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Company: Mike Smith Engineering, Inc. Date: 7/24/2017 <br />Anchor Designer T11 Enaineer Mike Smith Page. 4/4 <br />MMSoftwa re Project: Cal Tank Lines - 17174 <br />Version 2,4.5673.0 Address: <br />O - <br />Phone. <br />E-mail: <br />8. Steel *Irength of Anchor in Shear ($_c„ 0-6-11 <br />V. (Ib) <br />4940 T 1,0 0.65 078 7505 <br />1,,0. Concrete Pryout Streftflth of Anchor in Shear (Seg. Q.0,31 <br />OV�pv = 4 min)kuN„ v , k«NchgI = O minlIrrp(Ar:n % AN.o) Il.,. N.. 4 n.1 A','/ �,,.N.N.., ; kep(AN: / !1 N�.)'/;r N'r ;.�1 N'/'�.N'! _;: NNr j (Eq. D-41) <br />k,p AN. (Ing) ANao (int) 7.0.N.. ' -to 'I[pN, Ng, (lb) N. (Ib) <br />2.0 165.89 104.55 1.000 1.000 1,000 3192 5065 <br />A%; (inr) Atm (in,, „ N `i.,; N T n' 'i'._No (lb) N,b (lb) 0 <br />216.00 144.00 1.000 1.000 1.000 1.000 6800 10200 0.70 <br />dV,p.j (lb) <br />7091 <br />11. Results <br />lnteraOlofl nf_Tt'J1 L and Shear Forces (Scc. D.7) <br />Tension <br />Factored Load, N.. (lb) <br />Design Strength, ON. (lb) <br />Ratio <br />Status <br />Steel <br />125 <br />6176 <br />0.02 <br />Pass <br />Concrete breakout <br />250 <br />4973 <br />0.05 <br />Pass <br />Adhesive <br />250 <br />2089 <br />0,12 <br />Pass (Governs) <br />Shear <br />Factored Load, V.. (Ib) <br />Design Strength, eV. (lb) <br />Ratio <br />Status <br />Steel <br />310 <br />2505 <br />0.12 <br />Pass (Governs) <br />Pryout <br />67.0 <br />7091 <br />0.09 <br />Pass <br />Interaction check <br />N.,wN,. V,,✓0Vr <br />Combined Ratio <br />Permissible <br />Status <br />Sec. D.7.2 <br />0.00 0.12 <br />12.4% <br />1.0 <br />Pass <br />SET -XP w/ 1/2"0 F1554 Gr. 36 with hef = 4.000 inch meets the selected design criteria. <br />12. Warnings <br />- When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength In tension <br />and concrete pryout strength in shear for SCT -XP adhesive anchor is limited to 2,500 psi per ICC -ES ESR -2508 Section 5.3. <br />- Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 fol torqued cast -in-place anchor is waived per <br />designer option. <br />Brittle failure governs for tension. Governing anchor failure mode is brittle failure. Attachment shall be designed to satisfy the requirements of ACI <br />318-11 Section D.3.3.4.3 for structures assigned to Seismic Design Category C. D, E, or F when the component of the strength level earthquake <br />force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case when ACI <br />318-11 Sections D.3.3.4.3 (a)3 to 6,(b), (c), or (d) Is satisfied for tension loading, select appropriate checkbox from Inputs tab to disable this <br />message. Alternatively, 40 factor can be entered to satisfy ACI 31 B-11 Section 0.3.3.4.3(d) to increase the earthquake portion of the loads as <br />required. <br />- Per designer input, ductility requirements for shear have been determined to be satisfied -- designer to verify. <br />Designer must exercise own judgement to determine if this design is suitable. <br />Refer to manufacturer's product literature for hole cleaning and Installation instructions. <br />Input data and results must be checked for agrccmcnt with the existing circumstances, the standards and guidelines must be checked for plausibility. <br />5.mfisnn Sircinq- I is CnmpAny In.;, 5956 W Las Pashas Boulevard Plcasanton, CA 94508 Phone: 925.560.9000 Fox, 925,047.3671 www.strongtie.com <br />