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HomeMy WebLinkAboutSTRUCTURAL ANALYSIS - 23-00033 - 110 S 12th St - Cell TowerGeoStructural ▪P.O. Box 2621, Boise, ID 83701 ▪Office:(530) 539-4787 Professional Engineers | Tower Technicians | Climbers | sUAS Mapping Structural Analysis Site ID:3098879 Site Name::ID6 Erickson Project:5G L-Sub6 -Carrier Add Prepared For:Verizon Structure:98.8’Monopole Tower Manufacturer:Sabre Site Location:43.823550°,-111.820728° Rexburg,ID 83460 Madison County Design Codes:ANSI/TIA-222-H IBC 2018 w/ State Amendments Analysis Results:Structure Adequate @ 41% Preparedby: GeoStructural October 19, 2022 ID6 Erickson_Tower Structural Analysis Report_R0 221019 1817 Date Signed: 10/19/2022 Verizon |ID6 Erickson |3098879 |Structural Analysis Page 2 GeoStructural LLC | PO Box 2621 | Boise, ID 83701 | p: 530.539.4787 1.0 Introduction GeoStructural LLC has completed a structural analysis for the existing ID6 Erickson - Monopole Tower located in Madison County, ID considering the final appurtenance loading configuration listed in Section 3.0. 2.0 Analysis Procedure & Design Criteria An elastic three-dimensional model of the structure has been analyzed pursuant to the design criteria below. Table 2.1 – Design Criteria Wind = 105 mph (3-sec gust Ultimate ASCE 7-16 Figure 26.5-1 & IBC 2018) Wind w/ ice = 50 mph (3-sec gust Basic) with 0.5” Design Ice (Escalated with Height) Topographic Category 1 Ground Elevation = 4853 ft (NAVD 88) Wind Exposure Category C Structure Class (Risk Category) II Seismic Design Parameters: Site Class D “Stiff Soil”; Ss = 0.358, S1 = 0.140, SDS = 0.361 Table 2.2 – Documents Provided Mapping, GeoStructural, October 2022 RFDS Verizon Site: ID6 Erickson, 5G L-Sub6 - Carrier Add The results of the analysis are illustrated in Section 4.0. It has been assumed previous modifications (if any) listed in Table 2.2 above have been properly installed and implemented. If any of the existing or proposed conditions reported in this analysis are not accurately represented, please contact our office immediately to request an amended report. Verizon |ID6 Erickson |3098879 |Structural Analysis Page 3 GeoStructural LLC | PO Box 2621 | Boise, ID 83701 | p: 530.539.4787 3.0 Appurtenance Information Table 3.1 – Existing Appurtenance Configuration 1 1.Refer to GeoStructural’s Tower Mapping Report for additional information regarding the current configurations. Verizon |ID6 Erickson |3098879 |Structural Analysis Page 4 GeoStructural LLC | PO Box 2621 | Boise, ID 83701 | p: 530.539.4787 Table 3.2 – Verizon “5G L-Sub6 - Carrier Add” Final Appurtenance Configuration 1 COR (Centerline)Equipment (Quantity) Make/Model Feedlines2 Mounts 96’± (3) Ericsson AIR6449 w/ Intigrated RRU (6) JMA MX06FRO860-02 (3) Ericsson 4449 (3) Ericsson 8843 (1) Raycap OVP (1) Hybrid Mount Assemblies3 1.Refer to antenna installation A&E Construction Drawings (when applicable) for additional information regarding final loading configuration, mount specifications and equipment orientations. 2.When applicable for monopole towers, all feedlines assumed to be installed inside pole shaft (shielded from wind) unless specifically noted otherwise. 3.Refer to Antenna Mount Analysis Report for additional information regarding mount assemblies and required structural modifications (when applicable). Verizon |ID6 Erickson |3098879 |Structural Analysis Page 5 GeoStructural LLC | PO Box 2621 | Boise, ID 83701 | p: 530.539.4787 4.0 Structural Analysis Results Table 4.1 - Structure Component Capacities Load Case Component1 % Capacity 2 Result3 Existing Loading + Final Verizon Pole Shaft Anchor Rods Base Plate 38% 41% 40% Adequate 1.Refer to the Software Output portion of this report for structural information. 2.Listed results are expressed as a percentage of available member capacity (ΣαiQi / ΦRn). Strengths assumed for this analysis are based upon ASTM, AISC, RCSC, AWS and ACI preferred specification values and are consistent with industry standards. Material strengths were taken from original design documents when available. 3.Refer to the Software Output portion of this report for main structural member factored load effects (ΣαiQi) and design strengths (ΦRn). 105% is an acceptable engineering allowable stress percentage for components. Foundation Analysis Information regarding the existing foundation system was unavailable at the time of our analysis and therefore a rigorous foundation analysis could not be performed. Based on accepted industry and engineering standards, we have assumed that the original foundation system was designed to transmit the maximum global structure base reactions to the underlying subsurface. It is accepted engineering practice that foundation systems be conservatively designed to resist the maximum allowable structure forces. Since the maximum percent capacity of the main structural members is less than 105% (see Table 4.1), it is our opinion that the foundation system has excess capacity beyond the structure base reactions resulting from this analysis. However, the foundation system cannot be evaluated nor certified at this time. Verizon |ID6 Erickson |3098879 |Structural Analysis Page 6 GeoStructural LLC | PO Box 2621 | Boise, ID 83701 | p: 530.539.4787 5.0 Conclusion & Recommendations