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Hitti PROMS Engineering 3.0.76 www.hiiti.com Company: Engineers Northvrest Page: $ Address: 9725 3rd Ave NE STE#207 Speufier: Phone I Fax: i E-Mail: Design: Concrete-Apr 1.2022(9) Date: 4/112022 Fastening point: 6 Warnings • The anchor design methods.in PROFIS Engineering require rigid anchor plates per currert regulations(AS 5216:2021,ETAG 001 iAnnex C. EOTA TRO29 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently,stiff,in order not to be deformed when subjected to the design loading.PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anz-hor plate assumption is valid is not carried out by PROFIS Engineering.Input data and results must be checked for agreement with the existing conditions and for plausibility? • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided.or where pullout or pryout strength governs. • For additional information about ACI 31$strength design provisions,please go to https:itsubmittals.us.hilti.comlPROFISAnchorDesignGuidel • An anchor design approach for structures assigned to Seismic Design Category C.D.E or F is given in ACI 313-14,Chapter 17,Section 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 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 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). • Section 17.2.3.4.3(b)1 Section 17.2.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Section 17.2.3.4.3(c)1 Section 17.2.3.5.3 (b)waive the ductility requirements and require the anchors to be designed for the maximum tension 1 shear that can be transmitted to the anchors by a non-yielding attachment.Section 17.2.3.4.3(d)!Section 172.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension r shear obtained from design load combinations that include E,with E increased by cup. Fastening meets the design criteria! 1 nett Gaza anC results mjS be cherJted son watlormify w n the existing wnditions and!or P4.wbdityl PROFS Ee gineenng t c?20032022 Hdli AG.F-W94 S«`iaan Hii i s a regmered Trademark of Her.AG,Sc"Un