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08-1323 (SOTB) Deck Panel General Specs16" DECK PANEL DESIGNED PER CHAPTER 22 DIVISION 7 "COLD FORMED SPECIFICATION" MANUFACTURERS CALCULATIONS ATTACHED Z/ SL -V6 DECK R C 1. Gross Section Properties A = 0,2500 B = 0.7500 C = 2.9375 D = 15.9688 - E = 3,0000 F = 1.1250 G = 0,5000 r 0.08045 Ref AISI Cold -Formed Steel Manual, 1996 ed. Ac Gage = 20 y from bottom fiber (in) R= 0.0625 In t= 0.0359 In Fy = 40 ksi E = 29500 ksl Moment' i_ength (In y from bottom fiber (in) Ly (W) Lys (in' 1'z about own axis (in') 1 0.1516 2,7633 0.4189 1.1576 0,0003 2 0.1263 2.8903 0,3651 1.0552 0,0001 3 0.5532 2.9196 1.6151 4.7154 0.0000 4 0.1263 2,8903 0.3651 1.0552 0.0001 5 2,7407 1.4688 4.0254 5.9123 1.7155 6 0.1263 0.0472 0.0060 0.0003 0.0001 7 15,7720 0.0180 0.2831 0.0051 0.0000 8 0,1263 0.0472 0.0060 0.0003 0.0001 9 2.8032 1,5000 4,2048 6.3072 1.8356 10 0.1263 2.9528 0.3730 1.1013 0.0001 11 0.9282 2.9821 2.7679 8.2541 0.0000 12 0.1263 2.9528 0.3730 1.1013 0.0001 13 0.4016 2.7008 1.0846 2.9294 0.0054 Sum 24,10831 16.8879 33.5946 3.5573 y -bar = 0.6590 above bottom fiber Ix = 0.9579 in^4 Sheet 1 of 8 Positive Bending Compute Se at initial yielding Neutral Axis = 0.6340 in from bottom Asssume full compressive stress = Fy In top fibers Compression flange, Element # 3 W = 0.5532 In. w/t = 15.4095 <60, OK 8F 34.760898 Case II ku 0.4,3 la = 0.000001 in^4 Is = 0.0000 in^4 n = 0.5 C2 = .1 Cl = 1. Dlw = 0.4519 ka = 2.9904 k = 2,9904 X= 0.3452 Fully Effective P 1.0000 b = 0.5532 In. Stiffner Llp, Element 1 w/t= 4.2228 Max Stress In S tlffner Up f 37.2798 ksi k= 0.43 X= 0.2408 Fully Effective d's = 0.1516 In. ds = 0.1516 in. Sheet 2 of 8 C� Compresslon flange, Element # 11 W= 0.9282 in. A - 25.8552 <60, OK S = 34.760898 Case I! ku = 0.43 la = 0.0000477 in A4 Is = 0.0002 In"4 n = 0.5 C2 = 1 G1 = 1 D/w = 0.5387 ka = 2.556615 k = 2.556618- X = 0.6263963 Fully Effective R= 1- b ; 0.9282 in. Stiffner Lip, Element 13 w/t = 11.1866 Max Stress In Stiffner Lip f- 38.3364 ksi k = 0.43 X= 0.6469571. Fully Effective P= 1 d's = 0.4016 in. . ds = 0.4016 in. Element 5 (web) W = 2.7407 in. . w/t = 76,3426 f1 = 37.2798 ksi 1`2 = -.9.0557 ksi ky = -0,2429 k= 10.3260 = 0,8885 Not fully Effective P= 0.8468 be = 2,3209 'in, b1 _ 0.7157 in. b2 = 1.1605 in.. b1+b2 =' 18761 in. Width of compression block = 2.2051 In Web is not fully effective b neg (5) = -0.33 in centroid = 1.4233 in., Element 9 (web) W= 2,8032 in. w/t = 78,0836 fl = 38.3364 ksi Q = -9.0557 ksl k= 10.2509 x = 0.9249 Not fully Effective p = 0.8240 be = 2.3099 In. bl = 0,7138 in. b2 = 1.1550 In. b1+b2 1.8687 in. Width of compression block = 2.2676 in Web is not fully effective b neg (9) = -0.3988 centroid = 1.4528 Sheet 4 of 8 - Element Length in y from bottom fiber in Ly int) Lye in' N about own axis (n') 1 0.1516 2.7633 0,4189 1.1576 0.0003 2 0,1263 2.8903 0.3651 1,0552 -0.0095 3 0.5532 2.8903 1.5989 4.6215 0.0000 4 0.1263 2.8903 0,3651 1.0552 -0.0095 6 2.7407 1.4688 4.0254 5.9123 1.7155 nag 5 -0.3289 1.4233 -0,4682 -0.6663 -0.0030 6 0.1263 0.0472 0.0060 0.0003 -0,0095 7 16.7720 010180 0.2831 0.0051 0.0000 8 0.1263 0.0472 0.0060 0.0003 -0.0095 9 2.8032 1.5000 4.2048 6.3072 1.8356 nag 9 -0.3988 1.4528 -0.5794 -0,8418 -0.0053 10 0.1263 2.9528 0.3730 1.1013 -0.0095 11 0.9282 2.9821 2,7679 8.2541 0.0000 12 0,1263 2.9528 0.3730 1.1013 -0.0095 13 0,4016 2.7008 1.0846 2.9294 0.0054 Sum 1 23.38051 14.82421 31.99261 3.4919 y -bar = 0.6340 above bottom fiber lx= 0.9365 in^4 Se = 0.3958 in^3 FS = 1,67 Mn = 9.4804 kip -in Mn = 790.04 Ib -ft Mn = 592.53 Ib-ft/ft Co Sheet 5 of 8 A Negative Bending Compute Se at initial yielding Neutral Axis = 1,5507 in from bottom Assume full tensile stress = Fy in top fibers Element 5 (web) W = 2.7407 in. W/t = 76,3426 f1 = 40.08113 ksl f2 = -35,5593 ksi W = -0,8872 • k= 21.2165 = 0.6427 Fully Effective P= 1.0000 be = 2,7407 in. b1 = 0,7051 in. b2 = 1,3704 in. b 1 +b2 = 2.0754 In. Width of compression block = 1.4523 in Web is fully effective b neg (6) 0,00 In . - centrold = 1.7720 in. Element 9 (web) W= 2.8032 in. W/t = 78.0836 f1 = 40.0813 ksi f2 = -37.2843 ksi r �p = • -0.9302 k= 22.2433 X 0.6420 Fully Effective P= 1.0000 be = 2,8032' in. b1 = 0.7132 In. b2 = 1.4016 in. b1 +b2 = 2,1148 In. Width of compression block = 0.4016 in Web Is fully effective _ b neg (9) = 0.0000 centrold 1.8032 , Sheet 6 of 8 119 Element 7 W = 15.7720 in, A w/t = 439.3301 . f - 42.T971 ksi k= 4,0000 X = 8.8018 Not fully Effective ' p= 0.1108 be 1.7471 in. u 1 J Sheet 7 of 8 Element ' Length (in) y from bottom fiber in Ly int I'x about own Ly= axis (in 3) in' 1 0,1616 2.7633 0.4189 1.1576 0.0003 2 0.1263 28903 0.3651 1.0552 0,0000 3 0.5532 2,9196 1.6151 4.7154 0.0000 4 0.1263 2.8903 0.3651 1.0552 0.0000 5 2.7407 1.4688 4.0254 5.9123 1,7i 55 6 0.1263 0.0472 0.0060 0.0003 0.0000 7 1.7471 0.0180 0.0314 0,0006 0.0000 8 0,1263 0,0472 0.0060 0.0003 0.0000 9 2.8032 1.5000 4.2048 6.3072 1.8356 10 0,1263 2.9528 0.3730 1.1013 0.0000 11 0.9282 2.9821 2.7679 8.2541 0.0000 12 0.1263 2.9528 0.3730 1.1013 0.0000 13 0.4016 2.7008 1,0846 2.9294 0.0054 Sum 10.0834r 15.6361 33.6901 3.5568 y -bar = 1.5507 above bottom fiber Ix = 0.4631 in^4 Se = 0.3195 in^3 FS = 1.67 Mn = 7.6538 kip -in Mn = 637.81 Ib -ft Mn = 478.36 Ib-ft/ft ti Sheet 8 of 8 IZ r� ES REPORT TM ESR -2508 Reissued December 1, 2008 This report is subject to re-examination in one year. ICC Evaluation Service, Inc. I Business/Regional Office ■ 5360 Workman Mill Road, Whittier, California 90601 ■ (562) 699-0543 Regional Office ■ 900 Montclair Road, Suite A, Birmingham, Alabama 35213 ■ (205) 599-9800 WWW.ICC-eS.ora Regional Office ■ 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 ■ (708) 799-2305 DIVISION: 03—CONCRETE Section: 03151 --Concrete Anchoring REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 999-5099 www.simpsonanchors.com EVALUATION SUBJECT: SET -XP EPDXY ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2006 International Building Code® (2006 IBC) ■ 2006 International Residential Code® (2006 IRC) ■ 2003 International Building Code® (2003 IBC) ■ 2003 International Residential Code® (2003 