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2018-00501
CITY OF MONTICELLO 505 WALNUT STREET MONTICELLO, MN 55362- 763) 295-3060 FAX: (763) 295-4404 MUMBIBRIMEM 2 0 1 8— 0 0 S 0 1* DATE ISSUED: 07/27/2018 Permit #: 2018-00501 ADDRESS 406 7TH ST E PIN 155029002070 LEGAL DESC LAURING HILLSIDE TERRACE LOT 007 BLOCK 002 PERMIT TYPE BUILDING PROPERTY TYPE COMMERCIAL CONSTRUCTION TYPE ANTENNA VALUATION 40,000.00 NOTE: SWAP 3 EXISTING ANTENNA, ADD 6 NEW RADIOS, AND SWAP 3 EXISTING RADIOS. ALL WORK WILL BE DONE ON THE TOWER ITSELF AND WITHIN THE EXISTING EQUIPMENT SHELTER. AT&T SAC WIRELESS APPLICANT ALLIED PROPERTY MANAGEMENT 20125 COMMERCIAL BLVD. 41000 ROGERS, MN 55374- OWNER ALLIED PROPERTY MANAGEMENT 20125 COMMERCIAL BLVD. #1000 ROGERS, MN 55374- AGREEMENT AND SWORN STATEMENT I agree that the work will be conducted in conformance with the ordinances of the City of Monticello and with the Minnesota State Building Code. I understand that the work will be in accordance with the plan that has been approved by the Building Official. I agree that any damage caused to public property including but not limited to curb, sidewalk, public utilities and signs will be repaired at my expense. Applicant Date Bldg Official Date BUILDING PERMIT FEE 575.38 PLAN REVIEW 374.00 STATE SURCHARGE, BLDG VAL 20.00 TOTAL 969.38 Payment(s) CHECK 75494 969.38 SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE. 5n CITY OF ^ JUL 13 2018 ermit No. R— Moiitkeflo J:V, BUILDING SAS Date July 12, 2018 COMMERCIAL / INDUSTRIAL BUILDING PERMd.T APPLICATION SOS Wahnd sum t, Sube 01 Monticemb, MN 55362 Phone: 763-295-3060 Fax: 763-2954444 SITE ADDRESS 406 East 7th Street, Monticello, MN 55362 LEGAL DESCRIPTION LOT 6,7,8 BLOB{ 002 pl,D, NUMBER 155-029-002070 PLAT Sect-11 Twp-121 Range-025 LAURING HILLSIDE TERRACE ZONDED OWNER (Name) Monticello Training Center, LLC OWNER'S E-MAIL ADDRESS: Tammy. Michaletz@crowncastle.com CONTRACTOR (Name) SAC Wireless CONTRACTOR'S LICENSE NUMBER (IF APPLICABLE) IR680688 CONTRACTOR'S E-MAIL ADDRESS: Josh. Edwards@sacw.com ARCHITECT (Nave) Westchester Services John M. Banks ARCHITECT'S E-MAIIL ADDRESS jbanks@westchesterservices.com ENGINEER (Name) Westchester Services John M. Banks ENGINEER'S E-MAIL ADDRESS: jbanks@westchesterservices.com Address) 21395 John Milless Dr, Ste 300, Rogers, MN 55374-4403 Tel. No.) 406) 271-3715 Address) 540 W. Madison Street, 9th Floor, Chicago, IL 60661 Tel. NO.) 312)967-4329 A ) Westchester Services, 604 Fox Glen, Barrington, IL 60010 Tel. No.) 847) 277-0070 Address) Same as above. Tel. No.) 847) 277-0070 DESCRIPTION OF WORK: Swap (3) existing antennas, add (6) new radios, and swap (3) existing radios. All work will be done on the tower itself and within the existing equipment shelter, including no site work on the parcel. TYPE OF WORK (Please Circle One) New Addition teration Repair Move Other ADDITIONAL INFORMATION Valuation: TYPE OF CONSTRUCTION (Please Cirde One) Commercial Industrial Institutional Multi -Family Other Wireless Antee na _ Equipment Construction Type: Tower (Equipment Upgrade) Occupancy Group: N/A Square Footage: nvA of Stories: Maximum Occupancy: N/A Fire Suppression: Yes No lJ) IG11W[O ok"T ESTIMATED VALUE OF CONSTRUCTION 40,000 I hereby apply for a permit for construction as described and acknowledge that the information I have provided above is complete and accurate. I agree that the work will be conducted in conformance with the ordinances of the City of Monticello and with the Laws of the State of Minnesota; and that I under- stand that this application is not a permit and that the work is not to start without a permit. I further un- derstand that the work will be in accordance with the plan that has been approved by the Building Offi- cial. I agree that any damage caused to public property including but not limited to curb, sidewalk, pub- lic utilities and signs will be repaired at my expense. Applicant Signature / Print Name / ride .Inch Fdwards, 7nn6nq & Permitting Sppcialist Date July 12, 2018 n n n11 Approved by Building Official: // &&Aia2a y , GLlit... Date Approved: CITY OF MontiCeflo COMMERCIAL & INDUSTRIAL PLAN SUBMISSION MATRIX Project Title: AT&T Equipment Upgrade Number of plans requiredforeachDepartment Project Address: 406 East 7th Street, Monticello, MN 55362 All plans submitted for review must be 24"x36" size o Arch D) or smaller. Larger plans will not be accepted 114 o PROJECT TYPE b 3 Check one as 44 d w r New Building Construction 2 1 1 18 18 Building Addition 2 1 1 18 18 Interior Remodel/Interior Tenant Build -out (no exterior site work) 2 1 0 0 0 Interior Remodel/Interior Tenant Build -out (with exterior site work. e.g.: parking lot improvements/expansion, utility changes) I 2 1 1 18 18 Building Demolition 28 0 0 18 18 Site work (parking lot expansion, grading/drainage, etc.) I 0 1 1 1 1 New Exterior Signage (Wall, monument, pylon, etc) 2 0 1 0 0 Mechanical (HVAC) permit 12 0 0 0 0 Plumbing permit (more than 5 fixtures must be reviewed by the stateb) 12b 0 0 0 0 Fire Sprinkler or Alarm permit (20 or more heads must be sent to the state Fire Marshal for review) 0 3 0 0 0 SAC square footage based on Met Council's most current guidelines I 1 applicants shall identify all use categories and square footage as applicable) Footnotes: a. Civil plans only. Building plans not needed. b. Plumbing projects with more than 5 plumbing fixtures must be submitted to the state for review prior to permit issuance. Basic plumbing fixture plans may be required with some building permit applications for calculating fixture counts and SAC charges. c. Site plans with survey required for monument and pylon type signs a. "Civil Plans" must include; Certificate of Survey, site plan, soil boring locations, utility plan, exterior lighting plan with photometric), landscape plan, SWPPP, and grading, Office use only drainage & erosion control plan. I Date submitted: Distributed by: Plan review submission matrix v3 Ju12015 ALQ4q1"2—&,R1R1 APPROVED FILE C'OPV o REVIEWED FOR CODE COMPI-MCE o SUBJECT TO FIELD INSPECTION Date: April 06, 2018 Date: William Massimino V-449-4t Crown Castle 1500 Corporate Drive Canonsburg, PA 15317 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co -Locate Carrier Site Number: Carrier Site Name: CROWN CASTLE Crown Castle 2000 Corporate Drive Canonsburg, PA 15317 724) 416-2000 MPLSMN1146 Monticello Crown Castle Designation: Crown Castle BU Number: 878532 Crown Castle Site Name: F1/MONTICELLO/FULFILLMENT SYST Crown Castle JDE Job Number: 498419 Crown Castle Work Order Number: 1551911 Crown Castle Order Number: 424734 Rev. 2 Engineering Firm Designation: Site Data: Dear William Massimino, Crown Castle Project Number: 1551911 406 EAST 7TH STREET, MONTICELLO, Wright County, MN Latitude 450 97' 53.22", Longitude -930 47' 32.84" 159 Foot - Monopole Tower Crown Castle is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural Statement of Work' and the terms of Crown Castle Purchase Order Number 1551911, in accordance with order 424734, revision 2. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Existing + Proposed Equipment Sufficient Capacity Note: See Table I and Table II for the proposed and existing loading, respectively. The analysis has been performed in accordance with the 2012 International Building Code based on an ultimate 3-second gust wind speed of 115 mph converted to a nominal 3-second gust wind speed of 89 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C and Risk Category II were used in this analysis. All modifications and equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at Crown Castle appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects, please give us a call. Structural analysis prepared by: Steven Hu / SM Professional Ennineer Respectfully submitted by: I hereby certify that this plan specification or report was Digitally signed by Bradley Earl Byrom prepared by me or under my direct supen.ision and that I Date: 2018.04.0916:53:14-0000' am a duly Licensed Professional Engineer under the laws Bradley E. Byrom, P.E., S.E. of the state of Minnesota Senior Project Engineer Signature ,/>v Typed or Printed [Jame Bradlee Earl Bwom Date 4/9/2018 License [lumber 54415 tnxTower Report - version 7.0.5.1 159 Ft Monopole Tower Structural Analysis Project Number 1551911, Order 424734, Revision 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 — Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations April 06, 2018 CC/ BU No 878532 Page 2 tnxTower Report - version 7.0.5.1 April06, 2018 159 Ft Monopole Tower Structural Analysis CC/ BU No 878532 Project Number 1551911, Order 424734, Revision 2 Page 3 1) INTRODUCTION This tower is a 159 ft Monopole tower designed by ENGINEERED ENDEAVORS, INC. in April of 2003. The tower was originally designed for a wind speed of 85 mph per TIA/EIA-222-F. The tower has been modified per reinforcement drawings prepared by GPD Associates, in April of 2008. Reinforcement consists of addition of stiffeners at the base plate. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 89 mph with no ice, 50 mph with 0.5 inch ice thickness and 60 mph under service loads, exposure category C. Table 1 - Proposed Antenna and Cable Information Center Number Mounting Line of Antenna Antenna ModelLevel (ft) Elevation Antennas Manufacturer ft) 3 alcatel lucent B25 RRH4X30-4R 3 alcatel lucent B66A RRH4X45 120.0 3 kmw EPBQ-654L8H8-L2 w/ 117.0 communications Mount Pipe 3 nokia FRBI 1 raycap DC6-48-60-0-8C 117.0 1 site prof VFA10-HD3L4NP Table 2 - Existing Antenna and Cable Information Center Number Mounting Line of Antenna Antenna Model Level (ft) Elevation Antennas Manufacturer ft) 2 alpha wireless Itd I AW3266 w/ Mount Pipe 2 I I SBCHH-1 D90B w/ Mount commscope Pipe 1 kmw I ET-X-TS-70-16-62-18-IR- communications RD w/ Mount Pipe 1 kmw ET-X-WM-18-65-8P w/ communications Mount Pipe 3 I samsung telecommunications 2.5GHZ RRH-V3 157.0 157.0 3 samsungItelecommunications OPTIC FIBER JUNCTION CYLINDER 3 samsugItelecommunin POVJUNCTION cations CYLINDER 3 samsung RRH-C2A W/EXT FILTER telecommunications 3 samsung l RRH-P4 telecommunications i 1 tower mounts I T-Arm Mount [TA 601-3) 137. 0 139.0 6 andrew ECC1920-VPUB Number Feed of Feed Line Note Lines Size (in) 2 13/16 - Number Feed of Feed Line Note Lines Size (in) 3 1 7/ 8 1 1- 3/5 1 tnxTower Report - version 7.0.5.1 159 Ft Monopole Tower Structural Analysis Project Number 1551911, Order 424734, Revision 2 Center Number Mounting Line of Antenna Antenna Model Level (ft) Elevation Antennas Manufacturer ft) 3 andrew I SBNHH-1 D65B w/ Mount Pipe 3 I andrew I TMBXX-6517-A2M w/ Mount Pipe 1 andrew VHLP2-11 1 I andrew VHLP2-18 3 commscope TMAT1921 B78-21A 3 nokia I FHFB 3 nokia FRIG 1 raycap ASU9338TYP01 137.0 1 tower mounts IPlafform Mount [LP 303-1 ] I 1 alcatel lucent I95MPR11-C128F40-220 130.0 130.0 1 I andrew VHLPX4-11 1 I tower mounts Pipe Mount [PM 601-1] 3 alcatel lucent RRH AWS 3 powerwave RA21.7770.00 w/ Mount technologies Pipe 1 raycap I FC12-PC6-10E 1 alcatel lucent I RRH-2X40W-700-MHZ120.0 3 alcatel lucent I RRH4X25-WCS HPA-65R-BUU-H8 w/ 117.0 6 cci antennas Mount Pipe 4 I raycap I DC2-48-60-0-9E 1 I raycap I FC12-PC6-10E 2 alcatel lucent RRH-2X40W 700-MHZ 6 andrew I 641280-DF 117.0 2 raycap I DC2-48-60-0-9E 1 I tower mounts IPlatform Mount [LP 701-1]I Notes: 1) Existing Equipment 2) Equipment to be Removed; Not Considered in Analysis Table 3 - Design Antenna and Cable Information Center Number Mounting Line of Antenna Level (ft) Elevation Antennas Manufacturer ft) 160 160 I 12 I DAPA 140 I 140 I 12 DAPA 120 I 120 I 12 DAPA 100 100 I 12 I DAPA 80 j 80 I 12 I DAPA Antenna Model April 06, 2018 CC/ BU No 878532 Page 4 Number 1 Feed of Feed Line Note Lines Size (in) 2 3/8 12 1-5/8 1 3/8 1 2 1 /4 2 1 3/8 3 13/16 1 12 1-5/8 2 Number Feed of Feed Line Lines Size (in) 48000 Panel Antenna - - I 48000 Panel Antenna- 48000 Panel Antenna- 48000 Panel Antenna- 48000 Panel Antenna tnxTower Report - version 7.0.5.1 159 Ft Monopole Tower Structural Analysis Project Number 1551911, Order 424734, Revision 2 3) ANALYSIS PROCEDURE Table 4 - Documents Provided April 06, 2018 CC/ BU No 878532 Page 5 Document I Remarks Reference Source 4-GEOTECHNICAL REPORTS I Terracon 1504987 CCISITES 4-POST-MODIFICATION I GPD Associates 2286749 CCISITES INSPECTION 4-TOWER FOUNDATION Engineered Endeavors 1621567 CCISITES DRAWINGS/DESIGN/SPECS Incorporated 4-TOWER MANUFACTURER I Engineered Endeavors I 1617475 CCISITES DRAWINGS Incorporated 1 4-TOWER REINFORCEMENT I GPD Associates 2231372 CCISITES DESIGN/DRAWINGS/DATA 1 4-TOWER STRUCTURAL I Engineered Endeavors 1617557 CCISITES ANALYSIS REPORTS Incorporated 3.1) Analysis Method tnxTower (version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Crown Castle should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) S Elevation (ft) ComponentT Size CritElemical P (K) F* allow r Pass / FailNttiionypeetCapacity L1 159 - 133.42 I Pole TP21.29x16x0.188 I 1 4.641 I 883.700 I 26.8 I Pass L2 Pole TP30.21x20.26x0.25 I 2 I-13.533 1644.290 84.4 I Pass 87.837 L3 187.837 - 43.291 Pole I TP38.8x28.826x0.313 3 22.028 12619.620 I 91.2 I Pass L4 43.29 - 0 Pole TP47x37.07x0.375 I 4 I-35.363 13872.090 I 84.0 I Pass ISummaryI Pole (1-3) 91.2 I Pass Rating = I 91.2 I Pass tnxTower Report - version 7.0.5.1 159 Ft Monopole Tower Structural Analysis Project Number 1551911, Order 424734, Revision 2 Table 6 - Tower Component Stresses vs. Capacity — LC5 Notes I Component I Elevation (ft) I Capacity 1 Anchor Rods 0 8-7.6 1 i Base Plate 0 i 32.8 1 Plate Stiffeners 0 41.4 1 i Base Foundation Structure 0 ! 