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Home My WebLink AboutPermit Building 2019-10-18i GFIELD OREGON Web Address: www.springfield-or.gov Building Permit Commercial Structural Permit Number: 811-19-002299-STR IVR Number: 811027005695 Permit Issued: October 18, 2019 TYPE OF WORK Category of Construction: Commercial Submitted Job Value: $26,000.00 City of Springfield Development and Public Worke 225 Fifth Streei Springfield, OR 97471 541-726-3753 Email Address: permitcenter@springfield-or.go% Type of Work: Alteration Description of Work: Collocation on existing tower ]OB SITE INFORMATION Worksite Address Parcel Owner: KNIFE RIVER 800 S 18TH ST Springfield, OR 97477 1803010001100 CORPORATION - NORTHWEST Address: 32260 OLD HWY 34 TANGENT, OR 97389 LICENSED PROFESSIONAL INFORMATION Business Name License License Number Phone ALYRICA NETWORKS INC - CCB 202204 541-929-3330 Primary Inspection PENDING INSPECTIONS Inspection Group Inspection Status 1999 Final Building Struct Com Pending SCHEDULING INSPECTIONS Various inspections are minimally required on each project and often dependent on the scope of work. Contact the issuing jurisdiction indicated on the permit to determine required inspections for this project. Schedule or track inspections at www.buildingpermits.oregon.gov Call or text the word "schedule" to 1-888-299-2821 use IVR number: 811027005695 Schedule using the Oregon ePermitting Inspection App, search "epermitting" in the app store Permits expire if work is not started within 180 Days of issuance or if work is suspended for 180 Days or longer depending on the issuing agency's policy. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. Granting of a permit does not presume to give authority to violate or cancel the provisions of any other state or local law regulating construction or the performance of construction. ATTENTION: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-001-0010 through OAR 952-001-0090. You may obtain copies of the rules by calling the Center at (503) 232-1987. All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 701.010 (Structural/ Mechanical), ORS 479.540 (Electrical), and ORS 693.010-020 (Plumbing). Permit Number: 811-19-002299-STR Page 2 of 2 PERMIT FEES Fee Description Technology Fee Plan Review - Minor, City Structural building permit fee Structural plan review fee State of Oregon Surcharge - Bldg (12% of applicable fees) Quantity Fee Amount $41.13 1 $141.00 $413.12 $268.53 $49.57 Total Fees: $913.35 Printed on: 10/18/19 Page 2 of 2 C:%myReports/reports//production/01 STANDARC Structural Permit Application 225 Fitch Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 ♦ FAX(541)726-3689 SPRINGFIELD soy n DEPARTMENT USE ONLY Permit no.: l q _UJ29! `-7 Date: This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 180 days of issuance or if work is suspended for 180 days. LOCAL GOVERNMENT APPROVAL 7 This project has final land -use approval. Signature: Date: This project has DEQ approval. Signature: Date: Zoning approval verified: ❑ Yes ❑ No Property is within flood plain: ❑ Yes ❑ No CATEGORY OF CONSTRUCTION ❑ Residential I ❑ Government I M-60mmercial JOB SITE INFORMATION AND LOCATION Job site address: Soo City: q� Ji � e \d. State: 0 (L ZIP. -I Subdivision: I Lot no.: Reference: Taxlot: No30000 Doo PROPERTY OWNER Name: nc e �_',Oer of�tiC� Address: 3,' 5,6 O Q UD k{W \ ` 3c.{ City: eft State: C) -Q- ZIP:q-73 Phone: Fax: - - E-mail: Building Owner or Owner's agent authorizing this application: Sign here: ❑ This installation is being made on residential or farm property owned by me or a member of my immediate family, and is exempt from licensing requirements under ORS 701.010. CONTRACTOR INSTALLATION Business name: _ L ; (:came-ru1 l\res Address: ST City: State: QQ_ ZIP: c(73 Phone: ! 3 33 0 Fax: - - E-mail:C�.at;t:e. t�:jar\_ C- "- Cil t. cam. CCB license no.: Zol a LA Printname: � k-e.s 1k; t,un Signature. SUB -CONTRACTOR INFORMATION Name CCB License # Phone Electrical Construction type: Plumbing Square feet: Mechanical Other information: Last edited 5-5-2019 BJones 7 `i v FEE SCHEDULE 1. Valuation information (a) Job description: CoL\pLc�C.bl� pn Occupancy Construction type: Square feet: Cost per square foot: Other information: Type of Heat: Energy Path: ❑ new ❑alteration ❑ addition (b) Foundation -only permit? ❑ Yes ❑ No Total valuation: $ `a(, , oo o 2. Building fees (a) Permit fee (use valuation table): $ (b) Investigative fee (equal to [2a]): $ (c) Reinspection ($ per hour): (number of hours x fee per hour) $ (d) Enter 12% surcharge (.12 x [2a+2b+2c]): $ (e) Subtotal of fees above (2a through 2d): 3. Plan review fees (a) Plan review (65% x permit fee [2a]): $ (b) Fire and life safety (65% x permit fee [2a]): $ (c) Subtotal of fees above (3a and 3b): $ 4. Miscellaneous fees (a) Seismic fee, 1% (.O1 x permit fee [2a]): $ (b) Tech fee, 5% (.05 x permit fee[2a]+PR fee [3c]) $ TOTAL fees and surcharges (2e+3c+4a+b): $ �g,c..� �"�,.�,;.� l �o{ � t cam► �.fr � k & � � E £»^§a cn n M a �e2�9 G% ® f m � w § CD § C CN �� Q 2 kk/�) �°Ik\ 0 clifu cmCL Z ) &CL / § b 12 \ 5 CDE E k f £ E § 22 ■ ° 6 a 0 / LL / \ / / _ CL cn �o \ j N Ccm D 0 a 0 0 § e Q 2 V z L e © it / � / z F- J t < . 0 \ 0 / o W � k § � o e � § � 0# 0 0 ® kca / LU c E o—m0 z �o o k§ c o 0 o » Q o 0 tm �t eg © ) k a § , ("DG 0 § z Co\ 2 . » 0 $ $ f { $ D 2� E@ >1. �— a 0 � k & � � E CROWN Date: September 09 2019 F'� CASTLE p Kent Nowak Crown Castle Crown Castle 2000 Corporate Drive 2055 S Stearman Dr Canonsburg, PA 15317 Chandler, AZ 85286 (724) 416-2000 Subject: Structural Analysis Report Carrier Designation: Alyrica Networks Inc Co -Locate Crown Castle Designation: Crown Castle BU Number: 828109 Crown Castle Site Name: Springfield Crown Castle JDE Job Number: 585667 Crown Castle Work Order Number: 1788295 Crown Castle Order Number: 501390 Rev. 0 Engineering Firm Designation: Crown Castle Project Number: 1788295 Site Data: 800 S. 18th Street, Springfield, Lane County, OR Latitude 440 1'59.8", Longitude -123° 0'26.3" 150 Foot - Self Support Tower Dear Kent Nowak, Crown Castle is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above-mentioned tower. 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: Proposed Equipment Configuration Sufficient Capacity This analysis utilizes an ultimate 3 -second gust wind speed of 120 mph as required by the 2014 OSSC. Applicable Standard references and design criteria are listed in Section 2 -Analysis Criteria. Structural analysis prepared by: Matthew Hussak / TMB / SDH Respectfully submitted by: Truc Lac, P.E., S.E. Senior Project Engineer tnxTower Report - version 8.0.5.0 PROF TRU�C J License Expires: 12/31/2020 9/10/2019 950 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 509390, Revision 0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 - Tower Component Stresses vs. Capacity — LC7 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations tnxTower Report - version 8.0.5.0 September 09, 2019 CCI BU No 828909 Page 2 September 09, 2019 150 Ft Self Support Tower Structural Analysis CCI BU No 828109 Project Number 1788295, Order 501390, Revision 0 Page 3 1) INTRODUCTION This tower is a 150ft Self Support tower designed by Rohn Industries, Inc. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 120 mph Exposure Category: C Kzt: 2.288 Seismic Ss: 0.735 Seismic S1: 0.387 Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration 140.0 141.0 Center Number 1 1 commscope Number Feed Mounting Line of Antenna 1._ Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer 4 I ubiquiti network Size j� (ft) Antennas I cambium networks 136.0 Lines (in) 140.0 141.0 Center Number 1 1 commscope _ RNSNDC-7771-PF-48 Number Feed Mounting 1 i� tower mounts 140.0 Antenna Model Line of Feed Level (ft) Elevation Antennas Manufacturer 4 I ubiquiti network Lines Size j� (ft) 4 I cambium networks 136.0 andrew (in) 1 cambium networks j 1 I dbspectra 1 pentair F135.0 1� 3 2 _ jirous _ FFHH-65C-R3 w/ Mount Pipe _� 1 W ubiquiti network Table 2 - Other Considered Equipment VHLP1-18/F Sector Mount [SM 701-3] AP-5AC-90-HD C030045D901 A 15 1/4 — PMP 450M - µ 1 ( 3/8 _ CSD20206 _11 JRMC-680-10/11 AF-24HD I I 87.0 87.0 r 83.0 83.0 i tnxTower Report - version 8.0.5.0 nokia Center Number raycap j - _ RNSNDC-7771-PF-48 Number Feed Mounting Line of Antenna Antenna Model Line of Feed Level (ft) Elevation Antennas Manufacturer FIBEAIR IP -10C - Lines Size j� (ft) tower mountsl Pipe Mount [PM 601-1] andrew (in) 1 150.0 158.0 j 1 I dbspectra DS4C06F36D-D j 2 I 718 3 commscope _ FFHH-65C-R3 w/ Mount Pipe commscope - '.. _T HCS 2.0 PART 4 11 �) 3 nokia_ I T AAFIA w/ Mount Pipe j 148.0 148.0 I 3 nokia -� AE HC w/ Mount Pipe - . -- - - - - _._ 1 1-1/2 i ---r 3 I nokia AHFIB 1 1-3/5 I I 87.0 87.0 r 83.0 83.0 i tnxTower Report - version 8.0.5.0 nokia AHLOA raycap j - _ RNSNDC-7771-PF-48 tower mounts Side Arm Mount [SO 308-3] andrew _ VHLP3-11 W-2WH andrew _ VHLP800-11 ceragon �E FIBEAIR IP -10C - ceragon _ j� FIBEAIR IP -20C_ tower mountsl Pipe Mount [PM 601-1] andrew _ T P4-57W-P7A/A tower mounts T Pipe Mount [PM 601-11 1 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390, Revision 0 September 09, 2019 CCI BU No 828109 Page 4 Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size (ft) (in) ................. 1 - dragonwave Horizon DUO 60.0 60.0 1 j radiowaves HP4-5.2NS 1 1/2 _ 1 �{ tower mounts _ Pipe Mount [PM 601-1] 60.0 '� 1 _ dbspectra _ - DS4C06F36U-N 1 F7/8 54.0 1 wt j toer mounts i Side Arm MounSO 203-11 - _ _ _ [ _ _] 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Remarks Reference SF*P_allow (K) Capacity Source # 4 -GEOTECHNICAL REPORTS Northwest Geotech, Inc. j 3476277 CCISITES J 4 -TOWER FOUNDATION 2 -8.67 60.05 DRAWINGS/DESIGN/SPECS I Rohn Industries, Inc. ! 3846934 CCISITES TI 4-TOWER MANUFACTURER J ' 20 DRAWINGS Rohn Industries, Inc. I 3476278 CCISITES I J 3.1) Analysis Method 120-100I Leg ROHN 3 EH tnxTower (version 8.0.5.0), 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 and maintained in accordance with the manufacturer's specifications. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 3) 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 -STD -10323, Base Plate Grout. 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 4 - Section Capacity (Summary) Section Elevation (ft) Component Type No. Size Critical P (K) Element SF*P_allow (K) Capacity Pass I Fail T1 j 150-140 Leg ROHN 2.5 STD 2 -8.67 60.05 f 14.4 Pass T2 �J ! 140 - 120 I Leg — ROHN 2.5 STD 1 20 -55.19 66.74 82.7 Pass T3 120-100I Leg ROHN 3 EH 53 -93.73 116.14 1 80.7 I Pass T4 100 - 80 Leg ROHN 4 EH 83 -126.60 167.90 75.4 _ Pass r-162.14 C 80-60 Leg 1� ROHN 5 EH F 104 -162.14 251.32 ! 64.5 T Pass T6 _ 60_ 40 Leg ROHN 5 EH 125 -198.76 251.32 _ 79.1 _ Pass T7C 40 - 20 I Leg -T ROHN 6 EHS 147 -232.32 ! 256.25 I 90.7 Pass tnxTower Report - version 8.0.5.0 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390, Revision 0 SectionI Elevation (ft) Component -i No. ] T8 20-0 ( Leg- T ? % Capacity Pass / Fail T1 ( 150-140 f i i Diagonal I 50.7 34.6 T2 i 140-120 1 Diagonal T33 120-100 i 150.1 (b)_ Diagonal T4 1-80 i Diagonal 28.8 55.0 (b) Pass _ L2x2x3/16 60-4.77 T580-60 � T Diagonal T6 I 60-40 I I tl Diagonal r T7 40-20 Diagonal T8 20-0 II{ Diagonal T T1 150 - 140 Top Girt j T3 120-100 Top Girt September 09, 2019 CCI BU No 828109 Page 5 Size Critical Element P (K) SF"P_allow (K) % Capacity Pass / Fail ROHN 6 EH 162 -270.41 318.94 84.8 Pass 0 50.7 34.6 1 L13/4xl3/4x3/16 j 10 � -3.58 10.34 i 150.1 (b)_ Pass I i L2x2x1/4� 24 -6.13 21.31 28.8 55.0 (b) Pass _ L2x2x3/16 60-4.77 1 i+ I 10.40 i i 45.9 1 58.3 (b) - Pass F L21/2x21/2x3/16 �88 -6.11 12.81 �� 1 47.7Pass 73.7 (b) L L2 1/2x2 1 /2x3/16 110-6.61 j 9.83 I 67.3 80.0 (b) Pass , 46.0 L3x3x1/4 131 -7.98 17.36 64.9 (b) Pass L3 112x3 1/2x1/4 152 T -9.7�- 19.02 f51Y3)Pass 65.1 (b L3 1/2x3 1 /2x1 /4 T-168 ` -11.22 { 16.02 _ i 70' i) 73.5 b Pass - L13/4x13/4x3/16 6 -0.23 I 1 4.16 I 5.5 Pass L1 3/4x1 3/4x3/16 57 T_0.19 4.117 4.6 I Pass Summaryi Leg (T7) F 90.7 on Diagal R5) T8_00T -Pass _- Pass J _ - [ Top Girt 5.5 Pass [ (T1) ,Bolt Checks 80.0 Pass' Rating =90.7 Pass J Table 5 - Tower Component Stresses vs. Capacity - LC7 Notes Component Elevation (ft) % Capacity I Pass / Fail Anchor Rods 0 50.7 Pass 1 P Base Foundation Structural 0 55.0 Pass 1 Base Foundation Soil Interaction 0 79.9 Pass Structure Rating (max from all components) = 90.7% Notes: 1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity. tnxTower Report - version 8.0.5.0 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390, Revision 0 4.1) Recommendations September 09, 2099 CCI BU No 828109 Page 6 The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. The results of the tilt and twist values for a 60 mph 3 -second gust service wind speed per the TIA- 222-H Standard are given below: Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ftComb. in ° ft 141.00 VHLP1-18 26 4.104 0.2961 0.0052 65952 135.00 AF-24HD 26 3.732 0.2864 0.0056 35745 tnxTower Report - version 8.0.5.0 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390, Revision APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 8.0.5.0 September 09, 2019 CCI BU No 828109 Page 7 m iV 0 w 120.0 f i I r I 100.Oft v _ LU 1� S z x z � � P z r p m o J w 120.0 f i I r I 100.Oft v 1� 80.0n- �lil z � z � m o o � n o W e z 0 0 o: m w N = n 0 c s Z N 150.0 h 140.0 6 120.0 f i I r I 100.Oft 1� 80.0n- �lil I r I � z � o W e z 0 0 o: 150.0 h 140.0 6 40.0 6 go.0 a I. 0.0 It SYMBOL LIST MARK I SIZE MARK SIZE A ILI 314x1 3140116 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu IA572-50 150 ksi TOWER DESIGN NOTES 1. Tower is located in Lane County, Oregon. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-H Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Risk Category II. 6. Topographic Category 5 with Crest Height of 600.00 It 7. CCISeismic Note: Seismic loads generated by CCISeismic 3.2.3 8. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H 9. TOWER RATING: 90.7% ALL REACTIONS ARE FACTORED MAX. CORNER REACTIONS AT BASE: DOWN: 280 K SHEAR: 32 K UPLIFT: -245 K SHEAR: 28 K AXIAL 34 K SHEAR MOMENT 5 K t1 t 552 kip -ft SEISMIC AXIAL 31K SHEAR MOMENT 53 K �f r 4414 kip -ft TORQUE 15 kip -ft REACTIONS - 120 mph WIND Crown Castle CROWN Co CASTLE2000 Corporate Drive Canonsburg, PA 1531' Pathway to Possible Phone: (724) 416-2000 BU# 828109 sot: Crown Castle Drawn by: Steven Hu App'd: e: TIA-222-H Date: 09/09/19 scale: N Dwg No. 120.0 f i I r I 100.Oft 1� 80.0n- �lil I r I � 0 � 40.0 6 go.0 a I. 0.0 It SYMBOL LIST MARK I SIZE MARK SIZE A ILI 314x1 3140116 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu IA572-50 150 ksi TOWER DESIGN NOTES 1. Tower is located in Lane County, Oregon. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-H Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Risk Category II. 6. Topographic Category 5 with Crest Height of 600.00 It 7. CCISeismic Note: Seismic loads generated by CCISeismic 3.2.3 8. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H 9. TOWER RATING: 90.7% ALL REACTIONS ARE FACTORED MAX. CORNER REACTIONS AT BASE: DOWN: 280 K SHEAR: 32 K UPLIFT: -245 K SHEAR: 28 K AXIAL 34 K SHEAR MOMENT 5 K t1 t 552 kip -ft SEISMIC AXIAL 31K SHEAR MOMENT 53 K �f r 4414 kip -ft TORQUE 15 kip -ft REACTIONS - 120 mph WIND Crown Castle CROWN Co CASTLE2000 Corporate Drive Canonsburg, PA 1531' Pathway to Possible Phone: (724) 416-2000 BU# 828109 sot: Crown Castle Drawn by: Steven Hu App'd: e: TIA-222-H Date: 09/09/19 scale: N Dwg No. 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390, Revision 0 Tower Input Data September 09, 2019 CCI 8U No 828109 Page 8 The main tower is a 3x free standing tower with an overall height of 150.00 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 6.54 ft at the top and 18.88 ft at the base. This tower is designed using the TIA-222-H standard. The following design criteria apply: 1) Tower is located in Lane County, Oregon. 