IRC) ■ 1997 Uniform Building CodeTM (UBC) Property evaluated: Structural 2.0 USES The Simpson Strong -Tie SET -XP Epoxy Adhesive Anchors are used to resist static, wind and seismic tension and shear loads in cracked and uncracked normal -weight concrete having a specified compressive strength fc of 2,500 psi to 8,500 psi. The anchor is an alternative to cast - in -place anchors described in Section 1911 and 1912 of the 2006 IBC, Section 1912 and 1913 of the 2003 IBC, and Section and 1923.1 and 1923.2 of the UBC. The anchors may also be used where an engineering design is submitted in accordance with Section R301.1.3 of the 2006 and 2003 IRC. 3.0 DESCRIPTION 3.1 General: The SET -XP Epoxy Adhesive Anchor System is comprised of the following components: SET -XP epoxy adhesive is used with continuously threaded rods or deformed steel reinforcing bars. Installation information and parameters are included with each adhesive unit package. 3.1.1 SET -XP Epoxy Adhesive: SET -XP epoxy adhesive is an injectable, two -component, 100 percent solids, epoxy -based adhesive mixed as a 1 -to -1 volume ratio of hardener to resin. SET -XP is packaged in dual- chambered, 22 -ounce (0.6 L) cartridges. The two components combine and react when dispensed through a static mixing nozzle attached to the cartridge. The shelf life of SET -XP in unopened cartridges is two years from the date of manufacture. 3.1.2 Dispensing Equipment: SET -XP epoxy adhesive must be dispensed using Simpson Strong -Tie manual dispensing tools, battery -powered dispensing tools or pneumatic dispensing tools. 3.1.3 Equipment for Hole Preparation: Hole cleaning equipment (brushes) must be Simpson Strong -Tie hole cleaning brushes, identified by Simpson Strong -Tie catalog number series ETB. See Tables 7 and 8 in this report and the installation instructions for additional information. 3.2 Anchor Materials: 3.2.1 Threaded Rods: Threaded anchor rods, having diameters from 1/2 inch to 1 inch (12.7 mm to 25.4 mm), must be carbon steel conforming to ASTM A307, Grade C, or ASTM A 193, Grade 137; or stainless steel conforming to ASTM A193, Grade B6 or B8. Table 2 in this report provides additional details. 3.2.2 Deformed Reinforcing Bar (Rebar): Deformed steel rebars, having sizes from No. 4 to No. 8, must conform to ASTM A 615. Table 3 in this report provides additional details. 3.2.3 Ductility: In accordance with D.3.3.4 of ACI 318-05 Appendix D, for the steel element to be considered ductile, the threaded rod elongation must be at least 14 percent and reduction of area must be at least 30 percent. Steel elements used for anchoring with an elongation of less than 14 percent or a reduction of area less than 30 percent, or both, are considered brittle. The design professional must verify that the ASTM A 307 Grade C rod, ASTM A 193 Grade B7 rod, ASTM A 193 Grade B6 or B8 stainless steel rods and ASTM A 615 rebar comply with this requirement. 3.3 Concrete: • SET -XP epoxy adhesive Normal -weight concrete with a minimum compressive • Adhesive mixing and dispensing equipment strength at the time of anchor installation of 2,500 psi (17.2 MPa), but not less than that required by the applicable • Equipment for hole cleaning and adhesive injection code, nor more than 8,500 psi (58.6 MPa), must conform 1% REPORTS—are ore no! 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, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. rm�er.4� mmicr cwrwwiow Copyright © 2008 Page 1 of/15 f Page 2 of 15 ESR -2508 to Sections 1903 and 1905 of the IBC or UBC, as applicable. 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Anchor design strengths, ON, and OV,,, must be determined in accordance with ACI 318-05 Appendix D and this report. A design example is given in Figure 2. Design parameters are provided in Tables 2, 3, 4 and 5 of this report. The anchor design must satisfy the requirements of ACI 318 Sections D.4.1.1 and D.4.1.2. Strength reduction factors, 0, described in ACI 318 Section DAA and noted in Tables 2, 3, 4 and 5 of this report, must be used for load combinations calculated in accordance with Section 1605.2.1 of the IBC or Section 1612.2.1 of the UBC. Strength reductions factors, 0, described in ACI 318 Section D.4.5 must be used for load combinations calculated in accordance with Appendix C of ACI 318 or Section 1909.2 of the UBC. This section provides amendments to ACI 318 Appendix D as required for the strength design of adhesive anchors. In conformance with ACI 318, all equations are expressed in inch -pound units. Modify ACI 318 D.4.1.2 as follows: D.4.1.2 - In Eq. (D-1) and (D-2), OIV„ and 0V„ are the lowest design strengths determined from all appropriate failure modes. 0/V„ is the lowest design strength in tension of an anchor or group of anchors as determined from consideration of ONsa, either ON. or ONag and either 0Ncb or ONcbg. 0V„ is the lowest design strength in shear of an anchor or a group of anchors as determined from consideration of oVsa, either oVcb or oVcb'g, and either OV,,, or 0Vcpg. Add ACI 318 D.4.1.4 as follows: D.4.1.4 - For adhesive anchors installed overhead and subjected to tension resulting from sustained loading, Eq. (D-1) must also be satisfied taking 0/V„ = 0.75 01Va for single anchors and OIV„ = 0.75 ON., for groups of anchors, whereby Nua is determined from the sustained load alone, e.g., the dead load and that portion of the live load that may be considered as sustained. Where shear loads act concurrently with the sustained tension load, interaction of tension and shear must be analyzed in accordance with D.4.1.3. 4.1.2 Static Steel Strength in Tension: The nominal steel strength in tension, Nsa, in accordance with ACI 318 Section D.5.1.2, is given in Tables 2 and 3 of this report. The strength reduction factor, 0, corresponding to the steel element selected, is also given in Tables 2 and 3 of this report for use with the load combinations of ACI 318-05 Section 9.2 as set forth in Section D.4.4. 