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HomeMy WebLinkAboutBuilding Miscellaneous 2013-10-2IJ 5,9, 4p,3 - ®iV*' Gary Simantel - Architect 2140ra /q t4 1297 High Street Eugene, Oregon 97401 (541) 485-079 10/2/13 Special Inspection On Wednesday, 10/2/13, I did a job site visit at 2600 19th St. to observe the epoxying of (15) 5/8" diameter and (10) 7/8" diameter (25 total) All-Thread Hold-Down Anchors - all 6" into-concrete-footings. These 25 Hold-Down Anchors were all in perimeter foundation (See attached Plan for locations) . I was there at 3:00 PM - and, it was a gray overcast day (but, not raining) It was ± 60° F. The holes had been drilled. I checked for correct depth - then watched as they were cleaned using compressed air and hole brush. Anchors were set using Simpson SET-XP (expiration date on tubes was 5/15) . Epoxying of these Anchors was done as per Simpson instructions - and, per ICC Evaluation Services Report ESR 2508, reissued on 7/1/11. • J403a344% - ctvEe1 Or etia UP 'COL • 9v) .\ . \ , tu� h o -le' z stg,��g J Z 00 03 r- ° ft ia' ei in N ,<Z i/' ,,./ .ell • NV \\ . .:\ W Y / 11\ ti w . Zi 44 ( FEW ' U p2 0 Nh SIMPSON r7E l Strongrie , . ANCHOR SYSTEMS Preparation and Installation . Cure Schedule In-Service Temperature Sensitivity Improperly Prepared Holes - Base Material Cure Base Material Percent Hole Blown Hole Not Blown • Temperature Time Temperature, Allowable 1.Refer to temperature Hole Not Brushed Hole Not Brushed °F °C `°f °C Load sensitivity chart for • allowable bond strength Adjustment 0 97 7111 40 4 72 hrs. 40 4 100% reduction for temperature. Factor 0.63 65 18 24 hrs.• 70 - 21 100%.- 2. Percent allowable 1. Hole depth was over-drilled to account for dust in 85 29 20 hrs. 110 43 100% load may be linearly hole to achieve required embedment depth. 90 32 16 hrs. .135 57 75% interpolated for Optional testing with SET adhesive was done in compliance with I 150 66 44% intermediate concrete ASTM E488 to determine the effect of concrete dust left in the hole - temperatures. on the performance of this adhesive,and to show SET will consistently 180 '82 -20%-' 3. °0=(°F-32)/1.8 perform better than or equivalent to cast in place anchors,even in improperly prepared holes.The load adjustment factors in the above CARTRIDGE PREPARATION(SIDE-BY-SIDE) table were developed from the results of those tests. •Cut tips from cartridge. •Caution:Adhesive will start to harden in the mixing nozzle after •Attach a clean mixing nozzle(which is free of Do not try to dispense atter adhesive hardens in nozzle. gelled or hardened material)to the cartridge. •When using a pneumatic dispensing tool,air •Tighten nozzle on cartridge. DO NOT OVER-TIGHTEN. pressure must be regulated at 80-100 psi. •Dispense bead of adhesive off to the side to check for proper mixture(a uniform gray color)before using. m Installation into Concrete and Grout Filled CMU ETS Screen Tube Installation into Brick and Ungrouted Masonry(Hollow CMU Similar) el Lai 1)? Iii : • w . ° w ° .° 1. Drill-Drill hole to • _JI [/f (! e} 61 6 ' t specified diameter and Irrrr _ �. MV h e`- #fr v� depth.Drill should he r�."".a�' -' � - set on rotation only. I( 1. Drill-Drill 2. Clean-Remove dust from hole with 3, Cut open lop 2. Clean-Remove dust from hole with oil-free hole to oil-free compressed air.Clean with of cartridge compressed air.Clean with nylon brush and ' specified nylon brush and blow out remaining (SET56 has blow out remaining dust.Note:Dust left in hole diameter dust.Nate:Dust left in hole can removable plugs) can reduce the adhesive's holding capacity. and depth. reduce the adhesive's holding capacity. • III _ ��,l .1 T l n.1 ,. N 3. Fill-Dispense head of adhesive off to the side to check for proper mixture ° + '� (a uniform gray color)before using.Fill screen completely.Always start by filling yj d'v :}", from the bottom of the screen to avoid air pockets.Insert screen into hole. LPL ao, , •s.. iA—l:- + 7--r -rC-'7 4, Attach 5. Fill-Dispense bead of adhesive 6. Insert Anchors must clean off to the side to check for be clean and oil free. .1.,.w, t.;....,..1 mixing proper mixture(a uniform gray Insert anchor,turning nozzle. color)before using.Fill hole slowly until the anchor 4. Insert-Anchors must be clean and oil free.Insert anchor, halfway,starting from bottom contacts the bottom turning slowly until the anchor contacts the bottom of the of hole to prevent air pockets. of the hole.Do not screen.Do not disturb during cure time. Withdraw nozzle as hole fills up. disturb during cure time. SET-PAC Mixing Instructions yl� - 1. 2. �tG '�` �� 3. 4. v Remove cap.Insert Remove red end Insert cartridge black mixing rod into — Turn rod clockwise cap at bottom into tool. center of cartridge. to thread into of cartridge. mixing paddle. WTI 5. 6. 7. 8. UM Dispense SET-PAC A, immediately after opening. I), II Set drill on 1 (- If left in the cartridge,mixed �� �� forward,mix _ Squeeze epoxy will harden in 5-7 ■ up and down Crtridge. minutes.The epoxy in the cartridge may h Push rod to I �� for 2 minutes in- p g Remove alsp reacgh a).U er9ture in excess of ,R:,u bottom d of to i Attach ,Lr.,,t at 1000 rpm rod.Install 200°F(93°C).Use caation handling or cartritl e. to drill. minimum. nozzle. disposing of cartridge until cool. 40 I, • "t ` rig � 'ICC EVALUATION , f SERVICE Most Vltidety Accepted aqd Trusted ICC-ES Evaluation Report ESR-2508 Reissued June 1, 2013 This report is subject to renewal July 1, 2014. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00—CONCRETE SET-XP epoxy adhesive is used with continuously Section: 03 16 00—Concrete Anchors threaded steel rods or deformed steel reinforcing bars: Installation information and parameters are included.with REPORT HOLDER: each adhesive unit package as shown in Figure 1 of this report. SIMPSON STRONG-TIE COMPANY INC. 3.2 Materials: 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 3.2.1 SET-XP Epoxy Adhesive: SET-XP epoxy (800)999-5099 adhesive is an injectable, two-component, 100 percent www.stronatie.com solids, epoxy-based adhesive mixed as a 1-to-1 volume ratio of hardener-to-resin. SET-XP is available in 8.5-ounce EVALUATION SUBJECT: (251 mL), 22-ounce (650 mL), and 56-ounce (1656 mL) cartridges. The two components combine and react when SIMPSON STRONG-TIE®SET-XP®EPDXY ADHESIVE dispensed through a static mixing nozzle attached to the ANCHORS FOR CRACKED AND UNCRACKED cartridge. The shelf life of SET-XP in unopened cartridges CONCRETE is two years from the date of manufacture when stored at temperatures between 45°F and 90°F(7°C and 32°C). 1.0 EVALUATION SCOPE 3.2.2 Dispensing Equipment: SET-XP epoxy adhesive Compliance with the following codes: must be dispensed using Simpson Strong-Tie manual dispensing tools, battery-powered dispensing tools or • 2009,2006 and 2003 International Building Code®(IBC) pneumatic dispensing tools as listed in Tables 7 and 8 of • 2009,2006 and 2003 International Residential Code® this report. (IRC) 3.2.3 Equipment for Hole Preparation: Hole cleaning • 1997 Uniform Building Code'TM (UBC) equipment consists of hole-cleaning brushes and air nozzles. Brushes must be Simpson Strong-Tie hole Property evaluated: cleaning brushes, identified by Simpson Strong-Tie catalog Structural number series ETB. See Tables 7 and 8 in this report, and the installation instructions shown in Figure 1,for additional 2.0 USES information. Air nozzles must be equipped with an The Simpson Strong-Tie® SET-XP® Epoxy Adhesive extension capable of reaching the bottom of the drilled Anchors are used to resist static, wind and earthquake hole. (Seismic Design Categories A through F under the IBC, 3.2.4 Anchor Materials: and Seismic Zones 0 through 4 under the UBC) tension 3.2.4.1 Threaded Steel