2) Tower base elevation above sea level: 1053.00 ft. 3) Basic wind speed of 120 mph. 4) Risk Category 11. 5) Exposure Category C. 6) Crest Height: 600.00 ft. 7) Rigorous Topographic Factor Procedure for wind speed-up calculations is used. 8) Topographic Feature: Hill. 9) Slope Distance L: 1410.00 ft. 10) Distance from Crest x: 58.75 ft. 11) Horizontal Distance Downwind: No. 12) Deflections calculated using a wind speed of 60 mph. 13) CCISeismic Note: Seismic loads generated by CCISeismic 3.2.3. 14) CCISeismic Note: Seismic calculations are in accordance with TIA-222-H. 15) Pressures are calculated at each section. 16) Tower analysis based on target reliabilities in accordance with Annex S. 17) Load Modification Factors used: Kes(Fw) = 0.95, Kes(Ev and Eh) = 1.0. 18) Stress ratio used in tower member design is 1.05. 19) 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 J 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 8.0.5.0 0 tions Distribute Leg Loads As Uniform Use ASCE 10 X -Brace Ly Rules Assume Legs Pinned Calculate Redundant Bracing Forces Assume Rigid Index Plate Ignore Redundant Members in FEA d Use Clear Spans For Wind Area d SR Leg Bolts Resist Compression Use Clear Spans For KL/r All Leg Panels Have Same Allowable Retension Guys To Initial Tension Offset Girt At Foundation Bypass Mast Stability Checks Consider Feed Line Torque Use Azimuth Dish Coefficients 4 Include Angle Block Shear Check Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Add IBC .6D+W Combination Poles Sort Capacity Reports By Component Include Shear -Torsion Interaction Triangulate Diamond Inner Bracing Always Use Sub -Critical Flow Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets Ignore KUry For 60 Deg. Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known 150 Ft Self Support Tower Structural Analysis Project Number 1788295. Order 501390, Revision 0 Wind 160 Lea A Wind 90 T Leg C z Leg B Face C Wind Normal Trlarrgular Tower _... Tower Section Geometry September 09, 2019 CCI BU No 828109 Page 9 Tower Tower Assembly Description Section Number u Section Section Elevation Database Width of Length Spacing Type K Brace Sections Offset _ ft ......... ft- ft T1 150.00-140.00 6.54 1 10.00 T2 140.00-120.00 6.54 1 20.00 T3 120.00-100.00 6.58 1 20.00 T4 100.00-80.00 8.59 1 20.00 T5 80.00-60.00 10.65 1 20.00 T6 60.00-40.00 12.74 1 20.00 T7 40.00-20.00 14.83 1 20.00 T8 20.00-0.00 16.92 1 20.00 Tower Section Geometr v ( cont'd Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End _ ft... ft Panels in in T1 150.00-140.00 5.00 X Brace No No 0.0000 0.0000 T2 140.00-120.00 4.00 X Brace No No 0.0000 0.0000 T3 120.00-100.00 5.00 X Brace No No 0.0000 0.0000 T4 100.00-80.00 6.67 X Brace No No 0.0000 0.0000 T5 80.00-60.00 6.67 X Brace No No 0.0000 0.0000 T6 60.00-40.00 6.67 X Brace No No 0.0000 0.0000 T7 40.00-20.00 10.00 X Brace No No 0.0000 0.0000 T8 20.00-0.00 10.00 X Brace No No 0.0000 0.0000 Tower Section Geometry (contg tnxTower Report - version 8.0.5.0 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390, Revision 0 September 09, 2019 CC! BU No 828109 Page 10 Tower ~� Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft Top Girt Top Girt Bottom Girt Bottom Girt Elevation Type Size T1 150.00- Pipe ROHN 2.5 STD A572-50 Equal Angle _ L1 3/4x1 3/4x3/16 A36 140.00 Elevation T1 150.00- (50 ksi) L1 3/4x1 3/4x3/16 A36 (36 ksi) T2 140.00- Pipe ROHN 2.5 STD A572-50 Equal Angle L2x2x1/4 A36 120.00 Equal Angle L1 3/4x1 3/4x3/16 (50 ksi) Flat Bar A36 (36 ksi) T3 120.00- Pipe ROHN 3 EH A572-50 Equal Angle L2x2x3/16 A36 100.00 Horizontals Redundants (50 ksi) fh inin (36 ksi) T4 100.00- Pipe ROHN 4 EH A572-50 Equal Angle L2 1/2x2 1/2x3/16 A36 80.00 0.0000 A36 (50 ksi) 1 1.05 (36 ksi) T5 80.00-60.00 Pipe ROHM 5 EH A572-50 Equal Angle L2 1/2x2 112x3/16 A36 (50 ksi) T2140.00- (36 ksi) T6 60.00-40.00 Pipe ROHN 5 EH A572-50 Equal Angle L3x3xl/4 A572-50 36.0000 120.00 (50 ksi) (36 ksi) (50 ksi) T7 40.00-20.00 Pipe ROHN 6 EHS A572-50 Equal Angle L3 1/2x3 1/2x1/4 A572-50 A36 1.05 1 (50 ksi) 36.0000 36.0000 (50 ksi) T8 20.00-0.00 Pipe ROHN 6 EH A572-50 Equal Angle L3 1/2x3 1/2x1/4 A572-50 (50 ksi - -..........r. - .........__ (50 SQ - Tower Section Geomet (co td) r K Factors' tnxTower Report - version 8.0.5.0 Tower Section Geometry (cont'd cont'd Top Girt Bottom Girt Tower Top Girt Top Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade 8 Gusset� _..W... Gusset GradeAdjust. Factor _.._ Dou._ble Angle Double Angle Elevation T1 150.00- Equal Angle L1 3/4x1 3/4x3/16 A36 Flat Bar A36 140.00 Stitch Bolt Stitch Bolt (36 ksi) (per face) (36 ksi) T3 120.00- Equal Angle L1 3/4x1 3/4x3/16 A36 Flat Bar A36 100.00 (36 ksi) 36 ksi Tower Section Geomet (co td) r K Factors' tnxTower Report - version 8.0.5.0 Tower Section Geometry cont'd Adjust._ Weight Mult. ..An Double Angle Tower Gusset Gusset� _..W... Gusset GradeAdjust. Factor _.._ Dou._ble Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Spacing Diagonals Horizontals Redundants _ ft fh inin in in T1150.00- 0.00 0.0000 A36 1.05 1 1.05 36.0000 36.0000 36.0000 140.00 (36 ksi) T2140.00- 0.00 0.0000 A36 1.05 1 1.05 36.0000 36.0000 36.0000 120.00 (36 ksi) T3 120.00- 0.00 0.0000 A36 1.05 1 1.05 36.0000 36.0000 36.0000 100.00 (36 ksi) T4100.00- 0.00 0.0000 A36 1.05 1 1.05 36.0000 36.0000 36.0000 80.00 (36 ksi) T5 80.00- 0.00 0.0000 A36 1.05 1 1.05 36.0000 36.0000 36.0000 60.00 (36 ksi) T6 60.00- 0.00 0.0000 A36 1.05 1 1.05 36.0000 36.0000 36.0000 40.00 (36 ksi) T7 40.00- 0.00 0.0000 A36 1.05 1 1.05 36.0000 36.0000 36.0000 20.00 (36 ksi) T8 20.00-0.00 0.00 0.0000 A36 1.05 1 1.05 36.0000 36.0000 36.0000 (36 ksi) Tower Section Geomet (co td) r K Factors' tnxTower Report - version 8.0.5.0 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390, Revision 0 September 09, 2019 CCI BU No 828109 Page 11 Tower Calc Calc Legs X K Single Girts Horiz. Sec. Inner Elevation K K Bolt Size No. Brace Brace Diags Width Horiz. Brace Single Solid Width Diags Diags in Deduct in Flange Angles Rounds Deduct X X X X X X X - ft -- - ---- 0 140.00 Y Y Y Y Y Y-- Y T1150.00- Yes Yes 1 1 ..._ _ ... 1 - 1 ... _ ..... 1 1 - 1 1 140.00 0.75 0.0000 0.75 1 1 1 1 1 1 1 T2140.00- Yes Yes 1 1 1 1 1 1 1 1 120.00 1 0.0000 0.75 1 1 1 1 1 1 1 T3120.00- Yes Yes 1 1 1 1 1 1 1 1 100.00 A325N A325N 1 1 1 1 1 1 1 T4100.00- Yes Yes 1 1 1 1 1 1 1 1 80.00 0.6250 0 0.6250 1 1 1 1 1 1 1 T5 80.00- Yes Yes 1 1 1 1 1 1 1 1 60.00 0.75 0.0000 0.75 1 1 1 1 1 1 1 T6 60.00- Yes Yes 1 1 1 1 1 1 1 1 40.00 T5 80.00- 0.0000 1 1 1 1 1 1 1 1 T7 40.00- Yes Yes 1 1 1 1 1 1 1 1 20.00 1 1 1 1 1 1 1 T8 20.00- Yes Yes 1 1 1 1 1 1 1 1 0.00 0.75 40.00 '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. T7 40.00- 0.0)00 1 0.0000 I Tower Section Geometry {cont' 2 - Tower Elevation ft Leg Leg Bolt Size Diagonal Top Girt Bottom Girt Mid Girt Net U Long Horizontal Short Horizontal Net U Net U Net Width U Net U Net Width U Net U Bolt Size No. Deduct Bolt Size No. Width No. Deduct Width r Width Width in Width in in Deduct in Flange Deduct 4 Deduct 1 Deduct 0.6250 Deduct 0.6250 0 0.6250 0 in 0 140.00 in in in A325N in A325N T1150.00- 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 0.75 140.00 0.6250 0 0.6250 0 120.00 A325N A325N } A325N A325N A325N T2140.00- 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 0.75 120.00 0.6250 0 0.6250 0 100.00 A325N A325N A325N A325N A325N T3 120.00- 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 0.75 100.00 0.6250 0 0.6250 0 80.00 A325N A325N A325N A325N A325N T4100.00- 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 T5 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 T6 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 T7 40.00- 0.0)00 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 j` T8 20.00-0.00. 0.0000 1 0.0000 0.75 , 0.0000 0.7, 5 0.0000_ 0.75 1 0.0000 0.75 0.0000 _ 0.75 0.0000 0.75 Tower Section Geometry cont'd . Tower Elevation It Leg Connection Type Leg Bolt Size .. No. ------ ---- Diagonal ... .......... Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size No. Bolt Size No. Bolt Size No. _ Bolt Size No. Bolt Size No. Bolt Size No. in r in in in in in in T1 150.00- Flange 0.6250 4 ' 0.6250 1 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 140.00 A325N A325N A325N A325N A325N A325N A325N T2140.00- Flange 0.7500 4 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 120.00 A325N A325N } A325N A325N A325N A325N A325N T3120.00- Flange 0.8750 4 0.6250 1 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 100.00 A325N A325N A325N A325N A325N A325N A325N T4100.00- Flange 1.0000 4 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 80.00 A325N A325N A325N A325N A325N A325N A325N tnxTower Report - version 8.0.5.0 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390, Revision 0 September 09, 2019 CCI BU No 828109 Page 12 @Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizonte Short Elevation Connection Horizontal ft Type Bolt Size No. Bolt Size No. I Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. T5 80.00- Flange 60.00 No T6 60.00- Flange 40.00 T7 40.00- Flange 20.00 Description T8 20.00-0.00 Flange in Feed Line/Linear Appurtenances - Entered As Round Or Flat T I in No in in in A in Description in Exclude 1.0000 4 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 A325N (Frac FIM A325N 2 A325N C A325N No A325N in in A325N _Calculation A No A325N Af (CaAa) 150.00 - 1.0000 6 0.6250 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 A325N C A325N Safety Line A325N No A325N - A325N 1 1 0.3750 0.3750 0.00 A325N No A325N 2.00 1.0000 6 0.7500 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 A325N 1 A325N 3.0000 A325N B A325N No A325N A325N A325N B 1.0000 0 0.7500 1 0.6250 0 0.6250 0 0.6250 0 0.6250 0 0.6250 0 A325N A325N A325N Ar (CaAa) A325N 0.0000 A325N 1 A325N 0.5000 A325N_ 0.00 Feedline Feed Line/Linear Appurtenances - Entered As Round Or Flat T No No Ladder(Af) LDF5- A # # Clear Width or Perimete Weight Description Face Allow Exclude Componen Placement Face Lateral A or Shield From t Offset Offset Per Spacin Diameter r LDF4- Leg Torque Type ft in (Frac FIM Row g in klf 2 Feedline C No No Ladder(Af) in in Climbing _Calculation A No No Af (CaAa) 150.00 - - 0.4 1 1 3.0000 3.0000 0.01 Ladder (Af) 54.00- 1.0000 0.00 10.000 No No P01(1-3/5) 0.00 8.00 0 C No Safety Line A No No Ar (CaAa) 150.00- - 0.4 1 1 0.3750 0.3750 0.00 3/8 No 400(3/8) 2.00 10.000 0.00 LDF4- Feedline A No No Ladder(Af) LDF5- A No No 50A(7/8) 1 1 3.0000 LDF5- A No No 50A(7/8) LDF4- A No No 50A(1/2) 0.0000 0.15 2 Feedline C No No Ladder(Af) 8.00 HCS 2.0 Part C No No 3(1-1/2) Ar (CaAa) 54.00- 1.0000 ASU9325TY C No No P01(1-3/5) 0.00 8.00 LDF4- C No No 50A(l /2) Ar (CaAa) LMR- C No No 400(3/8) 0.5000 0.6300 0.00 LDF4- C No No 50A(1/2) 1" Rigid C No No Steel Conduit 1 1 3.0000 15-1787- B No No BK001(1 /4) 12 PAIR(3/8) B No No Feedline B No No Ladder(Af) 0.5000 1.5500 0.00 Feed Line/Linear Appurtenances - Entered As Area tnxTower Report - version 8.0.5.0 0 Af (CaAa) 140.00 - 0.0000 0.16 1 1 3.0000 3.0000 0.01 0.00 Ar (CaAa) 150.00- 0.0000 0.15 2 2 0.5000 1.0900 0.00 8.00 Ar (CaAa) 54.00- 1.0000 0.15 1 1 0.5000 1.0900 0.00 8.00 Ar (CaAa) 60.00- 0.0000 0.17 1 1 0.5000 0.6300 0.00 8.00 Af (CaAa) 148.00- 0.0000 0 1 1 3.0000 3.0000 0.01 4.00 Ar (CaAa) 148.00- 0.0000 0.07 1 1 0.5000 1.5500 0.00 4.00 Ar (CaAa) 148.00- 0.0000 -0.07 1 1 0.5000 1.5840 0.00 4.00 Ar (CaAa) 87.00- 0.0000 0.22 1 1 0.5000 0.6300 0.00 4.00 Ar (CaAa) 87.00- 0.5000 0.22 1 1 0.4050 0.4050 0.00 4.00 Ar (CaAa) 83.00- 0.0000 -0.05 1 1 0.5000 0.6300 0.00 4.00 Ar (CaAa) 150.00- 0.0000 -0.2 1 1 0.5000 1.3150 0.00 4.00 Ar (CaAa) 140.00- 0.0000 -0.4 15 5 0.2600 0.2600 0.00 0.00 Ar (CaAa) 140.00- 0.0000 -0.4 1 1 0.4000 0.4000 0.00 0.00 Af (CaAa) 140.00- 0.0000 -0.4 1 1 3.0000 3.0000 0.01 0.00 Feed Line/Linear Appurtenances - Entered As Area tnxTower Report - version 8.0.5.0 September 09, 2019 150 Ft Self Support Tower Structural Analysis CCI BU No 828109 Project Number 1788295, Order 501390, Revision 0 Page 13 Description Face Allow Exclude Componen Placement Total CAAA -- Weight or Shield From t Number Leg Torque Type ft ftz/ft klf Calculation ........ ........... _ _ Feed Line Center of Pressure _.... _ _ Section -............... Elevation Feed Line/Linear Appurtenances Section Areas CPx CPz Section Record No. Segment Ice /ce ft in Weight Tower Tower Face AR AF CAAA CAAA Sectio Elevation 140.00-120.00 -0.0947 -5.4775 In Face Out Face T3 n ft -6.1420 f? ft2 ftz ftz K T1 150.00-140.00 A 0.000 0.000 7.555 0.000 0.09 -6.5697 T6 B 0.000 0.000 0.000 0.000 0.00 40.00-20.00 -1.6624 C 0.000 0.000 7.822 0.000 0.11 T2 140.00-120.00 A 0.000 0.000 25.110 0.000 0.35 B 0.000 0.000 18.600 0.000 0.18 C 0.000 0.000 18.898 0.000 0.27 T3 120.00-100.00 A 0.000 0.000 25.110 0.000 0.35 B 0.000 0.000 18.600 0.000 0.18 C 0.000 0.000 18.898 0.000 0.27 T4 100.00-80.00 A 0.000 0.000 25.110 0.000 0.35 B 0.000 0.000 18.600 0.000 0.18 C 0.000 0.000 19.811 0.000 0.27 T5 80.00-60.00 A 0.000 0.000 25.110 0.000 0.35 B 0.000 0.000 18.600 0.000 0.18 C 0.000 0.000 22.228 0.000 0.27 T6 60.00-40.00 A 0.000 0.000 27.896 0.000 0.36 B 0.000 0.000 18.600 0.000 0.18 C 0.000 0.000 22.228 0.000 0.27 T7 40.00-20.00 A 0.000 0.000 28.550 0.000 0.36 B 0.000 0.000 18.600 0.000 0.18 C 0.000 0.000 22.228 0.000 0.27 T8 20.00-0.00 A 0.000 0.000 25.355 0.000 0.35 B 0.000 0.000 18.600 0.000 0.18 C 0.000 0.000 17.782 0.000 0.22 Feed Line Center of Pressure _.... _ _ Section -............... Elevation CPx CPz CPx CPz Section Record No. Segment Ice /ce ft in in in in T1 150.00-140.00 0.3654 -0.4389 0.3628 -0.4356 T2 140.00-120.00 -0.0947 -5.4775 -0.0942 -5.4464 T3 120.00-100.00 -0.1992 -6.1420 -0.1953 -6.0129 T4 100.00-80.00 -0.5017 -6.9931 -0.4773 -6.6329 T5 80.00-60.00 -0.8496 -7.1145 -0.7882 -6.5697 T6 60.00-40.00 -1.3271 -7.9004 -1.2458 -7.3816 T7 40.00-20.00 -1.6624 -9.0859 -1.5396 -8.3692 �.._ 8 _ ,......20.00-0.00 _ 1.3692 10.4430^�1.2667 9.6025 Shielding Factor Ka Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No lce Ice Elev. T1 1 Climbing Ladder (Af) 140.00- 0.6000 0.6000 150.00 T1 2 Safety Line 3/81 140.00- 0.6000 0.6000 tnxTower Report - version 8.0.5.0 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390, Revision 0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice 150.00 T1 5 LDF5-50A(7/8) 140.00- 0.6000 0.6000 150.00 T1 9 Feedline Ladder (Af) 140.00- 0.6000 0.6000 148.00 T1 10 HCS 2.0 Part 3(1-1/2) 140.00- 0.6000 0.6000 148.00 T1 11 ASU9325TYP01(1-315) 140.00- 0.6000 0.6000 148.00 T1 15 1" Rigid Steel Conduit 140.00- 0.6000 0.6000 150.00 T2 1 Climbing Ladder (Af) 120.00- 0.6000 0.6000 140.00 T2 2 Safety Line 3/8 120.00- 0.6000 0.6000 140.00 T2 4 Feedline Ladder (Af) 120.00- 0.6000 0.6000 140.00 T2 5 LDF5-50A(7/8) 120.00- 0.6000 0.6000 140.00 T2 9 Feedline Ladder (Af) 120.00- 0.6000 0.6000 140.00 T2 10 HCS 2.0 Part 3(1-112) 120.00- 0.6000 0.6000 140.00 T2 11 ASU9325TYP01(1-3/5) 120.00- 0.6000 0.6000 140.00 T2 15 1" Rigid Steel Conduit 120.00- 0.6000 0.6000 140.00 T2 19 15-1787-BK001(1 /4) 120.00- 0.6000 0.6000 140.00 T2 20 12 PAIR(3/8) 120.00- 0.6000 0.6000 140.00 T2 21 Feedline Ladder (Af) 120.00- 0.6000 0.6000 140.00 T3 1 Climbing Ladder (Af) 100.00- 0.6000 0.6000 120.00 T3 2 Safety Line 3/8 100.00- 0.6000 0.6000 120.00 T3 4 Feedline Ladder (Af) 100.00- 0.6000 0.6000 120.00 T3 5 LDF5-50A(7/8) 100.00- 0.6000 0.6000 120.00 T3 9 Feedline Ladder (Af) 100.00- 0.6000 0.6000 120.00 T3 10 HCS 2.0 Part 3(1-1/2) 100.00- 0.6000 0.6000 120.00 T3 11 ASU9325TYP01(1-3/5) 100.00- 0.6000 0.6000 120.00 T3 15 1" Rigid Steel Conduit 100.00- 0.6000 0.6000 120.00 T3 19 15-1787-BK001(1 /4) 100.00- 0.6000 0.6000 120.00 T3 20 12 PAIR(3/8) 100.00- 0.6000 0.6000 120.00 T3 21 Feedline Ladder (Af) 100.00- 0.6000 0.6000 120.00 T4 1 Climbing Ladder (Af) 80.00- 0.6000 0.6000 100.00 T4 2 Safety Line 318 80.00- 0.6000 0.6000 100.00 T4 4 Feedline Ladder (Af) 80.00- 0.6000 0.6000 100.00 T4 5 LDF5-50A(7/8) 80.00- 0.6000 0.6000 100.00 T4 9 Feedline Ladder (Af) 80.00- 0.6000 0.6000 100.00 T4 10 