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18-10567110 CITY OF Oftft; Federal W rf 1 iv�� p+,^V 3 0 2018 CITY OF FEDERAL o AY FILE NUMBER J U - y I —6 _L - AD Eligible Facilities Request Date DEPARTMENT OF COMMUNITY DEVELOPMENT 33325 gth Avenue South Federal Way, WA 98003-6325 253-835-2607; Fax 253-835-2609 wwtiv.ci ooffederalwa .cam Applicant Anthony Mistretta 630-228-6229 1351 E. Irving Park Road anthony.mistretta@mastec.com CIV -1-SME ZIP FAX Itasca IL 60143 630-250-1353 Site Address: 1622 S 344TH ST, FEDERAL WAY, WA 98003 Parcel #: 212104-9089 Project Name: AT&T Site: SSO4 - FEDERAL WAY 'Ift-JOTM FACMESSUSMITTAL REQUIREMENTS Use this checklist to help gather all of the required information and documents in order to submit an eligible facilities request pursuant to Federal Way Revised Code (FWRC) 4.24.020. Please note, incomplete applications will not be accepted. CuhmittPri KI Completed Eligible Facilities Checklist (following) M Check, cash, Visa/MasterCard for applicable fees ® Site Plan —Three Copies 1. Minimum plan size of 11" X 17". 2. North arrow. 3. Drawn to scale, dimensioned, and labeled. 4. Building footprint(s), including square footage. 5. Location and dimensions of existing structures, property lines, sidewalks, easements, street edges, mechanical equipment, fencing, rockeries, and retaining walls. Elevation —Three Copies 1. Minimum plan size of 11" x 17". 2. Drawn to scale, dimensioned, and labeled. 3. Front, rear, and side (labeled as north, south, east, and west) building elevation of existing and proposed structures. 4. Height of structure calculations. S. Roof -top and ground based mechanical equipment screen details. Bulletin 081— September 24, 2018 Page 1 of 3 k:\Handouts\Eligible Facilities Request ELIGIBLE FACILITIES CHECKLIST Proposed modifications to an existing tower or base station must meet at least one of the three threshold criteria below for an eligible facilities request. For definitions please refer to FWRC 19.256.020. Check all that apply. Collocation of new transmission equipment X Removal of transmission equipment X Replacement of transmission equipment Is the proposed modification a substantial change as defined in FWRC 19.256.020? To determine, fill in the appropriate information below. If the application does not meet all of the criteria below, then the project does not qualify as an eligible facility and it is unnecessary to complete this form. To determine the correct review process, refer to FWRC Chapter 19.256, "Wireless Communication Facilities." Criteria 1 • For towers other than towers in the public rights -of -way, it does not increase the height of the tower by more than 10 percent, or by the height of one additional antenna array, with separation from the nearest existing antenna not to exceed 20 feet, whichever is greater. • For other eligible support structures, it does not increase the height of the structure by more than 10 percent, or more than 10 feet, whichever is greater. Existing height of the structure: 110' (ft/ in) Proposed height of the structure: 110' (ft/ in) Distance of proposed array from nearest array: 5 (ft/ in) Criteria 2 • For towers other than towers in the public rights -of -way, it does not involve adding an appurtenance to the body of the tower that would protrude from the edge of the tower more than 20 feet, or more than the width of the tower structure at the level of the appurtenance, whichever is greater. • For other eligible support structures, it does not involve adding an appurtenance to the body of the structure that would protrude from the edge of the structure by more than six feet. What is the existing width of the structure at the level of the appurtenance? _ 14' _ (ft/ in) What is the proposed distance the appurtenance will protrude from the structure? _ 6 (ft/ in) Criteria 3 • For any eligible support structure, it does not involve installation of more than the standard number of new equipment cabinets for the technology involved, but not to exceed four cabinets; or, • For towers in the public rights -of -way and base stations, it does not involve installation of any new equipment cabinets on the ground if there are no pre-existing ground cabinets associated with the structure; or • It does not involve installation of ground cabinets that are more than 10 percent larger in height or overall volume, than any other ground cabinets associated with the structure. How many new equipment cabinets are proposed? No Cabinets Proposed Bulletin 081—September 24, 2018 Page 2 of 3 k:\Handouts\Eligible Facilities Request Criteria 4 • For all existing facilities, it does not entail any excavation or deployment outside the current site. Will any excavation or equipment installation occur outside of the current site of the structure? ❑ Yes IX No Criteria 5 • For all existing facilities, the modification does not defeat the concealment elements of the eligible support structure. Please describe any existing and proposed concealment elements. No existing or proposed concealment elements Will the proposal increase the visibility of the facility? ❑ Yes [N No Criteria 6 ■ The modification complies with conditions associated with the siting approval of the construction, or modification of the eligible support structure or base station equipment; provided, however, that this limitation does not apply to any modification that is noncompliant only in a manner that would not exceed the thresholds identified above. Identify known conditions associated with previous approvals of the existing facility. Compliance with all local state and federal guidelines. Will the proposal violate any of the above conditions? ❑ Yes 1K No If yes, explain: To Be Completed By Staff Is this an Eligible Facility Request? Yes ❑ No Does the proposal constitute a substantial change? El Yes 0 No In accordanc with FWRC 4.24.020, this application is hereby: ((Approved ❑ Denied r/` -"4, �A C zw e�� Director, Community Devel pment Dep rtment Date Bulletin 081 — September 24, 2018 Page 3 of 3 k:\Handouts\Eligible Facilities Request Natalie Kamieniecki From: Natalie Kamieniecki Sent: Tuesday, December 18, 2018 2:22 PM To• 'Anthony.mistretta@mastec.com' Cc: Natalie Kamieniecki Subject: 1622 S 344th St Federal WAY WA Attachments: 20181218141528.pdf, Eligible Facilities Request Approval.pdf Good afternoon, RE: Permit 18-105671- AD; Eligible Facilities Request Approval AT&T SSO4 FEDERAL WAY, 1622 S 344TH ST Dear Mr. Mistretta: City of Federal Way staff has reviewed your November 30, 2018, submittal of documents related to the above referenced eligible facilities request application. The Building Division has provided the following comment: Greg Kirk - Buildin Division Plans Examiner• reg.kirk citYoffederalway.com_ 253 835-2621 If the applicant is going to be installing new electrical / equipment boxes and electrical permit will be required. If using the existing boxes no permit will be needed. No building permit required as the tower and its base are existing. Questions regarding the technical review comment above should be addressed to the referenced staff representative. This concludes the Administrative Determination for the referenced project. Please do not hesitate to contact me if I can be of further assistance. Sincerely, Natalie Kamieniecki Associate Planner Federal Way 33325 8th Avenue South Federal Way, WA 98003-6325 Phone:253/835-2638 Fax: 253/835-2609 www.citvoffederalway.com Date: April 24, 2018 Ms. Katie Stana Crown Castle 2055 S. Stearman Drive Chandler, AZ 85286 RECEIVED NOV 3 0 2018 CITY OF FEDER41- VVAY COMMUNITY DEVELOPMENT Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co -Locate Carrier Site Number: Carrier Site Name: Crown Castle Designation: Engineering Firm Designation: Site Data: Dear Ms. Stana, MORRISON HERSHFIELD Morrison Hershfield 1455 Lincoln Parkway, Suite 500 Atlanta, GA 30346 (770) 379-8500 Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Work Order Number: Crown Castle Order Number: Morrison Hershfield Project Number: SSO4 Federal Way 846423 Federal Way 498943 1561138 436077 Rev. 1 CN3-851 R4 / 1800030 1622 South 344Th Street, Federal Way, King County, WA 98003 Latitude 470 17' 39.33", Longitude -1220 18' 45.19" 100 Foot — Rohn Self Support Tower Morrison Hershfield 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 Crowns Castle Purchase Order Number 1175874, in accordance with order 436077, revision 1. 