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Anchor Rod Check for Self Supporting Towers �/ <br /> TIA-222-G,Section 4 9.9 Rev 6.1 � C�A�TL E <br /> Site Data Reactions <br /> BU#� 816298 Eta Factor, 0.5 Detail T e <br /> Site Name: Ze h rhills Down bad Pu: 522 ki s <br /> A #� 165308 Rev.1 Shear, Vu: 95 ki s <br /> Anchor Rod Data �n <br /> Qty' 4 Mu =0 65`la;"V� ft-kipS <br /> Diam 3.25 in <br /> Rod Material: A36 <br /> Stren th Fu : 58 ksi Anchor Rod Results: <br /> Yield F 36 ksi Max Rod (Cu+Vu/r�): 178.0 Kips <br /> Design Axial, �*Fu*Anet: 277 0 Kips <br /> � Rod C,ircle �n Anchor Rod Stress Ratio: 64 3% <br /> �e in <br /> ' # of Rods 1 or 2 <br /> If Applicable; <br /> Mu= P�x e ft-ki s Anchor Rod Results with Bendin Considered: <br /> � Oniy entf�� rocl cv��le offset(e) an�l numher When the c(ear d�st�nce from the to� of�onaete to the f�otton� <br /> ��f anch��� r��cls a!the ertreme t�be� fo of level nuf ekcceeds 1 0 times the dr,meter of the anchor rod <br /> �nns�der ii eccent��c load clue to lec� the follo�vmg interachu�i equabon shali also be satrsf�erl�see <br /> reinfr�r;ernFnt e��ct Fiyure 4--? of Rev G) <br /> -—-- ---- . <br /> �Vu��Rn�)Z+��P���RM)+�M��Rm,)�2�= 1 <br /> " ��__4____"___ _ ___dJ` <br /> r` <br /> A� 0 0 ��y ,[�� o�0 1`` �Rn�=�•0 45•F„b*Ab= kips <br /> - Q� I �*A gT�-� °�° �6 �Rnt-�*Fu*Anet' kIPS <br /> ```----~ �`°°'-----'°� �R�m=�*Fy*Z= ft-kips <br /> r�ncre'e , � u�r�,reta- ..,L <br /> f�"t' <br /> �t G_� I �� <br /> S�CTIOPd A-A SECTION B-B <br /> Detail Type (a} Detail Type (b) <br /> 7Z=o��a 2-o-ao <br /> f��� { M� ��.�,� <br /> � oao <br /> c}� °�°�c ° � �� -�a <br /> 4�n � �e <br /> �-NGn Sh�fN _ <br /> rout �:a�cr�tn� <br /> COiM9�e . � � r� <br /> � — 4 ' <br /> L <br /> SECTICN C-C 3EGTkOh D-7 <br /> Detail Type {c) Detail Type (d) Maximum Acceptable Ratio: 105 % <br /> ��O•SS (See Note 1 Eelow) <br /> '--�---�-�- -- --- - -- —�-p Sp Governing Stress Ratio: 64.3% Pass <br /> Figure 4-4 of TIA-222-G <br /> SST Anchor Rod Check For Rev G-Rev 6 1 091912.x1s <br />