Loading...
Report Kle2022--eOO73 ROW1505 Westlake Ave N, N S (fo /°1 - 22 Sr- Seattle,WA 98109 Phone: I www.aowncastle.com CASTLE 41111.4010 VIA FEDEX RECEIVED CITY OF TIGARD OR APR 1 2022 CITY OF TIGARD March 31,2022 BUILDING DIVISION' CITY OF TIGARD,OR Community Development Debbie Adamski 13125 SW HALL BLVD. TIGARD,OR 97223 Via Mail **********NOTICE OF ELIGIBLE FACILITIES REQUEST********** RE: Request for Minor Modification to Existing Wireless Facility—Section 6409 Site Address:854o SOUTHWEST PFAFFLE STREET,TIGARD,OR 97223 BUILDING PERMIT APPLICATION Crown Site Number: 855861/Crown Site Name: PFAFFLE Customer Site Number:PR72/Application Number:569625 Dear Building permit dept, On behalf of New Cingular Wireless PCS, LLC ("AT&T Mobility" or"Applicant"), Crown Castle USA Inc. ("Crown Castle") is pleased to submit this request to modify the existing wireless facility noted above through the collocation,replacement and/or removal of the Applicant's equipment as an eligible facilities request for a minor modification under Section 64091 and the rules of the Federal Communications Commission("FCC").2 Section 6409 mandates that state and local governments must approve any eligible facilities request for the modification of an existing wireless tower or base station that does not substantially change the physical dimensions of such tower or base station. Under Section 6409, to toll the review period, if the reviewing authority determines that the application is incomplete, it must provide written notice to the applicant within 3o days,which clearly and specifically delineates all missing documents or information reasonably 1 Middle Class Tax Relief and Job Creation Act of 2012,Pub.L.No. 112-96,§6409(2012). (codified at 47 U.S.C. §1455). 2 Acceleration of Broadband Deployment by Improving Wireless Facility Siting Policies,29 FCC Rcd.12865 (2014) (codified at 47 CFR§1.6100);and Implementation of State&Local Governments'Obligation to Approve Certain Wireless Facility Modification Requests Under Section 6409(a)of the Spectrum Act of 2012,WT Docket No.19-250(June 10,2020). 3 See 47 CFR§1.61o0(c)(3). 4 See 2020 Upgrade Order at paragraph 16. The Foundation for a Wireless World CrownCastle.corn CROWN 1505 Westlake Ave N, N Seattle,WA 98109 Phone www.crowncastle.com CASTLE related to whether the request meets the federal requirements.3 Additionally,if a state or local government, fails to issue any approvals required for this request within 6o days,these approvals are deemed granted. The FCC has clarified that the 3o-day and 6o-day deadlines begins when an applicant: (1) takes the first step required under state or local law;and(2)submits information sufficient to inform the jurisdiction that this modification qualifies under the federal law4. Please note that with the submission of this letter and enclosed items,the thirty and sixty-day review periods have started. Based on this filing,the deadline for written notice of incomplete application is April 30,2022,and the deadline for issuance of approval is May 30,2022. The proposed scope of work for this project includes: Add or replace antennas,ancillary equipment and ground equipment as per plans for an existing carrier on an existing wireless communication facility. At the end of this letter is a checklist of the applicable substantial change criteria under Section 6409. Additionally,please find enclosed the following information in support of this request: (1) Three(3)copies of Eligible Facilities Request Cover letter and narrative (see this document)with Attachment"A,"Section 6409 Substantial Change Checklist,and Attachment"B,"proposed scope of work; (2) Three(3)copies of City of Tigard Building Permit application; (3) One(1)copy of Collocation Supplemental Questionnaire with attached Crown Castle Authorization; (4) Three(3)copies of Construction Drawings; (5) Three(3)copies of Structural Analysis Report; (6) Three(3)copies of Mount Analysis Report; (7) Three(3)copies of Crown Castle authorization to submit for permits;and (8) Section 6409 Substantial Change Checklist. As these documents indicate, (i) the modification involves the collocation, removal or replacement of transmission equipment; and(ii)such modification will not substantially change the physical dimensions of such tower or base station.As such, it is an "eligible facilities request" as defined in the FCC's rules to which the 6o-day deadline for approval applies.Accordingly,Applicant requests all authorization necessary for this proposed minor modification under Section 6409. Our goal is to work with you to obtain approvals earlier than the deadline.We will respond promptly to any request for related information you may have in connection with this request. Please let us know how we can work with you to expedite the approval process.We look forward to working with you on this important The Foundation for a Wireless World CrownCastle.com CROWN 1505 Westlake Ave N,N Seattle,WA 98109 Phone: win/.crowncastle.com CASTLE project,which will improve wireless telecommunication services in your community using collocation on existing infrastructure. If you have any questions,please do not hesitate to contact me. Regards, Qcval Witaficurto Gary Abrahams GMA Network Services LLC Consultant to Crown Castle The Foundation for a Wireless World CrownCastle.corn CC C R Off,A/N 1505 Westlake Ave N,N • y�/ Seattle,WA 98109 Phone: wwur.crowncastle.com Attachment"A" Section 6409 Substantial Change Checklist Towers Outside of the Public Right of Way The Federal Communications Commission has determined that a modification substantially changes the physical dimension of a wireless tower or base station under 47 U.S.C.