0 Most Widely Accepted nd Trusted ICC-ES Evlution Report ICC-ES 000 (800) 423-6587 (562) 699-0543 www.icc-es.org ESR-008 Reissued 04/208 This report is subject to renewl 04/2020. DIVISION: 03 00 00 CONCRETE SECTION: 03 5 9 CAST-IN CONCRETE ANCHORS SECTION: 03 6 00 CONCRETE ANCHORS REPORT HOLDER: HALFEN GMBH LIEBIGSTRASSE 4 40764 LANGENFELD-RICHRATH GERMANY EVALUATION SUBJECT: HALFEN HTA ANCHOR CHANNELS AND HS CHANNEL BOLTS 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 208 ICC Evlution Service, LLC. All rights reserved.
ICC-ES Evlution Report www.icc-es. org (800) 423-6587 ESR-008 Reissued April 208 This report is subject to renewl April 2020. (562) 699-0543 A Subsidiry of the Interntionl Code Council DIVISION: 03 00 00 CONCRETE Section: 03 5 9 Cst-In Concrete Anchors Section: 03 6 00 Concretee Anchors 92 of the 2009 nd 2006 IBC. The nchor chnnels my lso be used wheree n engineered design is submitted in ccordnce with Section R30..33 of the IRC. REPORT HOLDER: HALFEN GMBH LIEBIGSTRASSE 4 40764 LANGENFELD-RICHRATH GERMANY www.hlfenus.com www.hlfen.dee EVALUATION SUBJECT: HALFEN HTA ANCHOR CHANNELS AND HS CHANNEL BOLTS.0 EVALUATION 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 HALFEN HTA nchor chnnels nd HALFEN HS chnnel bolts re used to resist sttic, wind, nd seismic (IBC Seismic Design Ctegories A nd B) tension lods (NN u ) nd sher lods perpendiculr to the longitudinl chnnel xis (V u,y ), 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 compressivee 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 tension lod: z-direction (in direction of nchor) sherr lod: y-direction (perpendiculrr to longitudinl xis of chnnel) FIGURE LOAD DIRECTIONS 3.0 DESCRIPTION 3. Product informtion: The HTA nchor chnnels consist of C-shped steel chnnel profile with round heded nchors (HTA 28/5, 38/7, 40/22 nd 50/30), I-shped steel nchors (HTA 28/5, 38/7, 40/22, 50/30, 52/34, 55/42 nd 72/48) or T-shped steel nchors (HTA 50/30, 52/34 nd 55/42). Round heded nchors re forged to the chnnel bck. I- ndd T-shped nchors re welded to the chnnel bck (s illustrted in Figure 6 of this report). The mximum 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 byy 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 208 ICC Evlution Service, LLC. All rights reserved. Pge of 22
ESR-008 Most Widely Accepted nd Trusted number of nchors per chnnel is not limited. The HALFEN HTA nchor chnnels re mde of crbon steel chnnel profiles, or stinless steel (HTA 28/5 nd 38/7 only) chnnel profiles. The pproprite chnnel bolts re plced in the nchor chnnel. The nchor chnnels re shown in Figure 5 of this report. The vilble chnnel bolts feture either hmmer-hed or hook-hed nd re shown in Figure 7. Instlltion informtion nd prmeters re shown in Tbles 0 through 2 of this report. The combintion of the HALFEN HTA nchor chnnels nd the corresponding HS chnnel bolts covered by this report re described in Tble 2 of this report. 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: Norml-weight concrete shll comply with Sections 903 nd 905 of the IBC. 4.0 DESIGN AND INSTALLATION 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 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..44 to clculte the tension nd sher lods on nchors shll be permitted. 4..2 Tension lods: The tension lods, N u,i, on n nchor due to tension lod, N u, cting on the chnnel shll be computed in ccordnce with Eq.(D-0.). An exmple for the clcultion of the tensionn lods cting on the nchors is given in Figure 2. N u,i = k A i N u (D-0.) where A' i = ordinte t the position of the nchor i ssuming tringle with the unit height t the position of lod N u nd the bse length 2 l in with l in determinedd in ccordnce with Eq. (D-0.c). An exmple is provided in Figure 2. k = / A' i (D-0.b) in 4. 93 ( y 3 ) in ( y 0 ). 05 0. 05 s s, in. (D-0.c) s s, mm (D-0.c) s = nchor spcing, in. (mm) N u = fctored tension lod on nchor chnnel, lbf (N) 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 shlll 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). A 2 2 A 3 l in =.5 s ' in-s-e 0. 25s A2 N u, Nu, 5 0 in in 6 ' A3 in-e. 25s 5 Nu, 2 2 Nu N in 6 6 3 in 9 u ' in-s e 0. 75 s A4 Nu, 5 2 3 Nu 5 N in in 2 6 3 9 u 2 k N ' ' ' u, 2 4 Nu N A 3 2 A3 A 2 3 4 3 u FIGURE 2 EXAMPLE FOR THE CALCULATION OF ANCHOR FORCES IN ACCORDANCE WITH THE TRIANGULAR LOAD DISTRIBUTION METHOD FOR AN ANCHOR CHANNEL WITH FIVE ANCHORS. THE INFLUENCE LENGTH IS ASSUMED AS l in =.5s 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: The sher lod V u,y,i on n nchor due to sher lod V u,y cting on the chnnel perpendiculr to itss longitudinl xis shll be computed in ccordnce with Section 4..2 replcing N u in Eq. (D-0.) by V u u,y. 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, N u,i,, of the nchor ssuming strut- nd-tie model. If sher lod V u,y is cting on the nchor chnnel, the resultnt fctored tension force of the nchor reinforcement N u,re, shll be computed by Eq.(D-0.d). N u,re = V u,y ((e s / z)+ +), lbf (N) (D-0.d) wheree (s illustrted in Figure 3): e s = distnce between reinforcement nd sher force cting on the fixture, in. (mm) z = internl lever rm of the concrete member, in. (mm) z = 0.85 h' = 0.85 (h h ch 0.5 d ) 2hef min 2c h' see Figure 3 3 A 4 4 l in =.5 s Pge 2 of 22 5
ESR-008 Most Widely Accepted nd Trusted FIGURE 3 ANCHOR REINFORCEMENT TO RESIST SHEAR LOADS 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 eferences to ACI 38 re bsed on the 205 IBC (ACI 38-4) nd the 202 IBC (ACI 38-) unless noted otherwisee in Section 4.2. through 4.2.5 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 9 of this report. Strength reduction fctors,, s given in ACI 38-4 7.3.3, 38- D.4..3 nd 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. Strength reduction fctors,, s given in ACI 38- D.4.4 nd in prentheses in the tbles of this report shll be used for lod combintions clculted in ccordnce with Section ACI 38- Appendix C. In Eq. (D-), nd (D-2) (ACI 38-05,-08), Tble D.4.. (ACI 38-) or Tble 7.3.. (ACI 38-4) N n nd VV n,y re the lowest design strengths determined from ll pproprite filure modes. N n is the lowest design strength in tension of n nchor chnnel determined from considertion of N s, NN sc, N sl, N s s, M s,flex, NN cb, (nchor chnnels without nchor reinforcement to tke up tension lods) or N c (nchor chnnels with nchor reinforcement to tke up tension lods), N pn nd NN sb. V n,y is the lowest design strength in sher perpendiculrr to the xis of n nchor chnnel s determined from Vs,y, V sc,y, V ss, V ss,m, V sl,y, V cb,y (nchor chnnels without nchor reinforcement to tke up sher lods perpendiculr to the chnnel xis), or V c,y (nchor chnnels with nchor reinforcement to tke up sher lods perpendiculr to the Pge 3 of 22 chnnel xis) nd V cp,y. 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 off 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, N s, of single nchor shll be tken from Tble 3 of this report. Thee nominl strength, N sc, of the connection between nchor nd chnnel profile shll be tken from Tble 3 of this report. Thee nominl strength of the chnnel lips to tke up tension lods trnsmitted by chnnel bolt, N sl, shll be tkenn from Tble 3 of this report. This vlue is vlid only if the center-to-center distnce between the chnnel bolts underr considertionn nd djcent chnnel bolts, s chb, is t lest 2b ch. If this requirement is not met, then the vlue N sl givenn in Tble 3 shll be reduced by the fctor: n i where 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) Thee nominl strength of the chnnel bolt, N ss, shll be tkenn from Tble 7 of this report. Thee nominl bending strength of the nchor chnnel, x, shll be tken from Tble 3 of this report. M s,flex n 2 b schb,i Nu,i 2 2 b bch Nu, (D-3.) 4.2.2..3 Concrete brekout strength in tension: The nominl concrete brekout strength, N cb, of single nchor in tension of n nchor chnnel shll be determined in ccordnce with Eq. (D-4.) N cb = N b ψ s,n ψ ed,n N ψ co,n ψ c,n ψ cp,n, lbf (N) (D-4.) Thee bsic concrete brekout strength of single nchor in tension in crcked concrete, N b, shll be determined in ccordnce with Eq. (D-7.). N b = 24 λ α ch, N (f c ) 0.5 h.5 ef, lbf (D-7.) N b = 0 λ α ch,n (f c ) 0.5 h.5 ef, N (D-7.) where λ = (norml-weight concrete) α ch, N = (h ef / 7.) 0.5 5.0, (inch-pound units) (D-7.b) α ch, N = (h ef / 80) 0.5 5.0, (SI-units) (D-7.b) Thee modifiction fctor to ccount for the influence of loction nd loding of djcent nchors, ψ s,n N, shll be computed in ccordnce with Eq. (D-9.)
