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tEr www.hiiti.us Profis Anchor 2.8.3 Company: Martin Consulting Group, Inc. Page: 5 Specifier: Address: Jon Martin 2204 Plaza Drive, Suite 130 Project: Oil Stop Sub -Project I Pos. No.: Phone I Fax: 916-256-4816 1 Date: 8115/2019 E -Mail: jonm@martinconsultinggroup.biz 5 Combined tension and shear toads RN AV _ - Utilization ON,v- N Status RR _ 0.292 13OK w-- YNV N + NV �- 1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (STAG 0011Annex 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 Anchor 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 Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition 8 applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • 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) J Section 17,2.3.6.3 (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) / 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 / shear obtained from design load combinations that include E, with E increased by con- • Hilti post -installed anchors shall be installed in accordance with the Hilb Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17,8.1. Fastening meets the design criteria! Input date and results must be checked for agreement with the existing conditions and for plausibility! M PROFIS Anchor (c) 2003-2009 Hliti AG, FL -949a Scham Hiid is a registered Trademark of Hit] AG, Schaan