With the existing appurtenances and Verizon’s 5G L-Sub6 -Carrier Add final configuration, the structure satisfies the requirements of the applicable design codes, has sufficient capacity to carry the loading considered in this analysis and will be adequate. If the final appurtenance configuration listed in Section 3.0 is inaccurate or incomplete, the results of this analysis will be affected and may be invalid. If any of the existing or proposed conditions (appurtenance loading, member sizes, foundation information, etc.) reported in this analysis are not properly represented, please contact our office immediately to request an amended report. We appreciate the opportunity to provide our structural engineering services to you. If you have any questions regarding the content of this structural analysis report, please do not hesitate to contact us. Prepared by:Reviewed and Approved by: Gregory Durgin, PE Don George, PE, SE 509.999.5278 208.602.6569 gregory.durgin@geostructural.com don.george@geostructural.com Verizon |ID6 Erickson |3098879 |Structural Analysis Page 7 GeoStructural LLC | PO Box 2621 | Boise, ID 83701 | p: 530.539.4787 6.0 Standard Conditions It has been assumed that the structure and foundation have been constructed according to the provided existing drawings, previous structural analysis reports, mapping documents, etc. The default Structure Classification is Class II in accordance with ANSI/TIA-222 and has been assumed for this analysis. The owner shall verify this classification conforms with original or desired reliability criteria. This analysis assumes that the structure has been properly installed and maintained in accordance with ANSI/TIA-222 and that no physical deterioration has occurred in any of the components of the structure. Damaged, missing, or rusted members were not considered. This analysis verifies the adequacy of the main components of the structure. Not all connections, welds, bolts, plates, etc. were individually detailed and analyzed. Where not specifically analyzed, the existing connection plates, welds, bolts, etc. were assumed adequate to develop the full capacity of the main structural members. No consideration has been made for unusual or extreme wind events, rime/in-cloud ice loadings, harmonic or nodal vibration, vortex shedding or other similar conditions. The capacity of the existing foundation cannot be verified unless the original foundation design documents and a soils report are provided. Certain foundation details (i.e. global dimensions, embedment depth, reinforcement, etc.) cannot be verified without extensive non-destructive testing. It is the owner's responsibility to determine the appropriate design wind speed and amount of ice accumulation beyond code minimum values that should be considered in the analysis. Miscellaneous non-structural components and appurtenances such as antenna mounts, arms, frames, coax supports, etc. have not been analyzed for their capacity and are assumed adequate to transfer the loads to the structure. No claim to their individual adequacy is implied. This analysis report does not constitute a maintenance and condition assessment. No certifications regarding maintenance and condition are expressed or implied. If desired, GeoStructural can provide these services under a subsequent contract. This analysis assumes that tower structural members, guy anchors, etc. have been properly inspected and assessed in accordance with ANSI/TIA-222 (three year intervals for guyed masts and five year intervals for self supporting structures). This analysis has been conducted in accordance with the governing standards listed below: IBC 2018 International Building Code with State Amendments ANSI/TIA-222 Structural Standard for Antenna Supporting Structures and Antennas ASCE 7 Minimum Design Loads and Associated Criteria for Buildings and Other Structures AISC Steel Construction Manual ANSI/AWS D1.1 Structural Welding Code ACI 318 Building Code Requirements for Structural Concrete Verizon |ID6 Erickson |3098879 |Structural Analysis Page 8 GeoStructural LLC | PO Box 2621 | Boise, ID 83701 | p: 530.539.4787 7.0 Attachments, Calculations & Software Output This page intentionally left blank. ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Risk Category:II Soil Class:D - Default (see Section 11.4.3) Elevation:4853.55 ft (NAVD 88) Latitude: Longitude: 43.82355 -111.820728 Wind Results: Wind Speed 105 Vmph 10-year MRI 75 Vmph 25-year MRI 81 Vmph 50-year MRI 86 Vmph 100-year MRI 91 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Mon Oct 03 2022 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. Page 1 of 3https://asce7hazardtool.online/Mon Oct 03 2022 SS : 0.358 S1 : 0.14 F a : 1.514 F v : 2.319 SMS : 0.542 SM1 : 0.326 SDS : 0.361 SD1 : 0.217 T L : 6 PGA : 0.152 PGA M : 0.227 F PGA : 1.496 Ie : 1 C v : 0.939 Design Response Spectrum S (g) vs T(s)a MCE Response SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum S (g) vs T(s)a MCE Vertical Response SpectrumR S (g) vs T(s)a Seismic Site Soil Class: Results: Seismic Design Category D - Default (see Section 11.4.3) D Data Accessed: Mon Oct 03 2022 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. Page 2 of 3https://asce7hazardtool.online/Mon Oct 03 2022 Ice Results: Data Source: Date Accessed: Ice Thickness: 0.25 in. Concurrent Temperature: 5 F Gust Speed 50 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Mon Oct 03 2022 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. Page 3 of 3https://asce7hazardtool.online/Mon Oct 03 2022 GeoStructural Boise, Idaho Phone: 208-602-6569 FAX: Job:ID6 Erickson Project:Structural Analysis - Rev 0 Client:Verizon Drawn by:Gregory Durgin, PE App'd: Code:TIA-222-H Date:10/19/22 Scale:NTS Path: H:\My Drive\zz TAEC\ID6 Erickson\Reports\Calculations\Monopole Analysis_R0_221019\ID6 Erickson_Monopole_R0 221019.eri Dwg No.E-1 98.8 ft 49.8 ft 0.0 ft REACTIONS - 105 mph WIND TORQUE 0 kip-ft 8 K SHEAR 609 kip-ft MOMENT 15 K AXIAL 50 mph WIND - 0.5000 in ICE TORQUE 0 kip-ft 2 K SHEAR 180 kip-ft MOMENT 17 K AXIAL ARE FACTORED ALL REACTIONS S e c t i o n 1 2 L e n g t h (f t ) 4 9 .0 0 5 3 .8 0 N u m b e r o f S i d e s 1 8 1 8 T h i c k n e s s (i n ) 0 .3 1 2 5 0 .3 7 5 0 S o c k e t L e n g t h (f t ) 4 .0 0 T o p D i a (i n ) 1 6 .0 0 0 0 2 1 .8 0 3 6 B o t D i a (i n ) 2 3 .0 0 0 0 3 0 .2 5 0 0 G r a d e A 5 7 2 -6 5 W e i g h t (K ) 3 .2 5 .6 8 .8 MATERIAL STRENGTH GRADE GRADEFy FyFu Fu A572-65 65 ksi 80 ksi TOWER DESIGN NOTES 1.Tower is located in Madison County, Idaho. 2.Tower designed for Exposure C to the TIA-222-H Standard. 3.Tower designed for a 105 mph basic wind in accordance with the TIA-222-H Standard. 4.Tower is also designed for a 50 mph basic wind with 0.50 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.Connections use galvanized A325 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISC Specifications. 9.Tower members are "hot dipped" galvanized in accordance with ASTM A123 and ASTM A153 Standards. 10.Welds are fabricated with E70XX electrodes. ttnnxxTToowweerr Job ID6 Erickson Page 1 of 16 GeoStructural Project Structural Analysis - Rev 0 Date 09:39:01 10/19/22 Boise, Idaho Phone: 208-602-6569 FAX: Client Verizon Designed by Gregory Durgin, PE  Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in Madison County, Idaho. Tower base elevation above sea level: 4853.00 ft. Basic wind speed of 105 mph. Risk Category II. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0.00 ft. Nominal ice thickness of 0.5000 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 50 mph is used in combination with ice. Temperature drop of 50 °F. Deflections calculated using a wind speed of 60 mph. Connections use galvanized A325 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISC Specifications.. Tower members are ''hot dipped'' galvanized in accordance with ASTM A123 and ASTM A153 Standards.. Welds are fabricated with E70XX electrodes.. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Tapered Pole Section Geometry Section Elevation ft Section Length ft Splice Length ft Number of Sides Top Diameter in Bottom Diameter in Wall Thickness in Bend Radius in Pole Grade L1 98.80-49.80 49.00 4.00 18 16.0000 23.0000 0.3125 1.2500 A572-65 (65 ksi) L2 49.80-0.00 53.80 18 21.8036 30.2500 0.3750 1.5000 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. in Area in2 I in4 r in C in I/C in3 J in4 It/Q in2 w in w/t L1 16.1986 15.5600 483.7886 5.5691 8.1280 59.5212 968.2137 7.7815 2.2660 7.251 23.3066 22.5032 1463.3706 8.0541 11.6840 125.2457 2928.6667 11.2537 3.4980 11.194 L2 22.7198 25.5054 1479.6374 7.6071 11.0762 133.5869 2961.2217 12.7551 3.1774 8.473 30.6588 35.5587 4009.5846 10.6056 15.3670 260.9218 8024.4451 17.7827 4.6640 12.437 ttnnxxTToowweerr Job ID6 Erickson Page 2 of 16 GeoStructural Project Structural Analysis - Rev 0 Date 09:39:01 10/19/22 Boise, Idaho Phone: 208-602-6569 FAX: Client Verizon Designed by Gregory Durgin, PE Tower Elevation ft Gusset Area (per face) ft2 Gusset Thickness in Gusset Grade Adjust. Factor Af Adjust. Factor Ar Weight Mult.Double Angle Stitch Bolt Spacing Diagonals in Double Angle Stitch Bolt Spacing Horizontals in Double Angle Stitch Bolt Spacing Redundants in L1 98.80-49.80 1 1 1 L2 49.80-0.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Area Description Face or Leg Allow Shield Exclude From Torque Calculation Component Type Placement ft Total Number CAAA ft2/ft Weight plf * FINAL LOADING * 3/8 Safety Line A No No Inside Pole 98.80 - 10.00 1 No Ice 1/2'' Ice 0.00 0.00 0.22 0.22 5/8'' Step Bolts / Rungs A No No Inside Pole 98.80 - 10.00 1 No Ice 1/2'' Ice 0.00 0.00 0.22 0.22 Feed Line/Linear Appurtenances Section Areas Tower Section Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K L1 98.80-49.80 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.02 0.00 0.00 L2 49.80-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.02 0.00 0.00 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Section Tower Elevation ft Face or Leg Ice Thickness in AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K L1 98.80-49.80 A B C 0.542 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.02 0.00 0.00 L2 49.80-0.00 A B C 0.486 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.02 0.00 0.00 Feed Line Center of Pressure ttnnxxTToowweerr Job ID6 Erickson Page 3 of 16 GeoStructural Project Structural Analysis - Rev 0 Date 09:39:01 10/19/22 Boise, Idaho Phone: 208-602-6569 FAX: Client Verizon Designed by Gregory Durgin, PE Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in L1 98.80-49.80 0.0000 0.0000 0.0000 0.0000 L2 49.80-0.00 0.0000 0.0000 0.0000 0.0000 Note: For pole sections, center of pressure calculations do not consider feed line shielding. Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K ** Tower Components ** Lightning Rod 1/2''x3.5 C None 0.0000 99.00 No Ice 1/2'' Ice 0.17 0.54 0.17 0.54 0.00 0.00 ** 96 ** SitePro RMQP-496-HK w/ HRK12 & PRK-1245 (Verizon) A None 0.0000 96.00 No Ice 1/2'' Ice 34.54 42.04 31.94 39.46 1.95 2.34 JMA Wireless MX06FRO860-02 (Verizon) A From Leg 3.40 -6.30 0.00 0.0000 96.00 No Ice 1/2'' Ice 14.01 14.61 10.44 11.05 0.08 0.17 ERICSSON AIR6449 B41 (Verizon) A From Leg 3.40 -3.80 0.00 0.0000 96.00 No Ice 1/2'' Ice 5.68 5.98 2.49 2.72 0.14 0.17 ERICSSON 4449 - B13/B5 (Verizon) A From Leg 2.40 -2.90 1.00 0.0000 96.00 No Ice 1/2'' Ice 1.98 2.16 1.41 1.57 0.07 0.09 ERICSSON 8843 - B2 B66A (Verizon) A From Leg 3.40 -1.30 0.00 0.0000 96.00 No Ice 1/2'' Ice 1.98 2.16 1.71 1.88 0.08 0.10 RAYCAP OVP-12 (Verizon) A From Leg 1.70 0.00 1.00 0.0000 96.00 No Ice 1/2'' Ice 3.87 4.12 2.90 3.13 0.04 0.07 JMA Wireless MX06FRO860-02 (Verizon) A From Leg 3.40 6.30 0.00 0.0000 96.00 No Ice 1/2'' Ice 14.01 14.61 10.44 11.05 0.08 0.17 JMA Wireless MX06FRO860-02 (Verizon) B From Leg 3.40 -6.30 0.00 0.0000 96.00 No Ice 1/2'' Ice 14.01 14.61 10.44 11.05 0.08 0.17 ERICSSON AIR6449 B41 (Verizon) B From Leg 3.40 -3.80 0.00 0.0000 96.00 No Ice 1/2'' Ice 5.68 5.98 2.49 2.72 0.14 0.17 ERICSSON 4449 - B13/B5 (Verizon) B From Leg 2.40 -2.90 1.00 0.0000 96.00 No Ice 1/2'' Ice 1.98 2.16 1.41 1.57 0.07 0.09 ERICSSON 8843 - B2 B66A (Verizon) B From Leg 3.40 -1.30 0.00 0.0000 96.00 No Ice 1/2'' Ice 1.98 2.16 1.71 1.88 0.08 0.10 RAYCAP OVP-12 (Verizon) B From Leg 1.70 0.00 1.00 0.0000 96.00 No Ice 1/2'' Ice 3.87 4.12 2.90 3.13 0.04 0.07 ttnnxxTToowweerr Job ID6 Erickson Page 4 of 16 GeoStructural Project Structural Analysis - Rev 0 Date 09:39:01 10/19/22 Boise, Idaho Phone: 208-602-6569 FAX: Client Verizon Designed by Gregory Durgin, PE Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustment ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K JMA Wireless MX06FRO860-02 (Verizon) B From Leg 3.40 6.30 0.00 0.0000 96.00 No Ice 1/2'' Ice 14.01 14.61 10.44 11.05 0.08 0.17 JMA Wireless MX06FRO860-02 (Verizon) C From Leg 3.40 -6.30 0.00 0.0000 96.00 No Ice 1/2'' Ice 14.01 14.61 10.44 11.05 0.08 0.17 ERICSSON AIR6449 B41 (Verizon) C From Leg 3.40 -3.80 0.00 0.0000 96.00 No Ice 1/2'' Ice 5.68 5.98 2.49 2.72 0.14 0.17 ERICSSON 4449 - B13/B5 (Verizon) C From Leg 2.40 -2.90 1.00 0.0000 96.00 No Ice 1/2'' Ice 1.98 2.16 1.41 1.57 0.07 0.09 ERICSSON 8843 - B2 B66A (Verizon) C From Leg 3.40 -1.30 0.00 0.0000 96.00 No Ice 1/2'' Ice 1.98 2.16 1.71 1.88 0.08 0.10 JMA Wireless MX06FRO860-02 (Verizon) C From Leg 3.40 6.30 0.00 0.0000 96.00 No Ice 1/2'' Ice 14.01 14.61 10.44 11.05 0.08 0.17 Load Combinations Comb. No. Description 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 1.2 Dead+1.0 Wind 180 deg -No Ice 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 ttnnxxTToowweerr Job ID6 Erickson Page 5 of 16 GeoStructural Project Structural Analysis - Rev 0 Date 09:39:01 10/19/22 Boise, Idaho Phone: 208-602-6569 FAX: Client Verizon Designed by Gregory Durgin, PE Comb. No. Description 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 Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft L1 98.8 -49.8 Pole Max Tension 2 0.00 0.00 -0.00 Max. Compression 26 -9.49 -0.17 0.10 Max. Mx 8 -7.27 -227.21 -0.54 Max. My 2 -7.27 0.49 227.85 Max. Vy 8 6.14 -227.21 -0.54 Max. Vx 2 -6.16 0.49 227.85 Max. Torque 12 0.22 L2 49.8 -0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -17.50 -0.17 0.10 Max. Mx 8 -14.61 -606.45 -1.26 Max. My 2 -14.61 1.21 607.92 Max. Vy 8 7.87 -606.45 -1.26 Max. Vx 2 -7.88 1.21 607.92 Max. Torque 12 0.22 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Pole Max. Vert 27 17.50 0.00 2.48 Max. Hx 20 14.62 7.85 0.01 Max. Hz 2 14.62 0.01 7.87 Max. Mx 2 607.92 0.01 7.87 Max. Mz 8 606.45 -7.85 -0.01 Max. Torsion 12 0.21 -3.94 -6.82 Min. Vert 19 10.96 6.79 -3.92 ttnnxxTToowweerr Job ID6 Erickson Page 6 of 16 GeoStructural Project Structural Analysis - Rev 0 Date 09:39:01 10/19/22 Boise, Idaho Phone: 208-602-6569 FAX: Client Verizon Designed by Gregory Durgin, PE Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Min. Hx 8 14.62 -7.85 -0.01 Min. Hz 14 14.62 -0.01 -7.87 Min. Mx 14 -607.80 -0.01 -7.87 Min. Mz 20 -606.23 7.85 0.01 Min. Torsion 24 -0.21 3.94 6.82 Tower Mast Reaction Summary Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Dead Only 12.18 0.00 0.00 -0.05 -0.08 0.00 1.2 Dead+1.0 Wind 0 deg - No Ice 14.62 -0.01 -7.87 -607.92 1.21 0.19 0.9 Dead+1.0 Wind 0 deg - No Ice 10.96 -0.01 -7.87 -601.60 1.23 0.19 1.2 Dead+1.0 Wind 30 deg - No Ice 14.62 3.92 -6.81 -525.83 -302.13 0.11 0.9 Dead+1.0 Wind 30 deg - No Ice 10.96 3.92 -6.81 -520.36 -298.98 0.11 1.2 Dead+1.0 Wind 60 deg - No Ice 14.62 6.79 -3.92 -302.85 -524.56 -0.00 0.9 Dead+1.0 Wind 60 deg - No Ice 10.96 6.79 -3.92 -299.70 -519.09 -0.00 1.2 Dead+1.0 Wind 90 deg - No Ice 14.62 7.85 0.01 1.26 -606.45 -0.11 0.9 Dead+1.0 Wind 90 deg - No Ice 10.96 7.85 0.01 1.26 -600.13 -0.11 1.2 Dead+1.0 Wind 120 deg - No Ice 14.62 6.81 3.95 305.02 -525.87 -0.19 0.9 Dead+1.0 Wind 120 deg - No Ice 10.96 6.81 3.95 301.87 -520.39 -0.19 1.2 Dead+1.0 Wind 150 deg - No Ice 14.62 3.94 6.82 527.02 -304.42 -0.21 0.9 Dead+1.0 Wind 150 deg - No Ice 10.96 3.94 6.82 521.57 -301.23 -0.21 1.2 Dead+1.0 Wind 180 deg - No Ice 14.62 0.01 7.87 607.80 -1.43 -0.19 0.9 Dead+1.0 Wind 180 deg - No Ice 10.96 0.01 7.87 601.51 -1.38 -0.19 1.2 Dead+1.0 Wind 210 deg - No Ice 14.62 -3.92 6.81 525.71 301.92 -0.11 0.9 Dead+1.0 Wind 210 deg - No Ice 10.96 -3.92 6.81 520.27 298.82 -0.11 1.2 Dead+1.0 Wind 240 deg - No Ice 14.62 -6.79 3.92 302.73 524.34 -0.00 0.9 Dead+1.0 Wind 240 deg - No Ice 10.96 -6.79 3.92 299.61 518.93 -0.00 1.2 Dead+1.0 Wind 270 deg - No Ice 14.62 -7.85 -0.01 -1.38 606.23 0.11 0.9 Dead+1.0 Wind 270 deg - No Ice 10.96 -7.85 -0.01 -1.35 599.98 0.11 1.2 Dead+1.0 Wind 300 deg - No Ice 14.62 -6.81 -3.95 -305.14 525.66 0.19 0.9 Dead+1.0 Wind 300 deg - No Ice 10.96 -6.81 -3.95 -301.96 520.24 0.19 1.2 Dead+1.0 Wind 330 deg -14.62 -3.94 -6.82 -527.15 304.21 0.21 ttnnxxTToowweerr Job ID6 Erickson Page 7 of 16 GeoStructural Project Structural Analysis - Rev 0 Date 09:39:01 10/19/22 Boise, Idaho Phone: 208-602-6569 FAX: Client Verizon Designed by Gregory Durgin, PE Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft No Ice 0.9 Dead+1.0 Wind 330 deg - No Ice 10.96 -3.94 -6.82 -521.66 301.08 0.21 1.2 Dead+1.0 Ice+1.0 Temp 17.50 0.00 0.00 -0.10 -0.17 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 17.50 -0.00 -2.48 -180.16 0.13 0.05 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 17.50 1.23 -2.14 -155.88 -89.76 0.03 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 17.50 2.14 -1.24 -89.87 -155.65 -0.00 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 17.50 2.47 0.00 0.20 -179.88 -0.03 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 17.50 2.14 1.24 90.19 -155.96 -0.05 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 17.50 1.24 2.15 155.98 -90.30 -0.05 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 17.50 0.00 2.48 179.95 -0.50 -0.05 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 17.50 -1.23 2.14 155.67 89.39 -0.03 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 17.50 -2.14 1.24 89.65 155.28 -0.00 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 17.50 -2.47 -0.00 -0.42 179.51 0.03 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 17.50 -2.14 -1.24 -90.40 155.59 0.05 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 17.50 -1.24 -2.15 -156.20 89.93 0.05 Dead+Wind 0 deg -Service 12.18 -0.00 -2.30 -176.53 0.30 0.05 Dead+Wind 30 deg -Service 12.18 1.14 -1.99 -152.69 -87.77 0.03 Dead+Wind 60 deg -Service 12.18 1.99 -1.15 -87.96 -152.35 -0.00 Dead+Wind 90 deg -Service 12.18 2.29 0.00 0.33 -176.12 -0.03 Dead+Wind 120 deg -Service 12.18 1.99 1.15 88.52 -152.73 -0.05 Dead+Wind 150 deg -Service 12.18 1.15 1.99 152.98 -88.44 -0.06 Dead+Wind 180 deg -Service 12.18 0.00 2.30 176.43 -0.47 -0.05 Dead+Wind 210 deg -Service 12.18 -1.14 1.99 152.59 87.60 -0.03 Dead+Wind 240 deg -Service 12.18 -1.99 1.15 87.86 152.17 -0.00 Dead+Wind 270 deg -Service 12.18 -2.29 -0.00 -0.43 175.95 0.03 Dead+Wind 300 deg -Service 12.18 -1.99 -1.15 -88.62 152.56 0.05 Dead+Wind 330 deg -Service 12.18 -1.15 -1.99 -153.08 88.26 0.06 Solution Summary Load Comb. Sum of Applied Forces Sum of Reactions % ErrorPX K PY K PZ K PX K PY K PZ K 1 0.00 -12.18 0.00 0.00 12.18 0.00 0.000% 2 -0.01 -14.62 -7.87 0.01 14.62 7.87 0.000% 3 -0.01 -10.96 -7.87 0.01 10.96 7.87 0.000% 4 3.92 -14.62 -6.81 -3.92 14.62 6.81 0.000% 5 3.92 -10.96 -6.81 -3.92 10.96 6.81 0.000% 6 6.79 -14.62 -3.92 -6.79 14.62 3.92 0.000% 7 6.79 -10.96 -3.92 -6.79 10.96 3.92 0.000% 8 7.85 -14.62 0.01 -7.85 14.62 -0.01 0.000% 9 7.85 -10.96 0.01 -7.85 10.96 -0.01 0.000% 10 6.81 -14.62 3.95 -6.81 14.62 -3.95 0.000% 11 6.81 -10.96 3.95 -6.81 10.96 -3.95 0.000% 12 3.94 -14.62 6.82 -3.94 14.62 -6.82 0.000% ttnnxxTToowweerr Job ID6 Erickson Page 8 of 16 GeoStructural Project Structural Analysis - Rev 0 Date 09:39:01 10/19/22 Boise, Idaho Phone: 208-602-6569 FAX: Client Verizon Designed by Gregory Durgin, PE Load Comb. Sum of Applied Forces Sum of Reactions % ErrorPX K PY K PZ K PX K PY K PZ K 13 3.94 -10.96 6.82 -3.94 10.96 -6.82 0.000% 14 0.01 -14.62 7.87 -0.01 14.62 -7.87 0.000% 15 0.01 -10.96 7.87 -0.01 10.96 -7.87 0.000% 16 -3.92 -14.62 6.81 3.92 14.62 -6.81 0.000% 17 -3.92 -10.96 6.81 3.92 10.96 -6.81 0.000% 18 -6.79 -14.62 3.92 6.79 14.62 -3.92 0.000% 19 -6.79 -10.96 3.92 6.79 10.96 -3.92 0.000% 20 -7.85 -14.62 -0.01 7.85 14.62 0.01 0.000% 21 -7.85 -10.96 -0.01 7.85 10.96 0.01 0.000% 22 -6.81 -14.62 -3.95 6.81 14.62 3.95 0.000% 23 -6.81 -10.96 -3.95 6.81 10.96 3.95 0.000% 24 -3.94 -14.62 -6.82 3.94 14.62 6.82 0.000% 25 -3.94 -10.96 -6.82 3.94 10.96 6.82 0.000% 26 0.00 -17.50 0.00 0.00 17.50 0.00 0.000% 27 -0.00 -17.50 -2.48 0.00 17.50 2.48 0.000% 28 1.23 -17.50 -2.14 -1.23 17.50 2.14 0.000% 29 2.14 -17.50 -1.24 -2.14 17.50 1.24 0.000% 30 2.47 -17.50 0.00 -2.47 17.50 -0.00 0.000% 31 2.14 -17.50 1.24 -2.14 17.50 -1.24 0.000% 32 1.24 -17.50 2.15 -1.24 17.50 -2.15 0.000% 33 0.00 -17.50 2.48 -0.00 17.50 -2.48 0.000% 34 -1.23 -17.50 2.14 1.23 17.50 -2.14 0.000% 35 -2.14 -17.50 1.24 2.14 17.50 -1.24 0.000% 36 -2.47 -17.50 -0.00 2.47 17.50 0.00 0.000% 37 -2.14 -17.50 -1.24 2.14 17.50 1.24 0.000% 38 -1.24 -17.50 -2.15 1.24 17.50 2.15 0.000% 39 -0.00 -12.18 -2.30 0.00 12.18 2.30 