ESR-008 Most Widely Accepted nd Trusted Pge 4 of 22 ψ s,n (D-9.) n 5. s i N u,i i 2 scr,n N u, where (s illustrted in Figure 4): s i = distnce between the nchor under considertion nd djcent nchor, in. (mm) s cr,n s cr,n = 2 (2.8 (.3 h ef / 7.) )) h ef 3 h ef, in. (D-9.b) s cr,n = 2 (2.8 (.3 h ef / 80)) h ef 3 h ef, mm (D-9.b) N u,i = fctored tension lod of n influencing nchor, lbf ( N) N u, = fctored tension lod of the nchor under considertion, lbf (N) n = number of nchors within distnce s cr,n to both sides of the nchor under considertion t n edgee in nrrow member FIGURE 5 ANCHOR CHANNELS WITH EDGE(S) Thee modifiction fctor for corner effect for nchors loded in tension (s illustrted in Figures 6 nd b), ψ co,n, shll be computed in ccordnce with Eq. (D-.b) or (D-.c) If c 2 c cr,n then ψ co,n =.0 (D-.b) = nchor under considertion, 2 to 4 = influencing nchors FIGURE 4 EXAMPLE OF ANCHOR CHANNEL WITH NON-UNIFORM ANCHOR TENSION FORCES If c 2 c cr,n then ψ co,n = (c 2 / c c cr,n) 0.5.0 (D-.c) wheree c 2 = distnce off the nchor under considertion to the corner (seee Figure 6, b, d) If nn nchor is influenced by two corners (s illustrted in Figuree 6c), the fctor ψ co,n shll be computed for ech of the vlues c 2, nd c 2,2 nd the product of the fctors, ψ co,n, shll be inserted in Eq. (D-4.). The modifiction fctor for edge effect of nchors loded in tension, ψ ed,n, shll be computed in ccordnce with Eq. (D-0.) or (D-0.b). If c c cr,n then ψ ed,n =.0 If c < c cr,n then ψ ed,n = (cc / c cr,n ) 0.5.0 where c cr,n = 0.5 s s cr,n (D-0.) (D-0.b) = (2.8 (.3 h ef / 7.)) h ef.5 h ef, in n. (D-.) c cr,n = 0.5 s c cr,n = (2.8 (.3 h ef / 80) ) h ef.5 h ef, mm (D-.) If nchor chnnels re locted in nrrow concrete member with multiple edgee distnces c, nd c,2 (s shown in Figure 5b), the minimum vlue of c, nd c,2 shll be inserted in Eq. (D-0.b). FIGURE 6 ANCHOR CHANNEL AT A CORNERR OF A CONCRETE MEMBER
ESR-008 Most Widely Accepted nd Trusted Pge 5 of 22 For nchor chnnels locted in region of concrete member where nlysis indictes no crcking t service lod levels, the following modifiction fctor shll be permitted: ψ c,n =.25. Where nlysis indictes crcking t service lod levels, ψ c,n 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,n, 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,n =.0 (D-2.) If c,min c c then ψ cp,n = c,min / c c (D-3.) whereby ψ cp p,n s determined in ccordnce with Eq. (D-3.) shll not be tken less thn ccr,n / c c with ccr,n tken from Eq. (D-.). For ll other cses, ψ cp,n 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, N c, shll be permitted to be used insted of the concrete brekout strength, N cb, in determining NN n. The nchor reinforcement for one nchor shll be designed for the tension force, N u on this nchor using strut-nd-tie model. The provisions in Figure 7 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. (No. 5 br) (6 mm). A strength reduction fctor 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 perpendiculrr to the longitudinl xis of the chnnel (s shown in Figure 7, b). FIGURE 7 ARRANGEMENT OF ANCHOR REINFORCEMENT FOR ANCHOR CHANNELS LOADED BY TENSION LOAD 4.2.2..4 Pullout strength in tension: For nchors of nchor chnnels, the pullout strength N 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, N s sb, of single nchor shll be computed in ccordnce with Eq. (D-7.) N sb = N 0 sbψ s,nb ψ g,n Nbψ co,nb ψ h,nb ψψ c,nb, lbf (N) (D-7.) Thee bsic nominl strength of single nchor without influence of neighboring nchors, corner or member thickness effects in crcked concrete, N 0 sb,, shll be computed in ccordnce with Eq. (D-7.b). 0 Nsb 28 c Abrg f c ', lbf (D-7.b) 0 Nsb b) Anchor chnnel in nrrow member 0.5 c Abrg f c ', N (D-7.b) Thee modifiction fctor ccounting for the distnce to nd loding of neighboring nchors, ψ s,nb, shll be computed in ccordnce with Eq. (D-9.), however s cr,n, shll be replced by s cr,nb, which shll be computed in ccordnce with Eq. (D-7.c). S cr,n Nb = 4 c, in. (mm) (D-7.c) ) Anchor chnnel prllel to n edge Thee modifiction fctor to ccount for influence of the bering re of neighboring nchors, ψ g,nb, shll be computed in ccordnce with Eq. (D-7.d) or Eq. (D-7.e). If s 4 c thenn ψ g,nb =.0 (D-7.d) If s < 4 c s thenn ψ g, Nb n n.0 (D-7.e) 4 c where: n = number off tensioned nchors in row prllel to the edge Thee modifiction fctor to ccount for influencee of corner effects, ψ co,nb, shll be computed in ccordnce with Eq. (D-7.f).
