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Report Date: December 9, 2021 Client: Crown Castle 2000 Corporate Drive Canonsburg, PA 15317 Structure: Existing 79-ft Transmission Pole #882-1028 Carrier Designation: Verizon Wireless Co-Locate Site Number: 129802 Site Name: GN 116th and Keystone Crown Castle Designation: BU Number: 873710 Site Name: Carmel-Gray (C) JDE Job Number: 692596 Work Order Number: 2036171 Order Number: 592738 Rev. 2 Site Address: 11405 N Gray Rd City, County, State: Carmel, Hamilton County, IN Latitude, Longitude: 39.952072, -86.086672 PJF Project: A37521-0617.003.6000 Paul J. Ford and Company is pleased to submit this “Structural Analysis Report”. The purpose of this analysis is to determine if the structure has sufficient capacity to support the existing and proposed equipment described herein. Analysis Criteria: Reference Standard: IEEE Standards Association, “National Electrical Safety Code” (NESC) C2-2017 Proposed Appurtenance Loads: The structure was analyzed with the addition of the proposed appurtenances loads shown in Table 1 combined with the existing and reserved loads shown in Table 2 and 3 of this report. Summary of Analysis Results: Existing Structure: Sufficient Capacity Existing Foundation: Sufficient Capacity We at Paul J. Ford and Company appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Respectfully submitted by: Richard W. Hoffman, P.E. Project Manager rhoffman@pauljford.com 12/15/2021 79-ft Transmission Pole Structural Analysis December 9, 2021 Project Number A37521-0617.003.6000, Application 592738 Rev. 2 CCI BU 873710 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Reference Standard Utility Specification Table 1 – Proposed Antenna and Cable Information Table 2 – Existing and Reserved Antenna and Cable Information Table 3 – Existing Electrical Utility Wire Information Table 4 – Load Case Information 3) ANALYSIS PROCEDURE Table 5 – Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 6 – Maximum Structure Element Usage Table 7 – Maximum Foundation Usages 4.1) Recommendations 5) CONCLUSION STANDARD CONDITIONS APPENDIX A – PROFILE SHEET - N/A APPENDIX B – LOAD CALCULATIONS Duke Energy Loading Criteria Email & Pole Sketch NESC 250C Wind Load Calculation Sheet Southwire SAG10 Calculation Sheets Wire Load Summary Sheets Antenna Load Summary Sheets Coax Load Summary Sheets PLS Loading Summary Sheets APPENDIX C – COMPUTER OUTPUT PLS Software – Structure Model Node Diagram PLS Software – Structure Usage Diagram (Color Coded by Usage) PLS Software – Output APPENDIX D – SUPPLEMENTAL CALCULATIONS Foundation Check APPENDIX E – SUPPLEMENTAL INFORMATION Level Drawings 79-ft Transmission Pole Structural Analysis December 9, 2021 Project Number A37521-0617.003.6000, Application 592738 Rev. 2 CCI BU 873710 Page 3 1) INTRODUCTION The purpose of this analysis is to determine if the existing structure and existing foundations have sufficient capacity to support the existing and proposed equipment along with the existing wire loads described herein. The existing structure is a 79’ tall “Class H2” wood transmission pole (79’ above grade / 11’ embedment = 90’ total). Refer to Tables 1 and 2 below for further antenna equipment and mount information. 2) ANALYSIS CRITERIA Reference Standard: IEEE Standards Association, “National Electrical Safety Code” (NESC) C2-2017 Table 1 – Proposed Antenna and Cable Information Mounting Level (feet) Center Line Elevation (feet) Quantity Manufacturer Model Number of Feed Lines Feed Line Size (inches) Note 77.0 77.0 3 Commscope NHHSS-65B-R2B (Antenna) 1 (E) 1 7/8 - 3 Commscope NHHS4-65B-R3B (Antenna) 3 Ericsson Radio 4408 (TME) 3 Ericsson RRUS-4449-B5/B12 (TME) 3 Ericsson RRUS-8843 B2/B66A (TME) 3 Ericsson Radio 8863 (TME) 1 Raycap RRODC-6627-PF-48 (TME) 1 Commscope BSAMNT SBS 1-2 (Crown Mount SO 101-3) Notes: 1. (E) – Coax mounted externally and exposed to the wind. (I) – Coax mounted internally and shielded from the wind. Table 2 – Existing and Reserved Antenna and Cable Information Mounting Level (feet) Center Line Elevation (feet) Quantity Manufacturer Model Number of Feed Lines1 Feed Line Size (inches) Note - - - - - - - - 79-ft Transmission Pole Structural Analysis December 9, 2021 Project Number A37521-0617.003.6000, Application 592738 Rev. 2 CCI BU 873710 Page 4 3) ANALYSIS PROCEDURE Table 5 – Documents Provided Document Reference Source 4 - Erection Drawing Carmel SE – 138kV Pole Info Drawing Duke Energy 4 - Geotechnical Report 2957327 CCISITES 3.1) Analysis Method PLS-PoleTM is a commercially available analysis software package made by Powerline Systems, Inc. PLS- PoleTM was used to create a three dimensional model of the pole and calculate member stresses for various load cases. Equipment and wire load calculations were completed using Microsoft Excel or MathCAD and applied to the structure model as point loads. Load Calculations are included in Appendix B. Selected output from the analysis is included in Appendix C. The foundation has been evaluated on a limited basis using Crown’s Drilled Pier spreadsheet. 3.2) Assumptions 1) Monopole meets the minimum strength requirements of a class H2 wood pole. 2) Monopole has been maintained in accordance with the utilities’ specifications. 3) The analysis assumes that no physical deterioration has occurred in any of the structural components and that all members have the same load carrying capacity as the day the monopole was erected. No allowance was made for any damaged or deteriorated sections of the monopole. 4) The configuration of antennas, cables, mounts and other appurtenances are as specified in Tables 1 and 2 of this report and as per the referenced documents in Table 5. 5) Monopole is in a plumb condition. 6) Guy anchor foundations have sufficient capacity to develop the full capacity of the guy wires. 7) This analysis does not imply to meet any serviceability criteria such as deflections, twist, sway, etc. unless expressly agreed to in writing. This analysis may be affected if any assumptions are not valid or have been made in error. Paul J Ford and Company should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS The following table provides the maximum usages for each structure element type and the loading condition in which they occur: Table 6 – Maximum Structure Element Usages Pole – Analysis Element Type Load Case Usage (%) Pole Shaft 250C: Extreme Wind 31 Guy Wires 250B: NESC Heavy 72 Maximum Structure Element Usage = 72 Existing Structure Result = Sufficient Notes: 1. See “Appendix C – Computer Output” for further detailed information. 79-ft Transmission Pole Structural Analysis December 9, 2021 Project Number A37521-0617.003.6000, Application 592738 Rev. 2 CCI BU 873710 Page 5 Table 7 – Maximum Structure Foundation Usages Foundation Analysis Existing Foundation Result = Sufficient Notes: 1. See “Appendix D – Supplemental Calculations” for further detailed information. 4.1) Recommendations None required. 5) CONCLUSION The existing transmission pole has sufficient capacity to support the existing and proposed equipment along with the existing wire loads described herein. The existing foundation has sufficient capacity to support the existing and proposed equipment along with the existing wire loads described herein. This analysis is presented based upon the assumptions listed herein and information provided by the utility and the wireless carrier. If the existing conditions are different than those presented here, Paul J. Ford and Company should be contacted to verify the validity of the conclusions presented here. 79-ft Transmission Pole Structural Analysis December 9, 2021 Project Number A37521-0617.003.6000, Application 592738 Rev. 2 CCI BU 873710 Page 6 STANDARD CONDITIONS FOR FURNISHING OF PROFESSIONAL ENGINEERING SERVICES ON EXISTING STRUCTURES BY PAUL J. FORD AND COMPANY 1) It is the responsibility of the client to ensure that the information provided to Paul J. Ford and Company is accurate and complete. Paul J. Ford and Company will rely on the accuracy and completeness of such information in performing or furnishing services under this project. 2) If the existing conditions are not as represented on the referenced drawings and/or documents, Paul J. Ford and Company should be contacted immediately to evaluate the significance of the deviation. 3) The structure has been analyzed according to the minimum design loads recommended by the Reference Standard. If additional design loads are required, Paul J. Ford and Company should be made aware of this prior to the start of the project. 4) The standard of care for all Professional Engineering Services performed or furnished by Paul J. Ford and Company under this project will be the skill and care used by members of the Consultant’s profession practicing under similar circumstances at the same time and in the same locality. 5) All Services are performed, results obtained, and recommendations made in accordance with generally accepted engineering principles and practices. Paul J. Ford and Company is not responsible for the conclusions, opinions and/or recommendations made by others based on the information supplied herein. ******************************************************************************************** 79-ft Transmission Pole Structural Analysis December 9, 2021 Project Number A37521-0617.003.6000, Application 592738 Rev. 2 CCI BU 873710 APPENDIX A PROFILE SHEET - N/A 79-ft Transmission Pole Structural Analysis December 9, 2021 Project Number A37521-0617.003.6000, Application 592738 Rev. 2 CCI BU 873710 APPENDIX B LOAD CALCULATIONS James Antoszewski - RE: Loading Criteria for Wood Pole 882-1028; Carmel, Indiana Jaimie, The loading criteria is per the NESC Heavy Grade B construction. It should be consistent with the tower loading criteria minus the broken wire case as you stated. If you need specific overload factors and weather criteria please let me know. Thank You, J. Gabe Seibel Transmission Engineering Civil/Structural Engineer Phone: 513-287-3680 Email: Gabe.Seibel@Duke-Energy.com Mail: 139 E.4th St., RM 497A, Cincinnati, OH 45202 Fax: 513-287-1743 From: James Antoszewski [mailto:JAntoszewski@pjfweb.com] Sent: Friday, July 09, 2010 9:37 AM To: Seibel, Gabe Subject: Loading Criteria for Wood Pole 882-1028; Carmel, Indiana Gabe, Last week when we were discussing the loading information for the Floyds Knobs site I had mentioned a wood pole that Crown would also like us to take a look at. I believe we have everything we need to do this analysis in terms of the data on the wood pole itself, the guys, the wire types and design tensions. The only thing I do not have is the loading criteria. I assume it is probably similar to what you gave me for Floyds Knobs but probably doesn't have the broken wire load cases. I would appreciate it if you could please provide me with the required loading criteria for this wood pole when you have a chance. You do not have to provide the full wire loads for each case if you don't have them just the criteria so that we can calculate the correct wire loads. If you happen to have the actual wire loads already calculated that would be great but I don't expect you to do that. If you have any questions please feel free to give me a call. From: "Seibel, Gabe" <Gabe.Seibel@duke-energy.com> To: James Antoszewski <JAntoszewski@pjfweb.com> Date: 7/9/2010 10:17 AM Subject: RE: Loading Criteria for Wood Pole 882-1028; Carmel, Indiana Page 1 of 2 file://C:\Documents and Settings\jantoszewski\Local Settings\Temp\XPgrpwise\4C36F736... 