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SE202200064 Correspondence 2022-11-04 (5)
EMAAN S(Or2`41,11 ENGINEERING SOLUTIONS Structural Analysis Report Prepared for: Shenandoah Mobile, LLC 500 Shentel Way Edinburg, VA 22824 Structure Site ID Proposed Carrier Site Name Site Location County Date Max Structure Usage Max Foundation Usage Result Prepared By: Trevor Kuper, E.I.T. (NE) Structural Engineer ATTN: Mr. Drew Lavan : 100 ft Monopole : 69202 : T-Mobile (Affiliate) : Rio Road East (Dunlora) : 1227 Rio Road East Charlottesville, VA 38.070014,-78.467128 : Albemarle : September 2, 2022 : 38% : 60% : Pass THOMAS LYNN TAYLOR Lic. No. 0402048330 EXP. 02/31/2023 sined by Thomas Tholmals L Taylorr L. Taylor 145o01-05'oob Semaan Engineering Solutions Holdings, LLC-1047 N 205th St- Elkhorn, NE 68022 - 402-289-1888 - 402-289-1861 �M SEMAAN Site Dmber O I0ENGINEERING SOLUTIONS Septe2, 02, 2022 2 Table of Contents Introduction 1 Supporting Documents 1 Analysis 1 Conclusion 1 Existing Equipment 2 Equipment to be Removed 2 Proposed Equipment 2 Structure Usages 3 Foundations 3 Standard Conditions 4 Calculations Attached Semaan Engineering Solutions Holdings, LLC -1047 N 205th St -Elkhorn, NE 68022 - 402-289-1888 - 402-289-1861 XOSEMAAN TQ0 ENGINEERING SOLUTIONS Introduction Site ID 69202 September 2, 2022 Page 1 The purpose of this report is to summarize results of a structural analysis performed on the 100 ft Monopole to reflect the change in loading by T-Mobile (Affiliate). Supporting Documents Tower Drawing Valmont Project # 373534, dated June 1, 2017 Foundation Drawing Valmont Drawing # B-148205, dated July 26, 2018 Geotechnical Report NGE Project # W18060, dated May 7, 2018 Mount Analysis NB+C Project # 100838, dated June 27, 2022 Tower Loading Email from Drew Lavan, dated May 23, 2022 Analysis The tower was analyzed using TNX tower analysis software. This program considers an elastic three-dimensional model and second -order effects per ANSI/TIA-222. Basic Wind Speed 110 mph (3-Second Gust) Vult Basic Wind Speed w/Ice 30 mph (3-Second Gust) w/ 1" radial ice concurrent Code ANSI/TIA-222-H / 2018 IBC Risk Category II Exposure Category B Topographic Category 1 Crest Height 1 0 ft Spectral Response Ss = 0.215 , S1 = 0.058 Site Class C - Very Dense Soil Ground Elevation 498.29 ft Conclusion Based on the analysis results, the structure meets the requirements per the applicable codes listed above. The tower and foundation can support the equipment as described in this report. If you have any questions or require additional information, please contact Semaan Engineering Solutions at 402- 289-1888. Semaan Engineering Solutions Holdings, LLC -1047 N 205th St -Elkhorn, NE 68022 - 402-289-1888 - 402-289-1861 W4, 0ESEMAAN Existing Equipment This loading is included in the analysis. Site ID 69202 September 2, 2022 Page 2 Centerline Elevation (ft) Qty. Antenna Mount Type Coax (in) Carrier Mountl Equip. No loading considered as to be existing. Equipment to be Removed This loading is not included in the analysis. Centerline Elevation (ft) Qty. Antenna Mount Type Coax (in) Carrier MounrEq 55.0 3 RV4PX310R-V2 Collar Mount (3) 1-1/4" Hybrid T-Mobile (Affiliate) 3 RRH 2x50-800 3 RRH 4x45-1900 1 RRH 8x20-2500 Proposed Equipment This loading is included in the analysis. Centerline Elevation (ft) Qty. Antenna Mount Type Coax (in) Carrier Mount FEquip. (1) SiteProl UWS6-NP Ring 98.0 98.0 - - Mounts 95.0 3 AIR 6419 B41 3 FFVV-65A-R2-Vl (4) 1.99" T-Mobile 91.0 3 4460 625/B66 RRU (Affiliate) 3 4480 1371/1385 (1) SiteProl UWS6-NP Ring 93.0 93.0 - - Mounts Install proposed coax inside the pole shaft. Semaan Engineering Solutions Holdings, LLC- Ioa7 N 2oS[h St- Elkhorn, NE 68022-Q2-289-ISM - M2-289-1861 I„ jSAN ENGINEERING Structure Usages Structural Component Controlling Usage Pass/Fail Shaft 38% Pass Anchor Bolts 37% Pass Baseplate 24% Pass Foundations Reaction Component Analysis Reactions % of Usage Moment (Kips -Ft) 345.1 60% Axial (Kips) 9.5 33% Shear (Kips) 5.2 5% Reinf. Conc. Fnd. Capacity N/A 31% Site ID 69202 September 2, 2022 Page 3 The structure base reactions resulting from this analysis were found to be acceptable through analysis based on geotechnical and foundation information, therefore no modification or reinforcement of the foundation will be required. Semaan Engineering Solutions Holdings, IC -1047 N 205th St- Elkhorn, NE 68022 - 402-289-1888- 402-289-1861 I„ jSAN ENGINEERING Standard Conditions All engineering services are performed on the basis that the information used is current and correct. This information may consist of, but is not necessary limited, to: --Information supplied by the client regarding the structure itself, antenna, mounts and feed line loading on the structure and its components, or other relevant information. -- Information from drawings in the possession of Semaan Engineering Solutions, or generated by field inspections or measurements of the structure. It is the responsibility of the client to ensure that the information provided to Semaan Engineering Solutions Holdings and used in the performance of our engineering services is correct and complete. In the absence of information to the contrary, we assume that all structures were constructed in accordance with the drawings and specifications and that their capacity has not significantly changed from the "as new" condition. Unless explicitly agreed by both the client and Semaan Engineering Solutions, all services will be performed in accordance with the current revision of ANSI/TIA -222. The design basic wind speed will be determined based on the minimum basic wind speed as prescribed in ANSI/TIA-222. Although every effort is taken to ensure that the loading considered is adequate to meet the requirements of all applicable regulatory entities, we can provide no assurance to meet any other local and state codes or requirements. If wind and ice loads or other relevant parameters are to be different from the minimum values recommended by the codes, the client shall specify the exact requirement. All services are performed, results obtained, and recommendations made in accordance with generally accepted engineering principles and practices. Semaan Engineering Solutions Holdings is not responsible for the conclusions, opinions and recommendations made by others based on the information we supply. Semaan Engineering Solutions Holdings, IC -109] N 205th St- Elkhorn, NE 68022 - 402-289-1888- "2-289-1861 100.0fl q W C 8 p 8 8 B 8 = 8 ft 5y E y Z r r 5 MATERIAL TOWER DESIGN NOTES 1. Tower is located in Albemarle County, Virginia. 2. Tower designed for Exposure B to the TIA-222-H Standard. 3. Tower designed for a 110 mph basic wind in accordance with the TIA-222-H Standard. 4. Tower is also designed for a 30 mph basic wind with 1.00 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Risk Category If. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. CCISeismic Note: Seismic loads generated by CCISeismic 3.3.6 9. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1 10. TOWER RATING: 37.6% 47.8ft C ALL REACTIONS ARE FACTORED AXIAL 97721b SHEAMOMENT 237 /b 77�����...JJ111r11r1 20 kip-R TORQUE 0 kip-R SEISMIC AXIAL 14824 Ib SHEAMOMENT 652 /b fff������������ 42 kip-R TORQUE 0 kip-R 30 mph WIND - 1.00 in ICE AXIAL j947IT81bb SH2lb?, \ MOMENT 5212 /b i 345 kip-R 1.08 TORQUE 0 kip-R REACTIONS - 110 mph WIND Sefnaan Engineering Solutions, LL O0 69202 Rio Road East 1047 S. 205th St. vroW: REVV1 lcw-: Elkhorn, NE, 68022 crem. Shenandoah Mobile, LLC Phone:(402)-289-1888 TIA-222-H i3 g W 8 � g g M m c = 9 5y E y 2 Z r r 5 47.88 1.08 C DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION ligt ng RW 51Bx5' 100 FFWfi.SA-R2-V1v Mount Pipe CT-Mobik(AMliWe)) 95 51ePm1 MW NP Rir Mouni(SES) (T-Mobik(AMliWe)) 98 4460 M2 B56 RRU(T-MWile (Affiliate)) 95 AIR 6419 B41 v Mount Pipe (T-Mobik(AMliWe)) 95 4460 MVB66 RRU(T-MWile (Affiliate)) 95 AIR 6419 B41 v Mount Pipe (T-Mobik(AMliWe)) 95 4460 B2VW RRU(T-MWile (AMliate)) 95 AIR 6419 B414V Mount Pipe (T-Mobik(AMlWe)) g5 4460 B71IBM(T-MobiW(Mliate)) % FFW-R2-V14V Moui6 Pipe (T-Mobik (AMlWe)) 95 4460 B71IBM(T-MWile(Mlk )) 95 4460 B71IBM (T-MWile (Mlk )) 95 FF-65A-R2-V14V Meunt Pipe (T-Mobik (MlWe)) 95 SltePml MWNP Ri, MouM(SE5) CT-Mobik (AMiWe)) 0 Semaan Engineering Solutions, LL O0: 69202 Rio Road East 1047 S. 205th St. P`oW: REVD1 Elkhorn, NE, 68022 cliem: Shenandoah Mobile, LLC Phone:(402)-289-1888 cone. TIA-222-H TIA-222-H - 110 mphl30 mph 1.00 in Ice Exposure B Vx Vz Maximum Values Mx Mz c 0 V d W Global Mast Shear (lb) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I <] ] I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Global Mast Moment (kip-ft) Semnnn Engineering Solutions, LL O0 69202 Rio Road East 1047 S. 205th St. vroW: REV01 Elkhorn, NE, 68022 cram. Shenandoah Mobile, LLC Phone:(402)-289-1888 lcw-: TIA-222-H TIA-222-H - Service - 60 mph Maximum Values c 0 y m m I11 Deflection (in) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 6]] I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Semaan Engineering Solut 1047 S. 205th St. Elkhorn, NE, 68022 Phone: (402)-289-1888 Twist 69202 Rio Road East Round Flat Feed Line Distribution Chart 1' - 100, Apo In Face Add Out Face Trass Leg Face A c 0 y m m w Face B Face C Semnan Engineering Solutions, LL 1047 S. 205th St. Elkhorn, NE, 68022 Phone:(402)-289-1888 lcw-: O0 69202 Rio Road East vroW: REVV1 cram. Shenandoah Mobile, LLC TIA-222-H l tnxl owes Semaan Engineering Solutions, Job 69202 Rio Road East Page 1 of 21 Project Date LLC REV01 10:41:49 09/01/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TIeVOIK FAX. (402)-289-1861 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 Albemarle County, Virginia. Tower base elevation above sea level: 499.29 ft. Basic wind speed of 110 mph. Risk Category II. Exposure Category B. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0.00 ft. Nominal ice thickness of 1.00 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Deflections calculated using a wind speed of 60 mph. CCISeismic Note: Seismic loads generated by CCISeismic 3.3.6. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1. 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. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC nD+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Ignore KL/ry For 60 Deg, Angle Legs Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-H Bracing Resist. Exemption Use TIA-222-H Tension Splice Exemption Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Comer Radii Are Known Tapered Pole Section Geometry tnxTower Sentaan Engineering Solutions, Job 69202 Rio Road East Page 2 of 21 Project Date LLC REV01 10:41:49 09/01/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TIQVOIK FAX. (402)-289-1861 Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius LI 100.00-47.75 52.25 4.25 18 18.00 25.59 0.19 0.75 A572-65 (65 ks) L2 47.75-1.00 51.00 18 24.59 32.00 0.22 0.88 A572-65 (65 kc) Tapered Pole Properties Section Tip Dta w w1t 25.95 15.12 1232.00 9.02 13.00 94.78 2465.63 7.56 4.17 22.257 L2 25.57 16.92 1270.51 8.65 12.49 101.69 2542.69 8.46 3.94 18.028 32.46 22.07 2815.83 11.28 16.26 173.22 5635.36 11.04 5.25 23.986 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt Stitch Bolt (perface) A, Spacing Spacing Spacing Diagonals Horizontals Redundams Ll 100.00-47.75 L2 47.75-1.00 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Component Placement Total CAAA Weight or Shield From Type Number Leg Torque ft .f/ft pf 1.991, B No No Inside Pole 95.00 - 1.00 4 No lee 0.00 1.040 (T-Mobile 1/2" lee 0.00 1.040 (Affiliate)) P Ice 0.00 1.040 Feed Line/Linear Appurtenances Section Areas Tower Tower Face Ax AF AAA CtAq Weight Section Elevation /n Face Out Face ft f ji= ji= ji= lb LI 100.00-47.75 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 196.56 C 0.000 0.000 0.000 0.000 0.00 L2 47.75-1.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 194.48 C 0.000 0.000 0.000 0.000 0.00 tnxTowei Semaan Engineering Solutions, Job 69202 Rio Road East Page 3 of 21 Project Date LLC REV01 10:41:49 09/01/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TIeVOfK FAX. (402)-289-1861 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tauter Face Ice AR AF CAA CAAA Weight Section Elevation or Thickness In Face Out Face ft Leg in ftz fir ft, fir lb Ll 100.00-47.75 A 1.083 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 196.56 C 0.000 0.000 0.000 0.000 0.00 L2 47.75-1.00 A 0.968 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 194.48 C 0.000 0.000 0.000 0.000 0.00 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz Ice Ice Ll 100.00-47.75 0.00 0.00 0.00 0.00 L2 47.75-1.00 0.00 0.00 0.00 0.00 Note: For pole sections, center of pressure calculations do not consider feed line shielding. User Defined Loads - Seismic Description Elevation Offset Azimuth E. Ew Ew E„ From Angle Centroid ft ft 0lb lb lb lb CCISeismic Tower Section 1 - 1 98.88 0.000 0.000 3.05 0.00 0.00 5.54 CCISeismic Tower Section 1 - 2 92.75 0.000 0.000 14.24 0.00 0.00 22.95 CCISeismic Tower Section 1 - 3 82.75 0.000 0.000 15.33 0.00 0.00 20.01 CCISeismic Tower Section 1 - 4 72.75 0.000 0.000 16.43 0.00 0.00 16.88 CCISeismic Tower Section 1 - 5 62.75 0.000 0.000 17.52 0.00 0.00 13.67 CCISeismic Tower Section 1 - 6 52.75 0.000 0.000 18.62 0.00 0.00 10.51 CCISeismic Tower Section 2 - 1 51.50 0.000 0.000 2.15 0.00 0.00 1.16 CCISeismic Tower Section 2 - 2 46.00 0.000 0.000 22.23 0.00 0.00 9.71 CCISeismic Tower Section 2 - 3 36.00 0.000 0.000 23.51 0.00 0.00 6.48 CCISeismic Tower Section 2 - 4 26.00 0 000 0.000 24.79 0.00 0.00 3.69 CCISeismic Tower Section 2 - 5 16.00 0.000 0.000 26.06 0.00 0.00 1.52 CCISeismic Tower Section 2 - 6 6.00 0.000 0.000 27.34 0.00 0.00 0.21 CCISeismic tower mounts 100.00 0.000 0.000 1.16 0.00 0.00 2.14 Lightning Rod 5/8x5' CCISeismic pole mounts 98.00 0.000 0.000 10.30 0.00 0.00 18.39 SiteProl I1WS6-NP Ring Mount (SES) CCISeismic pole mounts 93.00 0.000 0.000 10.30 0.00 0.00 16.69 SiteProl IlWS6-NP Ring Mount (SES) CCISeismic ericsson AIR 6419 95.00 0.000 0.000 4.82 0.00 0.00 8.12 B41 w/8' Mount Pipe CCISeismic ericsson AIR 6419 95.00 0.000 0.000 4.82 0.00 0.00 8.12 l tnxl owes Semaan Engineering Solutions, Job 69202 Rio Road East Page 4 of 21 Project Date LLC REV01 10:41:49 09/01/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TfeVOfK FAX. (402)-289-1861 Description Elevation R Offset From Centroid f Azimuth Angle 0 E, lb EM lb E& lb Eh lb B41 w/8' Mount Pipe CCISeismic ericsson AIR 6419 95.00 0.000 0.000 4.82 0.00 0.00 8.12 B41 w/8' Mount Pipe CCISeismic commscope 95.00 0.000 0.000 3.82 0.00 0.00 6.43 FFV V-65A-R2-V I w/8' Mount Pipe CCISeismic commscope 95.00 0.000 0.000 3.82 0.00 0.00 6.43 FFV V-65A-R2-V I w/8' Mount Pipe CCISeismic commscope 95.00 0.000 0.000 3.82 0.00 0.00 6.43 FFV V-65A-R2-V I w/8' Mount Pipe CCISeismic ericsson 4460 95.00 0.000 0.000 4.06 0.00 0.00 6.85 B25/B66 RRU CCISeismic ericsson 4460 95.00 0.000 0.000 4.06 0.00 0.00 6.85 B25B66 RRU CCISeismic ericsson 4460 95.00 0.000 0.000 4.06 0.00 0.00 6.85 B25B66 RRU CCISeismic ericsson 4480 95.00 0.000 0.000 2.88 0.00 0.00 4.85 B71B85 CCISeismic ericsson 4480 95.00 0.000 0.000 2.88 0.00 0.00 4.85 B71/B85 CCISeismic ericsson 4480 95.00 0.000 0.000 2.88 0.00 0.00 4.85 B71B85 CCISeismic (4) 1.99" From 0 to 92.50 0.000 0.000 0.78 0.00 0.00 1.24 94 (89ft to94ft) CCISeismic (4) 1.99" From 0 to 85.00 0.000 0.000 1.55 0.00 0.00 2.13 94 (79ft to89ft) CCISeismic (4) 1.99" From 0 to 75.00 0.000 0.000 1.55 0.00 0.00 1.69 94 (69ft to79ft) CCISeismic (4) 1.99" From 0 to 