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: LC7: Existing/Reserved + Proposed Equipment Sufficient Capacity Note: See Table I and Table II for the proposed and existing/reserved loading, respectively. This analysis has been performed in accordance with the 2015 International Building Code based upon an ultimate 3-second gust wind speed of 110 mph converted to a nominal 3-second gust wind speed of 85 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 with a maximum topographic factor, Kn, of 1.0 and Risk Category II were used in this analysis. The seismic design category and site class are D, as determined in "Appendix D — Seismic Calculations" of this report. We at Morrison Hershfield 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. FNaa.:� T Respectfully submitted by: � wAsyr� r C I - Shawn W. Stevenson, S.E. (WA License No. 42002) LA Senior Engineer'2001 f - tnxTower Report - version 7.0.5.1 Ems, 3'j�2o TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved 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 8) APPENDIX D Seismic Calculations tnxTower Report - version 7.0.5.1 April 24, 2018 100 Ft Self Support Tower Structural Analysis CC/ BU No 846423 Project Number CN3-851 R4 / 1800030 Order 436077, Revision 1 Page 3 1) INTRODUCTION This tower is a 100 ft self-support tower designed by Rohn Industries, Inc. in March of 1990. The tower was originally designed for a wind speed of 85 mph per ANSI/EIA-222-D. 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 85 mph with no ice, 30 mph with 0.25 inch ice thickness and 60 mph under service loads, exposure category C with a maximum topographic factor, ICE, of 1.0. Seismic forces have been evaluated based on Site Class D with spectral response factors Ss of 1.282g and S1 of 0.493g. Table 1 - Proposed Antenna and Cable Information Feed Center Number Number Line Mounting Line of Antenna Antenna Model of Feed Size Note Level ft () Elevation Antennas Manufacturer Lines (in) (ft) NNH4-65C-R6 mount 33 [ ' Commscope I Lucent I w/ pipe RRH2x60-850 100.0 102.0 [ 3 Nokia AHFIB [ 3 Nokia AHLBA Table 2 - Existing and Reserved_ Antenna and Cable Information Center Number Mounting Line of Antenna Antenna Model Level (ft) Elevation Antennas Manufacturer (ft) j 104.0 6 Andrew SBNHH-1 D65C w/ pipe mount Number Feed of Feed Line Note Lines Size (in) 102.0 100.0 100.0 94.0 94.0 3 Lucent 3JR52703AAAA w/ pipe mount - - 3 3-1 Lucent RRH2x40-07-L-AT 3 1 Lucent RRH2x40-07L-DE 3 Kathrein 742-264 w/ pipe mount I 27 4 3 7/8 3/4 3/8 1 3 Lucent RRH4x25-WCS jl 6 Nokia CS72993.08 6 Powerwave LGP21401 2 Raycap DC6-48-60-18-8F i 1 - Miscellaneous [NA 507-1] 1 _ Platform Mount [LP 602-1] 11 Gabriel DFPD1-52 1 1/2 1 84.0 77.0 —� 84.0 77.0 3 Amphenol HEX336CW000OG w/ pipe mount 4 1/4 2 3 Ericsson RADIO 4449 1 3 Ericsson RRUS 32 B66 [ 1 RFS DB-C1-12C-24AB-0Z 3 1 - RFS Sector Mount [SM 502-1] SC2-1901313 2 Nokia MPT-HC-HQAM 1 --I Pipe Mount [PM 601-1] tnxTower Report - version 7.0.5.1 100 Ft Self Support Tower Structural Analysis Project Number CN3-851 R4 11800030, Order 436077, Revision 1 Center Mounting Line Number Anteni Level (ft) Elevation of Manufaci (ft) Antennas la I Antenna Model urer 63.0 64.0 1 Kathrein i 738-454 63.0 1 1 Side Arm Mount [SO 701-11 Notes: 1) Existing Equipment. 2) Reserved Equipment. 3) Existing Equipment to be Removed; Not considered in this Analysis Table 3 - Desiqn Antenna and Cable Information April24, 2018 CCI BU No 846423 Page 4 Number Feed Line of Feed Note Lines Size (in) 1 1 1/2 1 1 Mounting Center Line Number of Level (ft) lElevation(ft)l Antennas Antenna Manufacturer Antenna Model 2 Decibel I DB560-A 100.0 100.0 1 �� Decibel -ri I DB560-B Decibel DB560-F i 12 1 Rohn Cellular Platform 90.0 90.0 2 Generic 8' HP Dish 80.0 1 80.0 2 Generic T HP Dish 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS Rittenhouse -Zeman & Associates, Inc., J 5192037 CCISITES Job No. W-6429, Dated 10/30/1989 4-TOWER FOUNDATION Rohn Industries, Inc., Eng. File No. 25311SKI DRAWINGS/DESIGN/SPECS 5192012 CCISITES Dated 01/17/1990 4-TOWER MANUFACTURER Rohn Industries, Inc., Eng. File No. 25311SK, DRAWINGS 5192074 CCISITES j Dated 03/05/1990 4-TOWER STRUCTURAL _ Morrison Hershfield, Project No. CN3-851 R3 / ANALYSIS REPORTS 6968177 CCISITES 6170001, Dated 08/07/2017 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) The tower and structures were built in accordance with the manufacturer's specifications and applicable ANSI/TIA/EIA standards. 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. 4) The foundation was properly designed and constructed for the original design loads. 5) The existing base plate grout was considered in this analysis. Grout must be maintained and inspected periodically and must be replaced if damaged or cracked. Refer to Crown Castle document ENG-PRC-10012, Base Plate Grout Repair. This analysis may be affected if any assumptions are not valid or have been made in error. Morrison Hershfield should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 7.0.5.1 100 Ft Self Support Tower Structural Analysis Project Number CN3-851R4 11800030, Order 436077, Revision 1 4) ANALYSIS RESULTS Takla 5 _ SPr_tinn Canarity f5umrnarv) April24, 2018 CC/ BU No 846423 Page 5 Section No. Elevation (ft) Component Type Size critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail T1 100 - 88 Leg ROHN 3 STD 3 -18.15 100.28 18.1 Pass T2 88 - 80 Leg ROHN 3 STD 30 -31.99 100.28 31.9 Pass T3 80 - 60 Leg ROHN 3 STD 45 -55.65 82.78 67.2 Pass T4 60 40 Leg ROHN 3.5 EH 73 -78.13 126.31 61.9 Pass T5 T6 T1 40 - 20 20 - 0 100 - 88 Leg ROHN 3.5 X-STR Leg ROHN 4 X-STR Diagonal L2x2x3/16 111 j Diagonal I L2x2x3/16 I 94 -99.41 126.30 78.7 I Pass 115 -119.61 160.50 74.5 Pass Pass 10 -2.96 12.01 24.7 42.0 (b) T2 88 - 80 31 -4.42 11.97 36'9 63.0 (b) Pass T3 T4 I 80 - 60 ! 60 - 40 IIII-F49.3 Diagonal L2x2x3/16 L2 1/2x2 1/2x3/16 I 49 -3.56 7.68 36.4 5 Pass Diagonal 76 -3.95 9.53 41.5 (b) Pass T5 40 - 20 Diagonal I L2 1/2x2 1/2x3/16 97 -3.95 7.25 54.5 Pass T6 20 - 0 Diagonal L3x3x3/16 118 -4.40 10.13 43.5 54.2 (b) Pass T1 100 - 88 I Top Girt L2x2x3/16 5 -0.87 4.72 18.5 Pass T3 80 - 60 I Top Girt L2x2x3/16 47 -0.16 4.58 3.5 Pass T1 100 - 88 Bottom Girt L2x2x3/16 8 -0.28 5.91 4.8 Pass Summary �I Leg (T5) 78.7 Pass Diagonal (T2) 63.0 Pass Top Girt (T1) 18.5 Pass Bottom Girt (T1) 4.8 Pass Bolt Checks 63.0 Pass Rating = 78.7 Pass TahiP s _ TnwerComnonent Stresses vs. Capacity - LC7 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 53.1 Pass 1 Base Foundation 0 25.6 Pass 1 Base Foundation Soil Interaction 73.9 Pass Structure Rating (max from all components) = 78.7% Notes- 1) See additional documentation in "Appendix C - Additional Calculations" & "Appendix D - Seismic 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. tnxTower Report - version 7.0.5.1 APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 7.0.5.1 100-o ft 88.0 ft 80.0 It 6a.0 It 40,0 ft 20.0 ft 0-0 ft 11 DESIGNED APPURTENANCE LOADING TYPE ELEVATION IYrt I CLCVM11V1N Flash Beacon Lighting 100 AHFIB 100 (2) SBNHH-1 D65C wl pipe mount 100 AHFIB 100 (2) SBNHH-1D65C wl pipe mount 100 RRH2x60-850 100 (2) SBNHH-1 D65C wl pipe mount 100 IRRH240-850 100 742-284 w7 mount 100 iRRH240-650 100 742-264 w/ OFOLV4 100 (2) Miscellaneous (NA 509-31 98 742-264 w/pipe mount 100 DFPD1-52 94 (2) CS72993.08 100 0O HEX336CW00G wl pipe mount 84 CS72993.08 100 HEX336CW000OG wl pipe mount 84 •(2) CS72993.08 100 HEX336CWOODOG w/ pipe mount 84 (2) LGP21401 100 RADIO 4449 84 (2) LGP21401 100 RADIO 4449 84 (2)LGP21401 100 RADIO 4449 84 RRH4X25-WCS W 100 RRUS 32 B66 J84 RRH4x25-WCS 100 RRUS 32 B66 194 I` RRH4x25-WCS 100 RRUS 32 B66 •84 (2) DC648-60-1MF 100 IDB-C1-12C-24AB-0Z 64 Platform lAWAIL.A602-11 100 swe Mount[SM:5D&tl 84 Miscellaneous NA BM-11 100 Sector Mount ISM 502-1] 84 NNH4-65C-R6 wl pipe mount 100 Sector Mount ISM 502-11 84 NNH4-65C-R6wlplpef 0WA 100 (2)MPT-HG-HOAM 77 — FWwlp" mount 10R PIE,Mount IPA19a� 77 — — INNHb ,AHLBA 100 SC2-1908B 77 .AHLBA 100 Side Arm Mount[S0701-1] 63 — AHLBA 100 736-054 63 - — .AHFIB 100 MATERIAL STRENGTH GRADE Fy Fu GRADE F Fu A572-50 150 ksi i165 ksi .A36 136 ksi 58 ksi TOWER DESIGN NOTES 1. Tower is located in King County, Washington. 2. Tower designed for Exposure C to the TLA-222-G Standard. /3. Tower designed for a e5 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 30 mph basic wind with 0.25 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class It. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TOWER RATING: 78.7% ALL REACTIONS ARE FACTORED MAX. CORNER REACTIONS A T BASE: DOWN: 123 K SHEAR: 13 K UPLIFT.' -107 K SHEAR: 12 K AXIAL 33 K SHEAR MOMENT 2 K ` a p 162 kip-ft TORQUE 0 kip-ft 30 mph WIND - 0.2500 in ICE AXIAL 22 K SHED( MOMENT 21 K ?` J 1467 kip-ft TORQUE 5 kip-ft REACTIONS - 85 mph WIND Fa Morrison kway, S ite 1455 Lincoln Parkway, Suite 500 Atlanta, GA 30346 '.emsuGing Engineers Phone: (770) 379-8500 CN3-851R4 / 1800030 846423 / Federal Wa Ctown Castle USA Drawn by:CKK TIA-222-G Date:04/24/18 100 Ft Self Support Tower Structural Analysis Project Number CN3-851 R4 11800030, Order 436077, Revision 1 Tower Input Data April 24, 2018 CC/ BU No 846423 Page 7 The main tower is a 3x free standing tower with an overall height of 100.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.60 ft at the top and 14.66 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in King County, Washington. Basic wind speed of 85 mph. Structure Class Il. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 0.2500 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. Temperature drop of 50 'F. Deflections calculated using a wind speed of 60 mph. A non -linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in tower member 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 tnxTower Report - version 7.0.5.1 Options Distribute Leg Loads As Uniform Assume Legs Pinned 4 Assume Rigid Index Plate 4 Use Clear Spans For Wind Area 4 Use Clear Spans For KL/r Retension Guys To Initial Tension 4 Bypass Mast Stability Checks 4 Use Azimuth Disti 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 Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets 100 Ft Self Support Tower Structural Analysis Project Number CN3-851 R4 / 1800030, Order 436077, Revision 1 Wind 180 Wind 9019 9 Leg C Z Leg B Face C Wind Normal Triangular Tower April24, 2018 CC/ BU No 846423 Page 8 Tower Section Geometry Tower Tower Assembly J Description Section Number Section Section Elevation Database Width of Length Sections ft ft ft T1 100 00-88.00 - - - - - - 6.60 1 12.00 T2 88.00-80.00 6.65 1 8.00 T3 80.00-60.00 6.69 1 20.00 T4 60.00-40.00 8.72 1 20.00 T5 40.00-20.00 10.72 1 20.00 T6 20.00-0.00 12.76 1 20.00 _ Tower Section Geomet (cont'd) Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End ft it Panels in in T1 100.00-88.00 3.94 x Brace No No 1.0000 1.0000 T2 88.00-80.00 3.92 X Brace No No 1.0000 1.0000 T3 80.00-60.00 4.96 X Brace No No 1.0000 1.0000 T4 60.00-40.00 6.61 X Brace No No 1.0000 1.0000 T5 40.00-20.00 6.61 X Brace No No 1.0000 1.0000 T6 20.00-0.00 6.61 X Brace No No 1.0000 _1.0000 Tower Section Geometry (cont'd Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade It - T1 100.00- Pipe ROHN 3 STD A572-50 Single Angle L2x2x3/16 A36 88.00 (50 ksi) (36 ksi) T2 88.00-80.00 Pipe ROHN 3 STD A572-50 Single Angle L2x2x3/16 A36 (50 ksi) (36 ksi) T3 80.00-60.00 Pipe ROHN 3 STD A572-50 Single Angle L2x2x3/16 A36 tnxTower Report - version 7.0.5.1 April24, 2018 100 Ft Self Support Tower Structural Analysis CC/ BU No 846423 Project Number CN3-851 R4 / 1800030, Order 436077, Revision 1 Page 9 Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft _ (50 ksi) (36 ksi) T4 60.00-40.00 Pipe ROHN 3.5 EH A572-50 Single Angle L2 1/2x2 1/2x3/16 A36 (50 ksi) (36 ksi) T5 40.00-20.00 Pipe ROHN 3.5 X-STR A572-50 Single Angle L2 1/2x2 1/2x3/16 A36 (50 ksi) (36 ksi) T6 20.00-0.00 Pipe ROHN 4 X-STR A572-50 Single Angle L3x3x3/16 A36 (50 ksi) (36 ksi) Tower Section Geometry cont'd) Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade ft T1 100.00- Single Angle L2x2x3/16 A36 Single Angle L2x2x3/l6 A36 88.00 (36 ksi) (36 ksi) T3 80.00-60.00 Single Angle L2x2x3/16 A36 Single Angle A36 (36 ksi) (36 ksi) Tower Section Geometry (cont'd Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mu/t. Double Angle Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants tt ft2 in in in in T1100.00- 0.00 0.000°0 n3fi 1 1 1 _0_.0000 0.0000 0.0000 88.00 (36 ksi) T2 88.00- 0.00 0.0000 A36 1 1 1 0.0000 0.0000 0.0000 80.00 (36 ksi) T3 80.00- 0.00 0.0000 A36 1 1 1 0.0000 0.0000 0.0000 60.00 (36 ksi) T4 60.00- 0.00 0.0000 A36 1 1 1 0.0000 0.0000 0.0000 40.00 (36 ksi) T5 40.00- 0.00 0.0000 A36 1 1 1 0.0000 0.0000 0.0000 20.00 (36 ksi) T6 20.00-0.00 0.00 0.0000 A36 1 1 1 0.0000 0.0000 0.0000 (36 ksi) Tower Section -Geometry (cont'd) K Factors Tower Ca/c Calc Legs X K Single Girts Horiz, Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds X X X X X X X It _ Y Y Y Y Y Y Y T1100.00- Yes No 1 1 1 1 1 1 1 1 88.00 1 1 1 1 1 1 1 T2 88.00- Yes No 1 1 1 1 1 1 1 80.00 1 1 1 1 1 1 1 T3 80.00- Yes No 1 1 1 1 1 1 1 1 60.00 1 1 1 1 1 1 1 T4 60.00- Yes No 1 1 1 1 1 1 1 1 40.00 1 1 1 1 1 1 1 T5 40.00- Yes No 1 1 1 1 1 1 1 1 20.00 1 1 1 1 1 1 1 T6 20.00- Yes No 1 1 1 1 1 1 1 0.00 1 1 1 1 1 1 1 'Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out -of - plane direction applied to the overall length. tnxTower Report - version 7.0.5.1 April 24, 2018 100 Ft Self Support Tower Structural Analysis M BU No 846423 Project Number CN3-851 R4 11800030, Order 436077, Revision 1 Page 10 Tower Section Geometry {cont'd Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation ft _ Net Width t Net U Net Width U Net U Net U Net U Net U Deduct Width Deduct Width Width Width Width in Deduct in Deduct Deduct Deduct Deduct in 0.0000 0.75 _ 0.0000 0.75 in in in 0.0000 0.75 in 0.0000 0-75 T1100.00- 0.0000 1 0.0000 0.75 0.0000 0.75 88.00 T2 88.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 80.00 T3 80.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 60.00 T4 60.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 40.00 T5 40.00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 20.00 TG 20.00-0.0 0.0000 1 0.0000 0.75 0.0000 0.75 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 Tower Section Geometry cont'd Towe+ Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Elevation Connection Horizontal It Type - Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in In in T1100.00- Flange 0.8750 0 0.6250 1 1 0.6250 1 ` 0.0000 0 0.6250 0 0.0000 0 0,6250 0 88.00 A325N A325N A325N I A325N A325N A325N A325N T2 88.00- Flange 0.8750 4 0.6250 1 0.0000 0 0.6250 1 0.6250 0 0.0000 0 0.6250 0 80.00 A325N A325N A325N A325N A325N A325N A325N T3 80.00- Flange 0.8750 4 0.6250 1 0.6250 1 0.0000 0 0.6250 0 0.0000 0 0.6250 0 60.00 A325N A325N A325N A325N A325N A325N A325N T4 60.00- Flange 0.8750 4 0.6250 1 0.0000 0 0.0000 0 0.6250 0 0.0000 0 0.6250 0 40.00 A325N A325N A325N A325N A325N A325N A325N T5 40.00- Flange 0.8750 4 0.6250 1 0.0000 0 0.0000 0 0.6250 0 0.0000 0 0.6250 0 20.00 A325N A325N A325N A325N A325N A325N A325N T6 20.00-0.00 Flange 1.0000 0 0.6250 1 0.0000 0 0.0000 0 0.6250 0 0.0000 0 0.6250 0 A354-BC A325N A325N I A325N A325N A325N A325N Feed Line/Linear Appurtenances - Entered As Round Or Flat Weight Description Face Allow Component Placement Face Lateral # # Clear Width or Penmete or Shield Type Offset Offset Per Spacing Diameter r Leg ft in (Frac FW) Row in in plf in Climbing A No Ar (CaAa) 100.00 - 0.00 0.0000 0.5 1 1 0.7050 0.7050 1.80 Pegs Climbing B No Af (CaAa) 100.00 - 0.00 -6.0000 0.25 1 1 0.2500 2.0000 7.90 Ladder Safety Line B No Ar (CaAa) 100.00 - 0.00 -6.0000 0.45 1 1 0.3750 0.3750 0.22 3/8" Feedline B No Af (CaAa) 100.00 - 0.00 0.0000 0.2 1 1 2.0000 2.0000 8.40 Ladder (Af) Feedline B No Af (CaAa) 100.00 - 0.00 0.0000 0 1 1 2.0000 2.0000 8.40 Ladder(Af) Ground Wire B No Ar (CaAa) 100.00 - 0.00 0.0000 0.38 1 1 0.5000 0.0300 1.00 (5/16) LDF5- B No Ar (CaAa) 100.00 - 8.00 0.0000 0.3 16 10 0.5000 1.0900 0.33 50A(7/8) LDF5- B No Ar (CaAa) 100.00 - 8.00 0.0000 0.2 5 5 0.5000 1.0900 0.33 50A(7/8) tnxTower Report - version 7.0.5.1 100 Ft Self Support Tower Structural Analysis Project Number CN3-851R4 / 1800030, Order 436077, Revision 1 April 24, 2018 CCI BU No 846423 Page 11 Description Face Allow Component Placement Face Lateral # # Clear Width or Perimete Weight or Shield Type Offset Offset Per Spacing Diameter r Leg ft in (Frac FM Row in in p/f in LDF5- B No Ar (CaAa) 100.00 - 8.00 0.0000 0 6 6 0.5000 1.0900 0.33 50A(7/8) FB-L98B- B No Ar (CaAa) 100.00 - 8.00 0.0000 -0.12 3 2 0.3937 0.3937 0.06 009- 30000(3/8) WR-VG86T( B No Ar (CaAa) 100.00 - 8.00 0.0000 -0.05 4 2 0.5000 0.7560 0.53 3/4) **k*k* LDF4- B No Ar (CaAa) 94.00 - 8.00 0.0000 -0.07 1 1 0.5000 0.6250 0.15 50A(1 /2) xx*xxx MLC A No Ar (CaAa) 84.00 - 8.00 0.0000 -0.45 1 1 0.5000 1.5300 0.59 HYBRID 6xl2 6AWGx6(1- 1/2) Feedline A No Af (CaAa) 84.00 - 0.00 0.0000 -0.45 1 1 2.0000 2.0000 8.40 Ladder(A0 «xxxxk CAT5e(1/4) A No Ar (CaAa) 77.00 - 8.00 0.0000 -0.43 2 2 0.5000 0.2638 0.05 CC-05-050- A No Ar (CaAa) 77.00 - 8.00 0.0000 -0.44 2 2 0.5000 0.2400 0.13 FM(1/4) LDF4- B No Ar (CaAa) 63.00 - 8.00 0.0000 -0.07 1 1 0.5000 0.6250 0.15 50A(1/2) 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 ft K T1 100.00-88.00 A 0.000 0.000 0.846 0.000 0.02 B 0.000 0.000 53.223 0.000 0.45 C 0.000 0.000 0.000 0.000 0.00 T2 88.00-80.00 A 0.000 0.000 2.509 0.000 0.05 B 0.000 0.000 35.732 0.000 0.30 C 0.000 0.000 0.000 0.000 0.00 T3 80.00-60.00 A 0.000 0.000 12.849 0.000 0.22 B 0.000 0.000 89.518 0.000 0.75 C 0.000 0.000 0.000 0.000 0.00 T4 60.00-40.00 A 0.000 0.000 13.152 0.000 0.22 B 0.000 0.000 90.580 0.000 0.75 C 0.000 0.000 0.000 0.000 0.00 T5 40.00-20.00 A 0.000 0.000 13.152 0.000 0.22 B 0.000 0.000 90.580 0.000 0.75 C 0.000 0.000 0.000 0.000 0.00 T6 20.00-0.00 A 0.000 0.000 11.122 0.000 0.22 B 0.000 0.000 62.672 0.000 0.66 C 0.000 0.000 0.000 0.000 0.00 _ Feed Line/Linear Appurtenances Section Areas -With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness /n Face Out Face n ft Leg in ft, ft 2 ft2 ftz K T1 100.00-88.00 A 0.555 0.000 6.660 2.178 0.000 0.03 B 0.000 0.000 85.921 0.000 0.87 C 0.000 0.000 0.000 0.000 0.00 T2 88.00-80.00 A 0.549 0.000 0.000 4.266 0.000 0.07 B 0.000 0.000 57.835 