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HomeMy WebLinkAboutStructural analysis report .pdfApril 05, 2016 53 Ft Monopole Tower Structural Analysis CCI BU No 810106 Project Number 1217850, Application 335569, Revision 0 Page 2 TABLE OF CONTENTS 1)INTRODUCTION 2) ANALYSIS CRITERIATable 1 - Proposed Antenna and Cable Information Table 2 - Existing Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3)ANALYSIS PROCEDURETable 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTSTable 5 - Section Capacity (Summary) Table 6 - Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX AtnxTower Output 6) APPENDIX BBase Level Drawing 7) APPENDIX CAdditional Calculations tnxTower Report - version 7.0.5.1 April 05, 2016 53 Ft Monopole Tower Structural Analysis CCI BU No 810106 Project Number 1217850, Application 335569, Revision 0 Page 3 1) INTRODUCTION This tower is a 53 ft Monopole tower designed by Sabre Communications in October of 2012. The tower was originally designed for a wind speed of 90 mph per TIA-222-G. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 89 mph with no ice and 60 mph under service loads, exposure category C. Table 1 - Proposed Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 54.0 54.0 3 alcatel lucent RRH2x40-07-L 3 4 3/8 3/4 - 3 alcatel lucent RRH2x60-1900A-4R 3 kmw communications EPBQ-652L8H8 w/ Mount Pipe 2 raycap DC6-48-60-18-8F 1 tower mounts Platform Mount [LP 701-1] Table 2 - Existing Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 54.0 54.0 3 alcatel lucent RRH 2X60-2100 W/SOLAR 6 2 7/8 3/4 1 6 kmw communications ET-X-CH-45-16-45-18-iR-AT w/ Mount Pipe 3 powerwave technologies TT19-08BP111-001 1 raycap DC6-48-60-18-8F 3 alcatel lucent RRH 2X60-2100 W/SOLAR 1 5/8 2 2 tower mounts T-Arm Mount [TA 601-1] 1 tower mounts T-Arm Mount [TA 702-1] Notes: 1) Existing Equipment 2) Equipment to be removed; not considered in analysis Table 3 - Design Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 60 60 1 generic 101 sq. ft. EPA 12 7/8 50 50 1 generic 101 sq. ft. EPA 12 7/8 40 40 1 generic 101 sq. ft. EPA 12 7/8 tnxTower Report - version 7.0.5.1 April 05, 2016 53 Ft Monopole Tower Structural Analysis CCI BU No 810106 Project Number 1217850, Application 335569, Revision 0 Page 4 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS Terracon 3318438 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS Sabre Communications 3362818 CCISITES 4-TOWER MANUFACTURER DRAWINGS Sabre Communications 3362854 CCISITES 3.1) Analysis Method tnxTower (version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer’s specifications. 2) The tower and structures have been maintained in accordance with the manufacturer’s specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Crown Castle should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail L1 57 - 4 Pole TP33.58x25.63x0.25 1 -10.36 1801.04 35.3 Pass Summary Pole (L1) 35.3 Pass Rating = 35.3 Pass tnxTower Report - version 7.0.5.1 April 05, 2016 53 Ft Monopole Tower Structural Analysis CCI BU No 810106 Project Number 1217850, Application 335569, Revision 0 Page 5 Table 6 - Tower Component Stresses