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3uP2cz-oo RECEIVE® 17 ptz( vi Lod Date: March 30, 2021 JUL 2 7 2021 BLACK&VEATCH CITY OF TIGARD `/ Building a world of difference. BUILDING DIVISION Black&Veatch Corp. 6800 W. 115th St., Suite 2292 Overland Park, KS 66211 (913)458-6909 Subject: Structural Analysis Report Carrier Designation: Verizon Wireless Co-Locate Site Number: 172114 Site Name: Orhi-Barrows Crown Castle Designation: BU Number: 855864 Site Name: Scholls Ferry Beef Bend JDE Job Number: 631142 Work Order Number: 1940868 Order Number: 540578 Rev. 0 Engineering Firm Designation: Black&Veatch Corp. Project Number: 406642 Site Data: 17026 Southwest Friendly Lane, Beaverton, Washington County, OR Latitude 45°25'32.01", Longitude-122°51'7.53" 78.5 Foot-Monopole Tower Black & Veatch Corp. is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above-mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 97 mph as required by the 2019 Oregon Structural Specialty Code. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Structural analysis prepared by: Aditya Kulkarni/Vishal Muley Respectfully submitted by: Noel Z. Herrera, S.E. Structural Engineer � a Li C T U R g 4 \e���E D R� s9, 4 90834PE r Digetally signed by Herrera,Noel DN.CN='Herrera, Noel", OREGON 0t1=Professionals, Herrera,Noel OiTi? :'44-04'00' Expires: 6/30/2021 tnxTower Report-version 8.0.7.5 March 29, 2021 78.5 Ft Monopole Tower Structural Analysis CC/BU No 855864 Project Number 406642. Order 540578, Revision 0 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3)ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 4 - Section Capacity(Summary) Table 5—Tower Component Stresses vs. Capacity - LC5 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations tnxTower Report-version 8.0.7.5 March 29, 2021 78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864 Project Number 406642, Order 540578, Revision 0 Page 3 1) INTRODUCTION This tower is a 78.5 ft Monopole tower designed by Paul J. Ford and Company & manufactured by Fort Worth Tower, Inc. 2)ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 97 mph Exposure Category: C Topographic Factor: 1.0 Ice Thickness: 1.5 in Wind Speed with Ice: 30 mph Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Level(ft) Elevation Antennas Manufacturer Lines Size (ft) r (in) 3 antel BXA-80080/8CF w/ Mount Pipe - 6 { commscope JAHH-65C-R3B w/Mount Pipe 2 t ericsson = Streetmacro 6701 w/Mount Pipe 1 vzw Sub6 Antenna w/Mount Pipe 3 ericsson RADIO 2X2212 B13 60.0 60.0 - 3 ericsson RADIO 2X2212 B5 3 1 i 3 ericsson - RRUS 32 B2 1 2 1 3 ericsson RRUS 32 B66 � 3 i raycap � _ V._ RCMDC-3315-PF-48 ,_^ 1 _ 1 ; raycap RVZDC-6627-PF-48 r ; cci tower mounts 1 f (v2 1) T-Arm Mount[TA 701-3] 58.0 1 rfs celwave SC2-190BB 57.0 _ 1 ceragon_ _1- RFU-CX-11 _ 1 I 3/8 �� ����� � cci tower mounts ��� � 57.0 1 (v2 1) Side Arm Mount[SO 104-3] Table 2-Other Considered Equipment Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Level(ft) Elevation Antennas Manufacturer Lines Size (ft) (in) 3 nokia AHCA 3 nokia AHFIB 1 1/4 ____ _._. .___M...:._. :._.__.__.__. .- 3 nokia AHLBA 2 3/8 82.0 85.0 powerwave _ __w 3 3/4 6 technologies ! LGP 21403 I 6 7/8 powerwave 6 1 5/8 6 technologies I LGP21401 tnxTower Report-version 8.0.7.5 __..__._. .. .. ..._._.._... _. .., ,,. ..,,, ,,,,,,,,,,,, , _ _ ,..F. a r.•u E t, ,., to u.. r.s ry >i„ March 29, 2021 78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864 Project Number 406642, Order 540578, Revision 0 Page 4 Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size (ft) (in) 2 powerwave TT19-08BP111-001 technologies 2 raycap DC6-48-60-18-8F I AP14/17-880/1940/065D/ 83 0 L 2 kathrein ADT/XXP w/ Mount Pipe ' a 2 ericsson KRY 112 13/1 7µ 1 kathrein AP14/17-880/1940/065D/ ADT/XXP w/Mount Pipe 6 kathrein 80010966 w/Mount Pipe_ 82.0 2 kathrein 742-265 w/Mount Pipe { 1 cci tower founts Miscellaneous [16' NA 510-1] cci tower mounts k t 1 (v2.1) Platform Mount[16' LP 1001-1] 1 kathrein 742-265 w/ Mount Pipe 81.0 ___ 2 ericsson KRY 112 13/1 37.0 ._. 1 gps GPS_A _ 36.0 cci tower mounts - - 36.0 1 (v2.1) Side Arm Mount[SO 901-1] f 3)ANALYSIS PROCEDURE Table 3 - Documents Provided Document Reference Source 4-GEOTECHNICAL REPORTS 5532600 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS i 5532605 I CCISITES ... 5532607 i CCISITES DRAWINGS 4-TOWER MANUFACTURER _._ . ......._..._.-. .._._.__._._._....— 3.1)Analysis Method tnxTower (version 8.0.7.5), 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. When applicable, Crown Castle has calculated and provided the effective area for panel antennas using approved methods following the intent of the TIA-222 standard. 3.2)Assumptions 1) Tower and structures were maintained in accordance with the TIA-222 Standard. 2) 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. Black & Veatch Corp. should be notified to determine the effect on the structural integrity of the tower. tnxTower Report-version 8.0.7.5 March 29, 2021 78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864 Project Number 406642, Order 540578, Revision 0 Page 5 4)ANALYSIS RESULTS Table 4-Section Capacity (Summary) (Monopole Tower) Section Elevation(ft) Component Size Critical P(K) SF*P allow °A° Pass I Fail No. Type Element (K) Capacity L1 78.5-49.33 Pole TP28.012x18.87x0.1875 1 -13.38 975.09 34.5 Pass i ,_ L2 1 49.33-0 , Pole TP43.1x26.4868x0.3125 2 -22.41 2606.87 ` 30.6 Pass ( Summary _ _II___�._._._...._._....,._. r Pole(L1) 34.5 Pass __ u_. _ Rating= 34.5 1 Pass Table 5-Tower Component Stresses vs. Capacity (Monopole Tower) -LC5 Notes Component I Elevation (ft)I %Capacity Pass I Fail Anchor Rods 22.7 Pass 1 0 Base Plate I I 14.3 Pass 1 Base Foundation � 0 1 56.0 Pass P Base Foundation Soil Interaction 1 34.4 . Pass • Structure Rating (max from all components)= 56.0% Note: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the°A)capacity consumed. Rating per TIA-222-H Section 15.5. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. The results of the tilt and twist values for a 60 mph 3-second gust service wind speed per the TIA-222-H Standard are given below: Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 58.00 SC2-190BB 49 3.190 0.5251 0.0018 4787 tnxTower Report-version 8.0.7.5 7 March 29, 2021 78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864 Project Number 406642, Order 540578, Revision 0 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 8.0.7.5 I • I i -- MATERIAL STRENGTH ti — z GRADE 1- Fy Fu I_GRADE j Fy Fu 78.5 n '- A572-65 65 ksi EO lai i TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 97 mph basic wind in accordance with the TIA-222-H Standard. 4. Tower is also designed for a 30 mph basic wind with 1.50 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Risk Category II, 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TOWER RATING:34.5% 8 - a ; 4 e fr , Tr /--,-- _i___ 4121... f i i. Ii iI i C 8 a N co r, O ALL REACTIONS ARE FACTORED AXIAL 41 K SHEAR ----,' MOMENT 2 K ' v 114 kip-ft TORQUE 0 kip-ft 30 mph WIND-1.5000 in ICE AXIAL 22 K SHEAR MOMENT 1 12 K r 776 kip-ft ,.-------------..ys_. 0.0 ft.._ _..._ —..__'', A TORQUE i kip-ft ! : !, REACTIONS-97 mph WIND g; 1 q g a L!J 1t8 ° iIli BLACK&VEATCH Black& Veatch Corp. I°'''SchoNs FerryBeef Bend(BU#855864) 6800 W. 115th St., Suite 66 2292 PfOJ°a.4��2�85588�1940d88) _ Building a World of difference. Overland Park, KS 211 "'mit Crown Castle US Drawn b':Aditya Kulkami' 'd' Phone:(913)458-6909 00d8.TIA-222-H Date 03/29/21 -_ t0:NTS FAX:(913)458-8136 Pith' Dw No.E-1 March 29, 2021 78,5 Ft Monopole Tower Structural Analysis CC!BU No 855864 Project Number 406642, Order 540578, Revision 0 Page 7 Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: 1. Tower is located in Washington County, Oregon. 2. Tower base elevation above sea level: 340.00 ft. 3. Basic wind speed of 97 mph. 4. Risk Category II. 5. Exposure Category C. 6. Simplified Topographic Factor Procedure for wind speed-up calculations is used. 7. Topographic Category: 1. 8. Crest Height: 0.00 ft. 9. Nominal ice thickness of 1.5000 in. 10. Ice thickness is considered to increase with height. 11. Ice density of 56 pcf. 12. A wind speed of 30 mph is used in combination with ice. 13. Temperature drop of 50 °F. 14. Deflections calculated using a wind speed of 60 mph, 15. A non-linear(P-delta) analysis was used. 16. Pressures are calculated at each section. 17. Stress ratio used in pole design is 1.05. 18. Tower analysis based on target reliabilities in accordance with Annex S. 19. Load Modification Factors used: Kes(Fw) = 0.95, Kes(ti) = 0.85. 20. 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 l Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification J 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 \1 Consider Feed Line Torque Always Use Max Kz ' Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile \I Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H 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 \I 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 Ignore KUry For 60 Deg.Angle Legs \l Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L1 78.50-49.33 29.17 3.67 18 18.8700 28.0120 0.1875 0.7500 A572-65 (65 ksi) L2 49.33-0.00 53.00 18 26.4868 43.1000 0.3125 1.2500 A572-65 (65 ksi) tnxTower Report-version 8.0.7.5 March 29, 2021 78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864 Project Number 406642, Order 540578, Revision 0 Page 8 Tapered Pole Properties Section Tip Dia. Area I r C I/C J ltfQ w wit in _ in2 in4 in in in` in4 in2 in L1 19.1322 11.1184 490.2873 6.6323 9.5860 51.1464 981.2197 5.5603 2.9911 15.953 28.4152 16.5591 1619.6745 9.8777 14.2301 113.8204 3241.4803 8.2811 4.6001 24.534 L2 28.0153 25.9616 2247.0873 9.2919 13.4553 167.0039 4497.1315 12.9833 4.1117 13.157 43.7167 42.4399 9816.2392 15.1896 21.8948 448.3366 19645.394 21.2240 7.0356 22.514 8 Tower Gusset Gusset Gusset GradeAdjust.F �. .WWW ..ul. - -...�....,_,.,_ � ,-.Factor Adjust. Weight Ang le Double Angle Double Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in L1 78.50- 1 1 1 49.33 L2 49.33-0.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Descnption Face Allow Exclude Componen Placement Total Number Clear Width or Perimete Weight or Shield From t Number Per Row Spacing Diamete r Leg Torque Type ft in r plf Calculation in in Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Componen Placement Total CAAA Weight or Shield From t Number Leg Torque Type ft ft2/ft plf Calculation Safety Line 3/8 B No No CaAa(Out 78.50-8.00 1 No Ice 0.04 0.22 Of Face) 1/2"Ice 0.14 0.75 1"Ice 0.24 1.28 2"Ice 0.44 2.34 ***82*** LDF1-50A(1/4) C No No Inside Pole 78.50-0.00 1 No Ice 0.00 0.06 1/2"Ice 0.00 0.06 1"Ice 0.00 0.06 2"Ice 0.00 0.06 LDF5-50A(7/8) C No No Inside Pole 78.50-0.00 6 No Ice 0.00 0.33 1/2"Ice 0.00 0.33 1"Ice 0.00 0.33 2"Ice 0.00 0.33 LDF7-50A(1-5/8) C No No Inside Pole 78.50-0.00 6 No Ice 0.00 0.82 1/2"Ice 0.00 0.82 1"Ice 0.00 0.82 2"Ice 0.00 0.82 FB-L98B-002- C No No Inside Pole 78.50-0.00 2 No Ice 0.00 0.06 XXX(3/8) 1/2"Ice 0.00 0.06 1"Ice 0.00 0.06 2"Ice 0.00 0.06 WR-VG86ST- C No No Inside Pole 78.50-0.00 3 No Ice 0.00 0.58 BRD(3/4) 1/2"Ice 0.00 0.58 1"Ice 0.00 0.58 2"Ice 0.00 0.58 LDF5-50A(7/8) C No No Inside Pole 60.00-0.00 6 No Ice 0.00 0.33 1/2"Ice 0.00 0.33 1"Ice 0.00 0.33 2"Ice 0.00 0.33 RFF-16SM-808- C No No Inside Pole 60.00-0.00 3 No Ice 0.00 0.75 tnxTower Report-version 8.0.7.5 March 29, 2021 78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864 Project Number 406642, Order 540578, Revision 0 Page 9 Description Face Allow Exclude Componen Placement Total CAAA Weight or Shield From t Number Leg Torque Type ft ft2/ft plf Calculation 418-APE(1) 1/2"Ice 0.00 0.75 1"Ice 0.00 0.75 2"Ice 0.00 0.75 MLCH 12/24 LOW C No No Inside Pole 60.00-0.00 1 No Ice 0.00 3.04 INDUCTION(2) 1/2"Ice 0.00 3.04 1"Ice 0.00 3.04 2"Ice 0.00 3.04 ***57*** LDF2-50(3/8) C No No Inside Pole 57.00-0.00 1 No Ice 0.00 0.08 1/2"Ice 0.00 0.08 1"Ice 0.00 0.08 2"Ice 0.00 0.08 ***36**** LDF4-50A(112) B No No Inside Pole 36.00-0.00 1 No Ice 0.00 0.15 1/2"Ice 0.00 0.15 1"Ice 0.00 0.15 2"Ice 0.00 0.15 *** Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K L1 78.50-49.33 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 1.094 0.01 C 0.000 0.000 0.000 0.000 0.34 L2 49.33-0.