ESR-008 Most Widely Accepted nd Trusted ψ, c c co Nb where: c 2 2 cr, Nb = corner distnce of the nchor, for which the resistnce is computed, in. (mm) c cr,nb = 2 c, in. (mm) (D-7.g) If n nchor is influenced by two corners (c 2 < 2 c), then the fctor ψ co,nb shll be computed for c 2, nd c2,2 nd the product of the fctors shll be inserted in Eq. (D-7.). The modifiction fctor to ccount for the influence of the member thickness, ψ h,nb, shll be computed in ccordnce with Eq. (D-7.h) or Eq. (D-7.i). If f > 2 c then ψ h,nb If f 2 c ψ h Nb then,n 0.5 b =.0 h.0 (D-7.f) f 2 c f 4 c ef 4 c where: f = distnce between the nchor hed nd the surfce of the concrete member opposite to the nchor chnnel (s illustrted in Figure 8) in. (mm) FIGURE 8 ANCHOR CHANNEL AT THE EDGE OF A THIN CONCRETE MEMBER The modifiction fctor to ccount for the influence of uncrcked concrete, ψ c,nb, shll be in ccordnce with Section 4.2.2.3 of this report. For nchor chnnels locted perpendiculr to the edge nd loded uniformly, verifiction is only required for the nchor closest to the edge. 4.2.3 Sher lods: 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 b) Concretee edge brekout strength of nchor chnnel in sher, see Section 4.2.3.3 (D-7.h) (D-7.i) Pge 6 of 22 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 perpendiculr to its longitudinl xis: For nchor chnnels, the nominl steel sher strength shll be determined s follows: Thee nominl strength of chnnel bolt in sher, V 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, V ss,m, shll be computed in ccordnce with Eq. (D-20.b). V ss,m wheree α M M ss M 0 ss = (α M M ss ) / l,, lbf (N) = 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 ss N N u ss, lbf-in. (Nm) = nominl flexurl strength of chnnel bolt. It shll be tken from Tble 8 of this report 0.5N sl 0.5N ss l = lever rm, in. (mm) = internl lever rm, in. (mm) (D-20.b) (D-20.c) Thee nominl strength of the chnnel lips to tke up sher lodss perpendiculrr to the chnnel xis trnsmitted by chnnel bolt, V sl,y, shll be tken from Tble 5 of this report. Thee nominl strength of one nchor, V s,y, to tke up sherr lods perpendiculr to the chnnel xis shll be tkenn from Tble 5 of this report. Thee nominl strength of the connection between one nchor nd the nchor chnnel, V sc,y, to tke up sher lodss perpendiculrr to the chnnel xis shll be tken from Tblee 5 of this report. 4.2.3..3 Concrete brekout strength of n nchor chnnel in sher perpendiculr to its longitudinl xis: The nominl concrete brekout strength, V cb,y 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.) V cb,y = V b ψ s,v V ψ co,v ψ c,v ψ h,v, lbf (N) (D-2.) b) For sher force prllel to n edge (s shown in Figure 9), V cb,y 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-008 Most Widely Accepted nd Trusted Pge 7 of 22 Thee modifiction fctor for corner effect for n nchor loded in sher perpendiculr to the chnnel xis (s shown in Figure ), ψ co,v, shll be computed in ccordnce with Eq. (D-24.d) or (D-24.e). If c 2 c cr,v then ψ co,v =.0 (D-24.d) FIGURE 9 ANCHOR CHANNEL ARRANGED PERPENDICULAR TO THE EDGE AND LOADED PARALLELL TO THE EDGEE The bsic concrete brekout strength in sher perpendiculrr to the chnnel xis of single nchor of n nchor chnnel in crcked concrete, V b, shll be computed in ccordnce with Eq. (D-24.). V b = λ α ch,v (f c ) 0.5 c 4/3, lbf (N) (D-24.) where λ = (norml-weight concrete) α ch,v = 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,v shll be computed in ccordnce with Eq. (D-24.b). ψ s,v n i 2. 5 s V i scr,v V where (s illustrted in Figure 0): s i = distnce between the nchor under considertion nd the djcent nchor, in. (mm) s cr,v = V u,y,i V u,y, s cr,v 4c u, y,i u, y, + 2b ch, in. (mm) (D-24.c) = fctored sher lod of n influencing nchor, lbf (N), = fctored sher lod of the nchor under considertion, lbf (N), n = number of nchors within distnce s cr,v to both sidess of the nchor under considertion FIGURE 0 EXAMPLE OF AN ANCHOR CHANNEL WITH DIFFERENT ANCHOR SHEAR FORCES (D-24.b) If c 2 < c cr,v then ψ co,v = (c 2 / c c cr,v) 0.5 (D-24.e) wheree c cr,v = 2c + b ch, in. (mm) (D-24.f) If n nchor is influenced by two corners (s shown in Figuree b), then the fctor ψ co, V 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,v shll be inserted in Eq. (D-2.). FIGURE EXAMPLE OF AN ANCHOR CHANNEL LOADED IN SHEAR WITH ANCHORS ) influenced by onee corner b) influenced by two corners For nchor chnnels locted in region of concrete member where nlysis indictes no crcking t service lod levels, the following modifiction fctor shll be permitted ψ c,v =.4. For nchor chnnels locted in region of concrete member where nlysis indictes crcking t service lod levels, the following modifictions shll be permitted: ψ c,v =.0 for nchor chnnels in crcked concrete with no supplementry reinforcement ψ c,v =.2 for nchor chnnels in crcked concrete with edge reinforcement of No. 4 br (2.7 mm) or greter between the nchor chnnel nd the edge ψ c,v =.4 for nchor chnnels in crcked concrete contining edge reinforcement with dimeter of / 2 inch (2.7 mm) or greter (No. 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 (No. 4 br or greter) spced t 4 inches (00 mm) mximum. Thee modifiction fctor for nchor chnnels locted in concrete member with h < h cr,v, ψ h,v (n exmple is given in Figure 2), shll be computed in ccordnce with Eq. (D-29.).