Rods: Threaded anchor rods, and shear loads in cracked and untracked normal-weight having diameters from 3/e inch to 11/4 inch (9.5 mm to concrete having a specified compressive strength, f'c, of 31.7 mm), must be carbon steel conforming to ASTM 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The anchor F1554, Grade 36. or ASTM A193, Grade 87; or stainless is an alternative to anchors described in Sections 1911 and steel conforming to ASTM A193, Grade B6, B8, or B8M. 1912 of the 2009 and 2006 IBC, Sections 1912 and 1913 Table 2 in this report provides additional details. Threaded of the 2003 IBC, and Sections 1923.1 and 1923.2 of the bars must be clean, straight and free of indentations or UBC. The anchors may also be used where an other defects along their lengths. engineering design is submitted in accordance with Section R301.1.3 of the 2009, 2006 and 2003 IRC. 3.2.4.2 Deformed Reinforcing Bar (Rebar): Deformed steel rebars, having sizes from No. 3 to No. 8, and No. 10, 3.0 DESCRIPTION must conform to ASTM A615 Grade 60. Table 3 in this 3.1 General: report provides additional details. The embedded portions The SET-XP Epoxy Adhesive Anchor System is comprised of reinforcing bars must be straight, and free of mill scale, T of the following components: rust, mud, oil, and other coatings that may impair the bond with adhesive. Reinforcing bars must not be bent after • SET-XP epoxy adhesive packaged in cartridges installation except as set forth in Section 7.3.2 of ACI 318, • Adhesive mixing and dispensing equipment with the additional condition that the bars must be bent cold, and heating of reinforcing bars to facilitate field • Equipment for hole cleaning and adhesive injection bending is not permitted. ICC-ES Evaluation Reports a'e not to he construed as representing aesthetics or our other atvibutes not specifically addressed,nor are they to be construed as an endorsement of the subject o f the report ora recommendation for its use.There is no humour In ICC Evaluation Service,LLC,cypress o implied.as Eat to an:Jinding or other natter in this report,or as to oar product covered be the report - ,n,..o«,, - Copyright©2013 Page 1 of 17 ESR-2508 I Most Widely Accepted and Trusted Page 2 of 17 3.2.4.3 Ductility: In accordance with ACI 318 D.1, for D.4.1.4.1—For single anchors, ON„=0.750Nao the steel element to be considered ductile, the tested elongation must be at least 14 percent and reduction of D.4.1.4.2—For anchor groups, Eq. (D-1) shall be satisfied area must be at least 30 percent. Steel elements used for by taking ON„ = 0.75 tbNao for that anchor in an anchor anchoring with an elongation of less than 14 percent or a group that resists the highest tension load. reduction of area less than 30 percent, or both, are D.4.1.4.3 — Where shear loads act concurrently with the considered brittle. Where values are nonconforming or sustained tension load, interaction of tension and shear unstated, the steel must be considered brittle. shall be analyzed in accordance with D.4.1.3. 3.2.5 Concrete: Modify ACI 318 D.4.2.2 in accordance with the 2009 IBC • Normal-weight concrete with a minimum compressive Section 1908.1.10 as follows: strength at the time of anchor installation of 2,500 psi D.4.2.2— The concrete breakout strength requirements for (17.2 MPa), but not less than that required by the anchors in tension shall be considered satisfied by the applicable code, nor more than 8,500 psi(58.6 MPa), must design procedure of.D.5.2 provided Equation D-8 is not conform to Sections 1903 and 1905 of the IBC or UBC, as used for anchor embedments exceeding 25 inches. The applicable. concrete breakout strength requirements for anchors in 4.0 DESIGN AND INSTALLATION shear with diameters not exceeding 2 inches'shall be considered satisfied by the design procedure of D.6.2. For 4.1 Strength Design: anchors in shear with diameters exceeding 2 inches, shear 4.1.1 General: The design strength of anchors under the anchor reinforcement shall be provided in accordance with 2009 and 2003 IBC, Section R301.1.3 of the 2009 and the procedures of D.6.2.9. 2003 IRC,and the UBC must be determined in accordance 4.1.2 Static Steel Strength in Tension: The nominal with ACI 318-08 Appendix D and this report. steel strength of a single anchor in tension, Ma, in The design strength of anchors under the 2006 IBC and accordance with ACI 318 D.5.1.2, and the strength 2006 IRC must be determined in accordance with ACI reduction factor: 0, corresponding to the steel element 318-05 Appendix D and this report. - selected, is given in Tables 2 and 3 of this report for use A design example in accordance with the 2009 IBC is with the load combinations of ACI 318 Section 9.2 as set given in Figure 2 of this report. Design parameters are forth in Section D.4.4. provided in Tables 2, 3, 4, 5A, and 5B of this report. 4.1.3 Static Concrete Breakout Strength in Tension: Design parameters are based on the 2009 IBC (ACI The nominal concrete breakout strength of a single anchor 318-08) unless noted otherwise in Sections 4.1.1 through or group of anchors in tension, Nab or Nabo, must be 4.1.12 of this report. The strength design of anchors must calculated in accordance with ACI 318 D.5.2, with the satisfy the requirements of ACI 318 D.4.1, except as following addition: required in ACI 318 D.3.3. Strength reduction factors, 0, described in ACI 318 D.4.4, and noted in Tables 2, 3, 4, D.5.2.10 (2009 IBC) or D.5.2.9 (2006 IBC) — The limiting 5A, and 5B of this report, must be used for load concrete strength of adhesive anchors in tension shall be combinations calculated in accordance with Section calculated in accordance with D.5.2.1 to D.5.2.6 where the 1605.2.1 of the IBC, ACI 318 Section 9.2, or Section value of k,to be used in Eq. (D-7)shall be: 1612.2 of the UBC. Strength reductions factors, 0, kc,a = 17 where analysis indicates cracking at service described in ACI 318 D.4.5 must be used for load load levels in the anchor vicinity (cracked combinations calculated in accordance with Appendix C of concrete) ACI 318 or Section 1909.2 of the UBC. ke,„na = 24 where analysis indicates no cracking(fr<f,)at The following sections provide amendments to ACI 318 service load levels in the anchor vicinity Appendix D as required for the strength design of adhesive (uncracked concrete) anchors. In conformance with ACI 318, all equations are expressed in inch-pound units. The basic concrete breakout strength of a single anchor in tension, Nb, must be calculated in accordance with ACI Modify ACI 318 D.4.1.2 as follows: 318 D.5.2.2 using the values of h01, k�,, and kqu„a, as D.4.1.2 — In Eq. (0-1) and (D-2), ON„ and OV„ are the described in Table 4 of this report. The modification factor lowest design strengths determined from all appropriate A shall be taken as 1.0. Anchors shall not be installed in failure modes. ON„ is the lowest design strength in tension lightweight concrete. In accordance with ACI 318 D.3.5, of an anchor or group of anchors as determined from the value of f'' used for calculation purposes must be consideration of ON,,,, either ON,or ON„and either cN„b or limited to 8,000 psi (55.1 MPa) maximum for uncracked ON,* OV„ is the lowest design strength in shear of an concrete. The value of f'„ used for calculation purposes anchor or a group of anchors as determined from must be limited to 2,500 psi (17.2 MPa) maximum for consideration oh 04, either OVrb or OV„eo, and either 04 cracked concrete regardless of in-situ concrete strength. or 049. For adhesive anchors subjected to tension 4.1.4 Static Pullout Strength in Tension: In lieu of resulting from sustained loading, refer to D.4.1.4 in this determining the nominal pullout strength in accordance • report for additional requirements. with ACI 318 D.5.3, the nominal bond strength in tension Add ACI 318 D.4.1.4 as follows: must be calculated in accordance with the following sections added to ACI 318 and using values described in D.4.1.4 — For adhesive anchors subjected to tension Tables 5A and 5B of this report: resulting from sustained loading, a supplementary design D.5.3.7 - The nominal strength of a single adhesive analysis shall be performed using Eq. (D-1) whereby Alva is anchor, Na, or group of adhesive anchors, Nag, in tension determined from the sustained load alone, e.g., the dead shall not exceed: load and that portion of the live load acting that may be considered as sustained and ON„is determined as follows: (a) for a single anchor • ESR-2508 I Most Widely Accepted and Trusted Page 3 of 17 In the case where eccentric loading exists about two Na = AA, Wed,Na W.Na Na0 (D-16a) orthogonal axes,'the modification factor WecNa must be A,vao computed for each axis individually and the product of these factors used as WecNa in Eq.