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40 <br /> Hilti PROFIS Fingineering 3.0.76 <br /> wwwAlkixorri <br /> ......_.._.._._.._..._.________.. - -. <br /> Engineers htorthvest <br /> a <br /> Page: <br /> Address: 9725 3rd Ave NE STE#207 Specifier: <br /> Phone(Fax: - { E-Mail: <br /> Design: Concrete-Apr 1,2022(9) Date. 411/2022 <br /> Fastening point: <br /> S Warnings <br /> • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2021.ETAG 0011Annex C, <br /> EOTA TP029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the <br /> anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROMS Engineering calculates <br /> the minimum required anchor plate thickness with CBFEM:to limit the stress of the anchor plate based on the assumptions explained above.The <br /> proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering.input data and results must be checked for <br /> agreement with the existing conditions and for plausibility! <br /> • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential <br /> concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout <br /> or pryout strength governs. <br /> • For additional information about ACI 318 strength design provisions.please go to https:flsubmittal5.us.h4ti.com/PROFISAnchorDesi.gnGuide/ <br /> An anchor design approach for structures assigned to Seismic Design Category C,D.E o,F is given in AGt 318-14,Chapter 17.Section <br /> 17.2.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this Is NOT the <br /> case,the connection design(tension)shall satisfy the provisions of Section 17.2.3.4.3(b),Section 17.2.3.4.3(c'),or Section 17.2,3.4.3(d).The <br /> connection design+;shear)shall satisfy the provisions of Section 17.2.3.5.3(a).Section 17.2.3.5.3(b),or Section 17.2.3.5.3(c). <br /> • Section 17.2.3.4.3(b)/Section 17.2.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile <br /> yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Section 17.2.3.4.3(c)!Section 17.2.3.5.3 <br /> (b)waive the ductility requirements and require the anchors to be designed for the maximum tension 1 shear that can be transmitted to the <br /> anchors by a non-yielding attachment.Section 17,2.3.4.3(d)l Section 17.2.3.5.3(c)waive the ductility requirements and require the design <br /> strength of the anchors to equal or exceed the maximum tension 1 shear obtained from design load combinations that include E.with E increased <br /> by,-),,. <br /> Fastening meets the design criterial <br /> - --- .................. .............. .........._.._._.............. <br /> _..-.... . . . .. __._.. ...._ <br /> iMU1 da.a Arid emits m�gst t e ehacked for confo€ qV with the ex:stEng and for 0 aus0ifty <br /> pRoFis Ergmeenng(e j 2003-2022 HiRi AG.FL-9494 swaan tiii;r is a rsgisieted Trademark of Hui AG.sviaen <br />