0.000 0.58 C 0.000 0.000 0.000 0.000 0.00 tnxTower Report - version 7.0.5.1 100 Ft Self Support Tower Structural Analysis Project Number CN3-851R4 / 1800030, Order 436077, Revision 1 April 24, 2018 CCI BU No 846423 Page 12 Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ftz _ fr= _ ff _ ft K T3 80.00-60.00 A 0.539 0.000 0.000 28.105 0.000 0.32 B 0.000 0.000 144.542 0.000 1.44 C 0.000 0.000 0.000 0.000 0.00 T4 60.00-40.00 A 0.521 0.000 0.000 29.497 0.000 0.32 B 0.000 0.000 146.364 0.000 1.44 C 0.000 0.000 0.000 0.000 0.00 T5 40.00-20.00 A 0.495 0.000 0.000 28.828 0.000 0.32 B 0.000 0.000 144.805 0.000 1.41 C 0.000 0.000 0.000 0.000 0.00 T6 20.00-0.00 A 0.444 0.000 0.000 21.151 0.000 0.28 B 0.000 0.000 96.900 0.000 1.05 C 0.000 0.000 0.000 0.000 Feed Line Center of Pressure Section l Elevation f CPI, CPZ CPx CPZ Ice Ice ft in in in in T1 100.00-88.00 4.8109 -0.0727 4.5078 -0.1596 T2 88.00-80.00 4.4482 0.0959 4.0353 0.0578 T3 80.00-60.00 4.3087 0.3768 3.6093 0.3974 T4 60.00-40.00 5.2456 0.4319 4.4825 0.4205 T5 40.00-20.00 6.2071 0.5168 5.3626 0.5013 T6 20.00-0.00 5.4447 0.5360 5.3755 _ _ 0.6467 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Se ment Elev. Ka No Ice Ke Ice T1 2 Climbing Pegs 88.00 - 100.00 0.6000 0.6000 T1 3 Climbing Ladder 88.00 - 100.00 0.6000 0.6000 T1 4 Safety Line 318" 88.00 - 100.00 0.6000 0.6000 T1 5 Feedline Ladder (Af) 88.00 - 100.00 0.6000 0.6000 T1 6 Feedline Ladder (Af) 88.00 - 100.00 0.6000 0.6000 T1 8 Ground Wire (5116) 88.00 - 100.00 0.6000 0.6000 T1 9 LDF5-50A(7/8) 88.00 - 100.00 0.6000 0.6000 T1 10 LDF5-50A(7/8) 88.00 - 100.00 0.6000 0.6000 T1 11 LDF5-50A(7/8) 88.00 - 100.00 0.6000 0.6000 T1 12 FB-L98B-009-30000(3/8) 88.00 - 100.00 0.6000 0.6000 T1 13 WR-VG86T(3/4) 88.00 - 100.00 0.6000 0.6000 T1 15 LDF4-50A(1/2) 88.00 - 94.00 0.6000 0.6000 T2 2 Climbing Pegs 80.00 - 88.00 0.6000 0.6000 T2 3 Climbing Ladder 80.00 - 88.00 0.6000 0.6000 T2 4 Safety Line 3/8" 80.00 - 88.00 0.6000 0.6000 T2 5 Feedline Ladder (Af) 80.00 - 88.00 0.6000 0.6000 T2 6 Feedline Ladder (Af) 80.00 - 88.00 0.6000 0.6000 T2 8 Ground Wire (5116) 80.00 - 88.00 0.6000 0.6000 T2 9 LDF5-50A(7/8) 80.00 - 88.00 0.6000 0.6000 T2 10 LDF5-50A(7/8) 80.00 - 88.00 0.6000 0.6000 T2 11 LDF5-50A(718) 80.00 - 88.00 0.6000 0.6000 T2 12 FB-1-9813-009-30000(3/8) 80.00 - 88.00 0.6000 0.6000 T2 13 WR-VG86T(3/4) 80.00 - 88.00 0.6000 0.6000 T2 15 LDF4-50A(112) 80.00 - 88.00 0.6000 0,6000 T2 17 MLC HYBRID 6x12 80.00 - 84.00 0.6000 0.6000 6AWGx6(1-1 /2) T2 18 Feedline Ladder (Af) 80.00 - 84.00 0.6000 0.6000 T3 2 Climbing Pegs 60.00 - 80.00 0.6000 0.6000 T3 3 Climbing Ladder 60.00 - 80.00 0.6000 0.6000 T3 4 Safety Line 3/8" 60.00 - 80.00 0.6000 0.6000 T3 5 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T3 6 Feedline Ladder (At) 60.00 - 80.00 0.6000 0.6000 T3 8 Ground Wire (5/16) 60.00 - 80.00 0.6000 0.6000 T3 9 LDF5-50A(7/8) 60.00 - 80.00 0.6000 0.6000 tnxTower Report - version 7.0.5.1 100 Ft Self Support Tower Structural Analysis Project Number CN3-851R4 / 1800030, Order 436077, Revision 1 Tower Section Feed Line Record No_ Description Feed Line Se meet Elev. Ke No /ce Kn Ice T3 10 LDF5-50A(718) 60.00 - 80.00 0,6000 0.6000 T3 11 LDF5-50A(718) 60.00 - 80.00 0.6000 0.6000 T3 12 FB - L98B -00 MO 000(318) 60.00 - 80.00 0.6000 0.6000 T3 13 WR-VG86T(3/4) 60.00 - 80.00 0.6000 0.6000 T3 15 LDF4-50A(1/2) 60.00 - 80.00 0.6000 0.6000 T3 17 MLC HYBRID 6x12 60.00 - 80.00 0.6000 0.6000 6AWGx6(1-1 /2) T3 18 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T3 20 CAT5e(1/4) 60.00 - 77.00 0.6000 0.6000 T3 21 CC-05-050-FM(1/4) 60.00 - 77.00 0.6000 0.6000 T3 23 LDF4-50A(1 /2) 60.00 - 63.00 0.6000 0.6000 T4 2 Climbing Pegs 40.00 - 60.00 0.6000 0.6000 T4 3 Climbing Ladder 40.00 - 60.00 0.6000 0.6000 T4 4 Safety Line 3/8" 40.00 - 60.00 0.6000 0.6000 T4 5 Feedline Ladder (Af) 40.00 - 60.00 0.6000 U000 T4 6 Feedline Ladder (AD 40.00 - 60.00 0.6000 0.6000 T4 8 Ground Wire (5/16) 40.00 - 60.00 0.6000 0.6000 T4 9 LDF5-50A(7/8) 40.00 - 60.00 0.6000 0.6000 T4 10 LDF5-50A(7/8) 40.00 - 60.00 0.6000 0,6000 T4 11 LDF5-50A(7/8) 40.00 - 60.00 0.6000 0.6000 T4 12 FB•L988.009-30000(318) 40.00 - 60.00 0.6000 0.6000 T4 13 WR-VG86T(3/4) 40.00 - 60.00 0.6000 0.6000 T4 15 LDF4-50A(1 /2) 40.00 - 60.00 0.6000 0.6000 T4 17 MLC HYBRID 6x12 40.00 - 60.00 0.6000 0.6000 6AWGx6(1-1 /2) T4 18 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T4 20 CAT5e(1/4) 40.00 - 60.00 0.6000 0.6000 T4 21 CC-05-050-FM(1/4) 40.00 - 60.00 0.6000 0.6000 T4 23 LDF4-50A(1/2) 40.00 - 60.00 0.6000 0.6000 T5 2 Climbing Pegs 20.00 - 40.00 0.6000 0.6000 T5 3 Climbing LaddeE 20.00 - 40.00 0.6000 0.6000 T5 4 Safety Line 3/8" 20.00 - 40.00 0.6000 0.6000 T5 5 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T5 6 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T5 8 Ground Wire (5/16) 20.00 - 40.00 0.6000 0.6000 T5 9 LDF5-50A(7/8) 20.00 - 40.00 0.6000 0.6000 T5 10 LDF5-50A(7/8) 20.00 - 40.00 0.6000 0.6000 T5 11 LDF5-50A(7/8) 20.00 - 40.00 0.6000 0.6000 T5 12 FB-L98B-009-30000(3/8) 20.00 - 40.00 0.6000 0.6000 T5 13 WR-VG86T(314) 20.00 - 40.00 0.6000 0.6000 T5 15 LDF4-50A(112) 20.00 - 40.00 0.6000 0.6000 T5 17 MLC HYBRID 6x12 20.00 - 40A0 0.6000 0.6000 6AWGx6(1-1/2) T5 18 Feedline Ladder (AD 20.00 - 40.00 0.6000 0.6000 T5 20 CAT5e(1/4) 20.00 - 40.00 0.6000 0.6000 T5 21 CC-05-050-FM(1/4) 20.00 - 40.00 0.6000 0.6000 T5 23 LDF4-50A(112) 20.00 - 40.00 0.6000 0.6000 T6 2 Climbing Pegs 0.00 - 20.00 0.6000 0.6000 T6 3 Climbing Ladder 0.00 - 20.00 0.6000 0.6000 T6 4 Safety Line 3/8" 0.00 - 20.00 0.6000 0.6000 T6 5 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T6 6 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T6 8 Ground Wire (5/16) 0.00 - 20.00 0.6000 0.6000 T6 9 LDF5-50A(7/8) 8.00-20.00 0.6000 0.6000 T6 10 LDF5-50A(7/8) 8.00 - 2D.00 0.6000 0.6000 T6 11 LDF5-50A(7/8) 8.00-20.00 0.6000 0.6000 T6 12 FB-L98B-009-30000(3/8) 8.00-20.00 0.6000 0.6000 T6 13 WR-VG86T(314) 8.00-20.00 0.6000 0.6000 T6 15 LDF4-50A(1 /2) 8.00-20.00 0.6000 0.6000 1-6 17 MLC HYBRID 6x12 8.00-20.00 0.6000 0.6000 6AWGx6(1-1 /2) T6 18 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T6 20 CAT5e(1/4) 8.00-20.00 0.6000 0.6000 T6 21 CC-05-050-FM(1/4) 8.00-20.00 0.6000 0.6000 T6 23 LDF4-50A(112 8.00 - 20.001 0.60001 0.6000 tnxTower Report - version 7.0.5.1 April 24, 2018 CC/ BU No 846423 Page 13 100 Ft Self Support Tower Structural Analysis Project Number CN3-851R4 11800030, Order 436077, Revision 1 Discrete Tower Loads April 24, 2018 CCI BU No 846423 Page 14 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ft2 K ft It - - - Flash Beacon Lighting C From Leg 0.00 0.0000 100.00 No Ice 2.70 2.70 0.05 0.00 1/2" Ice 3.10 3.10 0.07 2.00 (2) SBNHH-1 D65C w/ pipe A From Leg 4.00 -5.0000 100.00 No Ice 11.69 9.84 0.08 mount -4.00 112" Ice 12.40 11.37 0.17 4.00 (2) SBNHH-1 D65C w/ pipe B From Leg 4.00 -30.0000 100.00 No Ice 11.69 9.84 0.08 mount -4.00 1/2" Ice 12.40 11.37 0.17 4.00 (2) SBNHH-1 D65C w/ pipe C From Leg 4.00 -25.0000 100.00 No Ice 11.69 9.84 0.08 mount -4.00 1/2" Ice 12.40 11.37 0.17 4.00 742-264 w/ pipe mount A From Leg 4.00 -5.0000 100.00 No Ice 5.26 4.35 0.07 2.00 1/2" Ice 5.74 5.18 0.11 2.00 742-264 w/ pipe mount B From Leg 4.00 -30.0000 100.00 No Ice 5.26 4.35 0.07 2.00 1/2" Ice 5.74 5.18 0.11 2.00 742-264 w/ pipe mount C From Leg 4.00 -25.0000 100.00 No Ice 5.26 4.35 0.07 2.00 1/2" Ice 5.74 5.18 0.11 2.00 (2) CS72993.08 A From Leg 4.00 0.0000 100.00 No Ice 1.43 0.42 0.02 0.00 1/2" Ice 1.59 0.54 0.03 2.00 (2) CS72993.08 B From Leg 4.00 0.0000 100.00 No Ice 1.43 0.42 0.02 0.00 1/2" Ice 1.59 0.54 0.03 2.00 (2) CS72993.08 C From Leg 4.00 0.0000 100.00 No Ice 1.43 0.42 0.02 0.00 1/2" Ice 1.59 0.54 0.03 2.00 (2) LGP21401 A From Leg 4.00 0.0000 100.00 No Ice 1.10 0.21 0.01 0.00 1/2" Ice 1.24 0.27 0.02 2.00 (2) LGP21401 B From Leg 4.00 0.0000 100.00 No Ice 1.10 0.21 0.01 0.00 1/2" Ice 1.24 0.27 0.02 2.00 (2) LGP21401 C From Leg 4.00 0.0000 100.00 No Ice 1.10 0.21 0.01 0.00 1/2" Ice 1.24 0.27 0.02 2.00 RRH4x25-WCS A From Leg 4.00 0.0000 100.00 No Ice 3.84 3.34 0.09 0.00 1/2" Ice 4.09 3.59 0.13 2.00 RRH4x25-WCS B From Leg 4.00 0.0000 100.00 No Ice 3.84 3.34 0.09 0.00 1/2" Ice 4.09 3.59 0.13 2.00 RRH4x25-WCS C From Leg 4.00 0.0000 100.00 No Ice 3.84 3.34 0.09 0.00 1/2" Ice 4.09 3.59 0.13 2.00 (2) DC6-48-60-18-8F A From Leg 1.00 0.0000 100.00 No Ice 1.00 1.00 0.03 0.00 1/2" Ice 1.58 1.58 0.05 2.00 Platform Mount [LP 602-11 C None 0.0000 100.00 No Ice 32.03 32.03 1.34 1/2" Ice 38.71 38.71 1.80 Miscellaneous [NA 507-11 C None 0.0000 100.00 No Ice 4.80 4.80 0.25 1/2" Ice 6.70 6.70 0.29 (2) Miscellaneous [NA 509-3] C None 0.0000 98.00 No Ice 11.84 11.84 0.28 1/2" Ice 16.96 16.96 0.30 NNH4-65C-R6 w/ pipe mount A From Leg 4.00 -5.0000 100.00 No Ice 17.31 10.34 0.13 6.00 1/2" Ice 18.04 11.86 0.25 tnxTower Report - version 7.0.5.1 100 Ft Self Support Tower Structural Analysis Project Number CN3-851 R4 11800030, Order 436077, Revision 1 Description NNH4-65C-R6 w/ pipe