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CCEIZedondc <br /> Monopole Analysis <br /> per TM-222-G <br /> Site BU: 815285 W <br /> Work Order: 1572706 (\i/AC�R{Cgi e <br /> Application: 428150 Rev.0 /"1 LLL <br /> Axial,We= 42.0 kips <br /> From TNX: Shear,V,= 24.0 kips <br /> degrees minutes seconds <br /> Site Latitude= 47 _ 57 56.30 47.9656 degrees <br /> Site Longitude= -122 11 44.30 -122.1956 degrees <br /> Mass or Stiffness Irregularities= No (Table 2-9) <br /> Ground Supported Structure= Yes <br /> Structure Class= II (Table 2-1) <br /> Site Class= D-Stiff Soil (Table 2-11) <br /> Spectral response acceleration short periods,Ss= 1.324 USGS Seismic Tool <br /> Spectral response acceleration 1 s period,S1= 0.503 <br /> Tower Height(AGL),Ht= 130.0 ft <br /> Importance Factor,I= 1.0 (Table 2-3) <br /> Acceleration-based site coefficient,Fa= 1.0 (Table 2-12) <br /> Velocity-based site coefficient, = 1.5 (Table 2-13) <br /> Design spectral response acceleration short period,SDs= 0.883 (2.7.6) <br /> Design spectral response acceleration 1 s period,SD1= 0.503 (2.7.6) <br /> Calculated C5= 0.588 (2.7.7.1) <br /> Base Seismic Shear,VS= 20.6 kips <br /> Appurtenance Weight(top 1/3 of structure),W„= 7.2 kips <br /> Average Moment of Inertia,Iavg= 7840.5 in4 <br /> Fundamental Frequency,Ff= 0.357 (2.7.11.2) <br /> Ff related variable,SA= 0.180 (2.7.8.1) <br /> Calculated C5=' 0.120 (2.7.7.1) <br /> Minimum C5= 0.039 (2.7.7.1) <br /> Minimum C5 when S1>_0.75= 0.000 (2.7.7.1) <br /> Final C5= 0.120 <br /> Alternative Base Seismic Shear,V5= 4.2 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 2.0.07 Page 1 Analysis Date: 5/15/2018 <br />