72.1 1 Base Foundation Soil Interaction 0 36.0 April06, 2018 CC/ BU No 878532 Page 6 Pass / Fail Pass Pass Pass Pass Pass Structure Rating (max from all components) _ 91.2% Notes: - - 1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. As requested, the results of the tilt and twist values for 60 mph 3-second gust service wind speed per the TIA-222-G standard are given below: Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Load ft Comb. in 130.000 VHLPX4-11 42 30.359 Tilt Twist Radius of Curvature o ft 2.277 0.003 4675 tnxTower Report - version 7.0.5.1 159 Ft Monopole Tower Structural Analysis Project Number 1551911, Order 424734, Revision 2 APPENDIX A TNXTOWER OUTPUT April 06, 2018 CC/ BU No 878532 Page 7 tnxTower Report - version 7.0.5.1 I m F Io § '@ o m N 6 iv pryp rW d C N fR 0 ppEqptoO O o I M N W 159.0 R 133.4 R 87.8 R 43.3 It 0.0 R DESIGNED APPURTENANCE LOADING 177=1 TYPE ELEVATION TYPE ELEVATION Lightning Rod 12° x Jr 159 TMAT1921878-21A 137 1 2' x 2" Pipe Mount 159 FHFB 137 1 AW3268 W Mount Pipe 157 FHFB 137 1 AW3266 wd Mount Pipe 157 FHFB 137 1 SBCHH-1 D90B Md Mount Pipe 167 TMAT1921078-21A 137 1 SBCHH-1 DWB w/ Mount Pipe 157 TMAT1921578-21A 137 ET-X-T8-70.16-62-18-IR-RD w/ Mount 157 ASU9338TYP01 137 I Pipe I VHLP2-11 137 ET X-WM-18656P w/ Mount Pipe 157 1 VHLP2-18 137 RRH-P4 157 I Pipe Mount [PM 601-1] 130 RRH-P4 157 185MPR11-C128F40-220 130 RRH-P4 157 IVHLPX4-11 130 RRH-C2A W/EXT FILTER 157 1 RRH4X25-WCS 117 RRH-C2A W/EXT FILTER 157 RRH4x25-WCS 117 RRH-C2A W/EXT FILTER 157 1 RRH4X25-WCS 117 POWER JUNCTION CYLINDER 157 1DC248.80-0.9E 117 N ]ON NON III POWER JUNCTION CYLINDER 157 DC2.48-60-0-9E 117 POWER JUNCTION CYLINDER 157 1(2) DC2.4&60.06E 117 12.5GHZ RRWV3 157 1 DC248.60-0-9E 117 12.SGHZ RRH-V3 157 1 DC248.80- HSE 117 12.5GHZ RRH-V3 157 1 RRH-2X40W-700-MHZ 117 1 OPTIC FIBER JUNCTION CYLINDER 157 RRH-2X40W-70D-MHZ 117 OPTIC FIBER JUNCTION CYLINDER 157 RRH-2X40W-70aMHZ 117 OPTIC FIBER JUNCTION CYLINDER 157 1(2) 641280-DF 117 1(2) 6' x 2" Mount Pipe 157 1 i'2) 6412MDF 117 1(2) 6' x 2" Mount Pipe 157 1, 2) 6412MDF 117 2) & x 2" Mount Pipe 157 FC1241013-10E 117 T-Arm Mount [TA 601-3) 157 1 EPBO6541.81-18-1-2 vd Mount Pipe 117 1 Platform Mount [LP 303-11 137 1 EPB06 U31.18-L2 w/ Mount Pipe 117 15' x 2" Pipe Mount 137 1 EPBO6541.8H8-1-2 vd Mount Pipe 117 5' x 2" Pipe Mount 137 1 BWA RRH4X45 117 15' x 2" Pipe Mount 137 1 B66A RRH4X45 117 8 x 2" Pipe Mount 137 I666A RRH4X45 117 V x 2" Pipe Mount 137 1 B25 RRH4X30-4R 117 O 1 TMBXX6517-A2M vd Mount Pipe 137 I B25 RRH4X30-4R 117 TMaXX6517-A2M w/ Mount Pipe 137 1825 RRH4X30-4R 117 1 TMBXX6517-A2M w/ Mount Pipe 137 1 FRBI 117 1 SBNHH-1 D65B w/ Mount Plpe 137 FREI 117 1 SBNHH-1 D659 w/ Mount Pipe 137 I FRBI 117 SBNHH-1D65Bw/ Mount Pipe 137 1DC&4840.0.8C 117 1 FRIG 137 Sector Mount [SM 5W-31 117 1 FRIG 137 I (2) Side Arm Mount [SO 102-31 117 1 FRIG 137 1(2) HPA65R-BUU-H8 w/ Mount Pipe 117 1(2) ECC1920-VPUB 137 I (2) HPA65R-BUU-H8 w/ Mount Pipe 117 2) ECC7920-VPUB 137 1(2) HPA65R-BUU-H8 vd Mount Pipe 117 2) ECC1920-VPUS 137 1 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu M72-65 85 ksi e0 kai TOWER DESIGN NOTES ALL REACTIONS1. Tower is located in Wright County, Minnesota. ARE FACTORED2. Tower designed for Exposure C to the TIA 222-G Standard. 3. Tower designed for a 89 mph basic wind in accordance with the TIA-222-G Standard. AXIAL 4. Tower is also designed for a 50 mph basic Wind with 0.50 in ice. Ice is considered to increase 57 K in thickness with height 5 Deflections are based upon a 60 mph wind. SHEAR 6. _ _Tower Structure Class II. 9 K 7. Topographic Category 1 with Crest Height of 0.000 ft 8. TOWER RATING: 91.2% TORQUE 0 k/p-ft 50 mph WIND - 0.500 in ICE AXIAL 35 K SHEA27K11, MOMENT 27 K 3083 kip-R TORQUE 1 k/p-R REACTIONS - 89 mph WIND Crown Castle Job:878532 CROWN 2000 Corporate Drive Pre)ect CASTLE client Crown Castle Drawnby'Steven Hu ]A:pl: Canonsburg, PA 15317 The Foundation for a wireless world Phone: (724) 416-2000 Code: TA-222-G Date: 04/05/18 8' N Dwq No. FAX: (724)416-4623 Path:a:tsnmm"e.urma wwvwwe awore5re+rrnsmisre x. April06, 2018 159 Ft Monopole Tower Structural Analysis CC/ BU No 878532 Project Number 1551911, Order 424734, Revision 2 Page 8 Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 3) Tower is located in Wright County, Minnesota. 4) Basic wind speed of 89 mph. 5) Structure Class II. 6) Exposure Category C. 7) Topographic Category 1. 8) Crest Height 0.000 ft. 9) Nominal ice thickness of 0.500 in. 10) Ice thickness is considered to increase with height. 11) Ice density of 56.000 pcf. 12) A wind speed of 50 mph is used in combination with ice. 13) Temperature drop of 50.000 OF. 14) Deflections calculated using a wind speed of 60 mph. 15) A non -linear (P-delta) analysis was used. 16) Pressures are calculated at each section. 17) Stress ratio used in pole design is 1. 18) 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 4 Use Code Stress Ratios 4 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 4 Assume Rigid Index Plate 4 Use Clear Spans For Wind Area Use Clear Spans For KUr Retension Guys To Initial Tension Bypass Mast Stability Checks 4 Use Azimuth Dish Coefficients 4 Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination 4 Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder 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-G Bracing Resist. Exemption Use TIA-222-G Tension Splice Exemption Poles 4 Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom wall Bend Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L1 159.000- 25.580 3.167 18 16.000 21.290 0.188 0.750 133.420 L2 133.420- 48.750 4.333 18 20.260 30.210 0.250 1.000 87.837 L3 87.837-43.290 48.880 5.417 18 28.826 38.800 0.313 1.250 L4 43.290-0.000 48.707 18 37.070 47.000 0.375 1.500 Pole Grade A572-65 65 ksi) A572-65 65 ksi) A572-65 65 ksi) A572-65 65 ksi) tnxTower Report - version 7.0.5.1 159 Ft Monopole Tower Structural Analysis Project Number 1551911, Order 424734, Revision 2 April 06, 2018 CC/ BU No 878532 Page 9 Tapered Pole Properties Section Tip Dia. Area I r C I/C J It/Q w w/t in W in' in in in3 in° in2 in 1.1 16.247 9.410 297.267 5.613 8.128 36.573 594.926 4.706 2.486 13.259 21.618 12.559 706.557 7.491 10.815 65.329 1414.044 6.281 3.417 18.224 L2 21.229 15.878 803.211 7.104 10.292 78.041 1607.478 7.940 3.126 12.503 30.676 23.773 2695.937 10.636 15.347 175.669 5395.422 11.889 4.877 19.508 L3 30.168 28.281 2904.885 10.122 14.643 198.375 5813.593 14.143 4.523 14.475 39.399 38.175 7144.198 13.663 19.710 362.458 14297.797 19.091 6.279 20.092 L4 38.763 43.676 7429.895 13.027 18.831 394.549 14869.567 21.842 5.864 15.638 47.725 55.495 15241.657 16.552 23.876 638.367 30503.369 27.753 7.612 20.299 Tower Gusset Elevation Area per face) ft fe L1 159.000- 133.420 L2 133.420- 87.837 L3 87.837- 43.290 L4 43.290- 0.000 Gusset Gusset GradeAdjust. Factor Adjust. Thickness Ai Factor A, in Weight Mult. Double Angle Double Angle Double Angle Stitch Bolt Stitch Bolt Stitch Bolt Spacing Spacing Spacing Diagonals Horizontals Redundants in in in 1 1 1 1 1 1 1 1 1 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Secto Component Placement Total Number Start/Eh Width or Perimete Weight r Type Number Per Row d Diamete r ft Position r plf in in LDF5-50A(7/8) B Surface Ar 157.000 - 0.000 3 3 0.300 1.090 0.330 CaAa) 0.350 AVA7-50(1-5/8) C Surface Ar 137.000 - 0.000 12 6 0.500 2.010 0.700 CaAa) 0.100 FSJ2-50(3/8) C Surface Ar 137.000 - 0.000 2 1 0.100 0.425 0.078 CaAa) 0.090 ASU9325TYP01(1-3/5) C Surface Af 137.000 - 0.000 1 1 0.150 1.584 4.976 1.614 CaAa) 0.130 PWRT-608-S(13/16) C Surface Ar 117.000 - 0.000 2 2 0.000 0.820 0.620 CaAa) 0.020 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft Wlft plf LDF2-50(3/8) C No Inside Pole 130.000 - 0.000 1 No Ice 0.000 0.080 1/2" Ice 0.000 0.080 LDF7-50A(1-5/8) C No Inside Pole 117.000 - 0.000 12 No Ice 0.000 0.820 1/2" Ice 0.000 0.820 PWRT-608-S(13/16) C