§ 1455(a)if it meets one of six enumerated criteria under 47 C.F.R.§ 1.6100. Criteria for Towers Outside the Public Rights of Wav YES/NO Does the modification increase the height of the tower by more than the greater of: NO (a) 10% (b) or,the height of an additional antenna array plus separation of up to 20 feet from the top of the nearest existing antenna? YES/NO Does the modification add an appurtenance to the body of the tower that would NO protrude from the edge of the tower more than 20 feet or more than the width of the tower structure at the level of the appurtenance,whichever is greater? YES/NO Does the modification involve the installation of more than the standard number of NO new equipment cabinets for the technology involved or add more than four new equipment cabinets? YES/NO Does the modification entail any excavation or deployment outside the current site NO by more than 30 feet in any direction,not including any access or utility easements? YES/NO Does the modification defeat the concealment elements of the eligible support NO structure? YES/NO Does the modification violate conditions associated with the siting approval with the prior NO approval the tower or base station other than as specified in 47 C.F.R.§ 1.6100(c)(7)(i)— (iv)? If all questions in the above section are answered"NO,"then the modification does not constitute a substantial change to the existing tower under 47 C.F.R.§i.6ioo. The Foundation for a Wireless World CrownCastie.com 1505 Westlake Ave N, N Phone • • CROWN Seattle,WA 98109 wwwcrowncastlecom CASTLE Attachment"B" Proposed Scope of Work PROJECT DESCRIPTION THE PURPOSE OF THIS PROJECT IS TO PROPOSE AN ANTENN,I, )IFICATION ON AN EXISTING WIRELESS SITE. TOWER SCOPE OF WORK 3cth LTE & N rr x_-it be on the same CPRI Rate7. 1st LTE CPRI should be SFP7 (NE0.20022) on both Radio and ABIA sides for AirScale RRH (AHLBA, AHLBBA, AHFIB, AHCA, AHNA) and SFP7 (CEQ.16446 or NEQ.20022) on both Radio and ABIA sides for ALU radios (UHFA, UHIE). The 2nd 5G CPRI should be SFP/ (NEQ.20022/NEQ.53020) on both Radio and ABIL/ABIO sides fx Airsca le and ALU radios. Add 2nd CPRI connection for all bands/radio that is missing. n77 Band requires (2) CPRI connections (CEQ.24407) on both Radio and ABIO sides. Contractor to maintain RRH to back of antenna clearance arid 914/B29 & r77 antenna separation per latest AT&T guidelines. • REMOVE (9) ANTENNAS • REMOVE (6) TMAs • INSTALL (9) ANTENNAS • INSTALL (1) RAYCAP SQUID • INSTALL (1) 24—PAIR FIBER TRUNK • INSTALL (2) #6 AWG DC TRUNKS • MODIFY MOUNT GROUND SCOPE OF WORK • INSTALL DC12—48-60-0—RM • INSTALL (1) —48V RECTIFIER TO THE EXISTING DC PLANT • EXISTING FSM4 (AMIA) — REMOVE EXISTING (1) ASIK AND (1) ABIL CARDS ON THE C2 SIDE. ADD (1) ASIL AND (3) ABIO CARDS TO THE C2 SIDE FOR 5G 850/1900/AWS, 5G C n77 & 5G C n77 dod The Foundation for a Wireless World CrownCastle.com R., e«P2022 093 Pm ST-- RECEIVED IVE APR 12022 Fr III Date: February 01, 2022 MORRISON HERSHFIELD CITY OF fluAI-IU BUILDING DIVISION. Morrison Hershfield 1455 Lincoln Parkway. Suite 500 Atlanta, GA 30346 (770) 379-8500 Subject: Structural Analysis Report Carrier Designation: AT&T Mobility Co-Locate Site Number: PR72 Site Name: Pfaffle FA Number: 10094109 Crown Castle Designation: BU Number: 855861 Site Name: Pfaffle JDE Job Number: 668557 Work Order Number: 2062760 Order Number: 569625 Rev. 0 Engineering Firm Designation: Morrison Hershfield Project Number: CN4-370R1 /2200039 Site Data: 8540 Southwest Pfaffle Street, Tigard, Washington County, OR 97223 Latitude 45°26'16.46", Longitude 422"45'53.60" 80 Foot—NAPCO Monopole Tower Morrison Hershfield 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: LC5: Proposed Equipment Configuration Sufficient Capacity This analysis has been performed in accordance with the 2019 Oregon Structural Specialty Code (2018 IBC) based upon an ultimate 3-second gust wind speed of 97 mph. Applicable Standard references and design criteria are listed in Section 2 -Analysis Criteria. Respectfully submitted by: '"f, Shawn W. Stevenson, S.E. (OR License No. 58474) ` 1 �,,15g .. r ,- t Senior EngineerIt CHIFAMNI . SAC tnxTower Report-version 8.1.1.0 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration 3)ANALYSIS PROCEDURE Table 2- Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 3- Section Capacity (Summary) Table 4-Tower Component Stresses vs. Capacity—LC5 4.1) Recommendations 5)APPENDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations tnxTower Report-version 8.1.1.0 February 01, 2022 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number CN4-370R1/2200039, Order 569625. Revision 0 Page 3 1) INTRODUCTION This tower is a 80 ft monopole tower designed by North American Pole Corporation. 