked normal-weight concrete report. having a specified compressive strength f' = c 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). 5.14 Use of zinc-plated carbon steel threaded rods or steel reinforcing bars is limited to dry, interior locations. 5.3 The values of f′c used for calculation purposes must not exceed 8,000 psi (55 MPa). 5.15 Use of hot-dipped galvanized carbon steel and stainless steel rods is permitted for exterior exposure 5.4 Anchors must be installed in concrete base materials or damp environments. in holes predrilled in accordance with the installation instructions provided in Figure 2 of this report. 5.16 Steel anchoring materials in contact with preservative-treated and fire-retardant-treated wood 5.5 Loads applied to the anchors must be adjusted in must be of zinc-coated steel or stainless steel. The accordance with Section 1605.2 of the IBC for minimum coating weights for zinc-coated steel must strength design. comply with ASTM A153. 5.6 Würth WIT-PE500 epoxy adhesive anchors are 5.17 Periodic special inspection must be provided in recognized for use to resist short- and long-term accordance with Section 4.3 of this report. Continuous loads, including wind and earthquake loads, subject to special inspection for anchors installed in horizontal or the conditions of this report. upwardly inclined orientationsmust be provided in 5.7 In structures assigned to Seismic Design Categories accordance with Section 4.3 of this report. C, D, E, and F under the IBC or IRC, anchor strength 5.18 Installation of anchors in horizontal or upwardly must be adjusted in accordance with Section 4.1.11 of inclined orientations to resist sustained tension loads this report. must be performed by personnel certified by an 5.8 The anchors with 1/2-, 5/8-, 3/4-, 7/8- 1- and 11/4-inch- applicable certification program in accordance with diameter (12.7, 15.9, 19.1, 22.2, 25.4 and 31.8 mm) ACI 318-14 17.8.2.2 or 17.8.2.3 or ACI 318-11 threaded steel rods and No. 4 through No. 10 steel D.9.2.2 or D.9.2.3, as applicable. reinforcing bars may be installed in normal-weight 5.19 Anchors shall not be used for installations where the concrete that is cracked or that may be expected to concrete temperature can vary from 40°F (5°C) or crack during the service life of the anchor when less to 80°F (27°C) or higher within a 12-hour period. installed in hammer-drilled holes. The anchors with 3/ -inch-diameter (9.5 mm) and No. 3 steel reinforcing Such applications may include but are not limited to 8 anchorage of building facade systems and other bars are limited to installation in uncracked concrete applications subject to direct sun exposure. when installed in hammer-drilled holes. The anchors with 1/ -, 5/ -, 3/ -, 7/ - and 1-inch-diameter (12.7, 15.9, 5.20 Würth WIT-PE500 epoxy adhesive is manufactured in 2 8 4 8 19.1, 22.2 and 25.4 mm) threaded steel rods and Willich, Germany, under a quality control program No. 4 through No. 8 steel reinforcing bars are limited with inspections by ICC-ES. to installation in uncracked concrete when installed in 6.0 EVIDENCE SUBMITTED core drilled holes. See Table 1 of this report. Data in accordance with the ICC-ES Acceptance Criteria 5.9 Strength design values must be established in for Post-installed Adhesive Anchors in Concrete (AC308), accordance with Section 4.1 of this report. dated October 2017, which incorporates requirements in 5.10 Minimum anchor spacing and edge distance, as well ACI 355.4-11, including, but not limited to, tests under as minimum member thickness, must comply with the freeze/thaw conditions (Table 3.2, test series 6), tests values given in this report. under sustained load (Table 3.2, test series 7), tests for installation direction (Table 3.2, test series 8), tests for 5.11 Prior to anchor installation, calculations