ESR-008 Most Widely Accepted nd Trusted ψ h,v = (h / h cr, V) /2.0 where h cr,v = 2c + 2h ch, in. (mm) FIGURE 2 EXAMPLE OF AN ANCHOR CHANNEL IN A MEMBER WITH A THICKNESS h < h cr,v Where n nchor chnnel is locted in nrrow member (c 2,mx < c cr,v ) with thickness h < h cr,v (see Figure 3), 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,red c mx,mx b 2 ch h ; 2 2h ch FIGURE 3 EXAMPLE OF AN ANCHOR CHANNEL INFLUENCED BY TWO CORNERS AND MEMBER THICKNESSS (IN THIS EXAMPLE c 2,2 IS DECISIVE FOR THE DETERMINATION OF c,red d) 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, V c,y, shll be permitted to be used insted of the concrete brekout strength, V cb,y, in determining V n,y. where c 2,mx is the lrgest of the edge distnces perpendi- by culr to the longitudinl xis of the chnnel. For this exmple, the vlue of c,red is obtined moving the filure surfce forwrd until it intersects the corner s shown., in. (mm) (D-29.) (D-29.b) (D-29. c) Pge 8 of 22 A strength reduction fctor 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 4 shll be ssumed s effective. Thee mximum strength of the nchor reinforcement V c,y,m mx of single nchor of n nchor chnnel shll be computed in ccordnce with Eq. (D-29.d). V c,y,m V c,y,m mx = 2.85 / (c ) 0.2 V cb,y, lbf mx = 4.20 / (c ) 0.2 V cb,y, N (D-29.d) (D-29.d) wheree V cb,y is determined in ccordnce with Eq. (D-2.). Anchor reinforcement shll consist of stirrups mde from deformed reinforcing steel brs with mximumm dimeter of 5 / 8 in. (6 mm) ( No. 5 br) nd stright edgee reinforce- of the ment with dimeter not smller thn the dimeter stirrups (s shown in Figure 4). 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 4 REQUIREMENTS FOR DETAILING OF ANCHOR REINFORCEMENT OF ANCHOR CHANNELS Thee nchor reinforcement of n nchor chnnel shll be designed for the highest nchor lod, V u,y of ll nchors but t lest for the highest individul sher lod, V b u,y ctingg 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, V c cp, in sher of single nchor of n nchor chnnel without nchor reinforcement shll be computed in ccordnce with Eq. (D-30.). V cp = V cp,y = k cp N cb b, lbf (N) (D-30.) where k cp = fctor tken from Tble 6 of this report N cb = nominl concrete brekout strength of the nchor under considertion, lbf (N), determined in ccordnce with 4.2.2.3; however in the deterthe vlues mintion of the modifiction fctor ψ s,n, N u, nd N V u,i in Eq. (D-9.) shll be replced by u,y, nd V u,y,i, respectively. Thee nominl pryout strength, V cp, in sher of single nchor of n nchor chnnel with nchor reinforcement shll not exceed. V cp = V cp,y = 0.75 k cp N cb, lbf (N) (D-3.) wheree k cp nd N cb ss defined bove.
ESR-008 Most Widely Accepted nd Trusted Pge 9 of 22 4.2.4 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. 4.2.4. Steel filure of chnnel bolts under combined lods: For chnnel bolts, Eq. (D-32.) shll be stisfied b N N u ss 2 b Vu.0 Vss 2 (D-32.) where N b u nd V b u = V b u,y re the fctored tension lod nd fctored sher lod 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. 4.2.4.2 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: α N N V V u,y u,y mx u u ; mx ; 0. Ns N sc Vs,y V sc,y α (D-32.b) where α = 2 for nchor chnnels with mx (V s,y ; V sc,y ) min (N s ; N sc ) α = for nchor chnnels with mx (V s,y ; V sc,y ) > min (N s ; N sc ) b) At the point of lod ppliction: b N N u sl M M V V s, flex s, flex where b u, y sl, y V V b u, y sl, y.0.0 α = 2 for nchor chnnels with V sl,y N s,l α = (D-32.c) (D-32.d) for nchor chnnels with V sl,y > N s,l 4.2.4.3 Concrete filure modes of nchor chnnels under combined lods: For concrete filure modes of nchor chnnels Eq. (D-32.e) shll be stisfied. N N u nc V V u, y nc, y.0 (D-32.e) where α =.5 for nchor chnnels without nchor reinforcement or with nchor reinforcement to tke up tension nd sher lods α =.0 for nchor chnnels with nchor reinforcement to tke up tension or sher lods 4.2.5 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 = N n / α ASD Eq.(3.) V y,llowble,asd = V n,y / α ASD Eq.(3.2) M s,flex,llowble,asd = M s,flex / α ASD Eq.(3.3) where: T llowble,asd = llowble tension lod, lbf (N) V y,llowble,asd = llowble sher lod perpendiculr to the chnnel xis, lbf (N) M s,flex,llowble,asd = llowble bending moment due to tension lods lbf-in. (Nm) N n = 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 (N). V 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 (N). α ASD = conversion fctor clculted s weighted verge of the lod fctors for the controlling lod combintion. In ddition, α 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. N u, V u,y nd M u,flex shll be replced by the unfctored lods T, V y, M. The design strengths N n, V n,y nd M s,flex shll be replced by the llowble lods T llowble,asd, V y,llowble,asd nd M s,flex,llowble,asd. where T = unfctored tension lod pplied to n nchor chnnel, lbf (N) M = unfctored bending moment on nchor chnnel due to tension lods, lbf-in. (Nm) V y = unfctored sher lod pplied to n nchor chnnel perpendiculr to the chnnel xis, lbf (N) 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
ESR-008 Most Widely Accepted nd Trusted Pge 0 of 22 chnnel bolts shll conform to the mnufcturer s printed instlltion instructions (MPII) included in ech shipment, s provided in Tbles 0 through 2 of this report. Chnnel instlltion in formwork includes the following steps ccording to Tble 0 of this report:. Selection of nchor chnnel, in ccordnce to the construction document; 2. Plcing chnnel into formwork. Anchor chnnel must be flush with the concrete surfce;. Steel formwork: Fixing with HALFEN chnnel bolts through formwork penetrtion; b. Steel formwork: Fixing with rivets; c. Steel formwork: Fixing with HALFEN fixing cone; d. Timber formwork: Fixing with nils; e. Timber formwork: Fixing with stples; f. Fixing in the top surfce of concrete: Fixing by using uxiliry construction; g. Fixing in the top surfce of concrete: Fixing from bove directly to the reinforcement; nd h. Fixing in the top surfce of concrete: Fixing to the reinforcement, using the HALFEN ChnClip. 3. Cst in nd compct the concrete; 4. Hrdening of the concrete; 5. Striking the formwork; nd 6. Removing the combi strip filler. Chnnel bolt instlltion in the nchor chnnel shll include the following steps ccording to Tble of this report:. Selection of the HALFEN chnnel bolts in ccordnce with the plnning document. 2. 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). 3. Positioning of the chnnel bolt: At the chnnel ends minimum clernce must be mintined, which corresponds with the overhng beyond the lst nchor. 4. Tighten the hexgonl nut to the setting torque (T inst ) cc. Tble 2. T inst must not be exceeded. 4.: generl 4.2 nd 4.3: steel-to-steel contct. 5. 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. 4.5 Specil inspection: Periodic specil inspection 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 confirm with the engineer of record tht the ttchments do not produce grvity, wind, nd/or seismic loding prllel to the longitudinl xis of the chnnel. 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 CONDITIONS OF USE The HALFEN HTA nchor chnnel nd HS 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 nd B) tension lods (N u ) nd sher lods perpendiculr to the longitudinl chnnel xis (V u,y ), or ny combintion of these lods pplied t ny loction between the outermost nchors of the nchor chnnel in ccordnce with Figure of this report. 5.2 The nchor chnnels nd chnnel bolts shll be instlled in ccordnce with Tble nd the mnufcturer s printed instlltion instructions (MPII), s included in the shipment nd s shown in Tble 0 through 2 of this report. In cse of conflict, this report governs. 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