2)ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: II Wind Speed: 97 mph Exposure Category: C Topographic Factor: 1 Ice Thickness: 1.5 in Wind Speed with Ice: 30 mph Seismic Ss: 0.865 Seismic S1: 0.396 Service Wind Speed: 60 mph Table 1 -Proposed Equipment Configuration Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 86.0 1 3 nokia AEQK 3 commscope NNH4-65D-R6_CCIV2 w/ Mount p Pipe 3 commscope NNHH-65C-R4 w/Mount Pipe 3 nokia AHCA CCIV3 84.0 -r 3 k nokia AHFIB_CCIV2 { 82.0 j 3 nokia AHLBA_CCIV2 3 3/8 3 ; alcatel lucent RRH4X25-WCS-4R 1 1 raycap DC9-48-60-24-8C-EV CCIV2 3 nokia r AEQU 82 0 -- 3 _ Site Pro 1 1' Stand-Off Mount[#PM1] 3 Site Pro 1 2' Stand-Off Mount[#PM2] _._._ _._ m. ,...�. _._.. Platform Mount[LP 602-1] 78.0 2 raycap DC6-48-60-18-8F 77.0 ._ .___.:-_.. 4 3/4 1 77.0 2 - Pipe Mount[PM 601-1] 71.0 73.0 1 gps GPS_A I 2 112 71.0 _.._, 1 ___._.__....___._.___._ Pipe Mount[PM 601-1] ____I. .. 162.01 gps GPS A 61.0 1 - Pipe Mount[PM 601-1] f 1._ — : 3)ANALYSIS PROCEDURE Table 2 -Documents Provided Document Reference Source 4-GEOTECHNICAL REPORTS 5680570 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 5680558 CCISITES 4-TOWER MANUFACTURER DRAWINGS 5680552 CCISITES tnxTower Report-version 8.1.1.0 February 01, 2022 80 Ft Monopole Tower Structural Analysis CCl BU No 855861 Project Number CN4-370R1/2200039, Order 569625, Revision 0 Page 4 3.1) Analysis Method tnxTower(version 8.1.1.0), 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. When applicable, Crown Castle has calculated and provided the effective area for panel antennas using approved methods following the intent of the TIA-222 standard. 3.2) Assumptions 1) Tower and structures were maintained in accordance with the TIA-222 Standard. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Morrison Hershfield should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 3-Section Capacity (Summary) Section Elevation(ft) Component Size Critical P(K) SF*P allow % Pass/Fail No. Type Element (K) Capacity L1 80-40.25 Pole j TP28.745x20x0.25 1 i -8.44 1364.58 25.4 Pass L2 40.25-20 Pole TP32.568x27.3467x0.3125 2 i -11.48 1932.89 25.3 Pass j s . L3 20-0 Pole TP36.211x30.9595x0.3125 3 -15.77 2218.85 32.0 Pass l- i { ..._ ._._.L..._._...__...._. _ ..__.__._.___.._r_-- !.._____-._____.._.....____.._......_.. ._. Summary i I I = Pole(L3) 32.0 i Pass 1 I i Rating= 32.0 i Pass Table 4-Tower Component Stresses vs. Capacity—LC5 Notes Component Elevation (ft) % Capacity Pass I Fail 1 Anchor Rods 0 29.9 Pass 1 Base Plate 19.7 Pass 1 1 1 Base Foundation (Structure) F 0 19.7 Pass i 1 Base Foundation (Soil Interaction) 20.4 I Pass i Structure Rating (max from all components)= 32.0%* Notes: 1) See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity consumed. 2) `Rating per TIA-222-H,Section 15.5. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report-version 8.1.1.0 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 8.1.1.0 1 L MATERIAL STRENGTH so_ort_— — GRADE Fy Fu GRADE i Fy I Fu __-_ A572.65 65 ksi 18080 kat _.._. f TOWER DESIGN NOTES jI 1. Tower is located in Washington County,Oregon. <E11 i 2. Tower designed for Exposure C to the TIA-222-H Standard. !' sl=, ,,u 3. Tower designed for a 97 mph basic wind in accordance with the TIA-222-H Standard. h4. Tower is also designed for a 30 mph basic wind with 1.50 in ice.Ice is considered to increase NIli.. in thickness with height. . ' 5. Deflections are based upon a 60 mph wind. • I' 6. Tower Risk Category II.' 7. Topographic Category 1 with Crest Height of 0.00 ft i! 8. CCISeismic Note:Seismic loads generated by CCISeismic 3.3.9 I :t I'' 9. CCISeismic Note:Seismic calculations are in accordance with TIA-222-H-1 !1 10. TOWER RATING:32% 6 i o ' { i : • i; i / 40.3 ft I ' i I , I N a N V. F 1 u? ALL REACTIONS o N ,N, N i ARE FACTORED AXIAL ' 18K SHEAR MOMENT i 4 K j , 313 kip-ft / 20.0 ft f_.j.,i TORQUE 0 kip-ft .id SEISMIC AXIAL ' 27 K i SHEAR ; ~,, MOMENT 1 K ( -j j 78 kip-ft o I c V a � � :1* TORQUE 0 kip-ft 30 mph WIND-1.5000 in ICE AXIAL 16K II j SHEAR 'H MOMENT 9 K , i 563 kip-ft -- TORQUE 0 kip-ft REACTIONS-97 mph WIND on 3', Ili i1 1 : $! i 1 I Morrison Hershfield lob'CN4-370R1/2200039 1455 Lincoln Parkway. Suite 50C Proiea855861Pfeifle ,a, Atlanta, GA 30346 Client,Crown Castle USA Drawn by:AP App'a: Consulting Engineers Phone:(770)379-8500 Code: TIA-222-H Date:02/01/22 scale: NTS FAX:(7'70)379-8501 Path: .,..4 Dwg No.E_1 February 01, 2022 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number CN4-370R1/2200039, Order 569625, Revision 0 Page 6 Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in Washington County, Oregon. Tower base elevation above sea level: 227.00 ft. Basic wind speed of 97 mph. Risk Category II. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0.00 ft. Nominal ice thickness of 1.5000 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50 °F. Deflections calculated using a wind speed of 60 mph. CCISeismic Note: Seismic loads generated by CCISeismic 3.3.9. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1. A non-linear(P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used: Kes(Fw) = 0.95, Kes(ti) = 0.85, Kes(Ev and En) = 1.0. Maximum demand-capacity ratio is: 1.05. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments-Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments-Diagonals V Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification NI Use Clear Spans For Wind Area SR Leg Bolts Resist Compression 4 Use Code Stress Ratios Use Clear Spans For Kl./r All Leg Panels Have Same Allowable NI Use Code Safety Factors-Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice A/ Bypass Mast Stability Checks NI Consider Feed Line Torque Always Use Max Kz NI Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile '1 Project Wind Area of Appurt. Use TIA-222-H Bracing Resist.Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component ' Include Shear-Torsion Interaction Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg.Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L1 80.00-40.25 39.75 4.08 12 20.0000 28.7450 0.2500 1.0000 A572-65 (65 ksi) L2 40.25-20.00 24.33 4.58 12 27.3467 32.5680 0.3125 1.2500 A572-65 tnxTower Report-version 8.1.1.0 February 01, 2022 80 Ft Monopole Tower Structural Analysis CC!BU No 855861 Project Number CN4-370R1/2200039, Order 569625, Revision 0 Page 7 Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in . (65 ksi) L3 20.00-0.00 24.58 12 30.9595 36.2110 0.3125 1.2500 A572-65 1 (65 ksi) Tapered Pole Properties Section Tip Dia. Area I r C I/C J lt/Q w wit in in2 in' in in in' in4 in2 in L1 20.6173 15.8988 791.5587 7.0705 10.3600 76.4053 1603.9125 7.8249 4.6900 18.76 29.6708 22.9385 2377.3209 10.2012 14.8899 159.6599 4817.0967 11.2896 7.0337 28.135 L2 29.1082 27.2031 2537.6447 9.6782 14.1656 179.1417 5141.9562 13.3886 6.4914 20.773 33.6066 32.4571 4310.2571 11.5475 16.8702 255.4950 8733.7495 15.9744 7.8907 25.25 L3 32.9551 30.8386 3697.0645 10.9716 16.0370 230.5329 7491.2549 15.1778 7.4597 23.871 37.3781 36.1229 5941.8372 12.8517 18.7573 316.7747 12039.773 17.7786 8.8670 28.375 1 Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in L1 80.00- 1 1 1 40.25 L2 40.25- 1 1 1 20.00 L3 20.00-0.00 1 1 1 pp Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Exclude Componen Placement Total Number Start/En Width or Perimete Weight From t Number Per Row d Diamete r Torque Type ft Position r plf Calculation in in ,..,,, Safety Line 3/8 A No Surface Ar 80.00- 1 1 0.250 0.3750 0.22 (CaAa) 6.00 0.250 Climbing Pegs A No Surface Ar 80.00- 1 1 0.150 0.7050 1.80 (CaAa) 6.00 0.350 Ground Cable(5/16) B No Surface Ar 61.00- 1 1 0.120 0.3150 0.07 (CaAa) 0.00 0.120 LDF4-50A(1/2) B No Surface Ar 61.00- 1 1 0.150 0.6250 0.15 (CaAa) 5.00 0.150***.** Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Exclude Componen Placement Total CaAa Weight or Shield From t Number Leg Torque Type ft ft2/ft plf Calculation LDFS-50A(7/8) B No No Inside Pole 80.00-5.00 12 No Ice 0.00 0.33 1/2"Ice 0.00 0.33 1"Ice 0.00 0.33 2"Ice 0.00 0.33 ... RFFT-36SM-001- B No No Inside Pole 80.00-5.00 3 No Ice 0.00 0.09 XXM(3/8) 1/2"Ice 0.00 0.09 1"Ice 0.00 0.09 tnxTower Report-version 8.1.1.0 February 01, 2022 80 Ft Monopole Tower Structural Analysis CC!BU No 855861 Project Number CN4-370R1/2200039, Order 569625, Revision 0 Page 8 Description Face Allow Exclude Componen Placement Total CAAA Weight or Shield From t Number Leg Torque Type ft ft2/ft plf Calculation 2"Ice 0.00 0.09 WR-VG66ST- B No No Inside Pole 80.00-5.00 2 No Ice 0.00 0.88 BRD_CCIV2(7/8) 1/2"Ice 0.00 0.88 1"Ice 0.00 0.88 2"Ice 0.00 0.88 ...... WR-VG86ST- B No No Inside Pole 77.00-5.00 4 No Ice 0.00 0.58 BRD(3/4) 1/2"Ice 0.00 0.58 1"Ice 0.00 0.58 2"Ice 0.00 0.58 ...... LDF4-50A(1/2) B No No Inside Pole 71.00-5.00 2 No Ice 0.00 0.15 1/2"Ice 0.00 0.15 1"Ice 0.00 0.15 2"Ice 0.00 0.15 ***It** am Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K L1 80.00-40.25 A 0.000 0.000 4.293 0.000 0.08 B 0.000 0.000 1.951 0.000 0.34 C 0.000 0.000 0.000 0.000 0.00 L2 40.25-20.00 A 0.000 0.000 2.187 0.000 0.04 B 0.000 0.000 1.904 0.000 0.'18 C 0.000 0.000 0.000 0.000 0.00 L3 20.00-0.00 A 0.000 0.000 1.512 0.000 0.03 B 0.000 0.000 1.567 0.000 0.13 C 0.000 0.000 0.000 0.000 0.00 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft __Leg in ft2 ft2 ft2 ft2 K L1 80.00-40.25 A 1.352 0.000 0.000 25.788 0.000 0.33 B 0.000 0.000 13.171 0.000 0.46 C 0.000 0.000 0.000 0.000 0.00 L2 40.25-20.00 A 1.262 0.000 0.000 13.138 0.000 0.17 B 0.000 0.000 12.854 0.000 0.30 C 0.000 0.000 0.000 0.000 0.00 L3 20.00-0.00 A 1.129 0.000 0.000 8.582 0.000 0.11 B 0.000 0.000 10.404 0.000 0.23 C 0.000 0.000 0.000 0.000 0.00 Feed Line Center of Pressure Section Elevation CPx CP2 CPx CPZ Ice Ice ft in in in in L1 80.00-40.25 -0.0138 -0.6139 0.0776 -2.1402 L2 40.25-20.00 0.2151 -0.6633 0.9624 -2.3573 L3 20.00-0.00 0.2253 -0.4854 1.0668 -1.8044 Note:For pole sections,center of pressure calculations do not consider feed line shielding. tnxTower Report-version 8.1.1.0 ......".. '..'-"'." .' _.•.'•. . +.+ aa+ ,: axr r,+r+xre xarpf.fuxufPozrx ffxue»ab .. .,,:..w sixY}+3ea3 edFi3lLM.fNNri}PiHt}+l{}f!Y J ina,ririfl Y+4lulitrl i Ili{tldel 411a.l at February 01, 2022 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number CN4-370R1/2200039, Order 569625. Revision 0 Page 9 Shielding Factor Ka Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. L1 2 Safety Line 3/8 40.25- 1.0000 1.0000 80.00 L1 3 Climbing Pegs 40.25- 1.0000 1.0000 80.00 L1 4 Ground Cable(5/16) 40.25- 1.0000 1.0000 61.00 L1 16 LDF4-50A(1/2) 40.25- 1.0000 1.0000 61.00 L2 2 Safety Line 3/8 20.00- 1.0000 1.0000 40.25 L2 3 Climbing Pegs 20.00- 1.0000 1.0000 40.25 L2 4 Ground Cable(5/16) 20.00- 1.0000 1.0000 40.25 L2 16 LDF4-50A(1/2) 20.00- 1.0000 1.0000 40.25 L3 2 Safety Line 3/8 6.00-20.00 1.0000 1.0000 L3 3 Climbing Pegs 6.00-20.00 1.0000 1.0000 L3 4 Ground Cable(5/16) 0.00-20.00 1.0000 1.0000 L3 16 LDF4-50A(112) 5.00-20.00 1.0000 1.0000 User Defined Loads - Seismic Descri ption Elevation Offset Azimuth E, E,,, Ent Eh From Angle Centroid ft ft K K K