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Anchor Rod Check for Self Supporting Towers CROWN <br /> TIA-222-G, Section 4.9.9 Rev. 6.1 (\n t`1 S l L E <br /> Site Data Reactions <br /> BU#: 826548 Eta Factor, n 0.55 Detail Type <br /> Site Name: Pasco County(VS) Uplift, Pu: 574 kips <br /> App#: 185469 Rev 4 Shear,Vu: 58 kips <br /> Anchor Rod Data lar: in <br /> Qty: 6 Mu =0.65*lar*Vu ft-kips <br /> Diam: 2.25 in <br /> Rod Material: Other <br /> Strength (Fu): 100 ksi Anchor Rod Results: <br /> Yield(Fy): 75 _ksi Max Rod(Cu+Vu/r1): 113.2 Kips <br /> Design Axial, *Fu*Anet: 260.0 Kips <br /> * Rod Circle: in Anchor Rod Stress Ratio: 43.6% <br /> *e: in <br /> *#of Rods 1 or 2 <br /> If Applicable; <br /> Mu=Pu x e:I Ift-kips I Anchor Rod Results with Bending Considered: <br /> *Only enter rod circle, offset(e)and number When the clear distance from the top of concrete to the bottom <br /> of anchor rods at the extreme fiber to of level nut excceeds 1.0 times the diameter of the anchor rod, <br /> consider if eccentric load due to leg the following interaction equation shall also be satisfied(see <br /> reinforcement exist. Figure 4-4 of Rev. G): <br /> (VARnv)2+[(Pu/$Rnt)+(Mu/Y'Rnm)]2<= 1 <br /> Q_4 R *0.45*F *A <br /> R :a,-) <br /> A o o i nv=� ub b kips <br /> + mi B L...,._ 8 O8 ORnt=0*Fu*Anal= kips <br /> $Rnm=$*Fy*Z= ft-kips <br /> c c-- -. <br /> SECTION 4.-A SECTION s-3 <br /> Detail Type (a) Detail Type(b) <br /> 1Z=4.qO ?E.V.7&) <br /> ,^+!sen Strtaw _ <br /> CO t��.^s'u s+d..i„, v°Cr.c :o..rza . #- <br /> SECTION C-C SECTION D-D <br /> Detail Type(c) Detail Type(d) Maximum Acceptable Ratio: 105 % <br /> 'rj-el.g S (Sat Nolo 1 below) <br /> J?*v.so <br /> Governing Stress Ratio:I 43.6% I Pass <br /> Figure 4-4 of TIA-222-G <br /> SST Anchor Rod Check For Rev G-Rev 6.1 091912 <br />