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®' Anchor DesignerTm <br />r Software <br />Version 2.0.5154.212 <br />e <br />Company: <br />Mike Smith Engineering, Inc. <br />Date: <br />11114/2015 <br />Engineer: <br />Mike Smith <br />Page: <br />3/3 <br />Project: <br />S.J. Co. Hazardous Waste Facility -15172 <br />Address: <br />P.O. Box 611, Lodi, CA 95241 <br />Phone: <br />209-334-2332 <br />E-mail: <br />mike@mseng.comcastbiz.net <br />3. Resulting Anchor Forces <br />Anchor Tension load, <br />Shear load x, <br />Shear load y, <br />Shear load combined, <br />N.. (lb) <br />Vw. (lb) <br />V.., (lb) <br />J(Vu..)4(V.g)' (lb) <br />1 0.0 <br />975.0 <br />0.0 <br />975.0 <br />Sum 0.0 <br />975.0 <br />0.0 <br />975.0 <br />Maximum concrete compression strain (%.): 0.00 <Figure 3> <br />Maximum concrete compression stress (psi): 0 <br />Resultant tension force (lb): 0 <br />Resultant compression force (lb): 0 <br />Eccentriclty of resultant tension forces In x-axis, e'N. (inch): 0.00 <br />Eccentricity of resultant tension forces In y-axis, e'Nr (inch): 0.00 <br />Eccentricity of resultant shear forces In x-axis, e'w (inch): 0.00 <br />Eccentricity of resultant shear forces in y-axis, e'w (inch): 0.00 <br />B. Steel Strength of Anchor In Shear (Sec. D.6.11 <br />V..(lb) 09m1 0 (lb) <br />6510 1.0 0.65 4232 <br />10, Concrete PrvoutStrength of Anchor in Shear (Sec. D.6.31 <br />OVc, = ¢k^b = Qkc,(Arm/ANm) y'w,N PAN'1'v.NNb (Eq. 0-40) <br />Jr, Aw (In') An- (Inr) ye4N KN y[,N Nb (lb) 0 OV, (Ib) <br />1.0 45.56 45.56 1,000 1.000 1.000 2869 0.70 2008 <br />11. Interaction of Tensile and Shear Forces (Sec D.7) <br />Shear Factored Load, V.. (lb) Design Strength, OW (lb) Ratio Status <br />Steel 975 4232 0,23 Pass <br />Pryout 975 <br />2008 <br />0.49 <br />1/2"0 CS Strong -Balt 2, hnom:2.75" (70mm) meets the selected design criteria. <br />Pass (Governs) <br />12 Warnings <br />- Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and 0.8,2 for torqued cast -In-place anchor is waived per <br />designer option. <br />- Per designer Input, the tensile component of the strength -level earthquake fame applied to anchors does not exceed 20 percent of the total <br />factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of D.3.3.4.3 for tension need nik <br />be satisfied — designer to verify. 4ep <br />-Per designer Input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of that lire <br />factored anchor shear force associated with the same load combination. Therefore the ductility requirements of D.3.3.5.3 for sho4Fn - , be <br />satisfied— designer to verify, <br />- Designer must exercise own Judgement to determine If this design is suitable. / ,{ ry ; � „r <br />- Refer to manufacturer's product literature for hole cleaning and Installation Instructions. <br />Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibllly. "e <br />Simpson Strong -Tie Company Inc. 5956 W. Las Posites Boulevard Pleasanton, CA 94598 Phone: 925.560.9000 Fax: 925.847.3871 wwwstrenghlbcontr <br />