0.000% 40 1.14 -12.18 -1.99 -1.14 12.18 1.99 0.000% 41 1.99 -12.18 -1.15 -1.99 12.18 1.15 0.000% 42 2.29 -12.18 0.00 -2.29 12.18 -0.00 0.000% 43 1.99 -12.18 1.15 -1.99 12.18 -1.15 0.000% 44 1.15 -12.18 1.99 -1.15 12.18 -1.99 0.000% 45 0.00 -12.18 2.30 -0.00 12.18 -2.30 0.000% 46 -1.14 -12.18 1.99 1.14 12.18 -1.99 0.000% 47 -1.99 -12.18 1.15 1.99 12.18 -1.15 0.000% 48 -2.29 -12.18 -0.00 2.29 12.18 0.00 0.000% 49 -1.99 -12.18 -1.15 1.99 12.18 1.15 0.000% 50 -1.15 -12.18 -1.99 1.15 12.18 1.99 0.000% Non-Linear Convergence Results Load Combination Converged?Number of Cycles Displacement Tolerance Force Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00033424 3 Yes 4 0.00000001 0.00013603 4 Yes 5 0.00000001 0.00019370 5 Yes 5 0.00000001 0.00009226 6 Yes 5 0.00000001 0.00019108 7 Yes 5 0.00000001 0.00009096 8 Yes 4 0.00000001 0.00031052 9 Yes 4 0.00000001 0.00010914 10 Yes 5 0.00000001 0.00018943 11 Yes 5 0.00000001 0.00009000 12 Yes 5 0.00000001 0.00019849 13 Yes 5 0.00000001 0.00009454 ttnnxxTToowweerr Job ID6 Erickson Page 9 of 16 GeoStructural Project Structural Analysis - Rev 0 Date 09:39:01 10/19/22 Boise, Idaho Phone: 208-602-6569 FAX: Client Verizon Designed by Gregory Durgin, PE 14 Yes 4 0.00000001 0.00035500 15 Yes 4 0.00000001 0.00015748 16 Yes 5 0.00000001 0.00018847 17 Yes 5 0.00000001 0.00008969 18 Yes 5 0.00000001 0.00019062 19 Yes 5 0.00000001 0.00009080 20 Yes 4 0.00000001 0.00032325 21 Yes 4 0.00000001 0.00012456 22 Yes 5 0.00000001 0.00019745 23 Yes 5 0.00000001 0.00009406 24 Yes 5 0.00000001 0.00018888 25 Yes 5 0.00000001 0.00008971 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00056231 28 Yes 4 0.00000001 0.00068359 29 Yes 4 0.00000001 0.00068180 30 Yes 4 0.00000001 0.00056134 31 Yes 4 0.00000001 0.00068203 32 Yes 4 0.00000001 0.00068694 33 Yes 4 0.00000001 0.00056096 34 Yes 4 0.00000001 0.00067654 35 Yes 4 0.00000001 0.00067703 36 Yes 4 0.00000001 0.00055893 37 Yes 4 0.00000001 0.00068469 38 Yes 4 0.00000001 0.00068107 39 Yes 4 0.00000001 0.00002327 40 Yes 4 0.00000001 0.00010493 41 Yes 4 0.00000001 0.00010038 42 Yes 4 0.00000001 0.00002021 43 Yes 4 0.00000001 0.00009528 44 Yes 4 0.00000001 0.00011095 45 Yes 4 0.00000001 0.00002391 46 Yes 4 0.00000001 0.00009584 47 Yes 4 0.00000001 0.00009960 48 Yes 4 0.00000001 0.00002059 49 Yes 4 0.00000001 0.00010919 50 Yes 4 0.00000001 0.00009431 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 98.8 -49.8 12.613 50 1.0582 0.0017 L2 53.8 -0 3.922 50 0.6765 0.0005 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 99.00 Lightning Rod 1/2''x3.5 50 12.613 1.0582 0.0017 29597 96.00 SitePro RMQP-496-HK w/ HRK12 & PRK-1245 50 11.996 1.0371 0.0016 29597 ttnnxxTToowweerr Job ID6 Erickson Page 10 of 16 GeoStructural Project Structural Analysis - Rev 0 Date 09:39:01 10/19/22 Boise, Idaho Phone: 208-602-6569 FAX: Client Verizon Designed by Gregory Durgin, PE Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 98.8 -49.8 43.485 24 3.6518 0.0056 L2 53.8 -0 13.522 24 2.3336 0.0017 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 99.00 Lightning Rod 1/2''x3.5 24 43.485 3.6518 0.0056 8632 96.00 SitePro RMQP-496-HK w/ HRK12 & PRK-1245 24 41.358 3.5787 0.0054 8632 Compression Checks Pole Design Data Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn L1 98.8 -96.4316 TP23x16x0.3125 49.00 0.00 0.0 15.8956 -0.15 929.89 0.000 96.4316 - 94.0632 16.2312 -4.07 949.53 0.004 94.0632 - 91.6947 16.5668 -4.23 969.16 0.004 91.6947 - 89.3263 16.9024 -4.39 988.79 0.004 89.3263 - 86.9579 17.2380 -4.55 1008.42 0.005 86.9579 - 84.5895 17.5736 -4.72 1028.06 0.005 84.5895 - 82.2211 17.9092 -4.89 1047.69 0.005 82.2211 - 79.8526 18.2448 -5.07 1067.32 0.005 79.8526 - 77.4842 18.5804 -5.25 1086.95 0.005 77.4842 - 75.1158 18.9160 -5.43 1106.59 0.005 75.1158 - 72.7474 19.2516 -5.62 1126.22 0.005 72.7474 - 70.3789 19.5872 -5.81 1145.85 0.005 70.3789 - 68.0105 19.9228 -6.01 1165.48 0.005 ttnnxxTToowweerr Job ID6 Erickson Page 11 of 16 GeoStructural Project Structural Analysis - Rev 0 Date 09:39:01 10/19/22 Boise, Idaho Phone: 208-602-6569 FAX: Client Verizon Designed by Gregory Durgin, PE Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K Pn K Ratio Pu Pn 68.0105 - 65.6421 20.2584 -6.21 1185.12 0.005 65.6421 - 63.2737 20.5940 -6.42 1204.75 0.005 63.2737 - 60.9053 20.9296 -6.62 1224.38 0.005 60.9053 - 58.5368 21.2652 -6.84 1244.01 0.005 58.5368 - 56.1684 21.6008 -7.05 1263.65 0.006 56.1684 -53.8 21.9364 -7.27 1283.28 0.006 53.8 -49.8 22.5032 -3.72 1316.44 0.003 L2 53.8 -49.8 TP30.25x21.8036x0.375 53.80 0.00 0.0 26.2528 -4.34 1535.79 0.003 49.8 -47.1789 26.7426 -8.36 1564.44 0.005 47.1789 - 44.5579 27.2324 -8.65 1593.09 0.005 44.5579 - 41.9368 27.7222 -8.96 1621.75 0.006 41.9368 - 39.3158 28.2120 -9.27 1650.40 0.006 39.3158 - 36.6947 28.7017 -9.59 1679.05 0.006 36.6947 - 34.0737 29.1915 -9.91 1707.70 0.006 34.0737 - 31.4526 29.6813 -10.24 1736.36 0.006 31.4526 - 28.8316 30.1711 -10.57 1765.01 0.006 28.8316 - 26.2105 30.6609 -10.91 1793.66 0.006 26.2105 - 23.5895 31.1507 -11.25 1822.31 0.006 23.5895 - 20.9684 31.6404 -11.61 1850.97 0.006 20.9684 - 18.3474 32.1302 -11.96 1879.62 0.006 18.3474 - 15.7263 32.6200 -12.32 1908.27 0.006 15.7263 - 13.1053 33.1098 -12.69 1936.92 0.007 13.1053 - 10.4842 33.5996 -13.06 1965.58 0.007 10.4842 - 7.86316 34.0894 -13.44 1994.23 