and details resistance to alkalinity (Table 3.2, test series 13a) and demonstrating compliance with this report must be tests for resistance to sulfur (Table 3.2, test series 13b). submitted to the code official. The calculations and details must be prepared by a registered design 7.0 IDENTIFICATION professional where required by the statutes of the Würth WIT-PE500 epoxy adhesive is identified by jurisdiction in which the project is to be constructed. packaging labelled with the Würth name and address, the 5.12 Anchors are not permitted to support fire-resistive product name, the lot number, the expiration date, and the construction. Where not otherwise prohibited by evaluation report number (ESR-3051).Threaded rods, nuts, the code, Würth WIT-PE500 epoxy adhesive anchors washers and deformed reinforcing bars are standard steel are permitted for installation in fire-resistive anchor elements and must conform to applicable national construction provided that at least one of the following or international specifications as set forth in Table 2 and conditions is fulfilled: Table 3 of this report.  Anchors are used to resist wind or seismic forces only. ESR-3051 | Most Widely Accepted and Trusted Page 6 of 12 TABLE 1—DESIGN TABLE INDEX DESIGN STRENGTH1 THREADED ROD (FRACTIONAL) DEFORMED REINFORCING BAR Steel Nsa, Vsa Table 4 Table 4 Concrete Ncb, Ncbg, Vcb, Vcbg, Vcp, Vcpg Table 5 Table 5 Hammer-drilled holes Table 6 Table 6 Bond2 Na, Nag Diamond cored holes Table 7 Table 7 1Reference ACI 318-14 17.3.1.1 or ACI 318-11 D.4.1.1, as applicable. 2See Section 4.1 of this report. TABLE 2—SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON FRACTIONAL THREADED CARBON AND STAINLESS STEEL ROD MATERIALS1 MINIMUM MIN. SPECIFIED REDUCTION OF THREADED ROD SPECIFIED YIELDSTRENGTH 0.2 futa ELONGATION AREA NUT SPECIFICATION UNITS STURLETNIMGATHTE,f uta PERCENfTy aO FFSET, fya PMEIRNCIMEUNMT6 PMEINRICMEUNMT SPECIFICATION7 Carbon F1A5S54T3M G Ara3d6e2 a3n6d (MpPsia ) 5(84,0000)0 3(62,4080)0 1.61 23 408 ASTMG rAa1d9e4 A/A 563 Steel ASTM A1934 psi 125,000 105,000 ASTM A194/A563 1.19 16 50 Grade B7 (MPa) (860) (720) Grade DH StSaitneleels s A(3S/8T tMo 5F/85 i9n3ch5 CdWia.1) (MpPsia ) 10(609,000) 0 6(54,5000)0 1.54 20 -9 ASTM F594 Alloy Group (Taynpde 3s1 360)4 (A3/S4 TtoM 1 F1/54 9in3c5h C dWia2.) (MpPsia ) 8(55,9000)0 4(53,1000)0 1.89 25 -9 1, 2 or 3 For SI: 1 inch = 25.4 mm, 1 psi = 0.006897 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 MPa = 145.0 psi. 1Adhesive must be used with continuously threaded carbon or stainless steels (all-thread) that have thread characteristics comparable with ANSI B1.1 UNC Coarse Thread Series. Tabulated values correspond to anchor diameters included in this report. 2Standard Specification for Carbon Structural Steel. 3Standard Specification for Anchor Bolts, Steel, 36-ksi Yield Strength. 4Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High Temperature or High Pressure Service and Other Special Purpose Applications. 5Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs. 6Based on 2-inch (50 mm) gauge length except ASTM A193, which are based on a gauge length of 4d. 7Nuts of other grades and style having specified proof load stress greater than the specified grade and style are also suitable. Nuts must have specified proof load stresses equal to or greater than the minimum tensile strength of the specified threaded rod. Material types of the nuts and washers must be matched to the threaded rods. 8Minimum percent reduction of area reported in ASTM A36 is 50 percent. 