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 1.550 0.01 C 0.000 0.000 0.000 0.000 0.80 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2ft2 ft2 ft2 __ .. K L1 78.50-49.33 A 1.360 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 9.029 0.05 C 0.000 0.000 0.000 0.000 0.34 L2 49.33-0.00 A 1.235 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 12.792 0.07 C 0.000 0.000 0.000 0.000 0.80 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz Ice Ice ft in in in in L1 78.50-49.33 0.2961 0.1709 1.1474 0.6624 L2 49.33-0.00 0.2424 0.1400 1.0152 0.5861 Note:For pole sections,center of pressure calculations do not consider feed line shielding. tnxTower Report-version 8.0.7.5 - .,......«x .:x.......x:. •xasxxxi xraauxeufxxrxuufa .. ,........ .. r a({iL✓le#NxebNia/tN#NftUrJllalhdlfHNw#f3NdNfaHtJ#JUAflatehUAwtifiOavbNMoaFlNdsaxafr... March 29, 2021 78.5 Ft Monopole Tower Structural Analysis CCl BU No 855864 Project Number 406642, Order 540578, Revision 0 Page 10 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ftz ftz K ft ° ft •,,82,•' Platform Mount[16'LP C None 0.0000 82.00 No Ice 51.23 51.23 3.45 1001-1] 1/2" 57.53 57.53 4.52 Ice 64.71 64.71 5.76 1"Ice 83.97 83.97 8.78 2"Ice Miscellaneous[16'NA 510- C None 0.0000 82.00 No Ice 7.27 7.27 0.29 1] 1/2" 9.74 9.74 0.39 Ice 12.14 12.14 0.52 1"Ice 16.73 16.73 0.88 2"Ice 742-265 w/Mount Pipe A From Leg 4.00 0.0000 82.00 No Ice 6.09 4.70 0.08 -8.00 1/2" 6.74 5.34 0.13 0.00 Ice 7.41 5.99 0.20 1"Ice 8.80 7.34 0.37 2"Ice 742-265 w/Mount Pipe B From Leg 4.00 0.0000 82.00 No Ice 6.09 4.70 0.08 -8.00 1/2" 6.74 5.34 0.13 0.00 Ice 7.41 5.99 0.20 1"Ice 8.80 7.34 0.37 2"Ice 742-265 w/Mount Pipe C From Leg 4.00 0.0000 82.00 No Ice 6.09 4.70 0.08 -8.00 1/2" 6.74 5.34 0.13 -1.00 Ice 7.41 5.99 0.20 1"Ice 8.80 7.34 0.37 2"Ice 80010966 w/Mount Pipe A From Leg 4.00 0.0000 82.00 No Ice 14.61 6.84 0.16 -2.50 1/2" 15.47 7.63 0.27 0.00 Ice 16.35 8.42 0.39 1"Ice 18.14 10.06 0.68 2"Ice 80010966 w/Mount Pipe B From Leg 4.00 0.0000 82.00 No Ice 14.61 6.84 0.16 -2.50 1/2" 15.47 7.63 0.27 0.00 Ice 16.35 8.42 0.39 1"Ice 18.14 10.06 0.68 2"Ice 80010966 w/Mount Pipe C From Leg 4.00 0.0000 82.00 No Ice 14.61 6.84 0.16 -2.50 1/2" 15.47 7.63 0.27 0.00 Ice 16.35 8.42 0.39 1"Ice 18.14 10.06 0.68 2"Ice AP14/17- A From Leg 4.00 0.0000 82.00 No Ice 4.24 3.28 0.06 880/1940/065D/ADT/XXP 2.50 1/2" 4.72 3.74 0.10 w/Mount Pipe 1.00 Ice 5.21 4.22 0.14 1"Ice 6.24 5.21 0.27 2"Ice AP14/17- B From Leg 4.00 0.0000 82.00 No Ice 4.24 3.28 0.06 880/1940/065D/ADT/XXP 2.50 1/2" 4.72 3.74 0.10 w/Mount Pipe 1.00 Ice 5.21 4.22 0.14 1"Ice 6.24 5.21 0.27 2"Ice AP14/17- C From Leg 4.00 0.0000 82.00 No Ice 4.24 3.28 0.06 88011940/065D/ADT/XXP 2.50 1/2" 4.72 3.74 0.10 w/Mount Pipe 0.00 Ice 5.21 4.22 0.14 1"Ice 6.24 5.21 0.27 2"Ice 80010966 w/Mount Pipe A From Leg 4.00 0.0000 82.00 No Ice 14.61 6.84 0.16 8.00 1/2" 15.47 7.63 0.27 0.00 Ice 16.35 8.42 0.39 1"Ice 18.14 10.06 0.68 2"Ice 80010966 w/Mount Pipe B From Leg 4.00 0.0000 82.00 No Ice 14.61 6.84 0.16 tnxTower Report-version 8.0.7.5 March 29, 2021 78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864 Project Number 406642, Order 540578, Revision 0 Page 11 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Harz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft _ _ 8.00 1/2" 15.47 7.63 0.27 0.00 Ice 16.35 8.42 0.39 1"Ice 18.14 10.06 0.68 2"Ice 80010966 w/Mount Pipe C From Leg 4.00 0.0000 82.00 No Ice 14.61 6.84 0.16 8.00 1/2" 15.47 7.63 0.27 0.00 Ice 16.35 8.42 0.39 1"Ice 18.14 10.06 0.68 2"Ice KRY 112 13/1 A From Leg 4.00 0.0000 82.00 No Ice 0.29 0.21 0.00 0.00 1/2" 0.36 0.27 0.01 -1.00 Ice 0.44 0.34 0.01 1"Ice 0.62 0.51 0.02 2"Ice (2)KRY 112 13/1 B From Leg 4.00 0.0000 82.00 No Ice 0.29 0.21 0.00 0.00 1/2" 0.36 0.27 0.01 1.00 Ice 0.44 0.34 0.01 1"Ice 0.62 0.51 0.02 2"Ice KRY 112 13/1 C From Leg 4.00 0.0000 82.00 No Ice 0.29 0.21 0.00 0.00 1/2" 0.36 0.27 0.01 -1.00 Ice 0.44 0.34 0.01 1"Ice 0.62 0.51 0.02 2"Ice AHCA A From Leg 4.00 0.0000 82.00 No Ice 1.29 0.72 0.04 0.00 1/2" 1.43 0.83 0.05 3.00 Ice 1.58 0.96 0.06 1"Ice 1.90 1,22 0.09 2"Ice AHCA B From Leg 4.00 0.0000 82.00 No Ice 1.29 0.72 0.04 0.00 1/2" 1.43 0.83 0.05 3.00 Ice 1.58 0.96 0.06 1"Ice 1.90 1.22 0.09 2"Ice AHCA C From Leg 4.00 0.0000 82.00 No Ice 1.29 0.72 0.04 0.00 1/2" 1.43 0.83 0.05 3.00 Ice 1.58 0.96 0.06 1"Ice 1.90 1.22 0.09 2"Ice AHFIB A From Leg 4.00 0.0000 82.00 No Ice 3.68 2.31 0.09 0.00 1/2" 3.92 2.52 0.12 3.00 Ice 4.18 2.73 0.15 1"Ice 4.72 3.18 0.23 2"Ice AHFIB B From Leg 4.00 0.0000 82.00 No Ice 3.68 2.31 0.09 0.00 1/2" 3.92 2.52 0.12 3.00 Ice 4.18 2.73 0.15 1"Ice 4.72 3.18 0.23 2"Ice AHFIB C From Leg 4.00 0.0000 82.00 No Ice 3.68 2.31 0.09 0.00 1/2" 3.92 2.52 0.12 3.00 Ice 4.18 2.73 0.15 1"Ice 4.72 3.18 0.23 2"Ice AHLBA A From Leg 4.00 0.0000 82.00 No Ice 3.67 2.31 0.10 0.00 1/2" 3.92 2.51 0.13 3.00 Ice 4.18 2.73 0.16 1"Ice 4.71 3.18 0.24 2"Ice AHLBA B From Leg 4.00 0.0000 82.00 No Ice 3.67 2.31 0.10 0.00 1/2" 3.92 2.51 0.13 3.00 Ice 4.18 2.73 0.16 1"Ice 4.71 3.18 0.24 