0.007 7.86316 - 5.2421 34.5792 -13.82 2022.88 0.007 5.2421 - 2.62105 35.0689 -14.21 2051.53 0.007 2.62105 -0 35.5587 -14.61 2080.19 0.007 Pole Bending Design Data Section No. Elevation ft Size Mux kip-ft Mnx kip-ft Ratio Mux Mnx Muy kip-ft Mny kip-ft Ratio Muy Mny L1 98.8 -96.4316 TP23x16x0.3125 0.11 384.74 0.000 0.00 384.74 0.000 ttnnxxTToowweerr Job ID6 Erickson Page 12 of 16 GeoStructural Project Structural Analysis - Rev 0 Date 09:39:01 10/19/22 Boise, Idaho Phone: 208-602-6569 FAX: Client Verizon Designed by Gregory Durgin, PE Section No. Elevation ft Size Mux kip-ft Mnx kip-ft Ratio Mux Mnx Muy kip-ft Mny kip-ft Ratio Muy Mny 96.4316 - 94.0632 9.62 401.31 0.024 0.00 401.31 0.000 94.0632 - 91.6947 20.85 418.24 0.050 0.00 418.24 0.000 91.6947 - 89.3263 32.28 435.51 0.074 0.00 435.51 0.000 89.3263 - 86.9579 43.92 453.14 0.097 0.00 453.14 0.000 86.9579 - 84.5895 55.77 471.11 0.118 0.00 471.11 0.000 84.5895 - 82.2211 67.81 489.44 0.139 0.00 489.44 0.000 82.2211 - 79.8526 80.06 508.11 0.158 0.00 508.11 0.000 79.8526 - 77.4842 92.51 527.13 0.175 0.00 527.13 0.000 77.4842 - 75.1158 105.16 546.51 0.192 0.00 546.51 0.000 75.1158 - 72.7474 118.01 566.23 0.208 0.00 566.23 0.000 72.7474 - 70.3789 131.06 586.30 0.224 0.00 586.30 0.000 70.3789 - 68.0105 144.32 606.72 0.238 0.00 606.72 0.000 68.0105 - 65.6421 157.78 627.50 0.251 0.00 627.50 0.000 65.6421 - 63.2737 171.44 648.62 0.264 0.00 648.62 0.000 63.2737 - 60.9053 185.31 670.09 0.277 0.00 670.09 0.000 60.9053 - 58.5368 199.38 691.91 0.288 0.00 691.91 0.000 58.5368 - 56.1684 213.65 714.08 0.299 0.00 714.08 0.000 56.1684 -53.8 228.13 736.60 0.310 0.00 736.60 0.000 53.8 -49.8 120.71 775.43 0.156 0.00 775.43 0.000 L2 53.8 -49.8 TP30.25x21.8036x0.375 132.40 876.68 0.151 0.00 876.68 0.000 49.8 -47.1789 269.82 909.98 0.297 0.00 909.98 0.000 47.1789 - 44.5579 286.78 943.90 0.304 0.00 943.90 0.000 44.5579 - 41.9368 303.97 978.43 0.311 0.00 978.43 0.000 41.9368 - 39.3158 321.39 1013.59 0.317 0.00 1013.59 0.000 39.3158 - 36.6947 339.05 1049.37 0.323 0.00 1049.37 0.000 36.6947 - 34.0737 356.93 1085.77 0.329 0.00 1085.77 0.000 34.0737 - 31.4526 375.03 1122.79 0.334 0.00 1122.79 0.000 31.4526 - 28.8316 393.35 1160.43 0.339 0.00 1160.43 0.000 28.8316 - 26.2105 411.89 1198.69 0.344 0.00 1198.69 0.000 26.2105 - 23.5895 430.65 1237.57 0.348 0.00 1237.57 0.000 23.5895 - 20.9684 449.62 1277.08 0.352 0.00 1277.08 0.000 20.9684 - 18.3474 468.80 1317.19 0.356 0.00 1317.19 0.000 ttnnxxTToowweerr Job ID6 Erickson Page 13 of 16 GeoStructural Project Structural Analysis - Rev 0 Date 09:39:01 10/19/22 Boise, Idaho Phone: 208-602-6569 FAX: Client Verizon Designed by Gregory Durgin, PE Section No. Elevation ft Size Mux kip-ft Mnx kip-ft Ratio Mux Mnx Muy kip-ft Mny kip-ft Ratio Muy Mny 18.3474 - 15.7263 488.18 1357.94 0.360 0.00 1357.94 0.000 15.7263 - 13.1053 507.77 1399.30 0.363 0.00 1399.30 0.000 13.1053 - 10.4842 527.55 1441.28 0.366 0.00 1441.28 0.000 10.4842 - 7.86316 547.53 1483.89 0.369 0.00 1483.89 0.000 7.86316 - 5.2421 567.71 1527.12 0.372 0.00 1527.12 0.000 5.2421 - 2.62105 588.07 1570.97 0.374 0.00 1570.97 0.000 2.62105 -0 608.63 1615.43 0.377 0.00 1615.43 0.000 Pole Shear Design Data Section No. Elevation ft Size Actual Vu K Vn K Ratio Vu Vn Actual Tu kip-ft Tn kip-ft Ratio Tu Tn L1 98.8 -96.4316 TP23x16x0.3125 0.09 278.97 0.000 0.00 391.52 0.000 96.4316 - 94.0632 4.70 284.86 0.016 0.19 408.23 0.000 94.0632 - 91.6947 4.78 290.75 0.016 0.19 425.28 0.000 91.6947 - 89.3263 4.88 296.64 0.016 0.22 442.69 0.000 89.3263 - 86.9579 4.96 302.53 0.016 0.22 460.44 0.000 86.9579 - 84.5895 5.05 308.42 0.016 0.22 478.55 0.000 84.5895 - 82.2211 5.13 314.31 0.016 0.22 497.00 0.000 82.2211 - 79.8526 5.22 320.20 0.016 0.22 515.80 0.000 79.8526 - 77.4842 5.30 326.09 0.016 0.22 534.95 0.000 77.4842 - 75.1158 5.39 331.98 0.016 0.22 554.45 0.000 75.1158 - 72.7474 5.47 337.87 0.016 0.22 574.29 0.000 72.7474 - 70.3789 5.56 343.76 0.016 0.22 594.49 0.000 70.3789 - 68.0105 5.65 349.64 0.016 0.22 615.04 0.000 68.0105 - 65.6421 5.73 355.54 0.016 0.22 635.93 0.000 65.6421 - 63.2737 5.82 361.43 0.016 0.22 657.17 0.000 63.2737 - 60.9053 5.90 367.31 0.016 0.22 678.77 0.000 60.9053 - 58.5368 5.99 373.20 0.016 0.22 700.71 0.000 58.5368 - 56.1684 6.08 379.09 0.016 0.22 723.00 0.000 56.1684 -53.8 6.16 384.98 0.016 0.22 745.64 0.000 53.8 -49.8 3.06 394.93 0.008 0.10 784.67 0.000 ttnnxxTToowweerr Job ID6 Erickson Page 14 of 16 GeoStructural Project Structural Analysis - Rev 0 Date 09:39:01 10/19/22 Boise, Idaho Phone: 208-602-6569 FAX: Client Verizon Designed by Gregory Durgin, PE Section No. Elevation ft Size Actual Vu K Vn K Ratio Vu Vn Actual Tu kip-ft Tn kip-ft Ratio Tu Tn L2 53.8 -49.8 TP30.25x21.8036x0.375 3.28 460.74 0.007 0.11 889.96 0.000 49.8 -47.1789 6.43 469.33 0.014 0.22 923.48 0.000 47.1789 - 44.5579 6.52 477.93 0.014 0.21 957.62 0.000 44.5579 - 41.9368 6.61 486.52 0.014 0.21 992.37 0.000 41.9368 - 39.3158 6.70 495.12 0.014 0.21 1027.74 0.000 39.3158 - 36.6947 6.79 503.72 0.013 0.21 1063.74 0.000 36.6947 - 34.0737 6.87 512.31 0.013 0.21 1100.36 0.000 34.0737 - 31.4526 6.96 520.91 0.013 0.21 1137.59 0.000 31.4526 - 28.8316 7.04 529.50 0.013 0.21 1175.44 0.000 28.8316 - 26.2105 7.13 538.10 0.013 0.21 1213.92 0.000 26.2105 - 23.5895 7.21 546.69 0.013 0.21 1253.01 0.000 23.5895 - 20.9684 7.29 