0 Most Widely Accepted nd Trusted ICC-ES Evlution Report ICC-ES 000 (800) 423-6587 (562) 699-0543 www.icc-es.org ESR-406 Issued 06/207 This report is subject to renewl 06/208. DIISIO: 03 00 00 COCRETE SECTIO: 03 5 9 CAST-I COCRETE ACHORS SECTIO: 03 6 00 COCRETE ACHORS REPORT HOLDER: HALFE GMBH LIEBIGSTRASSE 4 40764 LAGEFELD GERMAY EALUATIO SUBJECT: HALFE HZA ACHOR CHAELS AD HZS CHAEL BOLTS Look for the trusted mrks of Conformity! 204 Recipient of Prestigious Western Sttes Seismic Policy Council (WSSPC) Awrd in Excellence A Subsidiry of ICC-ES Evlution Reports re not to be construed s representing esthetics or ny other ttributes not specificlly ddressed, nor re they to be construed s n endorsement of the subject of the report or recommendtion for its use. There is no wrrnty by ICC Evlution Service, LLC, express or implied, s to ny finding or other mtter in this report, or s to ny product covered by the report. Copyright 207 ICC Evlution Service, LLC. All rights reserved.
ICC-ES Evlution Report ESR-406 Issued June 207 Revised December 207 This report is subject to renewl June 208. www.icc-es.org (800) 423-6587 (562) 699-0543 A Subsidiry of the Interntionl Code Council DIISIO: 03 00 00 COCRETE Section: 03 5 9 Cst-In Concrete Anchors Section: 03 6 00 Concrete Anchors lso be used n engineered design is submitted in ccordnce with Section R30..3 of the IRC. REPORT HOLDER: HALFE GMBH LIEBIGSTRASSE 4 40764 LAGEFELD GERMAY www.hlfenus.com EALUATIO SUBJECT: HALFE HZA ACHOR CHAELS AD HZS CHAEL BOLTS.0 EALUATIO SCOPE Complince with the following codes: 205, 202, 2009 nd 2006 Interntionl Building Code (IBC) 205, 202, 2009 nd 2006 Interntionl Residentil Code (IRC) 203 Abu Dhbi Interntionl Building Code (ADIBC) The ADIBC is bsed on the 2009 IBC, code sections referenced in this report re the sme sections in the ADIBC. Properties evluted: Structurl 2.0 USES HALFE HZA nchor chnnels nd HALFE HZS chnnel bolts re used s nchorge in concrete to resist sttic, wind, nd seismic (IBC Seismic Design Ctegories A through F) tension lods ( u), sher lods perpendiculr to the longitudinl chnnel xis ( u,y), nd sher lods longitudinl to the chnnel xis ( u,x), or ny combintion of these lods (s illustrted in Figure ) pplied t ny loction between the outermost nchors of the nchor chnnel. The use is limited to crcked or uncrcked norml-weight concrete hving specified compressive strength, f c, of 2,500 psi to 0,000 psi (7.2 MP to 69.0 MP) [minimum of 24 MP is required under ADIBC Appendix L, Section 5..]. The nchor chnnels re n lterntive to nchors described in Section 90.3 of the 205 IBC, Sections 908 nd 909 of the 202 IBC nd Sections 9 nd 92 of the 2009 nd 2006 IBC. The nchor chnnels my tension lod: z-direction (in direction of chnnel bolt) sher lod: y-direction (perpendiculr to the chnnel xis) x-direction (longitudinl to the chnnel xis) FIGURE LOAD DIRECTIOS 3.0 DESCRIPTIO 3. Product informtion: The HZA nchor chnnels (HZA 38/23 nd 53/34) consist of C-shped steel chnnel profile with serrted (toothed) chnnel lips nd t lest two I-shped steel nchors. I-shped nchors re fctory welded to the chnnel bck (s illustrted in Figure B of this report). The mximum number of nchors per chnnel is not limited. The HALFE HZA nchor chnnels re mde of crbon steel chnnel profiles. The nchor chnnels re shown in Figure A of this report. The vilble chnnel bolts feture hmmer-hed nd re shown in Figure C. The combintion of the HALFE HZA nchor chnnels nd the corresponding ICC-ES Evlution Reports re not to be construed s representing esthetics or ny other ttributes not specificlly ddressed, nor re they to be construed s n endorsement of the subject of the report or recommendtion for its use. There is no wrrnty by ICC Evlution Service, LLC, express or implied, s to ny finding or other mtter in this report, or s to ny product covered by the report. Copyright 207 ICC Evlution Service, LLC. All rights reserved. Pge of 20
ESR-406 Most Widely Accepted nd Trusted Pge 2 of 20 HZS chnnel bolts covered by this report re described in Tble 2 of this report. The pproprite chnnel bolts shll be plced in the nchor chnnel. 3.2 Mteril informtion: Steel specifictions for the chnnel profiles, nchors nd chnnel bolts re given in Tble 9 of this report. 3.3 Concrete: orml-weight concrete shll comply with Sections 903 nd 905 of the IBC. 4.0 DESIG AD ISTALLATIO 4. Generl: The design strength of nchor chnnels under the 205, 202, 2009, nd 2006 IBC, must be determined in ccordnce with ACI 38-4 chpter 7, ACI 38-, -08, nd -05 Appendix D, s pplicble, nd this report. 4.. Determintion of forces cting on nchor chnnel: Anchor chnnels shll be designed for criticl effects of fctored lods s determined by elstic nlysis tking into ccount the elstic support by nchors nd the prtil restrint of the chnnel ends by concrete compression stresses. As n lterntive, the tringulr lod distribution method in ccordnce with Section 4..2 through 4..4 to clculte the tension nd sher lods on nchors shll be permitted. 4..2 Tension lods: The tension lods, u,i, on n nchor due to tension lod, u, cting on the chnnel shll be computed in ccordnce with Eq.(D-0.). An exmple for the clcultion of the tension lods cting on the nchors is given in Figure 2. u,i = k A i u (D-0.) A' i = ordinte t the position of the nchor i ssuming tringle with the unit height t the position of lod u nd the bse length 2 l in with l in determined in ccordnce with Eq. (D-0.c). An exmple is provided in Figure 2. k = / A' i (D-0.b) 0. 05 y l = 4. 93 ( Ι ) s s, in. (D-0.c) in 0. 05 y l = 3 ( Ι ) s s, mm (D-0.c) in s = nchor spcing, in. (mm) u = fctored tension lod on nchor chnnel, lbf () Ι y = the moment of inerti of the chnnel shll be tken from Tble of this report. If severl tension lods re simultneously cting on the chnnel, liner superimposition of the nchor forces for ll lods shll be ssumed. If the exct position of the lod on the chnnel is not known, the most unfvorble loding position shll be ssumed for ech filure mode (e.g. lod cting over n nchor for the cse of filure of n nchor by steel rupture or pull-out nd lod cting between nchors in the cse of bending filure of the chnnel). ( -s-e) ' in 0. 25s A 2 = l = = u, = u, 5 = 0 l in l in 6 ' ( in-e) 25. s 5 A3 = = = u, = 2 2 l in l in 6 6 3 ' ( in-s + e) 0. 75s A4 = = = u, = 5 2 3 l in l in 2 6 3 2 = = ' ' ' u, = 2 4 A + A + A 3 2 3 l u = u l u = u k u u 3 2 3 4 9 5 9 = FIGURE 2 EXAMPLE FOR THE CALCULATIO OF ACHOR FORCES I ACCORDACE WITH THE TRIAGULAR LOAD DISTRIBUTIO METHOD FOR A ACHOR CHAEL WITH FIE ACHORS. THE IFLUECE LEGTH IS ASSUMED AS l in =.5s AD ECCETRICITY AS e = 0.25s 4..3 Bending moment: The bending moment M u,flex on the chnnel due to tension lods cting on the chnnel shll be computed ssuming simply supported single spn bem with spn length equl to the nchor spcing. 4..4 Sher lods: 4..4. Sher perpendiculr to the chnnel xis: The sher lod u,y,i on n nchor due to sher lod u,y cting on the chnnel perpendiculr to its longitudinl xis shll be computed in ccordnce with Section 4..2 replcing u in Eq. (D-0.) by u,y. 4..4.2 Sher longitudinl to the chnnel xis: The sher lod u,x,i on n nchor due to sher lod u,x cting on the chnnel in direction of the longitudinl chnnel xis shll be computed s follows: For the verifiction of the strength of the nchor chnnel for filure of the nchor or filure of the connection between nchor nd chnnel, pryout filure nd concrete edge filure in cse of nchor chnnels rrnged prllel to the edge without corner effects, the sher lod u,x shll be eqully distributed to ll nchors for nchor chnnels with not more thn three nchors or to three nchors for nchor chnnels with more thn three nchors (s illustrted in Figure 3). The sher lod u,x shll be distributed to those three tht result in the most unfvorble design condition (in the exmple given in Figure 3 the sher lod u,x shll be distributed to the nchors 0 to 2). For verifiction of the strength of the nchor chnnel for concrete edge filure in cse of nchor chnnels rrnged