K CCISeismic Tower Section 1 - 75.13 0.00 0.0000 0.07 0.00 0.00 0.30 1 CCISeismic Tower Section 1 - 65.25 0.00 0.0000 0.08 0.00 0.00 0.27 2 CCISeismic Tower Section 1 - 55.25 0.00 0.0000 0.09 0.00 0.00 0.23 3 CCISeismic Tower Section 1 - 45.25 0.00 0.0000 0.10 0.00 0.00 0.19 4 CCISeismic Tower Section 2- 42.17 0.00 0.0000 0.05 0.00 0.00 0.09 1 CCISeismic Tower Section 2- 35.00 0.00 0.0000 0.13 0.00 0.00 0.17 2 CCISeismic Tower Section 2- 25.00 0.00 0.0000 0.14 0.00 0.00 0.11 3 CCISeismic Tower Section 3- 22.29 0.00 0.0000 0.06 0.00 0.00 0.04 1 CCISeismic Tower Section 3- 15.00 0.00 0.0000 0.15 0.00 0.00 0.05 CCISeismic Tower Section 3- 5.00 0.00 0.0000 0.16 0.00 0.00 0.01 3 CCISeismic commscope 82.00 0.00 0.0000 0.02 0.00 0.00 0.09 NNH4-65D-R6 CCIV2 w/ Mount Pipe CCISeismic commscope 82,00 0.00 0.0000 0.02 0.00 0.00 0.09 NNH4-65D-R6_CCIV2 w/ Mount Pipe CCISeismic commscope 82,00 0.00 0.0000 0.02 0.00 0.00 0.09 NNH4-65D-R6_CCIV2 w/ Mount Pipe CCISeisrnic nokia 82.00 0.00 0.0000 0.01 0.00 0.00 0.04 AHFIB_CCIV2 CCISeisrnic nokia 82.00 0.00 0.0000 0.01 0.00 0.00 0.04 AHFIB_CCIV2 CCISeismic nokia 82.00 0.00 0.0000 0.01 0.00 0.00 0.04 AHFIB_CCIV2 CCISeismic nokia 82.00 0.00 0.0000 0.01 0.00 0.00 0.05 tnxTower Report-version 8.1.1.0 February 01, 2022 80 Ft Monopole Tower Structural Analysis CC/BU No 855861 Project Number CN4-370R1/2200039, Order 569625, Revision 0 Page 10 Description Elevation Offset Azimuth Ev Ehx EhZ Eh From Angle Centroid ft ft K K K K AHLBA_CCIV2 �._ ._. __..... CCISeismic nokia 82.00 0.00 0.0000 0.01 0.00 0.00 0.05 AHLBA_CCIV2 CCISeismic nokia 82.00 0.00 0.0000 0.01 0.00 0.00 0.05 AHLBACCIV2 CCISeismic nokia 82.00 0.00 0.0000 0.01 0.00 0.00 0.02 AHCA_CCIV3 CCISeismic nokia 82.00 0.00 0.0000 0.01 0.00 0.00 0.02 AHCA_C:CIV3 CCISeismic nokia 82.00 0.00 0.0000 0.01 0.00 0.00 0.02 AHCA_CCIV3 CCISeismic tower mounts 4'x 82.00 0.00 0.0000 0.00 0.00 0.00 0.02 2"Pipe Mount CCISeismic tower mounts 4'x 82.00 0.00 0.0000 0.00 0.00 0.00 0.02 2"Pipe Mount CCISeismic tower mounts 4'x 82.00 0.00 0.0000 0.00 0.00 0.00 0.02 2"Pipe Mount CCISeismic tower mounts 82.00 0.00 0.0000 0.18 0.00 0.00 0.82 Platform Mount[LP 602-1] CCISeismic commscope 82.00 0.00 0.0000 0.02 0.00 0.00 0.08 NNHH-65C-R4 wl Mount Pipe CCISeismic commscope 82.00 0.00 0.0000 0.02 0.00 0.00 0.08 NNHH-65C-R4 w/Mount Pipe CCISeismic commscope 82.00 0.00 0.0000 0.02 0.00 0.00 0.08 NNHH-65C-R4 w/Mount Pipe CCISeismic nokia AEQK 82.00 0.00 0.0000 0.01 0.00 0.00 0.06 CCISeismic nokia AEQK 82.00 0.00 0.0000 0.01 0.00 0.00 0.06 CCISeismic nokia AEQK 82.00 0.00 0.0000 0.01 0.00 0.00 0.06 CCISeismic nokia AEQU 82.00 0.00 0.0000 0.01 0.00 0.00 0.06 CCISeismic nokia AEQU 82.00 0.00 0.0000 0.01 0.00 0.00 0.06 CCISeismic nokia AEQU 82.00 0.00 0.0000 0.01 0.00 0.00 0.06 CCISeismic alcatel lucent 82.00 0.00 0.0000 0.01 0.00 0.00 0.04 RRH4X25-WCS-4R CCISeismic alcatel lucent 82.00 0.00 0.0000 0.01 0.00 0.00 0.04 RRH4X25-WCS-4R CCISeismic alcatel lucent 82.00 0.00 0.0000 0.01 0.00 0.00 0.04 RRH4X25-WCS-4R CCISeismic raycap DC9-48- 82.00 0.00 0.0000 0.00 0.00 0.00 0.01 60-24-8C-EV_CCIV2 CCISeismic Site Pro 1 1' 82.00 0.00 0.0000 0.01 0.00 0.00 0.03 Stand-Off Mount[#PM1] CCISeismic Site Pro 1 1' 82.00 0.00 0.0000 0.01 0.00 0.00 0.03 Stand-Off Mount[#PM1] CCISeismic Site Pro 1 1' 82.00 0.00 0.0000 0.01 0.00 0.00 0.03 Stand-Off Mount[#PM1] CCISeismic Site Pro 1 2' 82.00 0.00 0.0000 0.01 0.00 0.00 0.03 Stand-Off Mount[#PM2) CCISeismic Site Pro 1 2' 82.00 0.00 0.0000 0.01 0.00 0.00 0.03 Stand-Off Mount[#PM2] CCISeismic Site Pro 1 2' 82.00 0.00 0.0000 0.01 0.00 0.00 0.03 Stand-Off Mount[#PM2] CCISeismic tower mounts 82.00 0.00 0.0000 0.00 0.00 0.00 0.02 7'x2"Antenna Mount Pipe CCISeismic tower mounts 82.00 0.00 0.0000 0.00 0.00 0.00 0.02 7'x2"Antenna Mount Pipe CCISeismic tower mounts 82.00 0.00 0.0000 0.00 0.00 0.00 0.02 7'x2"Antenna Mount Pipe CCISeismic tower mounts 8'x 82.00 0.00 0.0000 0.00 0.00 0.00 0.02 2"Mount Pipe CCISeismic tower mounts 8'x 82.00 0.00 0.0000 0.00 0.00 0.00 0.02 2"Mount Pipe CCISeismic tower mounts 8'x 82.00 0.00 0.0000 0.00 0.00 0.00 0.02 2"Mount Pipe CCISeismic raycap DC6-48- 77.00 0.00 0.0000 0.00 0.00 0.00 0.01 60-18-8F CCISeismic raycap DC6-48- 77.00 0.00 0.0000 0.00 0.00 0.00 0.01 60-18-8F CCISeismic tower mounts 77.00 0.00 0.0000 0.01 0.00 0.00 0.04 tnxTower Report-version 8.1.1.0 - - - - '- -- ••-•• ••• =•=••m+•..�+..*•......xx.•+n.rxnnwvnxn et rar a FRAFFFfi .3rafaxru rr vufiu vra ilHrxi3 1 viHilf4HANF3tiitilAlil;nif ixi i f iiiaaialN if(1f.3ra.F1 3fslHiltu February 01, 2022 80 Ft Monopole Tower Structural Analysis CC/BU No 855861 Project Number CN4-370R1/2200039, Order 569625, Revision 0 Page 11 Description Elevation Offset Azimuth Ev E,,X E,, Eh From Angle Centroid ._... ..____..__._..__-_ ft ftr �._._._.._.. K K K Pipe Mount[PM 601-1] CCISeismic tower mounts 77.00 0.00 0.0000 0.01 0.00 0.00 0.04 Pipe Mount[PM 601-1] CCISeismic gps GPS_A 71.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic tower mounts 71.00 0.00 0.0000 0.01 0.00 0.00 0.03 Pipe Mount[PM 601-1] CCISeismic gps GPS_A 61.00 0.00 0.0000 0.00 0.00 0.00 0.00 CCISeismic tower mounts 61.00 0.00 0.0000 0.01 0.00 0.00 0.03 Pipe Mount[PM 601-11 CCISeismic mine!Safety Lino 75.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 6 to 80(70ft to80ft) CCISeismic miscl Safety Line 65.