vs. Capacity – LC5 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 53.0 Pass 1 Base Plate 0 57.5 Pass 1 Base Foundation (Structure) 0 28.2 Pass 1 Base Foundation (Soil Interaction) 0 17.2 Pass Structure Rating (max from all components) = 57.5% Notes: 1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No modifications are required at this time. tnxTower Report - version 7.0.5.1 April 05, 2016 53 Ft Monopole Tower Structural Analysis CCI BU No 810106 Project Number 1217850, Application 335569, Revision 0 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 7.0.5.1 The Foundation for a Wireless World Crown Castle 2000 Corporate Dr. Canonsburg, PA 15317 Phone: (724) 416-2000 FAX: (724) 416-2257 Job: Project: BU 810106 Client: Crown Castle Drawn by: RAshworth App'd: Code: TIA-222-G Date: 04/05/16 Scale: NTS Path: C:\Users\rashworth\Desktop\810106 WO 1217850\QA\810106.eri Dwg No. E-1 57.0 ft 4.0 ft REACTIONS - 89 mph WIND TORQUE 5 kip-ft 9 K SHEAR 428 kip-ft MOMENT 10 K AXIAL ARE FACTORED ALL REACTIONS Section1 Length (ft)53.0000 Number of Sides18 Thickness (in)0.2500 Top Dia (in)25.6300 Bot Dia (in)33.5800 GradeA572-65 Weight (K)4.24.2 (2) ET-X-CH-45-16-45-18-iR-AT w/ Mount Pipe 58 (2) ET-X-CH-45-16-45-18-iR-AT w/ Mount Pipe 58 (2) ET-X-CH-45-16-45-18-iR-AT w/ Mount Pipe 58 TT19-08BP111-001 58 TT19-08BP111-001 58 TT19-08BP111-001 58 RRH 2X60-2100 W/SOLAR 58 RRH 2X60-2100 W/SOLAR 58 RRH 2X60-2100 W/SOLAR 58 DC6-48-60-18-8F 58 EPBQ-652L8H8 w/ Mount Pipe 58 EPBQ-652L8H8 w/ Mount Pipe 58 EPBQ-652L8H8 w/ Mount Pipe 58 RRH2x40-07-L 58 RRH2x40-07-L 58 RRH2x40-07-L 58 RRH2x60-1900A-4R 58 RRH2x60-1900A-4R 58 RRH2x60-1900A-4R 58 DC6-48-60-18-8F 58 DC6-48-60-18-8F 58 Platform Mount [LP 701-1] 58DESIGNED APPURTENANCE LOADING TYPE TYPEELEVATION ELEVATION (2) ET-X-CH-45-16-45-18-iR-AT w/ Mount Pipe 58 (2) ET-X-CH-45-16-45-18-iR-AT w/ Mount Pipe 58 (2) ET-X-CH-45-16-45-18-iR-AT w/ Mount Pipe 58 TT19-08BP111-001 58 TT19-08BP111-001 58 TT19-08BP111-001 58 RRH 2X60-2100 W/SOLAR 58 RRH 2X60-2100 W/SOLAR 58 RRH 2X60-2100 W/SOLAR 58 DC6-48-60-18-8F 58 EPBQ-652L8H8 w/ Mount Pipe 58 EPBQ-652L8H8 w/ Mount Pipe 58 EPBQ-652L8H8 w/ Mount Pipe 58 RRH2x40-07-L 58 RRH2x40-07-L 58 RRH2x40-07-L 58 RRH2x60-1900A-4R 58 RRH2x60-1900A-4R 58 RRH2x60-1900A-4R 58 DC6-48-60-18-8F 58 DC6-48-60-18-8F 58 Platform Mount [LP 701-1] 58 MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A572-65 65 ksi 80 ksi TOWER DESIGN NOTES 1. Tower is located in Eagle County, Colorado. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 89 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0.0000 ft 7. TOWER RATING: 35.3% April 05, 2016 53 Ft Monopole Tower Structural Analysis CCI BU No 810106 Project Number 1217850, Application 335569, Revision 0 Page 7 Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 3) Tower is located in Eagle County, Colorado. 4) Basic wind speed of 89 mph. 5) Structure Class II. 6) Exposure Category C. 7) Topographic Category 1. 8) Crest Height 0.0000 ft. 9) Deflections calculated using a wind speed of 60 mph. 10) A non-linear (P-delta) analysis was used. 11) Pressures are calculated at each section. 