(D-16b). (b)for a group of anchors 0.5.3.12 - The modification factor for edge effects for single adhesive anchors or anchor groups loaded in Nag = ANa Ws Na Wec,Na Wed,Na Wp,Na Nao (D-16b) tension is: ANA WecNa = 1.0 (D-161) where: when ca, „,,?ce,,Na Ana is the projected area of the failure surface for the or anchor or group of anchors that shall be approximated as the base of the rectilinear geometrical figure that results WecNa = (0.7+0.3 x(ca,,,;,,/ccr,Na)]5 1.0 (0-16m) from projecting the failure surface outward a distance ea-ma when carom<Ca,,Na from the centerline of the single anchor, or in the case of a group of anchors, from a fine through a row of adjacent D.5.3.13— When an adhesive anchor or group of adhesive anchors. ANa shall not exceed nANaO where n is the number anchors is located in a region of a concrete member where of anchors in tension in the group. (Refer to ACI 318 analysis indicates no cracking at service load levels, the Figures RD.5.2.1a and RO.5.2.lb and replace the terms nominal strength, Na or Nag, of a single adhesive anchor or 1.5har and 3.0h01 with c„,Na and s,s,Na, respectively.) a group of adhesive anchors shall be calculated according ANao is the projected area of the failure surface of a single to Eq. (D-16a) and Eq. (D-16b) with TA u,cr (see Table 5A anchor without the influence of proximate edges in accordance with Eq. (D-16c): and 5B of this report) substituted for TA c,.in the calculation ANa° _ (S¢,Na)Z (0-16c) of the basic strength Nag in accordance with Eq. (D-160. The factor W9,Nao shall be calculated in accordance with with: Eq. (0-16h) whereby the value of z. shall be q� ( ) Y A,nnc, S,gNa = 20 d x (TA,p„n./1450)0.5<—3 x hat (D-16d) substituted for TA c,.and the value of TA „„xJ,,,c,.shall be D.5.3.8 - The critical spacing sp,Na and critical edge cUNa calculated in accordance with Eq. (D-16n) and substituted must be calculated as follows:- for VAo„„r,c,. in Eq. (D-16h). s,gNa = as given by Eq. (D-16d) Cfi,Na = Srr,Na/2 (D-16e) Tk,n,nx.,nc,. =(kc,una/(rr X di) x (h91 x rc)0.5 (D-16n) D.5.3.9 — The basic strength of single adhesive anchor in 0.5.3.14 — When an adhesive anchor or a group of tension in cracked concrete shall not exceed: adhesive anchors is located in a region of a concrete Nao = ,”. xnxdxhar A (D-160 member where analysis indicated no cracking at service load levels, the modification factor Waive shall be taken as: zA c,. = the characteristic bond strength in cracked Wp.Na = 1.0 when comm, ?cac (D-160) concrete having specified compressive or strength, ft. See Table 5,4 and 58 of this report. Wp.Na = max c,,,11,, .m,I when ca,,,,,,<car (0-16p) D.5.3.10 - The modification factor for the influence of the failure surface of a group of adhesive anchors is: For all other cases, Wp,Na = 1.0 (e.g. when cracked Wg,Na = WgNaW+I(S/SC.Na)05 x (1-W9,Na0)] (D-16g) concrete is considered). where: • The value of cat must be as noted in Section 4.1.10 of this report. Cc,,Na is determined using equation D-16e. s=actual spacing of anchors(see Tables 1 and 4 for sin;,,) Additional information for the determination of nominal W,Nao = n°5-((n°5 1 x T. /T. )'5]>1.0 bond strength in tension is given in Section 4.1.8 of this B - ) ( A Anmx.cr report. (D-16h) 4.1.5 Static Steel Strength in Shear: The nominal steel n = the number of tension-loaded adhesive strength of a single anchor in shear, Vsa, in accordance anchors in a group. with ACI 318 D.6.1.2, is given in Tables 2 and 3 of this report. The strength reduction factor, 0, corresponding to z A. ={kc.o/(n x d)) x (Nix rc)°'5 (D-16i) the steel element selected, is also given in Tables 2 and 3 'm0''” of this report for use with load combinations of ACI 318 D.5.3.11 - The modification factor for eccentrically loaded Section 9.2 as set forth in D.4.4. adhesive anchor groups is: 4.1.6 Static Concrete Breakout Strength in Shear: The WecNa = 1/{1 +(2e'N/sc,,Na))5 1.0 (0-16]) nominal concrete breakout strength of a single anchor or Eq. (D-161)is valid for e'N S s/2 group of anchors in shear, Vc5 or Vc59, must be calculated in accordance with ACI 318 D.6.2, with modifications as If the loading on an anchor group is such that only some described in this section. The basic concrete breakout anchors are in tension, only those anchors that are in strength in shear, Vb, must be calculated in accordance tension must be considered when determining the with ACI 318 D.6.2.2 using the values of her and do as eccentricity e'N for use in Eq. (D-161). described in Table 4 of this report in lieu of la and da • ESR-2508 I Most Widely Accepted and Trusted Page 4 of 17 (2009 IBC). In no case shall la exceed 8do. The value of f", 4.1.10 Critical Edge Distance cac: In lieu of ACI 318 must be limited to 8,000 psi (55.1 MPa), in accordance D.8.6,cac must be determined as follows: with ACI 318 Section D.3.5. 0.4 4.1.7 Static Concrete Pryout Strength in Shear: In lieu cap=her 1160) .max 13.1-0.7 a; 1.4I Eq.(4-1) of determining the nominal pryout strength in accordance where rk,unrr is the characteristic bond strength in with ACI 318 D.6.3.1, nominal pryout strength in shear uncracked concrete in Tables 5A and 5B, his the member must be calculated in accordance with the following thickness, and her is the embedment depth. . sections added to ACI 318: • D.6.3.2 - The nominal pryout strength of an adhesive rk.a,,,,need not be taken as greater than: • anchor Vep or group of adhesive anchors V,9 shall not k,,,,r, heel,. . exceed: Tk„°,, rrd• (a) for a single adhesive anchor 4.1.11 Design Strength in Seismic Design Categories Vt, = mini ka0 Na;k„Ncb I (D-30a) C, D, E and F: In structures assigned to Seismic Design (b) for a group of adhesive anchors Category C, D, E or F under the IBC or IRC, or Seismic VeP9 = min k�P Nag;konNob9 (D-306) Zone 2B, 3 or 4 under the UBC, the design must be performed according to ACI 318 D.3.3, and the anchor where: strength must be adjusted in accordance with 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16. For kep = 1.0 for her<2.5 inches brittle steel elements, the anchor strength must be kgp = 2.0 for her?2.5 inches adjusted in accordance with ACI 318-08 D.3.3.5 or D.3.3.6, Na shall be calculated in accordance with Eq.(D-16a) or ACI 318-05 D.3.3.5. The nominal steel shear strength, Nag shall be calculated in accordance with Eq.