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Anchor Rod Check for Self Supporting Towers CA <br /> AAO�pLw/ N <br /> TIA-222-G, Section 4.9.9 Rev. 6.1 V.- S i <br /> Site Data Reactions <br /> BU#: 816298 Eta Factor, q 0.5 Detail Type <br /> Site Name: Zephyrhills Down load, Pu: 571.395 kips <br /> App#: 412641 Rev. 1 Shear,Vu: 104.145 kips <br /> Anchor Rod Data ar• in <br /> Qty: 4 1 Mu=0.65*lar*V„ ft-kips <br /> Diam: 3.5 in <br /> Rod Material: A36 <br /> Strength Fu : 58 ksi Anchor Rod Results: <br /> Yield TO 1 36 ksi Max Rod (Cu+Vu/r): 194.9 Kips <br /> Design Axial, (D*Fu*Anet: 277.0 Kips <br /> *Rod Circle: in Anchor Rod Stress Ratio: 70.4% <br /> *e: in <br /> *#of Rods 1 or 2 <br /> If Applicable; <br /> Mu= Pu x e: Ift-kips 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 /> (Vu/�Rnv)z+((Pu/�Rnt) +(Mu/�Rnm))z = 1 <br /> �Rnv�*0.45*F.b*Ab= kips <br /> f A Bt( ° p B �Rnt=�*Fu*Ar t= kips <br /> ✓ ```-� �Rnm=O*Fy*Z= ft-kips <br /> canuee—,,. � c�r.-•ew�� <br /> SECTION A-A SECTION B-8 <br /> Detail Type (a) Detail Type(b) <br /> =0 94 Y[-o-moo <br /> D� ° DI <br /> .. 'n° c D <br /> SECTION C-C SECTION D-D <br /> Detail Type (c) Detail Type (d) Maximum Acceptable Ratio: 105 % <br /> -7.O.55 (Sea Nota 1 balm) <br /> �r A.Sd <br /> Governing Stress Ratio: 70.4 Pass <br /> Figure 4-4 of TIA-222-G <br /> 11 SST Anchor Rod Check For Rev G-Rev 6.1 091912 <br />