12) Stress ratio used in pole design is 1. 13) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification √ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression √ Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable √ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-G Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-G Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component √ Include Shear-Torsion Interaction Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Tapered Pole Section Geometry Section Elevation ft Section Length ft Splice Length ft Number of Sides Top Diameter in Bottom Diameter in Wall Thickness in Bend Radius in Pole Grade L1 57.0000-4.0000 53.0000 18 25.6300 33.5800 0.2500 1.0000 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. in Area in2 I in4 r in C in I/C in3 J in4 It/Q in2 w in w/t L1 26.0254 20.1390 1638.9256 9.0099 13.0200 125.8772 3280.0077 10.0714 4.0709 16.284 34.0980 26.4474 3711.8492 11.8322 17.0586 217.5935 7428.5825 13.2262 5.4701 21.88 tnxTower Report - version 7.0.5.1 April 05, 2016 53 Ft Monopole Tower Structural Analysis CCI BU No 810106 Project Number 1217850, Application 335569, Revision 0 Page 8 Tower Elevation ft Gusset Area (per face) ft2 Gusset Thickness in Gusset Grade Adjust. Factor Af Adjust. Factor Ar Weight Mult. Double Angle Stitch Bolt Spacing Diagonals in Double Angle Stitch Bolt Spacing Horizontals in Double Angle Stitch Bolt Spacing Redundants in L1 57.0000- 4.0000 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face or Leg Allow Shield Component Type Placement ft Total Number Number Per Row Clear Spacing in Width or Diamete r in Perimeter in Weight plf *** Feed Line/Linear Appurtenances - Entered As Area Description Face or Leg Allow Shield Component Type Placement ft Total Number CAAA ft2/ft Weight plf AVA5-50( 7/8'') D No Inside Pole 57.0000 - 4.0000 6 No Ice 0.0000 0.30 RLSS 8AWG DC(3/4'') D No Inside Pole 57.0000 - 4.0000 2 No Ice 0.0000 0.49 FB-L98-002-XXX( 3/8'') D No Inside Pole 57.0000 - 4.0000 3 No Ice 0.0000 0.06 WR-VG86ST-BRD(3/4'') D No Inside Pole 57.0000 - 4.0000 4 No Ice 0.0000 0.58 *** 2'' Rigid Conduit D No Inside Pole 57.0000 - 4.0000 1 No Ice 0.0000 2.80 *** Feed Line/Linear Appurtenances Section Areas Tower Sectio n Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K L1 57.0000-4.0000 A B C D 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.00 0.00 0.43 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in L1 57.0000-4.0000 0.0000 0.0000 0.0000 0.0000 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice tnxTower Report - version 7.0.5.1 April 05, 2016 53 Ft Monopole Tower Structural Analysis CCI BU No 810106 Project Number 1217850, Application 335569, Revision 0 Page 9 Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azi muth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K (2) ET-X-CH-45-16-45-18-iR-AT w/ Mount Pipe B From Face 4.0000 0.00 0.00 0.00 58.0000 No Ice 10.9716 6.5653 0.07 (2) ET-X-CH-45-16-45-18-iR-AT w/ Mount Pipe C From Face 4.0000 0.00 0.00 0.00 58.0000 No Ice 10.9716 6.5653 0.07 (2) ET-X-CH-45-16-45-18-iR-AT w/ Mount Pipe D From Face 4.0000 0.00 0.00 0.00 58.0000 No Ice 10.9716 6.5653 0.07 TT19-08BP111-001 B From Face 4.0000 0.00 0.00 0.00 58.0000 No Ice 0.5453 0.4420 0.02 TT19-08BP111-001 C From Face 4.0000 0.00 0.00 0.00 58.0000 No Ice 0.5453 0.4420 0.02 TT19-08BP111-001 D From Face 4.0000 0.00 0.00 0.00 58.0000 No Ice 0.5453 0.4420 0.02 RRH 2X60-2100 W/SOLAR B From Face 4.0000 0.00 0.00 0.00 58.0000 No Ice 1.7788 1.2906 0.04 RRH 2X60-2100 W/SOLAR C From Face 4.0000 0.00 0.00 0.00 58.0000 No Ice 1.7788 1.2906 0.04 RRH 2X60-2100 W/SOLAR D From Face 4.0000 0.00 0.00 0.00 58.0000 No Ice 1.7788 1.2906 0.04 DC6-48-60-18-8F B From Face 4.0000 0.00 0.00 0.00 58.0000 No Ice 0.7915 0.7915 0.02 EPBQ-652L8H8 w/ Mount Pipe B From Face 4.0000 0.00 0.00 0.00 58.0000 No Ice 12.2172 9.5888 0.10 EPBQ-652L8H8 w/ Mount Pipe C From Face 4.0000 0.00 0.00 0.00 58.0000 No Ice 12.2172 9.5888 0.10 EPBQ-652L8H8 w/ Mount Pipe D From Face 4.0000 0.00 0.00 0.00 58.0000 No Ice 12.2172 9.5888 0.10 RRH2x40-07-L B From Face 4.0000 0.00 0.00 0.00 58.0000 No Ice 1.7097 1.5601 0.05 RRH2x40-07-L C From Face 4.0000 0.00 0.00 0.00 58.0000 No Ice 1.7097 1.5601 0.05 RRH2x40-07-L D From Face 4.0000 0.00 0.00 0.00 58.0000 No Ice 1.7097 1.5601 0.05 RRH2x60-1900A-4R B From Face 4.0000 0.00 0.00 0.00 58.0000 No Ice 1.8700 1.2728 0.05 RRH2x60-1900A-4R C From Face 4.0000 0.00 0.00 0.00 58.0000 No Ice 1.8700 1.2728 0.05 RRH2x60-1900A-4R D From Face 4.0000 0.00 0.00 0.00 58.0000 No Ice 1.8700 1.2728 0.05 DC6-48-60-18-8F C From Face 4.0000 0.00 0.00 0.00 58.0000 No Ice 0.7915 0.7915 0.02 DC6-48-60-18-8F D From Face 4.0000 0.00 0.00 58.0000 No Ice 0.7915 0.7915 0.02 tnxTower Report - version 7.0.5.1 April 05, 2016 53 Ft Monopole Tower Structural Analysis CCI BU No 810106 Project Number 1217850, Application 335569, Revision 0 Page 10 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azi muth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 0.00 Platform Mount [LP 701-1] C None 0.00 58.0000 No Ice 59.1500 59.1500 2.75 *** Load Combinations Comb. No. Description 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 45 deg - No Ice 5 0.9 Dead+1.6 Wind 45 deg - No Ice 6 1.2 Dead+1.6 Wind 90 deg - No Ice 7 0.9 Dead+1.6 Wind 90 deg - No Ice 8 1.2 Dead+1.6 Wind 135 deg - No Ice 9 0.9 Dead+1.6 Wind 135 deg - No Ice 10 1.2 Dead+1.6 Wind 180 deg - No Ice 11 0.9 Dead+1.6 Wind 180 deg - No Ice 12 1.2 Dead+1.6 Wind 225 deg - No Ice 13 0.9 Dead+1.6 Wind 225 deg - No Ice 14 1.2 Dead+1.6 Wind 270 deg - No Ice 15 0.9 Dead+1.6 Wind 270 deg - No Ice 16 1.2 Dead+1.6 Wind 315 deg - No Ice 17 0.9 Dead+1.6 Wind 315 deg - No Ice 18 Dead+Wind 0 deg - Service 19 Dead+Wind 45 deg - Service 20 Dead+Wind 90 deg - Service 21 Dead+Wind 135 deg - Service 22 Dead+Wind 180 deg - Service 23 Dead+Wind 225 deg - Service 24 Dead+Wind 270 deg - Service 25 Dead+Wind 315 deg - Service Maximum Member Forces Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft L1 57 - 4 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 14 -10.36 398.75 0.00 Max. Mx 6 -10.36 -403.94 0.00 Max. My 2 -10.36 -2.59 428.02 Max. Vy 6 8.79 -403.94 0.00 Max. Vx 2 -9.28 -2.59 428.02 