ESR-406 Most Widely Accepted nd Trusted Pge 3 of 20 perpendiculr to the edge nd in cse of nchor chnnels rrnged prllel to the edge with corner effects, the sher lod u,x, shll be eqully distributed to ll nchors for nchor chnnels with not more thn three nchors, or to the three nchors closest to the edge or corner for nchor chnnels with more thn three nchors (s illustrted in Figure 4). If sher lod u,y is cting on the nchor chnnel, the resultnt fctored tension force of the nchor reinforcement u,re, shll be computed by Eq.(D-0.d). u,re = u,y ((e s / z)+), lbf () (s illustrted in Figure 5): (D-0.d) e s = distnce between reinforcement nd sher force cting on the fixture, in. (mm) z z = internl lever rm of the concrete member, in. (mm) = 0.85 h' = 0.85 (h h ch 0.5 d ) 2h min 2c ef h' see Figure 5 FIGURE 3 EXAMPLE FOR THE CALCULATIO OF ACHOR FORCES I CASE OF ACHOR CHAELS WITH 2 ACHORS LOADED I SHEAR LOGITUDIAL TO THE CHAEL AXIS FOR STEEL AD PRYOUT FAILURE FIGURE 5 ACHOR REIFORCEMET TO RESIST SHEAR LOADS FIGURE 4 EXAMPLE FOR THE CALCULATIO OF ACHOR FORCES I CASE OF ACHOR CHAELS WITH 6 ACHORS LOADED I SHEAR LOGITUDIAL TO THE CHAEL AXIS FOR COCRETE EDGE FAILURE 4..5 Forces relted to nchor reinforcement: If tension lods re cting on the nchor chnnel, the fctored tension forces of the nchor reinforcement for one nchor shll be computed for the fctored tension lod, u,i, of the nchor ssuming strut-nd-tie model. 4.2 Strength design: 4.2. Generl: The design strength of nchor chnnels under the 205 IBC s well s Section R30..3 of the 205 IRC shll be determined in ccordnce with ACI 38-4 Chpter 7 nd this report. The design strength of nchor chnnels under the 202 IBC, s well s Section R30..3 of the 202 IRC, shll be determined in ccordnce with ACI 38- Appendix D nd this report. The design strength of nchor chnnels under the 2009 IBC, s well s Section R30..3 of the 2009 IRC, shll be determined in ccordnce with ACI 38-08 Appendix D nd this report. The design strength of nchor chnnels under the 2006 IBC, s well s Section R30..3 of the 2006 IRC shll be determined in ccordnce with ACI 38-05 Appendix D nd this report. Design prmeters in this report nd references to ACI 38 re bsed on the 205 IBC (ACI 38-4) nd the 202 IBC (ACI 38-) unless noted otherwise in Section 4.2. through 4.2.0 of this report. The strength design shll comply with ACI 38-4 7.3. or ACI 38- D.4., s pplicble, except s required in ACI 38-4 7.2.3 or ACI 38- D.3.3, s pplicble. Design prmeters re provided in Tbles through 0 of this report. Strength reduction fctors, φ, s given in the tbles of this report shll be used for lod combintions clculted in ccordnce with Section 605.2. of the IBC, Section 5.3 of ACI 38-4, or Section 9.2 of ACI 38-, s pplicble. In Eq. (D-), nd (D-2) (ACI 38-05, -08), Tble D.4.. (ACI 38-) or Tble 7.3.. (ACI 38-4) φ n nd φ n,y
ESR-406 Most Widely Accepted nd Trusted Pge 4 of 20 re the lowest design strengths determined from ll pproprite filure modes. φ n is the lowest design strength in tension of n nchor chnnel determined from considertion of φ s, φ sc, φ sl, φ ss, φm s,flex, φ cb, (nchor chnnels without nchor reinforcement to tke up tension lods) or φ c (nchor chnnels with nchor reinforcement to tke up tension lods), φ pn nd φ sb. φ n,y is the lowest design strength in sher perpendiculr to the xis of n nchor chnnel s determined from φ s,y, φ sc,y, φ ss, φ ss,m, φ sl,y, φ cb,y (nchor chnnels without nchor reinforcement to tke up sher lods perpendiculr to the chnnel xis), or φ c,y (nchor chnnels with nchor reinforcement to tke up sher lods perpendiculr to the chnnel xis) nd φ cp,y. φ n,x is the lowest design strength in sher cting longitudinl to the chnnel xis of n nchor chnnel s determined from φ s,x, φ sc,x, φ ss, φ ss,m, φ sl,x, φ cb,x, (nchor chnnel without nchor reinforcement to tke up sher lods), or φ c,x (nchor chnnel with nchor reinforcement to tke up sher lods) nd φ cp,x. The design strength for ll nchors of n nchor chnnel shll be determined. 4.2.2 Tension lods: 4.2.2. Generl: Following verifictions re required: ) Steel filure: Steel strength of nchor, strength of connection between nchor nd chnnel, strength for locl filure of chnnel lip, strength of chnnel bolt, bending strength of chnnel, see Section 4.2.2.2. b) Concrete brekout strength of nchor in tension, see Section 4.2.2.3. c) Pullout strength of nchor chnnel in tension, see Section 4.2.2.4. d) Concrete side-fce blow-out strength of nchor chnnels in tension, see Section 4.2.2.5. 4.2.2.2 Steel strength in tension: The nominl strength, s, of single nchor shll be tken from Tble 3 of this report. The nominl strength, sc, of the connection between nchor nd nchor chnnel shll be tken from Tble 3 of this report. The nominl strength of the chnnel lips to tke up tension lods trnsmitted by chnnel bolt, sl, shll be tken from Tble 3 of this report. This vlue is vlid only if the center-to-center distnce between the chnnel bolts under considertion nd djcent chnnel bolts, s chb, is t lest 2b ch. If this requirement is not met, then the vlue sl given in Tble 3 shll be reduced by the fctor: + 2 2 n+ b schb,i u,i b i= 2 bch u, (D-3.) the center-to-center spcing between chnnel bolts shll not be less thn 3-times the bolt dimeter, d s. b ch = chnnel width, tken from Tble, in. (mm) The nominl strength of the chnnel bolt, ss, shll be tken from Tble 7 of this report. The nominl bending strength of the nchor chnnel, M s,flex, shll be tken from Tble 3 of this report. 4.2.2.3 Concrete brekout strength in tension: The nominl concrete brekout strength, cb, of single nchor in tension of n nchor chnnel shll be determined in ccordnce with Eq. (D-4.) cb = b ψ s, ψ ed, ψ co, ψ c, ψ cp,, lbf () (D-4.) The bsic concrete brekout strength of single nchor in tension in crcked concrete, b, shll be determined in ccordnce with Eq. (D-7.). b = 24 λ ch, (f c) 0.5 h.5 ef, lbf (D-7.) b = 0 λ ch, (f c) 0.5 h.5 ef, (D-7.) λ = (norml-weight concrete) ch, = (h ef / 7.) 0.5.0, (inch-pound units) (D-7.b) ch, = (h ef / 80) 0.5.0, (SI-units) (D-7.b) The modifiction fctor to ccount for the influence of loction nd loding of djcent nchors, ψ s,, shll be computed in ccordnce with Eq. (D-9.) ψ s, = (D-9.) n + 5. s + i u,i i = 2 scr, u, (s illustrted in Figure 6): s i = distnce between the nchor under considertion nd djcent nchor, in. (mm) s cr, s cr, = 2 (2.8 (.3 h ef / 7.)) h ef 3 h ef, in. (D-9.b) s cr, = 2 (2.8 (.3 h ef / 80)) h ef 3 h ef, mm (D-9.b) u,i = fctored tension lod of n influencing nchor, lbf () u, = fctored tension lod of the nchor under considertion, lbf () n = number of nchors within distnce s cr, to both sides of the nchor under considertion = nchor under considertion, 2 to 4 = influencing nchors FIGURE 6 EXAMPLE OF ACHOR CHAEL WITH O- UIFORM ACHOR TESIO FORCES The modifiction fctor for edge effect of nchors loded in tension, ψ ed,, shll be computed in ccordnce with Eq. (D-0.) or (D-0.b). If c c cr, then ψ ed, =.0 (D-0.) If c < c cr, then ψ ed, = (c / c cr,) 0.5.0 (D-0.b)