7/29/2010 Thanks, Jaimie James R. Antoszewski, P.E. Project Manager Paul J. Ford and Company 250 E. Broad Street, Suite 1500 Columbus, Ohio 43215 614-221-6679 614-220-4056 (fax) Jantoszewski@pjfweb.com If you have received this message in error, or are not the named recipient(s), please do not retain, copy, or use this e-mail or any attachment for any purpose or disclose all or any part of the contents to any other person. Please notify the sender immediately and permanently delete this e-mail and any attachment from your computer. Nothing in this e-mail will be deemed as consent to conduct transactions by electronic means or otherwise and is not to be construed as a contract between the sender, the intended recipient(s) or any other third party. Please note that any views or opinions presented in this e-mail are solely those of the author and do not necessarily represent those of Paul J Ford and Company. ______________________________________________________________________ This email has been scanned by the MessageLabs Email Security System. For more information please visit http://www.messagelabs.com/email ______________________________________________________________________ Page 2 of 2 file://C:\Documents and Settings\jantoszewski\Local Settings\Temp\XPgrpwise\4C36F736... 7/29/2010 PJF #A37521-0617.003.6000; Structure #882-1028 NESC 250C Wind Load Calculations Extreme Wind Loading (Section 250C) P = 0.00256 * (V)2 * kZ * GRF * I * Cf V = Basic Wind Speed (Figure 250-2 (a - e)) kZ = Velocity Pressure Exposure Coefficient (Table 250-2) GRF = Gust Response Factor (Table 250-3) I = Importance Factor = 1.0 for utility structures and their supporting facilities. Cf = Shape Factor (Defined in Rule 252B) Basic Wind Speed (V) = 90.0 mph See Figure 250-2 (a thru e) Height (ft) kz Structure = 79.0 1.11 Antenna Mount #1 = 77.0 1.20 Antenna Mount #2 = 77.0 1.20 Antenna Mount #3 = - - Antenna Mount #4 = - - Ground Wire #1 = 69.0 1.17 Ground Wire #2 = 0.00 Conductor #1 (Top) = 60.0 1.14 Conductor #1 (Middle) = 52.0 1.10 Conductor #1 (Bottom) = 44.0 1.06 Conductor #2 (Top) = - - Conductor #2 (Middle) = - - Conductor #2 (Bottom) = - - See Table 250-2 Span Length (ft) Height (ft) GRF Structure = - 79.0 0.89 Antenna Mount #1 = - 77.0 0.89 Antenna Mount #2 = - 77.0 0.89 Antenna Mount #3 = - - - Antenna Mount #4 = - - - Ground Wire #1 = 113 69.0 0.84 Ground Wire #2 = - 0.0 0.00 Conductor #1 (Top) = 113 60.0 0.84 Conductor #1 (Middle) = 113 52.0 0.85 Conductor #1 (Bottom) = 113 44.0 0.86 Conductor #2 (Top) = - - - Conductor #2 (Middle) = - - - Conductor #2 (Bottom) = - - - See Table 250-3 Structure Wire See Section 250C I = 1.0 1.0 Structure Wire See Section 252B Cf = 1.0 1.0 Calculated Pressures Structure = 20.43 psf * 2 faces USE ----------> 20.43 Antenna Mount #1 = 22.16 psf USE ----------> 22.16 Antenna Mount #2 = 22.16 psf USE ----------> 22.16 Antenna Mount #3 = - psf USE ----------> - Antenna Mount #4 = - psf USE ----------> - Use Actual or Average Conductor Height? Actual Actual Pressures Ground Wire #1 = 20.28 psf USE ----------> 20.28 Ground Wire #2 = 0.00 psf USE ----------> 0.00 Conductor #1 (Top) = 19.85 psf USE ----------> 19.85 Conductor #1 (Middle) = 19.43 psf USE ----------> 19.43 Conductor #1 (Bottom) = 18.95 psf USE ----------> 18.95 Conductor #2 (Top) = - psf USE ----------> - Conductor #2 (Middle) = - psf USE ----------> - Conductor #2 (Bottom) = - psf USE ----------> - Paul J. Ford and Company 37510-0052 - Wood Pole SW Tensions Design = 1881 MWT @ NESC Heavy (200' RS and 55' RS) Conductor: 5/16x 7 Strand Steel HS (approx. sub for #4 BWG 3 str - tension calcs only) Area = 0.0595 Sq. in Diameter = 0.312 in Weight = 0.205 lb/ft RTS = 8000 lb Data from Chart No. 1-1245 English Units Limits and Outputs in Average Tensions. Span = 200.0 Feet Customary Heavy Load Zone Creep is NOT a Factor Design Points Final Initial Temp Ice Wind K Weight Sag Tension RTS Sag Tension RTS °F in psf lb/ft lb/ft Ft lb % Ft lb % 0.0 0.50 4.00 0.30 1.134 3.06 1855 23.2 3.02 1881 23.5* 15.0 1.00 4.00 0.00 1.992 4.08 2447 30.6 4.08 2447 30.6 32.0 0.50 0.00 0.00 0.710 2.68 1323 16.5 2.59 1373 17.2 60.0 0.00 21.00 0.00 0.583 2.72 1071 13.4 2.59 1129 14.1 -20.0 0.00 0.00 0.00 0.205 0.87 1175 14.7 0.80 1277 16.0 0.0 0.00 0.00 0.00 0.205 1.02 1007 12.6 0.91 1121 14.0 30.0 0.00 0.00 0.00 0.205 1.31 783 9.8 1.13 904 11.3 60.0 0.00 0.00 0.00 0.205 1.69 606 7.6 1.43 718 9.0 90.0 0.00 0.00 0.00 0.205 2.13 482 6.0 1.79 572 7.2 120.0 0.00 0.00 0.00 0.205 2.57 399 5.0 2.20 467 5.8 167.0 0.00 0.00 0.00 0.205 3.21 319 4.0 2.84 361 4.5 212.0 0.00 0.00 0.00 0.205 3.77 272 3.4 3.41 301 3.8 * Design Condition Span = 55.0 Feet Customary Heavy Load Zone Creep is NOT a Factor Design Points Final Initial Temp Ice Wind K Weight Sag Tension RTS Sag Tension RTS °F in psf lb/ft lb/ft Ft lb % Ft lb % 0.0 0.50 4.00 0.30 1.134 0.23 1881 23.5 0.23 1881 23.5* 15.0 1.00 4.00 0.00 1.992 0.40 1881 23.5 0.40 1881 23.5 32.0 0.50 0.00 0.00 0.710 0.17 1539 19.2 0.17 1568 19.6 60.0 0.00 21.00 0.00 0.583 0.17 1265 15.8 0.17 1319 16.5 -20.0 0.00 0.00 0.00 0.205 0.04 1998 25.0 0.04 1998 25.0 0.0 0.00 0.00 0.00 0.205 0.04 1813 22.7 0.04 1819 22.7 30.0 0.00 0.00 0.00 0.205 0.05 1521 19.0 0.05 1553 19.4 60.0 0.00 0.00 0.00 0.205 0.06 1229 15.4 0.06 1289 16.1 90.0 0.00 0.00 0.00 0.205 0.08 939 11.7 0.08 1032 12.9 120.0 0.00 0.00 0.00 0.205 0.12 656 8.2 0.10 782 9.8 167.0 0.00 0.00 0.00 0.205 0.28 280 3.5 0.18 426 5.3 212.0 0.00 0.00 0.00 0.205 0.55 141 1.8 0.39 201 2.5 * Design Condition Certain information such as the data, opinions or recommendations set forth herein or given by Southwire representatives, is intended as a general guide only. Each installation of overhead electrical conductor, underground electrical conductor, and/or conductor accessories involves special conditions creating problems that require individual solutions NOTE: SAG10 calculations copied from previous SA Report Paul J. Ford and Company 37510-0052 - Wood Pole Conductor Tensions Design = 4000 MWT @ NESC Heavy (200' RS and 55' RS) Conductor: 954.0 Kcmil 45/ 7 Stranding ACSR "RAIL" Area = 0.8011 Sq. in Diameter = 1.165 in Weight = 1.075 lb/ft RTS = 25900 lb Data from Chart No. 1-955 English Units Limits and Outputs in Average Tensions. Span = 200.0 Feet Special Load Zone Creep IS a Factor Rolled Rod Design Points Final Initial Temp Ice Wind K Weight Sag Tension RTS Sag Tension RTS °F in psf lb/ft lb/ft Ft lb % Ft lb % 0.0 0.50 4.00 0.30 2.530 3.29 3844 14.8 3.17 4000 15.4* 15.0 1.00 4.00 0.00 3.912 3.96 4948 19.1 3.88 5053 19.5 32.0 0.50 0.00 0.00 2.110 3.78 2795 10.8 3.63 2910 11.2 60.0 0.00 21.00 0.00 2.305 4.34 2657 10.3 4.21 2743 10.6 -20.0 0.00 0.00 0.00 1.075 2.16 2491 9.6 1.95 2752 10.6 0.0 0.00 0.00 0.00 1.075 2.68 2010 7.8 2.47 2180 8.4 30.0 0.00 0.00 0.00 1.075 3.39 1586 6.1 3.21 1678 6.5 60.0 0.00 0.00 0.00 1.075 4.03 1337 5.2 3.87 1392 5.4 90.0 0.00 0.00 0.00 1.075 4.59 1173 4.5 4.46 1208 4.7 120.0 0.00 0.00 0.00 1.075 5.11 1055 4.1 4.99 1080 4.2 167.0 0.00 0.00 0.00 1.075 5.67 951 3.7 5.64 956 3.7 212.0 0.00 0.00 0.00 1.075 6.00 899 3.5 5.97 904 3.5 * Design Condition Span = 55.0 Feet Special Load Zone Creep is NOT a Factor Rolled Rod Design Points Final Initial Temp Ice Wind K Weight Sag Tension RTS Sag Tension RTS °F in psf lb/ft lb/ft Ft lb % Ft lb % 0.0 0.50 4.00 0.30 2.530 0.24 4000 15.4 0.24 4000 15.4* 15.0 1.00 4.00 0.00 3.912 0.42 3535 13.6 0.42 3535 13.6 32.0 0.50 0.00 0.00 2.110 0.40 1983 7.7 0.40 2020 7.8 60.0 0.00 21.00 0.00 2.305 0.66 1330 5.1 0.65 1341 5.2 -20.0 0.00 0.00 0.00 1.075 0.08 5190 20.0 0.08 5190 20.0 0.0 0.00 0.00 0.00 1.075 0.11 3732 14.4 0.11 3732 14.4 30.0 0.00 0.00 0.00 1.075 0.26 1546 6.0 0.25 1597 6.2 60.0 0.00 0.00 0.00 1.075 0.58 703 2.7 0.57 708 2.7 90.0 0.00 0.00 0.00 1.075 0.83 488 1.9 0.83 488 1.9 120.0 0.00 0.00 0.00 1.075 0.96 424 1.6 0.96 424 1.6 167.0 0.00 0.00 0.00 1.075 1.10 369 1.4 1.10 369 1.4 212.0 0.00 0.00 0.00 1.075 1.23 331 1.3 1.23 331 1.3 * Design Condition Certain information such as the data, opinions or recommendations set forth herein or given by Southwire representatives, is intended as a general guide only. Each installation of overhead electrical conductor, underground electrical conductor, and/or conductor accessories involves special conditions creating problems that require individual solutions NOTE: SAG10 calculations copied from previous SA Report Wire Data, Back Span Description: #4 BWG 3 Str. Wind Span: 85 ft Diameter: 0.297 in Weight Span: 85 ft Weight: 0.156 lbs/ft Tension Angle: 0 degrees Wires/ Attach: 1 Insulator Weight: 5 lbs Load Cases Wind Radial Trans. Description Velocity Ice Load Long. Tran. Load OLF Load OLF Vertical (+ Wind) Long. (mph) (in) (lbs) OLF OLF (lbs/ft) (lbs/ft) (lbs) (lbs) (lbs) 250B: NESC Heavy 40 0.5 1881 1.1 1.65 0.652 1.5 0.432 2.5 91 92 2069 250C: Extreme Wind 90 0 1071 1 1 0.156 1 0.513 1 18 44 1071 250D: Ice and Wind 40 1 2447 1 1 1.769 1 0.766 1 155 65 2447 Wire Data, Ahead Span Description: #4 BWG 3 Str. Wind Span: 27.5 ft Diameter: 0.297 in Weight Span: 55 ft Weight: 0.156 lbs/ft Tension Angle: 103 degrees Wires/ Attach: 1 Insulator Weight: 5 lbs Load Cases Wind Radial Trans. Description Velocity Ice Load Long. Tran. Load OLF Load OLF Vertical (+ Wind) Long. (mph) (in) (lbs) OLF OLF (lbs/ft) (lbs/ft) (lbs) (lbs) (lbs) 250B: NESC Heavy 40 0.5 1881 1.1 1.65 0.652 1.5 0.432 2.5 61 3054 -465 250C: Extreme Wind 90 0 1265 1 1 0.156 1 0.513 1 14 1247 -285 250D: Ice and Wind 40 1 1881 1 1 1.769 1 0.766 1 102 1854 -423 Totals Loads Load Cases Description Vertical Trans. Long. *Note: (lbs) (Lbs) (lbs) Basic Final Final 250B: NESC Heavy 152 3146 1604 Elv Wind (Lbs) KZ GRF Wind (lbs) Trans (lbs) * 250C: Extreme Wind 32 1290 786 69 58 1.17 0.84 56 1289 250D: Ice and Wind 258 1919 2024 For the NESC 250C Wind Case only: The final wind pressure on the wire is detemine by multipling the basic wind pressure by KZ, GRF, I & Cd factors in accordance to Section 250C of the NESC Code See "NESC 250C Wind" Worksheet Structure #882-1028 - 0 Ground Wire 1 Load Calculation Worksheet Tension Vertical Wind Unit Loading / Wire Load (Back Span) #4 BWG 3 Str. #4 BWG 3 Str. Unit Loading / Wire Loads (Ahead Span) Total Loads Tension Vertical Wind 37521-0617.003.6000_TowerLoads_1.92_Beta.xlsb, GW_Loads 12/9/2021 12:06 PM Wire Data, Back Span Description: Rail Wind Span: 85 ft Diameter: 1.165 in Weight Span: 85 ft Weight: 1.074 lbs/ft Tension Angle: 