65.00 0.000 0.000 1.55 0.00 0.00 1.29 94 (59ft to69ft) CCISeismic (4) 1.99" From 0 to 55.00 0.000 0.000 1.55 0.00 0.00 0.95 94 (49ft to59ft) CCISeismic (4) 1.99" From 0 to 45.00 0.000 0.000 1.55 0.00 0.00 0.65 94 (39ft to49ft) CCISeismic (4) 1.99" From 0 to 35.00 0.000 0.000 1.55 0.00 0.00 0.41 94 (29ft to39ft) CCISeismic (4) 1.99" From 0 to 25.00 0.000 0.000 1.55 0.00 0.00 0.21 94 (19ft to29ft) CCISeismic (4) 1.99" From 0 to 15.00 0.000 0.000 1.55 0.00 0.00 0.08 94 (9ftto19ft) CCISeismic (4) 1.99" From 0 5.50 0.000 0.000 L40 0.00 0.00 0.01 to 94 (Oft to9ft) Description Lightning Rod 5/8x5' Discrete Tower Loads Face Offset Offsets: or Type Horz Leg Lateral Vert ft ft ft C From Face 0.00 Azimuth Placement C,AA C,AA Adjustment Front Side 0.000 100.00 No Ice 0.31 0.31 Weight lb 31.00 l tnxl owes Semaan Engineering Solutions, Job 69202 Rio Road East Page 5 of 21 Project Date LLC REV01 10:41:49 09/01/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TIeVOIK FAX. (402)-289-1861 Description Face Offset Offsets: Azimuth Placement C,AA C,AA Weight or Type Horn Adjustment Front Side Leg Lateral Vert ft ft .Re .Re lb 0.000 1/2" Ice 0.83 0.83 34.50 2.500 P Ice 1.32 1.32 41.28 ++rr SiteProl UWS6-NP Ring C None 0.000 98.00 No lee 1.45 1.45 276.40 Mount (SES) 1/2" Ice 2.19 2.19 389.00 (T-Mobile (Affiliate)) P Ice 2.93 2.93 513.65 SiteProl UWS6-NP Ring C None 0.000 93.00 No lee 1.45 1.45 276.40 Mount (SES) 1/2" Ice 2.19 2.19 389.00 (T-Mobile (Affiliate)) P Ice 2.93 2.93 513.65 AIR 6419 B41 w/8' Mount A From Face 0.50 0.000 95.00 No Ice 7.59 4.55 129.32 Pipe 0.000 1/2" Ice 8.43 5.61 192.83 (T-Mobile (Affiliate)) 0.000 P Ice 9.06 6.33 263.75 AIR 6419 B41 w/8' Mount B From Face 0.50 0.000 95.00 No Ice 7.59 4.55 129.32 Pipe 0.000 1/2" Ice 8.43 5.61 192.83 (T-Mobile (Affiliate)) 0.000 P Ice 9.06 6.33 263.75 AIR 6419 B41 w/8' Mount C From Face 0.50 0.000 95.00 No Ice 7.59 4.55 129.32 Pipe 0.000 1/2" Ice 8.43 5.61 192.83 (T-Mobile (Affiliate)) 0.000 P Ice 9.06 6.33 263.75 FFW-65A-R2-V 1 w/8' A From Leg 0.50 0.000 95.00 No Ice 11.06 5.99 102.39 Mount Pipe 0.000 1/2" Ice 11.89 7.13 187.56 (T-Mobile (Affiliate)) 0.000 V Ice 12.64 8.12 280.35 FFW-65A-R2-V 1 w/8' B From Leg 0.50 0.000 95.00 No Ice 11.06 5.99 102.39 Mount Pipe 0.000 1/2" Ice 11.89 7.13 187.56 (T-Mobile (Affiliate)) 0.000 P Ice 12.64 8.12 280.35 FFW-65A-R2-V 1 w/8' C From Leg 0.50 0.000 95.00 No Ice 11.06 5.99 102.39 Mount Pipe 0 000 1/2" Ice 11.89 7.13 187.56 (T-Mobile (Affiliate)) 0000 P Ice 12.64 8.12 280.35 4460 B25B66 RRU A From Face 0.50 0.000 95.00 No Ice 2.56 1.98 109.00 (T-Mobile (Affiliate)) 0.000 1/2" Ice 2.76 2.16 134.38 -4.000 P Ice 2.97 2.34 163.03 4460 B25B66 RRU B From Face 0.50 0.000 95.00 No Ice 2.56 1.98 109.00 (T-Mobile (Affiliate)) 0.000 1/2" Ice 2.76 2.16 134.38 -4.000 P Ice 2.97 2.34 163.03 4460 B25B66 RRU C From Face 0.50 0.000 95.00 No Ice 2.56 1.98 109.00 (T-Mobile (Affiliate)) 0.000 1/2" Ice 2.76 2.16 134.38 -4.000 V Ice 2.97 2.34 163.03 4480 B71B85 A From Leg 0.50 0.000 95.00 No Ice 2.84 1.38 77.20 (T-Mobile (Affiliate)) 0.000 1/2" Ice 3.05 1.54 98.82 -4.000 P Ice 3.27 1.70 123.54 4480 B71B85 B From Leg 0.50 0.000 95.00 No Ice 2.84 1.38 77.20 (T-Mobile (Affiliate)) 0.000 1/2" Ice 3.05 1.54 98.82 -4.000 V Ice 3.27 1.70 123.54 4480 B71B85 C From Leg 0.50 0.000 95.00 No Ice 2.84 1.38 77.20 (T-Mobile (Affiliate)) 0.000 1/2" Ice 3.05 1.54 98.82 -4.000 V Ice 3.27 1.70 123.54 rr+ Tower Pressures - No Ice GH = L100 l tnxl owes Semaan Engineering Solutions, Job 69202 Rio Road East Page 6 of 21 Project Date LLC REV01 10:41:49 09/01/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TfeVOfK FAX. (402)-289-1861 Section z Kz q: Aa F AF AR A,, Leg CAAA CAAA Elevation a % 1n Out c Face Face bf ft, e It, ft, ft, ft, It, Ll 73.02 0.903 0.026 96.230 A 0 000 96.230 96.230 100.00 0.000 0 000 100.00-47.75 B 0 000 96.230 100.00 0.000 0 000 C 0.000 96.230 100.00 0.000 0.000 L247.75-1.00 23.75 0.7 0.021 113.032 A 0.000 113.032 113.032 100.00 0.000 0.000 B 0.000 113.032 100.00 0.000 0.000 C 1 0 000 1 113.032 1 100.00 1 0.000 0.000 Tower Pressure - With Ice Ca = 1.100 Section z Kz q, tz Aa F AF AR A,, Leg CAAA CAAA Elevation a % 1n Out c Face Face kyf in e ft2 LI 100.00-47.75 73.02 0.903 0.002 1.08 105.658 A 0.000 105.658 105.658 100.00 0.000 0.000 B 0.000 105.658 100.00 0.000 0.000 C 0.000 105.658 10000 0.000 0.000 L2 47.75-1.00 23.75 0.7 0.002 0.97 121.467 A 0.000 121.467 121.467 10000 0.000 0.000 B 0.000 121.467 100.00 0.000 0.000 C 1 0.000 121.467 100.00 0.000 0.000 Tower Pressure - Service Section z Kz q, Aa F AF AF Ai, Leg CAAA CAAA Elevation a % 1n Out c Face Face ks e ft2 Ll 73.02 0.903 0.007 96.230 A 0.000 96.230 96.230 100.00 0.000 0.000 100.00-47.75 B 0.000 96.230 100.00 0.000 0.000 C 0.000 96.230 100.00 0.000 0.000 L247.75-1.00 23.75 0.7 0.006 113.032 A 0.000 113.032 113.032 100.00 0.000 0.000 B 0.000 113.032 100.00 0.000 0.000 C 0.000 113.032 100.00 0.000 0.000 Tower Forces - No Ice - Wind Normal To Face Section Add Self F e CF q- Dv DR At F it 011. Elevation Weight Weight a Face c ksf Ib Ib a f12 Ib PIf L1 196.56 2286.14 A 1 0.63 0.026 1 1 96.230 1730.81 33.126 C 100.00-47.75 B 1 0.63 1 1 96.230 C 1 0.63 1 1 96.230 L247.75-1.00 194.48 3383.27 A 1 0.63 0.021 1 1 113.032 1624.07 34.739 C B 1 0.63 1 1 113.032 C 1 0.63 1 1 113.032 l tnxl owes Semaan Engineering Solutions, Job 69202 Rio Road East Page 7 of 21 Project Date LLC REV01 10:41:49 09/01/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TfeVOfK FAX. (402)-289-1861 Section Add Self F e CF q= DF DR AE F w CO. Elevation Weight Weight a Face c ksf lb lb a lb pir Sum Weight: 391.04 1 5669.40 OTM 161.60 3354.87 ki -ft Tower Forces - No Ice - Wind 60 To Face Section Add Self F e CF qa DF DR AE F w CO. Elevation Weight Weight a Face c ksf ft lb lb a fi2 lb pir Ll 196.56 2286.14 A 1 0.63 0.026 1 1 96.230 1730.81 33.126 C 100.00-47.75 B 1 0.63 1 1 96.230 C 1 0.63 1 1 96.230 L247.75-1.00 194.48 3383.27 A 1 0.63 0.021 1 1 113.032 1624.07 34.739 C B 1 0.63 1 1 113.032 C 1 0.63 1 1 113.032 Sum Weight: 391.04 5669.40 OTM 161.60 3354.87 ki -ft Tower Forces - No Ice - Wind 90 To Face Section Add Self F e CF qa DF DR AS F 1V Ct, [. Elevation Weight Weight a Face c ksf lb lb a lb pir L1 196.56 2286.14 A 1 0.63 0.026 1 1 96.230 1730.81 33.126 C 100.00-47.75 B 1 0.63 1 1 96.230 C 1 0.63 1 1 96.230 L247.75-1.00 194.48 3383.27 A 1 0.63 0.021 1 1 113.032 1624.07 34.739 C B 1 0.63 1 1 113.032 C 1 0.63 1 1 113.032 Sum Weight: 391.04 5669.40 OTM 161.60 3354.87 ki -ft Tower Forces - With Ice - Wind Normal To Face Section Add Self F e CF q- DF DR AE F lv CO. Elevation Weight Weight a Face c ksf lb lb a ft, lb pir Ll 196.56 3883.46 A 1 11 0.002 1 1 105.658 246.80 4.724 C 100.00-47.75 B 1 1.1 1 1 105.658 C 1 1.1 1 1 105.658 L247.75-1.00 194.48 5034.58 A 1 1.1 0.002 1 1 120.571 224.99 4.813 C B 1 1.1 1 1 120.571 l tnxl owes Semaan Engineering Solutions, Job 69202 Rio Road East Page 8 of 21 Project Date LLC REV01 10:41:49 09/01/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TfeVOfK FAX. (402)-289-1861 Section Add Self F e CF q= DF DR AE F w CO. Elevation Weight Weight a Face c ksf lb lb a lb pir C 1 L I 1 1 120.571 Sum Weight: 391.04 8918.05 OTM 22.89 471.79 ki -ft Tower Forces - With Ice - Wind 60 To Face Section Add Self F e Ct q: DF Ds At F w Ctrl. Elevation Weight Weight a Face c ksf lb lb a fi2 lb pir L1 196.56 3883.46 A 1 1.1 0.002 1 1 105.658 246.80 4.724 C 100.00-47.75 B 1 1.1 1 1 105.658 C 1 1.1 1 1 105.658 1247.75-1.00 194.48 5034.58 A 1 1.1 0.002 1 1 120.571 224.99 4.813 C B 1 1.1 1 1 120.571 C 1 1.1 1 1 120.571 Sum Weight: 391.04 8918.05 OTM 22.89 471.79 ki -ft Tower Forces - With Ice - Wind 90 To Face Section Add Self F e CF q= DF Ds At F w Ctrl. Elevation Weight Weight a Face c ksf lb lb a ft, lb PIf Ll 196.56 3883.46 A 1 1.1 0.002 1 1 105.658 246.80 4.724 