HCS 2.0 Part 3(1-1/2) 80.00- 0.6000 0.6000 100.00 T4 11 ASU9325TYP01(1-3/5) 80.00- 0.6000 0.6000 100.00 tnxTower Report - version 8.0.5.0 September 09, 2019 CC/ BU No 828109 Page 14 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390, Revision 0 Tower Feed Line Section Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice T4 12 LDF4-50A(1 /2) 80.00- 0.6000 0.6000 87.00 T4 13 LMR -400(318) 80.00- 0.6000 0.6000 87.00 T4 14 LDF4-50A(1/2) 80.00- 0.6000 0.6000 83.00 T4 15 1" Rigid Steel Conduit 80.00- 0.6000 0.6000 100.00 T4 19 15-1787-BK001(1 /4) 80.00- 0.6000 0.6000 100.00 T4 20 12 PAIR(3/8) 80.00- 0.6000 0.6000 100.00 T4 21 Feedline Ladder (Af) 80.00- 0.6000 0.6000 100.00 T5 1 Climbing Ladder (Af) 60.00- 0.6000 0.6000 80.00 T5 2 Safety Line 3/8 60.00- 0.6000 0.6000 80.00 T5 4 Feedline Ladder (Af) 60.00- 0.6000 0.6000 80.00 T5 5 LDF5-50A(7/8) 60.00- 0.6000 0.6000 80.00 T5 9 Feedline Ladder (Af) 60.00- 0.6000 0.6000 80.00 T5 10 HCS 2.0 Part 3(1-1/2) 60.00- 0.6000 0.6000 80.00 T5 11 ASU9325TYP01(1-3/5) 60.00- 0.6000 0.6000 80.00 T5 12 LDF4-50A(1/2) 60.00- 0.6000 0.6000 80.00 T5 13 LMR -400(3/8) 60.00- 0.6000 0.6000 80.00 T5 14 LDF4-50A(1/2) 60.00- 0.6000 0.6000 80.00 T5 15 1" Rigid Steel Conduit 60.00- 0.6000 0.6000 80.00 T5 19 15-1787-BK001(1 /4) 60.00- 0.6000 0.6000 80.00 T5 20 12 PAIR(3/8) 60.00- 0.6000 0.6000 80.00 T5 21 Feedline Ladder (Af) 60.00- 0.6000 0.6000 80.00 T6 1 Climbing Ladder (Af) 40.00- 0.6000 0.6000 60.00 T6 2 Safety Line 3/8 40.00- 0.6000 0.6000 60.00 T6 4 Feedline Ladder (Af) 40.00- 0.6000 0.6000 60.00 T6 5 LDF5-50A(7/8) 40.00- 0.6000 0.6000 60.00 T6 6 LDF5-50A(7/8) 40.00- 0.6000 0.6000 54.00 T6 7 LDF4-50A(1/2) 40.00- 0.6000 0.6000 60.00 T6 9 Feedline Ladder (Af) 40.00- 0.6000 0.6000 60.00 T6 10 HCS 2.0 Part 3(1-1/2) 40.00- 0.6000 0.6000 60.00 T6 11 ASU9325TYP01(1-3/5) 40.00- 0.6000 0.6000 60.00 T6 12 LDF4-50A(1 /2) 40.00- 0.6000 0.6000 60.00 T6 13 LMR -400(3/8) 40.00- 0.6000 0.6000 60.00 T6 14 LDF4-50A(1/2) 40.00- 0.6000 0.6000 60.00 T6 15 1" Rigid Steel Conduit 40.00- 0.6000 0.6000 60.00 T6 19 15-1787-BK001(114) 40.00- 0.6000 0.6000 tnxTower Report - version 8.0.5.0 September 09, 2019 CCI BU No 828109 Page 15 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390, Revision 0 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No /ce Ka ice ft ft 145.00 60.00 130.00 0.00 T6 20 12 PAIR(3/8) 40.00- 0.6000 0.6000 60.00 T6 21 Feedline Ladder (Af) 40.00- 0.6000 0.6000 60.00 T7 1 Climbing Ladder (Af) 20.00- 0.6000 0.6000 40.00 T7 2 Safety Line 318 20.00- 0.6000 0.6000 40.00 T7 4 Feedline Ladder (Af) 20.00- 0.6000 0.6000 40.00 T7 5 LDF5-50A(7/8) 20.00- 0.6000 0.6000 40.00 T7 6 LDF5-50A(7/8) 20.00- 0.6000 0.6000 40.00 T7 7 LDF4-50A(1/2) 20.00- 0.6000 0.6000 40.00 T7 9 Feedline Ladder (Af) 20.00- 0.6000 0.6000 40.00 T7 10 HCS 2.0 Part 3(1-1/2) 20.00- 0.6000 0.6000 40.00 T7 11 ASU9325TYP01(1-3/5) 20.00- 0.6000 0.6000 40.00 T7 12 LDF4-50A(1/2) 20.00- 0.6000 0.6000 40.00 T7 13 LMR -400(3/8) 20.00- 0.6000 0.6000 40.00 T7 14 LDF4-50A(1/2) 20.00- 0.6000 0.6000 40.00 T7 15 1" Rigid Steel Conduit 20.00- 0.6000 0.6000 40.00 T7 19 15-1787-BK001(1 /4) 20.00- 0.6000 0.6000 40.00 T7 20 12 PAIR(3/8) 20.00- 0.6000 0.6000 40.00 T7 21 Feedline Ladder (Af) 20.00- 0.6000 0.6000 40.00 T8 1 Climbing Ladder (Af) 0.00-20.00 0.6000 0.6000 T8 2 Safety Line 3/8 2.00-20.00 0.6000 0.6000 T8 4 Feedline Ladder (Af) 0.00-20.00 0.6000 0.6000 T8 5 LDF5-50A(7/8) 8.00-20.00 0.6000 0.6000 T8 6 LDF5-50A(7/8) 8.00-20.00 0.6000 0.6000 T8 7 LDF4-50A(1 /2) 8.00-20.00 0.6000 0.6000 T8 9 Feedline Ladder (AD 4.00-20.00 0.6000 0.6000 T8 10 HCS 2.0 Part 3(1-1/2) 4.00-20.00 0.6000 0.6000 T8 11 ASU9325TYP01(1-3/5) 4.00-20.00 0.6000 0.6000 T8 12 LDF4-50A(1 /2) 4.00-20.00 0.6000 0.6000 T8 13 LMR -400(3/8) 4.00-20.00 0.6000 0.6000 T8 14 LDF4-50A(1 /2) 4.00-20.00 0.6000 0.6000 T8 15 1" Rigid Steel Conduit 4.00-20.00 0.6000 0.6000 T8 19 15-1787-BK001(1 /4) 0.00-20.00 0.6000 0.6000 T8 20 12 PAIR(3/8) 0.00-20.00 0.6000 0.6000 T81 21 Feedline Ladder Af 0.00 - 20.00 0.6000 0.6000 Description CCISeismic Tower Section 1 CCISeismic Tower Section 2 September 09, 2019 CCI BU No 828109 Page 16 User Defined Loads -Seismic ................� Elevation Offset From Centroid ft ft 145.00 0.00 130.00 0.00 tnxTower Report - version 8.0.5.0 .. ..... _ ... . .......... �. Azimuth E EhzEh: En Angle K K K K 0.0000 0.05 0.00 0.00 0.17 0.0000 0.14 0.00 0.00 0.39 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390. Revision 0 Description 7 E. Eh: T From Angle Centroid It ft K K K CCISeismic Tower Section 3 110.00 0.00 0.0000 0.15 0.00 0.00 CCISeismic Tower Section 4 90.00 0.00 0.0000 0.19 0.00 0.00 CCISeismic Tower Section 5 70.00 0.00 0.0000 0.25 0.00 0.00 CCISeismic Tower Section 6 50.00 0.00 0.0000 0.32 0.00 0.00 CCISeismic Tower Section 7 30.00 0.00 0.0000 0.33 0.00 0.00 CCISeismic Tower Section 8 10.00 0.00 0.0000 0.39 0.00 0.00 CCISeismic tower mounts 150.00 0.00 0.0000 0.00 0.00 0.00 Lightning Rod 5/8" x 4' CCISeismic tower mounts Tx 150.00 0.00 0.0000 0.00 0.00 0.00 2" Pipe Mount CCISeismic dbspectra 150.00 0.00 0.0000 0.01 0.00 0.00 DS4C06F36D-D CCISeismic tower mounts 148.00 0.00 0.0000 0.02 0.00 0.00 Side Arm Mount [SO 308-31 CCISeismic (2) tower mounts 148.00 0.00 0.0000 0.01 0.00 0.00 14'x 2" horizontal mount pipe CCISeismic (2) tower mounts 148.00 0.00 0.0000 0.01 0.00 0.00 14'x 2" horizontal mount pipe CCISeismic (2) tower mounts 148.00 0.00 0.0000 0.01 0.00 0.00 14'x 2" horizontal mount pipe CCISeismic (2) tower mounts 148.00 0.00 0.0000 0.00 0.00 0.00 6'x 2" Mount Pipe CCISeismic (2) tower mounts 148.00 0.00 0.0000 0.00 0.00 0.00 6'x 2" Mount Pipe CCISeismic (2) tower mounts 148.00 0.00 0.0000 0.00 0.00 0.00 6'x 2" Mount Pipe CCISeismic nokia AAFIA w/ 148.00 0.00 0.0000 0.04 0.00 0.00 Mount Pipe CCISeismic nokia AAFIA w/ 148.00 0.00 0.0000 0.04 0.00 0.00 Mount Pipe CCISeismic nokia AAFIA w/ 148.00 0.00 0.0000 0.04 0.00 0.00 Mount Pipe CCISeismic nokia AEHC w/ 148.00 0.00 0.0000 0.01 0.00 0.00 Mount Pipe CCISeismic nokia AEHC w/ 148.00 0.00 0.0000 0.01 0.00 0.00 Mount Pipe CCISeismic nokia AEHC wl 148.00 0.00 0.0000 0.01 0.00 0.00 Mount Pipe CCISeismic commscope 148.00 0.00 0.0000 0.02 0.00 0.00 FFHH-65C-R3 w/ Mount Pipe CCISeismic commscope 148.00 0.00 0.0000 0.02 0.00 0.00 FFHH-65C-R3 w/ Mount Pipe CCISeismic commscope 148.00 0.00 0.0000 0.02 0.00 0.00 FFHH-65C-R3 w/ Mount Pipe CCISeismic nokia AHFIB 148.00 0.00 0.0000 0.01 0.00 0.00 CCISeismic nokia AHFIB 148.00 0.00 0.0000 0.01 0.00 0.00 CCISeismic nokia AHFIB 148.00 0.00 0.0000 0.01 0.00 0.00 CCISeismic commscope HCS 148.00 0.00 0.0000 0.00 0.00 0.00 2.0 PART 4 CCISeismic nokia AHLOA 148.00 0.00 0.0000 0.01 0.00 0.00 CCISeismic nokia AHLOA 148.00 0.00 0.0000 0.01 0.00 0.00 CCISeismic nokia AHLOA 148.00 0.00 0.0000 0.01 0.00 0.00 CCISeismic raycap RNSNDC- 148.00 0.00 0.0000 0.00 0.00 0.00 7771 -PF -48 CCISeismic cambium 140.00 0.00 0.0000 0.00 0.00 0.00 networks C0300451D901 A CCISeismic (2) cambium 140.00 0.00 0.0000 0.00 0.00 0.00 networks C030045D901A CCISeismic cambium 140.00 0.00 0.0000 0.00 0.00 0.00 networks C030045D901A CCISeismic ubiquiti network 140.00 0.00 0.0000 0.00 0.00 0.00 AP-5AC-90-HD CCISeismic (2) ubiquiti 140.00 0.00 0.0000 0.01 0.00 0.00 network AP-5AC-90-HD CCISeismic ubiquiti network 140.00 0.00 0.0000 0.00 0.00 0.00 AP-5AC-90-H D CCISeismic pentair 140.00 0.00 0.0000 0.00 0.00 0.00 CSD20206 tnxTower Report - version 8.0.5.0 September 09, 2019 CCI BU No 828109 Page 17 Eh K 0.36 0.38 0.38 0.36 0.22 0.09 0.01 0.00 0.02 0.06 0.03 0.03 0.03 0.02 0.02 0.02 0.12 0.12 0.12 0.04 0.04 0.04 0.06 0.06 0.06 0.03 0.03 0.03 0.01 0.03 0.03 0.03 0.01 0.00 0.00 0.00 0.01 0.02 0.01 0.01 ,150 Ft Self Support Tower Structural Analysis Ehx a Project Number 1788295, Order 501390, Revision 0 Description i�Elevation K Offset Azimuth 0.00 0.00 From Angle 0.00 0.00 Centroid 0.02 0.00 ft It ° CCISeismic cambium 140.00 0.00 0.0000 networks PMP 450M 0.00 0.00 0.01 CCISeismic tower mounts 140.00 0.00 0.0000 Sector Mount [SM 701-3] 0.00 0.01 0.00 CCISeismic (2) tower mounts 87.00 0.00 0.0000 Pipe Mount [PM 601-1] 0.00 0.02 0.00 CCISeismic ceragon FIBEAIR 87.00 0.00 0.0000 IP -10C 0.00 0.01 0.01 CCISeismic ceragon FIBEAIR 87.00 0.00 0.0000 IP -20C 0.00 0.02 0.01 CCISeismic tower mounts 83.00 0.00 0.0000 Pipe Mount [PM 601 -1 ] 0.00 0.01 0.00 CCISeismic tower mounts 60.00 0.00 0.0000 Pipe Mount [PM 601 -1 ] 0.00 0.00 0.00 CCISeismic dragonwave 60.00 0.00 0.0000 Horizon DUO 0.00 0.03 CCISeismic tower mounts 54.00 0.00 0.0000 Side Arm Mount [SO 203-1] CCISeismic dbspectra 54.00 0.00 0.0000 DS4CO6F36U-N CCISeismic VHLP800-11 87.00 0.00 0.0000 CCISeismic VHLP3-11 W- 87.00 0.00 0.0000 2WH CCISeismic P4-57W-P7A/A 83.00 0.00 0.0000 CCISeismic radiowaves HP4- 60.00 0.00 0.0000 5.2NS CCISeismic ubiquiti network 140.00 0.00 0.0000 AF-24HD CCISeismic VHLP1-18 140.00 0.00 0.0000 CCISeismic jirous JRMC- 140.00 0.00 0.0000 680-10/11 CCISeismic jirous JRMC- 140.00 0.00 0.0000 680-10111 CCISeismic miscl Climbing 145.00 0.00 0.0000 Ladder (AD From 0 to 150 (I 40ft tol 50ft) CCISeismic miscl Climbing 130.00 0.00 0.0000 Ladder (AD From 0 to 150 (120ft tol40ft) CCISeismic miscl Climbing 110.00 0.00 0.0000 Ladder (AD From 0 to 150 (100ft to120ft) CCISeismic miscl Climbing 90.00 0.00 0.0000 Ladder (AD From 0 to 150 (80ft tol 00ft) CCISeismic miscl Climbing 70.00 0.00 0.0000 Ladder (AD From 0 to 150 (60ft to80ft) CCISeismic miscl Climbing 50.00 0.00 0.0000 Ladder (AD From 0 to 150 (40ft to60ft) CCISeismic miscl Climbing 30.00 0.00 0.0000 Ladder (AD From 0 to 150 (20ft to40ft) CCISeismic miscl Climbing 10.00 0.00 0.0000 Ladder (AD From 0 to 150 (Oft to20ft) CCISeismic miscl Safety Line 145.00 0.00 0.0000 3/8 From 2 to 150 (140ft to15Oft) CCISeismic miscl Safety Line 130.00 0.00 0.0000 3/8 From 2 to 150 (120ft to140ft) CCISeismic miscl Safety Line 110.00 0.00 0.0000 318 From 2 to 150 (100ft to120ft) CCISeismic miscl Safety Line 90.00 0.00 0.0000 318 From 2 to 150 (80ft tnxTower Report - version 8.0.5.0 September 09, 2019 CCI BU No 828109 Page 18 E, Ehx a Eh: Eh - K K K K 0.00 0.00 0.00 0.01 0.10 0.00 0.00 0.30 0.02 0.00 0.00 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.01 0.01 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.02 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.01 0.01 0.00 0.00 0.01 0.01 0.00 0.00 0.02 0.01 0.00 0.00 0.01 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.03 0.02 0.00 0.00 0.06 0.02 0.00 0.00 0.05 0.02 0.00 0.00 0.04 0.02 0.00 0.00 0.03 0.02 0.00 0.00 0.02 0.02 0.00 0.00 0.01 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390, Revision 0 Description Elevation Offset Azimuth:v Ev Ehxm Eh: From Angle Centroid ft ft K K K to100ft) CCISeismic miscl Safety Line 70.00 0.00 0.0000 0.00 0.00 0.00 3/8 From 2 to 150 (60ft to80ft) CCISeismic miscl Safety Line 50.00 0.00 0.0000 0.00 0.00 0.00 3/8 From 2 to 150 (40ft to60ft) CCISeismic miscl Safety Line 30.00 0.00 0.0000 0.00 0.00 0.00 3/8 From 2 to 150 (20ft to40ft) CCISeismic miscl Safety Line 11.00 0.00 0.0000 0.00 0.00 0.00 3/8 From 2 to 150 (2ft to20ft) CCISeismic miscl Feedline 130.00 0.00 0.0000 0.02 0.00 0.00 Ladder (Af) From 0 to 140 (120ft to140ft) CCISeismic miscl Feedline 110.00 0.00 0.0000 0.02 0.00 0.00 Ladder (Af) From 0 to 140 (100ft to120ft) CCISeismic miscl Feedline 90.00 0.00 0.0000 0.02 0.00 0.00 Ladder (Af) From 0 to 140 (80ft tol 00ft) CCISeismic miscl Feedline 70.00 0.00 0.0000 0.02 0.00 0.00 Ladder (Af) From 0 to 140 (60ft to80ft) CCISeismic miscl Feedline 50.00 0.00 0.0000 0.02 0.00 0.00 Ladder (Af) From 0 to 140 (40ft to60ft) CCISeismic miscl Feedline 30.00 0.00 0.0000 0.02 0.00 0.00 Ladder (Af) From 0 to 140 (20ft to40ft) CCISeismic miscl Feedline 10.00 0.00 0.0000 0.02 0.00 0.00 Ladder (Af) From 0 to 140 (Oft to20ft) CCISeismic (2) andrew LDF5- 145.00 0.00 0.0000 0.00 0.00 0.00 50A(7/8) From 8 to 150 (140ft to150ft) CCISeismic (2) andrew LDF5- 130.00 0.00 0.0000 0.00 0.00 0.00 50A(7/8) From 8 to 150 (120ft to140ft) CCISeismic (2) andrew LDF5- 110.00 0.00 0.0000 0.00 0.00 0.00 50A(7/8) From 8 to 150 (100ft to120ft) CCISeismic (2) andrew LDF5- 90.00 0.00 0.0000 0.00 0.00 0.00 50A(7/8) From 8 to 150 (80ft tol 00ft) CCISeismic (2) andrew LDF5- 70.00 0.00 0.0000 0.00 0.00 0.00 50A(7/8) From 8 to 150 (60ft to80ft) CCISeismic (2) andrew LDF5- 50.00 0.00 0.0000 0.00 0.00 0.00 50A(7/8) From 8 to 150 (40ft to60ft) CCISeismic (2) andrew LDF5- 30.00 0.00 0.0000 0.00 0.00 0.00 50A(7/8) From 8 to 150 (20ft to40ft) CCISeismic (2) andrew LDF5- 14.00 0.00 0.0000 0.00 0.00 0.00 50A(7/8) From 8 to 150 (8ft to20ft) CCISeismic andrew LDF5- 47.00 0.00 0.0000 0.00 0.00 0.00 50A(7/8) From 8 to 54 (40ft to54ft) CCISeismic andrew LDF5- 30.00 0.00 0.0000 0.00 0.00 0.00 50A(7/8) From 8 to 54 (20ft to40ft) CCISeismic andrew LDF5- 14.00 0.00 0.0000 0.00 0.00 0.00 50A(7/8) From 8 to 54 (8ft to20ft) CCISeismic andrew LDF4- 50.00 0.00 0.0000 0.00 0.00 0.00 50A(1/2) From 8 to 60 (40ft to60ft) CCISeismic andrew LDF4- 30.00 0.00 0.0000 0.00 0.00 0.00 50A(1 /2) From 8 to 60 (20ft tnxTower Report - version 8.0.5.0 September 09, 2099 CCI BU No 828109 Page 19 Eh 0.00 0.00 0.00 0.00 0.06 0.05 0.04 0.03 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 September 09, 2019 150 Ft Self Support Tower Structural Analysis CCI BU No 828109 Project Number 1788295, Order 501390, Revision 0 Page 20 Description Elevation Offset Azimuth E W Ehx Eh: Eh From Angle Centroid ft ft K K K K to40ft) CCISeismic andrew LDF4- 14.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2) From 8 to 60 (8ft to20ft) CCISeismic miscl Feedline 144.00 0.00 0.0000 0.01 0.00 0.00 0.03 Ladder (At) From 4 to 148 (140ft tol48ft) CCISeismic miscl Feedline 130.00 0.00 0.0000 0.02 0.00 0.00 0.06 Ladder (Af) From 4 to 148 (1 20ft to140ft) CCISeismic miscl Feedline 110.00 0.00 0.0000 0.02 0.00 0.00 0.05 Ladder (At) From 4 to 148 (100ft to 120ft) CCISeismic miscl Feedline 90.00 0.00 0.0000 0.02 0.00 0.00 0.04 Ladder (At) From 4 to 148 (80ft tol 00ft) CCISeismic miscl Feedline 70.00 0.00 0.0000 0.02 0.00 0.00 0.03 Ladder (Afl From 4 to 148 (60ft to80ft) CCISeismic miscl Feedline 50.00 0.00 0.0000 0.02 0.00 0.00 0.02 Ladder (A0 From 4 to 148 (40ft to60ft) CCISeismic miscl Feedline 30.00 0.00 0.0000 0.02 0.00 0.00 0.01 Ladder (Ai] From 4 to 148 (20ft to40ft) CCISeismic miscl Feedline 12.00 0.00 0.0000 0.02 0.00 0.00 0.00 Ladder (At) From 4 to 148 (4ft to20ft) CCISeismic nokia HCS 2.0 144.00 0.00 0.0000 0.00 0.00 0.00 0.01 Part 3(1-112) From 4 to 148 (140ft to148ft) CCISeismic nokia HCS 2.0 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 Part 3(1-1/2) From 4 to 148 (I 20ft to140ft) CCISeismic nokia HCS 2.0 110.00 0.00 0.0000 0.00 0.00 0.00 0.01 Part 3(1-112) From 4 to 148 (100ft tol20ft) CCISeismic nokia HCS 2.0 90.00 0.00 0.0000 0.00 0.00 0.00 0.01 Part 3(1-1/2) From 4 to 148 (80ft tol 00ft) CCISeismic nokia HCS 2.0 70.00 0.00 0.0000 0.00 0.00 0.00 0.01 Part 3(1-1/2) From 4 to 148 (60ft to80ft) CCISeismic nokia HCS 2.0 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 Part 3(1-1/2) From 4 to 148 (40ft to60ft) CCISeismic nokia HCS 2.0 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 Part 3(1-1/2) From 4 to 148 (20ft to40ft) CCISeismic nokia HCS 2.0 12.00 0.00 0.0000 0.00 0.00 0.00 0.00 Part 3(1-1/2) From 4 to 148 (4ft to20ft) CCISeismic nokia 144.00 0.00 0.0000 0.00 0.00 0.00 0.00 ASU9325TYP01(1-3/5) From 4 to 148 (140ft to148ft) CCISeismic nokia 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 ASU9325TYP01(1-3/5) From 4 to 148 (120ft to140ft) CCISeismic nokia 110.00 0.00 0.0000 0.00 0.00 0.00 0.01 ASU9325TYP0l(1-3/5) From 4 to 148 (100ft tol20ft) CCISeismic nokia 90.00 0.00 0.0000 0.00 0.00 0.00 0.01 ASU9325TYP01(1-3/5) From 4 to 148 (80ft tol00ft) CCISeismic nokia 70.00 0.00 0.0000 0.00 0.00 0.00 0.01 ASU9325TYP01(1-3/5) From 4 to 148 (60ft to80ft) CCISeismic nokia 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 tnxTower Report - version 8.0.5.0 September 09, 2019 150 Ft Self Support Tower Structural Analysis CCI BU No 828109 Project Number 1788295, Order 501390, Revision 0 Page 21 Description e En Elevation Offset Azimuth E. Ehx Enz From Angle Centroid tt ft K K K K ASU9325TYPOl (1 -3/5) From 4 to 148 (40ft to60ft) CCISeismic nokia 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 ASU9325TYP01(1-3/5) From 4 to 148 (20ft to40ft) CCISeismic nokia 12.00 0.00 0.0000 0.00 0.00 0.00 0.00 ASU9325TYPO 1 (1 -3/5) From 4 to 148 (4ft to20ft) CCISeismic andrew LDF4- 83.50 0.00 0.0000 0.00 0.00 0.00 0.00 50A(l/2) From 4 to 87 (80ft to87ft) CCISeismic andrew LDF4- 70.