Max. Torque 2 -5.49 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K tnxTower Report - version 7.0.5.1 April 05, 2016 53 Ft Monopole Tower Structural Analysis CCI BU No 810106 Project Number 1217850, Application 335569, Revision 0 Page 11 Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Pole Max. Vert 2 10.37 -0.00 9.27 Max. Hx 15 7.78 8.78 0.00 Max. Hz 2 10.37 -0.00 9.27 Max. Mx 2 428.02 -0.00 9.27 Max. Mz 6 403.94 -8.78 0.00 Max. Torsion 10 5.49 -0.00 -9.27 Min. Vert 15 7.78 8.78 0.00 Min. Hx 6 10.37 -8.78 0.00 Min. Hz 10 10.37 -0.00 -9.27 Min. Mx 10 -428.02 -0.00 -9.27 Min. Mz 14 -398.75 8.78 0.00 Min. Torsion 2 -5.49 -0.00 9.27 Tower Mast Reaction Summary Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Dead Only 8.64 0.00 0.00 0.00 -2.15 0.00 1.2 Dead+1.6 Wind 0 deg - No Ice 10.37 0.00 -9.27 -428.02 -2.59 5.49 0.9 Dead+1.6 Wind 0 deg - No Ice 7.78 0.00 -9.27 -426.96 -1.94 5.48 1.2 Dead+1.6 Wind 45 deg - No Ice 10.37 6.21 -6.56 -302.66 -286.39 3.88 0.9 Dead+1.6 Wind 45 deg - No Ice 7.78 6.21 -6.56 -301.91 -285.03 3.87 1.2 Dead+1.6 Wind 90 deg - No Ice 10.37 8.78 0.00 0.00 -403.94 0.00 0.9 Dead+1.6 Wind 90 deg - No Ice 7.78 8.78 0.00 0.00 -402.29 0.00 1.2 Dead+1.6 Wind 135 deg - No Ice 10.37 6.21 6.56 302.66 -286.39 -3.88 0.9 Dead+1.6 Wind 135 deg - No Ice 7.78 6.21 6.56 301.91 -285.03 -3.87 1.2 Dead+1.6 Wind 180 deg - No Ice 10.37 0.00 9.27 428.02 -2.59 -5.49 0.9 Dead+1.6 Wind 180 deg - No Ice 7.78 0.00 9.27 426.96 -1.94 -5.48 1.2 Dead+1.6 Wind 225 deg - No Ice 10.37 -6.21 6.56 302.66 281.20 -3.88 0.9 Dead+1.6 Wind 225 deg - No Ice 7.78 -6.21 6.56 301.90 281.15 -3.87 1.2 Dead+1.6 Wind 270 deg - No Ice 10.37 -8.78 0.00 0.00 398.75 0.00 0.9 Dead+1.6 Wind 270 deg - No Ice 7.78 -8.78 0.00 0.00 398.41 0.00 1.2 Dead+1.6 Wind 315 deg - No Ice 10.37 -6.21 -6.56 -302.66 281.20 3.88 0.9 Dead+1.6 Wind 315 deg - No Ice 7.78 -6.21 -6.56 -301.90 281.15 3.87 Dead+Wind 0 deg - Service 8.64 0.00 -2.36 -108.61 -2.16 1.39 Dead+Wind 45 deg - Service 8.64 1.58 -1.67 -76.80 -74.17 0.99 Dead+Wind 90 deg - Service 8.64 2.23 0.00 0.00 -104.00 0.00 Dead+Wind 135 deg - Service 8.64 1.58 1.67 76.80 -74.17 -0.99 Dead+Wind 180 deg - Service 8.64 0.00 2.36 108.61 -2.16 -1.39 Dead+Wind 225 deg - Service 8.64 -1.58 1.67 76.80 69.86 -0.99 Dead+Wind 270 deg - Service 8.64 -2.23 0.00 0.00 99.69 0.00 Dead+Wind 315 deg - Service 8.64 -1.58 -1.67 -76.80 69.86 0.99 tnxTower Report - version 7.0.5.1 April 05, 2016 53 Ft Monopole Tower Structural Analysis CCI BU No 810106 Project Number 1217850, Application 335569, Revision 0 Page 12 Solution Summary Load Comb. Sum of Applied Forces Sum of Reactions % Error PX K PY K PZ K PX K PY K PZ K 1 0.00 -8.64 0.00 0.00 8.64 0.00 0.000% 2 0.00 -10.37 -9.27 -0.00 10.37 9.27 0.000% 3 0.00 -7.78 -9.27 0.00 7.78 9.27 0.000% 4 6.21 -10.37 -6.56 -6.21 10.37 6.56 0.000% 5 6.21 -7.78 -6.56 -6.21 7.78 6.56 0.000% 6 8.78 -10.37 0.00 -8.78 10.37 0.00 0.000% 7 8.78 -7.78 0.00 -8.78 7.78 0.00 0.000% 8 6.21 -10.37 6.56 -6.21 10.37 -6.56 0.000% 9 6.21 -7.78 6.56 -6.21 7.78 -6.56 0.000% 10 0.00 -10.37 9.27 -0.00 10.37 -9.27 0.000% 11 0.00 -7.78 9.27 0.00 7.78 -9.27 0.000% 12 -6.21 -10.37 6.56 6.21 10.37 -6.56 0.000% 13 -6.21 -7.78 6.56 6.21 7.78 -6.56 0.000% 14 -8.78 -10.37 0.00 8.78 10.37 0.00 0.000% 15 -8.78 -7.78 0.00 8.78 7.78 0.00 0.000% 16 -6.21 -10.37 -6.56 6.21 10.37 6.56 0.000% 17 -6.21 -7.78 -6.56 6.21 7.78 6.56 0.000% 18 0.00 -8.64 -2.36 0.00 8.64 2.36 0.000% 19 1.58 -8.64 -1.67 -1.58 8.64 1.67 0.000% 20 2.23 -8.64 0.00 -2.23 8.64 0.00 0.000% 21 1.58 -8.64 1.67 -1.58 8.64 -1.67 0.000% 22 0.00 -8.64 2.36 0.00 8.64 -2.36 0.000% 23 -1.58 -8.64 1.67 1.58 8.64 -1.67 0.000% 24 -2.23 -8.64 0.00 2.23 8.64 0.00 0.000% 25 -1.58 -8.64 -1.67 1.58 8.64 1.67 0.000% Non-Linear Convergence Results Load Combination Converged? Number of Cycles Displacement Tolerance Force Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00005983 3 Yes 4 0.00000001 0.00003766 4 Yes 4 0.00000001 0.00004603 5 Yes 4 0.00000001 0.00002924 6 Yes 4 0.00000001 0.00000001 7 Yes 4 0.00000001 0.00000001 8 Yes 4 0.00000001 0.00004603 9 Yes 4 0.00000001 0.00002924 10 Yes 4 0.00000001 0.00005983 11 Yes 4 0.00000001 0.00003766 12 Yes 4 0.00000001 0.00004327 13 Yes 4 0.00000001 0.00002764 14 Yes 4 0.00000001 0.00000001 15 Yes 4 0.00000001 0.00000001 16 Yes 4 0.00000001 0.00004327 17 Yes 4 0.00000001 0.00002764 18 Yes 4 0.00000001 0.00000001 19 Yes 4 0.00000001 0.00000001 20 Yes 4 0.00000001 0.00000001 21 Yes 4 0.00000001 0.00000001 22 Yes 4 0.00000001 0.00000001 23 Yes 4 0.00000001 0.00000001 24 Yes 4 0.00000001 0.00000001 25 Yes 4 0.00000001 0.00000001 tnxTower Report - version 7.0.5.1 April 05, 2016 53 Ft Monopole Tower Structural Analysis CCI BU No 810106 Project Number 1217850, Application 335569, Revision 0 Page 13 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 57 - 4 1.92 18 0.28 0.01 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 58.0000 (2) ET-X-CH-45-16-45-18-iR-AT w/ Mount Pipe 18 1.92 0.28 0.01 Inf Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 57 - 4 7.56 2 1.09 0.04 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 58.0000 (2) ET-X-CH-45-16-45-18-iR-AT w/ Mount Pipe 2 7.56 1.09 0.04 Inf Compression Checks Pole Design Data Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K φPn K Ratio Pu φPn L1 57 - 4 (1) TP33.58x25.63x0.25 53.0000 0.0000 0.0 26.4474 -10.36 1801.04 0.006 Pole Bending Design Data Section No. Elevation ft Size Mux kip-ft φMnx kip-ft Ratio Mux φMnx Muy kip-ft φMny kip-ft Ratio Muy φMny L1 57 - 4 (1) TP33.58x25.63x0.25 428.03 1234.83 0.347 0.00 1234.83 0.000 tnxTower Report - version 7.0.5.1 April 05, 2016 53 Ft Monopole Tower Structural Analysis CCI BU No 810106 Project Number 1217850, Application 335569, Revision 0 Page 14 Pole Shear Design Data Section No. Elevation ft Size Actual Vu K φVn K Ratio Vu φVn Actual Tu kip-ft φTn kip-ft Ratio Tu φTn L1 57 - 4 (1) TP33.58x25.63x0.25 9.28 900.52 0.010 5.49 2472.67 0.002 Pole Interaction Design Data Section No. Elevation ft Ratio Pu φPn Ratio Mux φMnx Ratio Muy φMny Ratio Vu φVn Ratio Tu φTn Comb. Stress Ratio Allow. Stress Ratio Criteria L1 57 - 4 (1) 0.006 0.347 0.000 0.010 0.002 0.353 1.000 4.8.2 Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail L1 57 - 4 Pole TP33.58x25.63x0.25 