0 degrees Wires/ Attach: 1 Insulator Weight: 50 lbs Load Cases Wind Radial Trans. Description Velocity Ice Load Long. Tran. Load OLF Load OLF Vertical (+ Wind) Long. (mph) (in) (lbs) OLF OLF (lbs/ft) (lbs/ft) (lbs) (lbs) (lbs) 250B: NESC Heavy 40 0.5 4000 1.1 1.65 2.109 1.5 0.722 2.5 344 153 4400 250C: Extreme Wind 90 0 2657 1 1 1.074 1 2.013 1 141 171 2657 250D: Ice and Wind 40 1 4948 1 1 3.766 1 1.055 1 370 90 4948 Wire Data, Ahead Span Description: Rail Wind Span: 27.5 ft Diameter: 1.165 in Weight Span: 55 ft Weight: 1.074 lbs/ft Tension Angle: 103 degrees Wires/ Attach: 1 Insulator Weight: 50 lbs Load Cases Wind Radial Trans. Description Velocity Ice Load Long. Tran. Load OLF Load OLF Vertical (+ Wind) Long. (mph) (in) (lbs) OLF OLF (lbs/ft) (lbs/ft) (lbs) (lbs) (lbs) 250B: NESC Heavy 40 0.5 4000 1.1 1.65 2.109 1.5 0.722 2.5 249 6480 -990 250C: Extreme Wind 90 0 1330 1 1 1.074 1 2.013 1 109 1351 -299 250D: Ice and Wind 40 1 3535 1 1 3.766 1 1.055 1 257 3473 -795 Totals Loads Load Cases Description Vertical Trans. Long. *Note: (lbs) (Lbs) (lbs) Basic KZ GRF Final Final 250B: NESC Heavy 593 6634 3410 Elv Wind (Lbs) Wind (lbs) Trans (lbs) * 250C: Extreme Wind 250 1522 2358 60 226 1.14 0.84 217 1513 250D: Ice and Wind 627 3563 4153 52 226 1.10 0.85 212 1508 44 226 1.06 0.86 207 1503 For the NESC 250C Wind Case only: The final wind pressure on the wire is detemine by multipling the basic wind pressure by KZ, GRF, I & Cd factors in accordance to Section 250C of the NESC Code See "NESC 250C Wind" Worksheet Total Loads Unit Loading / Wire Loads (Ahead Span) Tension Vertical Wind Structure #882-1028 - 0 Conductor 1 Loads Calculation Worksheet 954.0 kcmil 45/7 ACSR 954.0 kcmil 45/7 ACSR TensionWind Vertical Unit Loading / Wire Load (Back Span) 37521-0617.003.6000_TowerLoads_1.92_Beta.xlsb, Cond_Loads 12/9/2021 12:06 PM Load Case: 1 2 3 4 5 6 7 8 9 10 11 12 Wind Speed (mph): 40 90 40 Radial Ice (in): 0.5 0 1 Shape Factor For Flats: 1.60 1.60 1.60 Shape Factor for Rounds: 1.00 1.00 1.00 Transverse Overload Factor: 2.5 1 1 Vertical Overload Factor: 1.5 1 1 Wind Pressure of Flat Areas (psf): 16 35 6 Antenna No. of Antenna Height (in) Width (in) Depth (in) Weight (lbs) Area (ft 2 ) Elevation K Z G RF 1 NHHSS-65B-R2B 3 72.0 11.9 7.1 48.1 5.95 77.00 1.20 0.89 2 NHHS4-65B-R3B 3 72.0 13.8 8.2 59.5 6.89 77.00 1.20 0.89 3 RRUS 4408 CBRS 3 8.4 7.9 4.1 13.4 0.46 77.00 1.20 0.89 4 RRUS-4449-B5/B12 3 17.9 13.2 9.4 71.0 1.64 77.00 1.20 0.89 5 RRUS-8843 B2/B66A 3 18.0 13.2 11.3 75.0 1.65 77.00 1.20 0.89 6 Radio 8863 (Crown) 3 16.1 14.5 6.0 57.3 1.62 77.00 1.20 0.89 Total (All Antennas) Total: 18 Total: 972.975 54.63 Load Case: 1 2 3 4 5 6 7 8 9 10 11 12 Wind Pressure (psf): 4.0 22.2 4.0 Area w/Ice (ft 2 ): 60.56 54.63 66.74 Forces from antennas (includes shape and overload factors) Weight w/Ice (lbs): 2224 973 2060 Horiz. Force w/Ice & Gust (lbs): 969 1936 427 Antenna Support SO 101-3 Mount Elev: 77 KZ : 1.20 G RF: 0.89 Horz. Cantilever (ft): 0.0 Area w/o Ice (ft 2 ): 7.50 Vert. Cantilever (ft): 0.0 Vert. Support Dist. (ft): 0.0 Weight w/o Ice (lbs): 252 Standoff Cantilever (ft): 0.0 Horz. Support Dist. (ft): 0.0 Load Case: 1 2 3 4 5 6 7 8 9 10 11 12 Wind Pressure (psf): 4.0 22.2 4.0 Area w/Ice (ft 2 ): 8.90 7.50 10.30 Forces from antenna support (includes shape and overload factors) Weight w/Ice (lbs): 500 252 414 Horiz. Force w/Ice & Gust (lbs): 142 266 66 Antenna & Support Totals with OLF 1 2 3 4 5 6 7 8 9 10 11 12 Area w/Ice (ft 2 ): 69.46 62.13 77.04 Weight w/Ice (lbs): 2723 1225 2474 Horz. Force w/Ice & Gust (lbs): 1111 2202 493 Antenna Loads 1 2 3 4 5 6 7 8 9 10 11 12 Far Leg, Top F1h (lbs): 0 0 0 Load Case: 1 2 3 4 5 6 7 8 9 10 11 12 Wind Speed (mph): 40 90 40 Radial Ice (in): 0.5 0 1 Shape Factor For Flats: 1.60 1.60 1.60 Shape Factor for Rounds: 1.00 1.00 1.00 Transverse Overload Factor: 2.5 1 1 Vertical Overload Factor: 1.5 1 1 Wind Pressure of Flat Areas (psf): 16 35 6 Antenna No. of Antenna Height (in) Width (in) Depth (in) Weight (lbs) Area (ft 2 ) Elevatio n K Z G RF 1 RRODC-6627-PF-48 (Crown) 1 29.5 16.5 12.6 32.0 3.38 77.00 1.20 0.89 2 NONE 0 0.0 0.0 0.0 0.0 0.00 77.00 1.20 0.89 3 NONE 0 0.0 0.0 0.0 0.0 0.00 77.00 1.20 0.89 4 NONE 0 0.0 0.0 0.0 0.0 0.00 77.00 1.20 0.89 5 NONE 0 0.0 0.0 0.0 0.0 0.00 77.00 1.20 0.89 6 NONE 0 0.0 0.0 0.0 0.0 0.00 77.00 1.20 0.89 Total (All Antennas) Total: 1 Total: 32 3.38 Load Case: 1 2 3 4 5 6 7 8 9 10 11 12 Wind Pressure (psf): 4.0 22.2 4.0 Area w/Ice (ft 2 ): 3.71 3.38 4.05 Forces from antennas (include shape and overload factors) Weight w/Ice (lbs): 104 32 110 Horiz. Force w/Ice & Gust (lbs): 59 120 26 Antenna & Support Totals with OLF 1 2 3 4 5 6 7 8 9 10 11 12 Area w/Ice (ft 2 ): 3.71 3.38 4.05 Weight w/Ice (lbs): 104 32 110 Horz. Force w/Ice & Gust (lbs): 59 120 26 Antenna Loads 1 2 3 4 5 6 7 8 9 10 11 12 Far Leg, Top F1h (lbs): 0 0 0 W1v (lbs): 0 0 0 Near Leg, Top F2h (lbs): 30 60 13 W2v (lbs): 52 16 55 Far Leg, Bottom F3h (lbs): 0 0 0 W3v (lbs): 0 0 0 Near Leg, Bottom F 4h (lbs): 30 60 13 W4v (lbs): 52 16 55 Long. (top) (lbs): 0 0 0 0 0 0 0 0 0 0 0 0 Load Case: 1 2 3 4 5 6 7 8 9 10 11 12 4.0 20.4 4.0 Transverse Overload Factor: 2.5 1.0 1.0 Vertical Overload Factor: 1.5 1.0 1.0 Wind Speed (mph): 39.5 90.0 39.5 Radial Ice (in): 0.5 0.0 1.0 Values Calculated Based on Structure Height ---> KZ(NESC) : 1.11 GRF(NESC) : 0.89 KZ(TIA/EIA) : 1.28 GH(TIA/EIA-Pole): 1.69 Coax & Support: (with wind blowing perpendicular to support) Support Type: Banding - No Weight Support Weight w/o ice: 0.00 lbs Coax Type 1 1 5/8" Coax (Andrew LDF7-50A) 1.98 0.90 1 1 1.98 6.22 2 3 4 Total: 1 1 1.98 6.22 1 2 3 4 5 6 7 8 9 10 11 12 Coax 1 - Unfactored Weight w/ ice (plf): 2.44 0.90 4.61 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Coax 2 - Unfactored Weight w/ ice (plf): 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Coax 3 - Unfactored Weight w/ ice (plf): 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Coax 4 - Unfactored Weight w/ ice (plf): 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 All Coax - Unfactored Weight w/ ice (plf): 2.44 0.90 4.61 Coax Support - Unfactored Weight w/ Ice (plf): 0.00 0.00 0.00 All Coax + Support - Factored Weight w/ Ice (plf): 3.7 0.9 4.6 Projected Coax - Unfactored Horizontal Force w/ Ice (plf): 0.99 3.37 1.33 Projected Coax - Factored Horizontal Force w/ Ice (plf): 2.5 3.4 1.3 Support Points: Starting Elv: 0 1 2 3 4 5 6 7 8 9 10 11 12 1 P:cx1 10 Total Weight at Joint= 55 14 69 Total Wind at Joint= 37 51 20 2 P:cx2 20 Total Weight at Joint= 37 9 46 Total Wind at Joint= 25 34 13 3 P:cx3 30 Total Weight at Joint= 37 9 46 Total Wind at Joint= 25 34 13 4 P:cx4 40 Total Weight at Joint= 37 9 46 Total Wind at Joint= 25 34 13 5 P:cx5 50 Total Weight at Joint= 37 9 46 Total Wind at Joint= 25 34 13 6 P:cx6 60 Total Weight at Joint= 37 9 46 Total Wind at Joint= 25 34 13 7 P:cx7 70 Total Weight at Joint= 31 8 39 Total Wind at Joint= 21 29 11 8 P:ant 77 Total Weight at Joint= 13 3 16 PJF #A37521-0617.003.6000; Structure #882-1028 Summary of Loads from Coax Support & Coax Coax 1 - Tower Input Loads Wind Pressure (psf): O.D. (in) Coax Weight (lb/ft) Actual Quantity Projected Quantity Load Load Vertical Transverse Longitudinal Number Point Load Load Load (lbs) (lbs) (lbs) 1 P:sw 152 3146 1604 2 P:tc 593 6634 3410 3 P:mc 593 6634 3410 4 P:bc 593 6634 3410 5 P:ant 1362 556 0 6 P:ant 1362 556 0 7 P:ant 52 30 0 8 P:ant 52 30 0 9 P:cx1 55 37 0 10 P:cx2 37 25 0 11 P:cx3 37 25 0 12 P:cx4 37 25 0 13 P:cx5 37 25 0 14 P:cx6 37 25 0 15 P:cx7 31 21 0 16 P:ant 13 9 0 PJF #A37521-0617.003.6000; Structure #882-1028 Vector Load Case #1 250B: NESC Heavy 37521-0617.003.6000_TowerLoads_1.92_Beta.xlsb, Vector Load #1 12/9/2021 Load Load Vertical Transverse Longitudinal Number Point Load Load Load (lbs) (lbs) (lbs) 1 P:sw 32 1289 786 2 P:tc 250 1513 2358 3 P:mc 250 1508 2358 4 P:bc 250 1503 2358 5 P:ant 612 1101 0 6 P:ant 612 1101 0 7 P:ant 16 60 0 8 P:ant 16 60 0 9 P:cx1 14 51 0 10 P:cx2 9 34 0 11 P:cx3 9 34 0 12 P:cx4 9 34 0 13 P:cx5 9 34 0 14 P:cx6 9 34 0 15 P:cx7 8 29 0 16 P:ant 3 12 0 PJF #A37521-0617.003.6000; Structure #882-1028 Vector Load Case #2 250C: Extreme Wind 37521-0617.003.6000_TowerLoads_1.92_Beta.xlsb, Vector Load #2 12/9/2021 Load Load Vertical Transverse Longitudinal Number Point Load Load Load (lbs) (lbs) (lbs) 1 P:sw 258 1919 2024 2 P:tc 627 3563 4153 3 P:mc 627 3563 4153 4 P:bc 627 3563 4153 5 P:ant 1237 247 0 6 P:ant 1237 247 0 7 P:ant 55 13 0 8 P:ant 55 13 0 9 P:cx1 69 20 0 10 P:cx2 46 13 0 11 P:cx3 46 13 0 12 P:cx4 46 13 0 13 P:cx5 46 13 0 14 P:cx6 46 13 0 15 P:cx7 39 11 0 16 P:ant 16 5 0 PJF #A37521-0617.003.6000; Structure #882-1028 Vector Load Case #3 250D: Ice and Wind 37521-0617.003.6000_TowerLoads_1.92_Beta.xlsb, Vector Load #3 12/9/2021 79-ft Transmission Pole Structural Analysis December 9, 2021 Project Number A37521-0617.003.6000, Application 592738 Rev. 2 CCI BU 873710 APPENDIX C COMPUTER OUTPUT X Y Z 5 (ft) Paul J. Ford and Company, Project: "37521-0617.003.6000" PLS-POLE Version 16.81, 1:13:25 PM Wednesday, December 1, 2021 Undeformed geometry displayed X Y Z 2 (ft) Paul J. Ford and Company, Project: "37521-0617.003.6000" PLS-POLE Version 16.81, 12:07:12 PM Thursday, December 9, 2021 Undeformed geometry displayed % Usage Legend 0 <= % < 25 25 <= % < 50 50 <= % < 75 75 <= % < 100 100 <= % Paul J. Ford and Company - 37521-0617.003.6000 Page 1/3 Project Name : Duke Energy - 90' Class H2 Douglas Fir Project Notes: Crown BU#873710 (C) Project File : G:\TOWER\375_Crown_Castle\2021\37521-0617_873710_Carmel-Gray\37521-0617.003.6000_SA_2036171\Utility SA Docs\Engineering Docs\PLS Pole\37521-0617.003.6000.pol Date run : 11:51:17 AM Thursday, December 9, 2021 by : PLS-POLE Version 16.81 Licensed to : Paul J. Ford and Company Successfully performed nonlinear analysis The model has 0 warnings. Loads from file: G:\TOWER\375_Crown_Castle\2021\37521-0617_873710_Carmel-Gray\37521-0617.003.6000_SA_2036171\Utility SA Docs\Engineering Docs\PLS Pole\37521-0617.003.6000.lca *** Analysis Results: Maximum element usage is 71.91% for Guy "GWahd" in load case "250B: NESC Heavy" Maximum insulator usage is 10.69% for Clamp "tc" in load case "250B: NESC Heavy" Foundation Design Forces For All Load Cases: Note: loads are factored. Load Case Foundation Axial Shear Bending Foundation Description Force Force Moment Usage (kips) (kips) (ft-k) % ---------------------------------------------------------------- 250B: NESC Heavy P:g 56.96 0.59 22.02 0.00 250B: NESC Heavy $Gnd1 -6.23 5.51 0.00 0.00 250B: NESC Heavy $Gnd3 -9.42 8.92 0.00 0.00 250B: NESC Heavy $Gnd5 -5.83 4.29 0.00 0.00 250B: NESC Heavy $Gnd6 -15.89 14.29 0.00 0.00 250B: NESC Heavy $Gnd8 -5.66 6.47 0.00 0.00 250C: Extreme Wind P:g 28.96 0.74 7.57 0.00 250C: Extreme Wind $Gnd1 -3.62 3.21 0.00 0.00 250C: Extreme Wind $Gnd3 -5.58 5.28 0.00 0.00 250C: Extreme Wind $Gnd5 -4.65 3.43 0.00 0.00 250C: Extreme Wind $Gnd6 -5.90 5.22 0.00 0.00 250C: Extreme Wind $Gnd8 -1.04 1.21 0.00 0.00 250D: Ice and Wind P:g 