C 100.00-47.75 B 1 1.1 1 1 105.658 C 1 1.1 1 1 105.658 1247.75-1.00 194.48 5034.58 A 1 1.1 0.002 1 1 120.571 224.99 4.813 C B 1 1.1 1 1 120.571 C 1 1.1 1 1 120.571 Sum Weight: 391.04 8918.05 OTM 22.89 471.79 ki -ft Tower Forces - Service - Wind Normal To Face Section Add Self F e CF q= DE DR AE F w Ctrl. Elevation Weight Weight a Face c ksf lb lb a fI2 !b pir L1 196.56 2286.14 A 1 0.63 0.007 1 1 96.230 460.75 8.818 C 100.00-47.75 B 1 0.63 1 1 96.230 C 1 0.63 1 1 96.230 L247.75-1.00 194.48 3383.27 A 1 0.63 0.006 1 1 113.032 432.33 9.248 C l tnxl owes Semaan Engineering Solutions, Job 69202 Rio Road East Page 9 of 21 Project Date LLC REV01 10:41:49 09/01/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TfeVOfK FAX. (402)-289-1861 Section Add Self F e CF qr DF DR As F IF CO. Elevation Weight Weight a Face c ksf lb lb a lit It, pir B I 0.63 1 1 113.032 C 1 0.63 1 1 113.032 Sum Weight: 391.04 5669.40 OTM 43.02 893.08 kip -fit Tower Forces - Service - Wind 60 To Face Section Add Self F , Ct qr DF DR F w Ctrl. Elevation Weight Weight a Face c ksf lb lb a ft2 lb pir L1 196.56 2286.14 A 1 0.63 0.007 1 1 96,230 460.75 8.818 C 100,00-47.75 B 1 0.63 1 1 96,230 C 1 0.63 1 1 96,230 L247.75-1.00 194.48 3383.27 A 1 0.63 0.006 1 1 113.032 432.33 9.248 C B 1 0.63 1 1 113.032 C 1 0.63 1 1 113.032 Sum Weight: 391.04 5669.40 OTM 43.02 893.08 kip -fit Tower Forces - Service - Wind 90 To Face Section Add Self F e CF qr DF DR As F W CO. Elevation Weight Weight a Face c ksf lb lb a lit lb pir L1 196.56 2286.14 A 1 0.63 0007 I 1 96,230 460.75 8.818 C 100.00-47.75 B 1 0.63 1 1 96,230 C 1 0.63 1 1 96,230 L2 47.75-1.00 194.48 3383.27 A 1 0.63 0 006 1 1 113.032 432.33 9.248 C B 1 0.63 1 1 113.032 C 1 0.63 1 1 113.032 Sum Weight: 391.04 5669.40 OTM 43.02 893.08 kip -fit Force Totals Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments, M, Moments, M- Ib It, lb kt - t ki - t ki - t Leg Weight 5669A Bracing Weight 0.00 Total Member Self -Weight 5669A0 0 02 000 l tnxl owes Semaan Engineering Solutions, Job 69202 Rio Road East Page 10 of 21 Project Date LLC REV01 10:41:49 09/01/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TIeVOfK FAX. (402)-289-1861 Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments, M. Moments, M. 16 16 16 ki - ki - ki Total Weight 7897.97 0.02 0.00 Wind deg -No Ice 0.00 -5211.72 -334.64 0.00 0.00 Wind 30 deg -No Ice 2605.86 -4513.48 -289.80 -167.33 0.00 Wind 60 deg -No Ice 4513.48 -2605.86 -167.31 -289.82 0.01 Wind 90 deg -No Ice 5211.72 0.00 002 -334 66 0.01 Wind 120 deg -No Ice 4513.48 2605.86 167.35 -289.82 0.01 Wind 150 deg -No Ice 2605.86 4513.48 289.85 -167.33 0.00 Wind 180 deg -No Ice 0.00 5211.72 33468 0.00 0.00 Wind210deg-No Ice -2605.86 4513.48 289.85 167.33 -0.00 Wind 240 deg -No Ice -4513.48 2605.86 167.35 289.82 -0.01 Wind 270 deg -No Ice -5211.72 0.00 0.02 334.66 -0.01 Wind 300 deg -No Ice -4513.48 -2605.86 -167.31 289.82 -0.01 Wind 330 deg -No Ice -2605.86 -4513.48 -289.80 167.33 -0.00 Member Ice 3248.65 Total Weight Ice 1309442 0.03 0.00 Wind 0 deg - Ice 0.00 -652.20 -39.71 0.00 0.00 Wind 30 deg - Ice 326.10 -564.82 -34.38 -19.87 0.00 Wind 60 deg - Ice 564.82 -326.10 -19.84 -34.42 0.00 Wind 90 deg - Ice 652.20 0.00 0.03 -39.74 0.00 Wind 120 deg - Ice 564.82 326.10 19.90 -34.42 0.00 Wind 150 deg - Ice 326.10 564.82 34.45 -19.87 0.00 Wind 180 deg - Ice 0.00 652.20 39.77 0.00 0.00 Wind 210 deg - Ice -326.10 564.82 34.45 19.87 -0.00 Wind 240 deg - Ice -564.82 326.10 19.90 34.42 -0.00 Wind 270 deg - Ice -652.20 0.00 0.03 39.74 -0.00 Wind 300 deg - Ice -564.82 -326.10 -M84 34.42 -0.00 Wind 330 deg - Ice -326.10 -564.82 -34.38 19.87 -0.00 Total Weight 7897.97 0.02 0.00 Wind 0 deg- Service 0.00 -1387.37 -89.06 0.00 0.00 Wind 30 deg - Service 693.69 -1201.50 -77.13 -44.54 0.00 Wind 60 deg - Service 1201.50 -693.69 -44.52 -77.15 0.00 Wind 90 deg - Service 1387.37 0.00 002 -89.09 0.00 Wind 120 deg- Service 1201.50 693.69 44.57 -77.15 0.00 Wind 150 deg- Service 69369 1201.50 77.17 -44.54 0.00 Wind 180 deg - Service 0.00 1387.37 89.11 0.00 0.00 Wind 210 deg - Service -693.69 1201.50 77.17 44.54 -0.00 Wind 240 deg - Service -1201:50 693.69 44.57 77.15 -0.00 Wind 270 deg - Service -1387.37 0.00 002 89.09 -0.00 Wind 300 deg - Service -120L50 -693.69 -44.52 77.15 -0.00 Wind 330 deg- Service -693.69 -1201.50 -77.13 44.54 -0.00 Seismic Vertical 294.32 Seismic Horizontal 0 deg 0.00 -236.93 -19.25 0.00 0.00 Seismic Horizontal 30 deg 118.47 -205.19 -16.67 -9.63 0.00 Seismic Horizontal 60 deg 205.19 -118.47 -9.63 -16.67 0.00 Seismic Horizontal 90 deg 236.93 0.00 0.00 -19.25 0.00 Seismic Horizontal 120 deg 205.19 118.47 9.63 -16.67 0.00 Seismic Horizontal 150 deg 118.47 205.19 16.67 -9.63 0.00 Seismic Horizontal 180 deg 0.00 236.93 19.25 0.00 0.00 Seismic Horizontal 210 deg -118.47 205.19 16.67 9.63 0.00 Seismic Horizontal 240 deg -205.19 118.47 9.63 16.67 0.00 Seismic Horizontal 270 deg -236.93 0.00 0.00 19.25 0.00 Seismic Horizontal 300 deg -205.19 -118.47 -9.63 16.67 0.00 Seismic Horizontal 330 de -118.47 -205.19 -16.67 9.63 0.00 Load Combinations l tnxl owes Semaan Engineering Solutions, Job 69202 Rio Road East Page 11 of 21 Project Date LLC REV01 10:41:49 09/01/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TfeVOfK FAX. (402)-289-1861 Comb. Description No. 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg -No Ice 3 0.9 Dead+1.0 Wind 0 deg -No Ice 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 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+1.01ce 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice 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 51 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 52 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 53 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 54 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 55 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 56 0.9 Dead-1 0 Ev+1.0 Eh 60 deg 57 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 58 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 59 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 60 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 61 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 62 0.9 Dead-1.0 Ev+1.0 Eh 150 deg l tnxl owes Semaan Engineering Solutions, Job 69202 Rio Road East Page 12 of 21 Project Date LLC REV01 10:41:49 09/01/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TIeVOfK FAX. (402)-289-1861 Comb. Description No. 63 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 64 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 65 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 66 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 67 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 68 0.9 Dead-1 0 Ev+1.0 Eh 240 deg 69 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 70 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 71 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 72 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 73 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 74 0.9 Dead-1.0 Ev+1.0 Eh 330 deg Maximum Member Forces Section No. Elevation ft Component Type Condition Gov. Load Comb. Axial lb Major Axis Moment kip-jt Minor Axis Moment kip-jl Ll 100 - 47.75 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -8321.16 0.00 -0.04 Max. Mx 8 -4807.14 -120.54 -0.03 Max. My 14 -4807.13 0.00 -120.57 Max. Vy 8 3571.20 -120.54 -0.03 Max. Vx 14 3571.22 0.00 -120.57 Max. Torque 8 -0.01 L2 47.75 - 1 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -14824.14 0.00 -0.04 Max. Mx 8 -9473.65 -345.02 -0.03 Max. My 14 -9473.65 0.00 -345.05 Max. Vy 8 5218.84 -345.02 -0.03 Max. Vx 14 5218.84 0.00 -345.05 Max. Torque 8 -0.01 Maximum Reactions Location Condition Gov. Vertical Horzontal, X Horizontal, Z Load lb lb lb