4.1.3 Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength in tension, Ncb and Ncbg, must be calculated in accordance with ACI 318 Section D.5.2, with the following addition: D.5.2.9 The limiting concrete strength of adhesive anchors in tension shall be calculated in accordance with D.5.2.1 to D.5.2.8 where the value of kc to be used in Eq. (D-7) shall be: kc,cr — where analysis indicates cracking at service load levels in the anchor vicinity (cracked concrete) kc,u„c, — where analysis indicates no cracking at service load levels in the anchor vicinity (uncracked concrete) The basic concrete breakout strength in tension, Nb, must be calculated in accordance with ACI 318 Section 5.2.2 using the values of her and kc as described in Table 4 of this report. The value of f c must be limited to 8000 psi (55.1 MPa) for uncracked concrete and fc must be limited to 2500 psi (17.2 MPa) for cracked concrete 4.1.4 Static Pullout Strength in Tension: In lieu of determining the nominal pullout strength in accordance with ACI 318 Section D.5.3, the nominal bond strength in tension must be calculated in accordance with the following sections added to ACI 318 and using values described in Table 5 of this report: D.5.3.7 - The nominal strength of an adhesive anchor Na or group of adhesive anchors Nag in tension must not exceed: (a) for a single anchor Na = A ,,ra qjed, Ne qjp, Na Na. (D -16a) A No (b) for a group of anchors Nag = A'V' Wg, Na wac, Na fed, Na q p, Na Nae (D -16b) A Na” where: AN,, is the projected area of the failure surface for the anchor or group of anchors that must be approximated as the base of the rectilinear geometrical figure that results from projecting the failure surface outward a distance ccrNa from the centerlines of the anchor, or in the case of a group of anchors, from a line through a row of adjacent anchors. AN, must not exceed nANao where n is the number of anchors in tension in the group. (Refer to ACI 318 Figures RD.5.2.1a and RD.5.2.1b and replace the terms 1.5he1 and 3.Ohar with cu Na and sc,Ne, respectively.) ANao is the projected area of the failure surface of a single anchor without the influence of proximate edges in accordance with Eq. (D -16c): ANO = (Scr,Na)Z (D -16c) with: Sc,N, = 20 d x (Tk,u,,c11450)0'5 s 3 x hef (D -16d) D.5.3.8 - The critical spacing scr,Na and critical edge cc,Na must be calculated as follows: sc,Na = as given by Eq. (D -16d) Ccr,Na = Sc,Na 12 (D -16e) D.5.3.9 — The basic strength of single adhesive anchor in tension in cracked concrete shall not exceed: Nao = rk,cr x rr x d x har (D-160 D.5.3.10 - The modification factor for the influence of the failure surface of a group of adhesive anchors is: q,g.Na = wg,Nao + ((s1Sc,Na)0.5 x (1- q_,g,N.0)) (D-169) where: wg,Nao = n0.5 _ &0.5 _ 1) x (Tk crlTk.. , cr)1.51 2 1.0 (D -16h) 1y Page 3 of 15 = the number of tension loaded adhesive anchors in a group. Tkmax, cr = (kc, cr /(Tr X d)) x (her f,,)0.5 Tk,c, = the characteristic bond strength in cracked concrete having strength Fc. See Table 5 of this report. (D -16i) D.5.3.11 - The modification factor for eccentrically loaded adhesive anchor groups is: Wec,Na = 1/(1 + (2eA1Scr.Na)) S 1.0 (D -16j) Eq. (D -16j) is valid for e N S s/2 If the loading on an anchor group is such that only some anchors are in tension, only those anchors that are in tension must be considered when determining the eccentricity eN for use in Eq. (D -16j). In the case where eccentric loading exists about two orthogonal axes, the modification factor Wec,Na must be computed for each axis individually and the product of these factors used as Wec,Na in Eq. (D -16b). D.5.3.12 - The modification factor for edge effects for single adhesive anchors of anchor groups loaded in tension is: Wed,Na = 1.0 (D-161) when ca.min 2 ccr,Na or Wed,Na = (0.7 + 0.3 x (Ce,min / Ccr,Na)) s 1.0 (D -16m) when ca,min S Ccr,Na D.5.3.13 - When an adhesive anchor or group of adhesive anchors is located in a region of a concrete member where analysis indicates no cracking at service load levels, the nominal strength Na or Nag of a single adhesive anchor or a group of adhesive anchors shall be calculated according to Eq. (D -16a) and Eq. (D -16b) with Tk, uncr (see Table 5 of this report) substituted for Tk cr in the calculation of the basic strength Nao in accordance with Eq. (D-161). The factor Wg,Nao shall be calculated in accordance with Eq. (D -16h) whereby the value of Tkmax, uncr shall be calculated in accordance with Eq. (D -16n) and substituted for Tkmax, cr in Eq. (D -16h. Tk Max uncr= (kc, uncr/(iT X d)) x (hef f c)0.5 (D -16n) D.5.3.14 — When an adhesive anchor or a group of adhesive anchors is located in a region of a concrete member where analysis indicated no cracking at service load levels, the modification factor Wp,Na shall be taken as: Wp,Na = 1.0 when ca.min 2 ca, (D -16o) or W = when mail ca, ,,; C. Na I c p,Ne a,min S Cac (D -16p) C, Values of cac and Ca,min must be as noted in Table 1 of the report. Ccr,Na is determined using equation D -16e. Additional information for the determination of nominal bond strength in tension is given in Section 4.1.8 of this report. 4.1.5 Static Steel Strength in Shear: The nominal steel strength in shear, Vea, in accordance with ACI 318 Section D.6.1.2, is given in Tables 2 and 3 of this report. The strength reduction factor, 0, corresponding to the steel element selected, is also given in Tables 2 and 3 of this ESR -2508 report for use with load combinations of ACI 318 Section 9.2 as set forth in Section D.4.4. 4.1.6 Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength in shear, Vcb and Vcbg, must be calculated in accordance with ACI 318 Section D.6.2, with modifications as described in this section. The basic concrete breakout strength in tension, Vb, must be calculated in accordance with ACI 318 Section 6.2.2 using the values of le and do as described in Table 4 of this report. The value of f'c must be limited to 8,000 psi (55.1 MPa), in accordance with ACI 318 Section D.3.5. 