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 6 to 80(60ft to70ft) CCISeismic mist!Safety Line 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 6 to 80(50ft to6Oft) CCISeismic miscl Safety Line 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 6 to 80(40ft to50ft) CCISeismic miscl Safety Line 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 6 to 80(30ft to4Oft) CCISeismic miscl Safety Line 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 6 to 80(20ft to30ft) CCISeismic miscl Safety Line 15.00 0.00 0.0000 0.00 0.00 0.00 0,00 3/8 From 6 to 80(10ft to20ft) CCISeismic miscl Safety Line 8.00 0.00 0.0000 0.00 0.00 0.00 0.00 3/8 From 6 to 80(6ft to1 Oft) CCISeismic miscl(mh) 75.00 0.00 0.0000 0.00 0.00 0.00 0.01 Climbing Pegs From 6 to 80 (70ft to80ft) CCISeismic rnisel(mh) 65.00 0.00 0.0000 0.00 0.00 0.00 0.01 Climbing Pegs From 6 to 80 (60ft to70ft) CCISeismic rniscl(mh) 55.00 0.00 0.0000 0.00 0.00 0.00 0.01 Climbing Pegs From 6 to 80 (50ft to6Oft) CCISeismic rniscl(mh) 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 Climbing Pegs From 6 to 80 (40ft to50ft) CCISeismic raise!(mh) 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 Climbing Pegs From 6 to 80 (30ft to4Oft) CCISeismic miscl(mh) 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 Climbing Pegs From 6 to 80 (20ft to30ft) CCISeismic rniscl(mh) 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 Climbing Pegs From 6 to 80 (l oft to20ft) CCISeismic misc!(mh) 8 00 0 00 0 0000 0.00 0.00 0.00 0.00 Climbing Pegs From 6 to 80 (6ft tol Oft) CCISeismic Ground 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 Cable(5/16)From 0 to 61 (50ft to6Oft) CCISeismic Ground 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 Cable(5/16)From 0 to 61 (40ft t05Oft) CCISeismic Ground 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 Cable(5/16)From 0 to 61 (30ft to4Oft) CCISeismic Ground 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 Cable(5/16)From 0 to 61 (20ft to30ft) CCISeismic Ground 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 Cable(5/16)From 0 to 61 (10ft to20ft) CCISeismic Ground 5.00 0,00 0.0000 0.00 0.00 0.00 0.00 Cable(5/16)From 0 to 61 (Oft to10ft) CCISeismic(12)andrew 75.00 0.00 0.0000 0.01 0.00 0.00 0.02 tnxTower Report-version 8.1.1.0 � , 80Ff 7�vm�Qhnmbny Analysis � ----' '` ---- ~="��" � CC/8UNo8558-Y Project Number{JV4'37ORY/J200[80 �Oodor�O06� Rouision0 Poge2 fFhz �A �v' --- From Angle Centroid -� � ... --- __ CuSnismic(12)anonmv 65.00 0.00 0.0000 0.01 0.00 0.00 0.02 Cuuemm 55.00 0.00 0.0000 0.01 0.00 0.00 0.01 :mueism (12)andrew 45.00 0.00 0.0000 0.01 0.00 0.00 0.01 cc/xm 35.00 0.00 0.0000 0.01 0.00 0.00 0.01 uc/ma 25.00 0.00 0.0000 0.01 0.00 0.00 0.00 cuuemmm(1z)anunsw 15.00 0.00 0.0000 0.01 0.00 0.00 KOO (I Oft to20ft) u./uummm(1u)amun*w 7.50 0.00 0.0000 0.00 0.00 0.00 0.00 LDF5'5VA(70)From 5 toou (5ft tn10R) oQ8eisni 75.00 0.00 0.0000 0.08 0.00 0.00 0.00 Cuuommm(x)uomm000po 65.00 0.00 0.0000 8.00 0.00 0.00 0.00 RFFT-36OM'001-XXM(3/8) From 5\o8U(80#to7O#) CC|8aismin(u)comm000po 55.00 0o0 0.0000 0.00 0.00 0.00 0.00 RFFT-36SM'UVI-xxM( From 5tvao(soft to600) CC|Gniumiu(3}nmmmacope 45.00 0.00 0.0000 0.00 uou 0.00 0.00 RrFT-36GM'uuI-XXM(3m) From 5tv8O(4ou,o5m8) CCISeismic(3)commscope 35.00 0.00 0.0000 0.00 0.08 0.00 0.00 cuuomm/c(x)communopo 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 RFFT-36GM'uU1-X0ow(3m) From tpOO(oVfton00V CQGis i 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 cu/ue 7.50 0.00 0.0000 0.00 0.00 0.00 0.00 Cuu ,or, 75o0 ouo 0.0000 0.00 0.00 0.00 0.01 eRcLoo|vu om cc|si i )rosenberger 65.00 0.00 0.0000 0.00 0.00 0.00 0.01 aRD_oo|vu sm cumo ua,ga' 55.00 0.00 0.0000 0.00 0.00 0.00 0.01 /aon,vvn-VGs6sT' aRoLoC|v2 to uuue o, 45o0 0.00 0.0000 000 000 0.00 0.00 anD_ccw2(7/8)pmm5m 80(*0#tu5O*) Comw i ,oe, 35.00 0.00 0.0000 0.00 000 0.00 0.00 amo_ocou2(7m)pvnm5m 80(30ft to40ft) CC|Seismic(2)rosenberge, 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 tnxTuwer Report'version 8.1.1.O February 01, 2022 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number CN4-370R1/2200039, Order 569625, Revision 0 Page 13 Description Elevation Offset Azimuth Ey Enx Eh, Ery From Angle Centroid leoni WR-VG66ST- ft�_... ft • K K K K BRD_CCIV2(7/8)From 5 to 80(20ft to30ft) CCISeismic(2)rosenberger 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG66ST- BRD_CCIV2(7/8)From 5 to 80(10ft to20ft) CCISeismic(2)rosenberger 7.50 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG66ST- BRD_CCIV2(7/8)From 5 to 80(5ft to10ft) CCISeismic(4)rosenberger 73.50 0.00 0.0000 0.00 0.00 0.00 0.01 leoni WR-VG86,.ST-BRD(3/4) From 5 to 77(70ft to77ft) CCISeismic(4)rosenberger 65.00 0.00 0.0000 0.00 0.00 0.00 0.01 leoni WR-VG86ST-BRD(3/4) From 5 to 77(60ft to70ft) CCISeismic(4)rosenberger 55.00 0.00 0.0000 0.00 0.00 0.00 0.01 leoni WR-VG86ST-BRD(3/4) From 5 to 77(50ft to60ft) CCISeismic(4)rosenberger 45.00 0.00 0.0000 0.00 0.00 0.00 0.01 leoni WR-VG86ST-BRD(3/4) From 5 to 77(40ft to50ft) CCISeismic(4)rosenberger 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 5 to 77(30ft to4Oft) CCISeismic(4)rosenberger 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 5 to 77(20ft to30ft) CCISeismic(4)rosenberger 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 5 to 77(10ft to20ft) CCISeismic(4)rosenberger 7.50 0.00 0.0000 0.00 0.00 0.00 0.00 leoni WR-VG86ST-BRD(3/4) From 5 to 77(5ft to10ft) CCISeismic(2)andrew LDF4- 70.50 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 5 to 71 (70ft to71ft) CCISeismic(2)andrew LDF4- 65.