Comb. Pole Max. Vert 26 14824.14 0.00 0.00 Max. H. 20 9477.57 5211.72 -0.00 Max. H, 2 9477.57 0.00 5211.72 Max. M. 2 344.99 0.00 5211.72 Max. M� 8 345.02 -5211.72 400 Max. Torsion 20 0.01 5211.72 -0 00 Min. Vert 64 6813.85 0.00 -236.93 Min. H. 8 9477.57 -5211.72 -0.00 Min. H. 14 9477.57 0.00 -5211.72 Min. Mx 14 -345.05 0.00 -5211.72 Min. M. 20 -345.02 5211.72 -0.00 Min. Torsion 8 -0.01 -5211.72 -0.00 l tnxl owes Semaan Engineering Solutions, Job 69202 Rio Road East Page 13 of 21 Project Date LLC REV01 10:41:49 09/01/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TIeVOIK FAX. (402)-289-1861 Tower Mast Reaction Summary Torque Load Vertical Shear, Shear. Overturning Overturning Combination Moment, M, Moment, M. lb lb lb kip-R kip-R kip-R Dead Only 7897.97 0.00 0.00 0.02 0.00 0.00 1.2 Dead+1.0 Wind 0 deg - No 9477.57 0.00 -5211.72 -344.99 0.00 0.00 Ice 0.9 Dead+1.0 Wind 0 deg - No 7108.18 0.00 -5211.72 -342.30 0.00 0.00 Ice 1.2 Dead+1.0 Wind 30 deg - No 9477.57 2605.86 -4513.48 -298.76 -172.51 0.00 Ice 0.9 Dead+1.0 Wind 30 deg - No 7108.18 2605.86 -4513.48 -296.44 -171.16 0.00 Ice 1.2 Dead+1.0 Wind 60 deg - No 9477.57 4513.48 -2605.86 -172.48 -298.79 0.01 Ice 0.9 Dead+1.0 Wind 60 deg - No 7108.18 4513.48 -2605.86 -171.14 -296.46 0.01 Ice 1.2 Dead+1.0 Wind 90 deg - No 9477.57 5211.72 0.00 0.03 -345.02 0.01 Ice 0.9 Dead+1.0 Wind 90 deg - No 7108.18 5211.72 0.00 0.02 -342.33 0.01 Ice 1.2 Dead+1.0 Wind 120 deg - 9477.57 4513.48 2605.86 172.54 -298.79 0.01 No Ice 0.9 Dead+1.0 Wind 120 deg - 7108.18 4513.48 2605.86 171.18 -296.46 0.01 No Ice 1.2 Dead+1.0 Wind 150 deg - 9477.57 2605.86 4513.48 298.82 -172.51 0.00 No Ice 0.9 Dead+1.0 Wind 150 deg - 7108.18 2605.86 4513.48 296.48 -171.16 0.00 No Ice 1.2 Dead+1.0 Wind 180 deg - 9477.57 0.00 5211.72 345.05 0.00 0.00 No Ice 0.9 Dead+1.0 Wind 180 deg - 7108.18 0.00 5211.72 342.35 0.00 0.00 No Ice 1.2 Dead+1.0 Wind 210 deg - 9477.57 -2605.86 4513.48 298.82 172.51 -0.00 No Ice 0.9 Dead+1.0 Wind 210 deg - 7108.18 -2605.86 4513.48 296.48 171.16 -0.00 No Ice 1.2 Dead+1.0 Wind 240 deg - 9477.57 -4513.48 2605.86 172.54 298.79 -0.01 No Ice 0.9 Dead+1.0 Wind 240 deg - 7108.18 -4513.48 2605.86 171.18 296.46 -0.01 No Ice 1.2 Dead+1.0 Wind 270 deg - 9477.57 -5211.72 0.00 0.03 345.02 -0.01 No Ice 0.9 Dead+1.0 Wind 270 deg - 7108.18 -5211.72 0.00 0.02 342.33 -0.01 No Ice 1.2 Dead+1.0 Wind 300 deg - 9477.57 -4513.48 -2605.86 -172.48 298.79 -0.01 No Ice 0.9 Dead+1.0 Wind 300 deg - 7108.18 -4513.48 -2605.86 -171.14 296.46 -0.01 No Ice 1.2 Dead+1.0 Wind 330 deg - 9477.57 -2605.86 -4513.48 -298.76 172.51 -0.00 No Ice 0.9 Dead+1.0 Wind 330 deg - 7108.18 -2605.86 -4513.48 -296.44 171.16 -0.00 No Ice 1.2 Dead+1.0 Ice 14824.14 0.00 0.00 0.04 0.00 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 14824.14 0.00 -652.20 -41.82 0.00 0.00 Ice 1.2 Dead+1.0 Wind 30 deg+1.0 14824.14 326.10 -564.82 -36.21 -20.93 0.00 Ice 1.2 Dead+1.0 Wind 60 deg+1.0 14824.14 564.82 -326.10 -20.89 -36.26 0.00 Ice 1.2 Dead+1.0 Wind 90 deg+1.0 14824.14 652.20 0.00 0.04 -41.86 0.00 Ice l tnxl owes Semaan Engineering Solutions, Job 69202 Rio Road East Page 14 of 21 Project Date LLC REV01 10:41:49 09/01/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TfeVOfK FAX. (402)-289-1861 Load Vertical Shear, Shear. Overturning Overturning Torque Combination Moment, It, Moment, M. lb lb lb 47-R 47-R 47-B 1.2 Dead+1.0 Wind 120 14824.14 564.82 326.10 20.97 -36.26 0.00 deg+1.0 lee 1.2 Dead+1.0 Wind 150 14824.14 326.10 564.82 36.30 -20.93 0.00 deg+1.0 lee 1.2 Dead+1.0 Wind 180 14824.14 0.00 652.20 41.91 0.00 0.00 deg+1.0 lee 1.2 Dead+1.0 Wind 210 14824.14 -326.10 564.82 36.30 20.93 -0.00 deg+1.0 lee 1.2 Dead+1.0 Wind 240 14824.14 -564.82 326.10 20.97 36.26 -0.00 deg+1.0 lee 1.2 Dead+1.0 Wind 270 14824.14 -652.20 0.00 0.04 41.86 -0.00 deg+1.0 lee 1.2 Dead+1.0 Wind 300 14824.14 -564.82 -326.10 -20.89 36.26 -0.00 deg+1.0 lee 1.2 Dead+1.0 Wind 330 14824.14 -326.10 -564.82 -36.21 20.93 -0.00 deg+1.0 lee Dead+Wind 0 deg - Service 7897.97 0.00 -1387.37 -91.37 0.00 0.00 Dead+Wind 30 deg - Service 7897.97 693.69 -1201.50 -79.12 -45.70 0.00 Dead+Wind 60 deg - Service 7897.97 1201.50 -693.69 -45.67 -79.15 0.00 Dead+Wind 90 deg - Service 7897.97 1387.37 0.00 0.02 -91.39 0.00 Dead+Wind 120 deg - Service 7897.97 120L50 693.69 45.72 -79.15 0.00 Dead+Wind 150 deg - Service 7897.97 693.69 1201.50 79.17 -45.70 0.00 Dead+Wind 180 deg - Service 7897.97 0.00 1387.37 91.42 0.00 0.00 Dead+Wind 210 deg - Service 7897.97 -693.69 1201.50 79.17 45.70 -0.00 Dead+Wind 240 deg - Service 7897.97 -1201.50 693.69 45.72 79.15 -0.00 Dead+Wind 270 deg - Service 7897.97 -1387.37 0.00 0.02 91.39 -0.00 Dead+Wind 300 deg - Service 7897.97 -1201.50 -693.69 -45.67 79.15 -0.00 Dead+Wind 330 deg - Service 7897.97 -693.69 -1201.50 -79.12 45.70 -0.00 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 9771.89 0.00 -236.93 -19.89 0.00 0.00 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 6813.85 0.00 -236.93 -19 69 0.00 0.00 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 9771.89 118.47 -205.19 -17 22 -9.96 0.00 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 6813.85 118.47 -205.19 -17.05 -9.85 0.00 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 9771.89 205.19 -118.47 -9.93 -17.25 0.00 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 6813.85 205.19 -118.47 -9.83 -17.07 0.00 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 9771.89 236.93 0.00 0.03 -19.92 0.00 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 6813.85 236.93 0.00 0.02 -19.71 0.00 1.2 Dead+1.0 Ev+1.0 Eh 120 9771.89 205.19 118.47 9.99 -17.25 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 120 6813.85 205.19 118.47 9.88 -17.07 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 150 9771.89 118.47 205.19 17.28 -9.96 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 150 6813.85 118.47 205.19 17.09 -9.85 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 180 9771.89 0.00 236.93 19.95 0.00 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 180 6813.85 0.00 236.93 19.73 0.00 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 210 9771.89 -118.47 205.19 17.28 9.96 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 210 6813.85 -118.47 205.19 17.09 9.85 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 240 9771.89 -205.19 118.47 9.99 17.25 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 240 6813.85 -205.19 118.47 9.88 17.07 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 270 9771.89 -236.93 0.00 0.03 19.92 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 270 6813.85 -236.93 0.00 0.02 19.71 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 300 9771.89 -205.19 -118.47 -9.93 17.25 -0.00 l tnxl owes Semaan Engineering Solutions, Job 69202 Rio Road East Page 15 Of 21 Project Date LLC REV01 10:41:49 09/01/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TIeVOfK FAX. (402)-289-1861 Lood Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, It, Moment, M. deg 0.9 Dead-1.0 Ev+1.0 Eh 300 6813.85-205.19-118.47 -9.83 17.07 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 330 9771.89-118.47-205.19 -17.22 9.96 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 330 6813.85-118.47-205.19 -17.05 9.85 -0.00 deg Solution Summary Sum of Applied Forces Sum ofReachons Load PX PY PZ PX PY PZ %Error Comb. lb lb lb lb lb lb 1 0.00 -7897.97 0.00 0.00 7897.97 0.00 0.0000/. 