9Minimum percent reduction of area not reported in the referenced ASTM standard. TABLE 3—SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON STEEL REINFORCING BARS1 REINFORCING SPECIFICATION UNITS MINIMUM SPECIFIED ULTIMATE STRENGTH, futa MINIMUM SPECIFIED YIELD STRENGTH, fya ASTM A6152, A7674, Grade 60 psi 90,000 60,000 (MPa) (620) (414) ASTM A7063, A7674, Grade 60 psi 80,000 60,000 (MPa) (550) (414) For SI: 1 psi = 0.006897 MPa. For pound-inch units: 1 MPa = 145.0 psi. 1Adhesive must be used with specified deformed reinforcing bars. Tabulated values correspond to bar sizes included in this report. 2Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement. Bars may be considered ductile elements provided the actual yield strength based on mill tests does not exceed fya by more than 18,000 psi and the ratio of the actual tensile strength to actual yield strength is not less than 1.25. 3Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement. Bars furnished to specification are considered ductile elements. 4Standard Specification for Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement. Bars furnished to specification are considered brittle elements unless evidence is otherwise shown to the satisfaction of the registered design professional and code official in accordance with Section 3.2.4.3 of this report. FIGURE 1—Würth WIT-PE500 EPOXY ADHESIVE ANCHOR SYSTEM INCLUDING TYPICAL STEEL ANCHOR ELEMENTS ESR-3051 | Most Widely Accepted and Trusted Page 7 of 12 TABLE 4—STEEL DESIGN INFORMATION FOR FRACTIONAL THREADED ROD AND REINFORCING BARS NOMINAL ROD DIAMETER (inch)1 DESIGN INFORMATION SYMBOL UNITS 3/8 1/2 5/8 3/4 7/8 1 11/4 inch 0.375 0.500 0.625 0.750 0.875 1.000 1.250 Threaded rod nominal outside diameter d (mm) (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) (31.8) inch² 0.0775 0.1419 0.2260 0.3345 0.4617 0.6057 0.9691 Threaded rod effective cross-sectional area Ase (mm²) (50) (92) (146) (216) (298) (391) (625) lbf 4,495 8,230 13,110 19,400 26,780 35,130 56,210 Nominal strength as governed by steel Nsa (kN) (20.0) (36.6) (58.3) (86.3) (119.1) (156.3) (250.0) strength (for a single anchor) lbf 2,245 4,940 7,860 11,640 16,070 21,080 33,725 ASTM A36 Vsa (kN) (10.0) (22.0) (35.0) (51.8) (71.4) (93.8) (150.0) and F1554, Grade 36 Reduction factor for seismic shear αV,seis - Not applicable 0.85 0.85 0.85 0.85 0.80 0.80 Strength reduction factor for tension2 φ - 0.75 Strength reduction factor for shear2 φ - 0.65 lbf 9,685 17,735 28,250 41,810 57,710 75,710 121,135 Nominal strength as governed by steel Nsa (kN) (43.1) (78.9) (125.7) (186.0) (256.7) (336.8) (538.8) strength (for a single anchor) lbf 4,845 10,640 16,950 25,085 34,625 45,425 72,680 ASTM A193 Vsa (kN) (21.5) (7.3) (75.4) (111.6) (154.0) (202.1) (323.3) Grade B7 Reduction factor for seismic shear αV,seis - Not applicable 0.85 0.85 0.85 0.85 0.80 0.80 Strength reduction factor for tension2 φ - 0.75 Strength reduction factor for shear2 φ - 0.65 lbf 7,750 14,190 22,600 28,430 39,245 51,485 82,370 Nominal strength as governed by steel Nsa (kN) (34.5) (63.1) (100.5) (126.5) (174.6) (229.0) (366.4) ASTM F593 strength (for a single anchor) lbf 3,875 8,515 13,560 17,060 23,545 30,890 49,425 CW Stainless Vsa (kN) (17.2) (37.9) (60.3) (75.9) (104.7) (137.4) (219.8) (Taynpde 3s1 360)4 Reduction factor for seismic shear αV,seis - Not applicable 0.85 0.85 0.85 0.85 0.80 0.80 Strength reduction factor for tension2 φ - 0.65 Strength reduction factor for shear2 φ - 0.60 NOMINAL REINFORCING BAR SIZE (REBAR) DESIGN INFORMATION SYMBOL UNITS No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 10 inch 0.375 0.500 0.625 0.750 0.875 1.000 1.125 1.250 Rebar nominal outside diameter d (mm) (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) (28.7) (32.3) inch2 0.110 0.200 0.310 0.440 0.600 0.790 1.000 1.270 Rebar effective cross-sectional area Ase (mm2) (71) (129) (200) (284) (387) (510) (645) (819) lbf 9,900 18,000 27,900 39,600 54,000 71,100 90,000 114,300 Nominal strength as governed by steel Nsa (kN) (44.0) (80.1) (124.1) (176.1) (240.2) (316.3) (400.3) (508.4) ASTM strength (for a single anchor) lbf 5,940 10,800 16,740 23,760 32,400 42,660 54,000 68,580 A615, Vsa (kN) (26.4) (48.0) (74.5) (105.7) (144.1) (189.8) (240.2) (305.0) Gr6a0d e Reduction factor for seismic shear αV,seis - Not applicable 0.70 0.70 0.70 0.70 0.75 0.75 0.75 Strength reduction factor for tension2 φ - 0.65 Strength reduction factor for shear2 φ - 0.60 lbf 8,800 16,000 24,800 35,200 48,000 63,200 80,000 101,600 Nominal strength as governed by steel Nsa (kN) (39.1) (71.2) (110.3) (156.6) (213.5) (281.1) (355.9) (452.0) ASTM strength (for a single anchor) lbf 5,280 9,600 14,880 21,120 28,800 37,920 48,000 60,960 A706, Vsa (kN) (23.5) (42.7) (66.2) (94.0) (128.1) (168.7) (213.5) (271.2) Gr6a0d e Reduction factor for seismic shear αV,seis - Not applicable 0.70 0.70 0.70 0.70 0.75 0.75 0.75 Strength reduction factor for tension2 φ - 0.75 Strength reduction factor for shear2 φ - 0.65 For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N. For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf. 1Values provided for fractional steel element material types based on specified strengths and calculated in accordance with ACI 318-14 Eq. 17.4.1.2 and Eq. 17.5.1.2b or ACI 318-11 Eq. (D-2) and Eq. (D-29), as applicable. Nuts must be appropriate for the rod, as listed in Table 2 of this report. 2The tabulated value of φ applies when the load combinations of Section 1605.2 of the IBC, ACI 318-14 5.3 or ACI 318-11 9.2, as applicable, are used in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of φ must be determined in accordance with ACI 318-11 D.4.4. ESR-3051 | Most Widely Accepted and Trusted Page 8 of 12 TABLE 5—CONCRETE BREAKOUT AND PRYOUT DESIGN INFORMATION FOR FRACTIONAL THREADED ROD AND REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT OR A CORE DRILL AND DIAMOND CORE BIT1 NOMINAL ROD DIAMETER (inch) / REINFORCING BAR SIZE DESIGN INFORMATION SYMBOL UNITS 3/8 or #3 1/2 or #4 5/8 or #5 3/4 or #6 7/8 or #7 1 or #8 #9 11/4 or #10 - Not 17 Effectiveness factor for cracked concrete kc,cr (SI) Applicable (7.1) - 24 Effectiveness factor for uncracked concrete kc,uncr (SI) (10.0) Minimum embedment hef,min (imncmh) (2630/8) (2730/4) (3719/8) (3819/2) (3819/2) (140 2) (1411/42 ) (1257 ) Maximum embedment hef,max (imncmh) (1411/42 ) (165 2) (1791/12 ) (292 9) (120617/2) (31025 ) (133413/2) (31851 ) Minimum anchor spacing smin (imncmh) (1478/8) (2614/2) (3719/8) (3935/4) (1413/18 ) (152 7) (1545/38 ) (1651/94 ) inch Minimum edge distance cmin (mm) 5d;or see Section 4.1.9 of this report for design with reduced minimum edge distances Minimum member thickness hmin (imncmh) (hheef f ++ 1310/4) hef + 2do 3 Critical edge distance—splitting inch (for uncracked concrete) cac (mm) See Section 4.1.10 of this report Strength reduction factor for tension, concrete failure modes, Condition B2 φ - 0.65 Strength reduction factor for shear, concrete failure modes, Condition B2 φ - 0.70 For SI: 1 inch = 25.4 mm, 1 lbf = 4.448 N. For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 lbf. 1Additional setting information is described in the installation instructions, Figure 2 of this report. 2Condition A requires supplemental reinforcement, while Condition B applies where supplemental reinforcement is not provided or where pryout governs, as set forth in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. The tabulated value of φ applies when the load combinations of Section 1605.2 of the IBC, ACI 318- 14 5.3 or ACI 318-11 9.2, as applicable, are used in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of φ must be determined in accordance with ACI 318-11 D.4.4. 