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2) From 4 to 87 (60ft to80ft) CCISeismic andrew LDF4- 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2) From 4 to 87 (40ft to60ft) CCISeismic andrew LDF4- 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2) From 4 to 87 (20ft to40ft) CCISeismic andrew LDF4- 12.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(l /2) From 4 to 87 (4ft to20ft) CCISeismic times microwave 83.50 0.00 0.0000 0.00 0.00 0.00 0.00 LMR -400(3/8) From 4 to 87 (80ft to87ft) CCISeismic times microwave 70.00 0.00 0.0000 0.00 0.00 0.00 0.00 LMR -400(3/8) From 4 to 87 (60ft to80ft) CCISeismic times microwave 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 LMR -400(3/8) From 4 to 87 (40ft to60ft) CCISeismic times microwave 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 LMR -400(3/8) From 4 to 87 (20ft to40ft) CCISeismic times microwave 12.00 0.00 0.0000 0.00 0.00 0.00 0.00 LMR -400(3/8) From 4 to 87 (4ft to20ft) CCISeismic andrew LDF4- 81.50 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2) From 4 to 83 (80ft to83ft) CCISeismic andrew LDF4- 70.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2) From 4 to 83 (60ft to80ft) CCISeismic andrew LDF4- 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2) From 4 to 83 (40ft to60ft) CCISeismic andrew LDF4- 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2) From 4 to 83 (20ft to40ft) CCISeismic andrew LDF4- 12.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2) From 4 to 83 (4ft to20ft) CCISeismic miscl 1" Rigid 145.00 0.00 0.0000 0.00 0.00 0.00 0.01 Steel Conduit From 4 to 150 (140fttol50ft) CCISeismic miscl 1" Rigid 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 Steel Conduit From 4 to 150 (120ft to140ft) CCISeismic miscl 1" Rigid 110.00 0.00 0.0000 0.00 0.00 0.00 0.01 Steel Conduit From 4 to 150 (100ft to120ft) CCISeismic miscl 1" Rigid 90.00 0.00 0.0000 0.00 0.00 0.00 0.01 Steel Conduit From 4 to 150 (80ftto100ft) CCISeismic miscl 1" Rigid 70.00 0.00 0.0000 0.00 0.00 0.00 0.01 Steel Conduit From 4 to 150 (60ft to80ft) tnxTower Report - version 8.0.5.0 ' September 09, 2019 150 Ft Self Support Tower Structural Analysis CCI BU No 828109 Project Number 1788295, Order 501390, Revision 0 Page 22 Description Elevation -Offset Azimuth E„ --Enx En: ---E,-- n_From From Angle Centroid ft ft K K K K_ CCISeismic miscl 1" Rigid 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 Steel Conduit From 4 to 150 (40ft to60ft) CCISeismic miscl 1" Rigid 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 Steel Conduit From 4 to 150 (20ft to40ft) CCISeismic miscl 1" Rigid 12.00 0.00 0.0000 0.00 0.00 0.00 0.00 Steel Conduit From 4 to 150 (4ft to20ft) CCISeismic (15) alpha wire 130.00 0.00 0.0000 0.00 0.00 0.00 0.01 15-1787-BKO01(1 /4) From 0 to 140 (120ft tol40ft) CCISeismic (15) alpha wire 110.00 0.00 0.0000 0.00 0.00 0.00 0.00 15-1787-BK001(1/4) From 0 to 140 (100ft to120ft) CCISeismic (15) alpha wire 90.00 0.00 0.0000 0.00 0.00 0.00 0.00 15-1787-BKO01(1 /4) From 0 to 140 (80ft tol 00ft) CCISeismic (15) alpha wire 70.00 0.00 0.0000 0.00 0.00 0.00 0.00 15-1787-BK001(1/4) From 0 to 140 (60ft to80ft) CCISeismic (15) alpha wire 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 15-1787-BK001(1/4) From 0 to 140 (40ft to60ft) CCISeismic (15) alpha wire 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 15-1787-BK001(1/4) From 0 to 140 (20ft to40ft) CCISeismic (15) alpha wire 10.00 0.00 0.0000 0.00 0.00 0.00 0.00 15-1787-BK001(1/4) From 0 to 140 (Oft to20ft) CCISeismic rosenberger leoni 130.00 0.00 0.0000 0.00 0.00 0.00 0.00 12 PAIR(3/8) From 0 to 140 (1 20ft to140ft) CCISeismic rosenberger leoni 110.00 0.00 0.0000 0.00 0.00 0.00 0.00 12 PAIR(318) From 0 to 140 (100ft to120ft) CCISeismic rosenberger leoni 90.00 0.00 0.0000 0.00 0.00 0.00 0.00 12 PAIR(3/8) From 0 to 140 (80ft tol00ft) CCISeismic rosenberger leoni 70.00 0.00 0.0000 0.00 0.00 0.00 0.00 12 PAIR(3/8) From 0 to 140 (60ft to80ft) CCISeismic rosenberger leoni 50.00 0.00 0.0000 0.00 0.00 0.00 0.00 12 PAIR(3/8) From 0 to 140 (40ft to60ft) CCISeismic rosenberger leoni 30.00 0.00 0.0000 0.00 0.00 0.00 0.00 12 FAIR(318) From 0 to 140 (20ft to40ft) CCISeismic rosenberger leoni 10.00 0.00 0.0000 0.00 0.00 0.00 0.00 12 PAIR(3/8) From 0 to 140 (Oft to20ft) CCISeismic miscl Feedline 130.00 0.00 0.0000 0.02 0.00 0.00 0.06 Ladder (AD From 0 to 140 (120fttol40ft) CCISeismic miscl Feedline 110.00 0.00 0.0000 0.02 0.00 0.00 0.05 Ladder (AD From 0 to 140 (1 ON tol20ft) CCISeismic miscl Feedline 90.00 0.00 0.0000 0.02 0.00 0.00 0.04 Ladder (AD From 0 to 140 (80ft to100ft) CCISeismic miscl Feedline 70.00 0.00 0.0000 0.02 0.00 0.00 0.03 Ladder (AD From 0 to 140 (60ft to80ft) CCISeismic miscl Feedline 50.00 0.00 0.0000 0.02 0.00 0.00 0.02 Ladder (AD From 0 to 140 (40ft to60ft) CCISeismic misd Feedline 30.00 0.00 0.0000 0.02 0.00 0.00 0.01 Ladder (AD From 0 to 140 tnxTower Report - version 8.0.5.0 September 09, 2019 150 Ft Self Support Tower Structural Analysis CCI BU No 828109 Project Number 1788295, Order 501390, Revision 0 Page 23 Description Elevation Offset Azimuth BES w Ehx Eh: Eh From Angle Centroid ft ft K K K K (20ft to40ft) CCISeismic miscl Feedline 10.00 0.00 0.0000 0.02 0.00 0.00 0.00 Ladder (At) From 0 to 140 (Oft to20ft Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Non Adjustmen Front Side Leg Lateral t Vert ft ft ftz ft2 K ft ° ft Lightning Rod 5/8" x 4' C From Leg 0.00 0.0000 150.00 No Ice 0.25 0.25 0.03 0.00 2.00 Tx 2" Pipe Mount B From Leg 0.00 0.0000 150.00 No Ice 0.58 0.58 0.01 0.00 0.00 DS4C06F36D-D B From Leg 0.50 0.0000 150.00 No Ice 5.01 5.01 0.05 0.00 8.00 Side Arm Mount [SO 308- C None 0.0000 148.00 No Ice 4.16 4.16 0.16 3) (2) 14'x 2" horizontal A From Face 2.00 0.0000 148.00 No Ice 1.17 1.17 0.04 mount pipe 0.00 0.00 (2) 14'x 2" horizontal B From Face 2.00 0.0000 148.00 No Ice 1.17 1.17 0.04 mount pipe 0.00 0.00 (2) 14'x 2" horizontal C From Face 2.00 0.0000 148.00 No Ice 1.17 1.17 0.04 mount pipe 0.00 0.00 (2) 6'x 2" Mount Pipe A From Face 4.00 0.0000 148.00 No Ice 1.43 1.43 0.02 0.00 0.00 (2) 6'x 2" Mount Pipe B From Face 4.00 0.0000 148.00 No Ice 1.43 1.43 0.02 0.00 0.00 (2) 6'x 2" Mount Pipe C From Face 4.00 0.0000 148.00 No Ice 1.43 1.43 0.02 0.00 0.00 AAFIA w/ Mount Pipe A From Face 4.00 0.0000 148.00 No Ice 15.88 9.75 0.30 0.00 0.00 AAFIA w/ Mount Pipe B From Face 4.00 0.0000 148.00 No Ice 15.88 9.75 0.30 0.00 0.00 AAFIA w/ Mount Pipe C From Face 4.00 0.0000 148.00 No Ice 15.88 9.75 0.30 0.00 0.00 AEHC w/ Mount Pipe A From Face 4.00 0.0000 148.00 No Ice 6.96 3.45 0.11 0.00 0.00 AEHC w/ Mount Pipe B From Face 4.00 0.0000 148.00 No Ice 6.96 3.45 0.11 0.00 0.00 AEHC w/ Mount Pipe C From Face 4.00 0.0000 148.00 No Ice 6.96 3.45 0.11 0.00 0.00 FFHH-65C-R3 w/ Mount A From Face 4.00 0.0000 148.00 No Ice 12.97 6.20 0.16 tnxTower Report - version 8.0.5.0 150 Ft Self Support Tower Structural Analysis Project Number 1788295. Order 501390, Revision 0 September 09, 2019 CCI BU No 828109 Page 24 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ftz ft, K ft ° ft Pipe 0.00 0.00 FFHH-65C-R3 w/ Mount B From Face 4.00 0.0000 148.00 No Ice 12.97 6.20 0.16 Pipe 0.00 0.00 FFHH-65C-R3 w/ Mount C From Face 4.00 0.0000 148.00 No Ice 12.97 6.20 0.16 Pipe 0.00 0.00 AHFIB A From Face 4.00 0.0000 148.00 No Ice 3.68 2.31 0.09 0.00 0.00 AHFIB B From Face 4.00 0.0000 148.00 No Ice 3.68 2.31 0.09 0.00 0.00 AHFIB C From Face 4.00 0.0000 148.00 No Ice 3.68 2.31 0.09 0.00 0.00 HCS 2.0 PART 4 B From Face 4.00 0.0000 148.00 No Ice 0.94 0.70 0.02 0.00 0.00 AHLOA A From Face 4.00 0.0000 148.00 No Ice 2.23 1.39 0.08 0.00 0.00 AHLOA B From Face 4.00 0.0000 148.00 No Ice 2.23 1.39 0.08 0.00 0.00 AHLOA C From Face 4.00 0.0000 148.00 No Ice 2.23 1.39 0.08 0.00 0.00 RNSNDC-7771-PF-48 C From Face 4.00 0.0000 148.00 No Ice 3.20 1.03 0.02 0.00 0.00 C030045D901A A From Leg 4.00 0.0000 140.00 No Ice 1.27 0.79 0.01 0.00 -4.00 (2) C030045D901A B From Leg 4.00 0.0000 140.00 No Ice 1.27 0.79 0.01 0.00 -4.00 C030045D901A C From Leg 4.00 0.0000 140.00 No Ice 1.27 0.79 0.01 0.00 -4.00 AP-5AC-90-HD A From Leg 4.00 0.0000 140.00 No Ice 5.72 3.88 0.03 0.00 0.00 (2) AP-5AC-90-HD B From Leg 4.00 0.0000 140.00 No Ice 5.72 3.88 0.03 0.00 0.00 AP-5AC-90-HD C From Leg 4.00 0.0000 140.00 No Ice 5.72 3.88 0.03 0.00 0.00 CSD20206 A From Leg 4.00 0.0000 140.00 No Ice 3.33 1.03 0.02 0.00 -4.00 PMP 450M B From Leg 4.00 0.0000 140.00 No Ice 4.35 0.80 0.03 0.00 -4.00 Sector Mount [SM 701-3] C None 0.0000 140.00 No Ice 19.16 19.16 0.82 (2) Pipe Mount [PM 601-1] B From Leg 0.50 0.0000 87.00 No Ice 1.32 1.32 0.07 0.00 0.00 FIBEAIR IP -10C B From Leg 0.50 0.0000 87.00 No Ice 1.01 0.56 0.02 0.00 0.00 tnxTower Report - version 8.0.5.0 150 Ft Self Support Tower Structural Analysis Project Number 1788295. Order 501390, Revision 0 September 09, 2019 CCI BU No 828109 Page 25 Description Face offsetrt Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg ~Description Lateral t Weight Vert Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture ft or ft Type ft2 ft2 K Diameter Area ft ° Leg Lateral Width ft Vert FIBEAIR IP -20C B From Leg 0.50 0.0000 87.00 No Ice 0.68 0.29 0.01 ft ° ft 0.00 fe K VHLP800-11 B Paraboloid xxx 1.00 70.0000 0.00 2.60 No Ice 5.31 0.06 Pipe Mount [PM 601-1] C From Leg 0.50 0.0000 83.00 No Ice 1.32 1.32 0.07 0.00 xxx B Paraboloid 0.00 1.00 -28.0000 87.00 3.28 No Ice 8.47 Pipe Mount [PM 601-1] C From Leg 0.50 0.0000 60.00 No Ice 1.32 1.32 0.07 xxx 0.00 0.00 0.00 C Paraboloid From 1.00 -66.0000 83.00 Horizon DUO C From Leg 0.50 0.0000 60.00 No Ice 0.47 0.29 0.01 0.00 xxx 0.00 0.00 HP4-5.2NS C Paraboloid From Side Arm Mount [SO 203- B From Leg 1.50 0.0000 54.00 No Ice 1.78 3.79 0.13 1 ] 0.00 0.00 0.00 0.00 AF-24HD DS4C06F36U-N B From Leg 3.00 0.0000 54.00 No Ice 2.94 2.94 0.04 w/Shroud (HP) 0.00 0.00 xxx 6.00 -5.00 tnxTower Report - version 8.0.5.0 Dishes ~Description Weight Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ° ft ft fe K VHLP800-11 B Paraboloid From 1.00 70.0000 87.00 2.60 No Ice 5.31 0.06 w/Shroud (HP) Leg 0.00 0.00 VHLP3-11W--2WH B Paraboloid From 1.00 -28.0000 87.00 3.28 No Ice 8.47 0.05 w/Shroud (HP) Leg 0.00 xxx 0.00 P4-57W-P7A/A C Paraboloid From 1.00 -66.0000 83.00 4.00 No Ice 12.57 0.10 w/Shroud (HP) Leg 0.00 xxx 0.00 HP4-5.2NS C Paraboloid From 1.00 -16.0000 60.00 4.00 No Ice 12.57 0.09 w/Shroud (HP) Leg 0.00 0.00 AF-24HD A Paraboloid From 1.00 -24.0000 140.00 2.52 No Ice 4.99 0.04 w/Shroud (HP) Leg 0.00 -5.00 VHLP1-18 A Paraboloid From 1.00 7.0000 140.00 1.27 No Ice 1.28 0.01 w/Shroud (HP) Leg 0.00 1.00 jirous JRMC-680- C Paraboloid From 1.00 49.0000 140.00 2.29 No Ice 4.12 0.01 10/11 w/Shroud (HP) Leg 0.00 -5.00 jirous JRMC-680- C Paraboloid From 1.00 86.0000 140.00 2.29 No Ice 4.12 0.01 10/11 w/Shroud (HP) Leg 0.00 -5.00 tnxTower Report - version 8.0.5.0 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390, Revision 0 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 51 52 53 54 55 56 57 58 59 60 61 Load Combinations _.._..�_� � __� • �-• Description Dead Only 1.2 Dead+1.0 Wind 0 deg - No Ice 0.9 Dead+1.0 Wind 0 deg - No Ice 1.2 Dead+1.0 Wind 30 deg - No Ice 0.9 Dead+1.0 Wind 30 deg - No Ice 1.2 Dead+1.0 Wind 60 deg - No Ice 0.9 Dead+1.0 Wind 60 deg - No Ice 1.2 Dead+1.0 Wind 90 deg - No Ice 0.9 Dead+1.0 Wind 90 deg - No Ice 1.2 Dead+1.0 Wind 120 deg - No Ice 0.9 Dead+1.0 Wind 120 deg - No Ice 1.2 Dead+1.0 Wind 150 deg - No Ice 0.9 Dead+1.0 Wind 150 deg - No Ice 1.2 Dead+1.0 Wind 180 deg - No Ice 0.9 Dead+1.0 Wind 180 deg - No Ice 1.2 Dead+1.0 Wind 210 deg - No Ice 0.9 Dead+1.0 Wind 210 deg - No Ice 1.2 Dead+1.0 Wind 240 deg - No Ice 0.9 Dead+1.0 Wind 240 deg - No Ice 1.2 Dead+1.0 Wind 270 deg - No Ice 0.9 Dead+1.0 Wind 270 deg - No Ice 1.2 Dead+1.0 Wind 300 deg - No Ice 0.9 Dead+1.0 Wind 300 deg - No Ice 1.2 Dead+1.0 Wind 330 deg - No Ice 0.9 Dead+1.0 Wind 330 deg - No Ice 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 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 0.9 Dead -1.0 Ev+1.0 Eh 0 deg 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 0.9 Dead -1.0 Ev+1.0 Eh 30 deg 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 0.9 Dead -1.0 Ev+1.0 Eh 60 deg 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 0.9 Dead -1.0 Ev+1.0 Eh 90 deg 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 0.9 Dead -1.0 Ev+1.0 Eh 120 deg 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 0.9 Dead -1.0 Ev+1.0 Eh 150 deg 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 0.9 Dead -1.0 Ev+1.0 Eh 180 deg 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 0.9 Dead -1.0 Ev+1.0 Eh 210 deg 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 0.9 Dead -1.0 Ev+1.0 Eh 240 deg 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 0.9 Dead -1.0 Ev+1.0 Eh 270 deg 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 0.9 Dead -1.0 Ev+1.0 Eh 300 deg 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 0.9 Dead -1.0 Ev+1.0 Eh 330 deq. Maximum Member Forces tnxTower Report - version 8.0.5.0 September 09, 2019 CC/ BU No 828109 Page 26 September 09, 2019 150 Ft Self Support Tower Structural Analysis CCI BU No 828109 Project Number 1788295, Order 501390, Revision 0 Page 27 Sectio a -Elevation- Component Condition Gov. Axial _MaJorAxis Minor Axis n ft Type Load Moment Moment No. Comb. K k#) -ft kip -ft T1 150-140 Leg Max Tension 15 6.23 -0.00 -0.97 Max. Compression 10 -8.67 0.22 0.11 Max. Mx 20 -2.68 -2.08 -0.02 Max. My 3 -0.12 0.02 -2.13 Max. Vy 20 1.20 0.00 0.00 Max. Vx 3 1.28 0.00 0.00 Diagonal Max Tension 12 3.60 0.00 0.00 Max. Compression 24 -3.58 0.00 0.00 Max. Mx 12 2.03 0.01 -0.00 Max. My 8 3.56 0.01 -0.00 Max. Vy 12 0.01 0.01 -0.00 Max. Vx 8 0.00 0.00 0.00 Top Girt Max Tension 3 0.22 0.00 0.00 Max. Compression 22 -0.23 0.00 0.00 Max. Mx 2 -0.12 -0.01 0.00 Max. Vy 2 0.01 0.00 0.00 T2 140-120 Leg Max Tension 15 49.14 -0.04 0.00 Max. Compression 10 -55.19 0.24 0.01 Max. Mx 10 -25.12 0.24 -0.02 Max. My 8 -1.80 -0.01 0.27 Max. Vy 22 -0.76 0.24 -0.02 Max. Vx 4 -0.90 0.00 0.15 Diagonal Max Tension 13 6.03 0.00 0.00 Max. Compression 12 -6.13 0.00 0.00 Max. Mx 10 4.82 0.05 0.01 Max. My 17 5.59 0.04 0.01 Max. Vy 10 -0.02 0.05 0.01 Max. Vx 16 -0.00 0.00 0.00 T3 120-100 Leg Max Tension 23 84.01 -0.15 -0.02 Max. Compression 10 -93.73 0.33 0.02 Max. Mx 10 -93.73 0.33 0.02 Max. My 8 -1.54 -0.02 0.39 Max. Vy 47 0.21 0.04 -0.00 Max. Vx 56 -0.18 0.01 0.02 Diagonal Max Tension 12 4.79 0.00 0.00 Max. Compression 12 -4.77 0.00 0.00 Max. Mx 10 4.07 0.03 0.00 Max. My 24 -4.57 -0.01 -0.01 Max. Vy 10 -0.01 0.03 0.00 Max. Vx 24 0.00 0.00 0.00 Top Girt Max Tension 23 0.18 0.00 0.00 Max. Compression 10 -0.19 0.00 0.00 Max. Mx 2 0.09 -0.01 0.00 Max. My 2 -0.19 0.00 0.00 Max. Vy 2 0.01 0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 T4 100-80 Leg Max Tension 23 112.75 -0.51 0.04 Max. Compression 10 -126.60 0.56 -0.10 Max. Mx 3 -123.85 0.64 0.23 Max. My 25 -3.71 -0.08 0.92 Max. Vy 22 0.45 -0.51 0.04 Max. Vx 5 0.70 -0.05 -0.37 Diagonal Max Tension 12 6.06 0.00 0.00 Max. Compression 24 -6.11 0.00 0.00 Max. Mx 10 4.86 0.05 0.00 Max. My 22 -4.42 -0.00 -0.00 Max. Vy 10 -0.02 0.05 0.00 Max. Vx 22 0.00 0.00 0.00 T5 80-60 Leg Max Tension 23 144.43 -0.46 0.01 Max. Compression 10 -162.14 0.93 0.08 Max. Mx 10 -162.14 0.93 0.08 Max. My 25 -3.93 -0.08 0.92 Max. Vy 18 -0.18 0.92 -0.01 Max. Vx 3 0.18 -0.32 0.86 Diagonal Max Tension 4 6.57 0.00 0.00 Max. Compression 4 -6.61 0.00 0.00 Max. Mx 10 5.91 0.04 -0.00 Max. My 6 -5.34 -0.00 0.00 