ESR-406 Most Widely Accepted nd Trusted Pge 5 of 20 c cr, = 0.5 s cr, = (2.8 (.3 h ef / 7.)) h ef.5 h ef, in. (D-.) c cr, = 0.5 s cr, = (2.8 (.3 h ef / 80)) h ef.5 h ef, mm (D-.) If nchor chnnels re locted in nrrow concrete member with multiple edge distnces c, nd c,2 (s shown in Figure 7b), the minimum vlue of c, nd c,2 shll be inserted in Eq. (D-0.b). FIGURE 8 ACHOR CHAEL AT A CORER OF A COCRETE MEMBER t n edge in nrrow member FIGURE 7 ACHOR CHAELS WITH EDGE(S) The modifiction fctor for corner effect for nchors loded in tension (s illustrted in Figures 8), ψ co,, shll be computed in ccordnce with Eq. (D-.b) or (D-.c) If c 2 c cr, then ψ co, =.0 If c 2 c cr, then ψ co, = (c 2 / c cr,) 0.5.0 c 2 = (D-.b) (D-.c) distnce of the nchor under considertion to the corner (see Figure 8, b, d) If n nchor is influenced by two corners (s illustrted in Figure 8c), the fctor ψ co, shll be computed for ech of the vlues c 2, nd c 2,2 nd the product of the fctors, ψ co,, shll be inserted in Eq. (D-4.). For nchor chnnels locted in region of concrete member nlysis indictes no crcking t service lod levels, the following modifiction fctor shll be permitted: ψ c, =.25. Where nlysis indictes crcking t service lod levels, ψ c, shll be tken s.0. The crcking in the concrete shll be controlled by flexurl reinforcement distributed in ccordnce with ACI 38-, -08, -05 Section 0.6.4, or with ACI 38-4 Section 24.3.2 nd 24.3.3, or equivlent crck control shll be provided by confining reinforcement. The modifiction fctor for nchor chnnels designed for uncrcked concrete without supplementry reinforcement to control splitting, ψ cp,, shll be computed in ccordnce with Eq. (D-2.) or (D-3.). The criticl edge distnce, c c, shll be tken from Tble 4 of this report. If c,min c c then ψ cp, =.0 (D-2.) If c,min c c then ψ cp, = c,min / c c (D-3.) by ψ cp, s determined in ccordnce with Eq. (D-3.) shll not be tken less thn c cr, / c c with c cr, tken from Eq. (D-.). For ll other cses, ψ cp, shll be tken s.0. Where nchor reinforcement is developed in ccordnce with ACI 38- Chpter 2 or ACI 38-4 Chpter 25 on both sides of the brekout surfce for n nchor of n nchor chnnel, the design strength of the nchor reinforcement, φ c, shll be permitted to be used insted of the concrete brekout strength, φ cb, in determining φ n. The nchor reinforcement for one nchor shll be designed for the tension force, u on this nchor using strut-nd-tie model. The provisions in Figure 9 shll be tken into ccount when sizing nd detiling the nchor reinforcement. Anchor reinforcement shll consist of stirrups mde from deformed reinforcing brs with mximum dimeter of 5 / 8 in. (o. 5 br) (6 mm). A strength reduction fctor φ of 0.75 shll be used in the design of the nchor reinforcement. For nchor chnnels locted prllel to the edge of concrete member or in nrrow concrete member, the plne of the nchor reinforcement shll be rrnged perpendiculr to the longitudinl xis of the chnnel (s shown in Figure 9, b).
ESR-406 Most Widely Accepted nd Trusted Pge 6 of 20 b) Concrete edge brekout strength of nchor chnnel in sher, see Section 4.2.3.3 c) Concrete pryout strength of nchor chnnel in sher, see Section 4.2.3.4 4.2.3.2 Steel strength of nchor chnnels in sher: For nchor chnnels, the nominl steel sher strength shll be determined s follows: The nominl strength of chnnel bolt in sher, ss, must be tken from Tble 8 of this report. If the fixture is not clmped ginst the concrete but secured to the chnnel bolt t distnce from the concrete surfce (e.g. by double nuts), the nominl strength of chnnel bolt in sher, ss,m, shll be computed in ccordnce with Eq. (D-20.b). ) Anchor chnnel prllel to n edge ss,m = ( M M ss) / l, lbf () (D-20.b) M = fctor to tke ccount of restrint of the fixture =.0 if the fixture cn rotte freely (no restrint) = 2.0 if the fixture cnnot rotte (full restrint) M 0 u M ss, lbf-in. (m) (D-20.c) φ ss = ss M 0 ss = nominl flexurl strength of chnnel bolt. It shll be tken from Tble 8 of this report 0.5 sl 0.5 ss l = lever rm, in. (mm) b) Anchor chnnel in nrrow member FIGURE 9 ARRAGEMET OF ACHOR REIFORCEMET FOR ACHOR CHAELS LOADED BY TESIO LOAD 4.2.2.4 Pullout strength in tension: For nchors of nchor chnnels, the pullout strength pn shll be computed in ccordnce with D.5.3., D.5.3.4 nd D.5.3.6 of ACI 38-, -08, -05, or Sections 7.4.3., 7.4.3.4, 7.4.3.6 of ACI 38-4. 4.2.2.5 Concrete side-fce blowout strength in tension: For nchor chnnels with deep embedment close to n edge (h ef > 2.0 c ) the nominl side-fce blowout strength, sb, of single nchor shll be computed. This verifiction is not required for ll nchor chnnels of this report. 4.2.3 Sher lods cting perpendiculr to the chnnel xis: 4.2.3. Generl: Following verifictions re required: ) Steel filure: Strength of chnnel bolt, strength for locl filure of chnnel lip, strength of connection between nchor nd chnnel profile nd strength of nchor, see Section 4.2.3.2 = internl lever rm, in. (mm) The nominl strength of the chnnel lips to tke up sher lods perpendiculr to the chnnel xis trnsmitted by chnnel bolt, sl,y, shll be tken from Tble 5 of this report. The nominl strength of one nchor, s,y, to tke up sher lods perpendiculr to the chnnel xis shll be tken from Tble 5 of this report. The nominl strength of the connection between one nchor nd the nchor chnnel, sc,y, to tke up sher lods perpendiculr to the chnnel xis shll be tken from Tble 5 of this report. 4.2.3.3 Concrete brekout strength of n nchor chnnel in sher perpendiculr to the chnnel xis: The nominl concrete brekout strength, cb,y, in sher perpendiculr to the chnnel xis of single nchor of n nchor chnnel in crcked concrete shll be computed s follows: ) For sher force perpendiculr to the edge, by Eq. (D-2.) cb,y = b ψ s, ψ co, ψ c, ψ h,, lbf () (D-2.) b) For sher force prllel to n edge (s shown in Figure 0), cb,y, shll be permitted to be 2.5 times the vlue of the sher force determined from Eq. (D-2.) with the sher force ssumed to ct perpendiculr to the edge.
ESR-406 Most Widely Accepted nd Trusted Pge 7 of 20 The modifiction fctor for corner effect for n nchor loded in sher perpendiculr to the chnnel xis (s shown in Figure 2), ψ co,, shll be computed in ccordnce with Eq. (D-24.d) or (D-24.e). If c 2 c cr, then ψ co, =.0 (D-24.d) FIGURE 0 ACHOR CHAEL ARRAGED PERPEDICULAR TO THE EDGE AD LOADED PARALLEL TO THE EDGE The bsic concrete brekout strength in sher perpendiculr to the chnnel xis of single nchor of n nchor chnnel in crcked concrete, b, shll be computed in ccordnce with Eq. (D-24.). b = λ ch, (f c) 0.5 c 4/3, lbf () (D-24.) λ = (norml-weight concrete) ch, = shll be tken from Tble 6 of this report. f' c = the lesser of the specified concrete compressive strength nd 8,500 psi (58.6 MP) The modifiction fctor to ccount for the influence of loction nd loding of djcent nchors, ψ s, shll be computed in ccordnce with Eq. (D-24.b). ψ = (D-24.b) s, n + 5. s + i u, y,i i = 2 scr, u, y, (s illustrted in Figure ): s i = distnce between the nchor under considertion nd the djcent nchor, in. (mm) s cr, s cr, = 4c + 2b ch, in. (mm) (D-24.c) u,y,i = fctored sher lod of n influencing nchor, lbf (), u,y, = fctored sher lod of the nchor under considertion, lbf (), n = number of nchors within distnce s cr, to both sides of the nchor under considertion FIGURE EXAMPLE OF A ACHOR CHAEL WITH DIFFERET ACHOR SHEAR FORCES If c 2 < c cr, then ψ co, = (c 2 / c cr,) 0.5 c cr, = 2c + b ch, in. (mm) (D-24.e) (D-24.f) If n nchor is influenced by two corners (s shown in Figure 2b), then the fctor ψ co, shll be computed for ech corner in ccordnce with Eq. (D-24.d) or (D-24.e) nd the product of the vlues of ψ co, shll be inserted in Eq. (D-2.). FIGURE 2 EXAMPLE OF A ACHOR CHAEL LOADED I SHEAR WITH ACHORS, LEFT: IFLUECED BY OE CORER RIGHT: IFLUECED BY TWO CORERS For nchor chnnels locted in region of concrete member nlysis indictes no crcking t service lod levels, the following modifiction fctor shll be permitted: ψ c, =.4. For nchor chnnels locted in region of concrete member nlysis indictes crcking t service lod levels, the following modifictions shll be permitted: ψ c, =.0 ψ c, =.2 ψ c, =.4 for nchor chnnels in crcked concrete with no supplementry reinforcement for nchor chnnels in crcked concrete with edge reinforcement of o. 4 br (2.7 mm) or greter between the nchor chnnel nd the edge for nchor chnnels in crcked concrete contining edge reinforcement with dimeter of / 2 inch (2.7 mm) or greter (o. 4 br or greter) between the nchor chnnel nd the edge, nd with the edge reinforcement enclosed within stirrups with dimeter of / 2 inch (2.7 mm) or greter (o. 4 br or greter) spced t 4 inches (00 mm) mximum.