2"Ice AHLBA C From Leg 4.00 0.0000 82.00 No Ice 3.67 2.31 0.10 tnxTower Report-version 8.0.7.5 March 29, 2021 78.5 Ft Monopole Tower Structural Analysis CC!BU No 855864 Project Number 406642, Order 540578, Revision 0 Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ft 0.00 1/2" 3.92 2.51 0.13 3.00 Ice 4.18 2.73 0.16 1"Ice 4.71 3.18 0.24 2"Ice (2)LGP 21403 A From Leg 4.00 0.0000 82.00 No Ice 0.82 0.35 0.02 0.00 1/2" 0.94 0.44 0.02 3.00 Ice 1.06 0.54 0.03 1"Ice 1.34 0.76 0.05 2"Ice (2)LGP 21403 B From Leg 4.00 0.0000 82.00 No Ice 0.82 0.35 0.02 0.00 1/2" 0.94 0.44 0.02 3.00 Ice 1.06 0.54 0.03 1"Ice 1.34 0.76 0.05 2"Ice (2)LGP 21403 C From Leg 4.00 0.0000 82.00 No Ice 0.82 0.35 0.02 0.00 1/2" 0.94 0.44 0.02 3.00 Ice 1.06 0.54 0.03 1"Ice 1.34 0.76 0.05 2"Ice (2)LGP21401 A From Leg 4.00 0.0000 82.00 No Ice 1.10 0.35 0.01 0.00 1/2" 1.24 0.44 0.02 3.00 Ice 1.38 0.54 0.03 1"Ice 1.69 0.77 0.05 2"Ice (2)LGP21401 B From Leg 4.00 0.0000 82.00 No Ice 1.10 0,35 0.01 0.00 1/2" 1.24 0.44 0.02 3.00 Ice 1.38 0.54 0.03 1"Ice 1.69 0.77 0.05 2"Ice (2)LGP21401 C From Leg 4.00 0.0000 82.00 No Ice 1.10 0.35 0.01 0.00 1/2" 1.24 0.44 0.02 3.00 Ice 1.38 0.54 0.03 1"Ice 1.69 0.77 0.05 2"Ice (2)TT19-08BP111-001 A From Leg 4.00 0.0000 82.00 No Ice 0.55 0.45 0.02 0.00 1/2" 0.65 0.53 0.02 3.00 Ice 0.75 0.63 0.03 1"Ice 0.98 0.84 0.05 2"Ice (2)DC6-48-60-18-8F A From Leg 1.00 0.0000 82.00 No Ice 0.92 0.92 0.02 0.00 1/2" 1.46 1.46 0.04 3.00 Ice 1.64 1.64 0.06 1"Ice 2.04 2.04 0.11 2"Ice T-Arm Mount[TA 701-3] C None 0.0000 60.00 No Ice 23.94 23.94 1.09 1/2" 30.04 30.04 1.48 Ice 36.16 36.16 1.95 1"Ice 48.72 48.72 3.16 2"Ice (3)4'x2"Mount Pipe A From Face 1.50 0.0000 60.00 No Ice 0.87 0.87 0.01 0.00 1/2" 1.11 1.11 0.02 0.00 Ice 1.36 1.36 0.03 1"Ice 1.90 1.90 0.06 2"Ice (3)4'x2"Mount Pipe B From Face 1.50 0.0000 60.00 No Ice 0.87 0.87 0.01 0.00 1/2" 1.11 1.11 0.02 0.00 Ice 1.36 1.36 0.03 1"Ice 1.90 1.90 0.06 2"Ice (3)4'x2"Mount Pipe C From Face 1.50 0.0000 60.00 No Ice 0.87 0.87 0.01 0.00 1/2" 1.11 1.11 0.02 0.00 Ice 1.36 1.36 0.03 1"Ice 1.90 1.90 0.06 2"Ice tnxTower Report-version 8.0.7.5 - -- - .._.._. ,-..,•..' .•..-".,•'.", .,,,.>.a... ,f..,.. eerrenr..rr rrra,arf rrrt r .. ., ., .._e+ nrasrrJrl J.rr+lar JJr iiJNJJ{eJ4 JI lIUJMHNs(letwitlFlEuatlEMtrNrahtte}A(.•iNJa ehrJrJJre March 29, 2021 78.5 Ft Monopole Tower Structural Analysis CC1 BU No 855864 Project Number 406642, Order 540578, Revision 0 Page 13 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft STREETMACRO 6701 w/ A From Face 3.00 0.0000 60.00 No Ice 1.45 1.34 0.04 Mount Pipe -6.00 1/2" 1.68 1.56 0.05 0.00 Ice 1.92 1.80 0.07 1"Ice 2.45 2.32 0.13 2"Ice STREETMACRO 6701 w/ C From Face 3.00 0.0000 60.00 No Ice 1.45 1.34 0.04 Mount Pipe -6.00 1/2" 1.68 1.56 0.05 0.00 Ice 1.92 1.80 0.07 1"Ice 2.45 2.32 0.13 2"Ice JAHH-65C-R3B w/Mount A From Face 3.00 0.0000 60.00 No Ice 6.60 5.11 0.12 Pipe -2.00 1/2" 7.14 5.63 0.21 0.00 Ice 7.69 6.17 0.32 1"Ice 8.83 7.27 0.57 2"Ice JAHH-65C-R3B WI Mount B From Face 3.00 0.0000 60.00 No Ice 6.60 5.11 0.12 Pipe -2.00 1/2" 7.14 5.63 0.21 0.00 Ice 7.69 6.17 0.32 1"Ice 8.83 7.27 0.57 2"Ice JAHH-65C-R3B w/Mount C From Face 3.00 0.0000 60.00 No Ice 6.60 5.11 0.12 Pipe -2.00 1/2" 7.14 5.63 0.21 0.00 Ice 7.69 6.17 0.32 1"Ice 8.83 7.27 0.57 2"Ice JAHH-65C-R3B w/Mount A From Face 3.00 0.0000 60.00 No Ice 6.60 5.11 0.12 Pipe 0.00 1/2" 7.14 5.63 0.21 0.00 Ice 7.69 6.17 0.32 1"Ice 8.83 7.27 0.57 2"Ice JAHH-65C-R3B w/Mount B From Face 3.00 0.0000 60.00 No Ice 6.60 5.11 0.12 Pipe 0.00 1/2" 7.14 5.63 0.21 0.00 Ice 7.69 6.17 0.32 1"Ice 8.83 7.27 0.57 2"Ice JAHH-65C-R3B w/Mount C From Face 3.00 0.0000 60.00 No Ice 6.60 5.11 0.12 Pipe 0.00 1/2" 7.14 5.63 0.21 0.00 Ice 7.69 6,17 0.32 1"Ice 8.83 7.27 0.57 2"Ice Sub6 Antenna w/Mount A From Face 3.00 0.0000 60.00 No Ice 4.34 3.55 0.10 Pipe 2.00 1/2" 4.67 3.99 0.14 0.00 Ice 5.00 4.45 0.19 1"Ice 5.70 5.43 0.31 2"Ice Sub6 Antenna w/Mount A From Face 3.00 0.0000 60.00 No Ice 4.34 3.55 0.10 Pipe 2.00 1/2" 4.67 3.99 0.14 0.00 Ice 5.00 4.45 0.19 1"Ice 5.70 5.43 0.31 2"Ice Sub6 Antenna w/Mount A From Face 3.00 0.0000 60.00 No Ice 4.34 3.55 0.10 Pipe 2.00 1/2" 4.67 3.99 0.14 0.00 Ice 5.00 4.45 0.19 1"Ice 5.70 5.43 0.31 2"Ice BXA-80080/8CF w/Mount A From Face 3.00 0.0000 60.00 No Ice 10.30 7.60 0.06 Pipe 6.00 1/2" 11.31 8.58 0.14 0.00 Ice 12.33 9.58 0.23 1"Ice 14.43 11.62 0.45 2"Ice BXA-80080/8CF w/Mount B From Face 3.00 0.0000 60.00 No Ice 10.30 7.60 0.06 Pipe 6.00 1/2" 11.31 8.58 0.14 0.00 Ice 12.33 9.58 0.23 1"Ice 14.43 11.62 0.45 2"Ice tnxTower Report-version 8.0.7.5 March 29, 2021 78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864 Project Number 406642, Order 540578, Revision 0 Page 14 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° _ _ ft BXA-80080/8CF wl Mount C From Face 3.00 0.0000 60.00 No Ice 10.30 7.60 0.06 Pipe 6.00 1/2" 11.31 8.58 0.14 0.00 Ice 12.33 9.58 0.23 1"Ice 14.43 11.62 0.45 2"Ice RRUS 32 B2 A From Face 3.00 0.0000 60.00 No Ice 2.73 1.67 0.05 0.00 1/2" 2.95 1.86 0.07 0.00 Ice 3.18 2.05 0.10 1"Ice 3.66 2.46 0.16 2"Ice RRUS 32 B2 B From Face 3.00 0.0000 60.00 No Ice 2.73 1.67 0.05 0.00 1/2" 2.95 1.86 0.07 0.00 Ice 3.18 2.05 0.10 1"Ice 3.66 2.46 0.16 2"Ice RRUS 32 B2 C From Face 3.00 0.0000 60.00 No Ice 2.73 1.67 0.05 0.00 1/2" 2.95 1.86 0.07 0.00 Ice 3.18 2.05 0.10 1"Ice 3.66 2.46 0.16 2"Ice RRUS 32 B66 A From Face 3.00 0.0000 60.00 No Ice 2.74 1.67 0.05 0.00 1/2" 2.96 1.86 0.07 0.00 Ice 3.19 2.05 0.10 1"Ice 3.68 2.46 0.16 2"Ice RRUS 32 B66 B From Face 3.00 0.0000 60.00 No Ice 2.74 1.67 0.05 0.00 1/2" 2.96 1.86 0.07 0.00 Ice 3.19 2.05 0.10 1"Ice 3.68 2.46 0.16 2"Ice RRUS 32 B66 C From Face 3.00 0.0000 60.00 No Ice 2.74 1.67 0.05 0.00 1/2" 2.96 1.86 0.07 0.00 Ice 3.19 2.05 0.10 1"Ice 3.68 2.46 0.16 2"Ice RCMDC-3315-PF-48 A From Face 3.00 0.0000 