4.1.7 Static Concrete Pryout Strength in Shear: In lieu of determining the nominal pryout strength in accordance with ACI 318 Section D.6.3.1, nominal pryout strength in shear must be calculated in accordance with the following sections added to ACI 318: D.6.3.2 - The nominal pryout strength of an adhesive anchor Vcp or group of adhesive anchors Vcpg must not exceed: (a) for a single adhesive anchor Vcp = min I kcp Na; kcp Ncb (D -30a) (b) for a group of adhesive anchors Vcpg = min I kcp Nag; k, Ncbg I (D -30b) where: kcp = 1.0 for hef < 2.5 inches kcp = 2.0 for he > 2.5 inches Na is calculated in accordance with Eq. (D -16a) Nag is calculated in accordance with Eq. (D -16b) Ncb, Ncbg are determined in accordance with D.5.2.9 4.1.8 Bond Strength Determination: Bond strength values are a function of the special inspection level provided and installation conditions. Bond strength values must be modified with the factor Ksat for cases where the holes are drilled in water -saturated concrete as follows: SPECIAL PERMISSIBLE ASSOCIATED INSPECTION INSTALLATION BOND STRENGTH LEVEL CONDITION STRENGTH REDUCTION FACTOR Continuous Dry concrete Tk Odyd Continuous Water -saturated Tk X Ksat ci O.L.1 Periodic Dry concrete Tk a , , Periodic I Water -saturated Tk X Kss a 0sed , Where applicable, the modified bond strengths must be used in lieu of Tk,cr or Tk.uncr in Equations (D -16a) and (D - 16b). The resulting nominal bond strength must be multiplied by the strength reduction factor for the special inspection level listed above. The various factors are given in Table 5 of the report. 4.1.9 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of using ACI 318 Section D.8.3, values of Cmin and smin provided in Table 1 of this report must be used. In lieu of using ACI 318 Section D.8.5, minimum member thickness, hmin, must be in accordance with Table 1 of this report. In lieu of using ACI 318 Section D.8.6, values of cac provided in Table 1 of this report must be used. 4.1.10 Design Strength in Seismic design Categories C, D, E and F: In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC, or Seism Page 4 of 15 ESR -2508 Zone 2B, 3 or 4 under the UBC, the anchor strength must be adjusted in accordance with 2006 IBC Section 1908.1.16. For brittle steel elements, the anchor strength must be adjusted in accordance with 2006 IBC Section 1908.1.16 D.3.3.5. The nominal steel shear strength, V., must be adjusted by av,sais as given in Tables 2 and 3 of this report for the corresponding anchor steel. The nominal bond strength, Tk,cr , must be adjusted by aN,seisfor the'/8" and 1" diameter anchors, as given in Table 5 of this report.. 4.1.11 Interaction of Tensile and Shear Forces: For loadings that include combined tension and shear, the design must be performed in accordance with ACI 318 Section D.7. 4.2 Allowable Stress Design (ASD): 4.2.1 General: For anchors designed using load combinations calculated in accordance with Sections 1605.3 of the IBC and Section 1612.3 of the UBC, allowable loads must be established using the following relationships: Tallowable,ASD = OIVW0 and Vallowable,ASD = OV lo, where: Taiombie,ASD = Allowable tension load (Ibf or kn) Vauowabie,ASD = Allowable shear load (Ibf or kn) ONn = The lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 Appendix D as amended in Section 4.1 of this report and Section 1908.1.16 of the IBC. OV„ = The lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 Appendix D as amended in Section 4.1 of this report and Section 1908.1.16 of the IBC. Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a must include all applicable factors to account for non -ductile failure modes and required over - strength. Table 6 provides an illustration of calculated Allowable Stress Design (ASD) values for each anchor diameter at minimum embedment depth. The requirements for member thickness, edge distance and spacing, described in Table 1 of this report, must apply. 4.2.2 Interaction of Tensile and Shear Forces: In lieu of ACI Sections D.7.1, D.7.2 and D.7.3, interaction of tension and shear loads must be calculated as follows: If Tapplied s 0.2 Tellowable,ASD, then the full allowable strength in shear, Ve110wable,ASD, must be permitted. If Vapplied s 0.2 Velbweble,ASD, then the full allowable strength in tension, Tallowable,ASD, must be permitted. For all other cases: Tapplied l Talloweble,ASD + Vapplied / Vallowable,ASD s 1 .2 4.3 Installation: Installation parameters are provided in Table 1, 7, 8, 9 and in Figure 1. Anchor locations must comply with this report and the plans and specifications approved by the building official. Installation of the SET -XP Epoxy Adhesive Anchor System must conform to the manufacturer's published installation instructions included in each package unit and as described in Figure 1. 4.4 Special Inspection: Installations made under continuous special inspection must be performed in accordance with Section 1704.13 of the IBC and Section 1701.5.2 of the UBC. The special inspector must be on the jobsite continuously during anchor installation to verify hole drilling method in accordance with manufacturer's printed installation instructions, hole location, hole diameter and depth, hole cleaning in accordance with manufacturer's printed installation instructions, anchor type, anchor diameter and length, adhesive identification and expiration date, adhesive installation in accordance with manufacturer's printed installation instructions, edge distance(s), anchor spacing(s), concrete type, concrete compressive strength, concrete thickness and installation torque. Installations made under periodic special inspection must be performed where required in accordance with Section 1704.13 of the IBC, or Section 1701.5 of the UBC, whereby periodic special inspection is defined in Section 1701.6.2 of the UBC or Section 1702.1 of the IBC and this report. The special inspector must be on the jobsite initially during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete thickness, anchor embedment, and tightening torque. The special inspector must verify the initial installations of each type and size of adhesive anchor by construction personnel on site. Subsequent installations of the same anchor type and size by the same construction personnel is permitted to be performed in the absence of the special inspector. Any change in the anchor product being installed or the personnel performing the installation must require an initial inspection. For ongoing installations over an extended period, the special inspector must make regular inspections to confirm correct handling and installation of the product. See Section 4.1.8 and Table 5 in this report for special inspection requirements. 