No Inside Pole 117.000 - 0.000 3 No Ice 0.000 0.620 1/2" Ice 0.000 0.620 FB-1-9813-034- C No Inside Pole 117.000 - 0.000 1 No Ice 0.000 0.050 XXXXXX(3/8) 1/2" Ice 0.000 0.050 tnxTower Report - version 7.0.5.1 159 Ft Monopole Tower Structural Analysis Project Number 1551911, Order 424734, Revision 2 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ftz ftz ft2 ftZ K L1 159.000-133.420 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 7.711 0.000 0.023 C 0.000 0.000 5.415 0.000 0.036 L2 133.420-87.837 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 14.906 0.000 0.045 C 0.000 0.000 73.727 0.000 0.846 L3 87.837-43.290 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 14.567 0.000 0.044 C 0.000 0.000 74.683 0.000 1.035 L4 43.290-0.000 A 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 14.156 0.000 0.043 C 0.000 0.000 72.576 0.000 1.006 April 06, 2018 CC/ BU No 878532 Page 10 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ftz ft2 ftz fe K L1 159.000-133.420 A 1.160 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 16.477 0.000 0.150 C 0.000 0.000 9.193 0.000 0.136 L2 133.420-87.837 A 1.127 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 31.851 0.000 0.289 C 0.000 0.000 131.494 0.000 2.218 L3 87.837-43.290 A 1.070 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 30.764 0.000 0.274 C 0.000 0.000 135.141 0.000 2.389 L4 43.290-0.000 A 0.959 0.000 0.000 0.000 0.000 0.000 B 0.000 0.000 29.276 0.000 0.252 C 0.000 0.000 129.095 0.000 2.246 Feed Line Center of Pressure Section Elevation CPx CPz CPx CPz Ice Ice ft in in in in L1 159.000-133.420 0.531 0.310 0.669 0.356 L2 133.420-87.837 1.021 1.230 1.014 1.283 L3 87.837-43.290 1.118 1.390 1.156 1.544 L4 43.290-0.000 1.197 1.487 1.303 1.735 Shielding Factor Ka Tower Feed Line Description Feed Line Section Record No. Segment No Ice Ice Elev. L1 1 LDF5-50A(7/8) 133.42 - 1.0000 1.0000 157.00 L1 3 AVA7-50(1-5/8) 133.42 - 1.0000 1.0000 137.00 L1 4 FSJ2-50(3/8) 133.42 - 1.0000 1.0000 137.00 L1 5 ASU9325TYP01(1-3/5) 133.42- 1.0000 1.0000 137.00 L1 13 PWRT-608-S(13/16) 133.42 - 1.0000 1.0000 tnxTower Report - version 7.0.5.1 159 Ft Monopole Tower Structural Analysis Project Number 1551911, Order 424734, Revision 2 April 06, 2018 CCI BU No 878532 Page 11 Tower Feed Line Description Feed Line K. Ke Section Record No. Segment No Ice Ice Elev. 117.00 L2 1 LDF5-50A(7/8) 87.84- 1.0000 1.0000 133.42 L2 3 AVA7-50(1-5/8) 87.84- 1.0000 1.0000 133.42 L2 4 FSJ2-50(3/8) 87.84- 1.0000 1.0000 133.42 L2 5 ASU9325TYP01(1-3/5) 87.84- 1.0000 1.0000 133.42 L2 13 PWRT-608-S(13/16) 87.84- 1.0000 1.0000 117.00 L3 1 LDF5-50A(7/8) 43.29 - 1.0000 1.0000 87.84 L3 3 AVA7-50(1-5/8) 43.29 - 1.0000 1.0000 87.84 L3 4 FSJ2-50(3/8) 43.29 - 1.0000 1.0000 87.84 L3 5 ASU9325TYP01(1-3/5) 43.29 - 1.0000 1.0000 87.84 L3 13 PWRT-608-S(13/16) 43.29 - 1.0000 1.0000 87.84 Discrete Tower Loads Description Face Offset Offsets. Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft H2 ft2 K ft ft Lightning Rod 1/2" x 8' B From Leg 4.000 0.000 159.000 No Ice 0.400 0.400 0.030 0.000 1/2" 1.212 1.212 0.035 4.000 Ice 2' x 2" Pipe Mount B From Leg 4.000 0.000 159.000 No Ice 0.023 0.023 0.007 0.000 1/2" 0.049 0.049 0.008 rw 0.000 Ice AW3266 w/ Mount Pipe A From Leg 4.000 0.000 157.000 No Ice 6.091 3.950 0.056 0.000 1/2" 6.529 4.708 0.103 0.000 Ice AW3266 w/ Mount Pipe C From Leg 4.000 0.000 157.000 No Ice 6.091 3.950 0.056 0.000 1/2" 6.529 4.708 0.103 0.000 Ice SBCHH-1 D90B w/ Mount A From Leg 4.000 0.000 157.000 No Ice 8.386 7.084 0.076 Pipe 0.000 1/2" 8.950 8.275 0.145 0.000 Ice SBCHH-1 D90B w/ Mount C From Leg 4.000 0.000 157.000 No Ice 8.386 7.084 0.076 Pipe 0.000 1/2" 8.950 8.275 0.145 0.000 Ice ET-X-TS-70-16-62-18-IR- B From Leg 4.000 0.000 157.000 No Ice 8.504 6.487 0.068 RD w/ Mount Pipe 0.000 1/2" 9.073 7.687 0.134 0.000 Ice ET-X-WM-18-65-8P w/ B From Leg 4.000 0.000 157.000 No Ice 6.921 4.431 0.059 Mount Pipe 0.000 1/2" 7.403 5.324 0.111 0.000 Ice RRH-P4 A From Leg 4.000 0.000 157.000 No Ice 2.735 1.789 0.060 0.000 1/2" 2.948 1.968 0.083 0.000 Ice RRH-P4 B From Leg 4.000 0.000 157.000 No Ice 2.735 1.789 0.060 0.000 1/2" 2.948 1.968 0.083 0.000 Ice RRH-P4 C From Leg 4.000 0.000 157.000 No Ice 2.735 1.789 0.060 0.000 1/2" 2.948 1.968 0.083 0.000 Ice tnxTower Report - version 7.0.5.1 159 Ft Monopole Tower Structural Analysis Project Number 1551911, Order 424734, Revision 2 April06, 2018 CC/ BU No 878532 Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft fe fe K ft ft RRH-C2A W/EXT FILTER A From Leg 4.000 0.000 157.000 No Ice 3.109 1.379 0.055 0.000 1/2" 3.332 1.545 0.077 0.000 Ice RRH-C2A W/EXT FILTER B From Leg 4.000 0.000 157.000 No Ice 3.109 1.379 0.055 0.000 1/2" 3.332 1.545 0.077 0.000 Ice RRH-C2A W/EXT FILTER C From Leg 4.000 0.000 157.000 No Ice 3.109 1.379 0.055 0.000 1/2" 3.332 1.545 0.077 0.000 Ice POWER JUNCTION A From Leg 4.000 0.000 157.000 No Ice 0.369 0.369 0.003 CYLINDER 0.000 1/2" 0.453 0.453 0.007 0.000 Ice POWER JUNCTION B From Leg 4.000 0.000 157.000 No Ice 0.369 0.369 0.003 CYLINDER 0.000 1/2" 0.453 0.453 0.007 0.000 Ice POWER JUNCTION C From Leg 4.000 0.000 157.000 No Ice 0.369 0.369 0.003 CYLINDER 0.000 1/2" 0.453 0.453 0.007 0.000 Ice 2.5GHZ RRH-V3 A From Leg 4.000 0.000 157.000 No Ice 2.402 1.221 0.060 0.000 1/2" 2.596 1.363 0.081 0.000 Ice 2.5GHZ RRH-V3 B From Leg 4.000 0.000 157.000 No Ice 2.402 1.221 0.060 0.000 1/2" 2.596 1.363 0.081 0.000 Ice 2.5GHZ RRH-V3 C From Leg 4.000 0.000 157.000 No Ice 2.402 1.221 0.060 0.000 1/2" 2.596 1.363 0.081 0.000 Ice OPTIC FIBER JUNCTION A From Leg 4.000 0.000 157.000 No Ice 0.389 0.389 0.002 CYLINDER 0.000 1/2" 0.475 0.475 0.006 0.000 Ice OPTIC FIBER JUNCTION B From Leg 4.000 0.000 157.000 No Ice 0.389 0.389 0.002 CYLINDER 0.000 1/2" 0.475 0.475 0.006 0.000 Ice OPTIC FIBER JUNCTION C From Leg 4.000 0.000 157.000 No Ice 0.389 0.389 0.002 CYLINDER 0.000 1/2" 0.475 0.475 0.006 0.000 Ice 2) 6' x 2" Mount Pipe A From Leg 4.000 0.000 157.000 No Ice 1.425 1.425 0.022 0.000 1/2" 1.925 1.925 0.033 0.000 Ice 2) 6' x 2" Mount Pipe B From Leg 4.000 0.000 157.000 No Ice 1.425 1.425 0.022 0.000 1/2" 1.925 1.925 0.033 0.000 Ice 2) 6' x 2" Mount Pipe C From Leg 4.000 0.000 157.000 No Ice 1.425 1.425 0.022 0.000 1/2" 1.925 1.925 0.033 0.000 Ice T-Arm Mount [TA 601-3] C None 0.000 157.000 No Ice 10.900 10.900 0.726 1/2" 14.650 14.650 0.926 Ice Platform Mount [LP 303-11 B None 0.000 137.000 No Ice 14.660 14.660 1.250 1/2" 18.870 18.870 1.481 Ice 5' x 2" Pipe Mount C From Face 4.000 0.000 137.000 No Ice 1.188 1.188 0.018 0.000 1/2" 1.496 1.496 0.027 2.000 Ice 5' x 2" Pipe Mount A From Face 4.000 0.000 137.000 No Ice 1.188 1.188 0.018 0.000 1/2" 1.496 1.496 0.027 2.000 Ice 5' x 2" Pipe Mount B From Face 4.000 0.000 137.000 No Ice 1.188 1.188 0.018 0.000 1/2" 1.496 1.496 0.027 0.000 Ice 5' x 2" Pipe Mount C From Face 4.000 0.000 137.000 No Ice 1.188 1.188 0.018 0.000 1/2" 1.496 1.496 0.027 0.000 Ice V x 2" Pipe Mount A From Face 4.000 0.000 137.000 No Ice 1.188 1.188 0.018 tnxTower Report - version 7.0.5.1 159 Ft Monopole Tower Structural Analysis Project Number 1551911, Order 424734, Revision 2 April 06, 2018 CC/ BU No 878532 Page 13 Description Face Offset Offsets. Azimuth