tnxTower Report - version 8.0.5.0 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390, Revision 0 September 09, 2019 CC/ BU No 828109 Page 28 Sectio Elevation Component Conditioner Gov. Axial Major Axis Minor Axis n ft Type Comb. Load Moment Moment No. 277.38 27.47 -16.36 Comb. K kip --ft kip -ft -16.36 Max. HZ 7 Max. Vy 22 0.02 0.04 -0.00 -244.11 -24.25 14.56 Max. Vx 6 -0.00 0.00 0.00 T6 60-40 Leg Max Tension 23 176.02 -0.56 -0.03 -27.55 -16.18 Max. HX Max. Compression 10 -198.76 1.06 0.03 23 -245.03 24.30 Max. Mx 10 -198.76 1.06 0.03 14.28 Min. HX 10 Max. My 9 -1.82 -0.03 0.79 279.39 -27.55 -16.18 Max. Vy 6 -0.50 -0.83 0.01 Max. Hx 20 12.64 Max. Vx 12 -0.48 0.01 -0.59 -0.13 32.10 Diagonal Max Tension 4 7.97 0.00 0.00 9 5.59 -4.10 Max. Compression 4 -7.98 0.00 0.00 -28.16 Max. Mx 10 6.65 0.09 -0.01 Max. My 4 -7.84 0.01 0.01 Max. Vy 22 0.03 0.09 -0.00 Max. Vx 4 -0.00 0.00 0.00 T7 40-20 Leg Max Tension 23 204.76 -0.87 -0.07 Max. Compression 2 -232.32 1.27 0.01 Max. Mx 10 -232.08 1.28 0.04 Max. My 8 -5.72 -0.07 1.77 Max. Vy 10 -0.22 1.28 0.04 Max. Vx 8 0.37 -0.07 1.77 Diagonal Max Tension 4 9.66 0.00 0.00 Max. Compression 4 -9.75 0.00 0.00 Max. Mx 10 8.14 0.17 0.02 Max. My 4 -9.15 -0.01 0.02 Max. Vy 10 -0.05 0.17 0.02 Max. Vx 4 -0.00 0.00 0.00 T8 20-0 Leg Max Tension 23 236.69 -1.00 -0.08 Max. Compression 2 -270.41 0.00 -0.00 Max. Mx 10 -251.09 1.28 0.04 Max. My 8 -7.56 -0.09 2.16 Max. Vy 11 0.27 0.98 0.07 Max. Vx 8 0.41 -0.09 2.16 Diagonal Max Tension 4 10.92 0.00 0.00 Max. Compression 18 -11.22 0.00 0.00 Max. Mx 2 9.18 0.17 -0.02 Max. My 8 9.99 0.15 0.02 Max. Vy 2 -0.05 0.17 -0.02 Max. Vx 8 -0.00 0.00 0.00 Location Leg C Leg B Leg A Maximum Reactions M- Condition Gov. -Vertical Horizontal, X Horizontal, Z Load K K K Comb. Max. Vert 18 277.38 27.47 -16.36 Max. Hx 18 277.38 27.47 -16.36 Max. HZ 7 -244.11 -24.25 14.56 Min. Vert 7 -244.11 -24.25 14.56 Min. Hx 7 -244.11 -24.25 14.56 Min. HZ 18 277.38 27.47 -16.36 Max. Vert 10 279.39 -27.55 -16.18 Max. HX 23 -245.03 24.30 14.28 Max. H. 23 -245.03 24.30 14.28 Min. Vert 23 -245.03 24.30 14.28 Min. HX 10 279.39 -27.55 -16.18 Min. HZ 10 279.39 -27.55 -16.18 Max. Vert 2 280.35 -0.13 32.10 Max. Hx 20 12.64 4.10 0.88 Max. H= 2 280.35 -0.13 32.10 Min. Vert 15 -244.14 0.10 -28.16 Min. HX 9 5.59 -4.10 0.54 Min. HZ 15 -244.14 0.10 -28.16 tnxTower Report - version 8.0.5.0 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390, Revision 0 Tower Mast Reaction Summa September 09, 2019 CCI BU No 828109 Page 29 Load Vertical Shearx Shear: Overtuming Overturning Torque Combination Moment, K Moment, MZ K K............- -- K- .... k ' _ ft kip -ft kin -ft Dead Only 25.92 0.00 0.00 -9.08 -0.28 0.00 1.2 Dead+1.0 Wind 0 deg - 31.10 0.10 -52.85 -4414.44 19.72 -3.12 No Ice 0.9 Dead+1.0 Wind 0 deg - 23.33 0.10 -52.85 -4411.72 19.81 -3.12 No Ice 1.2 Dead+1.0 Wind 30 deg - 31.10 24.57 -43.31 -3655.13 -2048.42 -9.18 No Ice 0.9 Dead+1.0 Wind 30 deg - 23.33 24.57 -43.31 -3652.41 -2048.34 -9.18 No Ice 1.2 Dead+1.0 Wind 60 deg - 31.10 42.05 -24.85 -2095.65 -3547.39 -14.54 No Ice 0.9 Dead+1.0 Wind 60 deg - 23.33 42.05 -24.85 -2092.93 -3547.31 -14.54 No Ice 1.2 Dead+1.0 Wind 90 deg - 31.10 49.75 0.10 33.06 -4191.73 -12.79 No Ice 0.9 Dead+1.0 Wind 90 deg - 23.33 49.75 0.10 35.79 -4191.65 -12.79 No Ice 1.2 Dead+1.0 Wind 120 deg 31.10 45.36 26.61 2236.28 -3788.00 -7.30 - No Ice 0.9 Dead+1.0 Wind 120 deg 23.33 45.36 26.61 2239.01 -3787.92 -7.30 - No Ice 1.2 Dead+1.0 Wind 150 deg 31.10 24.62 43.10 3641.40 -2100.63 -1.51 - No Ice 0.9 Dead+1.0 Wind 150 deg 23.33 24.62 43.10 3644.13 -2100.55 -1.51 - No Ice 1.2 Dead+1.0 Wind 180 deg 31.10 0.15 48.60 4116.28 -43.02 2.57 - No Ice 0.9 Dead+1.0 Wind 180 deg 23.33 0.15 48.60 4119.00 -42.94 2.57 - No Ice 1.2 Dead+1.0 Wind 210 deg 31.10 -24.45 42.99 3614.90 2037.89 7.99 - No Ice 0.9 Dead+1.0 Wind 210 deg 23.33 -24.45 42.99 3617.62 2037.97 7.99 - No Ice 1.2 Dead+1.0 Wind 240 deg 31.10 -45.54 26.53 2181.67 3781.69 12.87 - No Ice 0.9 Dead+1.0 Wind 240 deg 23.33 -45.54 26.53 2184.39 3781.77 12.87 - No Ice 1.2 Dead+1.0 Wind 270 deg 31.10 -49.65 0.01 -37.12 4181.42 12.94 - No Ice 0.9 Dead+1.0 Wind 270 deg 23.33 -49.65 0.01 -34.39 4181.51 12.94 - No Ice 1.2 Dead+1.0 Wind 300 deg 31.10 -41.84 -24.73 -2127.35 3546.29 6.71 - No Ice 0.9 Dead+1.0 Wind 300 deg 23.33 -41.84 -24.73 -2124.63 3546.37 6.71 - No Ice 1.2 Dead+1.0 Wind 330 deg 31.10 -24.63 -43.18 -3661.03 2096.26 0.93 - No Ice 0.9 Dead+1.0 Wind 330 deg 23.33 -24.63 -43.18 -3658.31 2096.34 0.93 - No Ice Dead+Wind 0 deg - Service 25.92 0.03 -13.91 -1167.90 5.00 -0.82 Dead+Wind 30 deg - Service 25.92 6.47 -11.40 -968.08 -539.25 -2.42 Dead+Wind 60 deg - Service 25.92 11.07 -6.54 -557.70 -933.71 -3.83 Dead+Wind 90 deg - Service 25.92 13.09 0.03 2.49 -1103.28 -3.37 Dead+Wind 120 deg - 25.92 11.94 7.00 582.29 -997.03 -1.92 Service Dead+Wind 150 deg - 25.92 6.48 11.34 952.05 -552.99 -0.40 Service Dead+Wind 180 deg - 25.92 0.04 12.79 1077.02 -11.51 0.68 Service Dead+Wind 210 deg - 25.92 -6.43 11.31 945.08 536.10 2.10 Service Dead+Wind 240 deg - 25.92 -11.98 6.98 567.91 994.99 3.39 Service Dead+Wind 270 deg - 25.92 -13.07 0.00 -15.98 1100.19 3.41 Service Dead+Wind 300 deg - 25.92 -11.01 -6.51 -566.04 933.04 1.76 tnxTower Report - version 8.0.5.0 September 09, 2019 150 Ft Self Support Tower Structural Analysis CCI BU No 828109 Project Number 1788295, Order 501390, Revision 0 Page 30 Load r Vertical Shearx r_ ~-Shear: Solution Summary Overturning _ Overturning Torque Combination Sum of Applied Forces Moment M, Moment, M= Load K K K kip -ft ki�ft kin -ft Service Comb. K K K ..._ K_ Dead+Wind 330 deg - 25.92 -6.48 -11.36 -969.64 551.46 0.25 Service 0.00 0.000% 2 0.10 -31.10 -52.85 1.2 Dead+1.0 Ev+1.0 Eh 0 34.18 0.00 -5.13 -552.31 -0.33 0.00 deg -0.10 23.33 52.85 0.000% 4 24.57 0.9 Dead -1.0 Ev+1.0 Eh 0 20.25 0.00 -5.13 -549.59 -0.25 0.00 deg -23.33 -43.31 -24.57 23.33 43.31 0.000% 1.2 Dead+1.0 Ev+1.0 Eh 30 34.18 2.57 -4.44 -479.78 -271.04 0.00 deg 7 42.05 -23.33 -24.85 -42.05 23.33 0.9 Dead -1.0 Ev+1.0 Eh 30 20.25 2.57 -4.44 -477.06 -270.96 0.00 deg -0.10 0.000% 9 49.75 -23.33 0.10 1.2 Dead+1.0 Ev+1.0 Eh 60 34.18 4.44 -2.57 -281.60 -469.22 0.00 deg 0.9 Dead -1.0 Ev+1.0 Eh 60 20.25 4.44 -2.57 -278.88 -469.14 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 90 34.18 5.13 0.00 -10.89 -541.76 0.00 deg 0.9 Dead -1.0 Ev+1.0 Eh 90 20.25 5.13 0.00 -8.17 -541.67 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 120 34.18 4.44 2.57 259.82 -469.22 0.00 deg 0.9 Dead -1.0 Ev+1.0 Eh 120 20.25 4.44 2.57 262.54 -469.14 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 150 34.18 2.57 4.44 458.00 -271.04 0.00 deg 0.9 Dead -1.0 Ev+1.0 Eh 150 20.25 2.57 4.44 460.72 -270.96 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 180 34.18 0.00 5.13 530.53 -0.33 0.00 deg 0.9 Dead -1.0 Ev+1.0 Eh 180 20.25 0.00 5.13 533.26 -0.25 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 210 34.18 -2.57 4.44 458.00 270.38 -0.00 deg 0.9 Dead -1.0 Ev+1.0 Eh 210 20.25 -2.57 4.44 460.72 270.46 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 240 34.18 -4.44 2.57 259.82 468.56 -0.00 deg 0.9 Dead -1.0 Ev+1.0 Eh 240 20.25 -4.44 2.57 262.54 468.64 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 270 34.18 -5.13 0.00 -10.89 541.09 -0.00 deg 0.9 Dead -1.0 Ev+1.0 Eh 270 20.25 -5.13 0.00 -8.17 541.18 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 300 34.18 -4.44 -2.57 -281.60 468.56 -0.00 deg 0.9 Dead -1.0 Ev+1.0 Eh 300 20.25 -4.44 -2.57 -278.88 468.64 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 330 34.18 -2.57 -4.44 -479.78 270.38 -0.00 deg 0.9 Dead -1.0 Ev+1.0 Eh 330 20.25 -2.57 -4.44 -477.06 270.46 -0.00 deg tnxTower Report - version 8.0.5.0 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 0.00 -25.92 0.00 0.00 25.92 0.00 0.000% 2 0.10 -31.10 -52.85 -0.10 31.10 52.85 0.000% 3 0.10 -23.33 -52.85 -0.10 23.33 52.85 0.000% 4 24.57 -31.10 -43.31 -24.57 31.10 43.31 0.000% 5 24.57 -23.33 -43.31 -24.57 23.33 43.31 0.000% 6 42.05 -31.10 -24.85 -42.05 31.10 24.85 0.000% 7 42.05 -23.33 -24.85 -42.05 23.33 24.85 0.000% 8 49.75 -31.10 0.10 -49.75 31.10 -0.10 0.000% 9 49.75 -23.33 0.10 -49.75 23.33 -0.10 0.000% tnxTower Report - version 8.0.5.0 September 09, 2019 150 Ft Self Support Tower Structural Analysis CC18U No 828109 Project Number 1788295, Order 501390, Revision 0 Page 31 Maximum Tower Deflections - Service Wind Section Elevation Horz. Sum of Applied Forces u _..... Twist Sum of Reactions �® Load Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 0.2951 10 45.36 -31.10 26.61 -45.36 31.10 26.61 0.600% 11 45.36 -23.33 26.61 -45.36 23.33 -26.61 0.000% 12 24.62 -31.10 43.10 -24.62 31.10 -43.10 0.000% 13 24.62 -23.33 43.10 -24.62 23.33 -43.10 0.000% 14 0.15 -31.10 48.60 -0.15 31.10 -48.60 0.000% 15 0.15 -23.33 48.60 -0.15 23.33 -48.60 0.000% 16 -24.45 -31.10 42.99 24.45 31.10 -42.99 0.000% 17 -24.45 -23.33 42.99 24.45 23.33 -42.99 0.000% 18 -45.54 -31.10 26.53 45.54 31.10 -26.53 0.000% 19 -45.54 -23.33 26.53 45.54 23.33 -26.53 0.000% 20 -49.65 -31.10 0.01 49.65 31.10 -0.01 0.000% 21 -49.65 -23.33 0.01 49.65 23.33 -0.01 0.000% 22 -41.84 -31.10 -24.73 41.84 31.10 24.73 0.000% 23 -41.84 -23.33 -24.73 41.84 23.33 24.73 0.000% 24 -24.63 -31.10 -43.18 24.63 31.10 43.18 0.000% 25 -24.63 -23.33 -43.18 24.63 23.33 43.18 0.000% 26 0.03 -25.92 -13.91 -0.03 25.92 13.91 0.000% 27 6.47 -25.92 -11.40 -6.47 25.92 11.40 0.000% 28 11.07 -25.92 -6.54 -11.07 25.92 6.54 0.000% 29 13.09 -25.92 0.03 -13.09 25.92 -0.03 0.000% 30 11.94 -25.92 7.00 -11.94 25.92 -7.00 0.000% 31 6.48 -25.92 11.34 -6.48 25.92 -11.34 0.000% 32 0.04 -25.92 12.79 -0.04 25.92 -12.79 0.000% 33 -6.43 -25.92 11.31 6.43 25.92 -11.31 0.000% 34 -11.98 -25.92 6.98 11.98 25.92 -6.98 0.000% 35 -13.07 -25.92 0.00 13.07 25.92 -0.00 0.000% 36 -11.01 -25.92 -6.51 11.01 25.92 6.51 0.000% 37 -6.48 -25.92 -11.36 6.48 25.92 11.36 0.000% 38 0.00 -34.18 -5.13 0.00 34.18 5.13 0.000% 39 0.00 -20.25 -5.13 0.00 20.25 5.13 0.000% 40 2.57 -34.18 -4.44 -2.57 34.18 4.44 0.000% 41 2.57 -20.25 -4.44 -2.57 20.25 4.44 0.000% 42 4.44 -34.18 -2.57 -4.44 34.18 2.57 0.000% 43 4.44 -20.25 -2.57 -4.44 20.25 2.57 0.000% 44 5.13 -34.18 0.00 -5.13 34.18 0.00 0.000% 45 5.13 -20.25 0.00 -5.13 20.25 0.00 0.000% 46 4.44 -34.18 2.57 -4.44 34.18 -2.57 0.000% 47 4.44 -20.25 2.57 -4.44 20.25 -2.57 0.000% 48 2.57 -34.18 4.44 -2.57 34.18 -4.44 0.000% 49 2.57 -20.25 4.44 -2.57 20.25 -4.44 0.000% 50 0.00 -34.18 5.13 0.00 34.18 -5.13 0.000% 51 0.00 -20.25 5.13 0.00 20.25 -5.13 0.000% 52 -2.57 -34.18 4.44 2.57 34.18 -4.44 0.400% 53 -2.57 -20.25 4.44 2.57 20.25 -4.44 0.000% 54 -4.44 -34.18 2.57 4.44 34.18 -2.57 0.000% 55 -4.44 -20.25 2.57 4.44 20.25 -2.57 0.000% 56 -5.13 -34.18 0.00 5.13 34.18 0.00 0.000% 57 -5.13 -20.25 0.00 5.13 20.25 0.00 0.000% 58 -4.44 -34.18 -2.57 4.44 34.18 2.57 0.000% 59 -4.44 -20.25 -2.57 4.44 20.25 2.57 0.000% 60 -2.57 -34.18 -4.44 2.57 34.18 4.44 0.000% 61 -2.57 -20.25 -4.44 2.57 20.25 4.44 0.000% Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. ... .................. Tilt _..... Twist No. Deflection Load _ ft in Comb. ° T1 150-140 4.674 26 0.2988 0.0058 T2 140-120 4.042 26 0.2951 0.0053 T3 120-100 2.866 26 0.2416 0.0060 T4 100-80 1.942 26 0.1832 0.0050 T5 80-60 1.241 26 0.1376 0.0044 T6 60-40 0.700 26 0.1026 0.0033 T7 40-20 0.318 26 0.0652 0.0023 tnxTower Report - version 8.0.5.0 September 09, 2019 150 Ft Self Support Tower Structural Analysis CCI BU No 828109 Project Number 1788295. Order 501390, Revision 0 Page 32 Section Elevation Horz. - Gov. Tilt T Twist No. Deflection Load ft in Comb. o° T8 20-0 0.092 26 0.0294 0.0013 Maximum Tower Deflections - Desiain Wind Section Critical Deflections and Radius of Curvature - Service Wind ---_ - Elevation-. __ Appurtenance Gov. Deflection _.. Tilt __... Twist Radius of Load Load _ ft in Curvature fl Comb. in 17.762 11 ft 150.00 Lightning Rod 5/8" x 4' 26 4.674 0.2988 0.0058 120507 148.00 Side Arm Mount [SO 308-3] 26 4.547 0.2988 0.0055 120507 145.00 CCISeismic Tower Section 1 26 4.356 0.2984 0.0051 120507 144.00 CCISeismic miscl Feedline 26 4.293 0.2981 0.0050 100387 2 Ladder (Af) From 4 to 148 (140ft 0.0127 T7 40-20 1.203 2 0.2464 to148ft) T8 20-0 0.351 2 0.1113 141.00 VHLPl-18 26 4.104 0.2961 0.0052 65952 140.00 C030045D901A 26 4.042 0.2951 0.0053 58695 135.00 AF-24HD 26 3.732 0.2864 0.0056 35745 130.00 CCISeismic Tower Section 2 26 3.431 0.2735 0.0059 25286 110.00 CCISeismic Tower Section 3 26 2.371 0.2108 0.0054 18244 90.00 CCISeismic Tower Section 4 26 1.568 0.1587 0.0048 25812 87.00 VHLP800-11 26 1.466 0.1520 0.0047 27560 83.50 CCISeismic andrew, LDF4- 26 1.351 0.1446 0.0046 29905 50A(1/2) From 4 to 87 (80ft to87ft) 83.00 P4-57W-P7A/A 26 1.335 0.1435 0.0046 30248 81.50 CCISeismic andrew LDF4- 26 1.287 0.1405 0.0045 31194 50A(1/2) From 4 to 83 (80ft to83ft) 70.00 CCISeismic Tower Section 5 26 0.951 0.1197 0.0039 31151 60.00 HP4-5.2NS 26 0.700 0.1026 0.0033 29875 54.00 Side Arm Mount [SO 203-1] 26 0.569 0.0918 0.0030 30043 50.00 CCISeismic Tower Section 6 26 0.489 0.0843 0.0028 30236 47.00 CCISeismic andrew LDF5- 26 0.434 0.0786 0.0026 30376 50A(7/8) From 8 to 54 (40ft to54ft) 30.00 CCISeismic Tower Section 7 26 0.185 0.0466 0.0018 30361 14.00 CCISeismic (2) andrew LDF5- 26 0.055 0.0201 0.0009 42891 50A(7/8) From 8 to 150 (8ft to20ft) 12.00 CCISeismic miscl Feedline 26 0.045 0.0171 0.0008 50039 Ladder (Af) From 4 to 148 (4ft to20ft) 11.00 CCISeismic miscl Safety Line 3/8 26 0.041 0.0156 0.0007 54588 From 2 to 150 (2ft to20ft) 10.00 CCISeismic Tower Section 8 26 0.036 0.0142 0.0007 60047 Maximum Tower Deflections - Desiain Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load _ ft in Comb. T1 150-140 17.762 11 1.1350 0.0219 T2 140-120 15.357 11 1.1209 0.0200 T3 120-100 10.883 11 0.9192 0.0230 T4 100-80 7.361 11 0.6963 0.0191 T5 80-60 4.696 2 0.5222 0.0168 T6 60-40 2.651 2 0.3888 0.0127 T7 40-20 1.203 2 0.2464 0.0087 T8 20-0 0.351 2 0.1113 0.0048 tnxTower Report - version 8.0.5.0 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390, Revision 0 September 09, 2099 CCI BU No 828109 Page 33 Critical Deflections and Radius of Curvature - Desion Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of to148ft) Load Curvature ft VHLP1-18 Comb. in 1.1249 ° ft 150.00 Lightning Rod 5/8" x 4' 11 17.762 1.1350 0.0219 32137 148.00 Side Arm Mount [SO 308-3] 11 17.279 1.1351 0.0208 32137 145.00 CCISeismic Tower Section 1 11 16.555 1.1336 0.0193 32137 144.00 CCISeismic miscl Feedline 11 16.314 1.1324 0.0188 26771 tnxTower Report - version 8.0.5.0 Ladder (Af) From 4 to 148 (140ft Bolt Design Data to148ft) 141.00 VHLP1-18 11 15.595 1.1249 0.0197 17572 140.00 C030045D901A 11 15.357 1.1209 0.0200 15627 135.00 AF-24HD 11 14.178 1.0885 0.0214 9510 130.00 CCISeismic Tower Section 2 11 13.030 1.0398 0.0225 6699 110.00 CCISeismic Tower Section 3 11 8.997 0.8019 0.0205 4800 90.00 CCISeismic Tower Section 4 11 5.940 0.6028 0.0181 6785 87.00 VHLP800-11 11 5.550 0.5772 0.0178 7249 83.50 CCISeismic andrew LDF4- 11 5.113 0.5489 0.0174 7871 T1 50A(1/2) From 4 to 87 (80ft Leg A325N 0.6250 4 1.56 20.34 to87ft) 1.05 Bolt Tension Diagonal 83.00 P4-57W-P7A/A 11 5.053 0.5450 0.0173 7963 81.50 CCISeismic andrew LDF4- 2 4.873 0.5334 0.0171 8214 50A(1 /2) From 4 to 83 (80ft Shear Top Girt to83ft) 0.6250 1 0.22 6.83 0.032 70.00 CCISeismic Tower Section 5 2 3.602 0.4539 0.0149 8192 60.00 HP4-5.2NS 2 2.651 0.3888 0.0127 7846 54.00 Side Arm Mount [SO 203-1] 2 2.153 0.3474 0.0114 7891 50.00 CCISeismic Tower Section 6 2 1.852 0.3188 0.0106 7952 47.00 CCISeismic andrew LDF5- 2 1.641 0.2971 0.0100 7998 50A(7/8) From 8 to 54 (40ft to54ft) Bearing T3 120 Leg 30.00 CCISeismic Tower Section 7 2 0.702 0.1762 0.0069 8028 14.00 CCISeismic (2) andrew LDF5- 2 0.209 0.0759 0.0035 11352 4.79 50A(7/8) From 8 to 150 (8ft 0.612 1.05 Member to20ft) 12.00 CCISeismic miscl Feedline 2 0.172 0.0646 0.0030 13244 1 Ladder (Af) From 4 to 148 (4ft 6.83 0.027 1.05 Member Block to20ft) 11.00 CCISeismic misd Safety Line 3/8 2 0.154 0.0591 0.0028 14448 1.0000 From 2 to 150 (2ft to20ft) 28.19 54.52 