2 0.00 -9477.57 -5211.72 0.00 9477.57 5211.72 0.000% 3 0.00 -7108.18 -5211.72 0.00 7108.18 5211.72 0.000% 4 2605.86 -9477.57 4513.48 -2605.86 9477.57 4513.48 0.000% 5 2605.86 -7108.18 4513.48 -2605.86 7108.18 4513.48 0.000% 6 4513.48 -9477.57 -2605.86 4513.48 9477.57 2605.86 0.000% 7 4513.48 -7108.18 -2605.86 4513.48 7108.18 2605.86 0.000% 8 5211.72 -9477.57 0.00 -5211.72 9477.57 -0.00 0.000% 9 5211.72 -7108.18 0.00 -5211.72 7108.18 -0 00 0.000% 10 4513.48 -9477.57 2605.86 4513.48 9477.57 -2605.86 0.000% 11 451348 -7108.18 2605.86 4513.48 7108.18 -2605.86 0.000% 12 2605.86 -9477.57 4513.48 -2605.86 9477.57 4513.48 0.000% 13 2605.86 -7108.18 4513.48 -2605.86 7108.18 4513.48 0.000% 14 000 -9477.57 5211.72 0.00 9477.57 -5211 72 0.000% 15 000 -7108.18 5211.72 0.00 7108.18 -5211.72 0.000% 16 -2605.86 -9477.57 4513.48 2605.86 9477.57 4513.48 0.000% 17 -2605.86 -7108.18 4513.48 2605.86 7108.18 4513.48 0.000% 18 -4513 48 -9477.57 2605.86 4513.48 9477.57 -2605.86 0.000% 19 -4513.48 -7108.18 2605.86 4513.48 7108.18 -2605.86 0.000% 20 -5211.72 -9477.57 0.00 5211.72 9477.57 400 0.000% 21 -5211.72 -7108.18 0.00 5211.72 7108.18 -0 00 0.000% 22 -4513.48 -9477.57 -2605.86 4513.48 9477.57 2605.86 0.000% 23 -4513.48 -7108.18 -2605.86 4513.48 7108.18 2605.86 0.000% 24 -2605.86 -9477.57 4513.48 2605.86 9477.57 4513.48 0.000% 25 -2605.86 -7108.18 4513.48 2605.86 7108.18 4513.48 0.000% 26 0.00 -14824.14 0.00 0.00 14824.14 0.00 0.000% 27 0.00 -14824.14 -652.20 0.00 14824.14 652.20 0.000% 28 326.10 -14824.14 -564.82 -326.10 14824.14 564.82 0.000% 29 564.82 -14824.14 -326.10 -564.82 14824.14 326.10 0.000% 30 652.20 -14824.14 0.00 -652.20 14824.14 400 0.000% 31 564.82 -14824.14 326.10 -564.82 14824.14 -326.10 0.000% 32 326.10 -14824.14 564.82 -326.10 14824.14 -564.82 0.000% 33 0.00 -14824.14 652.20 0.00 14824.14 -65220 0.000% 34 -326.10 -14824.14 564.82 326.10 14824.14 -564.82 0.000% 35 -564.82 -14824.14 326.10 564.82 14824.14 -326.10 0.000% 36 -652.20 -14824.14 0.00 652.20 14824.14 -0.00 0.000% 37 -564.82 -14824.14 -326.10 564.82 14824.14 326.10 0,000% 38 -326.10 -14824.14 -564.82 326.10 14824,14 564.82 0,000% 39 0.00 -7897.97 -1387.37 0.00 7897.97 1387.37 0,000% 40 693.69 -7897.97 -1201.50 -693.69 7897.97 1201.50 0,000% 41 1201.50 -7897.97 -693.69 -1201.50 7897.97 693.69 0,000% 42 1387.37 -7897.97 0.00 -1387.37 7897.97 -0.00 0,000% 43 1201.50 -7897.97 693.69 -1201.50 7897.97 -693.69 0,000% 44 693.69 -7897.97 1201.50 -693.69 7897.97 -1201.50 0,000% 45 0.00 -7897.97 1387.37 0.00 7897.97 -1387.37 0,000% l tnxl owes Semaan Engineering Solutions, Job 69202 Rio Road East Page 16 of 21 Project Date LLC REV01 10:41:49 09/01/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TIeVOfK FAX. (402)-289-1861 Sum of Applied Forces Sum ofReachons Load PX PY PZ PX PY PZ %Error 46 -693.69 -7897.97 1201.50 693.69 7897.97 -1201.50 0.0000/. 47 -1201.50 -7897.97 693.69 1201.50 7897.97 -693.69 0.000% 48 -1387.37 -7897.97 0.00 1387.37 7897.97 -000 0.000% 49 -1201.50 -7897.97 -693.69 1201.50 7897.97 693.69 0.000% 50 -693.69 -7897.97 -120L50 693.69 7897.97 1201.50 0.000% 51 0.00 -9771.89 -236.93 0.00 9771.89 236.93 0.000% 52 0.00 -6813.85 -236.93 0.00 6813.85 236.93 0.000% 53 118.47 -9771.89 -205.19 -118.47 9771.89 205.19 0.000% 54 118.47 -6813.85 -205.19 -118.47 6813.85 205.19 0.000% 55 205.19 -9771.89 -118.47 -205.19 9771.89 118.47 0.000% 56 205.19 -6813.85 -118.47 -205.19 6813.85 118.47 0.000% 57 236.93 -9771.89 0.00 -236.93 9771.89 -0.00 0.000% 58 236.93 -6813.85 0.00 -236.93 6813.85 -0.00 0.000% 59 205.19 -9771.89 118.47 -205.19 9771.89 -118.47 0.000% 60 205.19 -6813.85 118.47 -205.19 6813.85 -118.47 0.000% 61 118.47 -9771.89 205.19 -118.47 9771.89 -205.19 0.000% 62 118.47 -6813.85 205.19 -118.47 6813.85 -205.19 0.000% 63 0.00 -9771.89 236.93 0.00 9771.89 -236.93 0.000% 64 0.00 -6813.85 236.93 0.00 6813.85 -236.93 0.000% 65 -118.47 -9771.89 205.19 118.47 9771.89 -205.19 0.000% 66 -118.47 -6813.85 205.19 118.47 6813.85 -205.19 0.000% 67 -205.19 -9771.89 118.47 205.19 9771.89 -118.47 0.000% 68 -205.19 -6813.85 118.47 205.19 6813.85 -118.47 0.000% 69 -236.93 -9771.89 0.00 236.93 9771.89 -0.00 0.000% 70 -236.93 -6813.85 0.00 236.93 6813.85 -0.00 0.000% 71 -205.19 -9771.89 -118.47 205.19 9771.89 118.47 0.000% 72 -205.19 -6813.85 -118.47 205.19 6813.85 118.47 0.000% 73 -118.47 -9771.89 -205.19 118.47 977L89 205.19 0.000% 74 -118.47 -6813.85 -205.19 118.47 6913.85 205.19 0.0000/. Non -Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00004976 3 Yes 4 0.00000001 0.00000001 4 Yes 4 0.00000001 0.00089828 5 Yes 4 0.00000001 0.00059683 6 Yes 4 0.00000001 0.00089513 7 Yes 4 0.00000001 0.00059474 8 Yes 4 0.00000001 0.00005002 9 Yes 4 0.00000001 0.00000001 10 Yes 4 0.00000001 0.00089990 11 Yes 4 0.00000001 0.00059777 12 Yes 4 0.00000001 0.00089673 13 Yes 4 0.00000001 0.00059568 14 Yes 4 0.00000001 0.00004980 15 Yes 4 0.00000001 0.00000001 16 Yes 4 0.00000001 0.00089673 17 Yes 4 0.00000001 0.00059568 18 Yes 4 0.00000001 0.00089990 19 Yes 4 0.00000001 0.00059777 20 Yes 4 0.00000001 0.00005002 21 Yes 4 0.00000001 0,00000001 22 Yes 4 0,00000001 0.00089513 l tnxl owes Semaan Engineering Solutions, Job 69202 Rio Road East Page 17 Of 21 Project Date LLC REV01 10:41:49 09/01/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TIeVOfK FAX. (402)-289-1861 23 Yes 4 0,00000001 0.00059474 24 Yes 4 0.00000001 0.00089828 25 Yes 4 0.00000001 000059683 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00000001 28 Yes 4 0.00000001 0.00000001 29 Yes 4 0.00000001 0.00000001 30 Yes 4 0.00000001 0.00000001 31 Yes 4 0.00000001 0.00000001 32 Yes 4 0.00000001 0.00000001 33 Yes 4 0.00000001 0.00000001 34 Yes 4 0.00000001 0.00000001 35 Yes 4 0.00000001 0.00000001 36 Yes 4 0.00000001 0.00000001 37 Yes 4 0.00000001 0.00000001 38 Yes 4 0.00000001 0.00000001 39 Yes 4 0.00000001 0.00000001 40 Yes 4 0.00000001 0.00000001 41 Yes 4 0.00000001 000000001 42 Yes 4 0.00000001 000000001 43 Yes 4 0,00000001 000000001 44 Yes 4 0.00000001 000000001 45 Yes 4 0.00000001 0.00000001 46 Yes 4 0.00000001 000000001 47 Yes 4 0.00000001 000000001 48 Yes 4 0,00000001 000000001 49 Yes 4 0.00000001 000000001 50 Yes 4 0.00000001 0.00000001 51 Yes 4 0.00000001 000000001 52 Yes 4 0.00000001 000000001 53 Yes 4 0,00000001 000000001 54 Yes 4 0.00000001 000000001 55 Yes 4 0.00000001 0.00000001 56 Yes 4 0.00000001 000000001 57 Yes 4 0.00000001 000000001 58 Yes 4 0,00000001 000000001 59 Yes 4 0.00000001 000000001 60 Yes 4 0.00000001 000000001 61 Yes 4 0.00000001 000000001 62 Yes 4 0.00000001 000000001 63 Yes 4 0.00000001 000000001 64 Yes 4 0.00000001 000000001 65 Yes 4 0.00000001 000000001 66 Yes 4 0.00000001 000000001 67 Yes 4 0.00000001 000000001 68 Yes 4 0.00000001 000000001 69 Yes 4 0.00000001 000000001 70 Yes 4 0.00000001 000000001 71 Yes 4 0.00000001 000000001 72 Yes 4 0.00000001 000000001 73 Yes 4 0.00000001 000000001 74 Yes 4 0.00000001 0.00000001 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. LI 100 - 47.75 7.973 45 0.621 0.000 L2 52 - 1 2.395 45 0.418 0.000 tnxTowei Semaan Engineering Solutions, Job 69202 Rio Road East Page 18 of 21 Project Date LLC REV01 10:41:49 09/01/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC TIeVOfK FAX. (402)-289-1861 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load Critical Deflections and Radius of Curvature - Service Wind Elevation AppmTenance Gov. Deflection Tilt Twist Radius of Load Curvature 100.00 Lightning Rod 5/8x5' 45 7.973 0.621 0.000 54919 98.88 CCISeismic Tower Section 1 - 1 45 7.824 0.617 0.000 54919 98.00 SiteProl UWS6-NP Ring Mount 45 7.707 0.614 0.000 54919 (SES) 95.00 AIR 6419 B41 w/8' Mount Pipe 45 7.309 0.604 0.000 54919 93.00 SiteProl UWS6-NP Ring Mount 45 7.045 0.598 0.000 39228 (SES) 92.75 CCISeismic Tower Section 1 - 2 45 7.012 0.597 0.000 37875 92.50 CCISeismic (4) 1.99" From 0 to 94 45 6.979 0.596 0.000 36612 (89ft to94ft) 85.00 CCISeismic (4) 1.99" From 0 to 94 45 6.003 0.570 0.000 18306 (79ft to89ft) 82.75 CCISeismic Tower Section 1 - 3 45 5.716 0.562 0.000 15918 75.00 CCISeismic (4) 1.99" From 0 to 94 45 4.762 0.532 0.000 10983 (69ft 07911) 72.75 CCISeismic Tower Section 1 - 4 45 4.497 0.523 0.000 10076 65.00 CCISeismic (4) 1 99" From 0 to 94 45 3.631 0.488 0.000 7845 (59ft to69ft) 62.75 CCISeismic Tower Section 