ESR-008 Most Widely Accepted nd Trusted Pge of 22 (7.2 MP to 69.0 MP) [minimum of 24 MP is required under ADIBC Appendix L, Section 5..]. 5.4 The use of these nchor chnnels in lightweight concrete is beyond the scope of this 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 where required by the sttutes of the jurisdiction in which the project is to be constructed. 5.9 Where not otherwise prohibited by the code, HALFEN HTA 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 (IBC seismic design ctegories A nd B). 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. 8.0 NOTATIONS 5. Use of hot-dip glvnized crbon steel nd stinless 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 or stinless 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 HALFEN nchor chnnels nd chnnel bolts re produced under n pproved qulity-control progrm with regulr inspections performed by ICC-ES. 6.0 EVIDENCE 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. 7.0 IDENTIFICATION 7. The nchor chnnels re identified by the mnufcturer s nme, nchor chnnel type nd size (e.g. HTA 52/34) embossed into the chnnel profile or printed on the chnnel profile. For nchor chnnels mde of stinless steel the nchor chnnel description will be followed by A4 indicting the stinless steel grde. The mrking is visible fter instlltion of the nchor chnnel. The evlution report number (ESR-008), 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. HS 38/7 M2 x 50 A4-70), evlution report number (ESR-008), nd ICC-ES mrk. Equtions re provided in units of inches nd pounds. For convenience, SI (metric) units re provided in prentheses where pproprite. Unless otherwise noted, vlues in SI units shll be not used in equtions without conversion to units of inches nd pounds. b ch c c c' width of chnnel, s shown in Figure 5, in. (mm) edge distnce of nchor chnnel, mesured from edge of concrete member to xis of the nerest nchor s shown in Figure 5, in. (mm) edge distnce of nchor chnnel in direction s shown in Figure 5, in. (mm) 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 5, in. (mm) c,mx mximum edge distnce of nchor chnnel, in. (mm) c,min minimum edge distnce of nchor chnnel, in. (mm) c c c cr c cr,n c cr,nb c cr,v c nom d d 2 d edge distnce required to develop full concrete cpcity in bsence of reinforcement to control splitting, in. (mm) edge distnce required to develop full concrete cpcity in bsence of nchor reinforcement, in. (mm) criticl edge distnce for nchor chnnel for tension loding for concrete brekout, in. (mm) criticl edge distnce for nchor chnnel for tension loding, concrete blow out, in. (mm) criticl edge distnce for nchor chnnel for sher loding, concrete edge brekout, in. (mm) nominl concrete cover ccording to code, in. (mm) width of hed of I-nchors or dimeter of hed of round nchor, s shown in Figure 5 of this nnex, in. (mm) shft dimeter of round nchor, s shown in Figure 6 of this nnex, in. (mm) dimeter of nchor reinforcement, in. (mm)
ESR-008 Most Widely Accepted nd Trusted Pge 2 of 22 d s e e s f dimeter of chnnel bolt, in. (mm) distnce between sher lod nd concrete surfce, in. (mm) distnce between the xis of the sher lod nd the xis of the nchor reinforcement resisting the sher lod, in. (mm) distnce between nchor hed nd surfce of the concrete, in. (mm) f c specified concrete compressive strength, psi (MP) f ut f utc f utb f y f y f yc f yb h h ch h cr,v h ef k k cp l l in p s s chb s cr s cr,n s mx s min specified ultimte tensile strength of nchor, psi (MP) specified ultimte tensile strength of chnnel, psi (MP) specified ultimte tensile strength of chnnel bolt, psi (MP) specified yield tensile strength of steel, psi (MP) specified yield strength of nchor, psi (MP) specified yield strength of chnnel, psi (MP) specified yield strength of chnnel bolt, psi (MP) thickness of concrete member, s shown in Figure 5, in. (mm) height of chnnel, s shown in Figure 5, in. (mm) criticl member thickness, in. (mm) effective embedment depth, s shown in Figure 5, in. (mm) lod distribution fctor, s referenced in Eq. (D-0.) pryout fctor lever rm of the sher force cting on the chnnel bolt, in. (mm) influence length of n externl lod N u long n nchor chnnel, in. (mm) web thickness of I-nchor, s shown in Figure 6, in. (mm) spcing of nchors in direction of longitudinl xis of chnnel, in. (mm) center-to-center distnce between 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,nb criticl nchor spcing for tension loding, concrete blow-out, in. (mm) s cr,v w A x criticl nchor spcing for sher loding, concrete edge brekout, in. (mm) width of I-shped nchor, s shown in Figure 5, in. (mm) distnce between end of chnnel nd nerest nchor, in. (mm) z 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,n effective cross-sectionl re of nchor or chnnel bolt in tension, in. 2 (mm²) A se,v 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 bending moment on fixture round xis in direction, lbf-in. (Nm) M 2 bending moment on fixture round xis in direction 2, lbf-in. (Nm) M s,flex nominl flexurl strength of the nchor chnnel, lbf-in. (Nm) M s,flex,llowble,asd llowble bending moment due to tension lods for use in llowble stress design environments, lbf-in. (Nm) M ss flexurl strength of the chnnel bolt, lbf-in. (Nm) M 0 ss nominl flexurl strength of the chnnel bolt, lbf-in. (Nm) M u,flex bending moment on the chnnel due to tension lods, lbf-in. (Nm) N b bsic concrete brekout strength of single nchor in tension, lbf (N) N c nominl strength of nchor reinforcement to tke up tension lods, lbf (N) N cb concrete brekout strength of single nchor of nchor chnnel in tension, lbf (N) N n lowest nominl tension strength of n nchor from ll pproprite filure modes under tension, lbf (N) pullout strength of single nchor of n nchor chnnel in tension, lbf (N) N p
