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www.hilti.us <br />Company: KPFF Consulting Engineers Page: <br />Specifier: Tom Hudgings Project: <br />Address: Sub -Project I Pos. No <br />Phone I Fax: Date: <br />E-Mail: <br />4.3 Concrete edge failure in direction y+ <br />Vcbg — (Avc <br />Av ) W ec,V W ed,V W c,V W h,V W parallel,V Vb <br />Vcbg Vua <br />Ave see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) <br />2 <br />Avco = 4.5 cal <br />1 <br />W ec,v =1 + 2ev 51.0 <br />3cal <br />Wed,V=0.7+0.3(152 151.0 <br />1.5ca1 � W n,v - ha 1.0 <br />o.z <br />Vb = (7 (d� � Cal <br />ACI 318-08 Eq. (D-22) <br />ACI 318-08 Eq. (D-2) <br />ACI 318-08 Eq. (D-23) <br />ACI 318-08 Eq. (D-26) <br />ACI 318-08 Eq. (D-28) <br />ACI 318-08 Eq. (D-29) <br />ACI 318-08 Eq. (D-24) <br />Variables <br />Cal [in.] <br />Caz [in.] <br />eev [in.] <br />W c,v <br />ha [in.] <br />10.500 <br />0.000 <br />1.000 <br />420.000 <br />le [In.] <br />% <br />da [In.] <br />fc [psi] <br />W parallel,V <br />3.880 <br />1.000 <br />0.625 <br />5,000 <br />1.000 <br />Calculations <br />Ave [in •z ] <br />Avco [in •z ] <br />W ec,V <br />W ed,V <br />W h,V <br />496.13 <br />496.13 <br />1.000 <br />1.000 <br />1.000 <br />Results <br />Vcbg [lb] <br />concrete <br />Vcbg [lb] <br />Vua [lb] <br />19,182 <br />0.700 <br />13,428 <br />2,833 <br />5 Combined tension and shear loads <br />[3N (3V Utilization 13N,V [%] Status <br />0.251 0.234 5/3 19 OK <br />13NV=A+6':�=1 <br />6 Warnings <br />Vb [Ib] <br />19,182 <br />LM.1 I EL-2 M <br />Profis Anchor 2.7.7 <br />5 <br />KP Everett <br />Transformer Relocation <br />3/18/2020 <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 re -distribution 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 />Fastening meets the design criteria! <br />Input data and results must be checked for agreement with the existing conditions and for plausibility! <br />PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan <br />