3do = hole diameter; for installation parameters see Table 8 of this report. TABLE 6—BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL THREADED ROD AND REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT1 NOMINAL ROD DIAMETER (inch) / REINFORCING BAR SIZE DESIGN INFORMATION SYMBOL UNITS 3/8 1/2 5/8 3/4 7/8 1 11/4 or or or or or or #9 or #3 #4 #5 #6 #7 #8 #10 Minimum embedment hef,min (imncmh) (2630/8) (2730/4) (3719/8) (3819/2) (3819/2) (140 2) (1411/42 ) (1257 ) Maximum embedment hef,max (imncmh) (1411/42 ) (165 2) (1791/12 ) (292 9) (120617/2) (31025 ) (133413/2) (31851 ) Temperature Range A 2,3,4 Ccohnacrraecttee6r istic bond strength in cracked τk,cr (N/pmsmi 2) appNlicoat ble (434.00) (326.52) (323.37) (321.28) (321.28) (321.28) (321.28) Characteristic bond strength in psi 968 909 870 834 807 783 763 748 uncracked concrete7 τk,uncr (N/mm2) (6.7) (6.3) (6.0) (5.8) (5.6) (5.4) (5.3) (5.2) Temperature Range B 2,3,4 Ccohnacrraecttee6r istic bond strength in cracked τk,cr (N/pmsmi 2) appNlicoat ble (535.87) (435.28) (422.96) (420.82) (420.82) (420.82) (420.82) Characteristic bond strength in psi 1,225 1,151 1,101 1,056 1,021 991 966 946 uncracked concrete7 τk,uncr (N/mm2) (8.5) (7.9) (7.6) (7.3) (7.0) (6.8) (6.7) (6.5) Dry concrete φd - 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 φws - 0.55 0.55 0.55 0.45 0.45 0.45 0.45 0.45 Permissible Installation Water-saturated concrete Conditions5 κws - 1.0 1.0 1.0 1.0 1.0 1.0 0.99 0.97 φwf - 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 Water-filled hole (flooded) κwf - 0.89 0.80 0.73 0.68 0.63 0.60 0.57 0.55 Reduction factor for seismic tension αN,seis - 1.0 For SI: 1 inch = 25.4 mm, 1 psi = 0.006894 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 MPa = 145.0 psi. 1Bond strength values correspond to concrete compressive strength f'c = 2,500 psi. For concrete compressive strength, f'c between 2,500 psi and 8,000 psi, the tabulated characteristic bond strength may be increased by a factor of (f'c / 2,500)0.12 [For SI: (f'c / 17.2)0.12]. See Section 4.1.4 of this report. 2Temperature Range A: Maximum long-term temperature = 110°F (43°C), maximum short-term temperature = 176°F (80°C). Temperature Range B: Maximum long-term temperature = 110°F (43°C), maximum short-term temperature = 140°F (60°C). The maximum short-term temperature may be increased to 162°F (72°C) for Temperature Range B provided characteristic bond strength are reduced by 10 percent. 3Short-term elevated concrete temperatures are those that occur over brief intervals, e.g. as a result of diurnal cycling. Long-term concrete temperatures are roughly constant over significant periods of time. 4Characteristic bond strengths are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind or seismic, bond strengths may be increased by 75 percent for Temperature Range A and Temperature Range B. 5Permissible installation conditions include dry concrete, water-saturated concrete and water-filled holes. Water-filled holes include applications in dry or water- saturated concrete where the drilled holes contain standing water at the time of anchor installation. For installation instructions see Figure 2 of this report. 6For structures assigned to Seismic Design Categories C, D, E or F, bond strength values for cracked concrete do not require an additional reduction factor applied (αN,seis = 1.0). See Section 4.1.11 of this report. 7Bond strength values for uncracked concrete are applicable for structures assigned to Seismic Design Categories A and B only. ESR-3051 | Most Widely Accepted and Trusted Page 9 of 12 TABLE 7—BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL THREADED ROD AND REINFORCING BARS IN HOLES DRILLED WITH A CORE DRILL AND DIAMOND CORE BIT1 NOMINAL ROD DIAMETER (inch) / REINFORCING BAR SIZE DESIGN INFORMATION SYMBOL UNITS 1/2 or #4 5/8 or #5 3/4 or #6 7/8 or #7 1 or #8 Minimum embedment hef,min (imncmh) (2730/4) (3719/8) (3819/2) (3819/2) (140 2) Maximum embedment hef,max (imncmh) (165 2) (1791/12 ) (292 9) (120617/2) (31025 ) Temperature