555.29 0.013 0.21 1292.72 0.000 20.9684 - 18.3474 7.37 563.89 0.013 0.21 1333.05 0.000 18.3474 - 15.7263 7.45 572.48 0.013 0.21 1374.00 0.000 15.7263 - 13.1053 7.52 581.08 0.013 0.21 1415.58 0.000 13.1053 - 10.4842 7.60 589.67 0.013 0.21 1457.76 0.000 10.4842 - 7.86316 7.67 598.27 0.013 0.21 1500.58 0.000 7.86316 - 5.2421 7.75 606.86 0.013 0.21 1544.00 0.000 5.2421 - 2.62105 7.82 615.46 0.013 0.21 1588.05 0.000 2.62105 -0 7.89 624.06 0.013 0.21 1632.72 0.000 Pole Interaction Design Data Section No. Elevation ft Ratio Pu Pn Ratio Mux Mnx Ratio Muy Mny Ratio Vu Vn Ratio Tu Tn Comb. Stress Ratio Allow. Stress Ratio Criteria L1 98.8 - 96.4316 0.000 0.000 0.000 0.000 0.000 0.000 1.000 4.8.2 96.4316 - 94.0632 0.004 0.024 0.000 0.016 0.000 0.029 1.000 4.8.2 94.0632 - 91.6947 0.004 0.050 0.000 0.016 0.000 0.054 1.000 4.8.2 91.6947 - 89.3263 0.004 0.074 0.000 0.016 0.000 0.079 1.000 4.8.2 89.3263 - 86.9579 0.005 0.097 0.000 0.016 0.000 0.102 1.000 4.8.2 ttnnxxTToowweerr Job ID6 Erickson Page 15 of 16 GeoStructural Project Structural Analysis - Rev 0 Date 09:39:01 10/19/22 Boise, Idaho Phone: 208-602-6569 FAX: Client Verizon Designed by Gregory Durgin, PE Section No. Elevation ft Ratio Pu Pn Ratio Mux Mnx Ratio Muy Mny Ratio Vu Vn Ratio Tu Tn Comb. Stress Ratio Allow. Stress Ratio Criteria 86.9579 - 84.5895 0.005 0.118 0.000 0.016 0.000 0.123 1.000 4.8.2 84.5895 - 82.2211 0.005 0.139 0.000 0.016 0.000 0.144 1.000 4.8.2 82.2211 - 79.8526 0.005 0.158 0.000 0.016 0.000 0.163 1.000 4.8.2 79.8526 - 77.4842 0.005 0.175 0.000 0.016 0.000 0.181 1.000 4.8.2 77.4842 - 75.1158 0.005 0.192 0.000 0.016 0.000 0.198 1.000 4.8.2 75.1158 - 72.7474 0.005 0.208 0.000 0.016 0.000 0.214 1.000 4.8.2 72.7474 - 70.3789 0.005 0.224 0.000 0.016 0.000 0.229 1.000 4.8.2 70.3789 - 68.0105 0.005 0.238 0.000 0.016 0.000 0.243 1.000 4.8.2 68.0105 - 65.6421 0.005 0.251 0.000 0.016 0.000 0.257 1.000 4.8.2 65.6421 - 63.2737 0.005 0.264 0.000 0.016 0.000 0.270 1.000 4.8.2 63.2737 - 60.9053 0.005 0.277 0.000 0.016 0.000 0.282 1.000 4.8.2 60.9053 - 58.5368 0.005 0.288 0.000 0.016 0.000 0.294 1.000 4.8.2 58.5368 - 56.1684 0.006 0.299 0.000 0.016 0.000 0.305 1.000 4.8.2 56.1684 - 53.8 0.006 0.310 0.000 0.016 0.000 0.316 1.000 4.8.2 53.8 - 49.8 0.003 0.156 0.000 0.008 0.000 0.159 1.000 4.8.2 L2 53.8 - 49.8 0.003 0.151 0.000 0.007 0.000 0.154 1.000 4.8.2 49.8 - 47.1789 0.005 0.297 0.000 0.014 0.000 0.302 1.000 4.8.2 47.1789 - 44.5579 0.005 0.304 0.000 0.014 0.000 0.309 1.000 4.8.2 44.5579 - 41.9368 0.006 0.311 0.000 0.014 0.000 0.316 1.000 4.8.2 41.9368 - 39.3158 0.006 0.317 0.000 0.014 0.000 0.323 1.000 4.8.2 39.3158 - 36.6947 0.006 0.323 0.000 0.013 0.000 0.329 1.000 4.8.2 36.6947 - 34.0737 0.006 0.329 0.000 0.013 0.000 0.335 1.000 4.8.2 34.0737 - 31.4526 0.006 0.334 0.000 0.013 0.000 0.340 1.000 4.8.2 31.4526 - 28.8316 0.006 0.339 0.000 0.013 0.000 0.345 1.000 4.8.2 28.8316 - 26.2105 0.006 0.344 0.000 0.013 0.000 0.350 1.000 4.8.2 26.2105 - 23.5895 0.006 0.348 0.000 0.013 0.000 0.354 1.000 4.8.2 ttnnxxTToowweerr Job ID6 Erickson Page 16 of 16 GeoStructural Project Structural Analysis - Rev 0 Date 09:39:01 10/19/22 Boise, Idaho Phone: 208-602-6569 FAX: Client Verizon Designed by Gregory Durgin, PE Section No. Elevation ft Ratio Pu Pn Ratio Mux Mnx Ratio Muy Mny Ratio Vu Vn Ratio Tu Tn Comb. Stress Ratio Allow. Stress Ratio Criteria 23.5895 - 20.9684 0.006 0.352 0.000 0.013 0.000 0.359 1.000 4.8.2 20.9684 - 18.3474 0.006 0.356 0.000 0.013 0.000 0.362 1.000 4.8.2 18.3474 - 15.7263 0.006 0.360 0.000 0.013 0.000 0.366 1.000 4.8.2 15.7263 - 13.1053 0.007 0.363 0.000 0.013 0.000 0.370 1.000 4.8.2 13.1053 - 10.4842 0.007 0.366 0.000 0.013 0.000 0.373 1.000 4.8.2 10.4842 - 7.86316 0.007 0.369 0.000 0.013 0.000 0.376 1.000 4.8.2 7.86316 - 5.2421 0.007 0.372 0.000 0.013 0.000 0.379 1.000 4.8.2 5.2421 - 2.62105 0.007 0.374 0.000 0.013 0.000 0.381 1.000 4.8.2 2.62105 - 0 0.007 0.377 0.000 0.013 0.000 0.384 1.000 4.8.2 Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail L1 98.8 -49.8 Pole TP23x16x0.3125 1 -7.27 1283.28 31.6 Pass L2 49.8 -0 Pole TP30.25x21.8036x0.375 2 -14.61 2080.19 38.4 Pass Summary Pole (L2)38.4 Pass RATING =38.4 Pass Program Version 8.1.1.0 - 6/3/2021 File:H:/My Drive/zz TAEC/ID6 Erickson/Reports/Calculations/Monopole Analysis_R0_221019/ID6 Erickson_Monopole_R0 221019.eri Monopole Base Plate Connection #VALUE! Anchor Rod Data Anchor Rod Summary (units of kips, kip-in) (8) 2-1/4" ø bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 36" BC Pu_t = 99.45 φPn_t = 243.75 Stress Rating Anchor Spacing: 5.875 in Vu = 0.99 φVn = 149.1 40.8% Mu = 1.6 φMn = 128.14 Pass Base Plate Data 35" W x 2.5" Plate (A572-50; Fy=50 ksi, Fu=65 ksi); Clip: 7 in Base Plate Summary Max Stress (ksi):17.82 (Flexural) Stiffener Data Allowable Stress (ksi):45 N/A Stress Rating:39.6%Pass Pole Data 30.25" x 0.375" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi) 14.61 7.89 Adjusted Pole Reactions Site #3098879 Applied Loads Site Name ID6 Erickson Client Verizon Analysis Considerations Site Info TIA-222 Revision H Grout Considered:No Analysis ResultsConnection Properties Iar (in)2.5 Moment (kip-ft)608.63 Axial Force (kips)14.61 Shear Force (kips)7.89 Moment (kip-ft) Axial Force (kips) Shear Force (kips) 0.00 Analysis Date: 10/19/2022CCIplate - Version 4.1.2