1 -10.36 1801.04 35.3 Pass Summary Pole (L1) 35.3 Pass RATING = 35.3 Pass tnxTower Report - version 7.0.5.1 April 05, 2016 53 Ft Monopole Tower Structural Analysis CCI BU No 810106 Project Number 1217850, Application 335569, Revision 0 Page 15 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 7.0.5.1 April 05, 2016 53 Ft Monopole Tower Structural Analysis CCI BU No 810106 Project Number 1217850, Application 335569, Revision 0 Page 16 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 7.0.5.1 Assumptions: 1) Rod groups at corners. Total # rods divisible by 4. Maximum total # of rods = 48 (12 per Corner). 2) Rod Spacing = Straight Center-to-Center distance between any (2) adjacent rods (same corner) Site Data BU#:G Site Name:428 ft-kips App #:10 kips 9 kips Eta Factor, η 0.5 TIA G (Fig. 4-4) Qty:4 Diam:2.25 in Anchor Rod Results Rod Material:A615-J TIA G --> Max Rod (Cu+ Vu/η):137.9 Kips Yield, Fy:75 ksi Axial Design Strength, Φ*Fu*Anet:260.0 Kips Strength, Fu:100 ksi Anchor Rod Stress Ratio:53.0%Pass Bolt Circle:39.25 in Anchor Spacing:in Base Plate Results Flexural Check PL Ref. Data W=Side:37.25 in Base Plate Stress:25.9 ksi Yield Line (in): Thick:1.75 in PL Design Bending Strength, Φ*Fy:45.0 ksi 19.10 Grade:50 ksi Base Plate Stress Ratio:57.5%Pass Max PL Length: Clip Distance:0 in 19.10 N/A - Unstiffened Stiffener Results Configuration:Unstiffened Horizontal Weld :N/A Weld Type:Fillet **Vertical Weld:N/A Groove Depth:0.25 <-- Disregard Plate Flex+Shear, fb/Fb+(fv/Fv)^2:N/A Groove Angle:45 <-- Disregard Plate Tension+Shear, ft/Ft+(fv/Fv)^2:N/A Fillet H. Weld:0.3125 in Plate Comp. (AISC Bracket):N/A Fillet V. Weld:0.3125 in Pole Results n/a Width:3 in Pole Punching Shear Check:N/A Height:18 in Thick:0.75 in Notch:0.5 in Grade:36 ksi Weld str.:70 ksi Clear Space between Stiffeners at B.C. 4 in Diam:33.58 in Thick:0.25 in Grade:65 ksi # of Sides:18 "0" IF Round ASD ASIF: 1.333 ** Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes Pole Data Stress Increase Factor Plate Data Stiffener Data (Welding at both sides) TIA Revision: Base Reactions Square, Stiffened / Unstiffened Base Plate, Any Rod Material - Rev. F /G 335569 Rev. 0 810106 Vail Public Works Anchor Rod Data Factored Shear, Vu: Factored Axial, Pu: 3) Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Factored Moment, Mu: CCIplate v2.0 Analysis Date: 4/5/2016 CCI Foundation Tool Suite ‐ Monopole Pier  CCIFTS 1.2.108.14286 ‐ Phase 1‐2 Date: 4/5/2016 BU: 810106 Site Name: Vail Public Works App Number: 335569 Rev. 0 Work Order: 1217850 Monopole Drilled Pier Input Criteria TIA Revision: G ACI 318 Revision: 2008 Seismic Category: B Forces Compression 10 kips Shear 9 kips Moment 428 k‐ft Swelling Force 0 kips Foundation Dimensions Pier Diameter: 5 ft Ext. above grade: 3.5 ft Depth below grade: 21 ft Material Properties Number of Rebar: 26 Rebar Size: 7 Tie Size 5 Rebar tensile strength: 60 ksi Concrete Strength: 4000 psi Ultimate Concrete Strain 0.003 in/in Clear Cover to Ties: 3 in Soil Profile: 810106 Layer Thickness (ft) From (ft) To (ft) Unit Weight (pcf) Cohesion (psf) Friction  Angle (deg) Ultimate  