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O'Sa MaC <br />Monopole Analysis <br />per TIA-222-G <br />Site BU: 823967 _ . <br />Work Order: CROWN <br />Application: Rev. CASTLE <br />Axial, Wt = 23.0 kips <br />From TNX: Shear,V,=l 21.0 kips <br />degrees minutes seconds <br />Site Latitude = <br />47 <br />56 <br />34.49 <br />47.9429 <br />Idegrees <br />Site Longitude = <br />-122 <br />12 <br />45.47 <br />-122.2126 <br />Idegrees <br />Mass or Stiffness Irregularities = <br />No <br />(Table2-9) <br />(Table 2-1) <br />(Table 2-11) <br />Ground Supported Structure = <br />Yes <br />Structure Class = <br />II <br />Site Class = <br />D - Stiff Soil <br />Spectral response acceleration short periods, Sti = <br />1.383 <br />USGS Seismic Tool <br />Spectral response acceleration 1 s period, St = <br />0.526 <br />Tower Height (AGL), Ht = <br />127.0 <br />it <br />(Table2-3) <br />(Table2-12) <br />(Table2-13) <br />(2.7.6) <br />(2.7.6) <br />(2.7.7.1) <br />1kips <br />Importance Factor, I = <br />1.0 <br />Acceleration -based site coefficient, F, = <br />1.0 <br />Velocity -based site coefficient, F = <br />1.5 <br />Design spectral response acceleration short period, Sps = <br />0.922 <br />Design spectral response acceleration 1 s period, SU1 = <br />0.526 <br />Calculated C, = <br />0.615 <br />Base Seismic Shear, V, = <br />11.8 <br />Appurtenance Weight (top 1/3 of structure), W , = <br />6.0 <br />Average Moment of Inertia, Ian = <br />3075.0 <br />Fundamental lFrequency,Ff= <br />0.284 <br />F, related variable, SA = <br />0.150 <br />Calculated Cy = <br />0.100 <br />Minimum C, = <br />0.041 <br />Minimum C, when S, z 0.75 = <br />0.000 <br />Final C, = <br />0.100 <br />Alternative Base Seismic Shear, V, = <br />1.9 <br />Response Modification Factor, R =I <br />1.5 <br />kips <br />a <br />m <br />kips <br />Seismic shear does not exceed 50% of wind shear. No further analysis is required per section 2.7.3 of TIA-222-G. <br />CCISeismic 2.0.14 Page 1 Analysis Date: 2/20/2018 <br />