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Page <br /> tnxTower Job 85660.014.01 -LOWELL,WA(BU#815285) 1 of 19 <br /> B+T Group Project Date <br /> 1717 S.Boulder,Suite 300 20:00:59 07/02/21 <br /> Tulsa,OK 74119 Client Designed by <br /> Phone:(918)587-4630 Crown Castle Rakshak <br /> FAX::(918)295-0265 <br /> Tower Input Data <br /> The tower is a monopole. <br /> This tower is designed using the TIA-222-H standard. <br /> The following design criteria apply: <br /> Tower is located in Snohomish County,Washington. <br /> Tower base elevation above sea level: 54.000 ft. <br /> Basic wind speed of 98 mph. <br /> Risk Category II. <br /> Exposure Category C. <br /> Simplified Topographic Factor Procedure for wind speed-up calculations is used. <br /> Topographic Category: 1. <br /> Crest Height:0.000 ft. <br /> Nominal ice thickness of 1.000 in. <br /> Ice thickness is considered to increase with height. <br /> Ice density of 56.000 pcf. <br /> A wind speed of 30 mph is used in combination with ice. <br /> Temperature drop of 50.000°F. <br /> Deflections calculated using a wind speed of 60 mph. <br /> TIA-222-H Annex S. <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 /> Tower analysis based on target reliabilities in accordance with Annex S. <br /> Load Modification Factors used:Ke(FW)=0.95,Kes(ti)=0.85. <br /> Maximum demand-capacity ratio is: 1.05. <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 J Assume Rigid Index Plate Ignore Redundant Members in FEA <br /> Use Moment Magnification 4 Use Clear Spans For Wind Area SR Leg Bolts Resist Compression <br /> J Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable <br /> Ai Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation <br /> Escalate Ice 'I Bypass Mast Stability Checks 1 Consider Feed Line Torque <br /> Always Use Max Kz 4 Use Azimuth Dish Coefficients Include Angle Block Shear Check <br /> Use Special Wind Profile 'I Project Wind Area of Appurt. Use TIA-222-H Bracing Resist.Exemption <br /> Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H 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 4 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 Ignore KL/ry For 60 Deg.Angle Legs Pole Without Linear Attachments <br /> Pole With Shroud Or No Appurtenances <br /> Outside and Inside Corner Radii Are <br /> Known <br />