42.94 0.36 14.70 0.00 250D: Ice and Wind $Gnd1 -7.21 6.36 0.00 0.00 250D: Ice and Wind $Gnd3 -9.96 9.41 0.00 0.00 250D: Ice and Wind $Gnd5 -3.17 2.32 0.00 0.00 250D: Ice and Wind $Gnd6 -8.55 7.68 0.00 0.00 250D: Ice and Wind $Gnd8 -3.00 3.43 0.00 0.00 Summary of Joint Support Reactions For All Load Cases: Load Case Joint Long. Tran. Vert. Shear Tran. Long. Bending Vert. Found. Label Force Force Force Force Moment Moment Moment Moment Usage (kips) (kips) (kips) (kips) (ft-k) (ft-k) (ft-k) (ft-k) % ----------------------------------------------------------------------------------------- 250B: NESC Heavy P:g -0.20 -0.55 -56.96 0.59 18.89 -11.33 22.02 0.10 0.00 250B: NESC Heavy $Gnd1 -5.51 -0.07 6.23 5.51 0.00 0.00 0.00 0.00 0.00 250B: NESC Heavy $Gnd3 -8.92 -0.08 9.42 8.92 0.00 0.00 0.00 0.00 0.00 250B: NESC Heavy $Gnd5 -0.09 -4.29 5.83 4.29 0.00 0.00 0.00 0.00 0.00 250B: NESC Heavy $Gnd6 1.44 -14.22 15.89 14.29 0.00 0.00 0.00 0.00 0.00 250B: NESC Heavy $Gnd8 1.43 -6.31 5.66 6.47 0.00 0.00 0.00 0.00 0.00 250C: Extreme Wind P:g -0.13 -0.73 -28.96 0.74 5.68 -5.01 7.57 0.11 0.00 250C: Extreme Wind $Gnd1 -3.21 -0.07 3.62 3.21 0.00 0.00 0.00 0.00 0.00 250C: Extreme Wind $Gnd3 -5.28 -0.05 5.58 5.28 0.00 0.00 0.00 0.00 0.00 250C: Extreme Wind $Gnd5 -0.06 -3.43 4.65 3.43 0.00 0.00 0.00 0.00 0.00 250C: Extreme Wind $Gnd6 0.53 -5.20 5.90 5.22 0.00 0.00 0.00 0.00 0.00 250C: Extreme Wind $Gnd8 0.27 -1.18 1.04 1.21 0.00 0.00 0.00 0.00 0.00 250D: Ice and Wind P:g -0.21 -0.30 -42.94 0.36 9.58 -11.15 14.70 0.04 0.00 250D: Ice and Wind $Gnd1 -6.36 -0.04 7.21 6.36 0.00 0.00 0.00 0.00 0.00 250D: Ice and Wind $Gnd3 -9.41 -0.04 9.96 9.41 0.00 0.00 0.00 0.00 0.00 250D: Ice and Wind $Gnd5 -0.05 -2.32 3.17 2.32 0.00 0.00 0.00 0.00 0.00 250D: Ice and Wind $Gnd6 0.77 -7.64 8.55 7.68 0.00 0.00 0.00 0.00 0.00 250D: Ice and Wind $Gnd8 0.76 -3.34 3.00 3.43 0.00 0.00 0.00 0.00 0.00 Paul J. Ford and Company - 37521-0617.003.6000 Page 2/3 250D: Ice and Wind P:t 2.34 4.95 -0.14 5.48 0.00 -0.87 -0.01 *** Overall summary for all load cases - Usage = Maximum Stress / Allowable Stress Summary of Wood Pole Usages: Wood Pole Maximum Load Case Height Segment Weight Label Usage % AGL (ft) Number (lbs) ------------------------------------------------------------- P 30.50 250C: Extreme Wind 69.5 4 7208.8 Summary of Guy Usages: Guy Maximum Load Case Weight Unstressed Label Usage Length % (lbs) (ft) ---------------------------------------------------- GWbk 30.61 250D: Ice and Wind 18.1 88.17 TCbk 35.09 250D: Ice and Wind 32.5 81.37 MCbk 36.49 250D: Ice and Wind 27.4 68.78 BCbk 36.98 250D: Ice and Wind 25.1 62.92 GWahd 71.91 250B: NESC Heavy 17.5 85.15 TCahd 60.38 250B: NESC Heavy 31.2 78.11 MCahd 54.08 250B: NESC Heavy 28.8 72.12 BCahd 46.04 250B: NESC Heavy 26.6 66.61 *** Maximum Stress Summary for Each Load Case Summary of Maximum Usages by Load Case: Load Case Maximum Element Element Usage % Label Type ------------------------------------------- 250B: NESC Heavy 71.91 GWahd Guy 250C: Extreme Wind 57.48 GWahd Guy 250D: Ice and Wind 39.11 GWahd Guy Summary of Wood Pole Usages by Load Case: Load Case Maximum Wood Pole Height Segment Usage % Label AGL (ft) Number ------------------------------------------------------ 250B: NESC Heavy 19.12 P 69.5 4 250C: Extreme Wind 30.50 P 69.5 4 250D: Ice and Wind 7.73 P 61.8 7 Summary of Guy Usages by Load Case: Load Case Maximum Guy Usage % Label ---------------------------------- 250B: NESC Heavy 71.91 GWahd 250C: Extreme Wind 57.48 GWahd 250D: Ice and Wind 39.11 GWahd Summary of Insulator Usages: Insulator Insulator Maximum Load Case Weight Label Type Usage % (lbs) ------------------------------------------------------ sw Clamp 5.05 250B: NESC Heavy 0.0 tc Clamp 10.69 250B: NESC Heavy 0.0 mc Clamp 10.69 250B: NESC Heavy 0.0 bc Clamp 10.69 250B: NESC Heavy 0.0 ant Clamp 4.40 250B: NESC Heavy 0.0 ant2 Clamp 0.00 250B: NESC Heavy 0.0 cx1 Clamp 0.10 250D: Ice and Wind 0.0 cx2 Clamp 0.07 250D: Ice and Wind 0.0 cx3 Clamp 0.07 250D: Ice and Wind 0.0 cx4 Clamp 0.07 250D: Ice and Wind 0.0 cx5 Clamp 0.07 250D: Ice and Wind 0.0 cx6 Clamp 0.07 250D: Ice and Wind 0.0 cx7 Clamp 0.06 250D: Ice and Wind 0.0 Paul J. Ford and Company - 37521-0617.003.6000 Page 3/3 Total: 7415.9 *** End of Report Paul J. Ford and Company - 37521-0617.003.6000 Page 1/14 *************************************************************************** * * * PLS-POLE * * POLE AND FRAME ANALYSIS AND DESIGN * * Copyright Power Line Systems 1999-2021 * * * *************************************************************************** Project Name : Duke Energy - 90' Class H2 Douglas Fir Project Notes: Crown BU#873710 (C) Project File : G:\TOWER\375_Crown_Castle\2021\37521-0617_873710_Carmel-Gray\37521-0617.003.6000_SA_2036171\Utility SA Docs\Engineering Docs\PLS Pole\37521-0617.003.6000.pol Date run : 11:51:16 AM Thursday, December 9, 2021 by : PLS-POLE Version 16.81 Licensed to : Paul J. Ford and Company Successfully performed nonlinear analysis The model has 0 warnings. Modeling options: Offset Arms from Pole/Mast: Yes Offset Braces from Pole/Mast: Yes Offset Guys from Pole/Mast: Yes Offset Posts from Pole/Mast: Yes Offset Strains from Pole/Mast: Yes Use Alternate Convergence Process: No Wood Pole Stresses Checked Along Entire Pole Wood Pole Nominal Buckling Check Data: Load Method: Nonlinear analysis with MOE factor Strength Factor: 0.650 Wood Material Properties: Material Modulus Design Weight ANSI O5.1 Allowable Allowable Through-Boring Through-Boring Through-Boring Label of Stress Density Status Shear Compress. Strength Dist. Above Dist. Below Elasticity MOR Stress Stress Reduction Ground Ground (ksi) (ksi) (lbs/ft^3) (ksi) (ksi) % (ft) (ft) ------------------------------------------------------------------------------------------------------------------------------ DOUGLAS FIR - DRY 1920 8 60 Unknown 0 0 0 0 0 Wood Pole Properties: Wood Pole Stock Pole Pole Length Tip Circum. Tip Base Default Default Strength Distance Ultimate Property Number Species Class Circum. At Dist. Diameter Diameter Embedded Drag Check From Load Label From Butt Length Coef. Type Tip (ft) (in) (in) (in) (in) (ft) (ft) (kips) ------------------------------------------------------------------------------------------------------------------------------------------- DF-H2-90 D.Fir and S.Pine H2 90.00 31 63 0 0 11 1 Calculated 0.000 0.0000 Wood Pole Connectivity: Pole Tip Base X of Y of Z of Inclin. Inclin. Wood Pole Material Attach. Push Base Embed % Embed C. Top Cut Bot. Cut Label Joint Joint Base Base Base About X About Y Property Set Property Set Labels Brace Connect Override Override Length Length (ft) (ft) (ft) (deg) (deg) (ft) (ft) (ft) -------------------------------------------------------------------------------------------------------------------------------------------- P 0 0 0 0 0 DF-H2-90 DOUGLAS FIR - DRY 13 labels No 0.00 0 0.00 0.00 Relative Attachment Labels and Holes for Wood Pole "P": Joint Distance From Global Z Hole Hole Label Origin/Top Joint of Attach Diameter Azimuth (ft) (ft) (in) (deg) ----------------------------------------------------------------- P:sw 10.00 0.00 0 0 P:tc 18.92 0.00 0 0 P:mc 26.92 0.00 0 0 P:bc 34.92 0.00 0 0 P:ant 2.00 0.00 0 0 P:ant2 12.00 0.00 0 0 P:cx1 0.00 10.00 0 0 P:cx2 0.00 20.00 0 0 Paul J. Ford and Company - 37521-0617.003.6000 Page 2/14 Note: the following properties do not include any reduction that may occur due to wood pole defects or bolt holes. Element Pole Dist. Dist. Outer Area Moment Design Section Unfactored Label Feature Above From Diameter Of Stress Modulus Moment Ground Tip Inertia MOR Capacity (ft) (ft) (in) (in^2) (in^4) (ksi) (in^3) (ft-k) -------------------------------------------------------------------------------- P P:t 79.00 0.00 9.87 76.47 465.4 8.0 94.3 62.9 P P:ant 77.00 2.00 10.11 80.28 512.9 8.0 101.5 67.6 P 73.50 5.50 10.53 87.16 604.6 8.0 114.8 76.5 P P:cx7 70.00 9.00 10.96 94.33 708.0 8.0 129.2 86.1 P P:sw 69.00 10.00 11.08 96.42 739.9 8.0 133.6 89.0 P P:ant2 67.00 12.00 11.32 100.69 806.8 8.0 142.5 95.0 P 63.54 15.46 11.74 108.29 933.2 8.0 158.9 106.0 P P:tc 60.08 18.92 12.16 116.16 1073.8 8.0 176.6 117.7 P P:cx6 60.00 19.00 12.17 116.35 1077.3 8.0 177.0 118.0 P 56.04 22.96 12.65 125.71 1257.6 8.0 198.8 132.5 P P:mc 52.08 26.92 13.13 135.43 1459.6 8.0 222.3 148.2 P P:cx5 50.00 29.00 13.38 140.69 1575.2 8.0 235.4 156.9 P 47.04 31.96 13.74 148.34 1751.0 8.0 254.8 169.9 P P:bc 44.08 34.92 14.10 156.18 1941.1 8.0 275.3 183.5 P P:cx4 40.00 39.00 14.60 167.34 2228.4 8.0 305.3 203.6 P 35.00 44.00 15.20 181.53 2622.4 8.0 345.0 230.0 P P:cx3 30.00 49.00 15.81 196.30 3066.4 8.0 387.9 258.6 P 25.00 54.00 16.42 211.65 3564.6 8.0 434.3 289.5 P P:cx2 20.00 59.00 17.02 227.57 4121.1 8.0 484.2 322.8 P 15.00 64.00 17.63 244.07 4740.4 8.0 537.8 358.5 P P:cx1 10.00 69.00 18.23 261.15 5426.9 8.0 595.2 396.8 P 5.00 74.00 18.84 278.80 6185.5 8.0 656.6 437.7 P P:g 0.00 79.00 19.45 297.03 7021.0 8.0 722.1 481.4 Cable Properties: Label Stock Area Modulus Diameter Unit Drag Thermal Ultimate Allowable Number of Weight Coef. Expansion Tension % of Elasticity Coeff. Ultimate (in^2) (psi) (in) (lbs/ft) (/deg F) (kips) ------------------------------------------------------------------------------------------------------- 5/16 EHS 0.05283 2.896e+07 0.3125 0.205 1 6.5e-06 11.2 90 7/16 EHS 0.1043 2.896e+07 0.4375 0.399 1 6.5e-06 20.8 90 Guy Connectivity: Guy Attach Property Anchor Anchor Anchor Anchor Anchor Azimuth Slope Reference Installed Design Ultimate Label Label Set Type X or Y Z Lead Anchor Tension Tension Tension Offset Length At Top Capacity Capacity (ft) (ft) (ft) (ft) (deg) (deg) (% of Ult.) (kips) (kips) --------------------------------------------------------------------------------------------------------------------- GWbk P:sw 5/16 EHS Lead Length -55.46 -0.00 0.00 55.00 270 51.44 10 10.08 11.2 TCbk P:tc 7/16 EHS Shared -55.46 -0.00 0.00 54.95 -90 47.55 GWbk 10 18.72 20.8 MCbk P:mc 7/16 EHS Lead Length -45.55 -0.00 0.00 45.00 270 49.17 10 18.72 20.8 BCbk P:bc 7/16 EHS Shared -45.55 -0.00 0.00 44.96 -90 44.44 MCbk 10 18.72 20.8 GWahd P:sw 5/16 EHS Lead Length -0.88 -50.45 0.00 50.00 181 54.07 10 10.08 11.2 TCahd P:tc 7/16 EHS Lead Length 5.28 -50.23 0.00 50.00 174 50.23 10 18.72 20.8 MCahd P:mc 7/16 EHS Shared 5.28 -50.23 0.00 49.96 174 46.19 TCahd 10 18.72 20.8 BCahd P:bc 7/16 EHS Lead Length 11.38 -49.29 0.00 50.00 167 41.4 10 18.72 20.8 *** Insulator Data Clamp Properties: Label Stock Holding Hardware Notes Number Capacity Capacity (lbs) (lbs) ------------------------------------- C-EX1 7e+04 0 Clamp Insulator Connectivity: Paul J. Ford and Company - 37521-0617.003.6000 Page 3/14 ant2 P:ant2 C-EX1 No Limit cx1 P:cx1 C-EX1 No Limit cx2 P:cx2 C-EX1 No Limit cx3 P:cx3 C-EX1 No Limit cx4 P:cx4 C-EX1 No Limit cx5 P:cx5 C-EX1 No Limit cx6 P:cx6 C-EX1 No Limit cx7 P:cx7 C-EX1 No Limit Paul J. Ford and Company - 37521-0617.003.6000 Page 4/14 *** Loads Data Loads from file: G:\TOWER\375_Crown_Castle\2021\37521-0617_873710_Carmel-Gray\37521-0617.003.6000_SA_2036171\Utility SA Docs\Engineering Docs\PLS Pole\37521-0617.003.6000.lca Insulator dead and wind loads are already included in the point loads printed below. Loading Method Parameters: Structure Height Summary (used for calculating wind/ice adjust with height): Z of ground for wind height adjust 0.00 (ft) and structure Z coordinate that will be put on the centerline ground profile in PLS-CADD. Ground elevation shift 0.00 (ft) Z of ground with shift 0.00 (ft) Z of structure top (highest joint) 79.00 (ft) Structure height 79.00 (ft) Structure height above ground 79.00 (ft) Vector Load Cases: Load Case Dead Wind SF for SF for SF for SF for SF for SF for SF for SF for SF for SF for SF For Point Wind/Ice Trans. Longit. Ice Ice Temperature Pole Pole Description Load Area Steel Poles Wood Conc. Conc. Conc. Guys Non Braces Insuls. Hardware Found. Loads Model Wind Wind Thick. Density Deflection Deflection Factor Factor Tubular Arms Poles Ult. First Zero and Tubular Pressure Pressure Check Limit and Towers Crack Tens. Cables Arms (psf) (psf) (in)(lbs/ft^3) (deg F) % or (ft) -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- ------------ 250B: NESC Heavy 1.5000 1.0000 1.00000 0.6500 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 0.0000 1.0000 16 loads Wind on All 10 0 0.000 56.000 60.0 No Limit 0 250C: Extreme Wind 1.0000 1.0000 1.00000 0.7500 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 0.0000 1.0000 16 loads Wind on All 20.4 0 0.000 56.000 60.0 No Limit 0 250D: Ice and Wind 1.0000 1.0000 1.00000 0.7500 0.0000 0.0000 0.0000 1.0000 0.0000 0.0000 1.0000 0.0000 1.0000 16 loads Wind on All 4 0 0.000 56.000 60.0 No Limit 0 Point Loads for Load Case "250B: NESC Heavy": Joint Vertical Transverse Longitudinal Load Label Load Load Load Comment (lbs) (lbs) (lbs) ------------------------------------------------------------------ P:sw 152 3146 1604 Ground Wire 1 - Total P:tc 593 6634 3410 Conductor 1 - Total P:mc 593 6634 3410 Conductor 1 - Total P:bc 593 6634 3410 Conductor 1 - Total P:ant 1362 556 0 Mount 1 - Near leg, Top P:ant 1362 556 0 Mount 1 - Near leg, Bottom P:ant 52 30 0 Mount 2 - Near leg, Top P:ant 52 30 0 Mount 2 - Near leg, Bottom P:cx1 55 37 0 WG 1 BOTTOM P:cx2 37 25 0 WG 1 P:cx3 37 25 0 WG 1 P:cx4 37 25 0 WG 1 P:cx5 37 25 0 WG 1 P:cx6 37 25 0 WG 1 P:cx7 31 21 0 WG 1 P:ant 13 9 0 WG 1 TOP Point Loads for Load Case "250C: Extreme Wind": Joint Vertical Transverse Longitudinal Load Label Load Load Load Comment (lbs) (lbs) (lbs) ------------------------------------------------------------------ P:sw 32 1289 786 Ground Wire 1 - Total P:tc 250 1513 2358 Conductor 1 - Total P:mc 250 1508 2358 Conductor 1 - Total P:bc 250 1503 2358 Conductor 1 - Total P:ant 612 1101 0 Mount 1 - Near leg, Top Paul J. Ford and Company - 37521-0617.003.6000 Page 5/14 P:cx5 9 34 0 WG 1 P:cx6 9 34 0 WG 1 P:cx7 8 29 0 WG 1 P:ant 3 12 0 WG 1 TOP Point Loads for Load Case "250D: Ice and Wind": Joint Vertical Transverse Longitudinal Load Label Load Load Load Comment (lbs) (lbs) (lbs) ------------------------------------------------------------------ P:sw 258 1919 2024 Ground Wire 1 - Total P:tc 627 3563 4153 Conductor 1 - Total P:mc 627 3563 4153 Conductor 1 - Total P:bc 627 3563 4153 Conductor 1 - Total P:ant 1237 247 0 Mount 1 - Near leg, Top P:ant 1237 247 0 Mount 1 - Near leg, Bottom P:ant 55 13 0 Mount 2 - Near leg, Top P:ant 55 13 0 Mount 2 - Near leg, Bottom P:cx1 69 20 0 WG 1 BOTTOM P:cx2 46 13 0 WG 1 P:cx3 46 13 0 WG 1 P:cx4 46 13 0 WG 1 P:cx5 46 13 0 WG 1 P:cx6 46 13 0 WG 1 P:cx7 39 11 0 WG 1 P:ant 16 5 0 WG 1 TOP Paul J. Ford and Company - 37521-0617.003.6000 Page 6/14 *** Analysis Results: Maximum element usage is 71.91% for Guy "GWahd" in load case "250B: NESC Heavy" Maximum insulator usage is 10.69% for Clamp "tc" in load case "250B: NESC Heavy" *** Analysis Results for Load Case No. 1 "250B: NESC Heavy" - Number of iterations in SAPS 13 Equilibrium Joint Positions and Rotations for Load Case "250B: NESC Heavy": Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (ft) (ft) (ft) (deg) (deg) (deg) (ft) (ft) (ft) ------------------------------------------------------------------------------------- P:g 0 0 0 0.0000 0.0000 0.0000 0 0 0 P:t 0.1259 0.8991 -0.02172 -1.9343 -0.1371 -0.0172 0.1259 0.8991 78.98 P:ant 0.1306 0.8316 -0.02058 -1.9340 -0.1371 -0.0172 0.1306 0.8316 76.98 P:cx7 0.1472 0.6096 -0.01683 -1.5927 -0.1353 -0.0165 0.1472 0.6096 69.98 P:sw 0.1496 0.5825 -0.01643 -1.5014 -0.1348 -0.0163 0.1496 0.5825 68.98 P:ant2 0.1539 0.5326 -0.01562 -1.3582 -0.1160 -0.0157 0.1539 0.5326 66.98 P:tc 0.1637 0.3986 -0.0137 -0.8533 -0.0448 -0.0142 0.1637 0.3986 60.07 P:cx6 0.1638 0.3974 -0.01367 -0.8495 -0.0430 -0.0142 0.1638 0.3974 59.99 P:mc 0.1606 0.3025 -0.01179 -0.5352 0.0754 -0.0120 0.1606 0.3025 52.07 P:cx5 0.1571 0.2836 -0.01123 -0.5046 0.1134 -0.0114 0.1571 0.2836 49.99 P:bc 0.1411 0.2348 -0.009743 -0.4476 0.1890 -0.0096 0.1411 0.2348 44.07 P:cx4 0.1257 0.2024 -0.008557 -0.4580 0.2396 -0.0083 0.1257 0.2024 39.99 P:cx3 0.07977 0.1244 -0.005865 -0.4225 0.2667 -0.0055 0.07977 0.1244 29.99 P:cx2 0.03746 0.05875 -0.003554 -0.3186 0.2070 -0.0032 0.03746 0.05875 20 P:cx1 0.009532 0.01536 -0.001632 -0.1711 0.1080 -0.0014 0.009532 0.01536 9.998 GWbk:O 0.1496 0.5827 -0.01752 -1.5014 -0.1348 -0.0163 -0.3121 0.5827 68.98 $Gnd1 0 0 0 0.0000 0.0000 0.0000 -55.46 -2.601e-10 0 TCbk:O 0.1637 0.3988 -0.01409 -0.8533 -0.0448 -0.0142 -0.343 0.3988 60.07 MCbk:O 0.1606 0.3026 -0.01107 -0.5352 0.0754 -0.0120 -0.3866 0.3026 52.07 $Gnd3 0 0 0 0.0000 0.0000 0.0000 -45.55 -2.136e-10 0 BCbk:O 0.1411 0.2349 -0.007805 -0.4476 0.1890 -0.0096 -0.4465 0.2349 44.08 GWahd:O 0.1494 0.5827 -0.004359 -1.5014 -0.1348 -0.0163 0.1414 0.1211 69 $Gnd5 0 0 0 0.0000 0.0000 0.0000 -0.8807 -50.45 0 TCahd:O 0.1636 0.3987 -0.006151 -0.8533 -0.0448 -0.0142 0.2165 -0.1053 60.08 $Gnd6 0 0 0 0.0000 0.0000 0.0000 5.279 -50.23 0 MCahd:O 0.1604 0.3025 -0.006779 -0.5352 0.0754 -0.0120 0.2176 -0.2417 52.08 BCahd:O 0.141 0.2348 -0.005706 -0.4476 0.1890 -0.0096 0.2732 -0.3377 44.08 $Gnd8 0 0 0 0.0000 0.0000 0.0000 11.38 -49.29 0 Joint Support Reactions for Load Case "250B: NESC Heavy": Joint X X Y Y H-Shear Z Comp. Uplift Result. Result. X X-M. Y Y-M. H-Bend-M Z Z-M. Max. Label Force Usage Force Usage Usage Force Usage Usage Force Usage Moment Usage Moment Usage Usage Moment Usage Usage (kips) % (kips) % % (kips) % % (kips) % (ft-k) % (ft-k) % % (ft-k) % % --------------------------------------------------------------------------------------------------------------------------------- P:g -0.20 0.0 -0.55 0.0 0.0 -56.96 0.0 0.0 56.96 0.0 18.89 0.0 -11.3 0.0 0.0 0.10 0.0 0.0 $Gnd1 -5.51 0.0 -0.07 0.0 0.0 6.23 0.0 0.0 8.32 0.0 0.00 0.0 0.0 0.0 0.0 0.00 0.0 0.0 $Gnd3 -8.92 0.0 -0.08 0.0 0.0 9.42 0.0 0.0 12.97 0.0 0.00 0.0 0.0 0.0 0.0 0.00 0.0 0.0 $Gnd5 -0.09 0.0 -4.29 0.0 0.0 5.83 0.0 0.0 7.23 0.0 0.00 0.0 0.0 0.0 0.0 0.00 0.0 0.0 $Gnd6 1.44 0.0 -14.22 0.0 0.0 15.89 0.0 0.0 21.37 0.0 0.00 0.0 0.0 0.0 0.0 0.00 0.0 0.0 $Gnd8 1.43 0.0 -6.31 0.0 0.0 5.66 0.0 0.0 8.60 0.0 0.00 0.0 0.0 0.0 0.0 0.00 0.0 0.0 Detailed Wood Pole Usages for Load Case "250B: NESC Heavy": Note: Resultant stress may be artificially increased to account for wood pole defects and bolt holes. Element Joint Joint Rel. Trans. Long. Vert. Trans. Long. Tors. Axial Tran. Long. P/A M/S. Res. Max. Label Label Position Dist. Defl. Defl. Defl. Mom. Mom. Mom. Force Shear Shear Usage (ft) (in) (in) (in) (ft-k) (ft-k)(ft-k) (kips) (kips) (kips) (ksi) (ksi) (ksi) % --------------------------------------------------------------------------------------------------------------------- P P:t Origin 0.00 10.79 1.51 -0.26 -0.00 0.00 -0.0 -0.05 0.01 0.00 0.00 0.00 0.00 0.0 P P:ant End 2.00 9.98 1.57 -0.25 0.02 0.00 -0.0 -0.05 0.01 0.00 0.00 0.00 0.00 0.1 P P:ant Origin 2.00 9.98 1.57 -0.25 0.02 0.00 -0.0 -2.99 1.31 0.01 0.04 0.00 0.04 0.8 P #P:0 End 5.50 8.58 1.67 -0.22 4.61 0.03 -0.0 -2.99 1.31 0.01 0.03 0.48 0.52 9.9 P #P:0 Origin 5.50 8.58 1.67 -0.22 4.61 0.03 0.0 -3.18 1.34 0.01 0.04 0.48 0.52 10.0 P P:cx7 End 9.00 7.31 1.77 -0.20 9.30 0.05 0.0 -3.18 1.34 0.01 0.03 0.86 0.90 17.3 Paul J. Ford and Company - 37521-0617.003.6000 Page 7/14 P P:cx6 End 19.00 4.77 1.97 -0.16 7.41 3.42 -0.1 -25.57 0.03 -0.13 0.22 0.55 0.77 14.9 P P:cx6 Origin 19.00 4.77 1.97 -0.16 7.41 3.42 -0.1 -25.76 0.04 -0.15 0.22 0.55 0.77 14.9 P #P:2 End 22.96 4.13 1.97 -0.15 7.57 2.85 -0.1 -25.76 0.04 -0.15 0.20 0.49 0.69 13.3 P #P:2 Origin 22.96 4.13 1.97 -0.15 7.57 2.85 -0.1 -26.07 0.01 -0.17 0.21 0.49 0.70 13.4 P P:mc End 26.92 3.63 1.93 -0.14 7.63 2.16 -0.1 -26.07 0.01 -0.17 0.19 0.43 0.62 11.9 P P:mc Origin 26.92 3.63 1.93 -0.14 3.62 4.37 -0.1 -39.02 -0.24 -0.18 0.29 0.31 0.59 11.4 P P:cx5 End 29.00 3.40 1.89 -0.13 3.13 4.00 -0.1 -39.02 -0.24 -0.18 0.28 0.26 0.54 10.3 P P:cx5 Origin 29.00 3.40 1.89 -0.13 3.13 4.00 -0.1 -39.28 -0.20 -0.21 0.28 0.26 0.54 10.3 P #P:3 End 31.96 3.10 1.80 -0.13 2.52 3.39 -0.1 -39.28 -0.20 -0.21 0.26 0.20 0.46 8.9 P #P:3 Origin 31.96 3.10 1.80 -0.13 2.52 3.39 -0.1 -39.55 -0.19 -0.23 0.27 0.20 0.47 8.9 P P:bc End 34.92 2.82 1.69 -0.12 1.96 2.69 -0.1 -39.55 -0.19 -0.23 0.25 0.15 0.40 7.7 P P:bc Origin 34.92 2.82 1.69 -0.12 -1.33 4.69 -0.1 -50.86 0.25 -0.38 0.33 0.21 0.54 10.3 P P:cx4 End 39.00 2.43 1.51 -0.10 -0.29 3.12 -0.1 -50.86 0.25 -0.38 0.30 0.12 0.43 8.2 P P:cx4 Origin 39.00 2.43 1.51 -0.10 -0.29 3.12 -0.1 -51.37 0.34 -0.42 0.31 0.12 0.43 8.3 P #P:4 End 44.00 1.95 1.24 -0.09 1.42 1.01 -0.1 -51.37 0.34 -0.42 0.28 0.06 0.34 6.6 P #P:4 Origin 44.00 1.95 1.24 -0.09 1.42 1.01 -0.1 -51.94 0.39 -0.44 0.29 0.06 0.35 6.7 P P:cx3 End 49.00 1.49 0.96 -0.07 3.38 -1.18 -0.1 -51.94 0.39 -0.44 0.26 0.11 0.38 7.2 P P:cx3 Origin 49.00 1.49 0.96 -0.07 3.38 -1.18 -0.1 -52.59 0.45 -0.43 0.27 0.11 0.38 7.3 P #P:5 End 54.00 1.07 0.69 -0.06 5.65 -3.33 -0.1 -52.59 0.45 -0.43 0.25 0.18 0.43 8.3 P #P:5 Origin 54.00 1.07 0.69 -0.06 5.65 -3.33 -0.1 -53.25 0.48 -0.41 0.25 0.18 0.43 8.3 P P:cx2 End 59.00 0.70 0.45 -0.04 8.05 -5.35 -0.1 -53.25 0.48 -0.41 0.23 0.24 0.47 9.1 P P:cx2 Origin 59.00 0.70 0.45 -0.04 8.05 -5.35 -0.1 -54.00 0.52 -0.37 0.24 0.24 0.48 9.2 P #P:6 End 64.00 0.41 0.26 -0.03 10.64 -7.20 -0.1 -54.00 0.52 -0.37 0.22 0.29 0.51 9.8 P #P:6 Origin 64.00 0.41 0.26 -0.03 10.64 -7.20 -0.1 -54.76 0.53 -0.32 0.22 0.29 0.51 9.8 P P:cx1 End 69.00 0.18 0.11 -0.02 13.27 -8.82 -0.1 -54.76 0.53 -0.32 0.21 0.32 0.53 10.2 P P:cx1 Origin 69.00 0.18 0.11 -0.02 13.27 -8.82 -0.1 -55.64 0.56 -0.28 0.21 0.32 0.53 10.3 P #P:7 End 74.00 0.05 0.03 -0.01 16.09 -10.20 -0.1 -55.64 0.56 -0.28 0.20 0.35 0.55 10.5 P #P:7 Origin 74.00 0.05 0.03 -0.01 16.09 -10.20 -0.1 -56.51 0.56 -0.22 0.20 0.35 0.55 10.6 P P:g End 79.00 0.00 0.00 0.00 18.89 -11.33 -0.1 -56.51 0.56 -0.22 0.19 0.37 0.56 10.7 Summary of Guy Tensions and Usages for Load Case "250B: NESC Heavy": Guy Max. Allowable Factored Usage Label Tension Tension Allowable (kips) (kips) (kips) % ----------------------------------------- GWbk 2.54 10.08 10.08 25.16 