mount NNH4-65C-R6 w/ pipe mount AHLBA AHLBA AHLBA AHFIB AHFIB AHFIB RRH2x60-850 RRH2x60-850 RRH2x60-850 DFPD1-52 #*k«kk HEX336CW000OG w/ pipe mount HEX336CW000OG w/ pipe mount HEX336CW000OG w/ pipe mount RADIO 4449 RADIO 4449 RADIO 4449 RRUS 32 B66 RRUS 32 B66 RRUS 32 B66 April 24, 2018 CCI BU No 846423 Page 15 Face Offset Offsets: Azimuth Placement CAAA CAAq Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ft2 ftz K ft ft 2.00 B From Leg 4.00 -30.0000 100.00 No Ice 17.31 10.34 0.13 6.00 1/2" Ice 18.04 11.86 0.25 2.00 C From Leg 4.00 -25.0000 100.00 No Ice 17.31 10.34 0.13 6.00 1/2" Ice 18.04 11.86 0.25 2.00 A From Leg 4.00 0.0000 100.00 No Ice 3.67 2.31 0.10 0.00 1/2" Ice 3.92 2.51 0.13 2.00 B From Leg 4.00 0.0000 100.00 No Ice 3.67 2.31 0.10 0.00 1/2" Ice 3.92 2.51 0.13 2.00 C From Leg 4.00 0.0000 100.00 No Ice 3.67 2.31 0.10 0.00 1/2" Ice 3.92 2.51 0.13 2.00 A From Leg 4.00 0.0000 100.00 No Ice 3.68 2.31 0.09 0.00 1/2" Ice 3.92 2.52 0.12 2.00 B From Leg 4.00 0.0000 100.00 No Ice 3.68 2.31 0.09 0.00 1/2" Ice 3.92 2.52 0.12 2.00 C From Leg 4.00 0.0000 100.00 No Ice 3.68 2.31 0.09 0.00 1/2" Ice 3.92 2.52 0.12 2.00 A From Leg 4.00 0.0000 100.00 No Ice 1.73 1.37 0.05 0.00 1/2" Ice 1.90 1.52 0.06 2.00 B From Leg 4.00 0.0000 100.00 No Ice 1.73 1.37 0.05 0.00 1/2" Ice 1.90 1.52 0.06 2.00 C From Leg 4.00 0.0000 100.00 No Ice 1.73 1.37 0.05 0.00 1/2" Ice 1.90 1.52 0.06 2.00 C From Leg 0.50 30.0000 94.00 No Ice 1.45 0.56 0.01 0.00 1/2" Ice 1.60 0.67 0.03 0.00 A From Leg 4.00 -15.0000 84.00 No Ice 17.08 6.42 0.12 -5.00 1/2" Ice 17.74 7.58 0.23 0.00 B From Leg 4.00 -65.0000 84.00 No Ice 17.08 6.42 0.12 -5.00 1/2" Ice 17.74 7.58 0.23 0.00 C From Leg 4.00 35.0000 84.00 No Ice 17.08 6.42 0.12 -5.00 1/2" Ice 17.74 7.58 0.23 0.00 A From Leg 4.00 0.0000 84.00 No Ice 3.50 2.36 0.09 0.00 1/2" Ice 3.74 2.57 0.11 0.00 B From Leg 4.00 0.0000 84.00 No Ice 3.50 2.36 0.09 0.00 1/2" Ice 3.74 2.57 0.11 0.00 C From Leg 4.00 0.0000 84.00 No Ice 3.50 2.36 0.09 0.00 1/2" Ice 3.74 2.57 0.11 0.00 A From Leg 4.00 0.0000 84.00 No Ice 2.74 1.67 0.05 0.00 1/2" Ice 2.96 1.86 0.07 0.00 B From Leg 4.00 0.0000 84.00 No Ice 2.74 1.67 0.05 0.00 1/2" Ice 2.96 1.86 0.07 0.00 C From Leg 4.00 0.0000 84.00 No Ice 2.74 1.67 0.05 0.00 1/2" Ice 2.96 1.86 0.07 tnxTower Report - version 7.0.5.1 100 Ft Seff Support Tower Structural Analysis Project Number CN3-851R4 / 1800030, Order 436077, Revision 1 April 24, 2018 CCI BU No 846423 Page 16 Description Face Offset Offsets: Azimuth Placement CAAA CAA, Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft tt2 ft2 K ft ft 0.00 DB-Cl-12C-24AB-OZ A From Leg 1.00 0.0000 84.00 No Ice 4.06 3.10 0.03 0.00 1/2" Ice 4.32 3.34 0.07 0.00 Sector Mount [SM 502-11 A From Leg 2.00 -15.0000 84.00 No Ice 15.35 14.00 0.56 0.00 1/2" Ice 21.29 20.81 0.74 0.00 Sector Mount [SM 502-11 B From Leg 2.00 -65.0000 84.00 No Ice 15.35 14.00 0.56 0.00 1/2" Ice 21.29 20.81 0.74 0.00 Sector Mount [SM 502-11 C From Leg 2.00 35.0000 84.00 No Ice 15.35 14.00 0.56 0.00 1/2" Ice 21.29 20.81 0.74 0.00 (2) MPT^HC-HQAM A From Leg 1.00 0.0000 77.00 No Ice 0.71 0.45 0.01 0.00 1/2" Ice 0.81 0.54 0.02 0.00 Pipe Mount [PM 601-1] A From Leg 0.50 0.0000 77.00 No Ice 3.00 0.90 0.07 0.00 1/2" Ice 3.74 1.12 0.08 0.00 738-454 A From Leg 3.00 0.0000 63.00 No Ice 0.02 0.02 0.00 0.00 1/2" Ice 0.05 0.05 0.00 1.00 Side Arm Mount [SO 701-11 A From Leg 1.50 0.0000 63.00 No Ice 0.85 1.67 0.07 0.00 1/2" Ice 1.14 2.34 0.08 0.00 Dishes Description Face Dish Offset Offsets: Az+mulh 3 d8 Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ItI w ft ft SC2-1901313 A Paraboloid From 1.00 90.0000 77.00 2.20 No Ice 3.80 0.02 w/Shroud (HP) Leg 0.00 1/2" Ice 4.09 0.04 0.00 Load Combinations Comb. Description No- 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice tnxTower Report - version 7.0.5.1 100 Ft Self Support Tower Structural Analysis Project Number CN3-851 R4 / 1800030, Order 436077, Revision 1 Comb. No. 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service 41 Dead+Wind 60 deg - Service 42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg - Service 44 Dead+Wind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wnd 270 deg - Service 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 de - Service Description Maximum Member Forces April 24, 2018 CC/ BU No 846423 Page 17 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n /t Type Load Moment Moment No. Comb. K kL-ft kip-tt T1 100 - 88 Leg Max Tension 7 14.20 -0.03 -0.00 Max. Compression 2 -18.15 0.06 -0.00 Max. Mx 6 11.15 0.27 -0.00 Max. My 12 -1.61 0.00 -0.15 Max. Vy 18 -3.75 0.06 0.00 Max. Vx 12 1.78 0.00 -0.15 Diagonal Max Tension 9 2.87 0.00 0.00 Max. Compression 20 -2.96 0.00 0.00 Max. Mx 2 2.43 0.01 -0.00 Max. My 8 -2.33 0.00 -0.00 Max. Vy 31 -0.01 0.01 -0.00 Max. Vx 22 -0.00 0.00 0.00 Top Girt Max Tension 18 0.91 0.00 0.00 Max. Compression 7 -0.87 0.00 0.00 Max. Mx 26 0.03 -0.03 0.00 Max. My 29 0.07 0.00 0.00 Max. Vy 26 0.02 0.00 0.00 Max. Vx 29 -0.00 0.00 0.00 Bottom Girt Max Tension 6 0.32 0.00 0.00 Max. Compression 19 -0.28 0.00 0.00 Max. Mx 26 0.03 -0.03 0.00 Max. My 28 0.03 0.00 0.00 Max. Vy 26 0.02 0.00 0.00 Max. Vx 28 -0.00 0.00 0.00 tnxTower Report - version 7.0.5.1 ^� April 24, 2018 100 Ft Self Support Tower Structural Analysis CCI BU No 846423 Project Number CN3-a51R411800030, Order 436077, Revision 1 Page 18 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment Na Comb. x kip-rt kpA_ T2 88 - 80 Leg Max Tension 7 25.72 -0.18 0.01 Max. Compression 2 -31.99 0.24 -0.00 Max. Mx 2 -18.15 0.37 -0.00 Max. My 16 -2.32 0.02 0.13 Max. Vy 18 -5.76 0.24 -0.01 Max. Vx 16 -1.65 0.03 0.03 Diagonal Max Tension 8 4.31 0.00 0.00 Max. Compression 20 -4.42 0.00 0.00 Max. Mx 2 3.25 0.02 0.00 Max. My 18 -3.48 0.00 0.00 Max. Vy 31 -0.01 0.01 -0.00 Max. Vx 18 -0.00 0.00 0.00 T3 80 - 60 Leg Max Tension 7 50.74 0.12 0.01 Max. Compression 2 -58.99 0.25 -0.01 Max. Mx 18 -32.12 0.57 0.01 Max. My 21 -2.36 -0.02 -0.21 Max. Vy 18 -4.46 0.26 0.01 Max. Vx 16 -1.66 0.02 0.17 Diagonal Max Tension 21 3.67 0.00 0.00 Max. Compression 20 -3.84 0.00 0.00 Max. Mx 2 3.05 0.02 0.00 Max. My 8 -3.78 -0.01 -0.01 Max. Vy 31 -0.01 0.02 -0.00 Max. Vx 8 0.00 0.00 0.00 Top Girt Max Tension 6 0.16 0.00 0.00 Max. Compression 19 -0.16 0.00 0.00 Max. Mx 26 -0.02 -0.03 0.00 Max. My 29 -0.03 0.00 0.00 Max. Vy 26 0.02 0.00 0.00 Max. Vx 29 -0.00 0.00 0.00 T4 60 - 40 Leg Max Tension 7 71.66 0.20 0.01 Max. Compression 18 -82.29 0.19 0.01 Max. Mx 18 -58.93 0.63 0.02 Max. My 4 -5.12 0.01 -0.31 Max. Vy 18 -5.05 0.19 0.01 Max. Vx 16 -1.70 -0.00 0.17 Diagonal Max Tension 20 3.86 0.00 0.00 Max. Compression 20 -3.96 0.00 0.00 Max. Mx 18 3.06 0.04 0.00 Max. My 6 -3.41 -0.00 -0.00 Max. Vy 29 0.02 0.03 -0.00 Max. Vx 28 -0.00 0.00 0.00 T5 40 - 20 Leg Max Tension 7 89.91 0.16 0.01 Max. Compression 18 -103.10 0.23 0.01 Max. Mx 18 -82.30 0.60 0.02 Max. My 4 -7.50 -0.02 -0.38 Max. Vy 18 -5.26 0.23 0.01 Max. Vx 16 -1.94 -0.03 0.38 Diagonal Max Tension 20 3.89 0.00 0.00 Max. Compression 20 -3.95 0.00 0.00 Max. Mx 31 0.02 0.05 0.00 Max. My 6 -3.50 0.01 -0.01 Max. Vy 29 0.03 0.05 -0.00 Max. Vx 29 0.00 0.00 0.00 T6 20-0 Leg Max Tension 7 107.40 0.47 0.02 Max. Compression 18 -123.55 0.00 0.00 Max. Mx 19 -104.52 0.71 0.03 Max. My 4 -8.23 -0.03 -0.58 Max. Vy 18 -6.44 0.00 0.00 Max. Vx 16 -1.94 -0.03 0.54 Diagonal Max Tension 20 4.24 0.00 0.00 Max. Compression 20 -4.40 0.00 0.00 Max. Mx 31 -0.31 0.08 0.01 Max. My 8 -4.05 0.00 -0.01 Max. Vy 29 0.03 0.08 -0.01 Max. Vx 6 0.00 0.00 0.00 tnxTower Report - version 7.0.5.1 100 Ft Self Support Tower Structural Analysis Project Number CN3-851R4 / 1800030, Order 436077, Revision 1 April24, 2018 CC/ BU No 846423 Page 19 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Leg C _ Max. Vert 18 123.02 11.40 -6.36 Max. Hx 18 123.02 11.40 -6.36 Max. Hz 7 -106.92 -10.15 5.65 Min. Vert 7 -106.92 -10.15 5.65 Min. Hx 7 -106.92 -10.15 5.65 Min. Hz 18 123.02 11.40 -6.36 Leg B Max. Vert 10 122.19 -11.18 -6.44 Max. Hx 23 -104.25 9.94 5.70 Max. Hz 23 -104.25 9.94 5.70 Min. Vert 23 -104.25 9.94 5.70 Min. Hx 10 122.19 -11.18 -6.44 Min. Hz 10 122.19 -11.18 -6.44 Leg A Max. Vert 2 122.60 0.15 12.96 Max. Hz 20 6.43 1.43 0.42 Max. Hz 2 122.60 0.15 12.96 Min. Vert 15 -105.48 -0.13 -11.52 Min. Hx 9 6.75 -1.40 0.46 Min, H= 15 -105.48 -0.13 -11.52 Tower Mast Reaction Summary Load Torque Vertical Shearx Shear, Overturning Overturning Combination Moment, Mx Moment, M. K K K ki -tt k! _ kip-ff Dead Only 18.73 0.00 -0.00 -0.39 -7.40 -0.00 1.2 Dead+1.6 Wind 0 deg - No Ice 22.48 0.15 -21.14 -1461.59 -23.75 3.86 0.9 Dead+1.6 Wind 0 deg - No Ice 16.86 0.15 -21.14 -1459.74 -21.49 3.85 1.2 Dead+1.6 Wind 30 deg - No Ice 22.48 10.16 -17.39 -1221.23 -723.66 5.20 0.9 Dead+1.6 Wind 30 deg - No Ice 16.86 10.16 -17.39 -1219.66 -720.57 5.19 1.2 Dead+1.6 Wind 60 deg - No Ice 22.48 17.54 -10.18 -717.91 -1239.72 4.79 0.9 Dead+1.6 Wind 60 deg - No Ice 16.86 17.54 -10.18 -716.93 -1236.01 4.78 1.2 Dead+1.6 Wind 90 deg - No Ice 22.48 20.03 -0.14 -14.46 -1411.09 2.92 0.9 Dead+1.6 Wind 90 deg - No Ice 16.86 20.03 -0.14 -14.32 -1407.18 2.92 1.2 Dead+1.6 Wind 120 deg - No Ice 22.48 18.26 10.43 716.94 -1267.64 0.47 0.9 Dead+1.6 Wind 120 deg - No Ice 16.86 18.26 10.43 716.21 -1263.91 0.48 1.2 Dead+1.6 Wind 150 deg - No Ice 22.48 9.91 17.25 1206.30 -699.42 -1.36 0.9 Dead+1.6 Wind 150 deg - No Ice 16.86 9.91 17.25 1204.98 -696.36 -1.35 1.2 Dead+1.6 Wind 180 deg - No Ice 22.48 -0.13 20.15 1412.24 4.24 -3.53 0.9 Dead+1.6 Wind 180 deg - No Ice 16.86 -0.13 20.15 1410.68 6.46 -3.52 1.2 Dead+1.6 Wind 210 deg - No Ice 22.48 -10.18 17.39 1219.77 707.56 -5.06 0.9 Dead+1.6 Wind 210 deg - No Ice 16.86 -10.18 17.39 1218.43 708.94 -5.05 1.2 Dead+1.6 Wind 240 deg - No Ice 22.48 -18.42 10.68 741.62 1265.68 -4.88 0.9 Dead+1.6 Wind 240 deg - No Ice 16.86 -18.42 10.68 740.86 1266.41 -4.88 1.2 Dead+1.6 Wind 270 deg - No Ice 22.48 -20.05 0.14 13.52 1395.09 -2.80 0.9 Dead+1.6 Wind 270 deg - No Ice 16.86 -20.05 0.14 13.62 1395.66 -2.81 1.2 Dead+1.6 Wind 300 deg - No Ice 22.48 -17.42 -9.94 -694.12 1209.78 -0.56 0.9 Dead+1.6 Wind 300 deg - No Ice 16.86 -17.42 -9.94 -693.18 1210.58 -0.56 1.2 Dead+1.6 Wind 330 deg - No Ice 22.48 -9.94 -17.24 -1206.72 683.34 1.45 0.9 Dead+1.6 Wind 330 deg - No Ice 16.86 -9.94 -17.24 -1205.16 684.75 1.44 1.2 Dead+1.0 Ice+1.0 Temp 33.44 0.00 -0.00 -0.98 -17.38 0.00 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 33.44 0.01 -2.17 -148.86 -18.29 0.38 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 33.44 1.03 -1.76 -122.80 -88.40 0.46 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 33.44 1.82 -1.06 -73.81 -142.97 0.39 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 33.44 2.03 -0.01 -1.82 -157.71 0.18 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 33.44 1.88 1.08 72.15 -145.15 -0.05 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33.44 1.01 1.75 120.00 -86.96 -0.21 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 33.44 -0.01 2.10 143.41 -16.63 -0.36 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 33.44 -1.03 1.76 120.79 53.77 -0.45 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 33.44 -1.89 1.09 73.63 111.36 -0.39 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 33.44 -2.03 0.01 -0.15 123.09 -0.17 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 33.44 -1.82 -1.04 -72.41 107.51 0.05 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1 0 Temp 33.44 -1.01 -1.75 -121.92 52.33 0.22 tnxTower Report - version 7.0.5.1 April 24, 2018 100 F1 Self Support Tower Structural Analysis CC/ BU No 846423 Project Number CN3-851R4 / 1800030. Order 436077, Revision 1 Page 20 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment M, Moment, M, K K K AD-ft. ki kip-9 _ Dead+Wind 0 deg - Service 18.73 0.05 -6.53 -455.06 -12.04 1.20 Dead+Wind 30 deg - Service 18.73 3.16 -5.42 -380.26 -229.84 1.62 Dead+Wind 60 deg - Service 18.73 5.46 -3.17 -223.64 -390.42 1.49 Dead+Wind 90 deg - Service 18.73 6.24 -0.04 -4.75 -443.75 0.91 Dead+Wind 120 deg - Service 18.73 5.69 3.25 222.85 -399.12 0.15 Dead+Wind 150 deg - Service 18.73 3.09 5.37 375.13 -222.30 -0.42 Dead+Wind 180 deg - Service 18.73 -0.04 6.27 439.21 -3.34 -1.10 Dead+Wind 210 deg - Service 18.73 -3.17 5.41 379.31 215.52 -1.57 Dead+Wind 240 deg - Service 18.73 -5.74 3.33 230.53 389.20 -1.52 Dead+Wind 270 deg - Service 18.73 -6.25 0.04 3.96 429.46 -0.88 Dead+Wind 300 deg - Service 18.73 -5.43 -3.10 -216.24 371.80 -0.18 Dead+Wind 330 deg - Service 18.73 -3.09 _ -5.37 -375.75 207.98 _ 0.45 Solution Summa Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb_ K K K K K K 1 0.00 -18.73 0.00 -0.00 18.73 0.00 0.000% 2 0.15 -22.48 -21.14 -0.15 22.48 21.14 0.000% 3 0.15 -16.86 -21.14 -0.15 16.86 21.14 0.000% 4 10.16 -22.48 -17.39 -10.16 22.48 17.39 0.000% 5 10.16 -16.86 -17.39 -10.16 16.86 17.39 0.000% 6 17.54 -22.48 -10.18 -17.54 22.48 10.18 0.000% 7 17.54 -16.86 -10.18 -17.54 16.86 10.18 0.000% 8 20.03 -22.48 -0.14 -20.03 22.48 0.14 0.000% 9 20.03 -16.86 -0.14 -20.03 16.86 0.14 0.000% 10 18.26 -22.48 10.43 -18.26 22.48 -10.43 0.000% 11 18.26 -16.86 10.43 -18.26 16.86 -10.43 0.000% 12 9.91 -22.48 17.25 -9.91 22.48 -17.25 0.000% 13 9.91 -16.86 17.25 -9.91 16.86 -17.25 0.000% 14 -0.13 -22.48 20.15 0.13 22.48 -20.15 0.000% 15 -0.13 -16.86 20.15 0.13 16.86 -20.15 0.000% 16 -10.18 -22.48 17.39 10.18 22.48 -17.39 0.000% 17 -10.18 -16.86 17.39 10.18 16.86 -17.39 0.000% 18 -18.42 -22.48 10.68 18.42 22.48 -10.68 0.000% 19 -18.42 -16.86 10.68 18.42 16.86 -10.68 0.000% 20 -20.05 -22.48 0.14 20.05 22.48 -0.14 0.000% 21 -20.05 -16.86 0.14 20.05 16.86 -0.14 0.000% 22 -17.42 -22.48 -9.94 17.42 22.48 9.94 0.000% 23 -17.42 -16.86 -9.94 17.42 16.86 9.94 0.000% 24 -9.94 -22.48 -17.24 9.94 22.48 17.24 0.000% 25 -9.94 -16.86 -17.24 9.94 16.86 17.24 0.000% 26 0.00 -33.44 0.00 -0.00 33.44 0.00 0.000% 27 0.01 -33.44 -2.17 -0.01 33.44 2.17 0.000% 28 1.03 -33.44 -1.76 -1.03 33.44 1.76 0.000% 29 1.82 -33.44 -1.06 -1.82 33.44 1.06 0.000% 30 2.03 -33.44 -0.01 -2.03 33.44 0.01 0.000% 31 1.88 -33.44 1.08 -1.88 33.44 -1.08 0.000% 32 1.01 -33.44 1.75 -1.01 33.44 -1.75 0.000% 33 -0.01 -33.44 2.10 0.01 33.44 -2.10 0.000% 34 -1.03 -33.44 1.76 1.03 33.44 -1.76 0.000% 35 -1.89 -33.44 1.09 1.89 33.44 -1.09 0.000% 36 -2.03 -33.44 0.01 2.03 33.44 -0.01 0.000% 37 -1.82 -33.44 -1.04 1.82 33.44 1.04 0.000% 38 -1.01 -33.44 -1.75 1.01 33.44 1.75 0.000% 39 0.05 -18.73 -6.58 -0.05 18.73 6.58 0.000% 40 3.16 -18.73 -5.42 -3.16 18.73 5.42 0.000% 41 5.46 -18.73 -3.17 -5.46 18.73 3.17 0.000% 42 6.24 -18.73 -0.04 -6.24 18.73 0.04 0.000% 43 5.69 -18.73 3.25 -5.69 18.73 -3.25 0.000% 44 3.09 -18.73 5.37 -3.09 18.73 -5.37 0.000% 45 -0.04 -18.73 6.27 0.04 18.73 -6.27 0.000% 46 -3.17 -18.73 5.41 3.17 18.73 -5.41 0.000% 47 -5.74 -18.73 3.33 5.74 18.73 -3.33 0.000% 48 -6.25 -18.73 0.04 6.25 18.73 -0.04 0.000% tnxTower Report - version 7.0.5.1 100 Ft Self Support Tower Structural Analysis Project Number CN3-851R4 / 1800030, Order 436077, Revision 1 April 24, 2018 CCI BU No 846423 Page 21 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 49 -5A3 -18.73 -3.10 5.43 18.73 3.10 0.000% 50 -3.09 -18.73 -5.37 3.09 18.73 5.37 0.000% Non -Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00000214 3 Yes 4 0.00000001 0.00000169 4 Yes 4 0.00000001 0.00000465 5 Yes 4 0.00000001 0.00000412 6 Yes 4 0.00000001 0.00000396 7 Yes 4 0.00000001 0.00000311 8 Yes 4 0.00000001 0.00000454 9 Yes 4 0.00000001 0.00000399 10 Yes 4 0.00000001 0.00000213 11 Yes 4 0.00000001 0.00000165 12 Yes 4 0.00000001 0.00000433 13 Yes 4 0.00000001 0.00000381 14 Yes 4 0.00000001 0.00000385 15 Yes 4 0.00000001 0.00000302 16 Yes 4 0.00000001 0.00000458 17 Yes 4 0.00000001 0.00000406 18 Yes 4 0.00000001 0.00000214 19 Yes 4 0.00000001 0.00000171 20 Yes 4 0.00000001 0.00000440 21 Yes 4 0.00000001 0.00000388 22 Yes 4 0.00000001 0.00000378 23 Yes 4 0.00000001 0.00000295 24 Yes 4 0.00000001 0.00000427 25 Yes 4 0.00000001 0.00000376 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 0.00000001 42 Yes 4 0.00000001 0.00000001 43 Yes 4 0.00000001 0.00000001 44 Yes 4 0.00000001 0.00000001 45 Yes 4 0.00000001 0.00000001 46 Yes 4 0.00000001 0.00000001 47 Yes 4 0.00000001 0.00000001 48 Yes 4 0.00000001 0.00000001 49 Yes 4 0,00000001 0.00000001 50 Yes 4 0.00000001 0.00000001 tnxTower Report - version 7.0.5.1 100 FI Self Support Tower Structural Anaiysis Project Number CN3-851R4 / 180003Q Order 436077, Revision 1 Maximum Tower Deflections - Service Wind April 24, 2018 CC/ BU No 846423 Page 22 �= Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. T1 100 - 88 2.204 39 0.1865 0.0128 T2 88 - 80 1.729 39 0.1790 0.0123 T3 80 - 60 1.427 39 0.1666 0.0107 T4 60 - 40 0.800 43 0.1164 0.0061 T5 40 - 20 0.368 43 0.0784 0.0037 T6 20 - 0 0.101 39 0.0366 0.0017 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature It Comb. in ft 100.00 Flash Beacon Lighting 39 2.204 0.1865 0.0128 166612 98.00 (2) Miscellaneous [NA 509-3] 39 2.124 0.1857 0.0128 166612 94.00 DFPD1-52 39 1.965 0.1839 0.0128 138844 84.00 HEX336CW000OG w/ pipe 39 1.575 0.1737 0.0116 36315 mount 77.00 SC2-19OBB 39 1.320 0.1601 0.0099 24372 63.00 738-454 43 0.881 �0.1237 0.0067 23291 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° T1 100 - 88 7.077 18 0.5967 0.0411 T2 88 - 80 5.557 18 0.5731 0.0395 T3 80 - 60 4.588 18 0.5336 0.0343 T4 60 - 40 2.576 18 0.3737 0.0196 T5 40 - 20 1.185 18 0.2517 0.0119 T6 20 - 0 0.325 18 0.1175 0.0053 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 100.00 Flash Beacon Lighting 18 7.077 0.5967 0.0411 52709 98.00 (2) Miscellaneous [NA 509-3] 18 6.821 0.5942 0.0411 52709 94.00 DFPD1-52 18 6.312 0.5883 0.0410 43924 84.00 HEX336CW000OG w/ pipe 18 5.064 0.5563 0.0373 11481 mount 77.00 SC2-1901313 18 4.246 0.5129 0.0319 7710 63.00 738-454 18 2.837 0.3971 0.0214 7322 tnxTower Report - version 7.0.5.1 April 24, 2018 100 Ft Self Support Tower Structural Analysis M BU No 846423 Project Number CN3-851R4 / 1800030, Order 