4.5 Jobsite Quality Assurance: Where anchors are used for wind load resistance, jobsite quality assurance must conform to Sections 1705 and 1706 of the IBC. 4.6 Compliance with NSF/ANSI Standard 61: SET -XP Epoxy Adhesive Anchor Systems comply with requirements of NSF/ANSI Standard 61, as reference in Section 605 of the 2000 International Plumbing Code (IPC) for products used in water distribution systems. SET -XP Epoxy Adhesive Anchor Systems may have a maximum exposed surface area to volume ratio of 216 square inches per 1000 gallons of potable water and/or drinking water treatment chemicals. The focus of NSF/ANSI Standard 61 as it pertains to adhesive anchors is to ensure that the contaminants or impurities imparted from the adhesive products to the potable water do not exceed acceptable levels. Page 5 of 15 ESR -2508 5.0 CONDITION OF USES The Simpson Strong -Tie SET -XP Epoxy Adhesive Anchor System described in this report complies with the codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 SET -XP epoxy adhesive anchors must be installed in accordance with the manufacturer's published installation instructions and this report. 5.2 The anchors must be installed in cracked and uncracked normal -weight concrete having a specified compressive strength f', = 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). 5.3 The values of Cc used for calculation purposes must not exceed 8,000 psi (55.1 MPa) for uncracked concrete. The value of fc used for calculation purposes must not exceed 2500 psi (17.2 MPa) for cracked concrete. 5.4 Anchors must be installed in concrete base materials in holes predrilled with carbide -tipped drill bits complying with ANSI B212.15-1994. 5.5 Loads applied to the anchors must be adjusted in accordance with Section 1605.2 of the IBC or Sections 1612.3 or 1909.2 of the UBC for strength design, and in accordance with Section 1612.3 of the UBC and Section 1605.3 of the IBC for allowable stress design. . 5.6 SET -XP epoxy adhesive anchors are recognized for use to resist short-term and long-term loads, including wind and earthquake loads, subject to the conditions of this report. 5.7 Strength design values are established in accordance with Section 4.1 of this report. 5.8 Allowable design values are established in accordance with Section 4.2 of this report. 5.9 Minimum anchor spacing and edge distance as well as minimum member thickness must comply with the values described in this report. 5.10 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.11 Where not otherwise prohibited in the code, SET -XP epoxy adhesive anchors are permitted for use with , fire -resistance -rated construction provided that at least one of the following conditions is fulfilled: • Anchors are used to resist wind only. • Anchors that support fire -resistance -rated construction or gravity load-bearing structural elements are within a fire -resistance -rated envelope or a fire resistance -rated membrane, are protected by approved fire -resistance rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. • Anchors are used to support nonstructural elements. 5.12 Since an ICC -ES acceptance criteria for evaluating data to determine the performance of adhesive anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.13 Steel anchoring materials in contact with preservative - treated wood must be stainless steel. 5.14 Special inspection and jobsite quality assurance must be provided in accordance with Sections 4.4 and 4.5, respectively. 5.15 SET -XP epoxy adhesive is manufactured and packaged into cartridges by Simpson Strong -Tie Company, Inc., in Addison, Illinois, with quality control inspections by CEL Consulting (AA -639). 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC -ES Acceptance Criteria for Post -installed Adhesive Anchors in Concrete (AC308), dated May 2008. 6.2 Data in accordance with NSF/ANSI Standard 61, Drinking Water Systems Components -Health Effects, for the SET -XP adhesive. 7.0 IDENTIFICATION 7.1 SET -XP Epoxy Adhesive is identified in the field by labels on the cartridge or packaging, bearing the company name (Simpson Strong -Tie Company, Inc.), product name (SET -XP), the batch number, the expiration date, the name of the inspection agency (CEL Consulting), and the evaluation report number (ESR- 2508). 7.2 Threaded rods, nuts, washers and deformed reinforcing bars are standard elements and must conform to applicable national or international specifications. I� Page 6 of 15 ESR -2508 TABLE 1—SET-XP EPDXY ADHESIVE ANCHOR INSTALLATION INFORMATION Characteristic Symbol Units 1/2 Nominal Rod Diameter inches 5/8 3/4 7/8 1 Drill Bit Diameter d„o,e 1" 5/8 3/4 7/8 1 1-1/8 Maximum Tightening Torque T,"st ft -Ib 40 90 130 200 300 Permitted Embedment Depth (he,) Range Min/Max 0.462 0.606 2-3/4 10 3-1/8 12-1/2 3-1/2 15 3-3/4 17-1/2 4 20 Minimum Concrete Thickness h.," in. Tension Resistance of Steel - ASTM A193, Grade B7 17750 2.25 x hef 41750 57750 Critical Edge Distance cs,in. 15620 24860 36740 3 x he, 66660 Tension Resistance of Steel - Stainless Steel ASTM A193, Grade B8 Minimum Edge Distance cm," in. 34650 45450 1-3/4 Minimum Anchor Spacin2 sm,e in. in.z 0.142 3 0.334 0.462 For Si: = i inch = 20.4 mm, i it -lb = i.306 N -M. TABLE 2 - STEEL DESIGN INFORMATION FOR THREADED ROD Characteristic Symbol Units Nominal Rod Diameter 1/2" 5/8" 3/4" 7/8" 1" Nominal Diameter da in. 0.5 0.625 0.75 0.875 1 Minimum Tensile Stress Area Ase in.2 0.142 0.226 0.334 0.462 0.606 Tension Resistance of Steel -ASTM A 307, Grade C Nss Ib. 8235 13110 19370 26975 35150 Tension Resistance of Steel - ASTM A193, Grade B7 17750 28250 41750 57750 75750 Tension Resistance of Steel - Stainless Steel ASTM A193, Grade B6 15620 24860 36740 50820 66660 Tension Resistance