ESR-008 Most Widely Accepted nd Trusted Pge 3 of 22 N pn N nc N ns nominl pullout strength of single nchor of n nchor chnnel in tension, lbf (N) nominl tension strength of one nchor from ll concrete filure modes (lowest vlue of N cb (nchor chnnels without nchor reinforcement to tke up tension lods) or N c (nchor chnnels with nchor reinforcement to tke up tension lods), N pn, nd N sb ), lbf (N) nominl steel strength of nchor chnnel loded in tension (lowest vlue of N s, N sc nd N sl ), lbf (N) N ns, N s N sb N 0 sb N sc N sl N ss N u N u nominl tension strength for steel filure of nchor or connection between nchor nd chnnel (lowest vlue of N s nd N sc ), lbf (N) nominl tensile steel strength of single nchor, lbf (N) nominl concrete side-fce blowout strength, lbf (N) bsic nominl concrete side-fce blowout strength, lbf (N) nominl tensile steel strength of the connection between nchor nd chnnel profile, lbf (N) nominl tensile steel strength of the locl bending of the chnnel lips, lbf (N) nominl tensile strength of chnnel bolt, lbf (N) fctored tension lod on nchor chnnel, lbf (N) fctored tension lod on single nchor of the nchor chnnel, lbf (N) N u,i fctored tension lod on nchor i of the nchor chnnel, lbf (N) N b u fctored tension lod on chnnel bolt, lbf (N) N u, re fctored tension lod cting on the nchor reinforcement, lbf (N) T llowble,asd T inst V llowble,asd V b V c,y llowble tension lod for use in llowble stress design environments, lbf (N) Instlltion torque moment given in the mnufcturer s instlltion instruction, lbf-ft. (Nm) llowble sher lod for use in llowble stress design environments, lbf (N) bsic concrete brekout strength in sher of single nchor, lbf (N) nominl strength of the nchor reinforcement of one nchor to tke up sher lods perpendiculr to the chnnel xis, lbf (N) V c,y,mx mximum vlue of V c,y of one nchor to be used in design, lbf (N) V cb,y V cp V cp,y V n,y Vnc Vns Vns, Vs,y Vsc,y Vsl,y Vss Vss,M Vu Vu,y V u nominl concrete brekout strength in sher perpendiculr to the chnnel xis of n nchor chnnel, lbf (N) nominl pryout strength of single nchor, lbf (N) nominl pryout strength perpendiculr to the chnnel xis of single nchor, lbf (N) lowest nominl steel strength from ll pproprite filure modes under sher perpendiculr to the chnnel xis, lbf (N) nominl sher strength of one nchor from ll concrete filure modes (lowest vlue of Vcb (nchor chnnels with nchor reinforcement to tke up sher lods) or Vc (nchor chnnels with nchor reinforcement to tke up sher lods) nd Vcp), lbf (N) nominl steel strength of nchor chnnel loded in sher (lowest vlue of Vs, Vsc, nd Vsl), lbf (N) nominl sher strength for steel filure of nchor or connection between nchor nd chnnel (lowest vlue of Vs nd Vsc), lbf (N) nominl sher steel strength perpendiculr to the chnnel xis of single nchor, lbf (N) nominl sher strength of connection between one nchor bolt nd the nchor chnnel, lbf (N) nominl sher steel strength perpendiculr to the chnnel xis of the locl bending of the chnnel lips, lbf (N) nominl strength of chnnel bolt in sher, lbf (N) nominl strength of chnnel bolt in cse of sher with lever rm, lbf (N) fctored sher lod on nchor chnnel, lbf (N) fctored sher lod on nchor chnnel perpendiculr to the chnnel xis, lbf (N) fctored sher lod on single nchor of the nchor chnnel, lbf (N) V u,y fctored sher lod on single nchor of the nchor chnnel perpendiculr to the chnnel xis, lbf (N) V u,i fctored sher lod on nchor i of the nchor chnnel, lbf (N) V u,y,i fctored sher lod on nchor i of the nchor chnnel perpendiculr to the chnnel xis, lbf (N) Vu fctored sher lod on chnnel bolt, lbf (N) V b u,y fctored sher lod on chnnel bolt perpendiculr to the chnnel xis, lbf (N) Vy,llowble,ASD lbf (N) llowble sher lod perpendiculr to the chnnel xis for use in llowble stress design environments, α exponent of interction eqution [-] α ASD conversion fctor for llowble stress design [-] α ch,n fctor to ccount for the influence of chnnel size on concrete brekout strength in tension [-]
ESR-008 Most Widely Accepted nd Trusted Pge 4 of 22 α M α ch,v ψ c,n fctor to ccount for the influence of restrint of fixture on the flexurl strength of the chnnel bolt [-] fctor to ccount for the influence of chnnel size nd nchor dimeter on concrete edge brekout strength in sher, (lbf /2 /in. /3 ) (N /2 /mm /3 ) modifiction fctor to ccount for influence of crcked or uncrcked concrete on concrete brekout strength [-] ψ c,nb modifiction fctor to ccount for influence of crcked or uncrcked concrete on concrete blowout strength [-] ψ c,v modifiction fctor to ccount for influence of crcked or uncrcked concrete for concrete edge brekout strength [-] ψ co,n modifiction fctor for corner effects on concrete brekout strength for nchorss loded in tension [-] ψ co,nb modifiction fctor for corner effects on concrete blowout strength for nchors loded in tension [-] ψ co,v modifiction fctor for corner effects on concrete edge brekout strength for nchor chnnels loded in sher [-] ψ cp,n modifiction fctor for nchor chnnels to control splitting [-] ψ ed,n modifiction fctor for edge effect on concrete brekout strengthh for nchors loded in tension [-] ψ g,nb modifiction fctor to ccount for influence of bering re of neighboring nchors on concrete blowout strength for nchors loded in tension [-] ψ h,nb modifiction fctor to ccount for influence of member thickness on concrete blowout strength for nchors loded in tensionn [-] ψ h,v ψ s,n ψ s,v modifiction fctor to ccount for influence of member thickness on concrete edge brekout strength for nchors chnnels loded in sher [-] modifiction fctor to ccount for influence of loction nd loding of neighboring nchors on concretee brekout strength for nchor chnnels lodedd in tension [-] modifiction fctor to ccount for influence of loction nd loding of neighboring nchors on concrete edge brekout strength for nchor chnnels lodedd in sher [-] c c,min x c 2 c,min s s mx s s min FIGURE 5 INSTALLATION PARAMETERSS FOR ANCHOR CHANNELS FIGURE 6 TYPES OF ANCHORS FIGURE 7 CHANNEL BOLTS
ESR-008 Most Widely Accepted nd Trusted Pge 5 of 22 TABLE INSTALLATION PARAMETERS FOR HALFEN HTA ANCHOR CHANNELS CRITERIA SYMBO L UNIT S 28/5 ) ANCHOR CHANNEL SIZES 38/7 ) 40/22 50/30 52/34 55/42 72/48 Chnnel height Chnnel width Moment of inerti, crbon nd stinless steel h ch b ch I y in. 0.60 0.69 0.9.8.32.65.9 (mm) (5.25) (7.5) (23.0) (30.0) (33.5) (42.0) (48.5) in..0.50.56.93 2.07 2.5 2.83 (mm) (28.0) (38.0) (39.5) (49.0) (52.5) (54.5) (72.0) in. 4 0.0098 0.0205 0.0477 0.263 0.224 0.4504 0.8402 (mm 4 ) (4,060) (8,547) (9,859 ) (52,575 ) (93,262 ) (87,464 ) (349,72 ) Minimum nchor spcing s min in..97.97.97.97 3.5 3.5 3.5 (mm) (50) (50) (50) (50) (80) (80) (80) Mximum nchor spcing Instlltion height, round nchor Instlltion height, welded I-shped nchors Instlltion height, welded T-shped nchors s mx h nom h nom h nom in. 7.87 7.87 9.84 9.84 9.84.8 5.75 (mm) (200) (200) (250) (250) (250) (300) (400) in..86 3.07 3.67 4.28 - - - (mm) (47.25) (77.9) (93.2) (08.7) - - - in. 3.04 3.3 3.62 3.90 6.36 7.7 7.42 (mm) (77.25) (79.5) (92.0) (99.0) (6.5) (82.0) (88.5) in. - - - 