436077, Revision 1 Page 23 Bolt Design Data Section Elevation Component Bolt Criteria Bolt Size Number Maximum Allowable Ratio Allowable No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt K Allowable K T1 100 Diagonal A325N 0.6250 1 2.87 6.83 6.420 1 Member Block Shear Top Girt A325N 0.6250 1 0.91 6.83 0.133 1 Member Block Shear T2 88 Leg A325N 0.8750 4 6.43 40.59 0.158 t Bolt Tension Diagonal A325N 0.6250 1 4.31 6.83 0.630 1 Member Block Shear T3 80 Leg A325N 0.8750 4 12.69 40.59 0.313 1 Bolt Tension Diagonal A325N 0.6250 1 3.67 6.83 0.537 1 Member Block Shear Top Girt A325N 0.6250 1 0.16 6.83 0.023 1 Member Block Shear T4 60 Leg A325N 0.8750 4 17.91 40.59 0.441 1 Bolt Tension Diagonal A325N 0.6250 1 3.86 7.83 0.493 1 Member Bearing T5 40 Leg A325N 0.8750 4 22.48 40.59 0.554 1 Bolt Tension Diagonal A325N 0.6250 1 3.89 7.83 0.496 1 Member Bearing T6 20 Diagonal A325N 0.6250 1 4.24 7.83 0.542 1 Member Bearing Compression Checks Leg Design Data (Compression) Section Elevation Size L L KI/r A P OPn Ratio No. P P. ft ft ft in2 K K . T1 100 - 88 ROHN 3 STD 12.00 O.08 0.9 2.2285 -18.15 100.28 0.181 ' K=1.00 T2 88 - 80 ROHN 3 STD 8.00 0.08 0.9 2.2285 -31.99 100.28 0.319' K=1.00 T3 80 - 60 ROHN 3 STD 20.03 4.97 51.2 2.2285 -55.65 82.78 0.6721 K=1.00 T4 60 - 40 ROHN 3.5 EH 2O.03 6.62 60.8 3.6784 -78.13 126.31 0.6191 K=1.00 T5 40 - 20 ROHN 3.5 X-STR 20.03 6.62 60.8 3.6784 -99.41 126.30 0.7871 K=1.00 T6 20 - 0 ROHN 4 X-STR 20.03 6.62 53.8 4.4074 -119.61 160.50 0.7451 K=1.00 1 P � / �Pn controls Diagonal Design Data (Compression) J Section Elevation Size L Lu KUr A P. �P Ratio No. Pu ft ft ft in K K ,,F Ti 100 - 88 L2x2x3116 7.73 3.58 111.7 0 7 i 50 2.96 12.01 0.247 K=1.03 T2 88 - 80 L2x2x3/16 7.74 3.59 112.0 0.7150 -4.42 11.97 0.369' K=1.02 T3 80 - 60 L2x2x3/16 9.81 4.76 145.0 0.7150 -3.56 7.68 0.464' K=1.00 T4 60 - 40 L2 1/2x2 1/2x3/16 12.31 6.03 146.3 0.9020 -3.95 9.53 0.415' K=1.00 T5 40 - 20 L2 1/2x2 1/2x3/16 14.07 6.92 167.6 0.9020 -3.95 7.25 0.5451 K=1.00 tnxTower Report - version 7.0.5.1 100 Ft Self support Tower Structural Analysis Project Number CN3-851R4 11800030, Order 436077, Revision 1 April 24, 2018 CC/ BU No 846423 Page 24 Section Elevation Size L Lu MY A Pu �Pn Ratio Pu No. ft ft ft ir>z K K ,,lP,; _ T6 20 - 0 LUU3116 15.79 7.74 155.9 1.0900 -4.40 i 0.13 0.435 ' K=1.00 1 P u / op, controls Top Girt Design Data (Compression) Section Elevation Size L Lu MY A Pu �Pn Ratio Pu No. ft ft ft irr� K K OP Ti 10U 88 L2x2x3116 -- 6.60 6.07 185.0 0.7150 -0.87 4.72 0,185, K=1.00 T3 80 - 60 L2x2x3/16 6.70 6.17 187.8 0.7150 -0.16 4.58 0.0351 K=1.00 P u / wn controls - - - Bottom Girt Design Data (Compression) Section Elevation Size L Lu KI/r A Pu Wn Ratio P. No. ft ft ft 1/12 K K Pn T1 100 - i38 L2x2x3116 6.65 6.36 165.3 0.7150 -0.28 5.91 0.048 K=0.85 P u / opn controls Tension Checks Lea Desiqn Data (Tension Section Elevation Size L Lu KI/r A Pu �Pn Ratio P. No. ft ft ft in2 K K Wii T1 100 - 88 ROHN 3 STD 12-00 0.08 0.8 2.2285 14.20 100.28 0.256' T2 88 - 80 ROHN 3 STD 8.00 0.08 0.9 2.2285 25.72 100.28 0.506 T3 80 - 60 ROHN 3 STD 20.03 0.08 0.9 2.2285 50.74 100.28 0.506' 0.4331 T4 60 - 40 ROHN 3.5 EH 2O.03 0.08 0.8 3.6784 71.66 165.53 T5 40 - 20 ROHN 3.5 X-STR 20.03 0.08 0.8 3.6784 89.91 165.53 0.5431 0.5421 T6 20 - 0 ROHN 4 X-STR 20.03 0.08 0.7 4.4074 107.40 198.34 1 P u / �Pn controls ~ Diagonal Design Data (Tension) Section Elevation Ratio Size L Lu KI/r A Pu �Pn Pu No. ft ft ft inz K K p T1 100 - 88 L2x2x3/l6 7.73 3.58 71.9 0.4308 2.8T 18.74 0.230 1 T2 88 - 80 L2x2x3/16 7.74 3.59 72.1 0.4308 4.31 18.74 0.1961 T3 80 - 60 L2x2x3/16 8.54 4.14 82.8 0.4308 3.67 18.74 0.96 0.1551 T4 60 - 40 L2 1 /2x2 1 /2x3/16 12.31 6.03 94.9 0.5710 3.86 24.84 0.1561 T5 40 - 20 L2 1/2x2 1/2x3/16 14.07 6.92 108.5 0.5710 3.89 24.84 0.137' T6 20 - 0 L3x3x3/16 15.79 7.74 100.5 0.7120 4.24 30.97 P , controls tnxTower Report - version 7.0.5.1 April 24, 2018 100 Ft Self Support Tower Structural Analysis CC/ BU No 846423 Project Number CN3-851 R4 / 1800030, Order 436077, Revision 1 Page 25 Top Girt Design Data (Tension) Section Elevation Size L L K11r A P. �Pn Ratio No. Pu ft ft ft in K K nP,: T1 100 - 88 L2x2x3/16 6.60 6.07 122.8 0.4308 6 91 i 8.74 0.048 ' T3 80 - 60 L2x2x3/16 6.70 6.17 124.6 0.4308 0.16 18.74 0.0081 P / �Pn controls Bottom Girt Design Data (Tension Section Elevation Size L Lu MY A P opRatio No. P ft ft ft in K K �p T1 100 - 88 L2x2x3116 6.65 6.36 123.7 0.7150 0.32 23.17 0.014 1 P / �Pn controls Section Capacity Table Section Elevation Component Size Critical P OP./?. % Pass No. ft Type Element K K Capacity Fail T1 100 - 88 Leg ROHN 3 STD 3 -18.15 100.28 18.1 Pass T2 88 - 80 Leg ROHN 3 STD 30 -31.99 100.28 31.9 Pass T3 80 - 60 Leg ROHN 3 STD 45 -55.65 82.78 67.2 Pass T4 60 - 40 Leg ROHN 3.5 EH 73 -78.13 126.31 61.9 Pass T5 40 - 20 Leg ROHN 3.5 X-STR 94 -99.41 126.30 78.7 Pass T6 20 - 0 Leg ROHN 4 X-STR 115 -119.61 160.50 74.5 Pass T1 100 - 88 Diagonal L2x2x3/16 10 -2.96 12.01 24.7 Pass 42.0 (b) T2 88 - 80 Diagonal L2x2x3/16 31 -4.42 11.97 36.9 Pass 63.0 (b) T3 80 - 60 Diagonal L2x2x3/16 49 -3.56 7.68 46.4 Pass 53.7 (b) T4 60-40 Diagonal L21/2x21/2x3/16 76 -3.95 9.53 41.5 Pass 49.3 (b) T5 40 - 20 Diagonal L2 1/2x2 1/2x3/16 97 -3.95 7.25 54.5 Pass T6 20 - 0 Diagonal L3x3x3/16 118 -4.40 10.13 43.5 Pass 54.2 (b) T1 100 - 88 Top Girt L2x2x3/16 5 -0.87 4.72 18.5 Pass T3 80 - 60 Top Girt L2x2x3/16 47 -0.16 4.58 3.5 Pass T1 100 - 88 Bottom Girt L2x2x3/16 8 -0.28 5.91 4.8 Pass Summary Leg (T5) 78.7 Pass Diagonal (T2) 63.0 Pass Top Girt(T1) 18.5 Pass Bottom Girt 4.8 Pass (T1) Bolt Checks 63.0 Pass RATING = 78.7 Pass tnxTower Report - version 7.0.5.1 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 7.0.5.1 ��W tttt B�Sgg APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 7.0.5.1 Anchor Rod Check for Self Supporting Towers TIA-222-G, Section 4.9.9 Site Data BU#: 846423 Site Name: Federal Way App #: 436077 Rev. 1 Anchor Rod Data Qty: 4 Diam: 1 lin Rod Material: A364 Gr. BC (1/4 to 2-1/2 Strength (Fu): 125 ksi Yield (Fy):l 109 ksi * Rod Circle: in * e: in * # of Rods 1 or 2 Mu= Pu x e: Ift-kips * Only enter rod circle, offset (e) and number of anchor rods at the extreme fiber to consider if eccentric load due to leg reinforcement exist. incl.) Rev. 6.1 CCCROWN CASTLE Reactions Eta Factor, n 0.55 Detail Type Uplift, Pu: 107 kips Shear. Vu: 12 kips ar In Mu = 0,65*lar*VLl Ift-klp5 Anchor Rod Results: Max Rod (Cu+ Vu/r ): 32.2 Kips Design Axial, (P*Fu*Anet: 60.6 Kips Anchor Rod Stress Ratio: 53.1% If Applicable; Anchor Rod Results with Bending Considered: When the clear distance from the top of concrete to the bottom of level nut excceeds 1.0 times the diameter of the anchor rod, the following interaction equation shall also be satisfied (see Figure 4-4 of Rev. G): (VJORnv)' + 1(Pu/0Rnt) + (Mu/0Rmn)j2 < = 1 °��y° 8 4 own ORnv=$*0.45*F.b*Ab= kips A A g ORnt=O*Fu*Anet= kips 0Rnm=0*Fy*Z= ft-kips GO�UO:P1 J• N SECTION A -A SECTION B-8 Detail Type (a) Detail Type (b) 0-70 C ONO C D eta 17 !-NM Shfik Cmn�:6 �rout SECTION C-C SECTION D-D Detail Type (c) Detail Type (d) Maximum Acceptable Ratio: 105 % (See Note 1 belaw) =v-sd Governing Stress Ratio: Figure 4-4 of TIA-222-G CN3-851 R4 SST Anchor Rod Check For Rev G-Rev 6.1 091912 L+ 0 o D n 07 �Ea c ui �a a mZ a �� Z 3 in d N N L O. Q Q © F C O eo W C C O 1A 170 In •O a 3 Ip IV IDD rn iM v D o a 'v L7 O N N O - N N N ❑ I;D m q O N a p I� ~ 0 o �� d N o n < d,n d U e Ix m W d U a vOi 0 _ c m c a u N � N O C •� �. N q S Y m m c C� u? N N a v L � N CJ m O E Zi > LL O c a o C) LA o v O M � •` Y m y.a d •� `J O LL c o 00 0 y w a u m C x 7 LL c a vie E o0 d u m c 7 LL r O l0 O O O y M y � d 00 1? m Q LL V c O W 0 O {J M APPENDIX D SEISMIC CALCULATIONS tnxTower Report - version 7.0.5.1 4/24/2018 Design Maps Detailed Report TSUWS Design Maps uetailed Report ASCE 7-10 Standard (47.29426°N, 122.31255°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and 1.3 (to obtain S,). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1 E13 Ss = 1.282 g From Figure 22-2 [ZI S1 = 0.493 g Section 11.4.2 — Site Class The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class A. Hard Rock B. Rock C. Very dense soil and soft rock D. Stiff Soil E. Soft clay soil F. Soils requiring site response analysis in accordance with Section 21.1 VS N or W.,, >5,000 ft/s N/A 2,500 to 5,000 ft/s 1,200 to 2,500 ft/s 600 to 1,200 ft/s N/A > 50 15 to 50 S� N/A N/A >2,000 psf 1,000 to 2,000 psf <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: Plasticity index PI > 20, Moisture content w >: 40%, and Undrained shear strength s. < 500 psf See Section 20.3.1 For SI: lft/s = 0.3048 m/s ilb/ft2 = 0.0479 kN/mz https://earthquake.usgs.gov/cnl /designmaps/us/report.php?template=minimal&latitude=47.294258&longitude=-122.312553&siteclass=3&riskcategory=0&edition=asc 4/24/2018 Design Maps Detailed Report Section 11.4.3 - Site Coefficients and Risk -Targeted Maximum Considered Earthquake Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period Ss :5 0.25 SS = 0.50 SS = 0.75 SS = 1.00 SS 2: 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and SS = 1.282 g, Fa = 1.000 Table 11.4-2: Site Coefficient F Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S, :5 0.10 S, = 0.20 S, = 0.30 S, = 0.40 S, 2: 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and Sl = 0.493 g, F = 1.507 https:llearthq ua ke. usgs.govlcnl lde signmapslustreport.php7template= mi n im al&latitude=47.2 94258&long itude=-122.312553&sitecla ss =3& d s kcategory= O&edition=asc 4/24/2018 Design Maps Detailed Report Equation (11.4-1): SMs = FaSs = 1.000 x 1.282 = 1.282 g Equation (11.4-2): SM1 = F,S1 = 1.507 x 0.493 = 0.743 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): Equation (11.4-4): Section 11.4.5 — Design Response Spectrum From Figure 22-12 [31 SDS=2/SMS=z/x1.282=0.855g SD1 — % SM3 — % x 0.743 = 0.495 g TL = 6 seconds Figure 11.4-1: Design Response Spectrum T<TO: S.