60.00 No Ice 3.71 2.19 0.03 0.00 1/2" 3.95 2.39 0.06 0.00 Ice 4.20 2.61 0.10 1"Ice 4.72 3.05 0.18 2"Ice RCMDC-3315-PF-48 B From Face 3.00 0.0000 60.00 No Ice 3.71 2.19 0.03 0.00 1/2" 3.95 2.39 0.06 0.00 Ice 4.20 2.61 0.10 1"Ice 4.72 3.05 0.18 2"Ice RCMDC-3315-PF-48 C From Face 3.00 0.0000 60.00 No Ice 3.71 2.19 0.03 0.00 1/2" 3.95 2.39 0.06 0.00 Ice 4.20 2.61 0.10 1"Ice 4.72 3.05 0.18 2"Ice RVZDC-6627-PF-48 A From Face 3.00 0.0000 60.00 No Ice 3.79 2.51 0.03 0.00 1/2" 4.04 2.73 0.06 0.00 Ice 4.30 2.95 0.10 1"Ice 4.84 3.42 0.18 2"Ice RADIO 2X2212 B13 A From Face 3.00 0.0000 60.00 No Ice 1.71 1.91 0.10 0.00 1/2" 1.88 2.09 0.12 0.00 Ice 2.05 2.27 0.14 1"Ice 2.42 2.65 0.20 2"Ice RADIO 2X2212 B13 B From Face 3.00 0.0000 60.00 No Ice 1.71 1.91 0.10 0.00 1/2" 1.88 2.09 0.12 0.00 Ice 2.05 2.27 0.14 1"Ice 2.42 2.65 0.20 2"Ice tnxTower Report-version 8.0.7.5 March 29, 2021 78.5 Ft Monopole Tower Structural Analysis CC!BU No 855864 Project Number 406642, Order 540578, Revision 0 Page 15 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft RADIO 2X2212 B13 C From Face 3.00 0.0000 60.00 No Ice 1.71 1.91 0.10 0.00 1/2" 1.88 2.09 0.12 0.00 Ice 2.05 2.27 0.14 1"Ice 2.42 2.65 0.20 2"Ice RADIO 2X2212 B5 A From Face 3.00 0.0000 60.00 No Ice 1.71 1.91 0.10 0.00 1/2" 1.88 2.09 0.12 0.00 Ice 2.05 2.27 0.14 1"Ice 2.42 2.65 0.20 2"Ice RADIO 2X2212 B5 B From Face 3.00 0.0000 60.00 No Ice 1.71 1.91 0.10 0.00 1/2" 1.88 2.09 0.12 0.00 Ice 2.05 2.27 0.14 1"Ice 2.42 2.65 0.20 2"Ice RADIO 2X2212 B5 C From Face 3.00 0.0000 60.00 No Ice 1.71 1.91 0.10 0.00 1/2" 1.88 2.09 0.12 0.00 Ice 2.05 2.27 0.14 1"Ice 2.42 2.65 0.20 2"Ice ***57'.** Side Arm Mount[SO 104- C None 0.0000 57.00 No Ice 2.62 2.62 0.29 3] 1/2" 3.30 3.30 0.41 Ice 3.98 3.98 0.53 1"Ice 5.35 5.35 0.77 2"Ice 6'x2"Mount Pipe B From Leg 0.50 0.0000 57.00 No Ice 1.43 1.43 0.02 0.00 1/2" 1.92 1.92 0.03 0.00 Ice 2.29 2.29 0.05 1"Ice 3.06 3.06 0.09 2"Ice RFU-CX-11 B From Leg 1.00 0.0000 57.00 No Ice 0.52 0.22 0.01 0.00 1/2" 0.61 0.29 0.01 1.00 Ice 0.71 0.36 0.02 1"Ice 0.93 0.53 0.04 2"Ice ***36*** Side Arm Mount[SO 901- B From Leg 0.00 0.0000 36.00 No Ice 0.33 0.62 0.11 1] 0.00 1/2" 0.46 0.78 0.11 0.00 Ice 0.62 0.97 0.12 1"Ice 1.01 1.43 0.15 2"Ice GPS_A B From Leg 0.00 0.0000 36.00 No Ice 0.26 0.26 0.00 0.00 1/2" 0.32 0.32 0.00 1.00 Ice 0.39 0.39 0.01 1"Ice 0.56 0.56 0.02 2"Ice Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Harz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ft ft ft2 SC2-190BB B Paraboloid From 1.00 0.0000 57.00 2.20 No Ice 3.80 0.02 w/Shroud(HP) Leg 0.00 1/2"Ice 4.09 0.04 1.00 1"Ice 4.39 0.06 2"Ice 4.98 0.10 tnxTower Report-version 8.0.7.5 March 29, 2021 78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864 Project Number 406642, Order 540578, Revision 0 Page 16 Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg-No Ice 3 0.9 Dead+1.0 Wind 0 deg-No Ice 4 1.2 Dead+1.0 Wind 30 deg-No Ice 5 0.9 Dead+1.0 Wind 30 deg-No Ice 6 1.2 Dead+1.0 Wind 60 deg-No Ice 7 0.9 Dead+1.0 Wind 60 deg-No Ice 8 1.2 Dead+1.0 Wind 90 deg-No Ice 9 0.9 Dead+1.0 Wind 90 deg-No Ice 10 1.2 Dead+1.0 Wind 120 deg-No Ice 11 0.9 Dead+1.0 Wind 120 deg-No Ice 12 1.2 Dead+1.0 Wind 150 deg-No Ice 13 0.9 Dead+1.0 Wind 150 deg-No Ice 14 1.2Dead+l.OWind 180 deg-NoIce 15 0.9 Dead+1.0 Wind 180 deg-No Ice 16 1.2 Dead+1.0 Wind 210 deg-No Ice 17 0.9 Dead+1.0 Wind 210 deg-No Ice 18 1.2 Dead+1.0 Wind 240 deg-No Ice 19 0.9 Dead+1.0 Wind 240 deg-No Ice 20 1.2 Dead+1.0 Wind 270 deg-No Ice 21 0.9 Dead+1.0 Wind 270 deg-No Ice 22 1.2 Dead+1.0 Wind 300 deg-No Ice 23 0.9 Dead+1.0 Wind 300 deg-No Ice 24 1.2 Dead+1.0 Wind 330 deg-No Ice 25 0.9 Dead+1.0 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service Maximum Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft L1 78.5-49.33 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -28.93 2.11 2.99 Max.Mx 20 -13.39 197.07 1.91 Max.My 2 -13.39 1.62 197.18 Max.Vy 20 -9.92 197.07 1.91 tnxTower Report-version 8.0.7.5 March 29, 2021 78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864 Project Number 406642, Order 540578, Revision 0 Page 17 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft, ..._.._ .._. kip' _ Max.Vx 2 -9.84 1.62 197.18 Max.Torque 6 1.24 L2 49.33-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -40.95 1.87 2.89 Max.Mx 20 -22.41 773.63 6.06 Max.My 2 -22.41 6.95 769.93 Max.Vy 20 -11.85 773.63 6.06 Max.Vx 2 -11.78 6.95 769.93 Max.Torque 18 -1.08 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 26 40.95 0.00 0.00 Max.Hx 20 22.41 11.84 0.08 Max.H, 2 22.41 0.10 11.77 Max.Mx 2 769.93 0.10 11.77 Max.M, 8 770.55 -11.81 -0.07 Max.Torsion 6 0.98 -10.22 5.81 Min.Vert 17 16.81 5.85 -10.16 Min.Hx 8 22.41 -11.81 -0.07 Min.H, 14 22.41 -0.08 -11.76 Min.Mx 14 -767.01 -0.08 -11.76 Min.M, 20 -773.63 11.84 0.08 Min.Torsion 18 -1.02 10.23 -5.80 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, Mx Moment, M, K K K kip-ft kip-ft kip-ft Dead Only 18.68 0.00 0.00 -1.05 0.64 0.00 1.2 Dead+1.0 Wind 0 deg- 22.41 -0.10 -11.77 -769.93 6.95 -0.45 No Ice 0.9 Dead+1.0 Wind 0 deg- 16.81 -0.10 -11.77 -765.31 6.72 -0.45 No Ice 1.2 Dead+1.0 Wind 30 deg- 22.41 5.87 -10.15 -664.58 -382.53 -0.79 No Ice 0.9 Dead+1.0 Wind 30 deg- 16.81 5.87 -10.15 -660.55 -380.60 -0.79 No Ice 1.2 Dead+1.0 Wind 60 deg- 22.41 10.22 -5.81 -381.34 -666.27 -0.98 No Ice 0.9 Dead+1.0 Wind 60 deg- 16.81 10.22 -5.81 -378.88 -662.76 -0.98 No Ice 1.2 Dead+1.0 Wind 90 deg- 22.41 11.81 0.07 3.02 -770.55 -0.91 No Ice 0.9 Dead+1.0 Wind 90 deg- 16.81 11.81 0.07 3.33 -766.46 -0.91 No Ice 1.2 Dead+1.0 Wind 120 deg 22.41 10.26 5.93 385.75 -668.90 -0.56 -No Ice 0.9 Dead+1.0 Wind 120 deg 16.81 10.26 5.93 383.92 -665.38 -0.56 -No Ice 1.2 Dead+1.0 Wind 150 deg 22.41 5.97 10.20 665.23 -388.61 -0.07 -No Ice 0.9 Dead+1.0 Wind 150 deg 16.81 5.97 