of Steel - Stainless Steel ASTM A193, Grade B8 10650 16950 25050 34650 45450 Strength Reduction Factor for Tension - Steel Failure' 0.75 Minimum Shear Stress Area Ase in.z 0.142 0.226 0.334 0.462 0.606 Shear Resistance of Steel - ASTM A 307, Grade C Se Ib. 4940 7865 11625 16080 21090 Shear Resistance of Steel - ASTM A193, Grade B7 10650 16950 25050 34650 45450 Shear Resistance of Steel - Stainless Steel ASTM A193, Grade B6 9370 14910 22040 30490 40000 Shear Resistance of Steel - Stainless Steel ASTM A193, Grade B8 6390 10170 15030 20790 1 27270 Reduction for Seismic Shear - ASTM A 307, Grade C av,seis 0.71 Reduction for Seismic Shear - ASTM A193, Grade B7 0.71 Reduction for Seismic Shear - Stainless Steel ASTM A193, Grade B6 0.8 Reduction for Seismic Shear- Stainless Steel ASTM A193, Grade B8 0.8 Strength Reduction Factor for Shear - Steel Failure' m 0.65 'The tabulated value of O applies when the load combinations of Section 1605.2.1 of the IBC, Section 1612.2.1 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 O must be determined in accordance with ACI 318 D.4.5 (b). Page 7 of 15 ESR -2508 TABLE 3 - Steel Design Information for Reinforcing Bar (Rebar) Characteristic Symbol Units Bar Size #4 #5 #6 #7 #8 Nominal Diameter do in. 0.5 0.625 0.75 0.875 1 Minimum Tensile Stress Area A,e in.' 0.2 0.31 0.44 0.6 0.79 Tension Resistance of Steel - Rebar (ASTM A 615) Nsa Ib. 18000 27900 39600 54000 71100 Strength Reduction Factor for Tension - Steel Failure' m 0.625 0.75 0.875 1 0.65 Minimum Shear Stress Area Ase in.z 0.2 0.31 0.44 0.6 0.79 Shear Resistance of Steel - Rebar (ASTM A 615) Vsa Ib. 10800 16740 23760 32400 42660 Reduction for Seismic Shear - Rebar (ASTM A 615) av,Ws 0.8 Strength Reduction Factor for Shear - Steel Failure' m 0.6 'The tabulated value of 4) applies when the load combinations of Section 1605.2.1 of the IBC, Section 1612.2.1 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 0 must be determined in accordance with ACI 318 D.4.5(b). TABLE 4 - Concrete Breakout and Pryout Design Information for Threaded Rod/Rebar Anchors Characteristic Symbol Units 1/2" or #4 Nominal Rod/Rebar Diameter 5/8" or 3/4" or 7/8" or #5 #6 #7 1" or #8 Minimum Concrete Thickness h,a,,, in. 2.25 x ha, Critical Edge Distance cac in. 3 x hef Minimum Edge Distance c,m," in. 1-3/4" Minimum Anchor Spacing s,a,,, in. 3" Effectiveness Factor for Cracked Concrete k,a 17 Effectiveness Factor for Uncracked Concrete "c,ma 24 Strength Reduction Factor - Concrete Breakout Failure in Tension' m 0.65 Nominal Diameter d, I in. 0.5 0.625 0.75 0.875 1 Load Bearing Length of Anchor in Shear fe in. her Strength Reduction Factor - Concrete Breakout Failure in Shear' 0.7 Coefficient for Pryout Strength k� 2 Strength Reduction Factor - Pryout Failure (P 0,7 'The tabulated values of m applies when both the load combinations of Section 1605.2 .1 of the IBC, Section 1612.2.1 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 C are used, the appropriate value of m must be determined in accordance with ACI 318 D.4.5(c) for Condition B. Page 8 of 15 ESR -2508 TABLE 5 - SET -XP Epoxy Adhesive Anchor Bond Strength Design Information Condition Characteristic Symbol Units Nominal Rod/Rebar Diameter 1/2" or 5/8" or 3/4" or 7/8" or #4 #5 #6 #7 1" or #8 Temperature Range 1 for Uncracked Concrete''3 Characteristic Bond Strength Tku"« psi 2422 2263 1942 1670 2003 Permitted Embedment Depth (he,) Minimum Range Maximum her in. 2-3/4" 3-1/8" 3-1/2" 3-3/4" 4" 10" 12-1/2" 15" 17-1/2" 20" Temperature Range 1 for Cracked Concrete''' Characteristic Bond Strength5*6 Tk,« psi 1040 718 1003 619 968 Permitted Embedment Depth (he,) Range Minimum her in. 4" 5" 6" 7" 8" Maximum 10" 12-1/2" 15" 17-1/2" 20" Temperature Range 2 for Uncracked Concrete 2,3,4 Characteristic Bond Strength Tk,un« psi 1250 1170 1005 860 1035 Permitted Embedment Depth (h",) Range Minimum h", in. 2-3/4" 3-1/8" 3-1/2" 3-3/4" 4" Maximum 10" 12-1/2" 15" 17-1/2" 20" Temperature Range 2 for Cracked Concrete 2.3,4 Characteristic Bond Strength 5,6 Tk.« psi 537 371 518 320 500 Permitted Embedment Depth (he,) Range Minimum he, in. 4" 5" 6" 7" 8" Maximum 10" 12-1/2" 15" 17-1/2" 20" Continuous Inspection Strength Reduction Factor - Dry Concrete Of,4, 0.65 Strength Reduction Factor — Water -saturated Concrete msa�a 0.45 Additional Factor - Water -saturated Concrete K,eta 0.57 Periodic Inspection Strength Reduction Factor - Dry Concrete Odry.pl 0.55 Strength Reduction Factor — Water -saturated Concrete 0S801 0.45 Additional Factor - Water -saturated Concrete I K.Lp, 1 0.48 '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"17. 3Short term concrete temperatures are those that occur over short intervals (diumal 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%. SAs detailed in Section 4.1.10 of this report, bond strength values for 7/8" anchors or #7 rebar anchors must be multiplied by aN,ee,B = 0.80. BAs detailed in Section 4.1.10 of this report, bond strength values for 1" anchors or #8 rebar anchors must be multiplied by aN,ee,e = 0.92. Page 9 of 15 ESR -2508 TABLE 6—EXAMPLE SET -XP EPDXY ADHESIVE ANCHOR ALLOWABLE STRESS DESIGN (ASD) TENSION VALUES FOR ILLUSTRATIVE PURPOSES Nominal Anchor Diameter, d, Inches Drill Bit Diameter, dMI, Inches Effective Embedment Depth, h,f Inches Allowable Tension Load, m Nn/a Ibs 1/2 5/8 2 3/4 2405 5/8 3/4 3 1/8 2910 3/4 7/8 3 1/2 3450 7/8 1 3 3/4 3825 1 1 1/8 4 4215" rur ar = I Inun = zo.4 mm, IID = 4.40N. Design Assumptions: 1. Single Anchor with static tension load only; ASTM A 193 Grade B7 threaded rod. 