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Anchor Rod Check for Self Supporting Towers ��� C � N <br /> TIA-222-G,Section 4.9.9 Rev.6.1 ��J � ���� �..� <br /> Site Data Reactions <br /> BU#: 826548 Eta Factor, 0.55 Detail T e <br /> Site Name: Pasco Coun S U lift,Pu: 531.334 ki s <br />' A #: 364433 Rev.0 Shear,Vu: 53:662 ki s <br /> Anchor Rod Data a�� in <br /> - Qty: 6 MU=0 65'la�*V„ ft-klpS <br /> Diam: 2.25 in <br /> Rod Material: Other <br /> Stren th Fu : 100 ksi Anchor Rod Results: <br /> Yield F : 75 ksi Max Rod(Cu+Vu/rj): 104.8 Kips <br /> � Design Axial, �*Fu*Anet: 260.0 Kips <br /> "Rod Circle: in Anchor Rod Stress Ratio: 40.3% <br /> 'e: in <br /> "#of Rods 1 or 2 <br /> If Applicable; <br /> Mu=Pu x e: ft-ki s Anchor Rod Results with Bendin Considered: <br /> ''Only enter rod circle, offset(e)and number When fhe clear distance from the fop of concrete to the bottom <br /> of anchor rods at the extreme frber fo of/evel nut excceeds 1.0 times the diameter of the anchor rod, <br /> I consider if eccentric load due to leg fhe following interaction equation shall also be satisfied(see <br /> reinforcement exist. Figure 4-4 of Rev. G)� <br /> �Vu��Rnv)z+I�Pu��Rnt)+�Mu��Rnm��2�=1 <br /> ig� aI �c �3 � ,��}� �Rnv=�*0.45*F�b*Ay= klpS ' <br /> O`C• � ��� <br /> F�' A 6 ' =°v��" —�e �Rnt=�*Fu*Anet= klps <br />, �`""a-� `'*t-.�<-..�.'' �Rnm=�*Fy*Z= ft-kips <br />� Car.s�r-� � �ar.�s:s-� ���' <br /> i7'""" <br /> �� � <br /> SWC31C)i+: A-�t Scs�."T!t'.�� 3-5 <br /> �etail Typ�{a) Qeiail i YP� �6) <br /> �Z-d.�� r��d.�c <br /> c����� � <br /> , <br /> s D+� �d �. <br /> � ��a <br /> �, � �..� <br /> � <br /> .�� sn SArr�c <br /> r.�.a o;o:i �.=� �`��' <br /> ca,��-,„�.:;. _. ,�Y <br /> �W...._............._.._� <br /> SE£`i S�G'dJ C't"i S�GTEt�3ti Cl'� <br /> ._ Qet�il Ty��e{c) t}�tai!Ty�n (d) Maximum Acceptable Ratio: 105 % <br /> �e o.ss ts�a ra��7�s�,� <br /> ryar�.sd Governing Stress Ratio: 40.3% �ass <br /> Figure 4-4 of TIA-222-G <br /> SST Anchor Rod Check For Rev G-Rev 6.1 091912 <br />