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February 19, 2018 <br />127 Ft Monopole Tower Structural Analysis CCI BU No 823967 <br />Project Number 37518-0703.001.7805, Application 423837, Revision 1 Page� <br />Tower Input Data <br />There is a pole section. <br />This tower is designed using the TIA-222-G standard. <br />The following design criteria apply: <br />Tower is located in Snohomish County, Washington. <br />ASCE 7-10 Wind Data is used (wind speeds converted to nominal values). <br />Basic wind speed of 85 mph. <br />Structure Class II. <br />Exposure Category C. <br />Topographic Category 1. <br />Crest Height 0.0000 ft. <br />Nominal ice thickness of 0.2500 in. <br />Ice thickness is considered to increase with height. <br />Ice density of 56.00 pcf. <br />A wind speed of 30 mph is used in combination with ice. <br />Temperature drop of 50 °F. <br />Deflections calculated using a wind speed of 60 mph. <br />A non -linear (P-delta) analysis was used. <br />Pressures are calculated at each section. <br />Stress ratio used in pole design is 1. <br />Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not <br />considered. <br />Consider Moments - Legs <br />Consider Moments - Horizontals <br />Consider Moments - Diagonals <br />Use Moment Magnification <br />Use Code Stress Ratios <br />Use Code Safety Factors - Guys <br />Escalate Ice <br />Always Use Max Kz <br />Use Special Wind Profile <br />Include Bolts In Member Capacity <br />Leg Bolts Are At Top Of Section <br />Secondary Horizontal Braces Leg <br />Use Diamond Inner Bracing (4 Sided) <br />SR Members Have Cut Ends <br />SR Members Are Concentric <br />Options <br />Distribute Leg Loads As Uniform <br />Assume Legs Pinned <br />Assume Rigid Index Plate <br />Use Clear Spans For Wind Area <br />Use Clear Spans For KL/r <br />Retension Guys To Initial Tension <br />Bypass Mast Stability Checks <br />Use Azimuth Dish Coefficients <br />Project Wind Area of Appurt. <br />Autocalc Torque Arm Areas <br />Add IBC .6D+W Combination <br />Sort Capacity Reports By Component <br />Triangulate Diamond Inner Bracing <br />Treat Feed Line Bundles As Cylinder <br />Use ASCE 10 X-Brace Ly Rules <br />Calculate Redundant Bracing Forces <br />Ignore Redundant Members in FEA <br />SR Leg Bolts Resist Compression <br />All Leg Panels Have Same Allowable <br />Offset Girt At Foundation <br />Consider Feed Line Torque <br />Include Angle Block Shear Check <br />Use TIA-222-G Bracing Resist. <br />Exemption <br />Use TIA-222-G Tension Splice <br />Exemption <br />Include Shear -Torsion Interaction <br />Always Use Sub -Critical Flow <br />Use Top Mounted Sockets <br />Ta ered Pole Section Geometry' <br />Section <br />Elevation <br />Section <br />Splice <br />Number <br />Top <br />Bottom <br />Wall <br />Bend <br />Pole Grade <br />Length <br />Length <br />of <br />Diameter <br />Diameter <br />Thickness <br />Radius <br />ft <br />ft <br />ft <br />Sides <br />in <br />in <br />in <br />in <br />L1 <br />127.0000- <br />39.7500 <br />3.50 <br />12 <br />16.0000 <br />23.7100 <br />0.1875 <br />0.7500 <br />A572-65 <br />87.2500 <br />(65 ksi) <br />L2 <br />87.2500- <br />38.7500 <br />4.25 <br />12 <br />22.6561 <br />30.0400 <br />0.2500 <br />1.0000 <br />A572-65 <br />52.0000 <br />(65 ksi) <br />L3 <br />52.0000- <br />39.5000 <br />5.00 <br />12 <br />28.7302 <br />36.2000 <br />0.3125 <br />1.2500 <br />A572-65 <br />16.7500 <br />(65 ksi) <br />L4 <br />16.7500- <br />21.7500 <br />12 <br />34.6294 <br />38.7500 <br />0.3750 <br />1.5000 <br />A572-65 <br />tnxTower Report - version 7.0.5.1 <br />