TCbk 5.83 18.72 18.72 31.13 MCbk 6.35 18.72 18.72 33.92 BCbk 6.67 18.72 18.72 35.64 GWahd 7.25 10.08 10.08 71.91 TCahd 11.30 18.72 18.72 60.38 MCahd 10.12 18.72 18.72 54.08 BCahd 8.62 18.72 18.72 46.04 Summary of Clamp Capacities and Usages for Load Case "250B: NESC Heavy": Clamp Force Input Factored Holding Input Factored Hardware Max. Label Holding Holding Usage Hardware Hardware Usage Usage Capacity Capacity Capacity Capacity (kips) (kips) (kips) % (kips) (kips) % % ------------------------------------------------------------------------ sw 3.535 70.00 70.00 5.05 0.00 0.00 0.00 5.05 tc 7.483 70.00 70.00 10.69 0.00 0.00 0.00 10.69 mc 7.483 70.00 70.00 10.69 0.00 0.00 0.00 10.69 bc 7.483 70.00 70.00 10.69 0.00 0.00 0.00 10.69 ant 3.077 70.00 70.00 4.40 0.00 0.00 0.00 4.40 ant2 0.000 70.00 70.00 0.00 0.00 0.00 0.00 0.00 cx1 0.066 70.00 70.00 0.09 0.00 0.00 0.00 0.09 cx2 0.045 70.00 70.00 0.06 0.00 0.00 0.00 0.06 cx3 0.045 70.00 70.00 0.06 0.00 0.00 0.00 0.06 cx4 0.045 70.00 70.00 0.06 0.00 0.00 0.00 0.06 cx5 0.045 70.00 70.00 0.06 0.00 0.00 0.00 0.06 Paul J. Ford and Company - 37521-0617.003.6000 Page 8/14 *** Analysis Results for Load Case No. 2 "250C: Extreme Wind" - Number of iterations in SAPS 13 Equilibrium Joint Positions and Rotations for Load Case "250C: Extreme Wind": Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (ft) (ft) (ft) (deg) (deg) (deg) (ft) (ft) (ft) ----------------------------------------------------------------------------------------- P:g 0 0 0 0.0000 0.0000 0.0000 0 0 0 P:t 0.007888 0.9885 -0.02843 -3.4318 -0.1816 -0.0253 0.007888 0.9885 78.97 P:ant 0.01417 0.8688 -0.02483 -3.4313 -0.1816 -0.0253 0.01417 0.8688 76.98 P:cx7 0.03614 0.4767 -0.01369 -2.7868 -0.1805 -0.0233 0.03614 0.4767 69.99 P:sw 0.03927 0.4295 -0.01256 -2.6144 -0.1802 -0.0228 0.03927 0.4295 68.99 P:ant2 0.04531 0.3437 -0.01059 -2.2939 -0.1669 -0.0215 0.04531 0.3437 66.99 P:tc 0.06114 0.132 -0.006856 -1.2072 -0.0886 -0.0188 0.06114 0.132 60.08 P:cx6 0.06126 0.1302 -0.006829 -1.1955 -0.0869 -0.0187 0.06126 0.1302 59.99 P:mc 0.06496 0.0267 -0.005344 -0.3839 0.0165 -0.0155 0.06496 0.0267 52.08 P:cx5 0.06388 0.0151 -0.005065 -0.2601 0.0411 -0.0145 0.06388 0.0151 49.99 P:bc 0.05751 0.0006807 -0.004385 -0.0495 0.0737 -0.0119 0.05751 0.0006807 44.08 P:cx4 0.05145 -0.0006057 -0.003876 0.0070 0.0949 -0.0101 0.05145 -0.0006057 40 P:cx3 0.03309 0.004285 -0.002732 0.0296 0.1077 -0.0064 0.03309 0.004285 30 P:cx2 0.01582 0.006561 -0.00172 -0.0060 0.0856 -0.0037 0.01582 0.006561 20 P:cx1 0.004118 0.00319 -0.0008172 -0.0266 0.0461 -0.0016 0.004118 0.00319 9.999 GWbk:O 0.03927 0.4296 -0.01401 -2.6144 -0.1802 -0.0228 -0.4224 0.4296 68.99 $Gnd1 0 0 0 0.0000 0.0000 0.0000 -55.46 -2.601e-10 0 TCbk:O 0.06114 0.1322 -0.007639 -1.2072 -0.0886 -0.0188 -0.4456 0.1322 60.08 MCbk:O 0.06496 0.02685 -0.005186 -0.3839 0.0165 -0.0155 -0.4822 0.02685 52.08 $Gnd3 0 0 0 0.0000 0.0000 0.0000 -45.55 -2.136e-10 0 BCbk:O 0.05751 0.000803 -0.003629 -0.0495 0.0737 -0.0119 -0.5301 0.000803 44.08 GWahd:O 0.03902 0.4299 0.008472 -2.6144 -0.1802 -0.0228 0.03096 -0.03166 69.01 $Gnd5 0 0 0 0.0000 0.0000 0.0000 -0.8807 -50.45 0 TCahd:O 0.06095 0.1321 0.003844 -1.2072 -0.0886 -0.0188 0.1139 -0.3719 60.09 $Gnd6 0 0 0 0.0000 0.0000 0.0000 5.279 -50.23 0 MCahd:O 0.06481 0.0267 -0.001714 -0.3839 0.0165 -0.0155 0.122 -0.5175 52.08 BCahd:O 0.05739 0.0006534 -0.00406 -0.0495 0.0737 -0.0119 0.1896 -0.5719 44.08 $Gnd8 0 0 0 0.0000 0.0000 0.0000 11.38 -49.29 0 Joint Support Reactions for Load Case "250C: Extreme Wind": Joint X X Y Y H-Shear Z Comp. Uplift Result. Result. X X-M. Y Y-M. H-Bend-M Z Z-M. Max. Label Force Usage Force Usage Usage Force Usage Usage Force Usage Moment Usage Moment Usage Usage Moment Usage Usage (kips) %(kips) % % (kips) % % (kips) % (ft-k) % (ft-k) % % (ft-k) % % -------------------------------------------------------------------------------------------------------------------------------- P:g -0.13 0.0 -0.73 0.0 0.0 -28.96 0.0 0.0 28.97 0.0 5.68 0.0 -5.0 0.0 0.0 0.11 0.0 0.0 $Gnd1 -3.21 0.0 -0.07 0.0 0.0 3.62 0.0 0.0 4.84 0.0 0.00 0.0 0.0 0.0 0.0 0.00 0.0 0.0 $Gnd3 -5.28 0.0 -0.05 0.0 0.0 5.58 0.0 0.0 7.69 0.0 0.00 0.0 0.0 0.0 0.0 0.00 0.0 0.0 $Gnd5 -0.06 0.0 -3.43 0.0 0.0 4.65 0.0 0.0 5.78 0.0 0.00 0.0 0.0 0.0 0.0 0.00 0.0 0.0 $Gnd6 0.53 0.0 -5.20 0.0 0.0 5.90 0.0 0.0 7.88 0.0 0.00 0.0 0.0 0.0 0.0 0.00 0.0 0.0 $Gnd8 0.27 0.0 -1.18 0.0 0.0 1.04 0.0 0.0 1.60 0.0 0.00 0.0 0.0 0.0 0.0 0.00 0.0 0.0 Detailed Wood Pole Usages for Load Case "250C: Extreme Wind": Note: Resultant stress may be artificially increased to account for wood pole defects and bolt holes. Element Joint Joint Rel. Trans. Long. Vert. Trans. Long. Tors. Axial Tran. Long. P/A M/S. Res. Max. Label Label Position Dist. Defl. Defl. Defl. Mom. Mom. Mom. Force Shear Shear Usage (ft) (in) (in) (in) (ft-k)(ft-k)(ft-k) (kips) (kips) (kips) (ksi) (ksi) (ksi) % -------------------------------------------------------------------------------------------------------------------- P P:t Origin 0.00 11.86 0.09 -0.34 -0.00 -0.00 -0.0 -0.03 0.02 0.00 0.00 0.00 0.00 0.0 P P:ant End 2.00 10.43 0.17 -0.30 0.04 0.00 -0.0 -0.03 0.02 0.00 0.00 0.00 0.00 0.1 P P:ant Origin 2.00 10.43 0.17 -0.30 0.04 0.00 -0.0 -1.25 2.48 0.01 0.02 0.00 0.02 0.3 P #P:0 End 5.50 7.95 0.30 -0.22 8.70 0.02 -0.0 -1.25 2.48 0.01 0.01 0.91 0.92 15.4 P #P:0 Origin 5.50 7.95 0.30 -0.22 8.70 0.02 0.0 -1.39 2.54 0.01 0.02 0.91 0.93 15.4 P P:cx7 End 9.00 5.72 0.43 -0.16 17.59 0.04 0.0 -1.39 2.54 0.01 0.01 1.63 1.65 27.5 P P:cx7 Origin 9.00 5.72 0.43 -0.16 17.59 0.04 0.0 -1.49 2.60 0.01 0.02 1.63 1.65 27.5 P P:sw End 10.00 5.15 0.47 -0.15 20.19 0.04 0.0 -1.49 2.60 0.01 0.02 1.81 1.83 30.5 P P:sw Origin 10.00 5.15 0.47 -0.15 17.96 0.60 -0.0 -7.50 0.79 0.19 0.08 1.61 1.69 28.2 Paul J. Ford and Company - 37521-0617.003.6000 Page 9/14 P P:mc Origin 26.92 0.32 0.78 -0.06 14.80 3.03 -0.1 -20.30 -1.12 -0.31 0.15 0.82 0.97 16.1 P P:cx5 End 29.00 0.18 0.77 -0.06 12.48 2.39 -0.1 -20.30 -1.12 -0.31 0.14 0.65 0.79 13.2 P P:cx5 Origin 29.00 0.18 0.77 -0.06 12.48 2.39 -0.1 -20.45 -1.07 -0.32 0.15 0.65 0.79 13.2 P #P:3 End 31.96 0.06 0.73 -0.06 9.32 1.44 -0.1 -20.45 -1.07 -0.32 0.14 0.44 0.58 9.7 P #P:3 Origin 31.96 0.06 0.73 -0.06 9.32 1.44 -0.1 -20.63 -1.04 -0.33 0.14 0.44 0.58 9.7 P P:bc End 34.92 0.01 0.69 -0.05 6.25 0.48 -0.1 -20.63 -1.04 -0.33 0.13 0.27 0.41 6.8 P P:bc Origin 34.92 0.01 0.69 -0.05 5.63 1.96 -0.1 -24.97 -0.62 -0.16 0.16 0.26 0.42 7.0 P P:cx4 End 39.00 -0.01 0.62 -0.05 3.10 1.31 -0.1 -24.97 -0.62 -0.16 0.15 0.13 0.28 4.7 P P:cx4 Origin 39.00 -0.01 0.62 -0.05 3.10 1.31 -0.1 -25.29 -0.49 -0.17 0.15 0.13 0.28 4.7 P #P:4 End 44.00 0.02 0.51 -0.04 0.66 0.48 -0.1 -25.29 -0.49 -0.17 0.14 0.03 0.17 2.8 P #P:4 Origin 44.00 0.02 0.51 -0.04 0.66 0.48 -0.1 -25.67 -0.36 -0.17 0.14 0.03 0.17 2.8 P P:cx3 End 49.00 0.05 0.40 -0.03 -1.17 -0.37 -0.1 -25.67 -0.36 -0.17 0.13 0.04 0.17 2.8 P P:cx3 Origin 49.00 0.05 0.40 -0.03 -1.17 -0.37 -0.1 -26.09 -0.19 -0.17 0.13 0.04 0.17 2.8 P #P:5 End 54.00 0.07 0.29 -0.03 -2.13 -1.23 -0.1 -26.09 -0.19 -0.17 0.12 0.07 0.19 3.2 P #P:5 Origin 54.00 0.07 0.29 -0.03 -2.13 -1.23 -0.1 -26.53 -0.04 -0.17 0.13 0.07 0.19 3.2 P P:cx2 End 59.00 0.08 0.19 -0.02 -2.34 -2.06 -0.1 -26.53 -0.04 -0.17 0.12 0.08 0.19 3.2 P P:cx2 Origin 59.00 0.08 0.19 -0.02 -2.34 -2.06 -0.1 -27.01 0.14 -0.16 0.12 0.08 0.20 3.3 P #P:6 End 64.00 0.06 0.11 -0.02 -1.63 -2.87 -0.1 -27.01 0.14 -0.16 0.11 0.07 0.18 3.1 P #P:6 Origin 64.00 0.06 0.11 -0.02 -1.63 -2.87 -0.1 -27.52 0.30 -0.15 0.11 0.07 0.19 3.1 P P:cx1 End 69.00 0.04 0.05 -0.01 -0.14 -3.63 -0.1 -27.52 0.30 -0.15 0.11 0.07 0.18 3.0 P P:cx1 Origin 69.00 0.04 0.05 -0.01 -0.14 -3.63 -0.1 -28.08 0.50 -0.14 0.11 0.07 0.18 3.0 P #P:7 End 74.00 0.01 0.01 -0.00 2.39 -4.34 -0.1 -28.08 0.50 -0.14 0.10 0.09 0.19 3.2 P #P:7 Origin 74.00 0.01 0.01 -0.00 2.39 -4.34 -0.1 -28.66 0.66 -0.13 0.10 0.09 0.19 3.2 P P:g End 79.00 0.00 0.00 0.00 5.68 -5.01 -0.1 -28.66 0.66 -0.13 0.10 0.13 0.22 3.7 Summary of Guy Tensions and Usages for Load Case "250C: Extreme Wind": Guy Max. Allowable Factored Usage Label Tension Tension Allowable (kips) (kips) (kips) % ----------------------------------------- GWbk 1.44 10.08 10.08 14.28 TCbk 3.44 18.72 18.72 18.37 MCbk 3.79 18.72 18.72 20.25 BCbk 3.94 18.72 18.72 21.06 GWahd 5.79 10.08 10.08 57.48 TCahd 5.29 18.72 18.72 28.27 MCahd 2.63 18.72 18.72 14.07 BCahd 1.62 18.72 18.72 8.65 Summary of Clamp Capacities and Usages for Load Case "250C: Extreme Wind": Clamp Force Input Factored Holding Input Factored Hardware Max. Label Holding Holding Usage Hardware Hardware Usage Usage Capacity Capacity Capacity Capacity (kips) (kips) (kips) % (kips) (kips) % % ------------------------------------------------------------------------ sw 1.510 70.00 70.00 2.16 0.00 0.00 0.00 2.16 tc 2.813 70.00 70.00 4.02 0.00 0.00 0.00 4.02 mc 2.810 70.00 70.00 4.01 0.00 0.00 0.00 4.01 bc 2.807 70.00 70.00 4.01 0.00 0.00 0.00 4.01 ant 2.652 70.00 70.00 3.79 0.00 0.00 0.00 3.79 ant2 0.000 70.00 70.00 0.00 0.00 0.00 0.00 0.00 cx1 0.053 70.00 70.00 0.08 0.00 0.00 0.00 0.08 cx2 0.035 70.00 70.00 0.05 0.00 0.00 0.00 0.05 cx3 0.035 70.00 70.00 0.05 0.00 0.00 0.00 0.05 cx4 0.035 70.00 70.00 0.05 0.00 0.00 0.00 0.05 cx5 0.035 70.00 70.00 0.05 0.00 0.00 0.00 0.05 cx6 0.035 70.00 70.00 0.05 0.00 0.00 0.00 0.05 cx7 0.030 70.00 70.00 0.04 0.00 0.00 0.00 0.04 Paul J. Ford and Company - 37521-0617.003.6000 Page 10/14 *** Analysis Results for Load Case No. 3 "250D: Ice and Wind" - Number of iterations in SAPS 12 Equilibrium Joint Positions and Rotations for Load Case "250D: Ice and Wind": Joint X-Displ Y-Displ Z-Displ X-Rot Y-Rot Z-Rot X-Pos Y-Pos Z-Pos Label (ft) (ft) (ft) (deg) (deg) (deg) (ft) (ft) (ft) ------------------------------------------------------------------------------------- P:g 0 0 0 0.0000 0.0000 0.0000 0 0 0 P:t 0.1949 0.4128 -0.01187 -0.8654 0.0014 -0.0066 0.1949 0.4128 78.99 P:ant 0.1948 0.3826 -0.01164 -0.8653 0.0014 -0.0066 0.1948 0.3826 76.99 P:cx7 0.1946 0.2832 -0.01075 -0.7151 0.0012 -0.0066 0.1946 0.2832 69.99 P:sw 0.1946 0.271 -0.01065 -0.6750 0.0012 -0.0066 0.1946 0.271 68.99 P:ant2 0.1942 0.2485 -0.01038 -0.6154 0.0197 -0.0065 0.1942 0.2485 66.99 P:tc 0.1891 0.1875 -0.009642 -0.3865 0.0604 -0.0061 0.1891 0.1875 60.07 P:cx6 0.189 0.187 -0.009629 -0.3848 0.0618 -0.0061 0.189 0.187 59.99 P:mc 0.1735 0.1441 -0.008506 -0.2372 0.1480 -0.0053 0.1735 0.1441 52.07 P:cx5 0.1675 0.1358 -0.008122 -0.2239 0.1799 -0.0050 0.1675 0.1358 49.99 P:bc 0.1459 0.1139 -0.007084 -0.2028 0.2294 -0.0042 0.1459 0.1139 44.08 P:cx4 0.1281 0.09902 -0.006234 -0.2141 0.2666 -0.0036 0.1281 0.09902 39.99 P:cx3 0.07951 0.06169 -0.004309 -0.2056 0.2728 -0.0023 0.07951 0.06169 30 P:cx2 0.03695 0.02942 -0.002643 -0.1582 0.2055 -0.0013 0.03695 0.02942 20 P:cx1 0.009376 0.007751 -0.001227 -0.0860 0.1063 -0.0006 0.009376 0.007751 9.999 GWbk:O 0.1946 0.2711 -0.01064 -0.6750 0.0012 -0.0066 -0.2671 0.2711 68.99 $Gnd1 0 0 0 0.0000 0.0000 0.0000 -55.46 -2.601e-10 0 TCbk:O 0.1891 0.1876 -0.009108 -0.3865 0.0604 -0.0061 -0.3176 0.1876 60.07 MCbk:O 0.1735 0.1442 -0.007092 -0.2372 0.1480 -0.0053 -0.3737 0.1442 52.08 $Gnd3 0 0 0 0.0000 0.0000 0.0000 -45.55 -2.136e-10 0 BCbk:O 0.1459 0.114 -0.004731 -0.2028 0.2294 -0.0042 -0.4417 0.114 44.08 GWahd:O 0.1946 0.271 -0.005216 -0.6750 0.0012 -0.0066 0.1865 -0.1906 68.99 $Gnd5 0 0 0 0.0000 0.0000 0.0000 -0.8807 -50.45 0 TCahd:O 0.189 0.1875 -0.006299 -0.3865 0.0604 -0.0061 0.242 -0.3164 60.08 $Gnd6 0 0 0 0.0000 0.0000 0.0000 5.279 -50.23 0 MCahd:O 0.1734 0.1441 -0.006401 -0.2372 0.1480 -0.0053 0.2306 -0.4 52.08 BCahd:O 0.1459 0.1139 -0.005587 -0.2028 0.2294 -0.0042 0.278 -0.4586 44.08 $Gnd8 0 0 0 0.0000 0.0000 0.0000 11.38 -49.29 0 Joint Support Reactions for Load Case "250D: Ice and Wind": Joint X X Y Y H-Shear Z Comp. Uplift Result. Result. X X-M. Y Y-M. H-Bend-M Z Z-M. Max. Label Force Usage Force Usage Usage Force Usage Usage Force Usage Moment Usage Moment Usage Usage Moment Usage Usage (kips) %(kips) % % (kips) % % (kips) % (ft-k) % (ft-k) % % (ft-k) % % -------------------------------------------------------------------------------------------------------------------------------- P:g -0.21 0.0 -0.30 0.0 0.0 -42.94 0.0 0.0 42.95 0.0 9.58 0.0 -11.2 0.0 0.0 0.04 0.0 0.0 $Gnd1 -6.36 0.0 -0.04 0.0 0.0 7.21 0.0 0.0 9.61 0.0 0.00 0.0 0.0 0.0 0.0 0.00 0.0 0.0 $Gnd3 -9.41 0.0 -0.04 0.0 0.0 9.96 0.0 0.0 13.70 0.0 0.00 0.0 0.0 0.0 0.0 0.00 0.0 0.0 $Gnd5 -0.05 0.0 -2.32 0.0 0.0 3.17 0.0 0.0 3.93 0.0 0.00 0.0 0.0 0.0 0.0 0.00 0.0 0.0 $Gnd6 0.77 0.0 -7.64 0.0 0.0 8.55 0.0 0.0 11.49 0.0 0.00 0.0 0.0 0.0 0.0 0.00 0.0 0.0 $Gnd8 0.76 0.0 -3.34 0.0 0.0 3.00 0.0 0.0 4.56 0.0 0.00 0.0 0.0 0.0 0.0 0.00 0.0 0.0 Detailed Wood Pole Usages for Load Case "250D: Ice and Wind": Note: Resultant stress may be artificially increased to account for wood pole defects and bolt holes. Element Joint Joint Rel. Trans. Long. Vert. Trans. Long. Tors. Axial Tran. Long. P/A M/S. Res. Max. Label Label Position Dist. Defl. Defl. Defl. Mom. Mom. Mom. Force Shear Shear Usage (ft) (in) (in) (in) (ft-k) (ft-k)(ft-k) (kips) (kips) (kips) (ksi) (ksi) (ksi) % --------------------------------------------------------------------------------------------------------------------- P P:t Origin 0.00 4.95 2.34 -0.14 -0.00 0.00 -0.0 -0.03 0.00 -0.00 0.00 0.00 0.00 0.0 P P:ant End 2.00 4.59 2.34 -0.14 0.01 -0.00 -0.0 -0.03 0.00 -0.00 0.00 0.00 0.00 0.0 P P:ant Origin 2.00 4.59 2.34 -0.14 0.01 -0.00 -0.0 -2.72 0.58 -0.00 0.03 0.00 0.03 0.6 P #P:0 End 5.50 3.97 2.34 -0.13 2.03 -0.00 -0.0 -2.72 0.58 -0.00 0.03 0.21 0.24 4.1 P #P:0 Origin 5.50 3.97 2.34 -0.13 2.03 -0.00 0.0 -2.85 0.59 -0.00 0.03 0.21 0.25 4.1 P P:cx7 End 9.00 3.40 2.34 -0.13 4.09 -0.00 0.0 -2.85 0.59 -0.00 0.03 0.38 0.41 6.8 P P:cx7 Origin 9.00 3.40 2.34 -0.13 4.09 -0.00 0.0 -2.97 0.61 -0.00 0.03 0.38 0.41 6.9 P P:sw End 10.00 3.25 2.34 -0.13 4.70 -0.00 0.0 -2.97 0.61 -0.00 0.03 0.42 0.45 7.5 P P:sw Origin 10.00 3.25 2.34 -0.13 3.21 1.14 -0.0 -8.90 0.27 -0.05 0.09 0.31 0.40 6.6 Paul J. Ford and Company - 37521-0617.003.6000 Page 11/14 P P:mc Origin 26.92 1.73 2.08 -0.10 1.62 3.84 -0.0 -29.67 -0.15 -0.32 0.22 0.22 0.44 7.4 P P:cx5 End 29.00 1.63 2.01 -0.10 1.31 3.18 -0.0 -29.67 -0.15 -0.32 0.21 0.18 0.39 6.4 P P:cx5 Origin 29.00 1.63 2.01 -0.10 1.31 3.18 -0.0 -29.86 -0.13 -0.33 0.21 0.18 0.39 6.5 P #P:3 End 31.96 1.49 1.89 -0.09 0.93 2.20 -0.0 -29.86 -0.13 -0.33 0.20 0.11 0.31 5.2 P #P:3 Origin 31.96 1.49 1.89 -0.09 0.93 2.20 -0.0 -30.04 -0.12 -0.35 0.20 0.11 0.31 5.2 P P:bc End 34.92 1.37 1.75 -0.09 0.57 1.17 -0.0 -30.04 -0.12 -0.35 0.19 0.06 0.25 4.2 P P:bc Origin 34.92 1.37 1.75 -0.09 -1.17 3.63 -0.0 -38.78 0.14 -0.37 0.25 0.17 0.41 6.9 P P:cx4 End 39.00 1.19 1.54 -0.07 -0.58 2.12 -0.0 -38.78 0.14 -0.37 0.23 0.09 0.32 5.3 P P:cx4 Origin 39.00 1.19 1.54 -0.07 -0.58 2.12 -0.0 -39.14 0.19 -0.39 0.23 0.09 0.32 5.3 P #P:4 End 44.00 0.96 1.25 -0.06 0.35 0.17 -0.0 -39.14 0.19 -0.39 0.22 0.01 0.23 3.8 P #P:4 Origin 44.00 0.96 1.25 -0.06 0.35 0.17 -0.0 -39.52 0.21 -0.39 0.22 0.01 0.23 3.9 P P:cx3 End 49.00 0.74 0.95 -0.05 1.39 -1.80 -0.0 -39.52 0.21 -0.39 0.20 0.07 0.27 4.5 P P:cx3 Origin 49.00 0.74 0.95 -0.05 1.39 -1.80 -0.0 -39.98 0.24 -0.38 0.20 0.07 0.27 4.6 P #P:5 End 54.00 0.53 0.68 -0.04 2.59 -3.72 -0.0 -39.98 0.24 -0.38 0.19 0.13 0.31 5.2 P #P:5 Origin 54.00 0.53 0.68 -0.04 2.59 -3.72 -0.0 -40.42 0.25 -0.36 0.19 0.13 0.32 5.3 P P:cx2 End 59.00 0.35 0.44 -0.03 3.85 -5.53 -0.0 -40.42 0.25 -0.36 0.18 0.17 0.34 5.7 P P:cx2 Origin 59.00 0.35 0.44 -0.03 3.85 -5.53 -0.0 -40.94 0.27 -0.33 0.18 0.17 0.35 5.8 P #P:6 End 64.00 0.20 0.25 -0.02 5.21 -7.20 -0.0 -40.94 0.27 -0.33 0.17 0.20 0.37 6.1 P #P:6 Origin 64.00 0.20 0.25 -0.02 5.21 -7.20 -0.0 -41.45 0.28 -0.30 0.17 0.20 0.37 6.1 P P:cx1 End 69.00 0.09 0.11 -0.01 6.59 -8.70 -0.0 -41.45 0.28 -0.30 0.16 0.22 0.38 6.3 P P:cx1 Origin 69.00 0.09 0.11 -0.01 6.59 -8.70 -0.0 -42.06 0.30 -0.26 0.16 0.22 0.38 6.4 P #P:7 End 74.00 0.02 0.03 -0.01 8.09 -10.02 -0.0 -42.06 0.30 -0.26 0.15 0.24 0.39 6.4 P #P:7 Origin 74.00 0.02 0.03 -0.01 8.09 -10.02 -0.0 -42.64 0.30 -0.23 0.15 0.24 0.39 6.5 P P:g End 79.00 0.00 0.00 0.00 9.58 -11.15 -0.0 -42.64 0.30 -0.23 0.14 0.24 0.39 6.5 Summary of Guy Tensions and Usages for Load Case "250D: Ice and Wind": Guy Max. Allowable Factored Usage Label Tension Tension Allowable (kips) (kips) (kips) % ----------------------------------------- GWbk 3.09 10.08 10.08 30.61 TCbk 6.57 18.72 18.72 35.09 MCbk 6.83 18.72 18.72 36.49 BCbk 6.92 18.72 18.72 36.98 GWahd 3.94 10.08 10.08 39.11 TCahd 6.02 18.72 18.72 32.18 MCahd 5.52 18.72 18.72 29.49 BCahd 4.58 18.72 18.72 24.44 Summary of Clamp Capacities and Usages for Load Case "250D: Ice and Wind": Clamp Force Input Factored Holding Input Factored Hardware Max. Label Holding Holding Usage Hardware Hardware Usage Usage Capacity Capacity Capacity Capacity (kips) (kips) (kips) % (kips) (kips) % % ------------------------------------------------------------------------ sw 2.801 70.00 70.00 4.00 0.00 0.00 0.00 4.00 tc 5.508 70.00 70.00 7.87 0.00 0.00 0.00 7.87 mc 5.508 70.00 70.00 7.87 0.00 0.00 0.00 7.87 bc 5.508 70.00 70.00 7.87 0.00 0.00 0.00 7.87 ant 2.652 70.00 70.00 3.79 0.00 0.00 0.00 3.79 ant2 0.000 70.00 70.00 0.00 0.00 0.00 0.00 0.00 cx1 0.072 70.00 70.00 0.10 0.00 0.00 0.00 0.10 cx2 0.048 70.00 70.00 0.07 0.00 0.00 0.00 0.07 cx3 0.048 70.00 70.00 0.07 0.00 0.00 0.00 0.07 cx4 0.048 70.00 70.00 0.07 0.00 0.00 0.00 0.07 cx5 0.048 70.00 70.00 0.07 0.00 0.00 0.00 0.07 cx6 0.048 70.00 70.00 0.07 0.00 0.00 0.00 0.07 cx7 0.041 70.00 70.00 0.06 0.00 0.00 0.00 0.06 Paul J. Ford and Company - 37521-0617.003.6000 Page 12/14 *** Overall summary for all load cases - Usage = Maximum Stress / Allowable Stress Summary of Wood Pole Usages: Wood Pole Maximum Load Case Height Segment Weight Label Usage % AGL (ft) Number (lbs) ------------------------------------------------------------- P 30.50 250C: Extreme Wind 69.5 4 7208.8 Summary of Guy Usages: Guy Maximum Load Case Weight Unstressed Label Usage Length % (lbs) (ft) ---------------------------------------------------- GWbk 30.61 250D: Ice and Wind 18.1 88.17 TCbk 35.09 250D: Ice and Wind 32.5 81.37 MCbk 36.49 250D: Ice and Wind 27.4 68.78 BCbk 36.98 250D: Ice and Wind 25.1 62.92 GWahd 71.91 250B: NESC Heavy 17.5 85.15 TCahd 60.38 250B: NESC Heavy 31.2 78.11 MCahd 54.08 250B: NESC Heavy 28.8 72.12 BCahd 46.04 250B: NESC Heavy 26.6 66.61 *** Maximum Stress Summary for Each Load Case Summary of Maximum Usages by Load Case: Load Case Maximum Element Element Usage % Label Type ------------------------------------------- 250B: NESC Heavy 71.91 GWahd Guy 250C: Extreme Wind 57.48 GWahd Guy 250D: Ice and Wind 39.11 GWahd Guy Summary of Wood Pole Usages by Load Case: Load Case Maximum Wood Pole Height Segment Usage % Label AGL (ft) Number ------------------------------------------------------ 250B: NESC Heavy 19.12 P 69.5 4 250C: Extreme Wind 30.50 P 69.5 4 250D: Ice and Wind 7.73 P 61.8 7 Summary of Guy Usages by Load Case: Load Case Maximum Guy Usage % Label ---------------------------------- 250B: NESC Heavy 71.91 GWahd 250C: Extreme Wind 57.48 GWahd 250D: Ice and Wind 39.11 GWahd Summary of Insulator Usages: Insulator Insulator Maximum Load Case Weight Label Type Usage % (lbs) ------------------------------------------------------ sw Clamp 5.05 250B: NESC Heavy 0.0 tc Clamp 10.69 250B: NESC Heavy 0.0 mc Clamp 10.69 250B: NESC Heavy 0.0 bc Clamp 10.69 250B: NESC Heavy 0.0 ant Clamp 4.40 250B: NESC Heavy 0.0 ant2 Clamp 0.00 250B: NESC Heavy 0.0 cx1 Clamp 0.10 250D: Ice and Wind 0.0 cx2 Clamp 0.07 250D: Ice and Wind 0.0 cx3 Clamp 0.07 250D: Ice and Wind 0.0 cx4 Clamp 0.07 250D: Ice and Wind 0.0 cx5 Clamp 0.07 250D: Ice and Wind 0.0 cx6 Clamp 0.07 250D: Ice and Wind 0.0 cx7 Clamp 0.06 250D: Ice and Wind 0.0 Loads At Insulator Attachments For All Load Cases: Paul J. Ford and Company - 37521-0617.003.6000 Page 13/14 Case Label Type Attach Attach Attach Attach Attach Label Load X Load Y Load Z Load Res. (kips) (kips) (kips) (kips) ----------------------------------------------------------------------------------------- 250B: NESC Heavy sw Clamp P:sw 1.604 3.146 0.152 3.535 250B: NESC Heavy tc Clamp P:tc 3.410 6.634 0.593 7.483 250B: NESC Heavy mc Clamp P:mc 3.410 6.634 0.593 7.483 250B: NESC Heavy bc Clamp P:bc 3.410 6.634 0.593 7.483 250B: NESC Heavy ant Clamp P:ant 0.000 1.181 2.841 3.077 250B: NESC Heavy ant2 Clamp P:ant2 0.000 0.000 -0.000 0.000 250B: NESC Heavy cx1 Clamp P:cx1 0.000 0.037 0.055 0.066 250B: NESC Heavy cx2 Clamp P:cx2 0.000 0.025 0.037 0.045 250B: NESC Heavy cx3 Clamp P:cx3 0.000 0.025 0.037 0.045 250B: NESC Heavy cx4 Clamp P:cx4 0.000 0.025 0.037 0.045 250B: NESC Heavy cx5 Clamp P:cx5 0.000 0.025 0.037 0.045 250B: NESC Heavy cx6 Clamp P:cx6 0.000 0.025 0.037 0.045 250B: NESC Heavy cx7 Clamp P:cx7 0.000 0.021 0.031 0.037 250C: Extreme Wind sw Clamp P:sw 0.786 1.289 0.032 1.510 250C: Extreme Wind tc Clamp P:tc 2.358 1.513 0.250 2.813 250C: Extreme Wind mc Clamp P:mc 2.358 1.508 0.250 2.810 250C: Extreme Wind bc Clamp P:bc 2.358 1.503 0.250 2.807 250C: Extreme Wind ant Clamp P:ant 0.000 2.334 1.259 2.652 250C: Extreme Wind ant2 Clamp P:ant2 0.000 0.000 -0.000 0.000 250C: Extreme Wind cx1 Clamp P:cx1 0.000 0.051 0.014 0.053 250C: Extreme Wind cx2 Clamp P:cx2 0.000 0.034 0.009 0.035 250C: Extreme Wind cx3 Clamp P:cx3 0.000 0.034 0.009 0.035 250C: Extreme Wind cx4 Clamp P:cx4 0.000 0.034 0.009 0.035 250C: Extreme Wind cx5 Clamp P:cx5 0.000 0.034 0.009 0.035 250C: Extreme Wind cx6 Clamp P:cx6 0.000 0.034 0.009 0.035 250C: Extreme Wind cx7 Clamp P:cx7 0.000 0.029 0.008 0.030 250D: Ice and Wind sw Clamp P:sw 2.024 1.919 0.258 2.801 250D: Ice and Wind tc Clamp P:tc 4.153 3.563 0.627 5.508 250D: Ice and Wind mc Clamp P:mc 4.153 3.563 0.627 5.508 250D: Ice and Wind bc Clamp P:bc 4.153 3.563 0.627 5.508 250D: Ice and Wind ant Clamp P:ant 0.000 0.525 2.600 2.652 250D: Ice and Wind ant2 Clamp P:ant2 0.000 0.000 -0.000 0.000 250D: Ice and Wind cx1 Clamp P:cx1 0.000 0.020 0.069 0.072 250D: Ice and Wind cx2 Clamp P:cx2 0.000 0.013 