ESR-406 Most Widely Accepted nd Trusted Pge 8 of 20 The modifiction fctor for nchor chnnels locted in concrete member with h < h cr,, ψ h, (n exmple is given in Figure 3), shll be computed in ccordnce with Eq. (D-29.). ψ h, = (h / h cr,) /2.0 h cr, = 2c + 2h ch, in. (mm) (D-29.) (D-29.b) FIGURE 3 EXAMPLE OF A ACHOR CHAEL I A MEMBER WITH A THICKESS h < h cr,v Where n nchor chnnel is locted in nrrow member (c 2,mx < c cr,) with thickness h < h cr, (see Figure 4), the edge distnce c in Eq. (D-24.), (D-24.c), (D-24.f) nd (D-29.b) shll not exceed the vlue c,red determined in ccordnce with Eq. (D-29.c). c,mx bch h 2hch c,red = mx ;, in. (mm) (D-29.c) 2 2 c 2,mx is the lrgest of the edge distnces perpendiculr to the longitudinl xis of the chnnel. For this exmple, the vlue of c,red is obtined by moving the filure surfce forwrd until it intersects the corner s shown. FIGURE 4 EXAMPLE OF A ACHOR CHAEL IFLUECED BY TWO CORERS AD MEMBER THICKESS (I THIS EXAMPLE c 2,2 IS DECISIE FOR THE DETERMIATIO OF c,red) For nchor chnnels with b ch greter thn. in. (28 mm) nd h ch greter thn 0.6 in. (5 mm) rrnged prllel to the edge nd loded by sher lod perpendiculr to the edge nd nchor reinforcement developed in ccordnce with ACI 38- Chpter 2 or ACI 38-4 Chpter 25 on both sides of the concrete surfce, the design strength of the nchor reinforcement, φ c,y, shll be permitted to be used insted of the concrete brekout strength, φ cb,y, in determining φ n,y. A strength reduction fctor φ of 0.75 shll be used in the design of the nchor reinforcement. The strength of the nchor reinforcement ssumed in design shll not exceed the vlue in ccordnce with Eq. (D-29.d). Only nchor reinforcement tht complies with Figure 5 shll be ssumed s effective. The mximum strength of the nchor reinforcement c,y,mx of single nchor of n nchor chnnel shll be computed in ccordnce with Eq. (D-29.d). c,y,mx = 2.85 / (c ) 0.2 cb,y, lbf (D-29.d) c,y,mx = 4.20 / (c ) 0.2 cb,y, (D-29.d) cb,y is determined in ccordnce with Eq. (D-2.). Anchor reinforcement shll consist of stirrups mde from deformed reinforcing steel brs with mximum dimeter of 5 / 8 in. (6 mm) (o. 5 br) nd stright edge reinforcement with dimeter not smller thn the dimeter of the stirrups (s shown in Figure 5). Only one br t both sides of ech nchor shll be ssumed s effective. The distnce of this br from the nchor shll not exceed 0.5c nd the nchorge length in the brekout body shll be not less thn 4 times the br dimeter. The distnce between stirrups shll not exceed the smller of nchor spcing or 6 in. (52 mm). FIGURE 5 REQUIREMETS FOR DETAILIG OF ACHOR REIFORCEMET OF ACHOR CHAELS The nchor reinforcement of n nchor chnnel shll be designed for the highest nchor lod, u,y of ll nchors but t lest for the highest individul sher lod, b u,y cting on the chnnel. This nchor reinforcement shll be rrnged t ll nchors of n nchor chnnel. 4.2.3.4 Concrete pryout strength of nchor chnnels in sher perpendiculr to the chnnel xis: The nominl pryout strength, cp, in sher of single nchor of n nchor chnnel without nchor reinforcement shll be computed in ccordnce with Eq. (D-30.). cp = cp,x = cp,y = k cp cb, lbf () (D-30.) k cp = fctor tken from Tble 6 of this report cb = nominl concrete brekout strength of the nchor under considertion, lbf (), determined in ccordnce with 4.2.2.3; however in the determintion of the modifiction fctor ψ s,, the vlues u, nd u,i in Eq. (D-9.) shll be replced by u,y, nd u,y,i, respectively. The nominl pryout strength, cp, in sher of single nchor of n nchor chnnel with nchor reinforcement shll not exceed.
ESR-406 Most Widely Accepted nd Trusted Pge 9 of 20 cp = cp,x = cp,y = 0.75 k cp cb, lbf () (D-3.) k cp nd cb s defined bove. 4.2.4 Sher lods cting longitudinl to the chnnel xis: 4.2.4. Generl: Following verifictions re required: ) Steel filure: Strength of chnnel bolt, strength for locl filure of chnnel lip, strength of connection between nchor nd chnnel profile nd strength of nchor, see Section 4.2.4.2. b) Concrete edge brekout strength of nchor chnnel in sher, see Section 4.2.4.3. c) Concrete pryout strength of nchor chnnel in sher, see Section 4.2.4.4. 4.2.4.2 Steel strength of nchor chnnels in sher: For nchor chnnels, the nominl steel sher strength shll be determined s follows: The nominl strength of chnnel bolt in sher, ss, shll be tken from Tble 8 of this report. If the fixture is not clmped ginst the concrete but secured to the chnnel bolt t distnce from the concrete surfce (e.g. by double nuts), the nominl strength of chnnel bolt in sher, ss,m, shll be computed in ccordnce with Eq. (D-20.b). The nominl strength of the chnnel lips to tke up sher lods in direction of the longitudinl chnnel xis trnsmitted by chnnel bolt, sl,x, shll be tken from Tble 5 of this report. The nominl strength of one nchor, s,x, to tke up sher lods perpendiculr to the chnnel xis shll be tken from Tble 5 of this report. The nominl strength of the connection between one nchor nd the nchor chnnel, sc,x, to tke up sher lods longitudinl to the chnnel xis shll be tken from Tble 5 of this report. 4.2.4.3 Concrete brekout strength of n nchor chnnel in sher: The nominl concrete brekout strength, cb,x, in sher in direction of the longitudinl chnnel xis of single nchor of n nchor chnnel in crcked concrete shll be computed s follows: ) For sher force perpendiculr to the edge, by Eq. (D-2.). The bsic concrete brekout strength in sher in direction of the longitudinl chnnel xis of single nchor of n nchor chnnel in crcked concrete, b, shll be computed in ccordnce with Eq. (D-24.). b) For sher force prllel to n edge, cb, x, shll be permitted to be 2 times the vlue of the sher force determined from Eq. (D-2.) with the sher force ssumed to ct perpendiculr to the edge. 4.2.4.4 Concrete pryout strength in sher: The nominl pryout strength, cp,x, in sher of single nchor of n nchor chnnel without nchor reinforcement shll be computed in ccordnce with Eq. (D-30.). The nominl pryout strength, cp,x, in sher of single nchor of n nchor chnnel with nchor reinforcement shll not exceed Eq. (D-3.). 