Uplift Skin  Friction (ksf) Ultimate  Comp. Skin  Friction (ksf) Ultimate  Bearing  Capacity (ksf) SPT 'N'  Counts 1303105000 00 2 10 3 13 105 32 0.06 0.06 0 3 8 13 21 115 35 0.32 0.32 13 Analysis Results Concrete/Steel Check Soil Lateral Capacity Mu (from soil analysis) 502.96 k‐ft Depth to Zero Shear: 6.01 ft φMn 1785.29 k‐ft Max Moment, Mu: 502.96 k‐ft RATING: 28.2% Soil Safety Factor: 7.71 Safety Factor Req'd: 1.33 RATING: 17.2% rho provided 0.55 rho required 0.33 OK Soil Axial Capacity Skin Friction (k): 37.23 kips Rebar Spacing 5.39 End Bearing (k): 191.44 kips Spacing required 14.00 OK Comp. Capacity (k), φCn:228.67 kips Comp. (k), Cu: 10.00 kips RATING: 4.4% Dev. Length required 14.74 Dev. Length provided 33.20 OK Overall Foundation Rating: 28.2% (26) ‐#7 #5 Tie Size 24.5'21'3.55' 3" C.C. Page 1 of 1 ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact Search Results Query Date: Tue Apr 05 2016 Latitude: 39.6420Longitude: -106.3583 ASCE 7-10 Windspeeds (3-sec peak gust in mph*): Risk Category I: 105 Risk Category II: 115Risk Category III-IV: 120 MRI** 10-Year: 76 MRI** 25-Year: 84 MRI** 50-Year: 90MRI** 100-Year: 96 ASCE 7-05 Windspeed: 90 (3-sec peak gust in mph) ASCE 7-93 Windspeed: 82 (fastest mile in mph) *Miles per hour**Mean Recurrence Interval Users should consult with local building officials to determine if there are community-specific wind speed requirements that govern. Print your results WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. Sponsored by the ATC Endowment Fund • Applied Technology Council • 201 Redwood Shores Parkway, Suite 240 • Redwood City, California 94065 • (650) 595-1542 Map data ©2016 GoogleReport a map error Page 1 of 1Search Results for Map 4/5/2016http://windspeed.atcouncil.org/index.php?option=com_content&view=article&id=10&dec=... Design Maps Summary Report Building Code Reference Document Site Coordinates Site Soil Classification Risk Category User–Specified Input 2012 International Building Code (which utilizes USGS hazard data available in 2008) 39.64201°N, 106.35827°W Site Class D – “Stiff Soil” I/II/III USGS–Provided Output SS = 0.254 g SMS = 0.406 g SDS = 0.271 g S1 = 0.072 g SM1 = 0.174 g SD1 = 0.116 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the “2009 NEHRP” building code reference document. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. Page 1 of 1Design Maps Summary Report 4/4/2016http://ehp1-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitud... Rev. ◦ '" ◦ '" 810106 Vail Public Works 0 Seismic Category Based on SD1 = Seismic Category Based on SDs = Overall Seismic Design Category =B B B 1-S Period Response Acceleration Parameter, SD1 = Short Period response Acelleration Parameter,SDS = 0.27 0.12 Seismic Category Determination D - Stiff Soil 0.254 0.072 Seismic Design Category 39.0 -106.0 38.0 21.0 Site Name : Site BU : App: Site Latitude = Site Information 335569 31.3 29.8 Date:4/5/2016 Site Class Amplification, Fa = 1.60 2.40Site Class Amplification, Fv = Site Longitude = Site Class = Spectral Response Acceleration Short Periods, SS = Spectral Response Acceleration 1 s Period, S1 =