0.046 0.048 250D: Ice and Wind cx3 Clamp P:cx3 0.000 0.013 0.046 0.048 250D: Ice and Wind cx4 Clamp P:cx4 0.000 0.013 0.046 0.048 250D: Ice and Wind cx5 Clamp P:cx5 0.000 0.013 0.046 0.048 250D: Ice and Wind cx6 Clamp P:cx6 0.000 0.013 0.046 0.048 250D: Ice and Wind cx7 Clamp P:cx7 0.000 0.011 0.039 0.041 Loads At Guy Attachments For All Load Cases: Note: Loads on the structure from guys have same sign convention as LCA file. Load Guy Structure Structure Structure Structure Structure Case Label Attach Attach Attach Attach Attach Label Vert. Load Tran. Load Long. Load Load Res. (kips) (kips) (kips) (kips) ---------------------------------------------------------------------------------- 250B: NESC Heavy GWbk P:sw 1.984 -0.005 -1.579 2.536 250B: NESC Heavy TCbk P:tc 4.301 -0.014 -3.932 5.827 250B: NESC Heavy MCbk P:mc 4.803 -0.015 -4.154 6.350 250B: NESC Heavy BCbk P:bc 4.670 -0.013 -4.766 6.673 250B: NESC Heavy GWahd P:sw 5.853 -4.275 -0.086 7.249 250B: NESC Heavy TCahd P:tc 8.673 -7.212 0.730 11.303 250B: NESC Heavy MCahd P:mc 7.297 -6.981 0.708 10.124 250B: NESC Heavy BCahd P:bc 5.699 -6.306 1.433 8.620 250C: Extreme Wind GWbk P:sw 1.129 0.016 -0.893 1.440 Paul J. Ford and Company - 37521-0617.003.6000 Page 14/14 Load Case Total Total Total Transverse Longitudinal Torsional Tran. Long. Vert. Overturning Overturning Moment Load Load Load Moment Moment (kips) (kips) (kips) (ft-k) (ft-k) (ft-k) --------------------------------------------------------------------------- 250B: NESC Heavy 24.412 11.834 5.043 1351.413 -643.488 0.000 250C: Extreme Wind 8.397 7.860 2.108 513.704 -422.671 0.000 250D: Ice and Wind 13.229 14.483 5.077 733.125 -788.562 0.000 *** Weight of structure (lbs): Weight of Guys: 207.1 Weight of Wood Poles: 7208.8 Total: 7415.9 *** End of Report 79-ft Transmission Pole Structural Analysis December 9, 2021 Project Number A37521-0617.003.6000, Application 592738 Rev. 2 CCI BU 873710 APPENDIX D SUPPLEMENTAL CALCULATIONS Report File: TIA-222 Revison: Tower Type: Check Pier Capacity only at location of Max Moment? No Location: Soil Lateral Check Compression Uplift Comp. Uplift 3.48 - 22.02 8.97 - 56.96 23.89 - 0.59 14.8% - Soil Vertical Check Compression Uplift Go to Soil Calculations 36.04 - 62.83 - 3.44 - 98.88 - 60.40 - 61.1% - 11 ft 0 ft 1.731 ft in 8 # of Layers 6 121 FALSE 1 0 2 2 110 150 0 0.000 0.000 FALSE 2 2 2.5 0.5 115 150 0 0.000 0.000 FALSE 3 2.5 3.5 1 115 150 31 0.339 0.339 12 FALSE 4 3.5 6 2.5 115 150 0.75 0.413 0.413 FALSE 5 6 8 2 135 150 40 0.931 0.931 29 FALSE 6 8 11 3 62.6 87.6 35 1.131 1.131 26.7 29 Total Capacity (kips) Load Z Normalization: Analysis Results Rebar Size Pier Section 1 Check Limitation N/A Additional Longitudinal Rebar Shear Design Options Check Shear along Depth of Pier: Utilize Shear-Friction Methodology: Override Critical Depth: Dv=0 (ft from TOC) Soil Safety Factor Max Moment (kip-ft) Rating Ext. Above Grade From 0' below grade to 11' below grade Input Effective Depths (else Actual): Soil Interaction Rating 61.1% bar 2, Fy verride (ksi) Rebar 3, Fy Override (ksi) Depth Cohesionless Layer Top (ft) 79-ft Transmission Pole Structural Analysis December 9, 2021 Project Number A37521-0617.003.6000, Application 592738 Rev. 2 CCI BU 873710 APPENDIX E SUPPLEMENTAL INFORMATION 79-ft Transmission Pole Structural Analysis December 9, 2021 Project Number A37521-0617.003.6000, Application 592738 Rev. 2 CCI BU 873710 Bottom (ft) Thickness (ft) Groundwater Depth Cohesion (ksf) Angle of Friction (degrees) Cohesionless Ultimate Skin Friction Uplift Override (ksf) Skin Friction (kips) Weight of Concrete (kips) Rating End Bearing (kips) Axial (kips) Calculated Ultimate Skin Friction Uplift (ksf) Calculated Ultimate Skin Friction Comp (ksf) Ultimate Skin Friction Comp Override (ksf) Soil Profile Soil Type SPT Blow Count Ult. Gross Bearing Capacity (ksf) γsoil (pcf) γconcrete (pcf) Cohesionless Cohesive Cohesionless Cohesionless Drilled Pier Foundation BU # : Site Name: Order Number: Monopole Applied Loads Pier Design Data G 873710 Carmel-Gray (C) 592738 Rev 2 Moment (kip-ft) Axial Force (kips) Shear Force (kips) Pier Diameter Rebar Cage Diameter Rebar & Pier Options Embedded Pole Inputs Belled Pier Inputs Version 5.0.3 250C: Extreme Wind TCbk P:tc 2.543 0.025 -2.314 3.439 250C: Extreme Wind MCbk P:mc 2.873 0.024 -2.474 3.791 250C: Extreme Wind BCbk P:bc 2.765 0.023 -2.810 3.942 250C: Extreme Wind GWahd P:sw 4.689 -3.402 -0.062 5.794 250C: Extreme Wind TCahd P:tc 4.081 -3.351 0.350 5.292 250C: Extreme Wind MCahd P:mc 1.918 -1.797 0.189 2.635 250C: Extreme Wind BCahd P:bc 1.087 -1.169 0.273 1.619 250D: Ice and Wind GWbk P:sw 2.413 -0.005 -1.923 3.086 250D: Ice and Wind TCbk P:tc 4.847 -0.009 -4.434 6.569 250D: Ice and Wind MCbk P:mc 5.165 -0.009 -4.469 6.830 250D: Ice and Wind BCbk P:bc 4.845 -0.008 -4.945 6.923 250D: Ice and Wind GWahd P:sw 3.191 -2.315 -0.049 3.943 250D: Ice and Wind TCahd P:tc 4.632 -3.831 0.387 6.023 250D: Ice and Wind MCahd P:mc 3.988 -3.799 0.385 5.521 250D: Ice and Wind BCahd P:bc 3.032 -3.341 0.760 4.575 Overturning Moments For User Input Concentrated Loads: Moments are static equivalents based on central axis of 0,0 (i.e. a single pole). Load Insulator Insulator Structure Structure Structure Structure Structure P P:ant2 End 12.00 2.98 2.33 -0.12 3.76 1.03 -0.0 -8.90 0.27 -0.05 0.09 0.33 0.42 6.9 P P:ant2 Origin 12.00 2.98 2.33 -0.12 3.76 1.03 -0.0 -9.02 0.27 -0.06 0.09 0.33 0.42 7.0 P #P:1 End 15.46 2.57 2.31 -0.12 4.70 0.83 -0.0 -9.02 0.27 -0.06 0.08 0.36 0.44 7.4 P #P:1 Origin 15.46 2.57 2.31 -0.12 4.70 0.83 -0.0 -9.17 0.27 -0.06 0.08 0.36 0.45 7.4 P P:tc End 18.92 2.25 2.27 -0.12 5.63 0.61 -0.0 -9.17 0.27 -0.06 0.08 0.39 0.46 7.7 P P:tc Origin 18.92 2.25 2.27 -0.12 3.29 2.82 -0.0 -19.36 0.06 -0.18 0.17 0.29 0.46 7.7 P P:cx6 End 19.00 2.24 2.27 -0.12 3.29 2.81 -0.0 -19.36 0.06 -0.18 0.17 0.29 0.46 7.7 P P:cx6 Origin 19.00 2.24 2.27 -0.12 3.29 2.81 -0.0 -19.51 0.07 -0.19 0.17 0.29 0.46 7.7 P #P:2 End 22.96 1.96 2.19 -0.11 3.56 2.05 -0.0 -19.51 0.07 -0.19 0.16 0.25 0.40 6.7 P #P:2 Origin 22.96 1.96 2.19 -0.11 3.56 2.05 -0.0 -19.72 0.06 -0.21 0.16 0.25 0.40 6.7 P P:mc End 26.92 1.73 2.08 -0.10 3.79 1.24 -0.0 -19.72 0.06 -0.21 0.15 0.22 0.36 6.0 P P:ant2 End 12.00 4.12 0.54 -0.13 19.53 0.98 -0.0 -7.50 0.79 0.19 0.07 1.65 1.72 28.7 P P:ant2 Origin 12.00 4.12 0.54 -0.13 19.53 0.98 -0.0 -7.62 0.79 0.19 0.08 1.65 1.72 28.7 P #P:1 End 15.46 2.66 0.65 -0.10 22.24 1.63 -0.0 -7.62 0.79 0.19 0.07 1.68 1.75 29.2 P #P:1 Origin 15.46 2.66 0.65 -0.10 22.24 1.63 -0.0 -7.79 0.79 0.18 0.07 1.68 1.76 29.3 P P:tc End 18.92 1.58 0.73 -0.08 24.96 2.26 -0.0 -7.79 0.79 0.18 0.07 1.70 1.77 29.5 P P:tc Origin 18.92 1.58 0.73 -0.08 22.87 3.33 -0.1 -14.79 -0.88 -0.20 0.13 1.57 1.70 28.3 P P:cx6 End 19.00 1.56 0.74 -0.08 22.80 3.31 -0.1 -14.79 -0.88 -0.20 0.13 1.56 1.69 28.1 P P:cx6 Origin 19.00 1.56 0.74 -0.08 22.80 3.31 -0.1 -14.89 -0.87 -0.21 0.13 1.56 1.69 28.2 P #P:2 End 22.96 0.77 0.78 -0.07 19.36 2.47 -0.1 -14.89 -0.87 -0.21 0.12 1.18 1.30 21.6 P #P:2 Origin 22.96 0.77 0.78 -0.07 19.36 2.47 -0.1 -15.09 -0.89 -0.23 0.12 1.18 1.30 21.6 P P:mc End 26.92 0.32 0.78 -0.06 15.85 1.57 -0.1 -15.09 -0.89 -0.23 0.11 0.86 0.97 16.2 cx6 0.045 70.00 70.00 0.06 0.00 0.00 0.00 0.06 cx7 0.037 70.00 70.00 0.05 0.00 0.00 0.00 0.05 P P:cx7 Origin 9.00 7.31 1.77 -0.20 9.30 0.05 0.0 -3.35 1.38 0.01 0.04 0.86 0.90 17.3 P P:sw End 10.00 6.99 1.79 -0.20 10.68 0.06 0.0 -3.35 1.38 0.01 0.03 0.96 0.99 19.1 P P:sw Origin 10.00 6.99 1.79 -0.20 7.93 1.02 -0.0 -11.46 0.45 0.09 0.12 0.72 0.84 16.1 P P:ant2 End 12.00 6.39 1.85 -0.19 8.83 1.19 -0.0 -11.46 0.45 0.09 0.11 0.75 0.86 16.6 P P:ant2 Origin 12.00 6.39 1.85 -0.19 8.83 1.19 -0.0 -11.63 0.44 0.08 0.12 0.75 0.87 16.6 P #P:1 End 15.46 5.50 1.92 -0.17 10.35 1.47 -0.0 -11.63 0.44 0.08 0.11 0.79 0.90 17.3 P #P:1 Origin 15.46 5.50 1.92 -0.17 10.35 1.47 -0.0 -11.87 0.43 0.07 0.11 0.79 0.90 17.3 P P:tc End 18.92 4.78 1.96 -0.16 11.83 1.72 -0.0 -11.87 0.43 0.07 0.10 0.81 0.91 17.6 P P:tc Origin 18.92 4.78 1.96 -0.16 7.41 3.43 -0.1 -25.57 0.03 -0.13 0.22 0.55 0.78 14.9 P:ant 612 1101 0 Mount 1 - Near leg, Bottom P:ant 16 60 0 Mount 2 - Near leg, Top P:ant 16 60 0 Mount 2 - Near leg, Bottom P:cx1 14 51 0 WG 1 BOTTOM P:cx2 9 34 0 WG 1 P:cx3 9 34 0 WG 1 P:cx4 9 34 0 WG 1 Clamp Structure Property Min. Required Label And Tip Set Vertical Load Attach (uplift) (lbs) --------------------------------------- sw P:sw C-EX1 No Limit tc P:tc C-EX1 No Limit mc P:mc C-EX1 No Limit bc P:bc C-EX1 No Limit ant P:ant C-EX1 No Limit P:cx3 0.00 30.00 0 0 P:cx4 0.00 40.00 0 0 P:cx5 0.00 50.00 0 0 P:cx6 0.00 60.00 0 0 P:cx7 0.00 70.00 0 0 Detailed Wood Properties: *** Weight of structure (lbs): Weight of Guys: 207.1 Weight of Wood Poles: 7208.8 Summary of Tip Deflections For All Load Cases: Note: positive tip load results in positive deflection Load Case Joint Long. Tran. Vert. Resultant Long. Tran. Twist Label Defl. Defl. Defl. Defl. Rot. Rot. (in) (in) (in) (in) (deg) (deg) (deg) ----------------------------------------------------------------------- 250B: NESC Heavy P:t 1.51 10.79 -0.26 10.90 -0.14 -1.93 -0.02 250C: Extreme Wind P:t 0.09 11.86 -0.34 11.87 -0.18 -3.43 -0.03 Projected Width (in) Ice Perimeter (in) Wind blowing on 45° to support 37521-0617.003.6000_TowerLoads_1.92_Beta.xlsb, Waveguide 1 12/9/2021 12:06 PM Long. (Bot) (lbs): 0 0 0 0 0 0 0 0 0 0 0 0 PJF #A37521-0617.003.6000; Structure #882-1028 Summary of Loads from Antenna and Antenna Mount 37521-0617.003.6000_TowerLoads_1.92_Beta.xlsb, Antenna 2 Summary 12/9/2021 12:06 PM W1v (lbs): 0 0 0 Near Leg, Top F 2h (lbs): 556 1101 247 W2v (lbs): 1362 612 1237 Far Leg, Bottom F3h (lbs): 0 0 0 W3v (lbs): 0 0 0 Near Leg, Bottom F4h (lbs): 556 1101 247 W4v (lbs): 1362 612 1237 Transmount only Long. (top) (lbs): 0 0 0 0 0 0 0 0 0 0 0 0 Long. (Bot) (lbs): 0 0 0 0 0 0 0 0 0 0 0 0 PJF #A37521-0617.003.6000; Structure #882-1028 Summary of Loads from Antenna and Antenna Mount 37521-0617.003.6000_TowerLoads_1.92_Beta.xlsb, Antenna 1 Summary 12/9/2021 12:06 PM Comments: The shape factor "Cf" is included in the structure model itself. Therefore, the "Cf" value is reduced to 1.0 here when necessary for the purposes of calculating wind pressure. 37521-0617.003.6000_TowerLoads_1.92_Beta.xlsb, NESC 250C Wind 12/9/2021 12:05 PM Table 3 – Existing Electrical Utility Wire Information Wire Designation Wire Type1 Tension Angle (degrees) Wind Span Weight Span Back (feet) Ahead (feet) Back (feet) Ahead (feet) Shield Wire (1) - #4 BWG 3 Str. Galvanized Steel 77 85 27.5 85 55 Conductor (3) – 954 kcmil 45/7 ACSR (Rail) Table 4 - Load Case Information Load Case Name Radial Ice (inches) Wind Speed (mph) Overload Capacity Factors Note Vertical Wind Wire Tension Long. Trans. NESC 250B (Heavy) 0.5 39.5 1.5 2.5 1.1 1.65 NESC 250C (Extreme Wind) 0 90 1.0 1.0 1.0 1.0 1 NESC 250D (Ice w/ Concurrent Wind) 1.0 40 1.0 1.0 1.0 1.0 Notes: 1. OLF’s are to be used in conjunction with wood and steel strength factors as required by (NESC) C2-2017 Table 261-1.