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 5 to 71 (60ft to70ft) CCISeismic(2)andrew LDF4- 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 5 to 71 (50ft to60ft) CCISeismic(2)andrew LDF4- 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 5 to 71 (40ft to50ft) CCISeismic(2)andrew LDF4- 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 5 to 71 (30ft to4Oft) CCISeismic(2)andrew LDF4- 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 5 to 71 (20ft to30ft) CCISeismic(2)andrew LDF4- 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 5 to 71 (10ft to20ft) CCISeismic(2)andrew LDF4- 7.50 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 5 to 71 (5ft to10ft) CCISeismic andrew LDF4- 60.50 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 5 to 61 (60ft to61ft) CCISeismic andrew LDF4- 55.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 5 to 61 (50ft to60ft) CCISeismic andrew LDF4- 45.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 5 to 61 (40ft to50ft) tnxTower Report-version 8.1.1.0 February 01, 2022 80 Ft Monopole Tower Structural Analysis CC!BU No 855861 Project Number CN4-370R1/2200039, Order 569625. Revision 0 Page 14 Description Elevation Offset Azimuth Ev Enx Ea En From Angle Centroid ft ft K K K K CCISeismic andrew LDF4- 35.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 5 to 61 (30ft to40ft) CCISeismic andrew LDF4- 25.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 5 to 61 (20ft to30ft) CCISeismic andrew LDF4- 15.00 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 5 to 61 (10ft to20ft) CCISeismic andrew LDF4- 7.50 0.00 0.0000 0.00 0.00 0.00 0.00 50A(1/2)From 5 to 61 (5ft to10ft) Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft NNH4-65D-R6_CCIV2 w/ A From Leg 4.00 0.0000 82.00 No Ice 10.77 5.74 0.15 Mount Pipe 0.00 1/2" 11.42 6.34 0.27 2.00 Ice 12.08 6.95 0.41 1"Ice 13.42 8.20 0.73 2"Ice NNH4-65D-R6CCIV2 w/ B From Leg 4.00 0.0000 82.00 No Ice 10.77 5.74 0.15 Mount Pipe 0.00 1/2" 11.42 6.34 0.27 2.00 Ice 12.08 6.95 0.41 1"Ice 13.42 8.20 0.73 2"Ice NNH4-65D-R6_CCIV2 w/ C From Leg 4.00 0.0000 82.00 No Ice 10.77 5.74 0.15 Mount Pipe 0.00 1/2" 11.42 6.34 0.27 2.00 Ice 12.08 6.95 0.41 1"Ice 13.42 8.20 0.73 2"Ice AHFIB_CCIV2 A From Leg 4.00 0.0000 82.00 No Ice 2.79 1.53 0.07 0.00 1/2" 3.01 1.71 0.09 2.00 Ice 3.24 1.90 0.11 1"Ice 3.72 2.29 0.17 2"Ice AHFIB_CCIV2 B From Leg 4.00 0.0000 82.00 No Ice 2.79 1.53 0.07 0.00 1/2" 3.01 1.71 0.09 2.00 Ice 3.24 1.90 0.11 1"Ice 3.72 2.29 0.17 2"Ice AHFIB_CCIV2 C From Leg 4.00 0.0000 82.00 No Ice 2.79 1.53 0.07 0.00 1/2" 3.01 1.71 0.09 2.00 Ice 3.24 1.90 0.11 1"Ice 3.72 2.29 0.17 2"Ice AHLBA_CCIV2 A From Leg 4.00 0.0000 82.00 No Ice 2.23 1.31 0.08 0.00 1/2" 2.42 1.47 0.09 2.00 Ice 2.62 1.64 0.12 1"Ice 3.05 1.99 0.17 2"Ice AHLBA_CCIV2 B From Leg 4.00 0.0000 82.00 No Ice 2.23 1.31 0.08 0.00 1/2" 2.42 1.47 0.09 2.00 Ice 2.62 1.64 0.12 1"Ice 3.05 1.99 0.17 2"Ice AHLBA_CCIV2 C From Leg 4.00 0.0000 82.00 No Ice 2.23 1.31 0.08 0.00 1/2" 2.42 1.47 0.09 tnxTower Report-version 8.1.1.0 February 01, 2022 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number CN4-370R1/2200039, Order 569625. Revision 0 Page 15 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 R2 K ft ° ft Ice 2 fi ..._ 2.00 2 1.64 0.12 1"Ice 3.05 1.99 0.17 2"Ice AHCA_CCIV3 A From Leg 4.00 0.0000 82.00 No Ice 1.53 0.82 0.04 0.00 1/2" 1.69 0.95 0.05 2.00 Ice 1.85 1.08 0.06 1"Ice 2.20 1.36 0.10 2"Ice AHCA_CCIV3 B From Leg 4.00 0.0000 82.00 No Ice 1.53 0.82 0.04 0.00 1/2" 1.69 0.95 0.05 2.00 Ice 1.85 1.08 0.06 1"Ice 2.20 1.36 0.10 2"Ice AHCA_CCIV3 C From Leg 4.00 0.0000 82.00 No Ice 1.53 0.82 0.04 0.00 1/2" 1.69 0.95 0.05 2.00 Ice 1.85 1.08 0.06 1"Ice 2.20 1.36 0.10 2"Ice 4'x 2"Pipe Mount A From Leg 4.00 0.0000 82.00 No Ice 0.79 0.79 0.03 0.00 1/2" 1.03 1.03 0.04 0.00 Ice 1.28 1.28 0.04 1"Ice 1.81 1.81 0.07 2"Ice 4'x 2"Pipe Mount B From Leg 4.00 0.0000 82.00 No Ice 0.79 0.79 0.03 0.00 1/2" 1.03 1.03 0.04 0.00 Ice 1.28 1.28 0.04 1"Ice 1.81 1.81 0.07 2"Ice 4'x 2"Pipe Mount C From Leg 4.00 0.0000 82.00 No Ice 0.79 0.79 0.03 0.00 1/2" 1.03 1.03 0.04 0.00 Ice 1.28 1.28 0.04 1"Ice 1.81 1.81 0.07 2"Ice Platform Mount[LP 602-1] C None 0.0000 82.00 No Ice 31.07 31.07 1.34 1/2" 34.82 34.82 1.97 Ice 38.48 38.48 2.67 1"Ice 45.60 45.60 4.31 2"Ice NNHH-65C-R4 w/Mount A From Leg 4.00 0.0000 82.00 No Ice 9.68 5.17 0.13 Pipe 0.00 1/2" 10.27 5.71 0.24 2.00 Ice 10.87 6.26 0.37 1"Ice 12.10 7.40 0.66 2"Ice NNHH-65C-R4 w/Mount B From Leg 4.00 0.0000 82.00 No Ice 9.68 5.17 0.13 Pipe 0.00 1/2" 10.27 5.71 0.24 2.00 Ice 10.87 6.26 0.37 1"Ice 12.10 7.40 0.66 2"Ice NNHH-65C-R4 w/Mount C From Leg 4.00 0.0000 82.00 No Ice 9.68 5.17 0.13 Pipe 0.00 1/2" 10.27 5.71 0.24 2.00 Ice 10.87 6.26 0.37 1"Ice 12.10 7.40 0.66 2"Ice AEQK A From Leg 4.00 0.0000 82.00 No Ice 4.36 2.40 0.10 0.00 1/2" 4.63 2.61 0.13 4.00 Ice 4.90 2.83 0.17 1"Ice 5.47 3.29 0.26 2"Ice AEQK B From Leg 4.00 0.0000 82.00 No Ice 4.36 2.40 0.10 0.00 1/2" 4.63 2.61 0.13 4.00 Ice 4.90 2.83 0.17 1"Ice 5.47 3.29 0.26 2"Ice AEQK, C From Leg 4.00 0.0000 82.00 No Ice 4.36 2.40 0.10 tnxTower Report-version 8.1.1.0 February 01, 2022 80 Ft Monopole Tower Structural Analysis CC!BU No 855861 Project Number CN4-370R1/2200039, Order 569625, Revision 0 Page 16 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert [ ft ft