Placement CAAA CAAa Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ftz fe K ft ft 0.000 1/2" 1.496 1.496 0.027 0.000 Ice TMBXX-6517-A2M w/ A From Leg 4.000 0.000 137.000 No Ice 8.765 6.963 0.071 Mount Pipe 0.000 1/2" 9.342 8.182 0.140 2.000 Ice TMBXX-6517-A2M w/ B From Leg 4.000 0.000 137.000 No Ice 8.765 6.963 0.071 Mount Pipe 0.000 1/2" 9.342 8.182 0.140 2.000 Ice TMBXX-6517-A2M w/ C From Leg 4.000 0.000 137.000 No Ice 8.765 6.963 0.071 Mount Pipe 0.000 1/2" 9.342 8.182 0.140 2.000 Ice SBNHH-1 D65B w/ Mount A From Leg 4.000 0.000 137.000 No Ice 8.386 7.084 0.076 Pipe 0.000 1/2" 8.950 8.275 0.146 2.000 Ice SBNHH-1 D65B w/ Mount B From Leg 4.000 0.000 137.000 No Ice 8.386 7.084 0.076 Pipe 0.000 1/2" 8.950 8.275 0.146 2.000 Ice SBNHH-1 D65B w/ Mount C From Leg 4.000 0.000 137.000 No Ice 8.386 7.084 0.076 Pipe 0.000 1/2" 8.950 8.275 0.146 2.000 Ice FRIG A From Leg 4.000 0.000 137.000 No Ice 2.394 0.968 0.057 0.000 1/2" 2.587 1.105 0.075 2.000 Ice FRIG B From Leg 4.000 0.000 137.000 No Ice 2.394 0.968 0.057 0.000 1/2" 2.587 1.105 0.075 2.000 Ice FRIG C From Leg 4.000 0.000 137.000 No Ice 2.394 0.968 0.057 0.000 1/2" 2.587 1.105 0.075 2.000 Ice 2) ECC1920-VPUB A From Leg 4.000 0.000 137.000 No Ice 0.462 0.179 0.008 0.000 1/2" 0.549 0.239 0.012 2.000 Ice 2) ECC1920-VPUB B From Leg 4.000 0.000 137.000 No Ice 0.462 0.179 0.008 0.000 1/2" 0.549 0.239 0.012 2.000 Ice 2) ECC1920-VPUB C From Leg 4.000 0.000 137,000 No Ice 0.462 0.179 0.008 0.000 1/2" 0.549 0.239 0.012 2.000 Ice TMAT1921B78-21A A From Leg 4.000 0.000 137.000 No Ice 0.652 0.300 0.018 0.000 1/2" 0.755 0.376 0.023 2.000 Ice FHFB A From Leg 4.000 0.000 137.000 No Ice 3.631 2.386 0.053 0.000 1/2" 3.885 2.616 0.081 2.000 Ice FHFB B From Leg 4.000 0.000 137.000 No Ice 3.631 2.386 0.053 0.000 1/2" 3.885 2.616 0.081 2.000 Ice FHFB C From Leg 4.000 0.000 137.000 No Ice 3.631 2.386 0.053 0.000 1/2" 3.885 2.616 0.081 2.000 Ice TMAT19211378-21A B From Leg 4.000 0.000 137.000 No Ice 0.652 0.300 0.018 0.000 1/2" 0.755 0.376 0.023 2.000 Ice TMAT1921 B78-21 A C From Leg 4.000 0.000 137.000 No Ice 0.652 0.300 0.018 0.000 1/2" 0.755 0.376 0.023 2.000 Ice ASU9338TYPOl C From Leg 4.000 0.000 137.000 No Ice 3.203 1.027 0.019 0.000 1/2" 3.425 1.171 0.040 2.000 Ice Pipe Mount [PM 601-1] C From Leg 0.000 0.000 130.000 No Ice 3.000 0.900 0.065 0.000 1/2" 3.740 1.120 0.079 0.000 Ice 95MPR11-C128F40-220 C From Leg 4.000 0.000 130.000 No Ice 0.900 0.453 0.012 0.000 1/2" 1.020 0.545 0.019 tnxTower Report - version 7.0.5.1 159 Ft Monopole Tower Structural Analysis Project Number 1551911, Order 424734, Revision 2 April 06, 2018 CCI BU No 878532 Page 14 Description Face Offset Offsets. Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft f12 ft2 K ft ft 0.000 Ice 2) HPA-65R-BUU-H8 w/ A From Leg 4.000 0.000 117.000 No Ice 13.213 9.582 0.100 Mount Pipe 0.000 1/2" 13.899 11.052 0.196 3.000 Ice 2) HPA-65R-BUU-H8 w/ B From Leg 4.000 0.000 117.000 No Ice 13.213 9.582 0.100 Mount Pipe 0.000 1/2" 13.899 11.052 0.196 3.000 Ice 2) HPA-65R-BUU-H8 w/ C From Leg 4.000 0.000 117.000 No Ice 13.213 9.582 0.100 Mount Pipe 0.000 1/2" 13.899 11.052 0.196 3.000 Ice RRH4X25-WCS A From Leg 4.000 0.000 117.000 No Ice 3.337 3.835 0.091 0.000 1/2" 3.586 4.094 0.125 3.000 Ice RRH4X25-WCS B From Leg 4.000 0.000 117.000 No Ice 3.337 3.835 0.091 0.000 1/2" 3.586 4.094 0.125 3.000 Ice RRH4X25-WCS C From Leg 4.000 0.000 117.000 No Ice 3.337 3.835 0.091 0.000 1/2" 3.586 4.094 0.125 3.000 Ice DC2-48-60-0-9E A From Leg 4.000 0.000 117.000 No Ice 0.930 0.563 0.016 0.000 1/2" 1.051 0.662 0.025 0.000 Ice DC2-48-60-0-9E A From Leg 4.000 0.000 117.000 No Ice 0.930 0.563 0.016 0.000 1/2" 1.051 0.662 0.025 3.000 Ice 2) DC2-48-60-0-9E B From Leg 4.000 0.000 117.000 No Ice 0.930 0.563 0.016 0.000 1/2" 1.051 0.662 0.025 3.000 Ice DC2-48-60-0-9E C From Leg 4.000 0.000 117.000 No Ice 0.930 0.563 0.016 0.000 1/2" 1.051 0.662 0.025 3.000 Ice DC2-48-60-0-9E C From Leg 4.000 0.000 117.000 No Ice 0.930 0.563 0.016 0.000 1/2" 1.051 0.662 0.025 0.000 Ice RRH-2X40W-700-MHZ A From Leg 4.000 0.000 117.000 No Ice 2.758 1.658 0.052 0.000 1/2" 2.964 1.827 0.076 0.000 Ice RRH-2X40W-700-MHZ A From Leg 4.000 0.000 117.000 No Ice 2.758 1.658 0.052 0.000 1/2" 2.964 1.827 0.076 3.000 Ice RRH-2X40W 700-MHZ C From Leg 4.000 0.000 117.000 No Ice 2.758 1.658 0.052 0.000 1/2" 2.964 1.827 0.076 0.000 Ice 2) 641280-DF A From Leg 4.000 0.000 117.000 No Ice 0.120 0.158 0.004 0.000 1/2" 0.175 0.226 0.008 0.000 Ice 2) 641280-DF B From Leg 4.000 0.000 117.000 No Ice 0.120 0.158 0.004 0.000 1/2" 0.175 0.226 0.008 0.000 Ice 2) 641280-DF C From Leg 4.000 0.000 117.000 No Ice 0.120 0.158 0.004 0.000 1/2" 0.175 0.226 0.008 0.000 Ice FC12-PC6-10E B From Leg 4.000 0.000 117.000 No Ice 2.098 0.858 0.028 0.000 1/2" 2.278 0.985 0.044 3.000 Ice EPBQ-654L8H8-L2 w/ A From Leg 4.000 0.000 117.000 No Ice 18.326 9.171 0.119 Mount Pipe 0.000 1/2" 19.062 10.685 0.236 3.000 Ice EPBQ-654L8H8-L2 w/ B From Leg 4.000 0.000 117.000 No Ice 18.326 9.171 0.119 Mount Pipe 0.000 1/2" 19.062 10.685 0.236 3.000 Ice EPBQ-654L8H8-L2 w/ C From Leg 4.000 0.000 117.000 No Ice 18.326 9.171 0.119 Mount Pipe 0.000 1/2" 19.062 10.685 0.236 3.000 Ice tnxTower Report - version 7.0.5.1 159 Ft Monopole Tower Structural Analysis Project Number 1551911, Order 424734, Revision 2 Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustmen Leg Lateral t Vert ft ft ft ° ft B66A RRH4X45 B66A RRH4X45 B66A RRH4X45 B25 RRH4X30-4R B25 RRH4X30-4R B25 RRH4X30-4R FRBI FRBI FRBI DC6-48-60-0-8C April 06, 2018 CC/ BU No 878532 Page 15 CAAA CAAA Weight Front Side W ft2 K A From Leg 4.000 0.000 117.000 No Ice 2.580 0.000 1/2" 2.794 3.000 Ice B From Leg 4.000 0.000 117.000 No Ice 2.580 0.000 1/2" 2.794 3.000 Ice C From Leg 4.000 0.000 117.000 No Ice 2.580 0.000 1/2" 2.794 3.000 Ice A From Leg 4.000 0.000 117.000 No Ice 2.140 0.000 1/2" 2.329 3.000 Ice B From Leg 4.000 0.000 117.000 No Ice 2.140 0.000 1/2" 2.329 3.000 Ice C From Leg 4.000 0.000 117.000 No Ice 2.140 0.000 1/2" 2.329 3.000 Ice A From Leg 4.000 0.000 117.000 No Ice 2.492 0.000 1/2" 2.696 3.000 Ice B From Leg 4.000 0.000 117.000 No Ice 2.492 0.000 1/2" 2.696 3.000 Ice C From Leg 4.000 0.000 117.000 No Ice 2.492 0.000 1/2" 2.696 3.000 Ice A From Leg 4.000 0.000 117.000 No Ice 2.040 0.000 1/2" 2.228 3.000 Ice Sector Mount [SM 502-3] C None 2) Side Arm Mount [SO C None 102-3] 0.000 117.000 No Ice 33.020 1/2" 47.360 Ice 0.000 117.000 No Ice 3.000 1/2" 3.480 Ice 1.630 1.811 1.630 1.811 1.630 1.811 1.306 1.463 1.306 1.463 1.306 1.463 1.317 1.479 1.317 1.479 1.317 1.479 2.040 2.228 33.020 47.360 3.000 3.480 0.067 0.087 0.067 0.087 0.067 0.087 0.051 0.068 0.051 0.068 0.051 0.068 0.053 0.072 0.053 0.072 0.053 0.072 0.019 0.040 1.905 2.224 0.081 0.111 Dishes Offset Offsets: Aperture WeightAzimuth3dBElevationOutsideDescriptionFaceDish or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft o a ft ft ft2 K VHLP2-11 A Paraboloid From 1.000 0.000 137.000 2.175 No Ice 3.720 0.027 w/Shroud (HP) Leg 0.000 1/2" Ice 4.010 0.050 2.000 VHLP2-18 B Paraboloid From 1.000 0.000 137.000 2.175 No Ice 3.720 0.031 w/Shroud (HP) Leg 0.000 1/2" Ice 4.010 0.050 2.000 VHLPX4-11 C Paraboloid From 1.000 0.000 130.000 