=S,(OA+0.6TITa) T,STSTa:S.=S,4 S=0.s55 -- Ty<TST�:S,=Soy/T I T>T�:S,=SD"'ITR � 1 � I I I 1 Ey I ' I I I 4 � I I --- g 1 1 I 1 i 1 ! I 1 ' I I 1 { I I I I 4 I I I I I 1 1 I 1 1 1 I 1 I I 1 1 1 I 1 i 1 Ta = 0.116 TS = 0.579 1.000 PuM, T (sm) https://earthquake.usgs.gov/cnl /designmaps/us/report.php?template=minimal&latitude=47.294258&longitude=-l22.312553&siteclass=3&riskGategory=0&edition=asc 4/24/2018 Design Maps Detailed Report Section 11.4.6 — Risk -Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. Sas = 1.282 S, = 0.743 d To = 0.116 Ts = 0 580 1.000 PwW, T (wc) https./learthqueke.usgs.gov/cn1 [dosignmaps/us/report.php?template=minimal&lalitude=47.294258&longitude=-122.312553&sileclass=3&riskcategory--Uedition=asc 4/24/2018 1-) Design Maps Detailed Report ) Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7 [a] PGA = 0.500 Equation (11.8-1): PGAM = FPGAPGA = 1.000 x 0.500 = 0.5 g Table 11.8-1: Site Coefficient FPGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA :5 PGA = PGA = PGA = PGA >_ 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.500 g, FICA = 1.000 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site -Specific Ground Motion Procedures for Seismic Design) From Figure 22-17151 From Figure 22-181:e3 CRS = 0.995 CR, = 0.960 https://earthquake.usgs.gov/cnl /designmaps/us/report.php?template=minimal&latitude=47.294258&longitude=-122.312553&siteclass=3&riskeategory=0&edition=ase 4/24/2018 Section 11.6 — Seismic Design Category Design Maps Detailed Report Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter VALUE OF Sos RISK CATEGORY I or II III IV Sos < 0.167g A A A 0.167g 5 Sps < 0.33g B B C 0.33g 5 Sps < 0.50g C C D 0.50g <_ Sps D D D For Risk Category = I and Sps = 0.855 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter VALUE OF SDI RISK CATEGORY I or II III IV SDI < 0.067g A A A 0.067g 5 So, < 0.133g B B C 0.133g 5 SDI < 0.20g C C D 0.20g 5 So, D D D For Risk Category = I and SDI = 0.495 g, Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf 2. Figure 22-2: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf 4. Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf 5. Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf 6. Figure 22-I8: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf https://earthquake.usgs.gov/cn 1 /desig nmaps/us/report.php?template=minimal &latitude=47.294258&longitude=-1 22.312553&siteclass=3&riskcategory=0&edition=asc Company Morrison Hershfield Apr 24, 2018 IIIRISA Designer CKK Checked PM ed Job Number CN3-851 R4 / 1800030 (Seismic) Checked By: SWS A NEMETSCHEKCOMPANY Model Name Site* 846423 / Federal Way Response Spectra QaU C Direction Spectra ASCE 2010 Parametric Design Spectra _ Aodes Used All 3 modes Aode No. for Si ns Aodal Combination Method SRSS )amping Ratio _ j 5 Percent Y ;ed All 3 modes for Signs T mbination Method SRSS Ratio 5 Percent Z Direction Spectra ASCE 2010, Parar Modes Used All 3 modes Mode No. for Si ns Modal Combination Method SRSS Damping Ratio _ 5 Percent Frequencies / Participation Mode Number Frequency Period Percent Modal Participation (Hz) See _ X Spectra _ Y eetra Z Spectra 1 922 1.085 _ 99.719 I,.- - j 2 .922 _ _ 1.085. 49.7.19 RISA-3D Version 16.0.1 [CA ... \... \...\... \...\Analysis\Seismic Calculations\CN3-851 R4 (Seismic).rt3] Page 1 ■Y "k Z X Seismic Shea( Check - ASCE7-10 (chapter 15) Structure Type = MP 5,= 1.282 Sy= 0.493 5,= 0.855 htt Pflearth uake.us oV ' esnma s us a politadon.php SD1= OA95 Site Class = ❑ Table 20.3-1(page 204) Wind Shear = 21.3 kips Risk Category = 11 Table 1.5-1 W 18-7 Kips h = 100.0 ft Structure Height Ot = 79,20 in Top Diameter of the Pole: Db = 175.92 in Bottom Diameter of the Pole: T= 1.085 se[ Structure Period - RISA-31) R = 1.5 Table 15.4-2 (page 143) Ie = 1.0 Table 1.5-2 (page 5) 00= 1.5 Table 15.4-2 (page 143) Cd= 1.5 Table 15.4-2 (page 143) Cs= 0.304 Seismic Response Coefficient ASCE-1015.4 g = 386.4 in/52 constant V,= 5.7 Kips Eq. 15.4-5 (page 144); Eq. 12.9-1 (page 89) Mode Shape 1 (1.085 Sec) Morrison Hershfield SK - 1 CKK Site#: 846423 / Federal Way Apr 24, 2018 at 10:41 PM CN3-851 R4 / 1800030 (Se. CN3-851 R4 (Seismie).O m m a m m m Q � Z "t N _ 4 O fO e v r wo rh N �n ~ Z r a = 0 a W 4 � z � n NN J U) X Q m Z O K cv X a Z O � a r o E r!2 o j5 N J J 0 01 O H m li it ft 88.0 ft 80.0 ft 60.0 ft 4U ft 20.0 ft OOft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Flash Beacon Lighting 100 AHFIB 100 2 SBNHH-i D65C wl pipe mount 100 AHFIB 100 (2) SBNHH-1D65C w/ pipe mount 100 RRH2x60-850 100 (2) SBNHH-1D65C w/ pipe mount 100 RRH2x60-850 100 742-264 w/ i e mount 100 RRH2x60-850 100 742-w4w7 plin mount 100 Seismic Force 100 742-264 w/ pipe mount 100 (2) Miscellaneous INA509-3] 98 (2) CS72993.08 100 DFPD1-52 -94CQ — G3rAM 6 100 HEX336CW000OG w/ plpe mount B4 (2) CS72993,08 100 HEX336CW000OG w/ pipe mount 84 1(2) LGP21401 100 RADIO 4449 84 LGP21401 100 RAD1 4449 84 (2) LGP21401 100 - RADIO 4449 84 RRH4x25-WCS 100 RRUS 32 B66 84 RRH4x25-WCS 100 RRUS 32 B66 84 RRH4x25-WCS 100 RRUS 32 B66 84 (2) DC6-48-60-18-BF 100 DB-C1-12C-24AB-0Z IB4 Platform Mount [LP 602-11 100 Sector Mount ISM 502-11 04 Miscellaneous INA 507-11 100 Sector Mount SM 502-1 184 NNH4-65C-R6 w/ pipe mount 100 Sector Mount ISM 502-1] 94 NPR H4450-Mw/pipe mount 100 HEX336CWOODOG w/ pipe mount 84 NNH4-65C-R6 w/ elpe mount 100 Pipe Mount [PM 601-1] 77 AHLBA 100 SC2-1908B 77 AHLBA 100 AHLBA .1011 (2) MPT-HC-HQAM 77 73B-454 63 [,AHFIB 100 1 Side Arm Mount[SO 701-1] 63 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A572-50 50 ksi �65 ksi _ A36 _ _ 36 ksl SB ksi 0 TOWER DESIGN NOTES 1. Tower is located in King County, WA. 2. Tower designed per Site Soil Class D. 3. Seismic Design Category D. 4. EQ Analysis, User Input EQ Load Per ASCE 7-10. 5. SEISMIC LOADING DOES NOT CONTROL. 6. TOWER RATING: 41.1% ALL REACTIONS ARE FACTORED MAX. CORNER REACTIONS AT BASE: DOWN: 53 K SHEAR: 4 K UPLIFT.. -40 K SHEAR: 3 K AXIAL 22 K SHEAR MOMENT 6 K 582 kip ft TORQUE 0 kip-ft REACTIONS - SEISMIC Morrison Hershfield 0° CN3-851 R4 11800030 Seismie US 1455 Lincoln Parkway, Suite 500 ft1-W8464237�WBW� Atlanta, GA 30346 CO"'Crown Castle USA 0"—bt-CKK :ansullkrg Engineers Phone: (770) 379-8500 Carse' TIA-222-6 _°' 04/24/18 Anchor Rod Check for Self Supporting Towers TIA-222-G, Section 4.9.9 Rev. 6.1 Site Data BU#: 846423 (Seismic) Site Name: Federal Way App #: •436077 Rev. 1 Anchor Rod Data Qty: 4 Diam: 1 lin Rod Material: A364 Gr. BC (1/4 to 2-1/2 Strength (Fu): 125 1 ksi Yield (Fy):1 109 1 ksi * Rod Circle: in * e: in * # of Rods 1 or 2 Mu= Pu x e:1 I tt-kips * Only enter rod circle, offset (e) and number of anchor rods at the extreme fiber to consider if eccentric load due to leg reinforcement exist. ncl.) 0i� CROWN � CASTLE Reactions Eta Factor, n 0.55 Detail Type Uplift, Pu: 40 kips Shear. Vu: 3 kips ar in Mu = 0.65*lar*Vu ft-kips Anchor Rod Results: Max Rod (Cu+ Vu/r ): 11.4 Kips Design Axial, O*Fu*Anet: 60.6 Kips Anchor Rod Stress Ratio: 18.8% If Applicable; Anchor Rod Results with Bending Considered: When the clear distance from the top of concrete to the bottom of level nut excceeds 1.0 times the diameter of the anchor rod, the following interaction equation shall also be satisfied (see Figure 4-4 of Rev. G): (VARnv)' + UPARnt) + (MARn.)12 - = 1 ag°� o�cl 0Rnv=0*0.45*F.b*Ab= kips A A 8 0' g 0Rnt=0*Fu*Anet= kips 0Rnm=0*Fy*Z= ;Ift-kips Cawo6-ti` r-�,'-, Caraaw� i SECTION A -A SECTION B-S Detail Type (a) Detail Type (b) =O.90 Yt p.7o a as ,-NCA snnrx WOOcoocmte wncralr— r SECTION C-C SECTION D-D Detail Type (c) Detail Type (d) Maximum Acceptable Ratio: 105 % (See Nate 1 belcm) Governing Stress Ratio: 18.8% Pass Figure 4-4 of TIA-222-G CN3-851 R4 SST Anchor Rod Check For Rev G-Rev 6.1 091912 c O O LL d IL d U 0 O E a N � 1ti N C N � E m Z E H Z of 3 m d N F- a C� a Q .0IIIR T n0 a 3 iLO -OD M M V C Y � O .L N CI N N m a }• = N N N a)N N No N C Cn H . in i0 L9 m , E f, o N O `m 2 9 Qo N aiY 'n O U e " w N 0