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3-12-10 ROBERT-JAMES & ASSOCIATES,Inc. Sht 2 of 4 <br /> ShrELl4gp � <br /> Shear Stress: (psi.) f�:= f�=462276 <br /> PipeArea <br /> fh fv < 1.00 OK <br /> Unity Check-Combined: UCComb�_ — + — UCComb=0317 <br /> 27720 16800 I <br /> pesip,n of Pole Cao Plate at EL. 19 60': � <br /> Lower Pipe Diameter: (in.) LwrDia:= 10.75 Upper Pipe Diameter: (in.) UprDia:= 6.625 i <br /> I <br /> Cap Plate DiamMer: (in.) PltDia:= 1 L75 Cap P�ate Thickness: (in.) PltThk:= OJS <br /> Plate Specimen: (in.) PltSpcm:= LwrDia–UprDia PltSpcm=4.125 <br /> MtEL1960'�Z (PltSpcm 6 <br /> LwrDia \ Z � ReqdThk=0.53 <br /> Minimum Thickness Required: (in.) Reqd'l"�:k:= �p��p�a•23760) I <br /> Unity Check: UCCapPltThk:= ReqdThk UCCapPltThk=OJ07 � �•�� �K I <br /> Cap Plate Thickness PltThk <br /> � <br /> Desim�Loads at Too of Footina: <br /> ID Sign: IDSgn:_ (4.40•16.75•WL)•L�4Z� I + 20.10� IDSgn =57522.85 ft.lbs. � <br /> J <br /> Pole: Pole:= L19.60•���=25�•WLJ•L��2601 + 0.5� Pole=6329.779 ft.lbs. <br /> J <br /> Moment: (�i.lbs.) MtTOF:= IDSgn+ Pole MtTOF =63852.629 <br /> r 10_75\ <br /> Shear: (Ib� ) ShrTOF:= (4.40•I6.75•WL) + L19.60•� 12 J•H'L ShrTOF =3194.042 <br /> Dc;i n of Pole Struc[ure at Top of Footina: <br /> Section Modulus of Pipe: (in?) 10-3/4"Die.x 0.365"wall - PipeSM:= 29.90 <br /> ( 10"Sch.40) <br /> MtTO�•12 25626.473 <br /> Bending Stress: (psi.) fb:= fb= <br /> I'ipeSM <br /> Area of Pipe: (in?) 10-3/4"Dia.x 0.365"wall - PipeArea:= I 1.90 <br /> ( 10"Sch.40) <br /> 51 ShrT'O� f 2G8.407 <br /> Shcar Stress: (p ) f�:= v = <br /> PipeArca <br /> �b fv < 1.00 OK <br /> Unity Check-Combined: UCComb= ���Z� + �6800 U�Comb= 0.94 <br /> Desieu of Ca.isson FootinR: <br /> Overturning Moment: (ft.lbs.) :�ta:= MtTOF Ma=63852.629 <br /> Shear: (Ibs.) Va:= ShrTOF Va=3194.042 %' ' <br /> Applicd Lateral Force: (Ibs.) P:= V a P= ?194.042 � �U//pl1 <br /> / <br />