3.25 3.74 4.72 - (mm) - - - (82.5) (95.0) (20.0) - Minimum edge distnce c,min in..57.97.97 2.95 2.95 3.94 5.9 (mm) (40) (50) (50) (75) (75) (00) (50) End spcing Minimum shft dimeter d 2 Minimum web thickness Minimum width of I- or T-shped nchors Min member thickness, round nchors Min member thickness, welded I-shped nchors Min member thickness, welded T-shped nchors For SI: in. = 25.4 mm For inch-pound units: mm = 0.03937 in. ) Crbon nd stinless steel x p w A h min h min h min in. 0.98 0.98 0.98 0.98.38.38.38 (mm) (25) (25) (25) (25) (35) (35) (35) in. 0.24 0.3 0.39 0.47 - - - (mm) (6.0) (8.0) (0.0) (2.0) - - - in. 0.20 0.20 0.20 0.20 0.24 0.28 0.28 (mm) (5.0) (5.0) (5.0) (5.0) (6.0) (7.) (7.) in. 0.59 0.59.00.8.54.57.97 (mm) (5.0) (5.0) (25.4) (30.0) (39.0) (40.0) (50.0) in. 2.49 3.70 4.30 4.9 - - - (mm) (63.2) (93.9) (09.2) (24.7) - - - in. 3.67 3.76 4.25 4.53 6.99 7.80 8.05 (mm) (93.2) (95.5) (08.0) (5.0) (77.5) (98.0) (204.5) in. - - - 4.00 4.375 5.9 - (mm) - - - (0.6) (.) (3.8) - TABLE 2 COMBINATION ANCHOR CHANNEL CHANNEL BOLTS CRITERIA SYMBOL UNITS ANCHOR CHANNEL SIZES 28/5 38/7 40/22 50/30 52/34 55/42 72/48 Bolt type HS 28/5 ) HS 38/7 ) HS 40/22 2) HS 50/30 2) HS 50/30 2) HS 50/30 2) HS 72/48 2) (mm) (8) - - - - - - (mm) (0) (0) (0) (0) (0) (0) - (mm) (2) (2) (2) (2) (2) (2) - Dimeter d s (mm) - (6) (6) (6) (6) (6) - (mm) - - - (20) (20) (20) (20) (mm) - - - - - (24) (24) (mm) - - - - - - (27) (mm) - - - - - - (30) For SI: in. = 25.4 mm For inch-pound units: mm = 0.03937 in. ) Hmmer-hed chnnel bolts 2) Hook-hed chnnel bolts
ESR-008 Most Widely Accepted nd Trusted Pge 6 of 22 TABLE 3 HTA ANCHOR CHANNELS: STATIC STEEL STRENGTH IN TENSION CRITERIA SYMBOL UNITS ANCHOR CHANNEL SIZES 28/5 38/7 40/22 50/30 52/34 55/42 72/48 Nominl strength for locl bending of chnnel lips, tension Nominl steel strength of single nchor in tension, round nchors Nominl steel strength of single nchor in tension, welded I- or T-shped nchors Nominl tension strength connection chnnel / nchor N sl N s N s N sc lbf 2,025 4,045 6,745 8,770 4,65 2,355 26,975 (kn) (9.0) (8.0) (30.0) (39.0) (65.0) (95.0) (20.0) lbf 2,045 4,520 7,060 2,700 - - - (kn) (9.) (20.) (3.4) (56.5) - - - lbf 6,070 6,070 0,275 2,40 8,930 22,975 28,730 (kn) (27.0) (27.0) (45.7) (54.0) (84.2) (02.2) (27.8) lbf 2,025 4,045 6,520 8,770 4,65 7,985 24,280 (kn) (9.0) (8.0) (29.0) (39.0) (65.0) (80.0) (08.0) Strength reduction fctor - 0.75 (0.80) Nominl bending strength, crbon steel Nominl bending strength, stinless steel M s,flex M s,flex lbf-in. 2,745 5,35,825 9,835 32,550 54,260 77,725 (Nm) (30) (580) (,336) (2,24) (3,678) (6,3) (8,782) lbf-in. 2,830 5,250 - - - - - (Nm) (320) (593) - - - - - Strength reduction fctor - 0.85 (0.90) For SI: in. = 25.4 mm, lbf = 4.448 N, lbf-in. = 8.85 Nm For inch-pound units: mm = 0.03937 in., N = 0.2248 lbf, Nm = 0.3 lbf-in. The tbulted vlue of pplies when the lod combintions of Section 605.2 of the IBC, ACI 38-4 Section 5.3 or ACI 38- Section 9.2 re used. If the lod combintions of ACI 38- Appendix C re used, the pproprite vlue of in prentheses must be used. TABLE 4 HTA ANCHOR CHANNELS: STATIC CONCRETE STRENGTH IN TENSION ANCHOR CHANNEL SIZES CRITERIA SYMBOL UNITS 28/5 38/7 40/22 50/30 52/34 55/42 72/48 Concrete brekout strength Effective embedment depth for round nd I-shped nchors 2 Effective embedment depth for welded T-shped nchors Are of nchor hed, round nchor Are of nchor hed, welded I- or T-shped nchors h ef h ef A brg A brg in..77 2.99 3.50 3.78 6.0 6.89 7.05 (mm) (45) (76) (89) (96) (55) (75) (79) in. - - - 3. 3.54 4.49 - (mm) - - - (79) (90) (4) - in. 2 0.3 0.23 0.37 0.59 - - - (mm 2 ) (84.8) (50.8) (235.6) (377.8) - - - in. 2 0.30 0.30 0.5 0.60 0.66 0.80.00 (mm 2 ) (95.0) (95.0) (330.2) (390.0) (429.0) (56.0) (645.0) Criticl edge distnce c c in. (mm) c c = 3h ef Strength reduction fctor - 0.70 For SI: in. = 25.4 mm, lbf = 4.448 N For inch-pound units: mm = 0.03937 in., N = 0.2248 lbf The tbulted vlue of pplies when both the lod combintions of Section 605.2 of the IBC, ACI 38-4 Section 5.3 or ACI 38- Section 9.2 re used nd the requirements of ACI 38-4 7.3.3(c) or ACI 38- D.4.3(c), s pplicble, for Condition B re met. Condition B pplies where supplementry reinforcement is not provided. For instlltions where complying supplementry reinforcement cn be verified, the fctors described in ACI 38-4 7.3.3(c) or ACI 38- D.4.3(c), s pplicble, for Condition A re llowed. If the lod combintions of ACI 38- Appendix C re used, the pproprite vlue of must be determined in ccordnce with ACI 38- D.4.4(c). 2 Embedment depth vlue is for design clcultion used for round nchor nd welded nchor, refer to tble for required, h nom, instlltion embedment. TABLE 5 HTA ANCHOR CHANNELS: STATIC STEEL STRENGTH IN SHEAR AND INTERACTION EXPONENTS
ESR-008 Most Widely Accepted nd Trusted Pge 7 of 22 CRITERIA SYMBOL UNITS ANCHOR CHANNEL SIZES 28/5 38/7 40/22 50/30 52/34 55/42 72/48 Nominl strength for locl bending of chnnel lips, sher Nominl steel strength of single nchor in sher, round nchors Nominl steel strength of single nchor in sher, welded I- or T-Shped nchors Nominl sher strength for connection chnnel / nchor V sl =V sl,y V s =V s,y V s =V s,y V sc =V sc,y lbf 2,025 4,045 6,745 0,5 5,735 22,480 26,975 (kn) (9.0) (8.0) (30.0) (45.0) (70.0) (00.0) (20.0) lbf 2,025 4,045 6,745 0,5 - - - (kn) (9.0) (8.0) (30.0) (45.0) - - - lbf 2,025 4,045 6,745 0,5 5,735 22,480 26,975 (kn) (9.0) (8.0) (30.0) (45.0) (70.0) (00.0) (20.0) lbf 2,025 4,045 6,745 0,5 5,735 22,480 26,975 (kn) (9.0) (8.0) (30.0) (45.0) (70.0) (00.0) (20.0) Strength reduction fctor - 0.75 (0.80) For SI: lbf = 4.448 N For inch-pound units: N = 0.2248 lbf The tbulted vlue of pplies when the lod combintions of Section 605.2 of the IBC, ACI 38-4 Section 5.3 or ACI 38- Section 9.2 re used. If the lod combintions of ACI 38- Appendix C re used, the pproprite vlue of in prentheses must be used. TABLE 6 HTA ANCHOR CHANNELS: STATIC CONCRETE STRENGTH IN SHEAR CRITERIA SYMBOL UNITS ANCHOR CHANNEL SIZES 28/5 38/7 40/22 50/30 52/34 55/42 72/48 Crcked concrete without reinforcement α ch,v lbf /2 /in. /3 5.6 0.5 0.5 0.5 0.5 0.5 0.5 (N /2 /mm /3 ) (4.0) (7.5) (7.5) (7.5) (7.5) (7.5) (7.5) Pryout filure, fctor k cp -.0 2.0 Strength reduction fctor - 0.70 The tbulted vlue of pplies when both the lod combintions of Section 605.2 of the IBC, ACI 38-4 Section 5.3 or ACI 38- Section 9.2 re used nd the requirements of ACI 38-4 7.3.3(c) or ACI 38- D.4.3(c), s pplicble, for Condition B re met. Condition B pplies where supplementry reinforcement is not provided. For instlltions where complying supplementry reinforcement cn be verified, the fctors described in ACI 38-4 7.3.3(c) or ACI 38- D.4.3(c), s pplicble, for Condition A re llowed. If the lod combintions of ACI 38- Appendix C re used, the pproprite vlue of must be determined in ccordnce with ACI 38- D.4.4(c).