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 = hef.min 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 + 1.61- 12. .6L12. Calculation of a based on weighted average: a = 1.21) + 1.61- = 1.2(0.3) + 1.6(0.7) = 1.48 13. Normal weight concrete: fc = 2500 psi 14. ce, = cel 2 ca, 15. h 2 hmin — Illustrative Procedure (reference Table 2, 4 and 5 of this report): 1" SET -XP Epoxy Adhesive Anchor (ASTM At 93, Grade B7 Threaded Rod) with an Effective Embedment, h,f = 4" Step 1: Calculate Static Steel Strength in Tension per ACI 318-05 Section D.5.1 = (P.N.. = 0.75 x 75,750 = 56,810 lbs. Step 2: Calculate Static Concrete Breakout Strength in Tension per ACI 318-05 Section D.5.2 = mc,Nm = 0.65 x 9,600 = 6,240 lbs. Step 3: Calculate Static Pullout Strength in Tension per ACI 318-05 Section D.5.3 = O,Ne = 0.65 x 25,175 = 16,360 lbs. Step 4: The controlling value (from Steps 1, 2 and 3 above) per ACI 318-05 Section D.4.1.2 = (PN„ = 6,240lbs. Step 5: Divide the controlling value by the conversion factor a as determined in footnote 12 above and section 4.2.1 of this report: T.11..M.,ASD = 0Nn/a = 6,240 / 1.48 = 4,215 lbs TABLE 7—INSTALLATION DETAILS FOR THREADED ROD ANCHORS (ASTM A307, ASTM A193 GRADE B7, STAINLESS STEEL) I-2 Anchor Diameter Drill Bit Diameter Brush Part Nozzle Part Dispensing Tool Adhesive Retainin�q (in) Number Number Part Number Cap Part Number (in) 1/2 5/8 ETB6 EMN22i EDTP, EDT DT22CKTCKT ARC50-RP25 5/8 3/4 EBT6 ARC62-RP25 3/4 7/8 ETB8 ARC75-RP25 7/8 1 ETB10 ARC87-RP25 1 11/8 ETB10 ARC100-RP25 For SI: = 1 Inch = 25.4 mm. 'Rotary Hammer must be used to drill all holes. 2Adhesive Retaining Caps are to be used for horizontal and overhead anchor installations only. Page 10 of 15 ESR -2508 TABLE 8—INSTALLATION DETAILS FOR REINFORCING BAR ANCHORS (ASTM A615, GRADE 60)''2 Anchor Diameter (in) Drill Bit Brush Part Diameter' Number (in) Nozzle Part Number Dispensing Tool Part Number Adhesive Retainin�q Cap Part Number #4 5/8 ET66 EMN22i EDTP, EDT DT22CKTCKT ARC50-RP25 #5 % EBT6 ARC62-RP25 #6 7/8 ETB8 ARC75-RP25 #7 1 ETB10 ARC87-RP25 #8 11/8 ETB10 ARC100-RP25 For SI: = 1 inch = 25.4 mm. 'Rotary Hammer must be used to drill all holes. 2Adhesive Retaining Caps are to be used for horizontal and overhead anchor installations only. TABLE 9 --CURE SCHEDULE' Concrete Tem erature Cure Time' hours ° F ° C 50 10 72 70 21 24 90 32 24 110 43 24 For sc = 1 F,= ( c x -i5) + jz. 'For water -saturated concrete, the cure times should be doubled. a 9 Page 11 of 15 ESR -2508 For horizontal, ventral and Overhead applications. 14 cycles 4 seconds India. seconds 80 sl min. IP 1. Drill -Drill hole to 2. Blow-fliimu'vai ust 3. Brush-ClimivAth 4. Blow-Reimfe (lust Slow rli�lluetef from liolp"411h.011- ' tree .3 . moor brush for I from hole V11,111 011-flLw, and depth. compressed iiii'lof 2 minimum of 4 cycles, compressed air lot a rodimium.01-4 sc-Gonds. mininipm Of 4 soconds. Note: 1i4ACIF to tatifel, A and U for proper drill [it sim and'olush virl iftunber: 1.,Check-Chnk cartridge 2. Oparv-Opelp expiradoti date. Do not cartridge per - '66diidlg Usable insilucdori§. ttttnjeiufot'pdnlal95; ;M16cl"llach p root 4.Ifis'6' nser10r1(0Da spense,adhe0m is into dispiln.t.i.n th�sjda 'I' twl juril) prqpfly nft d N e Ing Oli Not 11PI& to tables A inifil Idi prr*r.haM6-aj t ,;p��-- !0. part num i�' 0: 17MM"Urf MIJ: Vertical Anchoriuls Prepare hule 0 ry. ind De 1. Fill-Fdl hule 3. Do not d1slUrbr T. 6 fill, dean ail free Oo ng1.ilisiiliti ' Y untlLAja Wo, ciros' N to Wwark. in' is . . . . . . . . . . . . VA KWO the hW6* d.-;!: fills lip. Threirlid rod . of rEAai Note: Reier-lo, Iatric C lot proper cure flintis. !!rhoadhchoride 93' tcr¢amaand 2� Prepare the hole per instmWom."Ifole 11tatmation". rebar Sinii)SO11 2. Fill -RI holy Vc - 4full- Stiong-11P AnC sfjrllng:fr6ro.bol-t6'rn'oi oiltlesiya retaining 1101P 10 prevent all Pkkls' rip. (11RC required. Willwira'a wArf as hole Met to fables A and B.) fills up. Figure — Installation Details Threaded Tod it rebarti roaded rodbir rebar 3. lnsort-lirsail dean. Oil firiNxiChuft 4 Do not rAstu ' rh lurnfiig simAy'unfiJ lhe'anclitir anchor w1fil fully cured. contacts No [)oil *oil) of 11w, frulf". Figure — Installation Details Page 12 of 15 ESR -2508 Table A -Installation Details 6 Threaded FfodAnch6rs (ASTMA307. ASTM A193 Grade 87, Stainless Steel) Parr '.,AUI pen A a alles", tall! at! ARO2 RP26' .-i JET B*'i' E M W2i EQ122AII ..EBT6 ARC62-RP25 y, ri6 E188. AR M-MY6 ARC I W-AW5 1. 1 !.01my I kvn (nor 6usl ne 6sodt6hill A iitl . 2. AdlvsW Rfi.iirflng Cart. are to ho,vad.ter Iviraiml and ovarlmd'vihor inwNtions mq, Table B tnsl a Hallon Details—for; Refriforcing Bar -Anchors (ASTM A615 Gradti,60) 1"T On fit �MfflN % " IN 4,AdhWmHfbInIA 'tansmetiM I*aftd'*MwdkrxWhiWIbMM', Y;.. C rdSihedale , rrxrr�-. pe9 )tl Cum. Miffie �C FMORMI.Off M -611T hours 7W S0 0029 .... . : 43, Figure 1 —Insbilaillon Details (continued) Em EUT220, ARO2 RP26' .-i JET B*'i' Blo. 4,AdhWmHfbInIA 'tansmetiM I*aftd'*MwdkrxWhiWIbMM', Y;.. C rdSihedale , rrxrr�-. pe9 )tl Cum. Miffie �C FMORMI.Off M -611T hours 7W S0 0029 .... . : 43, Figure 1 —Insbilaillon Details (continued) rvr. • Page 13 of 15 ESR -2508 Finure 2 - FYamnia Cale latinn 1,250 lb. Determine if a single 1/2 inch diameter ASTM A193 Grade B7 anchor 425 Ib. rod in SET-XPTM' epoxy adhesive anchor with a minimum 41h inch , , embedment (het= 4'/2 inches) installed 4 inches from the edge of a 41/2 in. 12 inch deep spandrel beam is adequate for a service tension load of • o 1,250 Ib for live and a reversible service shear load of 425 Ib for live. ° The anchor will be in uncracked dry concrete, away from other anchors Note: Rebar not in f'c = 3,000 psi normal -weight concrete. The anchor will be subjected �a' ° shown for clarity. to a maximum short term temperature of 11 WF and a maximum long term temperature of 75'F. Continuous inspection will be provided. ca, = a in. CALCULATIONS D DISCUSSION REFERENCE CALCULATIONS AND DISCUSSION 1. Determine the Factored Tension and 4. Concrete Breakout Capacity Shear Design Loads: ACI 318, 9.2.1 under Tension Loading: D.5.2 Nua = 1.6W= 1.6 x 1,250 = 2,000 lb. Mcb' Nua Eq. (D-1) Vua =1.6 W =1.6 x 425 = 680 lb. A Ncb= Nc We d, N Wc, N Wcp, N Nb Eq. (D-4); ANCO 2. Design Considerations: D.4.1.2 where: This is a combined tension & shear interaction Nb= kcNf7chet' S Eq. (D-7) problem where values for both ¢Nn and 01/nneed to be determined. oNn is the lesser of the design substituting: tension strength controlled by: Steel (0Nsa), Mcb= 0 ANC Wed,NWc,NWcp,Nkc4chet' S Concrete Breakout (ONcb), or Adhesive (0%). ANco 01/n is the lesser of the design shear strength ' controlled by: Steel (01/sa), Concrete Breakout