(0-16b) Vsa, must be adjusted by ov,sels as given in Tables 2 and 3 of this report for the corresponding anchor steel. The Neb, Nrb9 are determined in accordance with D.5.2. nominal bond strength, Tk o., must be adjusted by UN,se;s 4.1.8 Bond Strength Determination: Bond strength for the 7/8-inch (22 mm) and 1-inch (25.4 mm) diameter values are a function of the concrete condition (cracked or anchors and#7 and #8 reinforcing bars, as given in Tables uncracked), the installation conditions (dry or water 5A and 56 of this report respectively: saturated concrete), and the special inspection level provided. Strength reduction factors, 0, listed below and in 4.1.12 Interaction of Tensile and Shear Forces: For • Tables 5A and 5B are utilized for anchors installed in dry or designs that include combined tension and shear, the saturated concrete in accordance with the level of interaction of tension and shear loads must be calculated inspection provided (periodic or continuous), as applicable. in accordance with ACI 318 D.7. Bond strength values must be modified with the factor Ksel 4.2 Allowable Stress Design (ASD): ' for cases where the holes are drilled in water-saturated concrete as follows: 4.2.1 General: For anchors designed using load combinations in accordance with IBC Section 1605.3 or SPECIAL PERMISSIBLE BOND ASSOCIATED UBC Section 1612.3 (Allowable Stress Design), allowable • INSPECTION INSTALLATION STRENGTH STRENGTH loads shall be established using Eq.(4-2)or Eq.(4-3): LEVEL CONDITION REDUCTION FACTOR Tallawable,ASD = ON,Ja Eq. (4-2) Continuous Dry concrete rk ' 040'.. and ,t Vai!owabie,ASD' = ¢V,Ja Eq.(4-3) Continuous Water-saturated T x K,•,. vtiaci where: Periodic Dry concrete T ¢a,,,; Talloweae.ASD = Allowable tension load(Ibf or kN) Vellewable,ASD = Allowable shear load(lbf or kN) Periodic Water-saturated Tk xKm,o; 9,ata ¢N„ = The lowest design strength of an rk. in the table above refers to Tk.c� k or T..ea , and anchor or anchor group in tension as . cr determined in accordance with ACI where applicable, the modified bond strengths must be 318 Appendix D as amended in used in lieu of 7 or T � Section 4.1 of this report and 2009 k.rr k °^e IBC Sections 1908.1.9 and 1908.1.10 4.1.9 Minimum Member Thickness, hmla, Minimum or 2006 IBC Section 1908.1.16, as Anchor Spacing, s,,,,,,, and Minimum Edge Distance, applicable. c,,,m: In lieu of ACI 318 D.8.3, values of c,,, and sra;,, On = The lowest design strength of an provided in Table 1 of this report must be used. In lieu of anchor or anchor group in shear as using ACI 318 D.8.5, minimum member thickness, h„s, determined in accordance with ACI must be in accordance with Table 1 of this report. In 318 Appendix D as amended in determining minimum edge distance, c,,n, the following Section 4.1 of this report and 2009 section must be added to ACI 318: IBC Sections 1908.1.9 and 1908.1.10 D.8.8 — For adhesive anchors that will remain untorqued, or 2006 IBC Section 1908.1.16, as the minimum edge distance shall be based on minimum applicable. cover requirements for reinforcement in Section 7.7. For a = Conversion factor calculated as a adhesive anchors that will be torqued, the minimum edge weighted average of the load factors distance and spacing shall be taken from Table 1 of this for the controlling load combination. In report. addition, a must include all applicable ESR-2508 I Most Widely Accepted and Trusted Page 5 of 17 factors to account for non-ductile 1. Frequency of proof loading based on anchor type, failure modes and required over- diameter,and embedment; strength. 2. Proof loads by anchor type, diameter, embedment and Table 6 provides an illustration of calculated Allowable location; Stress Design (ASD) values for each anchor diameter at minimum embedment depth. 3. Acceptable displacements at proof load; The requirements for member thickness, edge distance 4. Remedial action in the event of failure to achieve proof and spacing; described in Table 1 of this report, must load or excessive displacement. apply. Unless otherwise directed by the registered design • 4.2.2 Interaction of Tensile and Shear Forces: In lieu professional, proof loads must be applied as confined of ACI 318 Sections D.7.1, D.7.2 and D.7.3, interaction of tension tests. Proof load levels must not exceed the lesser tension and shear loads must be calculated as follows: of 50 percent of expected peak load based on adhesive bond strength nor 80 percent of the anchor yield strength. If Tapplien< 0.2 Tallowable ASD, then the full allowable strength The proof load shall be maintained at the required load in shear, Venpwable,ASD,shall be permitted. level for a minimum of 10 seconds. If Vappled 5 0.2 Vaiipwabte,Aso, then the full allowable strength Continuous special inspection is required for all cases in tension, Tauewabta,ASD, must be permitted. where anchors installed overhead (vertical up) are For all other cases: designed to resist sustained tension loads. ;mod + wappuaJ 1 2 Eq. (4-4) 4.4.3 Periodic Special Inspection TatlowabIe,ASD Vaupwabie,ASO Installations made under periodic special inspection must 4.3 Installation: be performed where required in accordance with 2009 IBC Sections 1704.4 and 1714.15, 2006 and 2003 IBC Installation parameters are provided in Table 1, 7, 8, 9 and Sections 1704.4 and 1704.13, or Section 1701.5 of the in Figure 1. Anchor locations must comply with this report UBC,whereby periodic special inspection is defined in IBC ' and the plans and specifications approved by the building Section 1702.1, UBC Section 1701.6.2, and this report. official. Installation of the SET-XP Epoxy Adhesive Anchor The special inspector must be on the jobsite initially during System must conform to the manufacturer's. published anchor installation to verify anchor type, anchor installation instructions included in each package unit and dimensions, concrete type, concrete compressive strength, as described in Figure 1. The nozzles, brushes, dispensing adhesive identification and expiration• date, hole tools and adhesive retaining caps listed in Tables 7 and 8, dimensions, hole cleaning procedures, anchor spacing, supplied by the manufacturer, must be used along with the edge distances, concrete thickness, anchor embedment, adhesive cartridges. tightening torque and adherence to the manufacturer's The anchors may be used for floor(vertically down), wall printed installation instructions. The special inspector must (horizontal), and overhead applications. Overhead and verify the initial installations of each type and size of upwardly inclined applications are limited to use with the adhesive anchor by construction personnel on site. 3/8., t/2., /e-.and 3/4.inch-diameter(9.5, 12.7, 15.9, and 19.1 Subsequent installations of the same anchor type and size mm)threaded rods and No. 3,4, 5,and 6 reinforcing bars. by the same construction personnel is permitted to be 4.4 Special Inspection: performed in the absence of the special inspector. Any change in the anchor product being installed or the 4.4.1 General: personnel performing the installation must require an initial Installations may be made under continuous special inspection. For ongoing installations over an extended inspection or periodic special inspection, as determined by period, the special, inspector must make regular the registered design professional. See Section 4.1.8 and inspections to confirm correct handling and installation of Tables 5A and 5B of this report for special inspection the product. requirements, including strength reduction factors, 44. Under the IBC, additional requirements as set forth in corresponding to the type of inspection provided. • Sections 1705, 1706, or 1707 must be observed, where 4.4.2 Continuous Special Inspection applicable. Installations made under continuous special inspection 4.5 Compliance with NSF/ANSI Standard 61: with an onsite proof loading program must be performed in SET-XP Epoxy Adhesive Anchor Systems comply with accordance with 2009 IBC Sections 1704.4 and 1704.15, requirements of NSF/ANSI Standard 61, as referenced in 2006 and 2003 IBC Sections 1704.4 and 1704.13, and Section 605 of the 2006 International Plumbing Code(IPC) Section 1701.5 of the UBC, whereby continuous special for products used in water distribution systems. SET-XP inspection is defined in IBC Section 1702.1, UBC Section Epoxy Adhesive Anchor Systems may have a maximum 1701.6.1, and this report. The special inspector must be on exposed surface area to volume ratio of 216 square inches the jobsite continuously during anchor installation to verify per 1000 gallons (3785 L)of potable water and/or drinking anchor type,,adhesive identification and expiration date, water treatment chemicals. The focus of NSF/ANSI anchor dimensions, concrete type, concrete compressive Standard 61 as it pertains to adhesive anchors is to ensure strength, hole drilling method, hole dimensions, hole that the contaminants or impurities imparted from the cleaning procedures, anchor spacing, edge distances, adhesive products to the potable water do not exceed concrete thickness, anchor embedment, tightening torque acceptable levels. and adherence to the manufacturer's printed installation instructions. 