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<br />Broyles And Associates <br />508 Baylor Court, Suite C <br />Chesapeake, Virgnia 23320 <br />PH: 757-436-2070 <br />Project <br />Starbucks <br />Job Ref. <br /> <br />Section <br />115 MPH Sign Foundation Design <br />Sheet no./rev. <br /> 14 <br />Calc. by <br />RSW <br />Date <br />2021/30/2024 <br />4 <br />Chk'd by <br /> <br />Date <br /> <br />App'd by <br /> <br />Date <br /> <br /> <br />Concrete breakout strength in shear parallel to edge - Case 1. Half of shear resisted by front bolts ( parallel to edge - <br />Case 1. Half of shear resisted by front bolts) <br /> <br />Applied shear Vapp = 0.35 kips Edge distance x for shear ca1,p = 6 in <br />Edge distance y for shear ca2,p = 6 in Load bearing length of anchor le = 6 in <br />Basic conc breakout strength Vb,p = 7.24 kips Proj area of single anchor AVco,p = 162 in2 <br />Proj area of group of anchors AVc,p = 180 in2 Mod factor for edge effect ed,V,p = 1.000 <br />Eccentricity of loading e’V,p = 0 in Mod factor of eccentric load ec,V,p = 1.000 <br />Mod factor for cracking c,V = 1.200 Mod factor for edge distance h,V,p = 1.000 <br />Nom breakout strength shear Vcbg,p = 19.32 kips Concbreak out strength shear Vcbg,p = 14.49 kips <br />PASS - Shear breakout strength parallel to edge exceeds shear in bolts <br />Pryout strength of anchor in shear (17.5.3) <br />Coefficient of pryout strength kcp = 2.0 Nom pryout strength of anchor Vcpg = 21.55 kips <br />Pryout strength of anchor Vcpg = 15.09 kips <br />PASS - Pryout strength of anchor exceeds shear in bolts <br />Interaction of tensile and shear forces <br />Crit design strength tension Nn = 6.06 kips Crit applied tensile force Nua = 4.20 kips <br />Crit design strength shear Vn = 8.70 kips Crit applied shear force Vua = 0.70 kips <br />Nua / Nn = 0.693 Vua / Vn = 0.081 <br />As Vua / Vn <= 0.2,Full strength in tension is permitted <br />Pass - Applied tension is less than tension capacity <br /> <br /> <br />2701 N Grand Ave- <br />Sign12/5/2024