ESR-008 Most Widely Accepted nd Trusted Pge 8 of 22 TABLE 7 HS CHANNEL BOLTS: STATIC STEEL STRENGTH IN TENSION CRITERIA SYMBOL UNITS GRADE / MATERIAL BOLT HS CHANNEL BOLT SIZES M8 M0 M2 M6 M20 M24 M27 M30 28/5 2,967 4,8 4,946 - - - - (3.2) (8.6) (22.0) - - - - 38/7-5,26 6,60 2,342 - - - - - (23.2) (27.4) (54.9) - - - - 4.6 40/22-5,26 7,576 3,466 - - - - - (23.2) (33.7) (59.9) - - - - 50/30-5,26 7,576 4,8 22,03 3,743 - - - (23.2) (33.7) (62.8) (98.0) (4.2) - - 72/48 - - - - 22,03 3,743 4,275 50,447 - - - - (98.0) (4.2) (83.6) (224.4) 28/5 - - - - - - - - Nominl tensile strength N ss lbf (kn) 8.8 38/7 40/22 - - 3,29 20,87 - - - - - - (58.4) (92.6) - - - - - 0,43 5,52 28,236 - - - - - (46.4) (67.4) (25.6) - - - - 50/30-0,43 5,52 28,236 44,063 63,486 - - - (46.4) (67.4) (25.6) (96.0) (282.4) - - 72/48 - - - - 44,063 63,486 82,550 - - - - - (96.0) (282.4) (367.2) - Stinless steel grde 50 28/5 - - - - - - - - - - -,96 - - - - 38/7 - - - (49.8) - - - - Strength reduction - fctor Stinless steel grde 70 28/5 38/7 5,755 9,27 - - - - - - (25.6) (40.6) - - - - - - - 9,27 9,94 - - - - - - (40.6) (44.) - - - - - 4.6 0.75 (0.80) 8.8 0.65 (0.75) Grde 50 0.75 (0.80) Grde 70 0.65 (0.75) The tbulted vlue of pplies when the lod combintions of Section 605.2 of the IBC, ACI 38-4 Section 5.3 or ACI 38- Section 9.2 re used. If the lod combintions of ACI 38- Appendix C re used, the pproprite vlue of in prentheses must be used.
ESR-008 Most Widely Accepted nd Trusted Pge 9 of 22 TABLE 8 HS CHANNEL BOLTS: STATIC STEEL STRENGTH IN SHEAR CRITERIA SYMBOL UNITS GRADE / MATERIAL CHANNEL BOLT SIZES M8 M0 M2 M6 M20 M24 M27 M30 4.6,980 3,25 4,540 8,475 3,220 9,040 24,775 30,260 (8.8) (3.9) (20.2) (37.7) (58.8) (84.7) (0.2) (34.6) Nominl sher strength Strength reduction fctor for steel filure under sher V ss lbf (kn) - 8.8 Stinless steel grde 50 Stinless steel grde 70-6,250 9,05 6,950 26,440 38,085 49,525 - - (27.8) (40.5) (75.4) (7.6) (69.4) (220.3) - - - - 8,455 - - - - - - - (37.6) - - - - 3,460 5,485 7,960 - - - - - (5.4) (24.4) (35.4) - - - - - 4.6 0.65 (0.75) 8.8 0.60 (0.65) Grde 50 0.65 (0.75) Grde 70 0.60 (0.65) 4.6 33.0 265.0 464.0,80 2,300 3,975 5,890 7,960 (5.0) (29.9) (52.4) (33.2) (259.6) (449.0) (665.8) (899.6) Nominl bending strength M 0 ss lbf-in. (Nm) 8.8 Stinless steel grde 50-529.0 927.0 2,360 4,600 7,945,785 - - (59.8) (04.8) (266.4) (59.3) (898.0) (,33.5) - - - -,75 - - - - - - - (32.9) - - - - Stinless steel grde 70 232.0 463.0 82.0 - - - - - (26.2) (52.3) (9.7) - - - - - Strength reduction fctor for bending filure - 4.6 8.8 Grde 50 Grde 70 For bolts in sher where bending of the bolt occurs the strength reduction fctor for bolts in tension in ccordnce with Tble 7 shll be used. For SI: in. = 25.4 mm, lbf = 4.448 N, lbf-in. = 8.85 Nm For inch-pound units: mm = 0.03937 in., N = 0.2248 lbf, Nm = 0.3 lbf-in. The tbulted vlue of pplies when the lod combintions of Section 605.2 of the IBC, ACI 38-4 Section 5.3 or ACI 38- Section 9.2 re used. If the lod combintions of ACI 38- Appendix C re used, the pproprite vlue of in prentheses must be used. TABLE 9 HTA ANCHOR CHANNELS AND HS CHANNEL BOLTS: MATERIAL SPECIFICATION AND PROPERTIES COMPONENT CARBON STEEL STAINLESS STEEL Mteril / Strength clss Coting Mteril / Strength clss Chnnel profile Crbon steel Hot-dip glvnized 55 μm Stinless steel A4 Anchor Crbon steel Hot-dip glvnized 55 μm Stinless steel A4 Chnnel bolts Plin wsher ISO 7089 nd ISO 7093- Hexgonl nuts ISO 4032 Not in scope of delivery Crbon steel grde 4.6 nd 8.8 ccording to EN ISO 898- Production clss A, 200 HV Property clss 5 nd 8 ccording to EN ISO 898-2 Hot-dip glvnized 50 μm or electroplted 2 μm Hot-dip glvnized or electroplted Hot-dip glvnized 50 μm or electroplted 2 μm Stinless steel grde 50 nd 70 ccording to EN ISO 3506- Production clss A, 200 HV ccording to EN ISO 3506- Stinless steel grde 70 nd 80 ccording to EN ISO 3506-2
ESR-008 Most Widely Accepted nd Trusted Pge 20 of 22 TABLE 0 HTA ANCHOR CHANNELS: INSTALLATIONN INSTRUCTIONN Selection of nchor chnnel, in ccordnce to the plnning document Plcing chnnel into formwork After concreting the nchor chnnel must be flush with the concrete surfce Cst in nd compct the concrete Hrdening of Striking the Removing the the concrete c formwork combi strip filler 2. Steel formwork: Fixing with HALFEN chnnel bolts through formwork penetrtion 2.2 Steel formwork: Fixing with rivets 2.3 Steel formwork: Fixing with HALFEN fixing cone 2.4 Timber formwork: Fixing with nils 2.5 Timber formwork: Fixing with stples 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 HALFEN ChnClip
ESR-008 Most Widely Accepted nd Trusted Pge 2 of 22 TABLE HS CHANNEL BOLTS: INSTALLATION INSTRUCTION Selection of the HALFEN chnnel bolts in ccordnce with the construction 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 correspondss with the overhng beyond the lst nchor. Tightenn the hexgonl nut to the setting torque (T inst ) cc. tble stted below. T inst must not be exceeded. 4.: generl 4.2 ndd 4.3: steel to steell 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.