4.2.5 Requirements for seismic design: Anchor chnnels shll be designed ccording to D.3.3.5 (ACI 38-05) or 7.2.3.5.3 (ACI 38-4). The design of chnnels to resist tension lods in SDC C, D, E or F D.3.3.4.2 (ACI 38-) or 7.2.3.4.2 (ACI 38-4) pplies shll stisfy the requirements of D.3.3.4.3. (b), (c) or (d) (ACI 38-) or 7.2.3.4.3 (b), (c) or (d) (ACI 38-4), s pplicble. The design of nchor chnnels to resist sher lods in SDC C, D, E or F D.3.3.5.2 (ACI 38-) or 7.2.3.5.2 (ACI 38-4) pplies shll stisfy the requirements of D.3.3.5.3. (ACI 38-) or 7.2.3.5.3 (ACI 38-4). For nchor chnnels in SDC C, D, E or F the design strengths given in Section 4.2. through Section 4.2.4 shll be tken s the corresponding seismic strengths φ n,seis, φ n,y,seis nd φ n,x,seis. 4.2.6 Interction of tensile nd sher forces: For designs tht include combined tensile nd sher forces, the interction of these lods hs to be verified. Anchor chnnels subjected to combined xil nd sher lods shll be designed to stisfy the following requirements by distinguishing between steel filure of the chnnel bolt, steel filure modes of the nchor chnnel nd concrete filure modes. 4.2.6. Steel filure of chnnel bolts under combined lods: For chnnel bolts, Eq. (D-32.) shll be stisfied b φ u ss 2 b u +.0 φss b b 2 b with ( ) ( ) 2 = + u 2 u, x u, y (D-32.) b u is the fctored tension lod, b u,y is the fctor sher lod in perpendiculr direction, nd b u,x is the fctored sher lod in longitudinl direction to the chnnel xis on the chnnel bolt under considertion. This verifiction is not required in cse of sher lod with lever rm s Eq. (D-20.b) ccounts for the interction. 4.2.6.2 Steel filure modes of nchor chnnels under combined lods: For steel filure modes of nchor chnnels Eq. (D-32.b), (D-32.c) nd (D-32.d) shll be stisfied. ) For nchor nd connection between nchor nd chnnel profile: mx φ u s mx φ u ; φ sc u,x s,x + mx φ u,x ; φ sc,x u,y s,y ; φ u,y sc,y (D-32.b) = for nchor chnnels to resist tension nd sher lods in SDC C, D, E or F In ll other cses: = 2 for nchor chnnels with mx ( s,y; sc,y) min ( s; sc) = for nchor chnnels with mx ( s,y; sc,y) > min ( s; sc) It shll be permitted to ssume reduced vlues for s,y nd sc,y corresponding to the use of n exponent = 2. In this cse the reduced vlues for s,y nd sc,y shll lso be used in Section 4.2.3.). b) At the point of lod ppliction:
ESR-406 Most Widely Accepted nd Trusted Pge 0 of 20 b u φ sl M s, φms, φlex φlex b u, y + φ sl, y b φ u, x.0 (D-32.c) sl, x b u, y + φ sl, y b φ u, x.0 (D-32.d) sl, x = for nchor chnnels to resist tension nd sher lods in SDC C, D, E or F In ll other cses: = 2 for nchor chnnels with sl,y s,l = for nchor chnnels with sl,y > s,l 4.2.6.3 Concrete filure modes of nchor chnnels under combined lods: For concrete filure modes of nchor chnnels Eq. (D-32.e) shll be stisfied. φ u nc + φ u, y nc, y + φ u, x nc, x.0 (D-32.e) = for nchor chnnels to resist tension nd sher lods in SDC C, D, E or F In ll other cses: =.5 for nchor chnnels without nchor reinforcement or with nchor reinforcement tke up tension nd sher lods = for nchor chnnels with nchor reinforcement to tke up tension or sher lods 4.2.7 Minimum member thickness, nchor spcing, nd edge distnce: Anchor chnnels shll stisfy the requirements for edge distnce, nchor spcing, nd member thickness. The minimum edge distnce, minimum nd mximum nchor spcing, nd minimum member thickness shll be tken from Tble of this report. The criticl edge distnce, c c, shll be tken from Tble 4 of this report. 4.3 Allowble stress design: 4.3. Generl: Strength design vlues determined in ccordnce with ACI 38-05, -08, - Appendix D or ACI 38-4 Chpter 7, s pplicble, with mendments in Section 4.2 of this report my be converted to vlues suitble for use with llowble stress design (ASD) lod combintions. Such guidnce of conversions shll be in ccordnce with the following: For nchor chnnels designed using lod combintions in ccordnce with IBC Section 605.3 (Allowble Stress Design), llowble lods shll be estblished using Eq.(3.), Eq.(3.2): or Eq.(3.3): T llowble,asd = φ n / ASD x,llowble,asd = φ n,x / ASD y,llowble,asd = φ n,y / ASD M s,flex,llowble,asd = φm s,flex / ASD : Eq.(3.) Eq.(3.2) Eq.(3.3) Eq.(3.4) T llowble,asd = llowble tension lod, lbf () x,llowble,asd = llowble sher lod longitudinl to the chnnel xis, lbf () y,llowble,asd = llowble sher lod perpendiculr to the chnnel xis, lbf () M s,flex,llowble,asd = φ n = φ n,x = llowble bending moment due to tension lods lbf-in. (m) lowest design strength of n nchor, chnnel bolt, or nchor chnnel in tension for controlling filure mode s determined in ccordnce with ACI 38-05, -08, - Appendix D or ACI 38-4 Chpter 7 s pplicble with mendments in Section 4.2 of this report, lbf (). lowest design strength of n nchor, chnnel bolt, or nchor chnnel in sher longitudinl to the chnnel xis for controlling filure mode s determined in ccordnce with ACI 38-05, -08, - Appendix D or ACI 38-4 Chpter 7 s pplicble with mendments in Section 4.2 of this report, lbf (). φ n,y = lowest design strength of n nchor, chnnel bolt, or nchor chnnel in sher perpendiculr to the chnnel xis for controlling filure mode s determined in ccordnce with ACI 38-05, -08, - Appendix D or ACI 38-4 Chpter 7 s pplicble with mendments in Section 4.2 of this report, lbf (). ASD = conversion fctor clculted s weighted verge of the lod fctors for the controlling lod combintion. In ddition, ASD shll include ll pplicble fctors to ccount for non-ductile filure modes nd required overstrength. 4.3.2 Interction of tensile nd sher forces: Interction shll be clculted in ccordnce with Section 4.2.4 nd mendments in Section 4.2 of this report. u, uxy, u,y nd M u,flex shll be replced by the unfctored lods T, x, y, nd M. The design strengths φ n, φ n,x, φ n,y nd M s,flex shll be replced by the llowble lods T llowble,asd, x,llowble,asd, y,llowble,asd nd M s,flex,llowble,asd. T = unfctored tension lod pplied to n nchor chnnel, lbf () M = unfctored bending moment on nchor chnnel due to tension lods, lbf-in. (m) x = unfctored sher lod pplied to n nchor chnnel longitudinl to the chnnel xis, lbf () y = unfctored sher lod pplied to n nchor chnnel perpendiculr to the chnnel xis, lbf () 4.4 Instlltion: Instlltion prmeters re provided in Tble of this report. Anchor chnnel loctions shll comply with this report nd the plns nd specifictions pproved by the building officil. Instlltion of the nchor chnnels nd chnnel bolts shll conform to the mnufcturer s printed instlltion instructions (MPII) included in ech shipment, s provided in Tble 0 nd Figures D nd E of this report. 4.5 Specil inspection: Periodic specil inspection shll be performed except s noted in Tble 5 of this report, continuous specil inspection shll be performed in ccordnce with the strength reduction fctor requirement s determined by the registered design professionl. The registered design professionl shll specify periodic or continuous specil inspection in the contrct documents.
