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bj <br />Anchor DesignerTM <br />r Software <br />Version 2.0.5154.211 <br />• <br />Company: <br />Mike Smith Engineering, Inc.Date:111M4/2015 <br />Shear load y, <br />Engineer: <br />Mike Smith <br />Page: <br />1313 <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 />mlke@mseng.camcastbiz.net <br />3. Resulting Anchor. Forces <br />Anchor Tension load, <br />Shear load x, <br />Shear load y, <br />Shear load combined, <br />No. (lb) <br />Vu.. (Ib) <br />Vs., (Ib) <br />4(Vuu)1+(V..y)' (lb) <br />1 0.0 <br />1750.0 <br />0.0 <br />1750.0 <br />Sum 0,0 <br />17501 <br />0,0 <br />1750.0 <br />Maximum concrete compression strain (76): 0.00 <Figure 3> <br />Maximum concrete compression stress (psi): 0 <br />Resultant tension force (lb): 0 <br />Resultant compression force (lb): 0 <br />Eccentricity of resultant tension forces In xaxis, e'N. (inch): 0.00 <br />Eccentricity of resultant tension forces in y-axis, e'Ny (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'vy (inch): 0.00 <br />S. Stool Strength of Anchor In Shear (Sec D.6.11 <br />V.. (lb) 09-1 6 Ogg .,01/.. (lb) <br />6510 1.0 0,65 4232 <br />10 Concrete Prvout Strength of Anchor in Shear (Sec D 6 31 <br />011m = Qku Nm = Qk-P(ANc7ANro) Y.µNY` NY4xNNn (Eq. D40) <br />k, Am, (W) AN.. (Inr) %d,N YaN Yw.N Nn (lb) 0 011m (ib) <br />1.0 45.56 45.56 1.000 1.000 1.000 2869 0.70 2008 <br />11. Interaction of <br />Tensile and Shear Forces (Seo. <br />0.71 <br />Shear <br />Factored Load, W. (Ib) <br />Design Strength, oVn (lb) <br />Ratio <br />Status <br />Steel <br />1750 <br />4232 <br />0.41 <br />Pass <br />Pryout <br />1750 <br />2008 <br />0.87 <br />Pass (Governs) <br />112"0 CS Strong -Bolt 2, hnom:2.76" (70mm) meets the selected design criteria. <br />12 Warnings <br />- Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.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 force applied to anchors does not exceed 20 percent of the total <br />factored anchor tensile force associated with the some load combination. Therefore the ductility requirements of D.3.3.4.3 for tension need not <br />be satisfied — designer to verify. <br />- Per designer Input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total <br />factored anchor shear force associated with the same load combination. Therefore the ductility requirements of D.3.3.5.3 for shear need not be <br />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 agreement with the existing clroumslances, the standards and guidelines must be"d fo41214. <br />Simpson Strong -Tie Company Inc, 5956 W. Las Posilas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 w ,slrongtie.com <br />rs frri^&I��C, ~9 <br />�"J'j� sf-..� <br />r1&"64 I 4Trsrr4; <br />