4.233 No Ice 14.080 0.101 w/Shroud (HP) Leg 0.000 1/2" Ice 14.630 0.180 0.000 tnxTower Report - version 7.0.5.1 159 Ft Monopole Tower Structural Analysis Project Number 1551911, Order 424734, Revision 2 Comb. No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 Sectio n No. L1 L2 Load Combinations Description Dead Only 1.2 Dead+1.6 Wind 0 deg - No Ice 0.9 Dead+1.6 Wind 0 deg - No Ice 1.2 Dead+1.6 Wind 30 deg - No Ice 0.9 Dead+1.6 Wind 30 deg - No Ice 1.2 Dead+1.6 Wind 60 deg - No Ice 0.9 Dead+1.6 Wind 60 deg - No Ice 1.2 Dead+1.6 Wind 90 deg - No Ice 0.9 Dead+1.6 Wind 90 deg - No Ice 1.2 Dead+1.6 Wind 120 deg - No Ice 0.9 Dead+1.6 Wind 120 deg - No Ice 1.2 Dead+1.6 Wind 150 deg - No Ice 0.9 Dead+1.6 Wind 150 deg - No Ice 1.2 Dead+1.6 Wind 180 deg - No Ice 0.9 Dead+1.6 Wind 180 deg - No Ice 1.2 Dead+1.6 Wind 210 deg - No Ice 0.9 Dead+1.6 Wind 210 deg - No Ice 1.2 Dead+1.6 Wind 240 deg - No Ice 0.9 Dead+1.6 Wind 240 deg - No Ice 1.2 Dead+1.6 Wind 270 deg - No Ice 0.9 Dead+1.6 Wind 270 deg - No Ice 1.2 Dead+1.6 Wind 300 deg - No Ice 0.9 Dead+1.6 Wind 300 deg - No Ice 1.2 Dead+1.6 Wind 330 deg - No Ice 0.9 Dead+1.6 Wind 330 deg - No Ice 1.2 Dead+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 deg+1.0 lce+1.0 Temp 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg - Service Dead+Wind 30 deg - Service Dead+Wind 60 deg - Service Dead+Wind 90 deg - Service Dead+Wind 120 deg - Service Dead+Wind 150 deg - Service Dead+Wind 180 deg - Service Dead+Wind 210 deg - Service Dead+Wind 240 deg - Service Dead+Wind 270 deg - Service Dead+Wind 300 deg - Service Dead+Wind 330 deg - Service April 06, 2018 CC/ BU No 878532 Page 16 Maximum Member Forces Elevation Component Condition Gov. Axial Major Axis Minor Axis ft Type Load Moment Moment Comb. K kip-ft kip-ft 159 - 133.42 Pole Max Tension 33 0.000 0.000 0.002 Max. Compression 26 11.337 0.078 0.575 Max. Mx 8 4.594 97.364 0.514 Max. My 14 4.647 0.473 96.870 Max. Vy 20 9.019 97.283 0.272 Max. Vx 14 8.967 0.473 96.870 Max. Torque 16 0.288 133.42 - Pole Max Tension 1 0.000 0.000 0.000 tnxTower Report - version 7.0.5.1 April 06, 2018 159 Ft Monopole Tower Structural Analysis CC/ BU No 878532 Project Number 1551911, Order 424734, Revision 2 Page 17 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n It Type Load Moment Moment No. Comb. K kip-ft kip-ft 87.837 Max. Compression 26-29.229 0.697 2.094 Max. Mx 8-13.533 819.983 9.401 Max. My 14-13.745 8.120 792.569 Max. Vy 8 21.294 819.983 9.401 Max. Vx 2-20.252 12.487 791.415 Max. Torque 25 1.326 L3 87.837 - Pole Max Tension 1 0.000 0.000 0.000 43.29 Max. Compression 26-40.417 2.669 4.961 Max. Mx 8-22.028 1817.424 20.091 Max. My 14-22.166 17.472 1733.588 Max. Vy 8 24.487 1817.424 20.091 Max. Vx 2-22.955 28.103 1730.957 Max. Torque 25 0.857 L4 43.29 - 0 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 26-56.934 5.101 8.425 Max. Mx 8-35.363 3082.550 31.436 Max. My 14-35.367 27.418 2918.468 Max. Vy 8 27.173 3082.550 31.436 Max. Vx 2-25.449 45.158 2913.829 Max. Torque 25 0.850 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Pole Max. Vert 33 56.934 0.051 8.111 Max. HX 20 35.395 27.016 0.148 Max. Hz 2 35.395 0.324 25.411 Max. M 2 2913.829 0.324 25.411 Max. MZ 8 3082.550 27.133 0.247 Max. Torsion 25 0.849 12.786 21.900 Min. Vert 5 26.546 13.466 22.748 Min. H. 8 35.395 27.133 0.247 Min. Hz 14 35.395 0.213 25.407 Min. M, 14 2918.468 0.213 25.407 Min. M= 20 3064.292 27.016 0.148 Min. Torsion 13 0.842 12.643 21.983 Tower Mast Reaction Summary Load Vertical Shear Shear: Overturning Overturning Torque Combination Moment, Mx Moment, Mz K K K kip-ft kip-ft kip-ft Dead Only 29.496 0.000 0.000 1.916 1.101 0.000 1.2 Dead+1.6 Wind 0 deg - 35.395 0.324 25.411-2913.829 45.158 0.404 No Ice 0.9 Dead+1.6 Wind 0 deg - 26.546 0.324 25.411-2869.333 44.105 0.423 No Ice 1.2 Dead+1.6 Wind 30 deg - 35.395 13.466 22.748-2600.006 1549.902 0.193 No Ice 0.9 Dead+1.6 Wind 30 deg - 26.546 13.466 22.748-2560.574-1525.667 0.207 No Ice 1.2 Dead+1.6 Wind 60 deg - 35.395 23.182 13.338-1521.820 2653.414 0.248 No Ice 0.9 Dead+1.6 Wind 60 deg - 26.546 23.182 13.338-1499.015 2612.256 0.254 No Ice 1.2 Dead+1.6 Wind 90 deg - 35.395 27.133 0.247-31.436-3082.550 0.239 No Ice tnxTower Report - version 7.0.5.1 159 Ft Monopole Tower Structural Analysis Project Number 1551911, Order 424734, Revision 2 Load Vertical Shear, Combination K K 0.9 Dead+1.6 Wind 90 deg - 26.546 27.133 No Ice 1.2 Dead+1.6 Wind 120 deg 35.395 22.249 No Ice 0.9 Dead+1.6 Wind 120 deg 26.546 22.249 No Ice 1 2 Dead+1.6 Wind 150 deg 35.395 12.643 No Ice 0.9 Dead+1.6 Wind 150 deg No Ice 1.2 Dead+1.6 Wind 180 deg No Ice 0.9 Dead+1.6 Wind 180 deg No Ice 1.2 Dead+1.6 Wind 210 deg No Ice 0.9 Dead+1.6 Wind 210 deg No Ice 1.2 Dead+1.6 Wind 240 deg No Ice 0.9 Dead+1.6 Wind 240 deg No Ice 1.2 Dead+1.6 Wind 270 deg No Ice 0.9 Dead+1.6 Wind 270 deg No Ice 1.2 Dead+1.6 Wind 300 deg No Ice 0.9 Dead+1.6 Wind 300 deg No Ice 1.2 Dead+1.6 Wind 330 deg No Ice 0.9 Dead+1.6 Wind 330 deg No Ice 1.2 Dead+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg - Service Dead+Wind 30 deg - Service Dead+Wind 60 deg - Service Dead+Wind 90 deg - Service Dead+Wind 120 deg - Service Dead+Wind 150 deg - Service Dead+Wind 180 deg - Service 26.546 35.395 26.546 35.395 26.546 35.395 26.546 35.395 26.546 35.395 26.546 35.395 26.546 56.934 56.934 56.934 56.934 56.934 56.934 56.934 56.934 56.934 56.934 56.934 56.934 56.934 29.496 29.496 29.496 29.496 29.496 29.496 29.496 12.643 0.213 0.213 13.322 13.322 23.062 23.062 27.016 27.016 22.190 22.190 12.786 12.786 0.000 0.074 4.302 7.726 9.346 7.073 4.037 0.051 4.270 7.701 9.321 7.061 4.068 0.082 3.422 5.892 6.896 5.655 3.213 0.054 Shears K 0.247 12.424 12.424 21.983 21.983 25.407 25.407 22.697 22.697 13.269 13.269 0.148 0.148 12.519 12.519 21.900 21.900 0.000 8.111 7.321 4.454 0.059 3.991 7.017 8.111 7.311 4.439 0.037 4.011 6.999 6.458 5.782 3.390 0.063 3.158 5.587 6.457 Overturning Moment, M, kip-ft 31.524 1422.568 1399.983 2525.213 2485.547 2918.468 2872.720 2598.473 2557.873 1517.316 1493.395 22.084 21.148 1430.642 1409.103 2508.870 2470.638 8.425 929.325 840.119 500.885 0.120 468.174 819.704 946,350 855.798 515.739 13.707 454.088 800.058 733.998 654.968 382.814 6.545 360.436 638.706 737.955 Overturning Moment, M, kio-ft 3034.945 2560.680 2520.699 1451.501 1428.699 27.418 27.321 1527.076 1503.885 2634.473 2594.283 3064.292 3017.634 2550.327 2511.170 1468.760 1446.348 5.101 15.804 506.152 889.351 1042.297 824.615 471.528 2.222 491.206 875.392 1028.574 812.744 465.894 12.182 392.050 670.676 779.043 647.079 367.117 6.131 April 06, 2018 CC/ BU No 878532 Page 18 Torque kip-ft 0.235 0.149 0.162 0.823 0.842 0.701 0.720 0.388 0.402 0.255 0.260 0.051 0.046 0.452 0.466 0.830 0.849 0.001 0.008 0.066 0.032 0.012 0.023 0.121 0.059 0.022 0.032 0.033 0.092 0.123 0.107 0.052 0.066 0.063 0.040 0.219 0.188 tnxTower Report - version 7.0.5.1 April 06, 2018 159 Ft Monopole Tower Structural Analysis CC/ BU No 878532 Project Number 1551911, Order 424734, Revision 2 Page 19 Load Vertical Shear Shear: Overturning Overturning Torque Combination Moment MX Moment, Mz K K K kip-ft kip-ft kip-ft Dead+Wind 210 deg - 29.496 3.386 5.769 657.338 