ESR-406 Most Widely Accepted nd Trusted Pge of 20 Inspections shll be performed s required in ccordnce with Section 705.. nd Tble 705.3 of the 205 nd 202 IBC, Section 704.5 of the 2009 IBC nd Section 704.3 of the 2006 IBC nd in ccordnce with this report. For ech type of nchor chnnel, the mnufcturer shll provide inspection procedures to verify proper usge. 4.5. Inspection requirements: Prior to concrete plcement, the specil inspector shll inspect the plcement of nchor chnnels in the formwork to verify nchor chnnel type, chnnel size, nchor type, number of nchors, nchor size, nd length of nchors, s well s nchor chnnel loction, position, orienttion nd edge distnce in ccordnce with the construction documents. The specil inspector shll lso verify tht nchor chnnels re secured within the formwork in ccordnce with the mnufcturer s printed instlltion instructions (MPII). Following plcement of concrete nd form removl, the specil inspector shll verify tht the concrete round the nchor chnnel is without significnt visul defects, tht the nchor chnnel is flush with the concrete surfce, nd tht the chnnel interior is free of concrete, litnce, or other obstructions. When nchor chnnels re not flush with the concrete surfce, the specil inspector shll verify tht pproprite sized shims re provided in ccordnce with the MPII. Following the instlltion of ttchments to the nchor chnnel, the specil inspector shll verify tht the specified system hrdwre, such s T-heded chnnel bolts nd wshers, hve been used nd positioned correctly, nd the instlltion torque hs been pplied to the chnnel bolts in ccordnce with the instlltion instruction (MPII). The specil inspector shll be present for the instlltions of ttchments to ech type nd size of nchor chnnel. Where they exceed the requirements stted here, the specil inspector shll dhere to the specil inspection requirements provided in the sttement of specil inspections s prepred by the registered design professionl in responsible chrge. 4.5.2 Proof loding progrm: Where required by the registered design professionl in responsible chrge, progrm for on-site proof loding (proof loding progrm) to be conducted s prt of the specil inspection shll include t minimum the following informtion:. Frequency nd loction of proof loding bsed on chnnel size nd length; 2. Proof lods specified by chnnel size nd chnnel bolt; 3. Acceptble displcements t proof lod; 4. Remedil ction in the event of filure to chieve proof lod or excessive displcement. 5.0 CODITIOS OF USE The HALFE HZA nchor chnnel nd HZS chnnel bolts described in this report re suitble lterntive to wht is specified in those codes listed in Section.0 of this report, subject to the following conditions: 5. The nchor chnnels nd chnnel bolts re recognized for use to resist sttic short- nd long-term lods, including wind nd seismic lods (IBC seismic design ctegories A through F), subject to the conditions of this report. 5.2 The nchor chnnels nd chnnel bolts shll be instlled in ccordnce with the mnufcturer s printed instlltion instructions (MPII), s included in the shipment nd s shown in Tble 0 nd Figures D nd E of this report. 5.3 The nchor chnnels shll be instlled in crcked or uncrcked norml-weight concrete hving specified compressive strength f c = 2,500 psi to 0,000 psi (7.2 MP to 69.0 MP) [minimum of 24 MP is required under ADIBC Appendix L, Section 5..]. 5.4 The use of nchor chnnels in lightweight concrete is beyond the scope of this evlution report. 5.5 Strength design vlues shll be estblished in ccordnce with Section 4.2 of this report. 5.6 Allowble stress design vlues re estblished with Section 4.3 of this report. 5.7 Minimum nd mximum nchor spcing nd minimum edge distnce s well s minimum member thickness shll comply with the vlues given in this report. 5.8 Prior to nchor chnnel instlltion, clcultions nd detils demonstrting complince with this report shll be submitted to the code officil. The clcultions nd detils shll be prepred by registered design professionl required by the sttutes of the jurisdiction in which the project is to be constructed. 5.9 Where not otherwise prohibited by the code, HALFE HZA nchor chnnels re permitted for use with fireresistnce-rted construction provided tht t lest one of the following conditions is fulfilled: Anchor chnnels re used to resist wind or seismic forces only (IBC seismic design ctegories A through F). Anchor chnnels tht support fire-resistncerted envelope or fire-resistnce-rted membrne re protected by pproved fireresistnce-rted mterils, or hve been evluted for resistnce to fire exposure in ccordnce with recognized stndrds. Anchor chnnels re used to support nonstructurl elements. 5.0 Since n cceptnce criteri for evluting dt to determine the performnce of nchor chnnels subjected to ftigue or shock loding is unvilble t this time, the use of these nchor chnnels under such conditions is beyond the scope of this report. 5. Use of hot-dip glvnized crbon steel nchor chnnels is permitted for exterior exposure or dmp environments. 5.2 Steel nchoring mterils in contct with preservtivetreted nd fire-retrdnt-treted wood shll be of zinc-coted crbon steel. The minimum coting weights for zinc-coted steel shll comply with ASTM A53. 5.3 Specil inspection shll be provided in ccordnce with Section 4.5 of this report. 5.4 HALFE nchor chnnels nd chnnel bolts re produced under n pproved qulity-control progrm with regulr inspections performed by ICC-ES. 6.0 EIDECE SUBMITTED 6. Dt in ccordnce with ICC-ES Acceptnce Criteri for Anchor Chnnels in Concrete Elements (AC232), dted June 207. 6.2 Qulity-control documenttion.
ESR-406 Most Widely Accepted nd Trusted Pge 2 of 20 7.0 IDETIFICATIO 7. The nchor chnnels re identified by the mnufcturer s nme, nchor chnnel type nd size (e.g. HZA 53/34) embossed into the chnnel profile or printed on the chnnel profile. The mrking is visible fter instlltion of the nchor chnnel. The evlution report number (ESR-406) nd ICC-ES mrk will be stted on the ccompnying documents. 7.2 The chnnel bolts re identified by pckging lbeled with the mnufcturer s nme, bolt type, bolt dimeter nd length, bolt grde, corrosion protection type (e.g. HZS 53/34 M6 x 60), evlution report number (ESR-406), nd ICC-ES mrk. 8.0 OTATIOS Equtions re provided in units of inches nd pounds. For convenience, SI (metric) units re provided in prentheses pproprite. Unless otherwise noted, vlues in SI units shll be not used in equtions without conversion to units of inches nd pounds. b ch width of chnnel, s shown in Figure 4, in. (mm) c edge distnce of nchor chnnel, mesured from edge of concrete member to xis of the nerest nchor s shown in Figure 4, in. (mm) c edge distnce of nchor chnnel in direction s shown in Figure 4, in. (mm) c' net distnce between edge of the concrete member nd the nchor chnnel: c = c - b ch/2, in. (mm) c,red reduced edge distnce of the nchor chnnel, s referenced in Eq. (D-29.c) c 2 edge distnce of nchor chnnel in direction 2 s shown in Figure 4, in. (mm) c,mx mximum edge distnce of nchor chnnel, in. (mm) c,min minimum edge distnce of nchor chnnel, in. (mm) c c edge distnce required to develop full concrete cpcity in bsence of reinforcement to control splitting, in. (mm) c cr edge distnce required to develop full concrete cpcity in bsence of nchor reinforcement, in. (mm) c cr, criticl edge distnce for nchor chnnel for tension loding for concrete brekout, in. (mm) c cr,b criticl edge distnce for nchor chnnel for tension loding, concrete blow out, in. (mm) c cr, criticl edge distnce for nchor chnnel for sher loding, concrete edge brekout, in. (mm) c nom nominl concrete cover ccording to code, in. (mm) d width of hed of I-nchors or dimeter of hed of round nchor, s shown in Figure 4 of this nnex, in. (mm) d 2 shft dimeter of round nchor, s shown in Figure 5 of this nnex, in. (mm) d dimeter of nchor reinforcement, in. (mm) d s dimeter of chnnel bolt, in. (mm) e distnce between sher lod nd concrete surfce, in. (mm) e s distnce between the xis of the sher lod nd the xis of the nchor reinforcement resisting the sher lod, in. (mm) f distnce between nchor hed nd surfce of the concrete, in. (mm) f c specified concrete compressive strength, psi (MP) f ut specified ultimte tensile strength of nchor, psi (MP) f utc specified ultimte tensile strength of chnnel, psi (MP) f utb specified ultimte tensile strength of chnnel bolt, psi (MP) f y specified yield tensile strength of steel, psi (MP) f y specified yield strength of nchor, psi (MP) f yc specified yield strength of chnnel, psi (MP) f yb specified yield strength of chnnel bolt, psi (MP) h thickness of concrete member, s shown in Figure 4, in. (mm) h ch height of chnnel, s shown in Figure 4, in. (mm) h cr, criticl member thickness, in. (mm) h ef effective embedment depth, s shown in Figure 4, in. (mm) k lod distribution fctor, s referenced in Eq. (D-0.) k cp pryout fctor l lever rm of the sher force cting on the chnnel bolt, in. (mm) influence length of n externl lod u long n nchor chnnllel, in. (mm) l in