10.20 661.84 -386.65 -0.07 -No Ice 1.2 Dead+1.0 Wind 180 deg 22.41 0.08 11.76 767.01 -3.94 0.42 -No Ice 0.9 Dead+1.0 Wind 180 deg 16.81 0.08 11.76 763.06 -4.12 0.42 tnxTower Report-version 8.0.7.5 March 29, 2021 78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864 Project Number 406642, Order 540578, Revision 0 Page 18 Vertical Shear, Shear, Overturning Overturning Torque Load Combination Moment, M, Moment, M, K K K kip-ft kip-ft kip-ft -No Ice 1.2 Dead+1.0 Wind 210 deg 22.41 -5.85 10.16 662.66 382.98 0.78 -NoIce 0.9 Dead+1.0 Wind 210 deg 16.81 -5.85 10.16 659.29 380.65 0.78 -No Ice 1.2 Dead+1.0 Wind 240 deg 22.41 -10.23 5.80 377.70 668.87 1.02 -No Ice 0.9 Dead+1.0 Wind 240 deg 16.81 -10.23 5.80 375.91 664.94 1.01 -No Ice 1.2 Dead+1.0 Wind 270 deg 22.41 -11.84 -0.08 -6.06 773.63 0.92 -No Ice 0.9 Dead+1.0 Wind 270 deg 16.81 -11.84 -0.08 -5.70 769.12 0.92 -No Ice 1.2 Dead+1.0 Wind 300 deg 22.41 -10.28 -5.94 -389.06 671.77 0.57 -No Ice 0.9 Dead+1.0 Wind 300 deg 16.81 -10.28 -5.94 -386.57 667.82 0.56 -No Ice 1.2 Dead+1.0 Wind 330 deg 22.41 -5.99 -10.22 -668.87 391.34 0.06 -No Ice 0.9 Dead+1.0 Wind 330 deg 16.81 -5.99 -10.22 -664.81 388.96 0.06 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 40.95 -0.00 -0.00 -2.89 1.87 0.00 1.2 Dead+1.0 Wind 0 40.95 -0.01 -1.73 -113.44 2.54 -0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 40.95 0.87 -1.50 -98.41 -53.26 -0.05 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 40.95 1.50 -0.86 -57.77 -93.92 -0.08 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 40.95 1.74 0.01 -2.53 -108.81 -0.09 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 40.95 1.51 0.87 52.55 -94.13 -0.07 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 40.95 0.87 1.50 92.81 -53.81 -0.04 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 40.95 0.01 1.73 107.52 1.44 0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 40.95 -0.86 1.50 92.60 56.93 0.05 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 40.95 -1.50 0.86 51.76 97.84 0.08 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 40.95 -1.74 -0.01 -3.41 112.80 0.09 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 40.95 -1.51 -0.87 -58.52 98.09 0.07 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 40.95 -0.88 -1.50 -98.82 57.76 0.03 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 18.68 -0.04 -4.24 -277.06 2.87 -0.16 Dead+Wind 30 deg-Service 18.68 2.11 -3.66 -239.23 -136.98 -0.28 Dead+Wind 60 deg-Service 18.68 3.68 -2.09 -137.53 -238.86 -0.35 Dead+Wind 90 deg-Service 18.68 4.26 0.03 0.48 -276.30 -0.33 Dead+Wind 120 deg- 18.68 3.70 2.14 137.90 -239.81 -0.20 Service Dead+Wind 150 deg- 18.68 2.15 3.68 238.25 -139.16 -0.02 Service Dead+Wind 180 deg- 18.68 0.03 4.24 274.80 -1.04 0.15 Service Dead+Wind 210 deg- 18.68 -2.11 3.66 237.33 137.89 0.28 Service Dead+Wind 240 deg- 18.68 -3.69 2.09 135.01 240.54 0.37 Service Dead+Wind 270 deg- 18.68 -4.27 -0.03 -2.78 278.16 0.33 Service Dead+Wind 300 deg- 18.68 -3.70 -2.14 -140.30 241.58 0.20 Service Dead+Wind 330 deg- 18.68 -2.16 -3.68 -240.77 140.89 0.02 Service tnxTower Report-version 8.0.7.5 March 29, 2021 78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864 Project Number 406642, Order 540578, Revision 0 Page 19 Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -18.68 0.00 0.00 18.68 0.00 0.000% 2 -0.10 -22.41 -11.77 0.10 22.41 11.77 0.000% 3 -0.10 -16.81 -11.77 0.10 16.81 11.77 0.000% 4 5.87 -22.41 -10.15 -5.87 22.41 10.15 0.000% 5 5.87 -16.81 -10.15 -5.87 16.81 10.15 0.000% 6 10.22 -22.41 -5.81 -10.22 22.41 5.81 0.000% 7 10.22 -16.81 -5.81 -10.22 16.81 5.81 0.000% 8 11.81 -22.41 0.07 -11.81 22.41 -0.07 0.000% 9 11.81 -16.81 0.07 -11.81 16.81 -0.07 0.000% 10 10.26 -22.41 5.93 -10.26 22.41 -5.93 0.000% 11 10.26 -16.81 5.93 -10.26 16.81 -5.93 0.000% 12 5.97 -22.41 10.20 -5.97 22.41 -10.20 0.000% 13 5.97 -16.81 10.20 -5.97 16.81 -10.20 0.000% 14 0.08 -22.41 11.76 -0.08 22.41 -11.76 0.000% 15 0.08 -16.81 11.76 -0.08 16.81 -11.76 0.000% 16 -5.85 -22.41 10.16 5.85 22.41 -10.16 0.000% 17 -5.85 -16.81 10.16 5.85 16.81 -10.16 0.000% 18 -10.23 -22.41 5.80 10.23 22.41 -5.80 0.000% 19 -10.23 -16.81 5.80 10.23 16.81 -5.80 0.000% 20 -11.84 -22.41 -0.08 11.84 22.41 0.08 0.000% 21 -11.84 -16.81 -0.08 11.84 16.81 0.08 0.000% 22 -10.28 -22.41 -5.94 10.28 22.41 5.94 0.000% 23 -10.28 -16.81 -5.94 10.28 16.81 5.94 0.000% 24 -5.99 -22.41 -10.22 5.99 22.41 10.22 0.000% 25 -5.99 -16.81 -10.22 5.99 16.81 10.22 0.000% 26 0.00 -40.95 0.00 0.00 40.95 0.00 0.000% 27 -0.01 -40.95 -1.73 0.01 40.95 1.73 0.000% 28 0.86 -40.95 -1.50 -0.87 40.95 1.50 0.000% 29 1.50 -40.95 -0.86 -1.50 40.95 0.86 0.000% 30 1.74 -40.95 0.01 -1.74 40.95 -0.01 0.000% 31 1.51 -40.95 0.87 -1.51 40.95 -0.87 0.000% 32 0.87 -40.95 1.50 -0.87 40.95 -1.50 0.000% 33 0.01 -40.95 1.73 -0.01 40.95 -1.73 0.000% 34 -0.86 -40.95 1.50 0.86 40.95 -1.50 0.000% 35 -1.50 -40.95 0.86 1.50 40.95 -0.86 0.000% 36 -1.74 -40.95 -0.01 1.74 40.95 0.01 0.000% 37 -1.51 -40.95 -0.87 1.51 40.95 0.87 0.000% 38 -0.88 -40.95 -1.50 0.88 40.95 1.50 0.000% 39 -0.04 -18.68 -4.24 0.04 18.68 4.24 0.000% 40 2.11 -18.68 -3.66 -2.11 18.68 3.66 0.000% 41 3.68 -18.68 -2.09 -3.68 18.68 2.09 0.000% 42 4.26 -18.68 0.03 -4.26 18.68 -0.03 0.000% 43 3.70 -18.68 2.14 -3.70 18.68 -2.14 0.000% 44 2.15 -18.68 3.68 -2.15 18.68 -3.68 0.000% 45 0.03 -18.68 4.24 -0.03 18.68 -4.24 0.000% 46 -2.11 -18.68 3.66 2.11 18.68 -3.66 0.000% 47 -3.69 -18.68 2.09 3.69 18.68 -2.09 0.000% 48 -4.27 -18.68 -0.03 4.27 18.68 0.03 0.000% 49 -3.70 -18.68 -2.14 3.70 18.68 2.14 0.000% 50 -2.16 -18.68 -3.68 2.16 18.68 3.68 0.000% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00007510 3 Yes 4 0.00000001 0.00005004 4 Yes 4 0.00000001 0.00043419 5 Yes 4 0.00000001 0.00028689 6 Yes 4 0.00000001 0.00055827 7 Yes 4 0.00000001 