1 - 5 45 3.396 0.477 0.000 7371 55.00 CCISeismic (4) 1.99" From 0 to 94 45 2.653 0.436 0.000 6116 (49ft 05911) 52.75 CCISeismic Tower Section 1 - 6 45 2.458 0.422 0.000 5936 51.50 CCISeismic Tower Section 2 - 1 45 2.354 0.415 0.000 5924 46.00 CCISeismic Tower Section 2 - 2 45 1.936 0.379 0.000 6483 45.00 CCISeismic (4) 1.99" From 0 to 94 45 1.866 0.372 0.000 6630 (39ft to4911) 36.00 CCISeismic Tower Section 2 - 3 45 1.314 0.306 0.000 8335 35.00 CCISeismic (4) 1.99" From 0 to 94 45 1.260 0.298 0.000 8580 (29ft to39ft) 26.00 CCISeismic Tower Section 2 - 4 45 0.836 0.224 0.000 11668 25.00 CCISeismic (4) 1.99" From 0 to 94 45 0.794 0.216 0.000 12155 (19ft to29ft) 16.00 CCISeismic Tower Section 2 - 5 45 0.460 0.137 0.000 19447 15.00 CCISeismic (4) 1.99" From 0 to 94 45 0.427 0.128 0.000 20836 (9fttol9ft) 6.00 CCISeismic Tower Section 2 - 6 45 0.147 0.046 0.000 58341 5.50 CCISeismic (4) 1.99" From 0 to 94 45 0.132 0.041 0.000 58341 (Oft to9ft) Maximum Tower Deflections - Design Wind Section Elevation Harz. Gov. Tilt Twist No. Deflection Load Ll 100 - 47.75 30.128 14 2.346 0.000 L2 52 - 1 9.049 14 1.579 0.000 tnxTower Semaan Engineering Solutions, Job 69202 Rio Road East Page 19 of 21 Project Date LLC REV01 10:41:49 09/01/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC T1eVO1K FAX. (402)-289-1861 Section Elevation Hom. Gov. Tilt Twist No. Deflection Load Critical Deflections and Radius of Curvature - Design Wind Elevation AppmTenance Gov. Deflection Tilt Twist Radius of Load Curvature 100.00 Lightning Rod 5/8x5' 14 30.128 2.346 0.000 14564 98.88 CCISeismic Tower Section 1 - 1 14 29.562 2.332 0.000 14564 98.00 SiteProl UWS6-NP Ring Mount 14 29.123 2.321 0.000 14564 (SES) 95.00 AIR 6419 B41 w/8' Mount Pipe 14 27.618 2.284 0.000 14564 93.00 SiteProl UWS6-NP Ring Mount 14 26.619 2.259 0.000 10403 (SES) 92.75 CCISeismic Tower Section 1 - 2 14 26.495 2.255 0.000 100" 92.50 CCISeismic (4) 1.99" From 0 to 94 14 26.370 2.252 0.000 9709 (89ft to94ft) 85.00 CCISeismic (4) 1.99" From 0 to 94 14 22.682 2.155 0.000 4854 (79ft to89ft) 82.75 CCISeismic Tower Section 1 - 3 14 21.600 2.125 0.000 4221 75.00 CCISeismic (4) 1.99" From 0 to 94 14 17.994 2.012 0.000 2911 (69ft 07911) 72.75 CCISeismic Tower Section 1 - 4 14 16.990 1.977 0.000 2671 65.00 CCISeismic (4) 1 99" From 0 to 94 14 13.718 1.846 0.000 2079 (59ft to69ft) 62.75 CCISeismic Tower Section 1 - 5 14 12.830 1.804 0.000 1953 55.00 CCISeismic (4) 1.99" From 0 to 94 14 10.021 1.646 0.000 1620 (49ft 05911) 52.75 CCISeismic Tower Section 1 - 6 14 9.286 1.596 0.000 1572 51.50 CCISeismic Tower Section 2 - 1 14 8.894 1.567 0.000 1569 46.00 CCISeismic Tower Section 2 - 2 14 7.313 1.431 0.000 1716 45.00 CCISeismic (4) 1.99" From 0 to 94 14 7.049 1.405 0.000 1755 (39ft to4911) 36.00 CCISeismic Tower Section 2 - 3 14 4.962 1.155 0.000 2206 35.00 CCISeismic (4) 1.99" From 0 to 94 14 4.760 1.125 0.000 2271 (29ft to39ft) 26.00 CCISeismic Tower Section 2 - 4 12 3.156 0.847 0.000 3088 25.00 CCISeismic (4) 1.99" From 0 to 94 12 2.999 0.815 0.000 3216 (19ft to29ft) 16.00 CCISeismic Tower Section 2 - 5 12 1.738 0.517 0.000 5146 15.00 CCISeismic (4) 1.99" From 0 to 94 12 1.612 0.483 0.000 5513 (9fttol9ft) 6.00 CCISeismic Tower Section 2 - 6 12 0.553 0.174 0.000 15436 5.50 CCISeismic (4) 1.99" From 0 to 94 12 0.498 0.157 0.000 15436 (Oft to9ft) Compression Checks Pole Design Data tnxTower Semaan Engineering Solutions, Job 69202 Rio Road East Page 20 of 21 Project Date LLC REV01 10:41:49 09/01/22 1047 S. 2051h St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC T1eVO1K FAX. (402)-289-1861 Section Elevation Size L L, K17r A Po �P„ Ratio No. Po ft ft ft in, lb lb op, LI 100-47.75(1) TP25.59xl8x0.19 52.25 0.00 0.0 14.75 -4807.13 862788.00 0.006 L2 47.75 - 1 (2) TP32x24.59x0.22 51.00 0.00 0.0 22.07 -9473.65 1290870.00 0.007 Pole Bending Design Data Section Elevation Size :it. No. ft kiP ft LI 100-47.75(1) TP25.59x18x0.19 120.57 L2 47.75 - 1 (2) TP32x24.59x0.22 345.05 �M Ratio My Wp Ratio M Mw kiP-1t 4 M kip-ft ki" 6M 506.58 0.238 0.00 506.58 0.000 937.37 0.368 0.00 937.37 0.000 Pole Shear Design Data Section Elevation Size Actual V Ratio Actual Ratio No. V. I ; T. T. ft lb lb AV kip ft kqp t 4T. LI 100-47.75(1) TP25.59x18x0.19 3571.22 258836.00 0.014 0.00 561.75 0.000 L2 47.75 - 1 (2) TP32x24.59x0.22 5218.94 387261.00 0.013 0.00 1077.84 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. Po M. M,v V. T. Stress Stress ft +Po a W. , +T Ratio Ratio LI 100 - 47.75 (1) 0.006 0.238 0.000 0.014 0.000 0.244 1.000 1/ 4 8 2 L2 47.75 - 1 (2) 0.007 0.368 0.000 0.013 0.000 0.376 1.000 1/ 4 8 2 Section Capacity Table Section Elevation Component Size Critical P oPon % Pass No. ft Type Element lb lb Capacity Fail LI 100-47.75 Pole TP25.59x18x0.19 1 -4807.13 862788.00 24.4 Pass L2 47.75 - 1 Pole TP32x24.59x0.22 2 -9473.65 1290870.00 37.6 Pass Summary Pole (L2) 37.6 Pass RATING = 37.6 Pass l tnxl owes Semaan Engineering Solutions, Job 69202 Rio Road East Page 21 of 21 Project Date LLC REV01 10:41:49 09/01/22 1047 S. 205th St. Elkhorn, NE, 68022 Client Designed by Phone: (402)-289-1888 Shenandoah Mobile, LLC T1eVO1K FAX. (402)-289-1861 Program Version 8.1.1.0 - 6/3/2021 File://DMZSESSERVEROI/Common/7NX files/69202/REVOI/69202_REVOI.eri Seismic Analysis BU: 69202 WO: Rio Road East Order: REVOl Structure: - Rev: Location Decimal Degrees Deg Min Lad: 38.070014 + 38 Long:-78.4671281 - 1 78 Code and Site Parameters Seismic Design Code: TIA-222-H-1 Site Soil: C Dense Soil/Soft Rock Risk Category: II USGS Seismic Reference Ss: 0.2150 g Si: 0.0580 g TL: 12 s Seismic Design Category Determination Importance Factor, Ie: 1 Acceleration -based site coefficient, Fa: 1.3000 Velocity -based site coefficient, F,:j 1.5000 Design spectral response acceleration short period, So,: 0.1863 g Design spectral response acceleration 1 s period, So,: 0.0580 T,: 0.3113 Seismic Design Category Based on Sp,: B Seismic Design Category Based on So,: A Seismic Design Category Based on Si: N/A Controlling Seismic Design Category: CCISeismic 3.3.6 Page 1 Analysis Date: 9/1/2022 BU: 69202 Structure: Seismic Analysis WO. Rio Road East Order: REVOl Rev: Tower Type: Height, h: Effective Seismic Weight, W: Amplification Factor, A,: Ta ered Mono ole 99 7.90 1.0 Response Modification Factor, R: 1.5 Discrete Appurtenance Weight in Top 1/3 of Structure, W.: W is E: g Average Moment of Inertia, I,,: Fa: Approximate Fundamental Period Monopole, Ta: Seismic Response Coefficient, Seismic Response Coefficient Max 1, Cs Seismic Response Coefficient Max 2, Cs Seismic Response Coefficient Min 1, C, Seismic Response Coefficient Min 2, C, Controlling Seismic Response Coefficient, 1.83753 6.060215117 29000.0 386.088 1373.108495 0.461771237 2.1656 0.1242 0.0177 0.0300 N/A 0.0300 R kips kips kips ksi n/sz a n hz s Seismic Base Shear, V 0.237 kips Period Related Exponent, k: 1.833 Sum of wily" 15593.78 2.7.8.1 2.7.7.1.3.3 2.7.7.1.1 2.7.7.1.1 2.7.7.1.1 2.7.7.1.1 2.7.7.1.1 2.7.7.1.1 CCISeismic 3.3.6 Page 2 Analysis Date: 9/1/2022 Number 1-1 Length 1.11 Top Height 99.00 Mid Height, h. 92.88 Weight, . 