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1 1 <br /> Job Page <br /> to.Tower Norpro, WA BU#826263 1 of 10 <br /> Vertical Structures,Inc. Project Date <br /> 309 Spangler Dr,Suite Vertical Structures Job No. 2016-003-031 13:04:43 03/10/16 <br /> Richmond,KY40475 Client Designed by <br /> Phone:(859)624-8360 Crown Castle <br /> FAX-(859)624-8369 chymore <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 0.00 ft. <br /> Nominal ice thickness of 0.2500 in. <br /> Ice thickness is considered to increase with height. <br /> Ice density of 56 pcf. <br /> A wind speed of 30 mph is used in combination with ice. <br /> Temperature drop of 50 OF. <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 considered. <br /> Options <br /> Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules <br /> Consider Moments-Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces <br /> Consider Moments-Diagonals Assume Rigid Index Plate Ignore Redundant Members in FEA <br /> Use Moment Magnification Use Clear Spans For Wind Area SR Leg Bolts Resist Compression <br /> Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable <br /> Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation <br /> Escalate Ice Bypass Mast Stability Checks Consider Feed Line Torque <br /> Always Use Max Kz Use Azimuth Dish Coefficients Include Angle Block Shear Check <br /> Use Special Wind Profile Project Wind Area of Appurt. Use TIA-222-G Bracing Resist.Exemption <br /> Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G Tension Splice Exemption <br /> Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles <br /> Secondary Horizontal Braces Leg Sort Capacity Reports By Component Include Shear-Torsion Interaction <br /> Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow <br /> SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets <br /> SR Members Are Concentric <br /> Tapered Pole Section Geometry <br /> Section Elevation Section Splice Number l'op Bottom Wall Bend Pole Grade <br /> Length Length of Diameter Diameter Thickness Radius <br /> ft ft ft Sides in in in in <br /> LI 150.08-119.67 30.42 5.42 16 30.1300 36.2100 0.1880 0.7520 A572-65 <br /> (65 ksi) <br /> L2 119.67-92.25 32.83 6.08 16 34.7513 41.3100 0.3750 1.5000 A572-65 <br />