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www.hiltims Profis Anchor 2.7.2 <br /> Company: BRPH Page: 5 <br /> Specifier. Project: STORAGE RACKS <br /> Address: Sub-Project I Pos.No.: <br /> Phone I Fax: Date: 4/19/2017 <br /> E-Mail: <br /> 5 Combined tension and shear loads <br /> 5N pv _ Utilization ON,v NStatus <br /> C0.747 --- 0.052 513 _ 63 OK <br /> RNV Q(J+6�—1 <br /> 6 Warnings <br /> •The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,etc.).This <br /> means load redistribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be <br /> sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate <br /> thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption <br /> is valid is not carried out by PROFIS Anchor.Input data and results must be checked for agreement with the existing conditions and for <br /> plausibility! <br /> Condition A applies when supplementary reinforcement is used.The 0 factor is increased for non-steel Design Strengths except Pullout Strength <br /> and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to <br /> your local standard. <br /> Refer to the manufacturer's product literature for cleaning and installation instructions. <br /> Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! <br /> 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 <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/shear that can be transmitted to the <br /> 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 <br /> strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased <br /> by too. <br /> Hilt!post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPII).Reference ACI <br /> 318-14,Section 17.8.1. <br /> Fastening meets the design criteria! <br /> Input data and results must be checked for agreement with the existlng conditions and for plausibility! <br /> PROFIS Anchor(c)20032009 His AG,FL-9494 Schaan Kfti is a registered Trademark of Ffi ti AG,Schaan ` 1 <br /> , i 1 <br />