5.0 CONDITION OF USES The proof loading program must be established by the The Simpson Strong-Tie SET-XP Epoxy Adhesive Anchor registered design professional. As a minimum, the System described in this report is a suitable alternative to following requirements must be addressed in the proof what is specified in the codes listed in Section 1.0 of this loading program: report, subject to the following conditions: ESR-2508 I Most Widely Accepted and Trusted Page 6 of 17 5.1 SET-XP epoxy adhesive anchors must be installed in • Anchors are used to support nonstructural accordance with the manufacturer's published elements. installation instructions as shown in Figure 1 of this 5.14 Since an ICC-ES acceptance criteria for evaluating report. data to determine the performance of adhesive 5.2 The anchors must be installed in cracked and anchors subjected to fatigue or shock loading is uncracked normal-weight concrete having a specified unavailable at this time, the use of these anchors compressive strength f'' = 2,500 psi to 8,500 psi under such conditions is beyond the scope of this • (17.2 MPa to 58.6 MPa). report. 53 The values of f'' used for calculation purposes must 5.15 Use of zinc-plated carbon steel threaded rods or not exceed 8,000 psi (55.1 MPa) for uncracked steel reinforcing bars is limited to dry, interior • concrete. The value of f', used for calculation locations. purposes must not exceed 2500 psi (17.2 MPa) for tension resistance in cracked concrete. 5.16 Steel anchoring materials in contact with preservative- treated Anchors must be installed in concrete base materials treated and fire-retardant-treated wood shall be zinc- 5.4 holes must be with carbide-tipped drill bits coated steel or stainless steel. The coating weights in complying with ANSI 8wi h.1ca b94. for zinc-coated steel shall be in accordance with ASTM A153 Class C or D. 5.5 Loads applied to the anchors must be adjusted in 5.17 Only stainless steel anchors are permitted for exterior accordance with Section 1605.2 of the IBC or exposure or damp environments. Sections 1612.2 or 1909.2 of the UBC for strength design, and in accordance with Section 1612.3 of the 5.18 Special inspection must be provided in accordance UBC and Section 1605.3 of the IBC for allowable with Section 4.4 of this report. Continuous special stress design. inspection for overhead installations (vertical up) that 5.6 SET-XP epoxy adhesive anchors are recognized for are designed to resist sustained tension loads must use to resist shod-term and long-term loads, including be provided in accordance with Section 4.4 of this wind and earthquake loads, subject to the conditions report. of this report. 5.19 SET-XP epoxy adhesive anchors may be used for 5.7 In structures assigned to Seismic Design Category C, floor(vertically down), wall (horizontal), and overhead D, E,or F under the IBC or IRC, anchor strength shall applications. Overhead and upwardly inclined comply with the requirements of 2009 IBC Section applications are limited to use with the 3/8-, '/2-, 5/8-, 1908.1.9 or 2006 IBC Section 1908.1.16. and 3/4-inch-diameter (9.5, 12.7, 15.9, and 19.1 mm) 5.8 SET-XP Epoxy Adhesive Anchors are permitted to be threaded rods and No. 3,4, 5,and 6 reinforcing bars. installed in concrete that is cracked or that may be 5.20 SET-XP epoxy adhesive is manufactured and expected to crack during the service life of the anchor, packaged into cartridges by Simpson Strong-Tie subject to the conditions of this report. Company Inc., in Addison, Illinois, with quality control 5.9 Strength design values shall be established in inspections by CEL Consulting(AA-639). accordance with Section 4.1 of this report. 6.0 EVIDENCE SUBMITTED 5.10 Allowable design values shall be established in 6.1 Data in accordance with the ICC-ES Acceptance accordance with Section 4.2 of this report. Criteria for Post-installed Adhesive Anchors in 5.11 Minimum anchor spacing and edge distance as well Concrete(AC308), dated February 2012. as minimum member thickness and critical edge 6.2 Data in accordance with NSF/ANSI Standard 61, distance must comply with the values described in Drinking Water Systems Components-Health Effects, this report. for the SET-XP adhesive. 5.12 Prior to installation, calculations and details 7.0 IDENTIFICATION demonstrating compliance with this report must be submitted to the code official. The calculations and 7.1 SET-XP Epoxy Adhesive is identified in the field by details must be prepared by a registered design labels on the cartridge or packaging, bearing the professional where required by the statutes of the company name (Simpson Strong-Tie Company, Inc.), jurisdiction in which the project is to be constructed. product name (SET-XP), the batch number, the expiration date, the name- 5.13 Fire-resistive construction: Anchors are not permitted of the inspection agency to support fire-resistive construction. Where not (CEL Consulting), and the evaluation report number otherwise prohibited in the code, SET-XP epoxy (ESR-2508). adhesive anchors are permitted for installation in fire- 7.2 Threaded rods, nuts, washers and deformed resistive construction provided at least one of the reinforcing bars are standard elements and must following conditions is fulfilled: conform to applicable national or international specifications. • • • Anchors are used to resist wind or seismic forces only. • Anchors that support gravity load-bearing structural elements are within a fire-resistive envelope or a • fire resistive membrane, are protected by approved fire-resistive materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. ESR-2508 ( Most Widely Accepted and Trusted Page 7 of 17 TABLE 1-SET-XP EPDXY ADHESIVE ANCHOR INSTALLATION INFORMATION Nominal Rod Diameter do(inch) Characteristic Symbol Units 3/8 5/8 , /e /2 /e /4 /a 1 1 /4 Drill Bit Diameter dnw, in. 1/2 s/e '/4 '/a 1 1'/e 1'/e Maximum Tightening Torque Tins, ft-lb 10 20 30 45 60 80 125 Permitted Embedment Depth Range he..;, in. 23/8 2'/4 3'/, 372 33/, 4 5 Minimum/Maximum he,,,,, in. 71/2 10 12'/2 15 171/2 20 25 Minimum Concrete Thickness rhos in. h,1+5d, Critical Edge Distance c„ in. See Section 4.1.10 of this report. Minimum Edge Distance cm;, in. 1 /4 2'/4 Minimum Anchor Spacing s,,, in. 3 6 For SI:=1 inch=25.4 mm,1 ft-lb=1.356 Nm. TABLE 2-STEEL DESIGN INFORMATION FOR THREADED ROD Nominal Rod Diameter(inch) Characteristic Symbol Units , s , /e /2 /e /4 7/8 1 1'/4 Nominal Diameter d, in. 0.375 0.5 0.625 0.75 0.875 1 1.25 Minimum Tensile Stress Area A„ in.' 0.078 0.142 0.226 0.334 0.462 0.606 0.969 Tension Resistance of Steel 4525 8235 13110 19370 26795 35150 56200 -ASTM F1554,Grade 