0.517 1.05 Bolt Tension 10.00 CCISeismic Tower Section 8 2 0.138 0.0536 0.0025 15893 tnxTower Report - version 8.0.5.0 Bolt Design Data Bolt�BoltSize Criteria Section Elevation Component Number Maximum Allowable Ratio Allowable No. Type Grade Of Load Load Load Ratio It in Bolts per Bolt per Bolt -Allowable K K T1 150 Leg A325N 0.6250 4 1.56 20.34 0.077 1.05 Bolt Tension Diagonal A325N 0.6250 1 3.60 6.83 0.526 1.05 Member Block Shear Top Girt A325N 0.6250 1 0.22 6.83 0.032 1.05 Member Block Shear T2 140 Leg A325N 0.7500 4 12.29 30.10 0.408 1.05 Bolt Tension Diagonal A325N 0.6250 1 6.03 10.44 0.577 1.05 Member Bearing T3 120 Leg A325N 0.8750 4 21.00 41.56 0.505 1.05 Bolt Tension Diagonal A325N 0.6250 1 4.79 7.83 0.612 1.05 Member Bearing Top Girt A325N 0.6250 1 0.18 6.83 0.027 1.05 Member Block Shear T4 100 Leg A325N 1.0000 4 28.19 54.52 0.517 1.05 Bolt Tension Diagonal A325N 0.6250 1 6.06 7.83 0.774 1.05 Member Bearing tnxTower Report - version 8.0.5.0 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390, Revision 0 September 09, 2019 CCI BU No 828109 Page 34 Section Elevation Component Boli' Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio KUr ft ft Ratio in Bolts per Bolt per Bolt Allowable A P„� 8.23 No. 134.4 0.6211 -3.58 9.85 K K P„ T5 80 Leg A325N 1.0000 4 36.11 54.52 0.662 1.05 Bolt Tension 150-140 ROHN 2.5 STD Diagonal A325N 0.6250 1 6.57 7.83 0.840 1.05 Member K=1.00 T3 120-100 L2x2x3/16 9.72 T2 140-120 Bearing T6 60 Leg A325N 1.0000 6 29.34 54.52 0.538 1.05 Bolt Tension K=1.00 Diagonal A325N 0.6250 1 7.97 11.70 0.681 1.05 Member 52.9 3.0159 -93.73 110.61 0.847' K=1.00 Bearing T7 40 Leg A325N 1.0000 6 34.13 54.52 0.626 1.05 Bolt Tension -126.60 159.91 Diagonal A325N 0.7500 1 9.66 14.14 0.683 1.05 Member L3x3xl /4 15.94 T5 80-60 ROHN 5 EH 20.04 6.68 43.6 6.1114 -162.14 Bearing T8 20 Diagonal A325N 0.7500 1 10.92 14.14 0.772 1.05 Member T6 60-40 ROHN 5 EH 20.04 6.68 43.6 6.1114 -198.76 239.35 0.830' Bearing Compression Checks ' Elevation Leg Design Data (Compression) Kl/r A R, rpP„ Ratio No. Pu KUr ft ft Ratio Section Elevation Size L L„ A P„� 8.23 No. 134.4 0.6211 -3.58 9.85 0.363' P„ ft ft ft int K K 0 P Ti 150-140 ROHN 2.5 STD 10.00 5.00 63.3 1.7040 -8.67 57.19 0.152' K=1.02 K=1.00 T3 120-100 L2x2x3/16 9.72 T2 140-120 ROHN 2.5 STD 20.00 4.00 50.7 1.7040 -55.19 63.56 0.868' K=1.00 K=1.00 T4 100-80 L2 1/2x2 1/2x3/16 12.28 T3 120-100 ROHN 3 EH 20.03 5.01 52.9 3.0159 -93.73 110.61 0.847' K=1.00 K=1.00 T5 80-60 L2 1/2x2 1/2x3116 14.07 T4 100-80 ROHN 4 EH 20.04 6.68 54.3 4.4074 -126.60 159.91 0.792' K=1.00 K=1.00 T6 60-40 L3x3xl /4 15.94 T5 80-60 ROHN 5 EH 20.04 6.68 43.6 6.1114 -162.14 239.35 0.677' K=1.00 K=1.00 T7 40-20 L3 1/2x3 1/2x1/4 19.21 T6 60-40 ROHN 5 EH 20.04 6.68 43.6 6.1114 -198.76 239.35 0.830' K=1.00 T7 40-20 ROHN 6 EHS 20.04 10.02 54.0 6.7133 -232.32 244.05 0.952' K=1.00 T8 20-0 ROHN 6 EH 20.03 10.02 54.8 8.4049 -270.41 303.76 0.890' K=1.00 P. / �P„ controls Diagonal Design Data [Compression Section Elevation Size L L. Kl/r A R, rpP„ Ratio No. Pu ft ft ft inz K K ,[,P, T1 150-140 Li 3/4x1 3/4x3/16 8.23 3.85 134.4 0.6211 -3.58 9.85 0.363' K=1.00 T2 140-120 L2x2xl /4 7.70 3.59 112.7 0.9380 -6.13 20.29 0.302' K=1.02 T3 120-100 L2x2x3/16 9.72 4.72 143.7 0.7150 -4.77 9.91 0.482' K=1.00 T4 100-80 L2 1/2x2 1/2x3/16 12.28 6.00 145.4 0.9020 -6.11 12.20 0.501 ' K=1.00 T5 80-60 L2 1/2x2 1/2x3116 14.07 6.85 166.1 0.9020 -6.61 9.36 0.706' K=1.00 T6 60-40 L3x3xl /4 15.94 7.79 157.9 1.4400 -7.98 16.54 0.483' K=1.00 T7 40-20 L3 1/2x3 1/2x1/4 19.21 9.45 163.4 1.6900 -9.75 18.11 0.5391 tnxTower Report - version 8.0.5.0 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390, Revision 0 September 09, 2019 CC/ BU No 828109 Page 35 Section Elevation Size L L. KI/r -A P. - �Pn Ratio No. Pn ft ft ft int K K q Pn K=1.00 T8 20-0 L31/2x31/2xl/4 20.93 10.30 178.0 1.6900 -11.22 15.26 0.736' K=1.00 1 P. / ¢Pn controls (� Top Girt Design Data (Compression) Design Section Elevation Size L G, Kt/r A Pn Ratio No. Section Elevation P„ R ft ft int K K tiiPn T1 150-140 L1 3/4x1 3/4x3/16 6.54 6.06 211.8 0.6211 -0.23 3.96 0.058' K=1.00 KUR > 200 (C) - 6 T3 120-100 L1 3/4x1 3/4x3/16 6.58 6.10 213.2 0.6211 -0.19 3.91 0.049' K=1.00 KUR > 200 (C) - 57 P. / �Pn controls Tension Checks ' P n / op. controls Leg Design Data Tension Section Elevation Size L L„ KI/r A P„ Ratio No. Size -� L Ln Kl/r A P„ 017n _ Ratio Pu ft ft _.....ft inz K.... K _d,Pn T1 150-140 ROHN 2.5 STD 10.00 5.00 63.3 1.7040 6.23 76.68 0.0811 T2 140-120 ROHN 2.5 STD 20.00 4.00 50.7 1.7040 49.14 76.68 0.6411 T3 120-100 ROHN 3 EH 20.03 5.01 52.9 3.0159 84.01 135.72 0.619' T4 100-80 ROHN 4 EH 20.04 6.68 54.3 4.4074 112.75 198.34 0.569' T5 80-60 ROHN 5 EH 20.04 6.68 43.6 6.1114 144.43 275.01 0.525' T6 60-40 ROHN 5 EH 20.04 6.68 43.6 6.1114 176.02 275.01 0.640' T7 40-20 ROHN 6 EHS 20.04 10.02 54.0 6.7133 204.76 302.10 0.678' T8 20-0 ROHN 6 EH 20.03 10.02 54.8 8.4049 236.69 378.22 0.626' ' P n / op. controls tnxTower Report - version 8.0.5.0 Diagonal Design Data Tension Section Elevation4 Size -� L Ln Kl/r A P„ 017n _ Ratio No. P„ It ft ft in' K _ K Pn T1 150-140 L1 3/4x1 3/4x3/16 8.23 3.85 88.6 0.3604 3.60 15.68 0.229' T2 140-120 L2x2x1A 7.70 3.59 73.1 0.5629 6.03 24.49 0.246' T3 120-100 L2x2x3/16 9.72 4.72 94.1 0.4308 4.79 18.74 0.256' T4 100-80 L21/2x21/2x3/16 12.28 6.00 94.4 0.5710 6.06 24.84 0.244' T5 80-60 L2 1/2x2 1/2x3/16 14.07 6.85 107.5 0.5710 6.57 24.84 0.265' T6 60-40 L3x3xl/4 15.94 7.79 102.0 0.9394 7.97 45.79 0.174' T7 40-20 L3 1/2x3 1/2xl/4 19.21 9.45 105.5 1.1034 9.66 53.79 0.180' T8 20-0 L31/2x31/2x1/4 20.93 10.30 114.8 1.1034 10.92 53.79 0.203' tnxTower Report - version 8.0.5.0 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390, Revision 0 P„ / �P„ controls Top Girt Desian Data [Tension September 09, 2019 CCI BU No 828109 Page 36 Section Elevation Size L L„ KUr A P. �P„ Ratio No. P„ ft ft ft in2 K KPA % T1 150-140 L1 3/4x1 3/4x3116 6.54 6.06 140.8 0.3604 0.22 15.68 0.014' T3 120-100 L1 3/4x1 3/4x3/16 6.58 6.10 141.7 0.3604 0.18 15.68 0.012' 1 P, / �P,, controls tnxTower Report - version 8.0.5.0 Section Capacity Table % Pass Section Elevation Component Size Critical P HPauow No. ft Type Element K K Capacity Fail T1 150-140 Leg ROHN 2.5 STD ........ 2 -8.67 60.05 14.4 Pass T2 140-120 Leg ROHN 2.5 STD 20 -55.19 66.74 82.7 Pass T3 120-100 Leg ROHN 3 EH 53 -93.73 116.14 80.7 Pass T4 100-80 Leg ROHN 4 EH 83 -126.60 167.90 75.4 Pass T5 80-60 Leg ROHN 5 EH 104 -162.14 251.32 64.5 Pass T6 60-40 Leg ROHN 5 EH 125 -198.76 251.32 79.1 Pass T7 40-20 Leg ROHN 6 EHS 147 -232.32 256.25 90.7 Pass T8 20-0 Leg ROHN 6 EH 162 -270.41 318.94 84.8 Pass T1 150-140 Diagonal L1 3/4x1 3/4x3/16 10 -3.58 10.34 34.6 Pass 50.1 (b) T2 140-120 Diagonal L2x2x1 A 24 -6.13 21.31 28.8 Pass 55.0 (b) T3 120-100 Diagonal L2x2x3/16 60 -4.77 10.40 45.9 Pass 58.3 (b) T4 100-80 Diagonal L21/2x21/2x3/16 88 -6.11 12.81 47.7 Pass 73.7 (b) T5 80-60 Diagonal L2 1/2x2 1/2x3116 110 -6.61 9.83 67.3 Pass 80.0 (b) T6 60-40 Diagonal L3x3xl/4 131 -7.98 17.36 46.0 Pass 64.9 (b) T7 40-20 Diagonal L31/2x31/2x1/4 152 -9.75 19.02 51.3 Pass 65.1 (b) T8 20-0 Diagonal L3 1/2x3 1/2x1/4 168 -11.22 16.02 70.1 Pass 73.5 (b) T1 150-140 Top Girt L1 3/4x1 3/4x3/16 6 -0.23 4.16 5.5 Pass T3 120-100 Top Girt L1 3/4x1 3/4x3/16 57 -0.19 4.11 4.6 Pass Summary Leg (T7) 90.7 Pass Diagonal 80.0 Pass (T5) Top Girt 5.5 Pass (T1) Bolt 80.0 Pass Checks RATING = 90.7 Pass tnxTower Report - version 8.0.5.0 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390, Revision APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 8.0.5.0 September 09, 2019 CCI BU No 828109 Page 37 § � Sate W §tf §� B§ «!S 2 15-- 1� 15§tt N W. §2 §0n §as@ �� 150 Ft Self Support Tower Structural Analysis Project Number 1788295, Order 501390, Revision APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 8.0.5.0 September 09, 2019 CCI BU No 828109 Page 38 CC plate Project 1 1 BU # 828109 Site Name Springfield Order # 501390 Rev. 0 InformationJower .........., ..... Tower Typel TypeSelf Su ort TIA-222 Revj H Q Apply TIA-222-H Section 15.5 Applied Loads Comp. Uplift Axial (k) 0.00 245.00 Shear (k) 0.00 28.00 '/1 Data Quantity: 6 Diameter (in): 1 Material Grade: A354 -BC Grout Considered: Yes lar (In): 0 Eta Factor, : 0.55 Thread Type: N -Included Configuration: Symmetrical Anchor • 1 1 Results Axial, Pu_t (kips) 40.83 Shear, Vu (kips) 4.67 Moment, Mu (kip -in) - Axial Cap, (nPn t (ki s) 56.81 Shear Cap., (�Vn (kips) 36.82 Moment Cap., (�Mn kip -in - Stress Rating 50.7% Fy=109 ksi Fu=125 ksi Pass CClplate - version 3.6.0 Analysis Date: 9/9/2019 Pier and Pad Foundation r " 8 Bu # :28109 Site Name: Springfield App. Number: 501390 Rev.0 TIA-222 Revision: H Top & Bot. Pad Rein. Different?: t` Tower Type: Self Support Block Foundation?: Superstructute Analysis Compression, P,omP: Reactions 280 kips Compression Shear, Vu -comp: 32 kips Uplift, P,lift: 245 kips Uplift Shear, Vu_uplift• 28 kips Pier Tie/Spiral Quantity, mt: 24 Pier Reinforcement Type: Tower Height, KI 150 Ift Base Face Width, BW:l 18.9 Ift BP Dist. Above Fdn, bPdit:l 3.5 lin PropertiesPier Pier Shape: Circular Pier Diameter, dpier: 3 ft Ext. Above Grade, E: 0,5 ft Pier Rebar Size, Sc: 9 Pier Rebar Quantity, mc: 12 Pier Tie/Spiral Size, St: 4 Pier Tie/Spiral Quantity, mt: 24 Pier Reinforcement Type: Tie Pier Clear Cover, ccp1er: 3 in • Properties Depth, D: 11.5 h Pad Width, W: 11.5 ft Pad Thickness, T: 2 ft Pad Rebar Size (Bottom), Sp: 7 Pad Rebar Quantity (Bottom), mp: 13 Pad Clear Cover, ccPad 3 in PropertiesMaterial Rebar Grade, Fy: 60 ksi Concrete Compressive Strength, F'c: 3 ksi Dry Concrete Density, 6c: 15D Ipcf Soil Properties Total Soil Unit Weight, y: 105 pcf Ultimate Gross Bearing, Quit: 16.000 ksf Cohesion, Cu: 245.00 ksf Friction Angle, rp. 30 degrees SPT Blow Count, Nblows: 50 Pass Base Friction, A: 0,35 3.71 Neglected Depth, N: 1.50 ft Foundation Bearing on Rock? No Groundwater Depth, gw: NIA ft Version 3.3.0 Foundation Capacity Demand Rating* Check Uplift (kips) 291.91 245.00 79.9% Pass Lateral (Sliding) (kips) 88.24 28.00 30.2% Pass Bearing Pressure (kso 12.00 3.71 29.4% Pass Pier Flexure (Comp.) (kip*ft) 869.65 320.00 35.0% Pass Pier Flexure (Tension) (kip'ft) 485.26 280.00 65.0% Pass Pier Compression (kip) 1708.19 292.72 16.3% Pass Pad Flexure (kip*ft) 667.69 223.24 31.8% Pass Pad Shear- 1 -way (kips) 223.21 64.50 27.5% Pass Pad Shear - 2 -way (Comp) (ksi) 0.164 0.075 43.4% Pass Flexural 2 -way (Comp) (kip*ft) 1016.28 192.00 18.0% Pass Pad Shear - 2 -way (Uplift) (ksi) 0.164 0.089 51.6% Pass Flexural 2 -way (Tension) (kip*ft) 1016.28 168.00 15.7% Pass <--Toggle between Gross and Net Rating per TIA-222-H Section 15.5 Soil Rating*: 79.9% Structural Ratin *: 55.0% Decimal Degrees Lat: 44.033278 Long: -123.007306 BU: 828109 WO: 1788295 Order: 501390 Structure: A Rev:J 0 Deg Min Sec + 44 1 59.80 - 123 0 26.30 Seismic Design Code: TIA-222-H* Site Soil: D Dense Soil/Soft Rock Risk Category: 11 USGS Seismic Reference SS: 0.7350 g S1: 0.3870 g T.: 16 s Importance Factor, le: 1 Acceleration -based site coefficient, Fa: 1.2120 Velocity -based site coefficient, F,,: 1.6260 Design spectral response acceleration short period, 50,: 0.5939 g Design spectral response acceleration 1. s period, SDj: 0.4195 g Seismic Design Category Based on S,,,: D Seismic Design Category Based on Sol: D Seismic Design Category Based on Sx: N/A Controlling Seismic Design Category: *Using ASCE 7-10 Seismic Parameters CCISeismic 3.2.3 Page 1 Analysis Date: 9/9/2019 !; CROWN �, ,�► CASTLE BU: 828109 WO: 1788295 Order: 501390 Tower Type: Self -Support Height, h: 150 ft Effective Seismic Weight, W: 25.92 kips Amplification Factor, A,: 1.0 Response Modification Factor, R:I 3 Wa WO W1 Weight of Structure and Appurtenances within top 5%, W2 K, Fa. Approximate Fundamental Period Self -Support, Ta: Seismic Response Coefficient, C Seismic Response Coefficient Max 1, Cema: Seismic Response Coefficient Max 2, C,,a: Seismic Response Coefficient Min 1, C$m;, Seismic Response Coefficient Min 2, C,mI, Controlling Seismic Response Coefficient, Cs, 11.5053 18.8800 13.5135 3.3501 4540 2.0782 0.4812 0.1980 0.2906 N/A 0.0300 N/A 0.1980 ft ft kips kips it hz Structure: A Rev: 0 2.7.8.1 s 2.7.7.1.3.2 2.7.7.1.1 2.7.7.1.1 2.7.7.1.1 2.7.7.11 2.7.7.1.1 Seismic Base Shear, V kips Period Related Exponent, k: 1.000 Sum of w;h; 1954.76 2.7.7.1.1 2.7.7.1.2 2.7.7.1.2 CCISeismic 3.2.3 Page 2 Analysis Date: 9/9/2019 I 10.0a 150.00 14�AL 0.4454 fid .y a.0"s 30 0.1695 0.6529 2 20.00 140.00 130.00 1.13788 147.91 0.0757 0.3883 0.1351 3 MOO 1:0.08 110 o 1.2x88 _ 137.37 0.3606 :.;a<t 4 20.00 100.00 90.00 1.6255 146.32 01749 0.3841 6.1931 5 20.00 80.00 70..00 2.09.47 146.96 :4750 0.33+:7 0.2487 6 20.00 60.00 50.00 2.7309 136.55 0.0699 0.3584 0.3244 '7 20.00 40.00 KCG: 2.8016 9401L 0..?430 0.2106 0.3328 E 20.00 2C.U0 10.00s 290ti 32.91 0.0168 0.0864 0.390£ CCISeismic 3.2.3 Page 3 Analysis Date: 9/9/2019 town rrqunt0 ! hsni .iod 518" F 4- 150.00 4.430!7 4.50 0.0029 0.0318 O:OG$6 Lower mounts 3 z 2' Pipe Maum 180.00 0.3103 1 50 O.OGOS 0 0039 0.0012 dbspecim 1JWG F35is-i7 154.00 0 OS00 7..50 0:0033 0-0197 0.0059 tpvle r mo ants Side Arm Mnu nt[50308.3] 148.00 0.1590 235: 0.0120 0.0618 0.0189 j 2 r u ' Punts I4' x 2' rxsrizonrai mount pipe 148,00 0.0800 1:.:54 0 0061 4.03k1 -44 (2) tower mounts 14' x 2" horizontal mount pipe 148.00 0.0800 11.84 0.0061 0.0311 0.0095 2I tower mounts 14' x 2" hortzontal mount pipe 148.00 0.0800 11.84 0.0 1 4.131; 4,0095 2) tower mounts 6'x 2" Mount Pipe 148.00 1 0.0400 5.92 1 0.0030 0.0155 O.0048 t 21 tower mounts 6' x 2" Mount Pill+ 148.00 0.0400 5.92 0003-13 r-..'•J',, r i4; #fi (2) tower mounts 6 x 2" Mount Pipe 148.00 0.0400 5.92 0.0030 0.0155 0.0048 nokia AAFIA w1 Mount Pipe 148.00 0.3000 44.40 0.02 r 11 .' 0,0356 nokia AAFIA w/Mount Pipe 148.00 0.3000 44.40 0.0227 0.1165 0.0356 nokia AAFIA wl Mount Pipe I4S.00 G.!I020 44.44 u,0,27 -..1 /61 0.0356 nokia AEHC w/ Mount Pipe 153.00 0.1100 16.28 0.00.83 0.0477 0.0131 nokia AEHC w/ Mount Pine 148:00 01100 In.28 0 0003 0,0427 r;.0.'.31 nokia AEHC w/ Mount Pipe 148.00 1 0.1100 16.25 0.0083 1 0.0427 0.0131 zgmlti5cp - FFHH-65C•➢3 wl Mount Pipe 0.1605 25,7E c� :ef,27. 0-.^024 0.0191 commscope FFHH-6SC-R3 w/ Mount Pipe 148.00 0.16405 23.76 0.0122 0.0624 0.0191 4ommpco aFFHH•65C-R3 w/Mount Pipe x%.=:00 0.1605 2x.76 0.0123 0.0624 il;41 nokia AHFIB 148.00 0.0900 13.32 0.0068 0.0350 0.0107 "13 6.0:t 0. -_ 03.32 O.00b'S 063511 nokia AHFIB 148.00 0.0900 13.32 0.0068 0.0350 0.0107 ,comms6Ppg HCS 2.0 PART 4 1;=.;%;: 0.0200 2--9E O.00iS 0.0078 0.0024 nokia AHLOA 148.00 0.0800 11.84 0.0061 C.0311 0.0095 nokia AJIL.'3A 13$-00 .7.0000 11.&1 0.00',61 0.0311 0-0095 nokia AHLOA 148.00 0.0800 1; 84 0.006, 0.0311 0.0095 ovcaP RNSNDC-7771-PF-48 148.00 6.0200 1 % O.ORIS 0-0078 0.0024 "-IpWm nrtwarfs 00300451)9C1A 140.00 0.0066 0.92 0.0005 -.:'lc` =o 0.0008 (2j camblum nctw4 Vs C0306450801A 0.01 t2 1115 0.0009 0.0049 0:0016 ca m bi.- ne two rM s C 030045 DD'I A 140.00 0.0066 0.92 0.0005 0.0024 0.0008 ubipuiti nitWork AP-5Ay-90 H0 14(7.00 I 0.0)0�-N 420 O.0071 0.01:.6 0.0036 [2I ubiquis. netuar. AP-5A�-90-HD 140.00 0.0600 8.40 0.0043 0.0220 0.0071 uhiqulti nal work AP-SAC-90-H0 140.00 4 20 O.r323. J.1i111? 0.0036 perta,C502020C 140.00 0.0200 2.80 0.0014 0.0073 C.0024 cambium ne[warks PMP 456M 140% 0.0300 4,20 0.0021 O.OIILI 0.0036 tower mounts Sector Mount ISM 701-31 140.00 0.8250 115.50 0.0591 0.3032 0.0980 (21 rowermsOnts Pipe Mount (P{}t1601-1) 87.00 0.1300 11.31 0-0053 0.029' 1 00154 ceragon F10EAIR IP -ICC 87.CO 0.0200 1.74 0.0009 C.0046 C.0024 urajon FIKAIR IP-20C 87100 0-0100 O.S7 O.00W 0.002 09012 tower mounts Pipe htaunt ?,h7 601 % 83.00 0.0650 5.40 0.0028 0.0142 0.0077 towerm tints Popp Mount(PM 602-11 60.00 0.0650 3.90 0-0020 0.0102 0.0077 dragonwave Horizcr DUO 60.00 0.0070 0.42 1 0.0302 0.0011 0.0008 tower mounts 5itk Arm 040�nt W 203 -11 5440 675 0:0035 0.0177 0.0148 dbspectra D54C06F36U-N 54.00 0.0400 2.16 0.0011 0.0057 6.0048 VH1P806.11 87.30 s•!:^li> 5-22 0.0027 0.0137 0.0071 VHiP3-1100-2WH 87.00 0.0500 4.35 0.0022 0.0114 0.0059 P4-57W-P7A/A 83,00 0.30P0 8.30 17.0047 0.0218 0.0119 radiowaves HP4-5.2NS 60-00 0.0900 5.40 0.0028 0.0142 0.0107 ukiquiti netwxk AF-24HID 140.00 0.0400 550 OX29 0-0147 0.0048 VHLPI-18 140.00 0.0100 1.40 0.0007 0.0037 0.0012 imusJRMC-680.301.1 140.0 (1.01410 140 0.0007 0.0437 0.01312 jirausJRMC-680.10/11 14;;00 0.0100 1.40 0.0007 0.0037 04012 CCISeismic 3.2.3 Page 4 Analysis Date: 9/9/2019 m'scf _3+mh3na Ladder AA FrtmmO to 150 140,00 1 IS0.00 145 DO I 0.084:• 1: t0 Od1O62 1 C.Q32O . 