Characteristic bond strength in uncracked psi 895 849 816 791 770 Range A2,3,4 concrete6 τk,uncr (N/mm2) (6.2) (5.9) (5.6) (5.5) (5.3) Temperature Characteristic bond strength in uncracked psi 1,133 1,075 1,033 1,002 975 Range B2,3,4 concrete6 τk,uncr (N/mm2) (7.8) (7.4) (7.1) (6.9) (6.7) Dry concrete φd - 0.55 0.45 0.45 0.45 0.45 Permissible Water-saturated concrete φws - 0.55 0.45 0.45 0.45 0.45 ICnosntadliltaiotinosn5 κws - 1.0 1.0 1.0 1.0 1.0 φwf - 0.45 0.45 0.45 0.45 0.45 Water-filled hole (flooded) κwf -- 0.94 0.95 0.95 0.95 0.96 Reduction factor for seismic tension αN,seis 1.0 For SI: 1 inch = 25.4 mm, 1 psi = 0.006894 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 MPa = 145.0 psi. 1Bond strength values correspond to concrete compressive strength f'c = 2,500 psi. For concrete compressive strength, f'c between 2,500 psi and 8,000 psi, the tabulated characteristic bond strength may be increased by a factor of (f'c / 2,500)0.12 [For SI: (f'c / 17.2)0.12]. See Section 4.1.4 of this report. 2Temperature Range A: Maximum long-term temperature = 110°F (43°C), maximum short-term temperature = 176°F (80°C). Temperature Range B: Maximum long-term temperature = 110°F (43°C), maximum short-term temperature = 140°F (60°C). The maximum short-term temperature may be increased to 162°F (72°C) for Temperature Range B provided characteristic bond strength are reduced by 10 percent. 3Short-term elevated concrete temperatures are those that occur over brief intervals, e.g. as a result of diurnal cycling. Long-term concrete temperatures are roughly constant over significant periods of time. 4Characteristic bond strengths are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind or seismic, bond strengths may be increased by 67 percent for Temperature Range A and Temperature Range B. 5Permissible installation conditions include dry concrete, water-saturated concrete and water-filled holes. Water-filled holes include applications in dry or water- saturated concrete where the drilled holes contain standing water at the time of anchor installation. For installation instructions see Figure 2 of this report. 6Bond strength values for uncracked concrete are applicable for structures assigned to Seismic Design Categories A and B only. TABLE 8—INSTALLATION PARAMETERS FOR FRACTIONAL THREADED ROD AND REINFORCING BARS NOMINAL ROD DIAMETER (inch) / REINFORCING BAR SIZE PARAMETER SYMBOL UNITS 3/8 or #3 1/2 or #4 5/8 or #5 3/4 or #6 7/8 or #7 1 or #8 #9 11/4 #10 Touhtrseiaddee ddi armode t er d (imncmh) 0(9.3.75)5 (01.520.70) (01.56.295) (01.97.510) (02.28.725) (12.050.40) N/A1 (13.12.580) N/A1 Rebar nominal d inch 0.375 0.500 0.625 0.750 0.875 1.000 1.125 N/A1 1.250 outside diameter (mm) (9.5) (12.7) (15.9) (19.1) (22.2) (25.4) (28.7) (31.8) Cnoamrbiindael sdirzilel bit do (dbit) inch 7/16 9/16 11/16 or 3/4 7/8 1 11/8 13/8 13/8 11/2 Dnoiamminoanld s iczoer e bit do (dbit) inch N/A1 5/8 3/4 7/8 1 11/8 N/A1 N/A1 N/A1 Meminbimedumme nt hef,min (imncmh) (2630/8) (2730/4) (3719/8) (3819/2) (3819/2) (140 2) (1411/42 ) (1257 ) (1257 ) Memaxbiemdumme nt hef,max (imncmh) (1411/42 ) (165 2) (1791/12 ) (292 9) (120617/2) (31025 ) (133413/2) (31851 ) (31851 ) Max. torque Tmax ft-lbs 15 33 60 105 Max. torque2 125 165 165 280 280 (low strength rod) Tmax ft-lbs 10 25 50 90 Mspinaciminugm anchor smin (imncmh) (1478/8) (2614/2) (3719/8) (3935/4) (1413/18 ) (152 7) (1545/38 ) (1651/94 ) (1651/94 ) Minimum edge inch 5d;or see Section 4.1.9 of this report for installation parameters with reduced distance cmin (mm) minimum edge distances Mthiinckimneusms member hmin (imncmh) (hheef f ++ 1310/4) hef + 2do For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m. For pound-inch units: 1 mm = 0.03937 inch, 1 N-m = 0.7375 ft-lbf. 1N/A = Not Applicable. 2These values apply to ASTM A36 / F1554, Grade 36 threaded rods.