384.699 0.105 Service Dead+Wind 240 deg - 29.496 5.861 3.372 384.438 664.286 0.067 Service Dead+Wind 270 deg - 29.496 6.866 0.038 6.964 772.822 0.010 Service Dead+Wind 300 deg - 29.496 5.640 3.182 359.688 642.883 0.122 Service Dead+Wind 330 deg - 29.496 3.250 5.566 631.792 369.894 0.220 Service Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ Error Comb. K K K K K K 1 0.000 29.496 0.000 0.000 29.496 0.000 0.000% 2 0.324 35.395 25.411 0.324 35.395 25.411 0.000% 3 0.324 26.546 25.411 0.324 26.546 25.411 0.000% 4 13.466 35.395 22.748 13.466 35.395 22.748 0.000% 5 13.466 26.546 22.748 13.466 26.546 22.748 0.000% 6 23.182 35.395 13.338 23.182 35.395 13.338 0.000% 7 23.182 26.546 13.338 23.182 26.546 13.338 0.000% 8 27.133 35.395 0.247 27.133 35.395 0.247 0.000% 9 27.133 26.546 0.247 27.133 26.546 0.247 0.000% 10 22.249 35.395 12.424 22.249 35.395 12.424 0.000% 11 22.249 26.546 12.424 22.249 26.546 12.424 0.000% 12 12.643 35.395 21.983 12.643 35.395 21.983 0.000% 13 12.643 26.546 21.983 12.643 26.546 21.983 0.000% 14 0.213 35.395 25.407 0.213 35.395 25.407 0.000% 15 0.213 26.546 25.407 0.213 26.546 25.407 0.000% 16 13.322 35.395 22.697 13.322 35.395 22.697 0.000% 17 13.322 26.546 22.697 13.322 26.546 22.697 0.000% 18 23.062 35.395 13.269 23.062 35.395 13.269 0.000% 19 23.062 26.546 13.269 23.062 26.546 13.269 0.000% 20 27.016 35.395 0.148 27.016 35.395 0.148 0.000% 21 27.016 26.546 0.148 27.016 26.546 0.148 0.000% 22 22.190 35.395 12.519 22.190 35.395 12.519 0.000% 23 22.190 26.546 12.519 22.190 26.546 12.519 0.000% 24 12.786 35.395 21.900 12.786 35.395 21.900 0.000% 25 12.786 26.546 21.900 12.786 26.546 21.900 0.000% 26 0.000 56.934 0.000 0.000 56.934 0.000 0.000% 27 0.074 56.934 8.111 0.074 56.934 8.111 0.000% 28 4.302 56.934 7.321 4.302 56.934 7.321 0.000% 29 7.726 56.934 1.454 7.726 56.934 4.454 0.000% 30 9.346 56.934 0.059 9.346 56.934 0.059 0.000% 31 7.073 56.934 3.991 7.073 56.934 3.991 0.000% 32 4.037 56.934 7.017 4.037 56.934 7.017 0.000% 33 0.051 56.934 8.110 0.051 56.934 8.111 0.000% 34 4.270 56.934 7.311 4.270 56.934 7.311 0.000% 35 7.701 56.934 4.439 7.701 56.934 4.439 0.000% 36 9.321 56.934 0.037 9.321 56.934 0.037 0.000% 37 7.061 56.934 4.011 7.061 56.934 4.011 0.000% 38 4.068 56.934 6.998 4.068 56.934 6.999 0.000% 39 0.082 29.496 6.458 0.082 29.496 6.458 0.000% 40 3.422 29.496 5.782 3.422 29.496 5.782 0.000% 41 5.892 29.496 3.390 5.892 29.496 3.390 0.000% 42 6.896 29.496 0.063 6.896 29.496 0.063 0.000% 43 5.655 29.496 3.158 5.655 29.496 3.158 0.000% 44 3.213 29.496 5.587 3.213 29.496 5.587 0.000% 45 0.054 29.496 6.457 0.054 29.496 6.457 0.000% 46 3.386 29.496 5.769 3.386 29.496 5.769 0.000% 47 5.861 29.496 3.372 5.861 29.496 3.372 0.000% 48 6.866 29.496 0.038 6.866 29.496 0.038 0.000% 49 5.640 29.496 3.182 5.640 29.496 3.182 0.000% 50 3.250 29.496 5.566 3.250 29.496 5.566 0.000% tnxTower Report - version 7.0.5.1 159 Ft Monopole Tower Structural Analysis Project Number 1551911, Order 424734, Revision 2 Non -Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 5 0.00000001 0.00028557 3 Yes 5 0.00000001 0.00011402 4 Yes 6 0.00000001 0.00056854 5 Yes 6 0.00000001 0.00015249 6 Yes 6 0.00000001 0.00057266 7 Yes 6 0.00000001 0.00015414 8 Yes 5 0.00000001 0.00030427 9 Yes 5 0.00000001 0.00012639 10 Yes 6 0.00000001 0.00055679 11 Yes 6 0.00000001 0.00015396 12 Yes 6 0.00000001 0.00054402 13 Yes 6 0.00000001 0.00014908 14 Yes 5 0.00000001 0.00040810 15 Yes 5 0.00000001 0.00017623 16 Yes 6 0.00000001 0.00057073 17 Yes 6 0.00000001 0.00015442 18 Yes 6 0.00000001 0.00056673 19 Yes 6 0.00000001 0.00015268 20 Yes 5 0.00000001 0.00021098 21 Yes 5 0.00000001 0.00008493 22 Yes 6 0.00000001 0.00054649 23 Yes 6 0.00000001 0.00015024 24 Yes 6 0.00000001 0.00056442 25 Yes 6 0.00000001 0.00015611 26 Yes 4 0.00000001 0.00006646 27 Yes 5 0.00005832 0.00095593 28 Yes 6 0.00000001 0.00047163 29 Yes 6 0.00000001 0.00047983 30 Yes 6 0.00000001 0.00015114 31 Yes 6 0.00000001 0.00043070 32 Yes 6 0.00000001 0.00042565 33 Yes 5 0.00005823 0.00096671 34 Yes 6 0.00000001 0.00046608 35 Yes 6 0.00000001 0.00049234 36 Yes 6 0.00000001 0.00015087 37 Yes 6 0.00000001 0.00040631 38 Yes 6 0.00000001 0.00041496 39 Yes 4 0.00000001 0.00024865 40 Yes 5 0.00000001 0.00024193 41 Yes 5 0.00000001 0.00024585 42 Yes 4 0.00000001 0.00029234 43 Yes 5 0.00000001 0.00022415 44 Yes 5 0.00000001 0.00021210 45 Yes 4 0.00000001 0.00038606 46 Yes 5 0.00000001 0.00024336 47 Yes 5 0.00000001 0.00024111 48 Yes 4 0.00000001 0.00028874 49 Yes 5 0.00000001 0.00021247 50 Yes 5 0.00000001 0.00022943 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load It in Comb. L1 159 - 133.42 44.975 42 2.476 0.003 L2 136.587 - 87.837 33.554 42 2.350 0.004 L3 92.17 - 43.29 14.605 42 1.593 0.001 L4 48.707 - 0 3.843 42 0.739 0.000 April 06, 2018 CC/ BU No 878532 Page 20 tnxTower Report - version 7.0.5.1 159 Ft Monopole Tower Structural Analysis Project Number 1551911, Order 424734, Revision 2 April 06, 2018 CC/ BU No 878532 Page 21 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature It Comb. in It 159.000 Lightning Rod 1/2" x 8' 42 44.975 2.476 0.003 23936 157.000 AW3266 w/ Mount Pipe 42 43.939 2.469 0.004 23936 139.000 VHLP2-11 42 34.749 2.371 0.004 6002 137.000 Platform Mount [LP 303-1] 42 33.758 2.354 0.004 5526 130.000 VHLPX4-11 42 30.359 2.277 0.003 4675 117.000 2) HPA-65R-BUU-H8 w/ Mount 42 24.395 2.080 0.003 3739 Pipe Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. L1 159 - 133.42 177.712 8 9.807 0.014 L2 136.587 - 87.837 132.665 8 9.312 0.015 L3 92.17-43.29 57.809 8 6.314 0.004 L4 48.707 - 0 15.213 8 2.926 0.001 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in oft 159.000 Lightning Rod 1/2" x 8' 8 177.712 9.807 0.014 6415 157.000 AW3266 w/ Mount Pipe 8 173.627 9.778 0.014 6415 139.000 VHLP2-11 8 137.382 9.396 0.015 1604 137.000 Platform Mount [LP 303-1] 8 133.469 9.327 0.015 1474 130.000 VHLPX4-11 8 120.056 9.024 0.014 1238 117.000 2) HPA-65R-BUU-H8 w/ Mount 8 96.504 8.246 0.011 981 Pipe Compression Checks Pole Design Data Section Elevation Size L Lu Kbr A P P„ Ratio No. P ft ft It in2 K K OP„ L1 159 - 133.42 TP21.29xl6x0.188 25.580 0.000 0.0 12.169 4.641 883.700 0.005 1) L2 133.42 - TP30.21x20.264.25 48.750 0.000 0.0 23.072 13.533 1644.290 0.008 87.837(2) L3 87.837 - TP38.8x28.826x0.313 48.880 0.000 0.0 37.078 22.028 2619.620 0.008 43.29(3) L4 43.29 - 0 (4) TP47x37.074.375 48.707 0.000 0.0 55.495 35.363 3872.090 0.009 tnxTower Report - version 7.0.5.1 April06, 2018 159 Ft Monopole Tower Structural Analysis CC/ BU No 878532 Project Number 1551911, Order 424734, Revision 2 Page 22 Pole Bending Design Data Section Elevation Size M,K Mnx Ratio Ml. M„j. Ratio No. MW M,Y It kip-ft kip-ft Mnx kip-k kip-ft Wny L1 159 - 133.42 TP21.29x16x0A 88 97.463 371.086 0.263 0.000 371.086 0.000 1) L2 133.42 - TP30.21x20.26x0.25 820.037 982.383 0.835 0.000 982.383 0.000 87.837(2) L3 87.837- TP38.8x28.826x0.313 1817.533 2012.700 0.903 0.000 2012.700 0.000 43.29(3) L4 43.29 - 0 (4) TP47x37.07x0.375 3082.708 3711.742 0.831 0.000 3711.742 0.000 Pole Shear Design Data Section Elevation Size Actual Wn Ratio Actual OTn Ratio No. VU VU TU Tu ft K K mVn kip-ft kip-ft OTn L1 159-133.42 TP21.29x16x0.188 8.972 