36 Tension Resistance of Steel 9750 17750 28250 41750 57750 75750 121125 -ASTM A193,Grade B7 Tension Resistance of Steel-Stainless Steel N°= lb. 8580 15620 • 24860 36740 50820 66660 106590 ASTM A193,Grade B6(Type 410) Tension Resistance of Steel-Stainless Steel ASTM A193,Grade B8 and B8M 4445 8095 12880 19040 26335 34540 55235 (Types 304 and 316) Strength Reduction Factor for Tension -Steel Failure' - 0.75 Minimum Shear Stress Area A„ in 2 0.078 0.142 0.226 0.334 0.462 0.606 0.969 Shear Resistance of Steel 2260 4940 7865 11625 16080 21090 33720 -ASTM F1554,Grade 36 Shear Resistance of Steel 4875 10650 16950 25050 34650 45450 72675 -ASTM A193,Grade B7 Shear Resistance of Steel -Stainless Steel ASTM A193,Grade B6 V„ lb. 4290 9370 14910 22040 30490 40000 63955 (Type 410) Shear Resistance of Steel -Stainless Steel ASTM A193,Grade 68 and 2225 4855 7730 11425 15800 20725 33140 B8M(Types 304 and 316) Reduction for Seismic Shear 0.87 0.78 0.68 0.68 0.68 0.68 0.65 -ASTM A307,Grade C Reduction for Seismic Shear 0.87 0.78 0.68 0.68 0.68 0.68 0.65 -ASTM A193,Grade B7 Reduction for Seismic Shear-Stainless Steel ov a - v ASTM A193,Grade B6(Type 410) 0.69 0.82 0.75 0.75 0.75 0.83 0.72 Reduction for Seismic Shear-Stainless Steel ASTM A193,Grade 138 and B8M 0.69 0.82 0.75 0.75 0.75 0.83 0.72 (Types 304 and 316) Strength Reduction Factor for Shear _ 0.65 -Steel Failure 'The tabulated value of 0 applies when the load combinations of Section 1605.2.1 of the IBC,Section 1612.2 of the UBC,or ACI 318 Section 9.2 are used.If the load combinations of Section 1909.2 of the UBC or ACI 318 Appendix C are used,the appropriate value of m must be determined in accordance with ACI 318 D.4.5. ESR-2508 I Most Widely Accepted and Trusted Page 8 of 17 TABLE 3-STEEL DESIGN INFORMATION FOR REINFORCING BAR(REBAR) Bar Size Characteristic Symbol Units #3 #4 #5 #6 #7 #8 #10 Nominal Diameter d, in. 0.375 0.5 0.625 0.75 0.875 1 1.25 Minimum Tensile Stress Area A„ in.2 0.11 0.20 0.31 0.44 0.6 0.79 1.23 " Tension Resistance of Steel-Rebar(ASTM A615 Gr.60) N„ lb. 9900 18000 27900 39600 54000 71100 110700 Strength Reduction Factor for Tension-Steel Failure' 0 - 0.65 Minimum Shear Stress Area A,5 in.2 0.11 0.20 0.31 0.44 0.6 0.79 1.23 Shear Resistance of Steel-Rebar(ASTM A615 Gr.60) V. lb. 4950 10800 16740 23760 32400 42660 66420 Reduction for Seismic Shear-Rebar(ASTM A615Gr.60) av,,,, - 0.85 0.88 0.84 0.84 0.77 0.77 0.59 Strength Reduction Factor for Shear-Steel Failure' 0 - 0.60 'The tabulated value of 0 applies when the load combinations of Section 1605.2.1 of the IBC,Section 1612.2 of the UBC,or ACI 318 Section 9.2 are used.If the load combinations of Section 1909.2 of the UBC or ACI 318 Appendix C are used,the appropriate value of ills must be determined in accordance with ACI 318 D.4.5. TABLE 4-CONCRETE BREAKOUT AND PRYOUT DESIGN INFORMATION FOR THREADED ROD/REBAR ANCHORS Nominal Rod/Rebar Diameter Characteristic Symbol Units a s a 1'/4"or /e,.or#3 /2'or#4 /e' or#5 /4"or#6 /e'"or#7 1"or#8 #10 Nominal Diameter do in. 0.375 0.5 0.625 0.75 0.875 1 1.25 Permitted Embedment Depth Range Min. ham. in. 22/, 23/4 3'/a 372 32/4 4 5 /Max. hotma, In. 772 10 1272 15 17'/2 20 25 Minimum Concrete Thickness hm;n in, het+5d, Critical Edge Distance c,1 in. See Section 4.1.10 of this report. Minimum Edge Distance cmm in. 12/4 22/4 Minimum Anchor Spacing smm in. 3 • 6 • Effectiveness Factor for kc,m - 17 Uncracked Concrete Effectiveness Factor for kc,,m„ - 24 Uncracked Concrete Strength Reduction Factor- Concrete Breakout Failure in Tension' - 0.65 - Strength Reduction Factor-Concrete - 070 Breakout Failure in Shear' . ' Strength Reduction Factor- - • 0.70 Pryout Failure 'The tabulated values of 0 applies when both the load combinations of Section 1605.2.1 of the tBC,Section 1612.2 of the UBC,or ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c)for Condition B are met. If the load combinations of Section 1909.2 of the UBC or ACI 318 Appendix Care used,the appropriate value of m must be determined in accordance with ACI 318 D.4.5(c)for Condition B. ESR-2508 I Most Widely Accepted and Trusted Page 9 of 17 . TABLE 5A—SET-XP EPDXY ADHESIVE ANCHOR THREADED ROD BOND STRENGTH DESIGN INFORMATION' Nominal Rod Diameter Condition Characteristic Symbol Units 3/8. n/2" °/g" at," 7/e 1•• 11/4" , Temperature Characteristic Bond Strength ' z,une, psi 1510 2250 2075 1905 1730 1555 1205 Range 1 for Permitted Minimum hem*, 23/8 23/4 3'/e 31/2 33/4 4 5 Uncracked Embedment Depth in. , Concrete" Range Maximum he,,ma. 7112 10 121/2 15 171/2 20 25 Temperature Characteristic Bond Strength'6 Txu - psi 1165 995 • 855 - 760 700 •675 675 • Range 1 for Permitted Minimum ham,n 3 4 5 6 7 8 10 - Cracked, Depth in. , , . , Concrete" Range Maximum 11.2„.„ 7i/2 10 121/2 15 17/2 20 25 Temperature Characteristic Bond Strength Taanc, psi 780 1160 1070 980 895 800 625 Range 2 for Permitted Minimum he,,,mn 23/8 23/4 31/8 31/2 33/4 4 5 • Uncracked Embedment Depth ' in. , , Concrete"' Range Maximum henna. 71/2 10 121 15 17 12 20 ' 25 Temperature Characteristic Bond Strength$8 i,., psi 600 515 440 390 360 350 350 Range 2 for _ Permitted Minimum hermit, 3 4 5 6 7 8 10 Cracked Embedment Depth in. , • , , Concrete234 Range Maximum henna. , 71/2 10 12%. 15 17I/2 20 25 Strength Reduction Factor- 0.65 Dry Concrete Od`r° Continuous Strength Reduction Factor- 0.45 Inspection Water-saturated Concrete 0S8'." Additional Factor-Water- • Ku,,a 0.57 saturated Concrete • Strength Reduction Factor- • 0.55 Dry Concrete Odry,P' • Periodic Strength Reduction Factor- 0 45 Inspection Water-saturated Concrete ca901-e' Additional Factor-Water- K,a„ 0.48 saturated Concrete 'Temperature Range 1:Maximum short term temperature of 110°F.Maximum long term temperature of 75°F. 2Temperature Range 2:Maximum short term temperature of 150°F. Maximum long term temperature of 110°F. 'Short term concrete temperatures are those that occur over short intervals(diurnal cycling).Long term temperatures are constant over a • significant time period. 4For load combinations consisting of only short-term loads,such as wind or seismic loads,bond strengths may be increased by 72 percent. 5As detailed in Section 4.1.11 of this report,bond strength values for 1/8"anchors must be multiplied by a,4,aei.=0.80. °As detailed in Section 4.1.11 of this report,bond strength values for 1"anchors must be multiplied by aN,eeu=0.92. 'The anchors may be used for floor(vertically down),wall(horizontal),and overhead applications.Overhead and upwardly inclined applications are limited to use with the 3/8-, '/r,5/e-,and 3/4-inch-diameter(9.5, 12.7, 15.9,and 19.1 mm)threaded rods and No.3,4,5,and 6 reinforcing bars. • • • ESR-2508 ( Most Widely Accepted and Trusted Page 10 of 17 TABLE 5B—SET-XP EPDXY ADHESIVE ANCHOR REBAR BOND STRENGTH DESIGN INFORMATION' Nominal Rebar Diameter Condition Characteristic Symbol Units #3 #4 #5 #6 #7 #8 #10 Temperature Characteristic Bond Strength Tk,u„c, psi 1770 1715 1665 1610 1560 1505 1400 Range 1 for Minimum 1144,4,,, 2'/e 23/4 3'/e 31/2 33/4 4 5 Untracked Permitted Embedment 1144,4,,, +3 Depth Range in. ' , Concrete' P 9 Maximum he,. 