0.0160 iscf C+imh;rsF Larder (AF) From 0:e. lSO 120.00 140.00 130.00 1 0.1680 21.84 0.0112 0.0573 C.0200 -isctCHmb Ladder (AP F1'omoto ISO 100.9+"+ 120.0:1 I1000 0.1680 '-.1019 Q,w95 0.0485 00100 miscl Climbing Ladder (Af) From 0 to 150 80.00 100.00 90.00 0.1680 15.12 C 0077 0.0397 0.0200 mfscfCliMbin;,Ladder(Afl FmmOto150 60,0C k000 711.00 0.1680 2' '1e; 9100x0 OXW9 0-0200 miscl Climbing Ladder (Af) From 0 to 159 40.00 60.00 50.00 0.1680 8.40 O.0043 0.0220 0.0200 m&-.1 Climbinn Ladder Af} From 0 to 150 NJ 1010 4:;.00 3006 4.1680 5,04 O.6n.26 AAAM 0-02011 miscl Climbing Ladder(At) From O tc 150 0.00 20.00 10.00 0.1680 1.68 0.0009 0.0044 0.0200 miscl SLrfety ti,. e 318 From 2 to 150 W,m 150.0.0 145-00 C.(V322, 0.32 O0w+ 6,[+,x08 0r.•?703 mise., Safety Line 3/8 From 2 to 150 120.00 140.00 130.00 0.0.044 0.57 0.0003 C.O015 0.0005 " cl Safety tine 318 From 2 to 150 Ff 0 00 121 -cel 11C:•0ri : Cs;:i: t.4°• 11+.9002 0:0014 0.0005 miscl Safety Line 3/8 From 2 to 150 80.00 100.00 90.00 0.0044 0.4C C.0002 0.0010 0,00.'.5 rnfso)Safer Vrne 3/8 From 2 to 150 _ 60 GO e.0 Otl :`0 :k7 O.0G34 t:.3: O.0,I002 0.0005 0,0005 miscl Safety Line 3/8 From 2 to 150 40.00 E0.01- 50.00 0.0044 0.22 0.0001 0,0006 0.0005 miRci Safety Lure 316 From 2 to 150 2014 40.00 30.pQ 1-0.00.14 0.1.5 0.000,: 0.0003 0.ryx7S mise Safety Line 3/8 From 2 to 150 2.00 20.00 11.00 0.0040 0.04 0.0000 0.0001 0.0005 m0ci Feadline Wdde: (Af) Froin 0 to 140 12'7.Of+ 1 1'.-.0.00 13-0,00 f ,`. S:Ni 21,$81 0 :;.. I"1 0 0573 QMOO miscl Feedline Ladder (Af From 0 to 140 100.00 120.00 110.00 0.1680 18.48 0.0095 0.0485 0.0200 mi;ci Feedline tadder (AFiFrom0to 140 8[:,J 100.00 90.00 0.1680 L`,,.1} "1 :10 0.0397 miscl Feedline Ladder (Af) From C to 140 60.00 80.00 70.00 0.1680 1176 0.0060 C.0309 0.0200 Tnisol feedline Ladder (Af) From 0 to 140 r1 i=: 80.00 i:.PC- 0.1680 1 840 0.0043 w.fi21C 0.020C miscl Feedline Ladder (Af) From 0 to 140 20.00 40.00 30.00 0.1680 5.04 0"0026 0.0132 0.0200 m;sr.lFeed&neLaddgr!Af'Ftum0to14C 2OG :*..a.^ '.P,°;s3 3-613 tl:;.•�,.= 0.0034 O.D200 (2)andrew LDFS-SOA(7/8) From 8 to 150 140.00 150.00 145.00 0.0066 0.96 0.0005 0.0.^.25 0.0008 (1 drew LaFS-50 718 From 8 to 150 120.00 ;:G. r 130.00 0.0332 172 : C. '9 0.0045 0.0016 (2) andrew LDFS-SOA(7/8) From 8 to 150 100.00 120.00 110.00 0.0132 1.45 0.0007 0.0038 0.0016 42t arrdrawt8f3 7i$j FmmLE to 150 80.00 100,130 90.00 0,0132 1.19 0.0006 013031 0.0016 (2) andrew LDF5-SOA(7/6) From 8 to 15C 50.00 80.00 70.00 C.C132 0.92 C.0005 0.0024 0.0016 (2)andrewL7]F5:50 7/SV,Frnnr8to75O 40: k3 60.00 S6-00 0+'1�-. 0-66 0.0003 0-06t? 00016 ,(2) andrew LDF5-50A(7/8) From 8 to 150 20.00 40.00 30.07 0.013; 0.40 0.0702 0.0010 0.0016 (2) andrew LUt5 SOAQ/Sj From 8 to 150 8,w 20-%1 1400 OX- `2 0-1I C.0001 0-0)03 0-0009 andrew LDFS-SOA(716) From 8 to 54 40.00 54.00 47.00 0.0046 0.22 0.0001 0.0006 0.0005 andrew(DFS-.504171alPraro8 to 5.4 20,00 1Q-010 30.00 0.0066 0,20 00Q01 0.0!X'5 4p,00w andrew LDF5-50A(7/8) From 8 to 54 8.00 20.00 0.0040 0.06 C.0000 0.0001 0.0005 andrew LOF4 4WIM Fra. B to 60 44.1y.) iie.00 50.90 0.0030 4.15 '0.0001 0.01704 0.0004 andrew LDF4-50A(112) From 8 to 60 20.00 40.00 30.00 0.0030 0.09 0.0000 0.00J2 0.0004 4ndrswlDF 50Al1121,From8ta60 8,60 20.70 KOO. O,00i8 0-03 0.0000 O.w01 6-0002 miscl Feedline Ladder (Af) From 4 to 143 140.00 149.00 144.00 0.0672 9.68 0.0c50 0.0254 0.0080 mfacl Feediine Ladder(Afj From 4 to 148 120,00 14090 130-00 0.1680 21.84 0.0112 0.0573 6 6200 miscl Feedline Ladder (Af) From 4 to 148 100.00 1 120.00 110.00 C.16:O 18.48 0.0095 0.0485 0.0200 rni3d FeWilfne ladd6 (At) From 4 to 143 $.7 -;✓ 100.00 90 00 0.1.580 IS -12 0.0077 0.0397 0.0200 miscl Feed;ire Ladder (Af) From 4 to 146 60-00 80.00 70.00 0.1680 11.76 0.0060 0.0303 0.0200 mLcl Feedline Ladder Af) Fro -4 to 148 40.00 60.66 50.06 9.18410 1 8.40. 0.0043 0.0220 0.0200 miscl Feedline Ladder Af From 4 to 148 20.06 40.00 30.00 0.1680 1 5.04 0.002E 3.0132 0.0200 mfsci Fec4lin- ode+ Af) Fmm Oto 148 4,00 20,00 12.00 0. 3-61 0.0008 0.0042 0-0560 nokia HCS 2.0 Part 3(1-112) From 4 to 148 149.0^_ 148.00 144.00 0.0137 1.97 0.0010 0.0052 0.0016 np4ia HC520 Part 3(i-12 From 41D 148 120.00 140.0.0 1SO.DO 0.0342 d, 45. 0.0023 0.0117 O,OD41 nokia HCS 2.0 Part 3(1-1/2) From 4 to 148 100.00 120.00 110.00 0.0342 3.7E C-0019 0.0099 0.0041 nok fa HCS 2.0 Part 3(1-3121 Flom 4!o, 148 a000 10.00 04,00 0.0342 3:08 010016 0.0081 010041 nokfa HCS 2.0 Part 3F1-1/2) From 4 to 148 60.00 80.00 70.00 0.0342 2-39 0.0012 0.0063 0.0041 nokla HCS 2.0 Part 3(1-112) From 4 to 148 40:96 60.00 50.00 1 0-0342 1 71 0.0060 O.0645 0.0041 nokia HCS 2.0 Part 3(1-1/2) From 4 to 148 nokia HCS 10 Part 311-1121 From 4tv, 14a 20.00 4.00 _ 40.00 20.0D 30.00 12.DD 0.0342 0 0274 1.03 6.33 0.0005 0.0002_ 0.0027 0.0009 0.0041 0.0032 nokia ASU9325TYPOlr1-3 5 From 4 to 146 140.CO 148.00 144.00 0.0129 1.86 0.0010 0.0049 0.0015 n o6 is ASUC-17STYP0i(1-3A) Fium O to 14B vn" MOM 130,00 0.0323 4-20 O.w21 0.01M 00038 nokia ASU9325?YPOirl-3/5) From 4 to 148 _ 100.00 120.00 110.00 0.0323 3.55 0.0018 0.0093 0.00:8 r+okia 45U9.325TOOI I.3131 From 4 to 149 8D90 100.00 90.00 010323 2.9-q7 awn 0.0076 I 0.0038 nokia ASU9325TYP61(1-3,•'S) From 4 to 148 60.00 80.00 70.00 0.0323 2.26 0.0012 0.0059 0.0038 nckre AS 1.19325 TYPOS 1-3151 From to 10.5 {O.Ofa .60,00 50,00 1 0.0323. 1.61 0,0008 0,0042 0-0036 rai-3 AS U932S TY PO lr1 3/SY F -gym 4 tr. 145 20.00 40.00 30.00 0.0323 0.57 0.0005 0,00:5 0.0038 narrm ASV93251'POijl- rrj) F,O- 4 it 148 4,00 20,00 17100 0,4258 0-31 O.DF702 0.0008 0-0031 a no!ew 1 OF4-50A(1/2! F.;,r.4 t 87 80.CC 87.00 83.50 0.001i 0.09 0.0000 0.0002 0.0603 andrew LDF4.506 1/2 From 4 to 87 60.00 80,00 .10,00 0-0030 0.21 6;0001 .6,006 6.0004 a nd rev. 10 F4-,',OA[I Ll.' From A t 97 40.00 611.0,^. 50.00 0.0030 0.15 C.Oc01 0.0004 0.0004 andrew LDF430 1/2) From 4 to 87 20.00 40.00 w 00 0:0030 0-09 O.mw 0.0002 0.000.5 andrew LDF4-50Ar1 1, From 4 to 87 4.00 20.00 12.00 0.0024 0.03 0.0000 MOM 0,0003 tlriies 17iic001"ve LMR-40DOM From 4 to 417 Sb -00 87,04 8334 O.p005 0-04 OA000 D,0001 0.0001 times microwave LMR -400(3/8) From 4 to 87 60.00 80.00 70.00 0.0014 0.10 0.00_00 0.0002 0.0002 times trxkraw,ave LMR A00 3M From 4 To 87 40.00 60.0D 50,00 O.OD14 0, Q:ww 0,0002 0.0007 Eames microwave LMR -400'3 ) From 4 to 67 20.00 40.00 30.00 0.0014 0.04 0.0000 0.0001 0.0002 times mlcor a LMR -400 3f81 From Oro 87 4.00 20.00 32.00 00¢II D.01 0,01.106 0:0000 .0.0001 andrew LDF4-SOA(1/2; From 4 to 83 80.00 83.00 81.50 0.0005 0.04 0.0000 0.0001 0.0001 xndreW LDF4-SCA(1(2) From4 to 83 fs0-00 80.00 70.00 0-0030 6.21 0:17061 0:0006 0,0004 andrew LDF4-50A(1%) From 4 to 83 40.00 60.00 50.00 0.0030 0.15 0.0001 0.0004 0.0004 misd 1" Ri id Steel Condult From 4 to 150 120.00 150.00 130.00 0.0306 3.98 0.0020 0.0104 0.003E ^110[11' 11 id Steal Cdildult From 4 to 150 100.00 320.00F 10,00 0.0306 -�--}'7 0.D017 � 0.[1088 0.0036 misci 1" Rigid Steel Conduit From 4 to 150 80.00 100.00 90.00 0.0306 2,75 1 0.0014 1 0.0072 1 00,336 1 CCISeismic 3.2.3 Page 5 Analysis Date: 9/9/21719 m-sclI"Rigid Steel ConduitFrom 4to150 _y 60.00 1 ta7.00-_ 70.00 0.0306 2.14 0.0011 miscl V Rigid Steel Conduit From 4 to 150 - -11" Rigid Steel Conduit From 4 to 150 40.00 $0.00 60.00 4;.' ell 50.00 30 OD 0.0306 0.4306 1.555 0.92 0.0008 0.000a 0.0040 0.0024 0.0036 0.0095 m'scl 1" Rigid Steel Conduit From 4 to 150 4.00 20.00 12.00 0.0.745 0.29 0.0002 0.0008 0.0029 ' 15 alpha wire 15-1787-BK001IV41 From Oto 140 120.00 140.06 130 00 1.99 0 0010 0 X52 0.0015 (15) alpha wire 15-1787-BK001(1/4) From 0 to 140 100.00 120,00 110.00 0.0153 2.68 0.0009 C.0044 0.0018 15) alpha wire 15.1787-BK.001(1 47 From 0 to 140 80.30 F.✓,..ii':+ 90.00 0.0153 ` =t; 0."0 0.0006 0.01418 (15) alpha wire 15.1787-SK001(1/4) From 0 to 140 60.00 80.00 1.0.00 0.0153 1.07 0.0005 0.0028 0.0018 173 a) ha wire 15.1787-BK002(1/4) From Q to 140 40-00 �:! r,. 50 Oe 0.0158 V.; 0 CM4 0.0020 J.QOSB (15) alpha wire 15-1787-BK001(1/4) From 0 to 140 20.00 40.01) 30.00 0.01533 0.46 0.0002 0.0012 0.0018 115) alpha wire 15-1787-BK001(7/4) Fro- 0 to 140 0.00 10.00 .:: r �+07 u' 0004 C.t*n8 rosenberger leo n! 12 PAI R(3/8) From 0 to 140 120.00 140.00 130.00 0.0016 0.21 0.0001 0.0005 0.0002 apsenberger 112 l2PAlq 3 8i From Wo 14D 10000 120.00 110.00 "; rk,,:. t,s a 0,0005 ; .eMq rosenberger leoni 12 PAI R(3/8) From 0 to 140 80.00 100.00 90.00 0.0018 0.14 0.0001 0.0004 0.0002 rosenbe rper loan 112PAfR(3/S)Frorn0to140 60.00 80.() x ""71 r 0.11 0.0001 0.0043 0.0002 rosenberger leoni 12 PAIR(3/8) From 0 to 140 40.00 1 60.00 - O.GG16 0.06 1 0.0000 0.0002 0.0002 resenbe er [von; 12 PAIR(318) From Oto 140 2(1.00 Ac.44" r.o 0.0000 0 .}:n;;. F OW. rosenberger leoni 12 PAIR(3/8) From 0 to 140 0.00 20.00 30.00 0.0016 0,02 0.0000 0.0000 0.0002 misri Feed Me, Ladder jAYl From 0 to 140 1'.:Y100 I. Id U:3 ;30..]0 c.16B0 _ 2.1.84 04112 L.y°;` 0 02110 miscl Feedline Ladder (Af) From 0 to 140 100.00 120.00 110.00 0.1680 18.48 0.0095 0.0485 0.0200 misci Feedline addar (Afl From O to 140 80.00 100.00 Ww :1.; 630 1=, 12 0 0.0397 6.0243 miscl Feedline Ladder (Af} From Oto 140 60.00 80.00 70.00 0.1680 11,76 0.0060 O.C309 0.0200 miscl Feedline Ladder (A[) From n to 140 40.00 60.00 50.00 0 :x t ;: ` 0.0220 0.0200 miscl Feedline Ladder (Af) From 0 to 140 20.00 40.n0 3.).00 0.1680 5 u4 RCO26 0.0732 0.0200 miscl FeadBne Ladd-• (Af) From 0 to 140 0.00 20,00 10 00 68 ;.10 1.-,«� 0.0009 0.0044 Sum CCISelsmic 3.2.3 Page 6 Analysis Date: 9/9/2019 AMrRM SOCIETY OF CML ENGINEERS Address: No Address at This Location ASCE 7 Hazards Report Standard: ASCE/SEI 7-10 Elevation: 1053.23 ft (NAVD 88) Risk Category: II Latitude: 44.033278 Soil Class: D - Stiff Soil Longitude: -123.007306 MOS Page 1 of 3 Fri Sep 06 2019 r r }idly' MOS Page 1 of 3 Fri Sep 06 2019 ASCE "' NILENGINEERS Seismic Site Soil Class: D - Stiff Soil Results: SS 0.735 SDS 0.594 S, 0.387 SW 0.42 Fa 1.212 TL 16 F„ 1.626 PGA : 0.352 SMS 0.891 PGA M : 0.404 SM, 0.629 FPGA 1.148 le : 1 Seismic Design Category D 0,9 low MCER Response Spectrum 0-8ie 0-7 = i 06 0,5 j 0.4 0.3 •� 0.2 0.1 4 0..- 2 4 16 18 Sa (91 vs Tts) 0.6 » 0.5 0.4 0.3 d 0.2 0.1 Design Response Spectrum 2 4 - a �10 12 14 16 18 Sa J vs T(s) Data Accessed: Fri Sep 06 2019 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. t :// line/ Page 2 of 3 Fri Sep 06 2019 ASC, A IEPoCANSOCIETYOFCMLENGINEMS Ice Results: Ice Thickness: 0.25 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Data Source: Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Date Accessed: Fri Sep 06 2019 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3 -second gust speeds, for a 50 -year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. htt• s:tlasce7hazardtool.online/ Page 3 of 3 Fri Sep 06 2019 ALYRICA LOCATION CODE: ALYRICA SITE NAME: NIA QUARRY HILL PROJECT DESCRIPTION: ANTENNA COLLOCATION TOWER TYPE: 150' SELF-SUPPORT SITE ADDRESS: 800 S 18TH ST SPRINGFIELD, OR 97477 (LANE COUNTY) JURISDICTION: CITY OF SPRINGFIELD PRESENT TELECOMMUNICATIONS OCCUPANCY TYPE. FACILITY CURRENT ZONING: ❑M PARCEL M 1803010001100 PROJECT INFORMATION "LATITUDE N 44° 01' 59.80" *LONGITUDE W 123° 00'26.30" 'GROUND ELEVATION (AMSL) = 11,056-t 'INFORMATION PROVIDED BY ATC I��Ielela1Iu-lk111 ! Spr(ndNld . - - .+, sr CITY, STATE, ZIP: �_--" CONTACT: GABRIEL DALEY PHONE:480)) --- SITE NAME: SPRINGFIELD SITE NUMBER: 828109 CIVIL ENGINEER: C5 NAME: TOWER ENGINEERING C6A PROFESSIONALS ADDRESS: 5319 SW WESTGATE DR, SUITE 230 CITY, STATE, ZIP: PORTLAND, OR 97221 CONTACT: PAUL TIBBOT, P.E. PHONE: (503) 310-9225 '•%BEY viEi4 'JT- "' s acr. -ry a.K R '- w 5tt-;T .y G. I LOCATION MAP emwL)I FROM PORTLAND: HEAD SOUTH TOWARD I-5 S. TAKE EXIT 194A TO MERGE ONTO OR -126 E. TAKE THE EXIT TOWARD SPRINGFIELD CITY CENTER. TURN RIGHT ONTO PIONEER PKWY W AND CONTINUE ONTO S 2ND ST (SIGNS FOR OREGON 126 BUSINESS Ey. TURN LEFT ONTO S A ST AND THEN TURN RIGHT ONTO S 18TH ST. TURN RIGHT AFTER THE RAILROAD TRACKS. FOLLOW ROAD TO GATE AT END. KEY IS IN T -MOBILE LOCK BOX. °"""' ALYRiCA 521 N 19TH ST STE 6 PHILOMATH, OR 97370 ALYRICA LOCATION CODE: N/A ALYRICA SITE DAME: QUARRY HILL LESSEE: NAME: ALYRICA NETWORKS, INC. ADDRESS: 521 N 19TH ST STE B CITY, STATE, ZIP: PHILOMATH, OR 97370 CONTACT: CHARLES SULLIVAN PHONE: (541) 609-8661 TOWER MANAGER: NAME: CROWN CASTLE ADDRESS: 2055 S STEARMAN DRIVE CITY, STATE, ZIP: CHANDLER, AZ 85286 CONTACT: GABRIEL DALEY PHONE:480)) 735-6929 SITE NAME: SPRINGFIELD SITE NUMBER: 828109 CIVIL ENGINEER: C5 NAME: TOWER ENGINEERING C6A PROFESSIONALS ADDRESS: 5319 SW WESTGATE DR, SUITE 230 CITY, STATE, ZIP: PORTLAND, OR 97221 CONTACT: PAUL TIBBOT, P.E. PHONE: (503) 310-9225 PROPERTY OWNER: NAME: KNIFE RIVER CORPORATION - NORTHWEST ADDRESS: 32260 OLD HWY 34 CITY, STATE, ZIP: TANGENT, OR 97389 800 S 18TH ST SPRINGFIELD, OR 97477 (LANE COUNTY) ALL WORK AND MATERIALS SHALL BE PERFORMED AND INSTALLED IN ACCORDANCE WITH THE CURRENT EDITIONS OF THE FOLLOWING CODES AS ADOPTED BY THE LOCAL GOVERNING AUTHORITIES. NOTHING IN THESE PLANS IS TO BE CONSTRUED TO PERMIT WORK NOT CONFORMING TO THE LATEST EDITIONS OF THE FOLLOWING: 1. OREGON STRUCTURAL 4. 2017 OREGON £LECTMCAL SPECIALTY CODE (2014 EDITION) SPECIALTY CODE 2. OREGON CODE COUNCIL 5. LOCAL BUILDING CODE 3. ANSIITIA.222-G-2-2009 6. CITY/COUNTY ORDINANCES CODE COMPLIANCE INSTALL ((B ANTENNAS • INSTALL (4� MICROWAVE DISHES INSTALL l(1 SYNCBOX 12 • INSTALL 1 JUNCTION BOX INSTALL (10IY4" CAT 5 IN 2.5" PVC CONDUIT INSTALL (1) /e FIBER IN 2.5" PVC CONDUIT INSTALL (5) a' DC POWER IN 2.5" PVC CONDUIT • INSTALL (3) 8' TAPERED ANTENNA MOUNTS SCOPE OF WORK UTILITIES: POWER COMPANY: SPRINGFIELD UTILITY BOARD CONTACT: CUSTOMER SERVICE PHONE: (571) 746-8451 METER # NEAR SITE: 71 157 485 TELEPHONE COMPANY: CENTURYLINK CONTACT: CUSTOMER SERVICE PHONE: (866) 642-0444 PHONE # NEAR SITE: (541) 746-7394 PEDESTAL # NEAR SITE: 800-21 REV N7 PROJECT NOTES 0 Ci SITE PLAN 0 C2 COMPOUND LAYOUT 0 63 TOWER ELEVATION G C4 ANTENNA LAYOUT 0 C5 PROPOSED ANTENNA SCHEDULE "POSED 0 C6A DETAILS I p C66 I EQUIPMENT DETAILS II 0 I DRIVING DIRECTIONS 11 CONTACT INFORMATION 11 INDEX OF SHEETS I "P_LA4 'S, PREP BY. -TIIMER ENGINEERING MAMMALS 53i� M VVE�TGAFE DR, SUITE 230 PORTLAND, OR 97221 OFFICE: (503) 310-9225 www.lepgroup.net DRAWN BY: I.- I CHECKED BY: -'C'r SEAL: �77001A£� OREGON K4� 9. D, T� RENEWS D6/30/20 SHEET NUMBER: EV(SiON: T-1 EPt...._° 27-I CONS-T9UCTION �. 173 -19 -In FCFLIN11IHA?'i IREVI DATE I ISSUED FOR - DRAWN BY: I.- I CHECKED BY: -'C'r SEAL: �77001A£� OREGON K4� 9. D, T� RENEWS D6/30/20 SHEET NUMBER: EV(SiON: T-1 EPt...._° PROJECT NOTES: 1. ALL REFERENCES TO THE OWNER IN THESE DOCUMENTS SHALL BE CONSIDERED ALYRICA NETWORKS INC OR ITS DESIGNATED REPRESENTATIVE. 2. ALL WORK PRESENTED ON THESE DRAWINGS MUST BE COMPLETED BY THE CONTRACTOR UNLESS NOTED OTHERWISE. THE CONTRACTOR MUST HAVE CONSIDERABLE EXPERIENCE IN PERFORMANCE OF WORK SIMILAR TO THAT DESCRIBED HEREIN. BY ACCEPTANCE OF THIS ASSIGNMENT, THE CONTRACTOR IS ATTESTING THAT HE DOES HAVE SUFFICIENT EXPERIENCE AND ABILITY, THAT HE IS KNOWLEDGEABLE OF THE WORK TO BE PERFORMED AND THAT HE IS PROPERLY LICENSED AND PROPERLY REGISTERED TO DO THIS WORK IN THE STATE OF OREGON. 3. WORK SHALL BE COMPLETED IN ACCORDANCE WITH THE 2014 OREGON STRUCTURAL SPECIALITY CODE. 4. UNLESS SHOWN OR NOTED OTHERWISE ON THE CONTRACT DRAWINGS, OR IN THE SPECIFICATIONS, THE FOLLOWING NOTES SHALL APPLY TO THE MATERIALS LISTED HEREIN, AND TO THE PROCEDURES TO BE USED ON THIS PROJECT. 