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10411116111911191 Hilti PROFIS Engineering 3.0.40 www.hiitl.com • Company: Page: 8 Address: Specifier. Phone I Fax: ( E-Mail. Design: Work Shed column A2 Date: 4/3/2019 Fastening point: 6 Warnings • The anchor design methods!n PROFIS Engineering require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,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 FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor 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 318 strength design provisions,please go to https://submittals.us.hiitl.comlPROFISAnchoroesignGulde/ • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given In ACI 318-14,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)/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)I Section 17.2.3.5.3 (b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Section 17.2.3.4.3(d)/Section 17.2.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension I shear obtained from design load combinations that include E,with E increased by ma. • Fastening meets the design criteria! Inp.t dais and resutta nwat be tedind for conformhy with the existing cr d bona and for piaLmbiiityi _.. __ _......_ _..... _ __ ... • PROFIS Engineering(c)2003-2069 Hlhi AG,FL 9494 Schaan HMI Is a registered Trademark of Feu AG Sohaan 8 04/05/19 Boeing Flightline Stall 113 Page 96