71/2 10 12 Iz 15 17/z 20 25 i Temperature Characteristic Bond Strengths` ik, psi 1055 995 855 760 700 675 675 Range 1 for Minimum hs mm 3 4 5 6 7 8 10 • Cracked Permitted Embedment 3 Depth Range in. , , Concrete P 9 Maximum hum., 7 /z 10 12r/2 15 17/z 20 25 • Temperature Characteristic Bond Strength z,,„, psi 915 885 860 830 805 775 725 Range 2 for Minimum hef.m;,, 2'/2 23/4 3+/6 3'/2 33/4 4 5 Untracked Permitted Embedment m. Concrete za,4 Depth Range Maximum he,,m„ 7 1/2 10 121I2 15 171I2 20 25 Temperature Characteristic Bond Strength” rk,e, psi 545 515 440 390 360 350 350 Range 2 for Minimum het mm 3 4 5 6 7 8 10 Cracked Permitted Embedment %34 Depth Range fin' + ' Concrete P 9 Maximum ham., 7 /z 10 12/z 15 17/z 20 25 Strength Reduction Factor-Dry Concrete (band 0.65 Continuous Strength Reduction Factor-Water- Osat GI 0.45 Inspection saturated Concrete Additional Factor-Water-saturated K„��; 0.57 Concrete Strength Reduction Factor-Dry Concrete A,r,,, 0.55 Strength Reduction Factor-Water- 0.45 Periodic Inspection saturated Concrete O'a'” Additional Factor-Water-saturated K,,,,p 0.48 Concrete 'Temperature Range 1:Maximum short term temperature of 110°F.Maximum long term temperature of 75°F. 2Temperature Range 2:Maximum short term temperature of 150°F.Maximum long term temperature of 110°F. 'Short term concrete temperatures are those that occur over short intervals(diurnal cycling). Long term temperatures are constant over a significant time period. °For load combinations consisting of only short-term loads,such as wind or seismic loads,bond strengths may be increased by 72 percent. 3As detailed in Section 4.1.11 of this report,bond strength values for#7 rebar anchors must be multiplied by aft....0.80. 'As detailed in Section 4.1.11 of this report,bond strength values for#8 rebar anchors must be multiplied by oN.eas=0.92. 'The anchors may be used for floor(vertically down),wall(horizontal),and overhead applications.Overhead and upwardly inclined applications are limited to use with the 3/8-, '/2-,3/e-.and3/,inch-diameter(9.5, 12.7, 15.9,and 19.1 mm)threaded rods and No.3,4,5,and 6 reinforcing bars. • ESR-2508 I Most Widely Accepted and Trusted Page 11 of 17 • TABLE 6—EXAMPLE SET-XP EPDXY ADHESIVE ANCHOR ALLOWABLE STRESS DESIGN TENSION VALUES FOR ILLUSTRATIVE PURPOSES Nominal Anchor Drill Bit Effective Allowable Embedment Tension Load, Diameter,d, Diameter,dn.'. (inches) (inches) Depth,ha 0.N°/a (inches) (lbs) 3/e 1/2 23/8 1929 1/2 5/e 23/4 2405 5/8 2/4 31/2 2910 • 3/4 '1e 31/2 3450 'le 1 33/4 3825 1 1'/e 4 4215'« 11/4 13/8 5 5892 Design Assumptions: • 1.Single Anchor with static tension load only. 2.Vertical downward installation direction. 3.Inspection Regimen=Continuous. 4. Installation temperature=50-110°F. 5. Long term temperature=75°F. 6.Short term temperature=110°F. 7. Dry hole condition-carbide drilled hole. 8.Embedment= 9.Concrete determined to remain uncracked for the life of the anchorage. 10.Load combinations from ACI 318 Section 9.2(no seismic loading). 11.30%Dead Load(D)and 70%Live Load(L);Controlling load combination is 1.2 D+1.6L 12.Calculation of o based on weighted average:a=1.2D+1.6L=1.2(0.3)+1.6(0.7)=1.48 13.Normal weight concrete:t' =2500 psi 14.c„=c,,t ca° 15.h>_hm„ **Illustrative Procedure(reference Table 2,4 and 5 of this report): 1"SET-XP Epoxy Adhesive Anchor(ASTM A193,Grade B7 Threaded Rod)with an Effective Embedment,ha=4" Step 1:Calculate Static Steel Strength in Tension per ACI 318 Section D.5.1 = =0.75 x 75,750=56,810 lbs. Step 2:Calculate Static Concrete Breakout Strength in Tension per ACI 318 Section D.5.2=AbNcb=0.65 x 9,600=6,240 lbs. Step 3:Calculate Static Pullout Strength in Tension per Section 4.1.4 of this report= =0.65 x 19,540=12,700 lbs. Step 4:The controlling value(from Steps 1,2 and 3 above)per ACI 318 Section D.4.1.2=QNa=6,2401bs. Step 5:Divide the controlling value by the conversion factor n per section 4.2.1 of this report: Taumrabi.ASD=ON„la=6,240/1.48=4,215 lbs. TABLE 7—INSTALLATION DETAILS FOR THREADED ROD ANCHORS • Anchor Drill Bit • Diameter Diameter"2 Brush Part Nozzle Part Dispensing Tool Adhesive Retaining (in) (in) Number Number Part Number . Cap Part Number' 3/0 '12 ETB6 ARC37-RP25 1/2 5/e ETB6 ARC50-RP25 5/e 3/4 ETB6 ARC62-RP25 3/4 '/e ETBB EMN22i CDT10,EDT22B,EDT22AP, ARC75-RP25 '/8 1 ETB10 EDT22CKT;EDT56AP ARC87-RP25 • 1 11/4 ETB10 ARC100-RP25 11/4 13/8 ETB12 ARC125-RP25 For SI:=1 inch=25.4 mm. 'Rotary Hammer must be used to drill all holes. 2DrilI bits must meet the requirements of ANSI B212.15. 3Adhesive Retaining Caps are to be used for horizontal and overhead anchor installations only. ESR-2508 I Most Widely Accepted and Trusted Page 12 of 17 TABLE 8—INSTALLATION DETAILS FOR REINFORCING BAR ANCHORS Anchor Drill Bit Diameter Diameter''' Brush Part Nozzle Part Dispensing Tool Adhesive Retaining (in) (in) Number Number Part Number Cap Part Number' #3 '/2 ETB6 - ARC37-RP25 • #4 °/e ETB6 ARC50-RP25 #5 2/4 ETB6 - ARC62-RP25 #6 '/g ETB6 EMN22i CDT10,EDT228,EDT22AP, ARC75-RP25 EDT22CKT,EDT56AP #7 1 ETB10 ARC87-RP25 #8 1'/e ETB10 - ARC100-RP25 #10 1'/e ETB12 ARC125-RP25 For SI:= 1 inch=25.4 mm. 'Rotary Hammer must be used to drill all holes. • 'Drill bits must meet the requirements of ANSI 8212.15. 'Adhesive Retaining Caps are to be used for horizontal and overhead anchor installations only. TABLE 9—CURE SCHEDULE' Concrete Temperature Gel Time Cure Time' (°F) (°C) (minutes) (hours) 50 10 75 72 70 21 45 24 90 32 35 24 110 43 20 24 For SI:=1°F=(cx 2/s)+32. For water-saturated concrete,the cure times should be doubled. • • ESR-2508 I Most Widely Accepted and Trusted . Page 13 of 17 hi ROLE PREPARA11011 I..f hordiontal,vaila,1 arid uvarlarad applications iii .‘,,c..14,:;.,5, 4 ■;2;.f...4 seconds $4 cycles ..•itc)fig; 4 )1.‘,0)))12):_r))),))))) sternolinit - 01:11) .3.7.n,, (min.) al../22dlu,r? ,--.4d;••..i.•, • 1j,,,:P 44+1,'..1 I '''I ';''.' Cit.':■4111.1{;-: i Y lv :' . - Jr.. ;, 7.,..:,1)::?:-.1 1--.; ";,... • ."132. : .,•) :L.:. 8 o , , ,. :4:th.-19..' ,, P-• 4:. 1.Orill-Dull lurk to 2.Blow-laddrva'last hoar Rah: 3.Ontsh-Glaan with a nyhar bnisli 4.Bloat-Itranov.:.hial horn hale spoilied datrurrlar with r1.11,,,tarroprrssol Ail Imo 1 n11101111111.1 i eiti.S. %tint Oil'ifm;C W Pplt:SS011',Ili , .1141,1elliti. • tor a minimum pill sorands. lhasti MOST'''a-it the ladlani tor a minium''I-i swain& • entriphrasail air nocala MINI al tha!rote.Dinah sloidl Complasarit air'out.MI/S i ' . - 1,11111 111q1c olh■rn'ii Oa,tiara pa.vrild rosil agar la ii isartkii roach tha bottom ol Ilia hold. II nd 101S1,1110,0 is kit,Hit latish 110,110111.111111i1111111o1 Icp1,1,1,1 11141(1.11(1111 1,1 tablas A drat III lor pa lad:hal hit sizrr lad bind r prat ineirtrai EM CARTRIDGE PIIIPMATION 1.Check ra 1,1(0,11111(41 2.Open i parr ra,..--) t . , tripiralir ei il 11,4110 not rrailartgo pit irsyly Use expired product packaao ig2n4ii. 1,1(atoll is imal4a iristirratiyits. tett riplol primal 3.Attach-Mai:1i propar 4.Insert drbartiraildriga 5.Dispeuse-Dibpanaa.1111t,i1Pt ,dpitalion month Sirupsan&hairy Trat min distr.:own look to OW$(1411111111 Navarra o.illo to aarlridg.r. mined inrilorrioralof), Ito turi moldy onula • Nato:Itavirray rASI)Spri,4 lo rib,: Halal to !Alas A and It Ito piippiii 1111/4c.1111111114111111(/1(111111 pail riaintaa 11,ilarr In lablas r:mid I;lid preipdi adhasiwr star Ana tr:ITIpt:RIIIIItIS,1,1111111011 oundiala I.:rapid:11d.rano,:art,I adhasiva girl lama; el FILLING 1111 ROLE: Vertical Anchorage Ptirairr Itia la,la pat insItualians'Hold Porparataxi Dry and Damp Holes: .cr 1.Fill-1;11 bolo 1/2.a'n 2.Insert-Irital , 3.Ito nal disturb , t lull,rdarliori1111111111■1 C1,111,'Al Ina: . la,ri.d tusurp 13 butl.oni la piaverd air 7.11 fr,,'T pia karld Withdraw I— _-e arialiar anarhal 4- 12 vdtli Ilia rapid:xi rat,• ....- hard at!dap,: :..,: ararlira until ...,4..a,; r`i•t=r-i I.-* mat.;as Iola lulls 'S.:•:;Irr '....s anibralturail .. ,., billy iattad ...1-1, fin... 1111 Wdil.:rAtansiars • I 1'./ 'hat).Murillo - re: L'...• „,„,.,,•,„„"loi .1,•-••" :•;:. al(v:Iri mei rho a , du p hal.s •-. anchnr dardards t c• •if• 4 the I.orlorn r 4 I slanted red a/101,011 Fhp/c;f(t(fill 10 111,11,11 tor papal grd finwri and cow Mk*and talk II tar inviniunr lighlanion liquor. En FIUJNG lift HOLE: Horizontal and Overhead Anchorage Haydn,ilia I rola par 10111(11clicl,"11o1.111141,11,1111111' t0'1.4''..,,,111 V 1. la tC.11('‘.