5. ALL HARDWARE ASSEMBLY MANUFACTURER'S INSTRUCTIONS SHALL BE FOLLOWED EXACTLY AND SHALL SUPERSEDE ANY CONFLICTING NOTES ENCLOSED HEREIN. & IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE TO INSURE THE SAFETY OF THE STRUCTURE AND IT'S COMPONENT PARTS DURING ERECTION AND/OR FIELD MODIFICATIONS. THIS INCLUDES, BUT IS NOT LIMITED T0, THE ADDITION OF TEMPORARY BRACING, GUYS OR TIE DOWNS THAT MAY BE NECESSARY. SUCH MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER THE COMPLETION OF THE PROJECT. 7. ALL DIMENSIONS, ELEVATIONS, AND EXISTING CONDITIONS SHOWN ON THE DRAWINGS SHALL BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO BEGINNING ANY MATERIALS ORDERING, FABRICATION OR CONSTRUCTION WORK ON THIS PROJECT. CONTRACTOR SHALL NOT SCALE CONTRACT DRAWINGS IN LIEU OF FIELD VERIFICATIONS. ANY DISCREPANCIES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE OWNER AND THE OWNER'S ENGINEER. THE DISCREPANCIES MUST BE RESOLVED BEFORE THE CONTRACTOR IS TO PROCEED WITH THE WORK. THE CONTRACT DOCUMENTS DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES. OBSERVATION VISITS TO THE SITE BY THE OWNER AND/OR THE ENGINEER SHALL NOT INCLUDE INSPECTION OF THE PROTECTIVE MEASURES OR THE PROCEDURES. 8. ALL MATERIALS AND EQUIPMENT FURNISHED SHALL BE NEW AND OF GOOD QUALITY, FREE FROM FAULTS AND DEFECTS AND IN CONFORMANCE WITH THE CONTRACT DOCUMENTS. ANY AND ALL SUBSTITUTIONS MUST BE PROPERLY APPROVED AND AUTHORIZED IN WRITING BY THE OWNER AND ENGINEER PRIOR TO INSTALLATION. THE CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF THE MATERIALS AND EQUIPMENT BEING SUBSTITUTED. 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING, MAINTAINING, AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT THIS PROJECT AND RELATED WORK COMPLIES WITH ALL APPLICABLE LOCAL, STATE, AND FEDERAL SAFETY CODES AND REGULATIONS GOVERNING THIS WORK. 10. ACCESS TO THE PROPOSED WORK SITE MAY BE RESTRICTED. THE CONTRACTOR SHALL COORDINATE INTENDED CONSTRUCTION ACTIVITY, INCLUDING WORK SCHEDULE AND MATERIALS ACCESS, WITH THE RESIDENT LEASING AGENT FOR APPROVAL. 11. ALL PERMITS THAT MUST BE OBTAINED ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR WILL BE RESPONSIBLE FOR ABIDING BY ALL CONDITIONS AND REQUIREMENTS OF THE PERMITS. 12. IF APPLICABLE, ALL CONCRETE WORK SHALL COMPLY TO LOCAL CODES AND THE ACI 318-11, "BUILDING REQUIREMENTS FOR STRUCTURAL CONCRETE". 13. ALL TOWER DIMENSIONS SHALL BE VERIFIED WITH THE PLANS (LATEST REVISION) PRIOR TO COMMENCING CONSTRUCTION. NOTIFY THE ENGINEER IMMEDIATELY IF ANY DISCREPANCIES ARE DISCOVERED. THE OWNER SHALL HAVE A SET OF APPROVED PLANS AVAILABLE AT THE SITE AT ALL TIMES WHILE WORK IS BEING PERFORMED. A DESIGNATED RESPONSIBLE EMPLOYEE SHALL BE AVAILABLE FOR CONTACT BY GOVERNING AGENCY INSPECTORS. 14. ALL TOWER MODIFICATION WORK SHALL BE IN ACCORDANCE WITH TIA-1019—A STANDARD FOR INSTALLATION, ALTERATION AND MAINTENANCE OF ANTENNA SUPPORTING STRUCTURES AND ANTENNAS. FLAD5 rK�PkMEp OR: : • • '"i ALYRICA • 5241 N $9TH SToSTE S IN 0 0 P'�ILOPTH, ORc,972VOv • • OFFICE: 5541) 92P-3359 w • PROJECT INFORMATION: ALYRICA LOCATION •• : CODE : N/A W-Y.RICili $ITIr NAME: QUARRY HILL 800 S 18TH ST, SPRINGFIELD, OR 97477 (LANE COUNTY) I PLANS PREPARED BY: TOWER ENGINEERING PROFESSIONALS 5319 SW WESTGATE DR, SUITE 230 PORTLAND, OR 97221 OFFICE: (503) 310-9225 www.tepgroup.net SEAL: 7700'1 PE' ! .0OREGON 9�mo° 91 RENEWS 06/30/20 O 09-27-J9 CONSTRUCTION A 09-19-19 PRELIMINARY REV DATE ISSUED FOR: DRAWN BY: KT I CHECKED BY: PDT SHEET TITLE: PROJECT NOTES SHEET NUMBER:REVISION: N-1 ° EP#:239065.3006 19 NOTES: 1. SITE PLAN DETAILS SHOWN BELOW PROVIDED BY LOCAL GIS AND CROWN CASTLE RECORDS. 2. ALL GROUNDWORK TO BE PERFORMED - - WITHIN PROPOSED ALYRICA LEASE - - - - _ _ AREA. NO PROPOSED ADDITIONS TO C - - - - - - -I EXISTING SITE FOOTPRINT. 3. SETBACK DIMENSIONS ARE TAKEN FROM CENTER OF CROWN CASTLE T 1 -IT TOWER TO ADJACENT PROPERTY LINE. �� J� F T I I I I j LLLI-1J IL---------> I r-------- —}J ---- I I I I \10 ___F—�-- ZONING: LD 'F —IS 2ND STI A ASH ST I I I I I I \ �R/Wl--L--I-----R W_ II I T-R/W----1---r---/--IR/W-IL_---� I I I II i —I `r I I I I r-----, _L_-) \- R/W- _L --,_-� _ R/W_JL- -T-----r-R/W- - --------.R/W---- I DORIS ST I I I I I I DATE RECEIVED 1p l"1 I l `A JOB ZONE OCCUPANCY GROUP UNIT OCCUPANCY LOAD STORIES TYPE CONSTRUCTION LEGAL DESCRIPTION I i D ADDRESS S OWNER �v\` i�1�t-! CAD-re ZONING: LD ZONING: BK ZOnIN�',_HI ZONING: OM - I --i—�_��- ZONING: HI --�i I I I ! I EXISTING BUILDING I BY OTHERS (TYP) I 17-------------I f I I I I I I ri , � I I 0 i I I N1 I N ( I I I 1 I I N/F: — . KNIFE RIVER CORPORATION— I I I NORTHWEST PARCEL #: 1803010001100 s I ZONING: QM ` F` — — — ZONING: AGUH --- L -1225'-9"t 1432'-9"t I I 1 I I — -L_. _ J I y f I THE CONTENTS HERE ON HAVE BEEN REVIEWED, WITH I ALTERATIONS NOTED ON THE PLANS OR BY ATTACHMENT. CHANGES OR ALTERATIONS MADE TO THE APPROVED I I DRAWINGS OR PROJECT AFTER THE DATE BELOW SHALL I BE APPROVED BY THE BUILDING OFFICIAL. I I CITY OF SPRINGFIELD, OREGON ZONING: QM APPROVED BY DATE + I f ------------ ZONING: PL --------------__--__ SITE PLAN SCALE: 1" = 600' EXISTING CROWN CASTLE f -- j - - - - - - COMPOUND. SEE SHEET C-2 y FOR DETAILS. y I l , y � n ZONING: PL 1, � fr H i I I +r FIr f` �- �{ L 'f LEGEND 0 _ 600 1200 SCALE IN FEET �cs t x 770011 PE OREGON 91 RENEWS 06/30/20 EXIST. PROPERTY LINE PROPERTY CORNER ----- AL.. PROPERTY LINE - -R/W-- RIGHT-OF-WAY — - — EXISTING EASEMENT REVISION: 0 EXISTING TREE LINE 0 _ 600 1200 SCALE IN FEET �cs t x 770011 PE OREGON 91 RENEWS 06/30/20 0 09-27-19 CONSTRUCTION A 09-19-19 PRELIMINARY IREVJ DATE ISSUED FOR: DRAWN BY. KT I CHECKED BY: PDT SHEET TITLE: SITE PLAN SHEET NUMBER: c.1 REVISION: 0 EP#:239065.300019 N 9'_ 6., � 46'-0•. 16•_8„ (CoMpOUND 4R- t . irk UTILITY FRAME ry / N (ABANDONED) CROWN CASTLE + fT� 6'-0'x8'-0" PLATFORM `b GPS + PROPOSED 4'-0"x4'—O" SILKE e (TYP) + ALYRICA GROUND SPACE. COMMUNICATIONS co SEE NOTE 2, THIS SHEET. 10'—O"x13'—o" .1 j - = BUILDING/AREA �a 0)�10'-5" 0) UTILITY - + ' FRAME / +.. + + + + + I ` LEG A + + + + =356' ++ 3'-0" N WORKING m� CLEARANCE 150'-0" - (TYP) I co SS TOWER 5'-O"x5'-0" FIND PAD--� ALYRICA NETWORKS INC. j o (TYP) 4'-0"x4'-0" j 2', AREA j' T -MOBILE vi 3'-0"x3'-0" LPG TANK -� PAD/AREA -�- j SAFETY CLEARANCE (TYP) NOTES: 1. COMPOUND DETAIL SHOWN BELOW TAKEN FROM CROWN CASTLE WEBSITE. CONTRACTOR TO VERIFY ALL EXISTING INFORMATION IS AS INDICATED ON SITE PLAN. CONTRACTOR IS TO ESTABLISH THE EXISTENCE AND LOCATION OF ALL EXISTING OVERHEAD AND UNDERGROUND UTILITIES. IMMEDIATELY NOTIFY THE CONSTRUCTION MANAGER OF ANY DISCREPANCIES. 2. ALL GROUNDWORK TO BE PERFORMED WITHIN PROPOSED ALYRICA GROUND SPACE. NO PROPOSED ADDITIONS TO EXISTING SITE FOOTPRINT. COMPOUND DETAIL SCALE: N.T.S. rT-MOBILE ' + + 12'-D"x14'-D" J PAD IN A I 3'-01.0 I +I + 12'-0"x16'-11" I FND PIER ICE I AREA I (TYP) BRIDGE / (TYP) GPS &OMNI � 1 45- 5 -6" (COMPnI I A,,. PgggS ,rRgP&RgDo OR:: ALYRiCA 591 N•19TH ST� STE®B : : _TH, 0� 97570 • • OF71ICE: O(541) 9?9-35 0 PROJECT INFORMATION: ALYRICA ®LOCATION AYRI—ll Irt :NAME: QUARRY HILL 800 S 18TH ST, SPRINGFIELD, OR 97477 (LANE COUNTY) I PLANS PREPARED BY: TOWER ENGINEERING PROFESSIONALS 5319 SW WESTGATE DR, SUITE 230 PORTLAND, OR 97221 OFFICE: (503) 310-9225 www.tepgroup.net SEAL: D PROfF�� 4,.PTTO01PE'� OREGON �la'rh g, Zo'' �D.$ RENEWS 06/30/20 O 09-27-19 CONSTRUCTION A 09-19-19 PRELIMINARY REV DATE ISSUED FOR: DRAWN BY.- KT I CHECKED BY: PDT SHEET TITLE: COMPOUND DETAIL SHEET NUMBER: REVISION: C-2 EP#:239OG5.300619 NOTE: TOWER ELEVATION IS FOR SCHEMATIC PURPOSES ONLY. TEP DID NOT CONFIRM EXISTING SITE CONDITIONS INCLUDING, BUT NOT LIMITED TO, ANTENNA HEIGHTS, ANTENNA AZIMUTHS, AND MOUNT CONFIGURATIONS. 167'-8"f f T/APPURTENANCE 154'-0"t T/LIGHTNING ROD 150'-0"f T TOWER gL 0'-0" (REFERENCE) T/CONCRETE EXISTING TOWER ELEVATION SCALE: 1" = 20' EXISTING OMNI ANTENNA BY OTHERS EXISTING LIGHTNING ROD (TYP) EXISTING ANTENNA BY OTHERS (TYP) EXISTING MICROWAVE DISH BY OTHERS (TYP) EXISTING SELF-SUPPORT TOWER NOTE: TOWER ELEVATION IS FOR SCHEMATIC PURPOSES ONLY. TEP DID NOT CONFIRM EXISTING SITE CONDITIONS INCLUDING, BUT NOT LIMITED TO, ANTENNA HEIGHTS, ANTENNA AZIMUTHS, AND MOUNT CONFIGURATIONS. OL 167'-8"t S T/APPURTENANCE OL 154'- 0"f T LIGHTNING ROD 150,-O"± T/TOWER OL 141'-0"t ALYRICA DISH 140'-0"t /ALYRICA ANTENNAS 136'-0"t CL/ALYRICA ANTENNAS OIL 135'-O"± /ALYRICA DISH ob 0'-0" (REFERENCE) T CONCRETE 0 20-40 J PROPOSED TOWER ELEVATION SCALE IN FEET I SCALE: 1" = 20' Pp IS ?RgPaRgD '.!FOR:. ; • . :......... .. .. .. .. . .. . ' ALYRICA • 5?1 N •19TH ST5 STEmB EXISTING OMNI ANTENNA • ; : P?ILON'1TH, CFI; 97570 BY OTHERS • OF510E: x(541) 99-35�0 EXISTING LIGHTNING ROD (TYP) EXISTING ANTENNA BY OTHERS (TYP) PROPOSED ANTENNA BY ALYRICA (TYP OF 8). SEE SHEETS C-4 THROUGH C-5 FOR DETAILS. PROPOSED MICROWAVE DISH BY ALYRICA (TYP OF 4). SEE SHEETS C-4 THROUGH C-5 FOR DETAILS. PROPOSED 8' TAPERED ANTENNA MOUNT BY ALYRICA (TYP OF 3) TO BE MOUNTED PER SPECIFICATIONS OF PASSING MOUNT ANALYSIS. SEE SHEET C-4 FOR DETAILS, EXISTING MICROWAVE DISH BY OTHERS (TYP) (10) Y" CAT 5, (5) Y" DC POWER, AND (1) %7 FIBER IN 2.5" PVC CONDUIT BY ALYRICA TO BE ROUTED PER SPECIFICATIONS OF PASSING STRUCTURAL ANALYSIS EXISTING SELF-SUPPORT TOWER 0 20 40 SCALE IN FEET • PROJECT INFORMATION: ALYRICA LOCATION WDr-* ff/A A��YRI` $IT :NAME: QUARRY HILL 800 S 18TH ST, SPRINGFIELD, OR 97477 (LANE COUNTY) I PLANS PREPARED BY: I TOWER ENGINEERING PROFESSIONALS 5319 SW WESTGATE DR, SUITE 230 PORTLAND, OR 97221 OFFICE: (503) 310-9225 www.tepgroup.net SEAL: PROf�� COIN��'�p Q► w 77001 PE'O �f.LLi.L � L� 4 •w WOREG9. OrN!o RENEWS 06/30/20 O 09-27-19 CONSTRUCTION A 09-19-119 PRELIMINARY REV DATE ISSUED FOR: DRAWN BY. KT I CHECKED BY: PDT SHEET TITLE: TOWER ELEVATION SHEET NUMBER:REVISION: C=3 0 EP#:239065.300619 PROPOSED VHLP1 MICROWAVE DISH, NOTES: SHOWN STACKED VERTICALLY FOR CLARITY, SEE SHEET C-5 FOR 1. TEP HAS NOT VERIFIED ANY EXISTING ANTENNA CONFIGURATION OR MOUNT PROPOSED ANTENNA SCHEDULE. CONFIGURATION. CONTRACTOR TO VERIFY MOUNT CONFIGURATION HAS PROPOSED AF-24HD MICROWAVE SUFFICIENT SPACE FOR PROPOSED LESSEE EQUIPMENT (I.E. CLEARANCES, DISH, SHOWN STACKED MOUNT PIPE OR SUFFICIENT LENGTH, ETC.). TEP DID NOT ANALYZE VERTICALLY FOR CLARITY. SEE ANTENNA MOUNT TO DETERMINE ADEQUATE STRUCTURAL CAPACITY FOR SHEET C-5 FOR PROPOSED ANY LESSEE LOADING. ANTENNA SCHEDULE. 2. CONTRACTOR TO VERIFY PROPOSED LOADING WITH TOWER STRUCTURAL ANALYSIS PRIOR TO CONSTRUCTION. PROPOSED C030045D901A ANTENNA (TYP OF 4), SEE SHEET C-5 FOR PROPOSED ANTENNA SCHEDULE -------- 2�0' DELTA PROPOSED PACKETFLUX SYNCSOX 12 PROPOSED ANTENNA PLAN SCALE: l4" = 1'-0" 7 1A 1B 1B 2A 4 213 3A PROPOSED PENTAIR JUNCTION BOX 3B 4 5A 613 6A 513 PROPOSED JRMC MICROWAVE DISH (TYP OF 2). SHOWN STACKED VERTICALLY FOR CLARITY, SEE SHEET C-5 FOR PROPOSED ANTENNA SCHEDULE. PROPOSED AP-5AC ANTENNA (TYP OF 4), SHOWN STACKED VERTICALLY FOR CLARITY. SEE SHEET C-5 FOR PROPOSED ANTENNA SCHEDULE. PROPOSED 8' TAPERED ANTENNA MOUNT TO BE DETERMINED BY STRUCTURAL ANALYSIS AND MOUNT ANALYSIS (TYP OF 3). SEE NOTE 1, THIS SHEET. 90, BETA 0 2 4 SCALE IN FEET o��SE• ab rt4�6n16r-w rvR3 • • ... .. .. .. . .. . . . • • 110"m ALYRiCA • 1521 " 19TH 5T S70 B •F;HILO�ATH, 1�? 9,7320 OFFICE-' (541) X29-330 IPROJECT INFORMATION: • ALYRI.QA,LQ,CATION • : CQDF: r'N7A •A`LYR1�" I'M NAME: QUARRY HILL 800 S 18TH ST, SPRINGFIELD, OR 97477 (LANE COUNTY) I PLANS PREPARED BY: TOWER ENGINEERING PROFESSIONALS 5319 SW WESTGATE DR, SUITE 230 PORTLAND, OR 97221 OFFICE: (503) 310-9225 www.tepgroup.net SEAL: PROf� �S G I IV zl4b O 4477001 4% OREGON° � h 9, Z° o. 'ot1). 'ice RENEWS 06/30/20 O 09-27-19 CONSTRUCTION A 09-19-19 PRELIMINARY REVI DATE ISSUED FOR: DRAWN BY: KT I CHECKED BY: PDT SHEET TITLE: ANTENNA LAYOUT SHEET NUMBER: REVISION: C-4 ° EP#:239065.3006 19 NOTE: VERIFY LOADING WITH STRUCTURAL ANALYSIS PRIOR TO CONSTRUCTION. PROPOSED EQUIPMENT IN BOLD PROPOSED ANTENNA/FEEDLINE SCHEDULE MANUFACTURER MOUNTING CABLE AZIMUTH *CABLE SECTOR POS. OVP/RRU/TMA/DIPLEXER [MODEL #] MODEL # HEIGHT SIZE (TN) LENGTH DISH 1A JIROUS_ JRMC-680-10/11 135'-0"t 285' - ALPHA 1B CAMBIUM NETWORKS 0 140'-0"t 0' 0030045D901A - DISH 2A COMMSCOPE VHLPI-1B/F rk 0 141'-0"t 3' DISH 2B UBIQUITY NETWORK q 0 135'-0"t 322' AF-24HD Y" DISH 3A JIROUS JRMC-680-10/11 q 0 135'-0"t 322' ALPHA 3B UBIQUITY NETWORKS(10) rt 0 140'-O"t CAT 5 0' - AP-5AC-90-HD 1 BETA 4 - - FIBER" - (5) Y" DC 200't _ BETA 5A UBIQUITY NETWORKS rt 0 140'-0"t 90• AP-5AC-90-HD POWER IN 2.5" PVC BETA 5B CAMBIUM NETWORKS q0 136'-0"t 90' C030045D901A CONDUIT GAMMA gA UBIQUITY NETWORKS 0 140'-0"t 180' AP-5AC-90-HD GAMMA 6B CAMBIUM NETWORKS rt 0 136'-0"t 180' C030045D901A (1) PENTAIR JUNCTION BOX [CSD20206] DELTA 7 - - - DELTA 8A UBIQUITY NETWORKS �� i 0140'-0"t 270• AP-5AC-90-HD CAMBIUM NETWORKS ck 0 136'-0"t (1) PACKETFLUX SYNCBOX 12 DELTA BB 270' C030045D901A "CONTRACTOR TO VERIFY CABLE LENGTH PRIOR TO CONSTRUCTION. "ANTENNA DESIGN BASED ON INFORMATION PROVIDED BY ALYRICA NETWORKS, INC. PROPOSED ANTENNA SCHEDULE SCALE: N.T.S. FL`ANScPREFAREI[X FORS, : " 0.0 I M ALYRMA • • •521 N5 19TH �3T STe B " PHILbP9ATH, Ott 913-7K) OFFICE- (541) S29-33'30 PROJECT INFORMATION: ALYRICA,LQPATION CODE: NvA ' ,�A�RIg4ml NAME: QUARRY HILL 800 S 18TH ST, SPRINGFIELD, OR 97477 (LANE COUNTY) PLANS PREPARED BY: TOWER ENGINEERING PROFESSIONALS 5319 SW WESTGATE DR, SUITE 230 PORTLAND, OR 97221 OFFICE: (503) 310-9225 www.tepgroup.net SEAL: PROF�C�i 4A-�' 7700 i PE'P OREGON ° 9. r0,9 Z°�,tt RENEWS 06/30/20 0 09-27-19 CONSTRUCTION A 09-19-19 PRELIMINARY IREVI DATE ISSUED FOR: DRAWN BY: KT I CHECKED BY. PDT SHEET TITLE: PROPOSED ANTENNA SCHEDULE SHEET NUMBER:REVISION: C-5 0 EP#:239065.300619 ru h 0 =1 Mk n PROPOSED ANTENNA. SEE SHEET C-4 FOR DETAILS --------- PROPOSED -------- PROPOSED MOUNT PIPE PROPOSED MOUNTING BRACKET SUPPLIED W/ ANTENNA (TYP) EQUIPMENT MOUNTING DETAIL SCALE: N.T.S. N FRONT SIDE TOP , 41 -MA" N Ii N I PROPOSED C030045D901A ANTENNA (TYP OF 4) 2'746" PROPOSED C030045D901A ANTENNA DETAIL SCALE: N.T.S. FRONT 1'—O'Yls" SIDE TOP PROPOSED AP-5AC ANTENNA DETAIL SCALE: N.T.S. FRONT M I N SIDE PROPOSED AP-5AC ANTENNA (TYP OF 4) PROPOSED JRMC MICROWAVE DISH DETAIL SCALE: N.T.S. I JRMC MICROWAVE UL (TYP OF 2) • � rG�r�.,,agrq�r�nr�� rvr�® • • i • • • • •# ALYRIiCA • • 521 N5 19TH SOT STEL B •P,HILOMIATH, bO 92390 OFFICE- (541) 729-S.130 PROJECT INFORMATION: • ALYRICA•LQCATION • : CfJDE: NIA ' •�AYRI'Q;k.SIT- NAME: QUARRY HILL 800 S 18TH ST, SPRINGFIELD, OR 97477 (LANE COUNTY) I PLANS PREPARED BY: TOWER ENGINEERING PROFESSIONALS 5319 SW WESTGATE DR, SUITE 230 PORTLAND, OR 97221 OFFICE; (503) 310-9225 www.tepgroup.net SEAL: PH Ntt 4**77001PE� gOREGON° 9L 2° RENEWS 06/30/20 O 09-27-19 CONSTRUCTION A 09-I9-19 PRELIMINARY REV DATE ISSUED FOR: DRAWN BY: KT I CHECKED BY: PDT SHEET TITLE: EQUIPMENT DETAILS I SHEET NUMBER:REVISION: C -6A ° EP#:239065.30061 9 a:Ze7Z b to to I N SIDE oononcrn Ar_O4HD NIL 1'-2W PROPOSED AF-24HD MICROWAVE DISH DETAIL SCALE: N.T.S. ro I FRONT SIDE TOP 00 -1 FRONT SIDE PROPOSED VHLP1 MICROWAVE DISH DETAIL SCALE: N.T.S. FRONT SIDE TOP PROPOSED PENTAIR JUNCTION BOX DETAIL 8" 0 8" PROPOSED PACKETFLUX SYNCBOX 12 PROPOSED PENTAIR JUNCTION BOX DETAIL I PROPOSED PACKETFLUX SYNCBOX 12 SCALE: N.T.S. SCALE: N.T.S. PROPO'. AN TEN I PROPOSED VHLP1 MICROWAVE DISH DETAIL b o" H 'I' ALYRiCA 521 Ilt, 19TH 9T S L B • �HIL�OyIATH, 'Q,4 9,73 -0 qFICED (541) X29-3��.30 PROJECT INFORMATION: • ALYRI®C;4®1-9.CATION • : CbDE: ,'N7A '•-A 7YRIQs-SI t NAME: QUARRY HILL 800 S 18TH ST, SPRINGFIELD, OR 97477 (LANE COUNTY) IPLANS PREPARED BY: TOWER ENGINEERING PROFESSIONALS 5319 SW WESTGATE DR, SUITE 230 PORTLAND, OR 97221 OFFICE; (503) 310-9225 www.tepgroup.net I SEAL: I Fv, �TTOOiPE'O OREGON 9' Z° LL D.'T18 RENEWS 06/30/20 O 09-27-19 CONSTRUCTION A 09-19-19 PRELIMINARY REV DATE ISSUED FOR: LJ DRAWN BY: KT I CHECKED BY: PDT ' SHEET TITLE: EQUIPMENT DETAILS II r' SHEET NUMBER: REVISION: PROPOSED 8' TAPERED ANTENNA MOUNT 0 SCALE: N.T.S. C=6B EP#:239065.3006 19