0.00037227 8 Yes 4 0.00000001 0.00012798 tnxTower Report-version 8.0.7.5 March 29, 2021 78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864 Project Number 406642, Order 540578, Revision 0 Page 20 9 Yes 4 0.00000001 0.00008607 10 Yes 4 0.00000001 0.00044508 11 Yes 4 0.00000001 0.00029503 12 Yes 4 0.00000001 0.00048502 13 Yes 4 0.00000001 0.00032233 14 Yes 4 0.00000001 0.00005839 15 Yes 4 0.00000001 0.00003865 16 Yes 4 0.00000001 0.00053674 17 Yes 4 0.00000001 0.00035808 18 Yes 4 0.00000001 0.00042083 19 Yes 4 0.00000001 0.00027846 20 Yes 4 0.00000001 0.00014075 21 Yes 4 0.00000001 0.00009456 22 Yes 4 0.00000001 0.00053715 23 Yes 4 0.00000001 0.00035574 24 Yes 4 0.00000001 0.00048839 25 Yes 4 0.00000001 0.00032233 26 Yes 4 0.00000001 0.00000902 27 Yes 4 0.00000001 0.00017185 28 Yes 4 0.00000001 0.00017010 29 Yes 4 0.00000001 0.00016561 30 Yes 4 0.00000001 0.00015784 31 Yes 4 0.00000001 0.00015613 32 Yes 4 0.00000001 0.00015483 33 Yes 4 0.00000001 0.00015405 34 Yes 4 0.00000001 0.00016061 35 Yes 4 0.00000001 0.00016568 36 Yes 4 0.00000001 0.00016925 37 Yes 4 0.00000001 0.00017625 38 Yes 4 0.00000001 0.00017704 39 Yes 4 0.00000001 0.00001050 40 Yes 4 0.00000001 0.00002379 41 Yes 4 0.00000001 0.00003647 42 Yes 4 0.00000001 0.00001725 43 Yes 4 0.00000001 0.00002332 44 Yes 4 0.00000001 0.00002620 45 Yes 4 0.00000001 0.00000944 46 Yes 4 0.00000001 0.00003355 47 Yes 4 0.00000001 0.00002418 48 Yes 4 0.00000001 0.00001808 49 Yes 4 0.00000001 0.00003254 50 Yes 4 0.00000001 0.00002658 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L 1 78.5-49.33 5.975 49 0.7421 0.0029 L2 53-0 2.630 49 0.4745 0.0015 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance .,...... ,.,,_ .m , Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 82.00 Platform Mount[16'LP 1001-1] 49 5.975 0.7421 0.0029 19630 60.00 T-Arm Mount[TA 701-3] 49 3.432 0.5456 0.0019 5305 58.00 SC2-190BB 49 3.190 0.5251 0.0018 4787 57.00 Side Arm Mount[SO 104-3] 49 3.073 0.5149 0.0017 4567 36.00 Side Arm Mount[SO 901-1] 49 1.253 0.3124 0.0009 5665 tnxTower Report-version 8.0.7.5 March 29, 2021 78.5 Ft Monopole Tower Structural Analysis CC/BU No 855864 Project Number 406642, Order 540578, Revision 0 Page 21 Maximum Tower Deflections - Design Wind Section Elevation Horn. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 78.5-49.33 16.584 22 2.0574 0.0082 L2 53-0 7.307 22 1.3174 0.0043 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 82.00 Platform Mount[16'LP 1001-1] 22 16.584 2.0574 0.0082 7099 60.00 T-Arm Mount[TA 701-31 22 9.532 1.5146 0.0052 1918 58.00 SC2-190BB 22 8.859 1.4576 0.0050 1731 57.00 Side Arm Mount[SO 104-3] 22 8.534 1.4292 0.0048 1651 36.00 Side Arm Mount[SO 901-1] 22 3.484 0.8675 0.0024 2046 Compression Checks Pole Design Data Section Elevation Size L L„ KW A Pu 4P„ Ratio No. P„ ft ft ft in2 K K +P„ L1 78.5-49.33 TP28.012x18.87x0.1875 29.17 0.00 0.0 15.874 -13.38 928.66 0.014 (1) 5 L2 49.33-0(2) TP43.1x26.4868x0.3125 53.00 0.00 0.0 42.439 -22.41 2482.73 0.009 8 r Pole Bending Design Data Section Elev. ation Size Max +M., Ratio M,,,, own, Ratio No. M. M„y ft kip-ft kip-ft 4 M,, kip-ft kip-ft +M„y L1 78.5-49.33 TP28.012x18.87x0.1875 198.00 570.82 0.347 0.00 570.82 0.000 (1) L2 49.33-0(2) TP43.1x26.4868x0.3125 776.30 2484.41 0.312 0.00 2484.41 0.000 r Pole Shear Design Data Section Elevation Size Actual +V„ Ratio Actual 4T Ratio No. V, Vu T T„ ft K K +V„ kip-ft kip-ft 4T„ L1 78.5-49.33 TP28.012x18.87x0.1875 9.93 278.60 0.036 0.02 650.81 0.000 (1) L2 49.33-0(2) TP43.1x26.4868x0.3125 11.88 744.82 0.016 0.57 2790.93 0.000 tnxTower Report-version 8.0.7.5 March 29, 2021 78.5 Ft Monopole Tower Structural Analysis COI BU No 855864 Project Number 406642, Order 540578, Revision 0 Page 22 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ Mux Mny I/„ T Stress Stress ft AMn Vn T Ratio Ratio _ten ..,_. �Mnx ,W Y � � n L1 78.5-49.33 0.014 0.347 0.000 0.036 0.000 0.363 1.050 4.8.2 (1) L2 49.33-0(2) 0.009 0.312 0.000 0.016 0.000 0.322 1.050 4.8.2 Section Capacity Table Section Elevation Component Size Critical P r Paibn, % Pass No. ft Type Element K K Capacity Fail L1 78.5-49.33 Pole 1P28 012x18.87x0.1875 1 -13.38 975.09 34.5 Pass L2 49.33-0 Pole TP43.1x26.4868x0.3125 2 -22.41 2606.87 30.6 Pass Summary Pole(L1) 34.5 Pass RATING= 34.5 Pass tnxTower Report-version 8.0.7.5 March 29, 2021 78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864 Project Number 406642, Order 540578, Revision 0 Page 23 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 8.0.7.5 CLIMBING PEGS W/ SAFETY CLIMB • r (OTHER CONSIDERED EQUIPMENT) i (PROPOSED EQUIPMENT CONFIGURATION) (1) 1/4" TO 82 FT LEVEL r \ (1) 3/8" TO 57 FT LEVEL (2) 3/8" TO 82 FT LEVEL 7/8" TO 60 FT LEVEL (3) 3/4" TO 82 FT LEVEL / \ �� 1" TO 60 FT LEVEL (6) 7/8" TO 82 FT LEVEL (11110 •• / i \ • 2" TO 60 FT LEVEL (6) 1-5/8" TO 82 FT LEVEL Z, / \ °•• 1 _ N \ \ • i 0 0 \ v 00 1 i / g iz Z. BUSINESS UNIT:855864 TOWER ID:C_BASELEVEL i s i March 29, 2021 78.5 Ft Monopole Tower Structural Analysis CCI BU No 855864 Project Number 406642, Order 540578. Revision 0 Page 24 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 8.0.7.5 Monopole Base Plate Connection a ^CROWN v CASTLE BU# 855864 Site Name cholls Ferry Beef Ben U Order# 540578 Rev.0 '� -5) Analysis Considerations � TIA-222 Revision H ��D) (-/ Grout Considered: No lar(in) 1.3125 ice. I ',1 (© Applied Loads Moment(kip-ft) 776.30 Axial Force(kips) 22.41 Shear Force(kips) 11.88 (/' i *TIA-122-H Section 15.5 Applied (rzi � y (C)1 I/J Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (12)2-1/4"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 50"BC Pu_c=63.92 4Pn_c=268.39 Stress Rating Vu=0.99 cbVn=120.77 22.7% Base Plate Data Mu=n/a cpMn=n/a 56"OD x 2.5"Plate(A633 Gr.E;Fy=60 ksi,Fu=70 ksi) Base Plate Summary Stiffener Data Max Stress(ksi): 8.11 (Flexural) N/A Allowable Stress(ksi): 54 Stress Rating: 14.3% Pole Data 43.1"x 0.3125"18-sided pole(A572-65;Fy=65 ksi,Fu=80 ksi) CClplate-Version 4.0.1 Analysis Date:3/29/2021 Pier and Pad Foundation . r CROWN BU#: 855864 CASTLE Site Name: Scholls Ferry Beef App. Number: 540578 Rev. 0 TIA-222 Revision: H Top&Bot.Pad Rein.Different?: [] Tower Type: Monopole Block Foundation?: Ei Rectangular Pad?: [] Superstructure Analysis Reactions Foundation Analysis Checks Compression,Poomp: 22.41 kips Capacity Demand Rating* Check Base Shear,Vu_comp: 11.87 kips Lateral(Sliding)(kips) 448.01 11.87 2.5% Pass Bearing Pressure(ksf) 12.00 4.33 34.4% Pass Moment,M0: 776.3 ft-kips Overturning(kip*ft) 4067.03 966.22 23.8% Pass Tower Height,H: 78.5 ft Pier Flexure(Comp.)