441.850 0.020 0.213 743.080 0.000 1) L2 133.42 - TP30.21 x20.26x0.25 21.296 822.146 0.026 0.241 1967.175 0.000 87.837(2) L3 87.837- TP38.8x28.826x0.313 24.488 1309.810 0.019 0.240 4030.317 0.000 43.29(3) L4 43.29 - 0 (4) TP47x37.07x0.375 27.174 1936.050 0.014 0.239 7432.567 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria J No. PU MUx M j. VU TU Stress Stress ft Wn Wnx Wny Wn Tn Ratio Ratio L1 159-133.42 0.005 0.263 0.000 0.020 0.000 0.268 1.000 4.8.2 1) L2 133.42 - 0.008 0.835 0.000 0.026 0.000 0.844 1.000 4.8.2 87.837(2) L3 87.837- 0.008 0.903 0.000 0.019 0.000 0.912 1.000 4.8.2 43.29(3) L4 43.29 - 0 (4) 0.009 0.831 0.000 0.014 0.000 0.840 1.000 4.8.2 Section Capacity/ Table Section Elevation Component Size Critical P op.Y ,. % Pass No. ft Type Element K K Capacity Fail L1 159 - 133.42 Pole TP21.29x16x0.188 1 -4.641 883.700 26.8 Pass L2 133.42 - 87.837 Pole TP30.21x20.26x0.25 2-13.533 1644.290 84.4 Pass L3 87.837 - 43.29 Pole TP38.8x28.826x0.313 3-22.028 2619.620 91.2 Pass L4 43.29 - 0 Pole TP47x37.07x0.375 4-35.363 3872.090 84.0 Pass Summary Pole (1-3) 91.2 Pass RATING = 91.2 Pass tnxTower Report - version 7.0.5.1 159 Ft Monopole Tower Structural Analysis Project Number 1551911, Order 424734, Revision 2 APPENDIX B BASE LEVEL DRAWING April06, 2018 CC/ BU No 878532 Page 23 tnxTower Report - version 7.0.5.1 N N N N§2 2= 9 k e a^ k 159 Ft Monopole Tower Structural Analysis Project Number 1551911, Order 424734, Revision 2 APPENDIX C ADDITIONAL CALCULATIONS April 06, 2018 CC/ BU No 878532 Page 24 tnxTower Report - version 7.0.5.1 Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev G JAssumntion: Clear space between bottom of leveling nut and top of concrete not exceeding (1)''(Rod Diameter) Site Data Reactions BU#:878532 Mu: 3083 ft-kips Site Name: F1/MONTICELLO/FULF&LMENT S' Axial, Pu: 35 kips App #: 424734 Rev. 2 Shear, Vu: 27 kips Pole Manufacturer:1 Other N Eta Factor, n 0.5 TIA G (Fig. 4-4) Anchor Rod Data 1I1' No stiffeners, Criteria: I AISC LRFD J<-0nly Applcable to Unstiffened Cases City: 12 Diam: 2.25 in Rod Material: A615-J Anchor Rod Results Strength (Fu): 100 ksi Max Rod (Cu+ Vu/1): 227.7 Kips Yield (Fy): 75 ksi Allowable Axial, 4)•Fu`Anet: 260.0 Kips Bolt Circle: 56 in Anchor Rod Stress Ratio: 87.6% Pass Plate Data Diam: 62 in Base Plate Results Shear Check Only Thick: 1.75 in Base Plate Stress: 10.6 ksi Grade: 60 ksi Allowable Plate Stress: 32.4 ksi Single -Rod B-ef,. 12.43 in Base Plate Stress Ratio: 32.8% Pass Stiffener Data (Welding at both sides) Config: 3 Stiffener Results Weld Type: Both Horizontal Weld: 40.5% Pass Groove Depth: 0.5 in "" Vertical Weld: 41.3% Pass Groove Angle: 45 degrees Plate Flex+Shear, fb/Fb+(fv/Fv)^2: 9.6% Pass Fillet H. Weld: 0.1875 in Plate Tension+Shear, fUFt+(fv/Fv)^2: 41.4% Pass Fillet V. Weld: 0.3125 in Plate Comp. (AISC Bracket): 40.2% Pass Width: 6 in Height: 18 in Pole Results Thick: 1 In Pole Punching Shear Check: 10.5% Pass Notch: 1 in Grade: 50 ksi Weld str.: 70 ksi Clear Space 4 in between Pole Data ti I c Diam: 47 in Thick: 0.375 in Grade: 65 ksi of Sides: 18 0' IF Round Fu 80 ksi Relnf. Fillet Weld 0 V if None r 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt NgIL for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes Stiffened AISC LRFD ip' Tn Stiffened AISC LRFD VFy Y. L. Length: N/ A, Roark CClplate v2.0 Analysis Date: 4/6/2018 U- LL C N m n1W— O PiOC U. co m E a m 0 E m a 2! 3w N O. 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ANY USE OR MMOSURE OTMER THAN THAT WHCH RELATES TO MHER SE M= 6 STRICTLY PROMOTED. n O O C z z 50'-0" FENCED COMPOUND AREA Jr 1 r X X X X , 0Z OOz \ 00 X li_i mOOx Z ggIO 06 6ASC) nl. t 0 zr0 n10 mx ; ae OSI \ C co nl 3 00 m- o m rn 0 I om n x y x11 ° b m _ m 0 m ° O Vl O n _ e e m v2 C) O ` g2 e 1 O O D A 0 rn° 0 n v 0w m c z z 0 X 1 c:o z y x z m x m:6Z 0x rria F- 1 F-1 F-1 ? rz rn Ml x x x x x p o rn O x m z I mi moo z rn zWQ Dx rn52 0 0 mFYl rn f 0 1 _ I p1 i z0 z M O 00 Z0) Big QQaO rn OV — 00 3 I ow z 0 $=rN £I z Z ( A p W ( jlmrrl 0 H 8 REP g z z pal m 11 AW " AWM- us IOS 5ET OF C Coll 10 USE OR 1 r p a=Y„_ N o fi p TM THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS 5 PROPRIETARY BY NATURE ANY USE OR 06QOSUAE OTHER THAN THAT WHICH RELATES TO CARRIER SEA 6 STRICTLY PROHIBITED. M x_ in Z 0 M r C 0 z M rA„ m m y rn 0om CA r Arn m z r9 Fi- m gZ DO C L< P r z m o 711ZT.VI -4D vz = n Z 01 mmz Zmv vv 2 to 0 0 Ox m m M z 20 O X z x mo 0 m m v0 i-4 Z A rn 0zm v OQ z(n0-4 r00 m CPto va 0 N Z 2 m C R7ztC z N C m IV m my rlrIX 6f z 2 p C mil r m-1 50 a In A 0ppC 0 1%1 O 0 00 AZ Cx A X Z D ozm mr IRS" rl> Rom° g 0mm p g O rn A p n2. s'P .: Z. 0 0 0 omgv oz Ca n (AA OZ 0z W 61 W Nz O I RIND Cl) r ON nW 0 a a pmRy' MYIVppDg XI z = 0 rn0 x m m0 OZ vm Z0 Z0 ymjm w( A m 0 Ao z rn In 09Z AzNrn zz pZ VI Cn J z n Irn nIVgT+ 1 u,-Z v pv zj 69IA 0 om92 g i- i- y gyg OQ gi azF- g gaZF WNW r 8 rev rx mum rn0 rn-4 fN'1V'Iv m T rnA r am m j; Dn",2--2 M g g' 0 0q tA rp-0ZoA p o In qb ClO p m'0 ( AD t{ y I mmz10 02T' ror1 r xrn( CrTlm ml7 1 z 10 W Zly Z m 0 w y to z Cf Zv toCz to 0C, 1 Zj2 v N O G O RIP 1 w Zv w p z C0 X rn x 0(AAx rn x 0A A.. C> WzZ In 1 mZ r— o 0 A m0 U1 0 0. n m0 7",0 r 0g m= IV 0 m 0 .-. MI AA jgvC 11 D n( A A O = T mOn ZmmWo W W Wo 0O og 00 00 oz am Az mEC In Z r L u zocmo mrznm 0 FF a CA o 7 m0 V1 m mm C Z O Ozf- aa n D+Oit70 O=OCay Z``-oO8NCA mi S A LOOAm31 mz-1 C) 0Nm O` s 00 -{ rzp0 m ro z 0( A M a 00 rn j 0 X X777 1 rZ ONwi rrlm1 O sia a///////// i/l/1t1111tIN 111\111t1\\\\ i 2a NrT7a3i i .. •5 THE INFORMATION CONTAINED IN THIS SET OF CONSTRICTION DOCUMENTS 45 PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN TMT WHICH RELATES TO CARRIER SERVICES 5 STRICTLY PROHIBITED. m x GimzN`'' 0 InK)x D 0In r-x itC? 0 Z 'I0 mvl = 1T1 I rl w 'Z zzc) Z + A C) a 1 Z z1 C) T. O I :T1 fD,l QC. N f1x 2 (\ yy A z \ \ G A V m LC z Y cT D v = 1 m = 1 TO A D I D a M o - x m LC en AA43c zriw nmi A QAMm rn ODzzx pN w O2 wr1Z'A rn e o rm O MIA r A T 'l = OOr W N O Z rrn Z 0OO Z Az O e rn m "a rmi z m z NN c x e%i i g Its rq Mtn z tnZ mA O OIi N g ITT Ogiz z O Di. z.. fir. zi. Z OZ ODr Ov Z v pv p-D•1 r'Ov r v 1DxCTOCa•x z °r w 0z oz 10 A rz N' rz j C z D. OW" N ; A m \ DD o O~ \yywZ> z g IT • 2 ill Z z 0 wig qv rn w Q1 zlz AN '''A mraRo x 7A ;0T _ N s TO rl Z A (' W q •P (J A P W • v W DD ED • • • \ N D I Ul D w 2 I''l fV o rjNF..TO x vNCN r-- x11 • rNn rn ilZj Uxi WW Z 2 r W.0 N— IArnu ' N2- N W Apr-1 t Al Or O rl AZrri 0 AOD1 ZO - m N N x41 PH oo` V` ff1 r f QV—Z10L g' V p (A 0 q l JOE THE WORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUM[MS IS PROPRIETARY to NATURE, ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO CARRIER SERVICES IS STRICTLY PROHIBITED. D Z 1 m Z Z (A D m A CD a 0 O n X D W r m DD OZO2 1 W N A W N NP W N O 00 C S o O to M A ALA M Z0 _ 3 _ $ 1 K c? ^ rm rm m z r`i .P A C A c •P 1 c m rn " LmgO \I \ rI \ A f llN 20 ZAUAmz0 (A0 0mAnmo0 a osa zs v . v v v v z x 1 z A m D D m D D w D D Z O I 1 1 1 LT LT I I LT LA I 1 LA LT m Z p I I1I ? I I ern x c c m c c m c c D 0 rm c c OD c c rOD c c r71 cn O I. T O=o a OD N OD GGo z z z rn N N N N N N N N N = 0 A. 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