(11" 1 ,. cu;, r. ;a•. Threaded k;c.,,.: ,..,•, Threaded rod or fr.4;:cC.,.?;''2. •::: 'ado, 0–• ,o.vA=.15–..r...--7.-ifSF.D.:•• 1,Install.Install Sariparal 2.Fill-lal I rola lei'Si WI,alarlarg 3.l05000-Insart dldan,Air ha.math.a 4.Do not disturb-lid ii.t1 disludr . .Winirrt litr*Alif;adra.siva loan Urn Ithrioar I..prwairl air (inarl.di with MO(1011111,11 01111,11 load Of/111(111111111411,1 until hilly rdtdiniau,rap 1.1,10; porforls Withdraw nivel.,At 111c111.11111111),1111141(1 slowly unlit r pearl lop dyad le:1.1 installabaria. a:gain:kr Ital.,,to lunto hola tills up,road,dArasaira; Ilia anchor C.0111,11,111111c1,11i1ItlIml Ill,-..111111101 nava Irdrarcaural hum A and II.) 1114 11(1 nearlart Irri doap holds. lha ludo. Bala Aim pull tar ii-,raps • arwanarill luring 11111 0110 111110 1,011.110151 Ilia andlint and thesides {a a Wadgas 0( 'lion sastraint ol Ilia lad:. mallards) ill,,:Halo,lo labia i t Idi[armor ual onion Andorra limas Mill 1.11,1(.1 I i lid Ma/111111M lightaiiing I.drnar • FIGURE 1—INSTALLATION DETAILS ESR-2508 I Most Widely Accepted and Trusted Page 14 of 17 • Table A-Installation Details for Threaded Nod Anchors Anchor 0411 On a Brash I'arll Noulet Pad Dispnnalug tool Adhesive Natnhling 'Dlametar - Diameter,iii) " .:,.Number - Norther Part Number Cap Part Humber Disk (in). ii 11, I:IW: I Aililt-iiP25 A '55 ti 1Ills - ild50-eP26 - - V. 'h I DO CD I I0.I.111!'11, AIII:i:f-1lp2% 11 127AP. Y, Ih I. I'MN22i ADC de 1121 1(1[1 ilA e '4 1 IIDio I.DII p NII Ili I 1Sr I 011 A11IO Illei1 ISS 1.IIII'd Al e:125 11• h I II t451Lmim4 Lund be used terrier all Indic 7.Ibis Lip must used Ike I ninnmluet t1111,11 I:112.15 :1 Mlioa:.Iletsnony Cain are he re aced IM hot older ar mut o'fMbad endue nlllelLdliO:SIC Table D-lnsla Ilallan Derails for Neinlorc mg Dar Anchors Anchor Drill BO , ' r S, Dlamelei 0lameier' NNum Pad Neuleerd. Dispensing Pibet _ Ca Part Rehr umber' -tin) (in) Number Number .Patl Nnmbel Cap Pali dumbed 13 110 ANC81-III'25 14 .. IIlld AI 2:50 llI 25 15 ,. 11118 1111110,1012211, Al102l1175 III do .e IRO Mn??E1 E1!IJ2AP, Al:i:(Ii•lily5 11.112211141. 1 IPIDAI LD1:CAP AiL;:e.1 II d8 155 I.(1110 011510P 11075 710 HS I[DI% 010;125 ItP25 I.1114.421UUnnol mini 11411,44 brllillail lMt n • 7 Pitt His maul mad the rep uert.toe et Nisi(521217 :l AdIM•Jo Hamm!,l.lp,ale Ito IA nS.M lot kW:00U'and tltoolt..darotioi o)141Lli(1':(all{ Sable 0-Anchor lightening Duque,Embodnlenl Depth and Placement Delnils 'Anchae• Mammlim Mm.Emir. MaseEmb. .' Min.Anchor 'Mm.edge • Min Capered' Dlomeler T!gtllon•ng Torque Depth Depth Spacing Distance Thickness; (nl) T-.i- had. hem. s.;. c„.. II,. In'Its) 'C _ din) . ...din).. (in) ` +....(in) (in) Ye 10 2:i 7Ya Y 215 lo _15 :10 11/4 ITte }; 45....,.....__.., .._-...-_'__—. 4 lel. Ida 1 gd, u 60 :41.. 17'4 I Mr 4 N I% 12(5 .. 21. u - ?:: Tattle C-Cure Schedule fable E-Storage information Canoe no Temperature" ° gel.rime Core Time Storage Temperature ''Shall Lilo Vfl (.0), ° (minutes) (Minns) ‘. i.Fl.;. I (C) a (months) ' 50 10 75 12 45 1e90 7 t 37. 24 70 21 45 24 DD :r2 :IS 74 Ito 42 211 14 I i or NAei-emlmlal lenualn,IN nuo lllnlc iMaild Le emcee FIGURE 1—INSTALLATION DETAILS(Continued) ESR-2508 I Most Widely Accepted and Trusted Page 15 of 17 51bt 1'0,11105N:I:Sill:J:0 A5 I NI AI 03 ibiad,ICJ,1101,11 I ill - SU I-X1),"vow adlu.siv,:wilb t»ininiiinolVe owboillbon1 W/4 tils1,11,:d I bow:NI 91 a I 2"d.mo spa:1,110 1.4151 04(1 11.11..tor . , .1 0ar04(5;lonsiun 1,,ad8'li;50 lb.toi wind a1111.1 Ny.10.911,1,1 soot 1101.11 • 1,4b1.421511).In wind Ilioanblyn win bt:in 111u bmbion ion,.away 11441 1 onto,antlims r„.3,000 conor,,b;(.1(4 1110 ar141,4 • • will 1,,::;111,103,51 hp a ilmAkimil sliorPlocial.14.1`44.154.01:101 4:414 111.14011111 long,hani 1',i p:cabin:of/WI CAnlInno415,ill.t0:11011V011 ho • 1,135,II - 1:1513:I hi,u ^ 33• - khomi lot clatity, 031.93013 II,, I at:15311,4min and ' (5111,5,do 1355kvla 9,13.1013 , ::11•39 I.50un I 0.01(1 AO/3M.951 85.1911:9:01115,5onv; 95,3 3 I I IlolISItor 1.5111 Net, /1„, b0"-1) 1.61,11.1.0x 2/5 5 410 II) Ave ; Ha.= Vni,ki\li:/•131,52 ht (1)-4.); nNri, 0 4 1,2 Ihis is intb515014 115,,A I c; 01:i1.1,mv.tmiovallins1.3114h 05.1,311;101A,ika51 50551101k IT In I":.1•119116119.1 041,i:3111515809:31 Ilk).133,191; Ikusivistronollt col an 41.k1 by:stool(0412.1). e 0 ASA I 11 A ••25 :NMI•e N N c-et cab:r,1,!bioabcal1(01.41;1,Ill.1111145:Yr:(0/1j). 9'4 1.181.r:ol t11...1.:sin 5119a:sli.an.ith cuulnell,%1 IT 510,) Ill 1150,11 b>ti's) kt”,. lablo (Arc:/Leg ONtiOrd 41 tem!: /one%muiriont 44.0 kinv IS,kc,cilied 5711011e 10.14,4) S.St,,,,I e.aparily!odor 4:11S1011 14.1011g: //5 1 : .0 70(Nairn;:rwigio twirtern) 1161 ,?bisj,2 1. I,cril•lb' 11442.7 N„.=13.71'91113 1.4hte 2 1 able'? ' / 1 01•o..1 (411,11;, 1.5/),/ 80/4411; 4.075 ' ri 1 e,„„<I (1,51,1.11bl5 011.c.i. tit t 0 - u,11: Ix ll,f50. :43151k>1,041)Li,-'OK 1 14,1 IA 1.0 :;.2.1; %assuming mirk-ing It,novice loads) 1,0 Condit5,11I bble 4 slippb,rotnIAry 161115r,,,tibuil • 1.q • '• X, /14„,(odi t I 55vip?,.1.5(1„!) SW.Hi.1.6 5:(di 11.15 1 5(4 brict A I 5b1 5)1 ,11,1.15 ?bp 11.1;5 (1 9:51, • e.5 0 1.0 n018k15 17 A A Scrum 5 3 A 3:A17113y 1,019115-Ok • FIGURE 2-EXAMPLE CALCULATIONS ESR-2508 I Most Widely Accepted and Trusted Page 16 of 17 mild:biyu inrli,,i tIPO ity pialot woad ■ holing, Srztoi!1 1.4 II.conidoto lonakool aapai ily 0111,11 shoo 1104115: oR,t tn.(RI) *Vet,3 Va./ lq .19 Av, • — pinks) lq II:161 y AN: y 'c 1,e i4(0-21) 14:VP • 1/w w tke700.99:)7V 5)0 7 Oa it, (0.112) wbefr. • • pod 4 3II, I q.0:.11ti1) ) 1g.(11-24) ' A) • • boddlak): (201(0.5) r i2A6,„ r 1,5 1.02, bai ) 1 11 1 24 ' • ( ) \ S2r11 fq (I:11:,■.■ ? 0 N ComAtion S .112 46)4•I55,7h III It',(0.11:0 (11 mqvIctueinaly 40(0 I 0?,(?:3;.ILI,j12). I I Since Goma< 0)1620 ..'Iwo=13 III in! .«P I —. )=(6-I I 6.1t-41)'° Av,--.2(1.461)(122;,}) 1111.1;.21(e) • Av,, 0 121212 I 0 AO301IO O.3.13 Ao„ _ /It = .0 Oh lin dry Colleldi: Lible /17111 1;1711 tak u!dring 10' :l ,d? ' 90p.I 0 sinn•cv>I 512 d (1,2/) 06bx ax 11.(11) x -33? > 640 -Oh I32h / laabliming ia1oldp9 41 soloico lodds) 1.Chook Ib Idilmo 111.111,1S 1111.101 11115 lIlIlIdIftIbIf Ao I 0(florpul W6,1111 I:011.11010 Swor.ily: 0 i Slool 1;1313 II 5 h COti•at.h:h1.1.1k01.11C41.10:, • 2319?lb f„.04o 0(05) In 122.1' Adl a:3v.,updaili 21111 II','--Conlrols Oil .-.,01/„=2,284 lb,as adhesive capacity copilots = 10 AIX) INTX (1,4) ,-,(65, I Section1;3 Sb11 odp,icitv upd.3 sham kidding: i)6.1 A 02.566 II /51!' GOB lb.>4,10 -OK 2 I ,/ S 1g.(I).4 00,"10,051111,. 142e 2 [ovoid dapacily Serliun 4.1 ,0.611 Idfxr 2 2q,1'111114A.;,(3;;kr;f1,S4 It?(I)3(11) Calcoldliag lot ?!.I- O*39..0 x IO 650 6.0231h >410 lb.-OK Aid.:3514 Inui.422sivc(wordy oak:old/on nolloao 111,1211,2 n,to: lizmi(Merely hIV.f.P(001 (CI claim;W1l1P1lg0 1,iclor 00,514) 020 111 cutatM5 03 table 1 10 P1(1(WM.:4.92o 140 • FIGURE 2—EXAMPLE CALCULATIONS(Continued) ESR-2508 I Most Widely Accepted and Trusted Page 17 of 17 • ■ le Clog all lollnrewiris tin:b:s shear loading: il.L;1 Sununmyc • S1.,,,1(rapacity - li.(}a'1 lb. r,;„a.r:debn,akwd eapa:.ih' =POFab,.—Conlrels Tryout capacity =4.1,20 lb, • OV„=6081b.as connate breakout capacity controls II.Gilek inemn1011nlIIsinn anJ nbaal lnrn5; OI II6£I Y:!,::Pdl,Ilail IIn:lull na-b ii dasimislmngth in pmmiltn;i, 1)7.1 IN•:Is■avaiion,Iles is riot Iti cast. 110.29k,e Nat 1111,11111.:1141 spar lesiga slnxnpil is'.:moiled 0.72. 1 Ity Meal^afi.n,Ibis is riot Ia=as 1 Ihena..ln. • 512 4.1.1l31/ pito p n I,W!a 448 -VAPr 0.72=1.19<12-OK 2,2b1 r la; 12.Summary A single Pb'diameter ASI ld Al93 Grade 67 anchor roil in SE l-XP- epoxy adhesive at a 4W embedment depth is adequate to resist the applied service tension and shear leads al 650 III.and 275 lb., respectively. • • FIGURE 2—EXAMPLE CALCULATIONS(Continued) •