where: - (0Vcb), or Pryout (0Vcp). kc = kuncr = 24 Table 4 ca, min =13/4 inches Table 1 3. Steel Capacity under Tension. Loading: D.5.1 Cac = 3hei= 3(4.5) = 13.5 inches Table 1 ONsa? Nua Eq. (D 1) WcP.N= Oc in= 0.30>t-. ei_ 0.5 Eq. (D-13) Nsa =17,750 Ib. Table 2 ac Cac a = 0.75 Table 2 Wcp N= 0.5 n =1sin le anchor ( g ) ca,min W ed N= 0.7 + 0.3 when ca,min < 1.5 hef Eq. (D 11) 1 5hef Calculating for ONsa� ONsa = 0.75 x 1 x 17,750 = 13,313 Ib. > 2,000 Ib. - OK by observation, ca, min < 1.5he/ - Wed,N=0.7+0.3 1.75 =0.78 1.5(4.5) WC,N =1.0 since kc = 24 D.5.2.6 = 0.65 for Condition B Table 4 (no supplementary reinforcement provided) ANco = 9hei2 Eq. (D-6) = 9(4.5)2 = 182.25 in.' ' ANG = (Cal + 1.5heh(2 x 1.517e� Fig. RD. 5.2.1(a) = (4 + 1.5(4.5))(2 x 1.5(4.5)) = 145.13 in.2 AN, = 145.13 = 0.8 ANco 182.25 Calculating for Mcb: Mcb=0.65x0.8x1.0x0.78x0.5x24x A_,000 x (4.5)1.5 = 2,545 Ib. > 2,000 Ib. - OK Finure 2 - FYamnia Cale latinn � 1 Page 14 of 15 CALCULATIONS D DISCUSSION ESR -2508 REFERENCE CALCULATIONS ANO DISCUSSION 5. Adhesive Anchor Capacity under Tension Loading: Report Section 4.1.3 8. Concrete breakout Capacity under Shear Loading: D.6.2 ANa i Nua Eq. (D-1) 0Vcb>_ Vua Eq. (D-2) ANa Na = - W ed,NaW p,NaNao ANao Eq. (D -16a) AVc Vcb = - Wed, VWc,V Vb Avco Eq. (0-21) Nao = Tk,uncrndhef= 2,422n(0.5)(4.5) = 17,120 /b. Table 5 & Eq. (D -16f) where: ScrNa=20d f Tk,uncr <3het 450 Eq. (D -16d) Vb=7(de`o.z�o- \ cCa1'S Eq. 24) (D 24) 0 /JI Scr,Na = (20)(0.5)2,422 -12.92 inches 5•3het =13.5 inches Table 5 substituting: 1,450 Scr,Na =12.92 inches OVCb=0 AVc Wed,VWc,V7(Qe�o.z�o Ca 1,.s AVco do .r Scr,Na 12.92 _ Ccr,Na = = - 6.46 inches Eq. (D -16e) where: 2 2 � = 0.70 for Condition B ANao = (Scr,Na)2 = (12.92)' =166.93 inT Eq. (D -16c) (no supplementary reinforcement provided) D4.4(c)(i) ANa = (Cat + Ccr,Na)(Scr,Na) _ (4 + 6.46)(12.92) =135.14 inz AVco = 4.5Cal Y Eq. (D-23) W - 0.7 + 0.3 Ca,min < 10 Since c <c We. - ( Ca, Na a min cr,Na E . D 16m q ( ) = 4.5(4)z Avco = 72 in.' 75 Wed,Na=(0.7+0.3�crNa)=(0.7+0.36.46 )=0.78 AVc=2(1.5cal)(1.5cal) Fig. RO.6.2.1(a) = 2(1.5(4))(1.5(4)) W -max [Ca,min: Ccr,Na) when c p,Na = Cac aurin <Cac Eq. (D -16p) : • AVc = 72 in? [1.75; 6.46] - 6.46 Wp,Na = max = 0.48 i AVc __ 72 =1 Avco 72 D.6.2.1 13.5 13.5 = 0.65 Table 5 Wed,v=1.0 since ca2 > 1.5cal Eq. (D-27) Calculating for Ma: Wc,V= 1.4 for untracked concrete D.6.2.7 ANa = 0.65x 1135.14x 0.78 x 0.48 x 17,120 = 3,373/b 166.93 > 2,OOOlb. - OK do= 0.5 in. Pe = 8do = 8 (0.5) = 4 in. D.6.2.2 6. Check All Failure Modes under Tension Loading_ D.4.1.2 cal = 4 in. Summary:$Vcb=0.70x1x1.0x1.4x7x 05 Steel Capacity = 13,313 Ib. l�5/u.:x ` Concrete Breakout Capacity = 2,545 Ib. Controls x -4,000 x (4)" = 3,221 Ib. > 680 Ib. - OK Adhesive Capacity = 3,373 Ib. I :. ON„ = 2,545 Ib. as Breakout Capacity controls 9. Concrete Pryout Capacity per Report Section 4.1.6 Vcp= min[kcpNa: kcpNcb) Eq. (D 30a) 7. Steel Capacity under Shear Loading: D.6.1 kcp = 2.0 for he1>- 2.5 inches 0Vsa z Vua Eq. (D-2) Vsa =10,650 Ib. Table 2 Na = 5,189 /b. from adhesive capacity calculation without o factor = 0.65 Table 2 = Ncb = 3,915 lb. from concrete breakout calculation without factor Calculating for OVsa: Vcp = (2.0)(3,915) = 7,830 lb. controls 01/sa = 0.65 x 10,650 = 6,923 Ib. > 680 Ib. - OK = 0.7 Table 4 $Vcp = (0.7)(7,830) = 5,481 lb. > 680/b. - OK Finure 2 - FYamnle Calrulatinn 1rnntinuadl w. Page 15 of 15 ESR -2508 FCALCULATIONS O DISCUSSION 10. Check All Failure Modes under Shear Loading: D.4.1.2 Summary: Steel Capacity = 6,923 Ib. Concrete Breakout Capacity = 3,221 Ib. E— Controls Pryout Capacity = 5,481 Ib. +:. OVn= 3,221 Ib. as Concrete Breakout Capacity controls 11. Check Interaction of Tension and Shear Forces: 0.7 If 0.2 OV, z Vua, then the full tension design strength is permitted. D.71 ,By observation, this is not the case. , If 0.2 mNn>_ Nna, then the full shear design strength is permitted D.7.2 By observation, this. is not the case. Therefore: Nua + �ua <-1.2 Eq. (D-31) -Nn �Vn 2,000+ 680 =0.79+0.21=1.0<1.2—OK 2,545 3,221 12. Summary A single 1/21n. diameter ASTM A193 Grade B7 anchor rod in SET -XP- epoxy adhesive at a 41/21n. embedment depth is adequate to resist the applied service tension and shear loads of 1,250 Ib. and 425 Ib., respectively. amnia Cairu 2� j�5REPORT TM ESR -2508 Supplement Reissued December 1, 2008 This report is subject to re-examination in one year. ICC Evaluation Service, Inc. Business/Regional Office ■ 5360 Workman Mill Road, Whittier, California 90601 ■ (562) 699-0543 Regional Office ■ 900 Montclair Road, Suite A, Birmingham, Alabama 35213 ■ (205) 599-9800 WWW.ICC-eS.OrG I Regional Office ■ 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 ■ (708) 799-2300 DIVISION: 03—CONCRETE Section: 03151 -Concrete Anchoring REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC 5956 WEST LAS POSITAS BOULEVARD PLEASANT, CALIFORNIA 94588 (800) 999-5099 www.simpsonanchors.com EVALUATION SUBJECT: SET -XP EPDXY ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: 2007 Florida Building Code—Building 2007 Florida Building Code—Residential Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the SET -XP Epoxy Adhesive Anchors for Cracked and Uncracked Concrete described in the master report comply with the 2007 Florida Building Code—Building and the 2007 Florida Building Code— Residential, when designed and installed in accordance with the master evaluation report. Use of the SET -XP Epoxy Adhesive Anchors for Cracked and Uncracked Concrete described in the master evaluation report to comply with the High Velocity Hurricane Zone Provisions of the 2007 Florida Building Code—Building has not been evaluated, and is outside the scope of this supplement. This supplement expires concurrently with the master report issued December 1, 2008. ]% 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 ora recommendation for Its use. There Is no warranty by1CC Evaluation Service, Inc., express or /moiled, as to any finding or other matter in this report, oras to any product covered by the report . Copyright m 2008 Mu�.ea.a,e r,ra,.n mown axnxw�a. Page 1 of 1