ESR-406 Most Widely Accepted nd Trusted Pge 3 of 20 p s s chb s cr s cr, s mx s min web thickness of I-nchor, s shown in Figure 5, in. (mm) spcing of nchors in direction of longitudinl xis of chnnel, in. (mm) center-to-center distnce between two chnnel bolts in direction of longitudinl xis of chnnel, in. (mm) nchor spcing required to develop full concrete cpcity in bsence of nchor reinforcement, in. (mm) criticl nchor spcing for tension loding, concrete brekout, in. (mm) mximum spcing of nchors of nchor chnnel, in. (mm) minimum spcing of nchors of nchor chnnel, in. (mm) s cr,b criticl nchor spcing for tension loding, concrete blow-out, in. (mm) s cr, w A x z criticl nchor spcing for sher loding, concrete edge brekout, in. (mm) width of I-shped nchor, s shown in Figure 4, in. (mm) distnce between end of chnnel nd nerest nchor, in. (mm) internl lever rm of the concrete member, in. (mm) A brg bering re of nchor hed, in. 2 (mm 2 ) A i ordinte t the position of the nchor i, s illustrted in Figure 2, in. (mm) A se, effective cross-sectionl re of nchor or chnnel bolt in tension, in. 2 (mm²) A se, effective cross-sectionl re of chnnel bolt in sher, in. 2 (mm²) I y moment of inerti of the chnnel bout principl y-xis, in. 4 (mm 4 ) M M 2 bending moment on fixture round xis in direction, lbf-in. (m) bending moment on fixture round xis in direction 2, lbf-in. (m) M s,flex nominl flexurl strength of the nchor chnnel, lbf-in. (m) M s,flex,llowble,asd M ss M 0 ss lbf-in. (m) llowble bending moment due to tension lods for use in llowble stress design environments, flexurl strength of the chnnel bolt, lbf-in. (m) nominl flexurl strength of the chnnel bolt, lbf-in. (m) M u,flex bending moment on the chnnel due to tension lods, lbf-in. (m) b c cb n p pn nc ns ns, s sc sl ss u u bsic concrete brekout strength of single nchor in tension, lbf () nominl strength of nchor reinforcement to tke up tension lods, lbf () concrete brekout strength of single nchor of nchor chnnel in tension, lbf () lowest nominl tension strength of n nchor from ll pproprite filure modes under tension, lbf () pullout strength of single nchor of n nchor chnnel in tension, lbf () nominl pullout strength of single nchor of n nchor chnnel in tension, lbf () nominl tension strength of one nchor from ll concrete filure modes (lowest vlue of cb (nchor chnnels without nchor reinforcement to tke up tension lods) or c (nchor chnnels with nchor reinforcement to tke up tension lods), pn, nd sb), lbf () nominl steel strength of nchor chnnel loded in tension (lowest vlue of s, sc nd sl), lbf () nominl tension strength for steel filure of nchor or connection between nchor nd chnnel (lowest vlue of s nd sc), lbf () nominl tensile steel strength of single nchor, lbf () nominl tensile steel strength of the connection between nchor nd chnnel profile, lbf () nominl tensile steel strength of the locl bending of the chnnel lips, lbf () nominl tensile strength of chnnel bolt, lbf () fctored tension lod on nchor chnnel, lbf () fctored tension lod on single nchor of the nchor chnnel, lbf () u,i fctored tension lod on nchor i of the nchor chnnel, lbf () b u fctored tension lod on chnnel bolt, lbf () u, re fctored tension lod cting on the nchor reinforcement, lbf () T llowble,asd T inst llowble,asd llowble tension lod for use in llowble stress design environments, lbf () Instlltion torque moment given in the mnufcturer s instlltion instruction, lbf-ft. (m) llowble sher lod for use in llowble stress design environments, lbf ()
ESR-406 Most Widely Accepted nd Trusted Pge 4 of 20 b c,y bsic concrete brekout strength in sher of single nchor, lbf () nominl strength of the nchor reinforcement of one nchor to tke up sher lods perpendiculr to the chnnel xis, lbf () c,y,mx mximum vlue of c,y of one nchor to be used in design, lbf () cb,y nominl concrete brekout strength in sher perpendiculr to the chnnel xis of n nchor chnnel, lbf () cp nominl pryout strength of single nchor, lbf () cp,y nominl pryout strength perpendiculr to the chnnel xis of single nchor, lbf () n,y lowest nominl steel strength from ll pproprite filure modes under sher perpendiculr to the chnnel xis, lbf () nc nominl sher strength of one nchor from ll concrete filure modes (lowest vlue of cb (nchor chnnels with nchor reinforcement to tke up sher lods) or c (nchor chnnels with nchor reinforcement to tke up sher lods) nd cp), lbf () ns nominl steel strength of nchor chnnel loded in sher (lowest vlue of s, sc, nd sl), lbf () ns, nominl sher strength for steel filure of nchor or connection between nchor nd chnnel (lowest vlue of s nd sc), lbf () s,y nominl sher steel strength perpendiculr to the chnnel xis of single nchor, lbf () sc,y nominl sher strength of connection between one nchor bolt nd the nchor chnnel, lbf () sl,y nominl sher steel strength perpendiculr to the chnnel xis of the locl bending of the chnnel lips, lbf () ss nominl strength of chnnel bolt in sher, lbf () ss,m nominl strength of chnnel bolt in cse of sher with lever rm, lbf () u fctored sher lod on nchor chnnel, lbf () u,y fctored sher lod on nchor chnnel perpendiculr to the chnnel xis, lbf () u fctored sher lod on single nchor of the nchor chnnel, lbf () u,y fctored sher lod on single nchor of the nchor chnnel perpendiculr to the chnnel xis, lbf () u,i fctored sher lod on nchor i of the nchor chnnel, lbf () u,y,i fctored sher lod on nchor i of the nchor chnnel perpendiculr to the chnnel xis, lbf () u fctored sher lod on chnnel bolt, lbf () b u,y fctored sher lod on chnnel bolt perpendiculr to the chnnel xis, lbf () y,llowble,asd llowble sher lod perpendiculr to the chnnel xis for use in llowble stress design environments, lbf () exponent of interction eqution [-] ASD conversion fctor for llowble stress design [-] ch, fctor to ccount for the influence of chnnel size on concrete brekout strength in tension [-] M fctor to ccount for the influence of restrint of fixture on the flexurl strength of the chnnel bolt [-] ch, fctor to ccount for the influence of chnnel size nd nchor dimeter on concrete edge brekout strength in sher, (lbf /2 /in. /3 ) ( /2 /mm /3 ) ψ c, modifiction fctor to ccount for influence of crcked or uncrcked concrete on concrete brekout strength [-] ψ c,b modifiction fctor to ccount for influence of crcked or uncrcked concrete on concrete blowout strength [-] ψ c, modifiction fctor to ccount for influence of crcked or uncrcked concrete for concrete edge brekout strength [-] ψ co, modifiction fctor for corner effects on concrete brekout strength for nchors loded in tension [-] ψ co,b modifiction fctor for corner effects on concrete blowout strength for nchors loded in tension [-] ψ co, modifiction fctor for corner effects on concrete edge brekout strength for nchor chnnels loded in sher [-] ψ cp, modifiction fctor for nchor chnnels to control splitting [-] ψ ed, modifiction fctor for edge effect on concrete brekout strength for nchors loded in tension [-] ψ g,b modifiction fctor to ccount for influence of bering re of neighboring nchors on concrete blowout strength for nchors loded in tension [-] ψ h, modifiction fctor to ccount for influence of member thickness on concrete edge brekout strength for nchors chnnels loded in sher [-] ψ s, modifiction fctor to ccount for influence of loction nd loding of neighboring nchors on concrete brekout strength for nchor chnnels loded in tension [-] ψ s, modifiction fctor to ccount for influence of loction nd loding of neighboring nchors on concrete edge brekout strength for nchor chnnels loded in sher [-]
ESR-406 Most Widely Accepted nd Trusted Pge 5 of 20 FIGURE A ISTALLATIO PARAMETERS FOR ACHOR CHAELS FIGURE B I-ACHORS FIGURE C CHAEL BOLTS
ESR-406 Most Widely Accepted nd Trusted Pge 6 of 20 TABLE ISTALLATIO PARAMETERS FOR HALFE HZA ACHOR CHAELS TABLE 3 HZA ACHOR CHAELS: STATIC STEEL STREGTH I TESIO Anchor chnnel sizes Anchor chnnel sizes Criteri Symbol Units 38/23 53/34 Criteri Symbol Units 38/23 53/34 Chnnel height h ch in. 0.9.34 (mm) (23.0) (34.0) ominl strength for locl bending of chnnel lips, tension sl lbf 8,840 7,682 (k) (39.3) (78.7) Chnnel width Moment of inerti, crbon steel Minimum nchor spcing Mximum nchor spcing Instlltion height, welded nchor Minimum edge distnce b ch I y s min s mx h nom c,min in..5 2.07 (mm) (38.0) (52.5) in. 4 0.0507 0.2225 (mm 4 ) (2,00) (92,600) in. 3.94 3.5 (mm) (00) (80) in. 9.84 9.84 (mm) (250) (250) in. 5.94 6.38 (mm) (5) (62) in. 2.95 3.94 (mm) (75) (00) ominl strength for locl bending of lbf 8,840 7682 chnnel lips, tension for seismic design sl,seis (k) (39.3) (78.7) ominl steel strength of single nchor lbf 2,40 8,938 in tension s (k) (54.0) (84.2) ominl steel strength of single nchor lbf 2,40 8,938 in tension for seismc design s,seis (k) (54.0) (84.2) ominl tension strength connection lbf 8,840 7,682 chnnel / nchor sc (k) (39.3) (78.7) ominl tension strength connection lbf 8,840 7,682 chnnel / nchor for seismic design sc,seis (k) (39.3) (78.7) Strength reduction fctor φ - 0.75 lbf-in. 4,72 36,24 ominl bending strength M s,flex (m) (,663) (4,095) End spcing Minimum web thickness Minimum width of I-nchor x p w A in. 0.98.38 (mm) (25) (35) in. 0.24 0.24 (mm) (6.0) (6.0) in. 0.98.54 (mm) (25.0) (39.0) ominl bending strength for seismic lbf-in. 4,72 36,24 M design s,flex,seis (m) (,663) (4,095) Strength reduction fctor φ - 0.85 For SI: in. = 25.4 mm, lbf = 4.448, lbf-in. = 8.85 m Min member thickness h min in. 7.48 7.48 (mm) (90.0) (90.0) TABLE 4 HZA ACHOR CHAELS: STATIC COCRETE STREGTH I TESIO For SI: in. = 25.4 mm For inch-pound units: mm = 0.03937 in. Anchor chnnel sizes Criteri Symbol Units 38/23 53/34 TABLE 2 COMBIATIO ACHOR CHAEL CHAEL BOLTS Criteri Symbol Units Anchor chnnel sizes 38/23 53/34 Bolt type HZS 38/23 ) HZS 53/34 ) (mm) (2) - Dimeter d s (mm) (6) (6) (mm) - (20) Concrete brekout strength Embedment depth Are of nchor hed h ef A brg in. in. 2 5.75 0.43 6.8 0.66 (mm) (mm 2 ) (46) (275.0) (57) (429.0) Criticl edge distnce c c in. (mm) c c = 3 h ef Strength reduction fctor φ - 0.70 For SI: in. = 25.4 mm, lbf = 4.448 For inch-pound units: mm = 0.03937 in., = 0.2248 lbf ) Hmmer-hed chnnel bolts For SI: in. = 25.4 mm For inch-pound units: mm = 0.03937 in.