0.0819 W�h� 364.52 C_ 0.0234 F., 0.m F_ 0.0031 1-2 10.00 9635 9135 0.3820 1510.52 0.0969 0.0230 0.0142 1-3 10.00 86.25 81.25 0.4114 1316.66 0.0844 0.0200 0.0153 1-4 10.00 7675 71J5 04408 1110J0 0.0212 0.0169 0.0164 1-5 30.00 66.25 61.25 0.4202 899.85 0.0527 0.0132 0.0125 1-6 10.00 5675 51J5 04996 691.65 0.0444 0.0105 0.0186 2-1 1.00 S1.00 50.50 0.0528 26.45 0.0049 0.0012 0.0022 2-2 10.00 50.00 45.00 0.5965 639.11 0.0410 0.0092 0.0222 2-3 10.00 40.00 35.00 0.6308 426.40 0.0223 0.0065 0.0235 2-4 10.00 30.00 25.00 0.6651 242.66 0.0156 0.0032 0.0248 2-5 30.00 20.00 15.00 0.6994 100.05 0.0064 0.0015 0.0261 2-6 10.00 10.00 5.00 07337 1 14.01 1 0.0009 0.0002 0.0273 CCISeismic 3.3.6 Page 3 Analysis Date: 9/1/2022 towermounts Lightning IR 5/8x5 Discnete Wads 99.00 0.0310 140.91 0.0090 0.0021 0.0012 pole mounts SltePml UW56-NP Ring Mount(SES( 97.00 0.2764 1210.23 0.0776 0.0184 0.0103 pole mounts SiteProl UWS6-NP Ring Mount(SES) 92.00 0.2764 1098.36 0.0204 0.0167 0.0103 eresson AIR 6419 B41 w/8'Mount Pipe 94.00 0.1293 534.55 0.0343 0.0081 0.0048 eriI,ason AIR 6419 B41 w/8' Mount Pipe 94.00 0.1293 534.55 0.0343 0."1 0.0048 eresson AIR 6419 B41 w/8'Mou nt Pi pe 94.00 0.1293 534.55 0.0343 0.0081 0.0048 commscope FFW-65A-11241 w/8'Mount PiIRe 94.00 0.1024 423.23 0.0271 0.0060 0.0038 com scope FFVV-65A-R2-VI w/8' Mount Pipe 94.00 0.1024 423.23 0.0271 0.0064 0.0038 commscope FFW-65A-R2-V1w/8'Mount Pipe 94.00 0.1024 423.23 0.0271 0.0060 0.0038 eresson 4460325/1366 R RU 94.00 0.1090 450.56 0.0289 00068 0.0041 eri�son 4460 025 Bfi6 RRU 94.00 0.1090 450.56 0.0289 0.0068 0.0041 on 4460 B25/B66 RRU 94.00 0.1090 450.56 0.0289 00068 0.0041 son.. B)1/B85 94.00 0.0]J2 319.11 0.0205 0.0048 0.0029 on 4480 W1/B85 94.00 0.0772 319.11 1 0.0205 0.0048 0.0029 son 4480 BJl/B85 94.00 0.0772 319.11 1 0.0205 0.0048 0.0029 Sum CCISeismic 3.3.6 Page 4 Analysis Date: 9/1/2022 Name (4) 1.99"From 0to 94 Start Height 89M End Height 94.00 ih� 91.50 0.0208 W�h.� 81.83 C- O.OW2 F� 0.0012 F_ OA008 (4) 1.99"From 0to 94 79.00 89.00 84.00 0.0416 139.92 0.0090 0.0021 0.0016 (4) 1.99"Fmm 0to 94 69.00 29.00 24.00 0.0416 110.92 0.0021 0.0012 O.W16 (4) 1.99"From 0to 94 59.00 69.00 64.00 0.0416 85.00 0.0055 0.0013 0.0016 (4) 1.99"Fmm 0to 94 49.00 59.00 54.00 OA416 62.26 0."0 0.0009 0.W16 (4) 1.99"From 0to 94 39.00 49.00 44.00 0.0416 4278 0.0027 0.0006 0.0016 0 1.99"Fmm 0to 94 29.00 39.00 34.W OA416 26.62 0.W12 0.0004 O.W16 (4) 1.99"From 0to 94 1900. 29.00 24.00 0.0416 14.08 0.0009 0.0002 0.0016 (4) 199" Fmm 0 W 94 9.W 19A0 14.W OA416 5.24 0.W03 0."1 0.001E (4) 1.99" From 0 to W 0.00 9.00 4.50 0.0374 0.59 0.0000 0.0000 0.0014 CCISeismic 3.3.6 Page 5 Analysis Date: 9/1/2022 Pier and Pad Foundation Site Number: 69202 Site Name: Rio Road East Order Number: JREV01 TIA-222 Revision: Top & Bot. Pad Rein. Different?: Q Tower Type: Monopole Block Foundation?: Rectangular Pad?: Superstructure Compression, P,,,,,: 9.5 kips Base Shear, Vu_comp: 5.2 kips Moment, Mu: 345.1 ft-kips Tower Height, H: 100 ft BP Dist. Above Fdn, bpdi,r: 3 in Pier Properties Pier Shape: Circular Pier Diameter, dpier: 5 ft Ext. Above Grade, E: 0.5 ft Pier Rebar Size, Sc: 9 Pier Rebar Quantity, mc: 16 Pier Tie/Spiral Size, St: 4 Pier Tie/Spiral Quantity, mt: 8 Pier Reinforcement Type: Tie Pier Clear Cover, ccv;er: 1 4 lin Pad ••• Depth, D: 5 ft Pad Width, Wj: 13 ft Pad Thickness, T: 2.0 ft Pad Rebar Size (Top dir.2), Spro,2: 4 Pad Rebar Quantity (Top dir. 2), mp012: 15 Pad Rebar Size (Bottom dir. 2), Sp2: 6 Pad Rebar Quantity (Bottom dir. 2), mp2: 15 Pad Clear Cover, cc°,d: 3 in Material Properties Rebar Grade, Fy: 60 ksi Concrete Compressive Strength, Fc: 4.0 ksi Dry Concrete Density, 5c: 1 150 Ipcf Soil Properties Total Soil Unit Weight, y: 120 pcf Ultimate Net Bearing, Qnet: 6.000 ksf Cohesion, Cu: 2.016 ksf Friction Angle, 4): degrees SPT Blow Count, Nbim„: Base Friction, p: 0.3 Neglected Depth, N: 3.00 ft Foundation Bearing on Rock? No Groundwater Depth, gw:1 WA Ift Foundation Analysis Checks Capacity Demand Rating Check Lateral (Sliding) (kips) 112.83 5.21 4.6% Pass Bearing Pressure (ksf) 4.95 1.65 33.4% Pass Overturning(kip•R) 626.83 375.01 59.8% Pass Pier Flexure (Comp.) (kip'R) 1799.60 363.29 20.2% Pass Pier Compression (kip) 12497.26 21.85 0.2% Pass Pad Flexure(kip*t) 1 579.20 1 100.79 1 17.4% Pass Pad Shear-l-way (kips) 294.14 30.49 10.4% Pass Pad Shear- 2-way (Comp) (ksi) 0.190 0.014 7.5 % Pass Flexural 2-way(Comp)(kip *t) 701.78 1 217.97 31.1% Pass ,_Toggle between Grass and Net Structural Ratin : 31.1% Soil Rating59.8°/b Version 4.1.0 Modified Monopole Base Plate Connection BU # 69202 Site Name I Rio Road East Order # I REV01 �00TIA-222 Revision H Grout Considered: No I„ (in) 1.25 Moment(kip-ft) 345.05 Axial Force (kips) 9.48 Shear Force (kips) 5.21 Anchor Rod Data (8) 1-3/4" 0 bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 38.25" BC Base Plate Data 43.28" OD x 1.75" Plate (A572-50; Fy=50 ksi, Fu=65 ksi) Stiffener Data N/A Pole Data 32.000008" x 0.21875" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi) Anchor Rod Summary (units of kips, kip -in) Pu_t = 52.9 c�Pn_t =142.5 Stress Rating Vu=0.65 c�Vn=90.2 37.1% Mu=n/a c�Mn=n/a Pass Base Plate Summary Max Stress (ksi): 10.77 (Flexural) Allowable Stress (ksi): 45 Stress Rating: 23.9% Pass CClplate - Version 4.1.1 Analysis Date: 9/2/2022 Monopole Base Plate Connection - Seismic BU # 69202 Site Name I Rio Road East Order # I REV01 �00TIA-222 Revision H Grout Considered: No I„ (in) 1.25 Moment(kip-ft) 19.95 Axial Force (kips) 9.77 Shear Force (kips) 0.24 `1.5 Overstrength Factor Applied Anchor Rod Data (8) 1-3/4" 0 bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 38.25" BC Base Plate Data 43.28" OD x 1.75" Plate (A572-50; Fy-50 ksi, Fu=65 ksi) Stiffener Data N/A Pole Data 32.000008" x 0.21875" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi) Anchor Rod Summary (units of kips, kip -in) Pu_c = 5.91 4)Pn_c=162.36 Stress Rating Vu=0.04 4)Vn=73.06 3.6% Mu=n/a c�Mn=n/a Pass Base Plate Summary Max Stress (ksi): 0.86 (Flexural) Allowable Stress (ksi): 45 Stress Rating: 1.9% Pass CClplate - Version 4.1.1 Analysis Date: 9/2/2022 69202 RICO) E'AS�T?#PROFESSIONAL PKtCON©O Exposurex �i 7.". � � t ORT fG ENW,OOD STATION `o 4 Rio �Gt 1'+� ;::r per"' � .. "' \ • y. 4 BRANCHkANDS' f. ;�� ®• �. _ ems` CHAPEL HILLS - �m'F, � •� - t.. 4r38.07©014,-78.4674 -k TFIELD ROAD CONDO �' T p. �. / . 4 * �. Rr .r WAKEFIELD ` / Y �./ � -. � - .. -'E'� � ' ;• � •, s � �� `� N ort hfields�Lak GREENBRIER•HEIGHTS 1 vc A { , D ,DUNLORA ^Greegb rierO ,. ;� p - ate'. v ♦%. ' ` ` m N Googl ,earth`' rea ,. ASCE WMICAN SOCIM OF CIVIL FNGINFFFS Address: No Address at This Location ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Elevation: 498.29 ft (NAVD 88) Risk Category: II Latitude: 38.070014 Soil Class: C - Very Dense Longitude:-78.467128 Soil and Soft Rock e t 0 F c. cn.rop..ub i�l,b„ 9pnl. a n Y � a� A 1 0'� 5 0 NZeldc Wakefleltl +"�1••,\�4 oa. c Rio Wind Results: Wind Speed 110 Vmph 10-year MRI 75 Vmph 25-year MRI 83 Vmph 50-year MRI 89 Vmph 100-year MRI 94 Vmph GTr I` Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Fri Aug 26 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 httos1/asce7hazardtool.online/ Page 1 of 3 Thu Sep 01 2022 �SCE� IJdEA WY SOCIEI� uF �TIIL NGAYEFAS Seismic Site Soil Class: C - Very Dense Soil and Soft Rock Results: Ss 0.215 So, : 0.058 S, 0.058 TL 12 Fa 1.3 PGA: 0.125 F, 1.5 PGA M : 0.159 SMs 0.279 FPDA 1.275 SM, 0.087 IQ 1 SDS 0.186 C� 0.715 Seismic Design Category B 0.30 MCER Response Spectrum 025 •• 020 015 0.10 • 0.05 0 o z S.(g)vs T(s) s 10 12 14 016 0.14 012 010 008 006 004 002 0 MCFa Vertical Response Spectrum 05 10 15 2.0 Sa (9) VS T(S) 020 Design Response Spectrum 0.18 0.16 0.14 0.12 0.10 0.08 0.06 0.04 0.02 0 0 2 8 10 12 14 S.(g)vs T(s) 01l Design Vertical Response Spectrum 0.10 0.09 ••� 0.08 ' 0.07 0.06 0.05 0.04 4 0.03 •••••�• 0.02 •'••••••••••••••• 0.01 0 0.5 10 15 20 S.(g) vs T(S) Data Accessed: Fri Aug 26 2022 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.6-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. httos:/Iasce7hazardtool.online/ Page 2 of 3 Thu Sep 01 2022 ASCE AMERIICAN SOCIM OF CIVIL ENGINEIM Ice Results: Ice Thickness: Concurrent Temperature: Gust Speed Data Source: Date Accessed: 1.00 in. 15F 30 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Fri Aug 26 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 knovdedge 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. httosWasce7hazardtool.onlinel Page 3 of 3 Thu Sep 01 2022