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I- <br />Profis Anchor 2.7.7 i7. <br />Companyl <br />Specifier: <br />Address: <br />E i.lail: <br />Page: <br />Prolect: <br />Sub-Projecl I Pos- No <br />Date:7t20t201a <br />6 Warnings <br />' The anchor design methods in PROFIS Anchor require rigid anchor plales per current regutations (ETAG oo1/Annex c, EoTA TR02s, etc. ).This means load re_distnbLtlon on lhe anchors dus lo elastic de{onhatrons ol the ancho. plate ars nol consrdered trc anchor plate lsassumed to be suffcrently stiff. rn order nol to be delormed when subjecred to the design toading. pnorts nlchor catriullii[" ,i",.r.required anchor plale lhickness with FEM to limit lhe stress of the anchor plate based;n th6 asJumptons exptaineJ alov". ir,"-p1oor ir U1"rigid bose plate assumPtion is valad is not carried oul by PRoFls Anchor. tnput data and resuits .uit t" cr,uir"a io, "!i""-.ni [nr, 6,.existing conditions and fo. plausibility! <br />' Condition A applies when supplementary reintorcement is used. The o factor is increased for non-steel Design Strengths except pullout <br />strength and Pryout strenqth. Cond{ion B applieswhen suppl6mentery reinforcemenl is not useo anotor puitout StrJngin"na'iryortStrenglh Relsr to your tocel standard. <br />'Designstrengthsofadhesveanchorsystemsareinlluencedbythecleanrng6€thod.R€fertothetNsTRUcTloNsFoRusEg|Yeninthe <br />Evaluation Service Reporl lrr cieaning and installation instruct;ns <br />' Chec[ng the uansfer of loads into the base hatenal and the shear resistance are required in accordance with ACI 3.18 or the relevantstandardl <br />' An anchor design approacl for sttuclures assigned to seismic oesign catsgory c, o, E or F is given in ACl3l&l l Appendir D, part <br />0.3.3 4.3 (a) thal requrres lhe governing design strenglh of an anchar or gr;rrp of anihorc oe timited by d!cijle slee a;lure I t;is is Nor thecase, the connec,jon d€sign (tension) sha satisfy the provisions ofpart O.:.J.a s 101, eaa O.S.a.a S tit, o. pa.rDi.:.a.iiai ii"connection design (shear) sha[ satisty the provisions of part D.3.3.5.3 (ay. eart O.d.i.S.: 1U1, or part d.3.3.5.3 (c)_ <br />' Pan o 3.3.4.3 (b)/ Part 0.3 3.5.3 (a) require the atlachment th€ enchors are connectrng to ths structure be designed to unc,ergo ducljteyielding at a load level corresponding to anchor forcBs no grearer than Ih€ controitrng d;sign strength. part o.s.j.q.3 icll pa;b.ii.s.e 1u;warve the ductllity requirsmants and roquirE lhe anchors lo be designed lor the maximum tension / strear rrat can be iranimltteolo t.reancho.s by a non-yielding anachment. Pafl D.3.3.4.3 (d)/ part o.3.4.5.3 (c) waive the d'rciitity requirsmenE a; requ;;th€ a"sign <br />"rr"ngthof the anchors to equal or exceed the maximum tension / shear obtained fom design baa c;mb,i"t""it "ir.rrtiiil*i-n <br />-ii"ir"""ro <br />ov <br />'lnstalatronolHiltiadhesiveanchorsystemsshallbeperfonnedbypelsonneltrainedloinstall Hihiadhesivg anchoE Reference ACl3ig-.11,Part D.9.1 <br />Fastening meets the deslgn criteria! <br />lnpLi dtu ..! '.!dri hlst b. cn..i.a id roehBrrh <br />PROF ls An ,5o, { c J 20o}2oo9 Fi,lu 46, Fl-ixga SdEs <br />bE eri5lng od6sr ed r, d.!.,b.{yrH*1,h. rogrJ.Ed Tr!d6m.^ olH ,AG. S.h.an