ESR-406 Most Widely Accepted nd Trusted Pge 7 of 20 TABLE 5 HZA ACHOR CHAELS: STATIC STEEL STREGTH I SHEAR AD ITERACTIO EXPOETS Criteri Symbol Units ominl strength for locl bending of lbf 8,840 7,682 chnnel lips in sher sl,y (k) (39.3) (78.7) ominl strength for locl bending of lbf 8,840 7,682 chnnel lips in sher for seismic design sl,y,seis (k) (39.3) (78.7) Strength reduction fctor φ - 0.75 ominl strength for locl bending of lbf 4,406 3,256 chnnel lips in sher sl,x (k) (9.6) (59.0) ominl strength for locl bending of lbf 4,406 3,256 chnnel lips in sher for seismic design sl,x,seis (k) (9.6) (59.0) Strength reduction fctor (periodic inspection) φ - 0.65 Strength reduction fctor (continuous inspection) φ - 0.75 ominl steel strength of single nchor lbf 8,840 7,682 in sher s,y (k) (39.3) (78.7) ominl steel strength of single nchor lbf 8,840 7,682 in sher for seismic design s,y,seis (k) (39.3) (78.7) Strength reduction fctor φ - 0.75 ominl steel strength of single nchor lbf 7,284,363 in sher s,x (k) (32.4) (50.5) ominl steel strength of single nchor lbf 7,284,363 in sher for seismic design s,x,seis (k) (32.4) (50.5) Strength reduction fctor φ - 0.75 ominl sher strength for connection lbf 8,840 7,682 chnnel / nchor sc,y (k) (39.3) (78.7) ominl sher strength for connection lbf 8,840 7,682 chnnel / nchor for seismic design sc,y,seis (k) (39.3) (78.7) Strength reduction fctor φ - 0.75 ominl sher strength for connection lbf 5,304 0,609 chnnel / nchor sc,x (k) (23.6) (47.2) ominl sher strength for connection lbf 5,304 0,609 chnnel / nchor for seismic design sc,x,seis (k) (23.6) (47.2) Strength reduction fctor φ - 0.75 For SI: in. = 25.4 mm, lbf = 4.448 For inch-pound units: mm = 0.03937 in., = 0.2248 lbf Anchor chnnel sizes 38/23 53/34 TABLE 6 HZA ACHOR CHAELS: STATIC COCRETE STREGTH I SHEAR TABLE 7 HZS CHAEL BOLTS: STATIC STEEL STREGTH I TESIO Criteri Symbol Units ominl tensile strength, orminl tensile strength for ss,seis seismic design Strength reduction fctor ss lbf (k) lbf (k) φ - 8.8 For inch-pound units: = 0.2248 lbf Anchor Chnnel bolt sizes Grde / chnnel Mteril M2 M6 M20 sizes 38/23 53/34 5,6-28,236 28,236-44,063 (67.4) - (25.6) (25.6) - (96.0) 8.8 38/23 5,6 28,236 - (67.4) (25.6) - 53/34-28,236 44,063 - (25.6) (96.0) TABLE 8 HZS CHAEL BOLTS: STATIC STEEL STREGTH I SHEAR Criteri Symbol Units ominl sher strength ominl sher strength for seismic design Strength reduction fctor for steel filure under sher ominl bending strength Strength reduction fctor for bending filure ss ss,seis Grde / Mteril 0.65 lbf 9,097 6,942-38/23 (k) (40.5) (75.4) - 8.8 lbf - 6,942 26,438 53/34 (k) - (75.4) (7.6) lbf 9,097 6,942-38/23 (k) (40.5) (75.4) - 8.8 lbf - 6,942 26,438 53/34 (k) - (75.4) (7.6) φ - 8.8 M 0 ss ominl bending strength for M 0 ss,seis seismic design lbf-in. 938 2,363-38/23 (m) (06.0) (267.0) - 8.8 lbf - 2,363 4,587 53/34 (k) - (267.0) (58.2) lbf-in. 938 2,363-38/23 (m) (06.0) (267.0) - 8.8 lbf-in. - 2,363 4,587 53/34 (m) - (267.0) (58.2) φ 8.8 For SI: in. = 25.4 mm, lbf = 4.448, lbf-in. = 8.85 m For inch-pound units: mm = 0.03937 in., = 0.2248 lbf, m = 0.3 lb Anchor chnnel sizes Chnnel bolt sizes M2 M6 0.60 0.60 M20 Anchor chnnel sizes Criteri Symbol Units 38/23 53/34 Crcked concrete without lbf 0.5 /in. 0.33 0.5 0.5 reinforcement ch, ( 0.5 /mm 0.33 ) (7.5) (7.5) Pryout filure, fctor k cp - 2.0 Strength reduction fctor φ - 0.70
ESR-406 Most Widely Accepted nd Trusted Pge 8 of 20 TABLE 9 HZA ACHOR CHAELS AD HZS CHAEL BOLTS: MATERIAL SPECIFICATIO AD PROPERTIES Component Chnnel profile Anchor Chnnel bolts Plin wsher ) ISO 7089 nd ISO 7093- Hexgonl nuts ISO 4032 Mteril / Strength clss Crbon steel Crbon steel Crbon steel grde 4.6 nd 8.8 ccording to E ISO 898- Product grde A, 200 H Property clss 5 nd 8 ccording to E ISO 898-2 Crbon steel Coting Hot-dip glvnized 55 μm Hot-dip glvnized 55 μm Hot-dip glvnized 50 μm or electroplted 2 μm Hot-dip glvnized or electroplted Hot-dip glvnized 50 μm or electroplted 2 μm ) ot supplied by Hlfen TABLE 0 HZS CHAEL BOLTS: ISTALLATIO TORQUES Criteri Symbol Units Instlltion torque T inst ) For SI: lbf-ft. =.3558 m lbf-ft. (m) Position of fixture Generl Fig. E (4.) Steel to steel contct Fig. E (4.2 or 4.3) Grde / Mteril Steel 8.8 Steel 8.8 Anchor chnnel Chnnel bolt sizes M2 M6 M20 52 69 38/23 - (70) (94) 36 73 53/34 - (85) (235) 52 36 38/23 - (70) (85) 36 266 53/34 - (85) (360) ) T inst must not be exceeded
ESR-406 Most Widely Accepted nd Trusted Pge 9 of 20 Selection of nchor chnnel, in ccordnce to the plnning document Plcing chnnel into formwork Anchor chnnel must be flush with the concrete surfce Cst in nd compct the concrete Hrdening of the concrete Striking the formwork Removing the combi strip filler 2. Steel formwork: Fixing with HALFE chnnel bolts through formwork penetrtion 2.2 Steel formwork: Fixing with rivets 2.3 Steel formwork: Fixing with HALFE fixing cone 2.4 Timber formwork: Fixing with nils 2.5 Timber formwork: Fixing with stples 2.6 Fixing in the top surfce of concrete: Fixing by using uxiliry construction 2.7 Fixing in the top surfce of concrete: Fixing from bove directly to the reinforcement 2.8 Fixing in the top surfce of concrete: Fixing to the reinforcement, using the HALFE ChnClip FIGURE D HZA ACHOR CHAELS: ISTALLATIO ISTRUCTIOS
ESR-406 Most Widely Accepted nd Trusted Pge 20 of 20 Selection of the HALFE chnnel bolts in ccordnce with the plnning document. Insert the chnnel bolt into the chnnel. After 90 turn clockwise, the chnnel bolt locks into the chnnel. (Check of the position of the bolt by notch). Positioning of the chnnel bolt: At the chnnel ends minimum clernce must be mintined, which corresponds with the overhng beyond the lst nchor. Tighten the hexgonl nut to the setting torque (T inst) cc. tble stted below. T inst must not be exceeded. 4.: generl 4.2 nd 4.3: steel to steel contct. After fixing the nuts, check the correct position of the bolt: If the notch is not perpendiculr to the chnnel length xis, the chnnel bolt must be relesed completely, inserted nd tightened gin. FIGURE E HZS CHAEL BOLTS: ISTALLATIO ISTRUCTIOS