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Anchor Rod Check for Self Supporting Towers <br /> TIA-222_G, Section 4 9.9 <br /> Rev 61 ���Q N <br /> Site Data S�L <br /> BU#• 8162gg Reactions <br /> Site Name: Ze h rh���$ Eta Factor, <br /> A #� 165308 Rev.1 0.5 Detail T e <br /> Do�m bad Pu: 522 ki s <br /> Shear, Vu: 95 ki s <br /> Anchor Rod Data <br /> �Y' 4 <br /> �` in <br /> Diam g,YS i� Mu = 0 65°Id kV„ <br /> Rod Material: A36 �-k�ps <br /> Stren th Fu : 58 ksi <br /> Yield F Anchor Rod Results: <br /> � ksi <br /> Max Rod(Cu+V���j�: 178.0 <br /> " Rod C�rcle Design Axial, �*Fu*Anet: 277 0 Kips <br /> �n Kips <br /> "e �� Anchor Rod Stress Ratio� 64 3% <br /> `#ot Rods 1 or 2 <br /> Mu= Pu x e �f APP��cable; <br /> ft-k� s Anchor Rod Results with Bendin Considered: <br /> ' Only E�n!er r,�d cncle offset�el an�l nu�r�l,e� <br /> ,f,���,:/��,; rc,ds��;the e�henie fihei tc� Wl�en the clear distan�e fiom the top of conaete to the hc�flon� <br /> c,nns�dei if ecr,e��tii,,������������, to ley of level nut ekcceeds 1 0 hi>>es the cliameter of the anchor r�d <br /> �� rnfu�,�r>>�,,r F,; St the following ii�terachon equatron shall also he satisfie�l/see <br /> F�9U�e 4-�1 ofRev Gl <br /> --��„o o�� ------------{--- -- �Vu��Rnv�2+I�Pu��Rnt) +�Mu��Rrcn)1 �= 1 <br /> A e�.' �A ,Ef o��1 <br /> ��,,,F gT�---�4._,..}�B �Rnv=�*0 45sF�sqb= <br /> kips <br /> cc�cre;e �_"`:�' �Rnt=�*F�*Anet= klpS <br /> 'S tt�j-,�_ r.ur,race-�� �Rnm=�*Fy*Z= <br /> � , , _� ft-kips <br /> S �T�dh A"A SECTIO'v� 3-3 <br /> D�Z=o.gope �a� Detail Type(b1 <br /> F2�o-ac <br /> f`''�`"`°� �'""`-� <br /> 'y 3 <br /> ��• �o�Li l'i f N , 1 <br /> ��^ � ��. e_a_.�O <br /> " _�_./` <br /> � M+cn snnr� <br /> C61LY5(e ��tl( �q�c���—, _ <br /> �� � + <br /> �__ <br /> SECTICN GC <br /> SECT60h D-D <br /> Detail Type (c) Detail Type {d) <br /> ''Z�A.S� ---- �See Note 1 6elrnv� Maximum Acceptab�e Ratio: 105 <br /> —- ---------- rL'o s a % <br /> Figure 4-4 of TIA-222_G Goveming Stress Ratio: 64.3% Pass <br /> SST Anchor Rod Check For Rev G-Rev 6 1 091912.x1s <br />