(kip*ft) 2013.22 936.55 44.3% Pass BP Dist.Above Fdn,bpd ,: 6 in Pier Compression(kip) 10651.00 76.63 0.7% Pass Pad Flexure(kip*ft) 606.75 262.26 41.2% Pass Pad Shear-1-way(kips) 249.93 72.10 27.5% Pass Pier,'Properties Pad Shear-2-way(Comp)(ksi) 0.164 0.038 22.1% Pass Pier Shape: Circular Flexural 2-way(Comp)(kip*ft) 956.33 561.93 56.0% Pass Pier Diameter,dpier: 5.33 ft Ext.Above Grade,E. 0.5 ft Pier Rebar Size,Sc: 8 *Rating per TIA-222-H Section Pier Rebar Quantity,mc: 21 15.5 Pier Tie/Spiral Size,St: 3 Soil Rating*: 34.4% Pier Tie/Spiral Quantity,mt: 10 Structural Rating*: 56.0% Pier Reinforcement Type: Tie Pier Clear Cover,ccp;s,: 3 in Pad.Properties Depth,D: 15 ft Pad Width,W,: 15 ft Pad Width,W2: 13 ft Pad Thickness,T: 2 ft Pad Rebar Size(Bottom dir. 1),Sp,: 8 Pad Rebar Quantity(Bottom dir.1),mp,: 10 Pad Rebar Size(Bottom dir.2),Sp2: 8 Pad Rebar Quantity(Bottom dir.2),mp2: 9 Pad Clear Cover,mood: 3 in Material Properties Rebar Grade,Fy: 60 ksi Concrete Compressive Strength,F'c: 3 ksi Dry Concrete Density,dc: 150 pcf Soil Properties Total Soil Unit Weight,y: 125 pcf Ultimate Gross Bearing,Quit: 16.000 ksf Toggle between Gross and Net Cohesion,Cu: 0.150 ksf Friction Angle,;p: 38 degrees SPT Blow Count,Nplo,„s: Base Friction,j,: 0.4 Neglected Depth,N: 2.67 ft Foundation Bearing on Rock? Yes Groundwater Depth,gw: 13 ft Version 4.0.1 E. ASCE 7 Hazards Report AWE'CAN SOCIETY OF CIVIL ENGINEERS Address: Standard: ASCE/SEI 7-16 Elevation: 340.27 ft (NAVD 88) No Address at This Risk Category: II Latitude: 45.425558 Location Soil Class: D-Stiff Soil Longitude: -122.852092 n,I Mill.,, C2 L:S AFRR • a _ti ✓ .,� `,✓ /4-) • w ` Wind Results: Wind Speed: Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 77 Vmph 100-year MRI 82 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Mon Mar 29 2021 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years(annual exceedance probability= 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https://asce7hazardtool.online/ Page 1 of 3 Mon Mar 29 2021 E. AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D-Stiff Soil Results: Ss : 0.848 So, : N/A Si : 0.399 TL : 16 Fa : 1.161 PGA: 0.388 Fy : N/A PGA M : 0.47 SMs : 0.984 F PGA : 1.212 SM1 : N/A le : 1 SDS : 0.656 C, : 1.224 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Mon Mar 29 2021 Date Source: USGS Seismic Design Maps https://asce7hazardtool.online/ Page 2 of 3 Mon Mar 29 2021 E--.-- ' d1ERICAN SOCIETY OF DAL E NG1NEERS Ice Results: Ice Thickness: 1.50 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Data Source: Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Date Accessed: Mon Mar 29 2021 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability, currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,relationship,or sponsorship of such third-party content by or from ASCE. ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool,you expressly assume all risks associated with your use.Under no circumstances shall ASCE or its officers,directors, employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Mon Mar 29 2021 rCROWN BU: 855864 Stri.icture CASTLE A S T L E W 1940868 Order: 540578 Rev: C; Location Decimal Degrees Deg Min Sec Lat: 45.425558 25 32.01 Long: -122.852092 `.::%t' 51 753 Code and Site Parameters Seismic Design Code: TIA-222-H Site Soil: D(Default) Default Risk Category: II USGS Seismic Reference Ss: 0.8480 g Sl: `'J.3Q30 g Ti: :! s Seismic Design Category Determination Importance Factor,le: 1 Acceleration-based site coefficient,F : 1.2000 Velocity-based site coefficient,F,,: 1.9010 Design spectral response acceleration short period,Sos: 0.6784 Design spectral response acceleration 1 s period,Sol: 0.5057 Seismic Design Category Based on Sos: D Seismic Design Category Based on Sol: D Seismic Design Category Based on Si: N/A Controlling Seismic Design Category: CCISeismic 3.3.6 Page 1 Analysis Date: 3/29/2021 (. : 1940868 r CROWN BU: 855864 Structure: A W CASTLE Order: 540578 Rev: 0 Tower Details Tower Type: Tapered Monopole Height,h: 78.5 ft Effective Seismic Weight,W: 18.68 kips Amplification Factor,As: 1,0 2.7.8.1 Seismic Base Shear Response Modification Factor,R: 1.5 Discrete Appurtenance Weight in Top 1/3 of Structure,W,,: 9.87391 kips WI: 8.803248681 kips E: 29000.0 ksi g: 386.088 in/s' Average Moment of Inertia,lave: 3869.307311 in" Fa: 0.574053518 hz Approximate Fundamental Period Monopole,Ta: 1.7420 s 2.7.7.1.3.3 Seismic Response Coefficient,C, 0.4523 2.7.7.1.1 Seismic Response Coefficient Max 1,Csmax 0.1935 2.7.7.1.1 Seismic Response Coefficient Max 2,Csman N/A 2.7.7.1.1 Seismic Response Coefficient Min 1,Csm;,, 0.0300 2.7.7.1.1 Seismic Response Coefficient Min 2,Csm;n N/A 2.7.7.1.1 Controlling Seismic Response Coefficient,CSC 0.1935 Seismic Base Shear,V kips 2.7.7.1.1 Vertical Distribution Factors Period Related Exponent,k: 1.621 2.7.7.1.2 Sum of w;h;k 13489.96 2.7.7.1.2 CCISeismic 3,3.6 Page 2 Analysis Date: 3/29/2021