ft2 ft2 K ft ° ft 0.00 -1/2" 4.63 2.61 0.13 4.00 Ice 4.90 2.83 0.17 1"Ice 5.47 3.29 0.26 2"Ice AEQU A From Leg 4.00 0.0000 82.00 No Ice 4.35 2.39 0.10 0.00 1/2" 4.62 2.60 0.13 0.00 Ice 4.89 2.82 0.17 1"Ice 5.46 3.28 0.26 2"Ice AEQU B From Leg 4.00 0.0000 82.00 No Ice 4.35 2.39 0.10 0.00 1/2" 4.62 2.60 0.13 0.00 Ice 4.89 2.82 0.17 1"Ice 5.46 3.28 0.26 2"Ice AEQU C From Leg 4.00 0.0000 82.00 No Ice 4.35 2.39 0.10 0.00 1/2" 4.62 2.60 0.13 0.00 Ice 4.89 2.82 0.17 1"Ice 5.46 3.28 0.26 2"Ice RRH4X25-WCS-4R A From Leg 4.00 0.0000 82.00 No Ice 3.12 2.38 0.07 0.00 1/2" 3.35 2.60 0.10 2.00 Ice 3.59 2.82 0.13 1"Ice 4.12 3.30 0.20 2"Ice RRH4X25-WCS-4R B From Leg 4.00 0.0000 82.00 No Ice 3.12 2.38 0.07 0.00 1/2" 3.35 2.60 0.10 2.00 Ice 3.59 2.82 0.13 1"Ice 4.12 3.30 0.20 2"Ice RRH4X25-WCS-4R C From Leg 4.00 0.0000 82.00 No Ice 3.12 2.38 0.07 0.00 1/2" 3.35 2.60 0.10 2.00 Ice 3.59 2.82 0.13 1"Ice 4.12 3.30 0.20 2"Ice DC9-48-60-24-8C- A From Leg 1.00 0.0000 82.00 No Ice 2.74 2.74 0.02 EV_CCIV2 0.00 1/2" 2.96 2.96 0.04 2.00 Ice 3.20 3.20 0.07 1"Ice 3.68 3.68 0.14 2"Ice 1'Stand-Off Mount[#PM1] A From Leg 4.00 0.0000 82.00 No Ice 1.22 2.63 0.04 0.00 1/2" 1.80 3.93 0.06 0.00 Ice 2.40 5.47 0.07 1"Ice 3.70 9.56 0.10 2"Ice 1'Stand-Off Mount[#PM1] B From Leg 4.00 0.0000 82.00 No Ice 1.22 2.63 0.04 0.00 1/2" 1.80 3.93 0.06 0.00 Ice 2.40 5.47 0.07 1"Ice 3.70 9.56 0.10 2"Ice 1'Stand-Off Mount[#PM1] C From Leg 4.00 0.0000 82.00 No Ice 1.22 2.63 0.04 0.00 1/2" 1.80 3.93 0.06 0.00 Ice 2.40 5.47 0.07 1"Ice 3.70 9.56 0.10 2"Ice 2'Stand-Off Mount[#PM2] A From Leg 4.00 0.0000 82.00 No Ice 1.67 3.95 0.05 0.00 1/2" 2.43 5.69 0.07 0.00 Ice 3.21 7.62 0.08 1"Ice 4.84 12.32 0.11 2"Ice 2'Stand-Off Mount[#PM2] B From Leg 4.00 0.0000 82.00 No Ice 1.67 3.95 0.05 0.00 1/2" 2.43 5.69 0.07 0.00 Ice 3.21 7.62 0.08 1"Ice 4.84 12.32 0.11 2"Ice 2'Stand-Off Mount[#PM2] C From Leg 4.00 0.0000 82.00 No Ice 1.67 3.95 0.05 tnxTower Report-version 8.1.1.0 February 01, 2022 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number CN4-370R1/2200039, Order 569625, Revision 0 Page 17 Description Face Offset Offsets: Azimuth Placement CAAA i � CAAA Weight or Type Hon Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft 0.00 1/2" 2.43 5.69 0.07 0.00 Ice 3.21 7.62 0.08 1"Ice 4.84 12.32 0.11 2"Ice 7'x2"Antenna Mount Pipe A From Leg 4.00 0.0000 82.00 No Ice 1.66 1.66 0.03 0.00 1/2" 2.39 2.39 0.04 0.00 Ice 2.83 2.83 0.06 1"Ice 3.71 3.71 0.10 2"Ice 7'x2"Antenna Mount Pipe B From Leg 4.00 0.0000 82.00 No Ice 1.66 1.66 0.03 0.00 1/2" 2.39 2.39 0.04 0.00 Ice 2.83 2.83 0.06 1"Ice 3.71 3.71 0.10 2"Ice 7'x2"Antenna Mount Pipe C From Leg 4.00 0.0000 82.00 No Ice 1.66 1.66 0.03 0.00 1/2" 2.39 2.39 0.04 0.00 Ice 2.83 2.83 0.06 1"Ice 3.71 3.71 0.10 2"Ice 8'x 2"Mount Pipe A From Leg 4.00 0.0000 82.00 No Ice 1.90 1.90 0.03 0.00 1/2" 2.73 2.73 0.04 0.00 Ice 3.40 3.40 0.06 1"Ice 4.40 4.40 0.12 2"Ice 8'x 2"Mount Pipe B From Leg 4.00 0.0000 82.00 No Ice 1.90 1.90 0.03 0.00 1/2" 2.73 2.73 0.04 0.00 Ice 3.40 3.40 0.06 1"Ice 4.40 4.40 0.12 2"Ice 8'x 2"Mount Pipe C From Leg 4.00 0.0000 82.00 No Ice 1.90 1.90 0.03 0.00 1/2" 2.73 2.73 0.04 0.00 Ice 3.40 3.40 0.06 1"Ice 4.40 4.40 0.12 2"Ice DC6-48-60-18-8F B From Leg 1.00 0.0000 77.00 No Ice 0.92 0.92 0.02 0.00 1/2" 1.46 1.46 0.04 1.00 Ice 1.64 1.64 0.06 1"Ice 2.04 2.04 0.11 2"Ice DC6-48-60-18-8F C From Leg 1.00 0.0000 77.00 No Ice 0.92 0.92 0.02 0.00 1/2" 1.46 1.46 0.04 1.00 Ice 1.64 1.64 0.06 1"Ice 2.04 2.04 0.11 2"Ice Pipe Mount[PM 601-1] B From Leg 0.50 0.0000 77.00 No Ice 1.32 1.32 0.07 0.00 1/2" 1.58 1.58 0.08 0.00 Ice 1.84 1.84 0.09 1"Ice 2.40 2.40 0.13 2"Ice Pipe Mount[PM 601-1] C From Leg 0.50 0.0000 77.00 No Ice 1.32 1.32 0.07 0.00 1/2" 1.58 1.58 0.08 0.00 Ice 1.84 1.84 0.09 1"Ice 2.40 2.40 0.13 2"Ice GPS_A B From Leg 1.00 0.0000 71.00 No Ice 0.26 0.26 0.00 0.00 1/2" 0.32 0.32 0.00 2.00 Ice 0.39 0.39 0.01 1"Ice 0.56 0.56 0.02 2"Ice Pipe Mount[PM 601-1] B From Leg 0.50 0.0000 71.00 No Ice 1.32 1.32 0.07 0.00 1/2" 1.58 1.58 0.08 0.00 Ice 1.84 1.84 0.09 1"Ice 2.40 2.40 0.13 tnxTower Report-version 8.1.1.0 February 01, 2022 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number CN4-370R1/2200039, Order 569625, Revision 0 Page 18 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Hon Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 K ft ft «... 2"Ice GPS_A C From Leg 1.00 0.0000 61.00 No Ice 0.26 0.26 0.00 0.00 1/2" 0.32 0.32 0.00 1.00 Ice 0.39 0.39 0.01 1"Ice 0.56 0.56 0.02 2"Ice Pipe Mount[PM 601-11 C From Leg 0.50 0.0000 61.00 No Ice 1.32 1.32 0.07 0.00 1/2" 1.58 1.58 0.08 0.00 Ice 1.84 1.84 0.09 1"Ice 2.40 2.40 0.13 ***Irk. 2"Ice Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg-No Ice 3 0.9 Dead+1.0 Wind 0 deg-No Ice 4 1.2 Dead+1.0 Wind 30 deg-No Ice 5 0.9 Dead+1.0 Wind 30 deg-No Ice 6 1.2 Dead+1.0 Wind 60 deg-No Ice 7 0.9 Dead+1.0 Wind 60 deg-No Ice 8 1.2 Dead+1.0 Wind 90 deg-No Ice 9 0.9 Dead+1.0 Wind 90 deg-No Ice 10 1.2 Dead+1.0 Wind 120 deg-No Ice 11 0.9 Dead+1.0 Wind 120 deg-No Ice 12 1.2 Dead+1.0 Wind 150 deg-No Ice 13 0.9 Dead+1.0 Wind 150 deg-No Ice 14 1.2 Dead+1.0 Wind 180 deg-No Ice 15 0.9 Dead+1.0 Wind 180 deg-No Ice 16 1.2 Dead+1.0 Wind 210 deg-No Ice 17 0.9 Dead+1.0 Wind 210 deg-No Ice 18 1.2 Dead+1.0 Wind 240 deg-No Ice 19 0.9 Dead+1.0 Wind 240 deg-No Ice 20 1.2 Dead+1.0 Wind 270 deg-No Ice 21 0.9 Dead+1.0 Wind 270 deg-No Ice 22 1.2 Dead+1.0 Wind 300 deg-No Ice 23 0.9 Dead+1.0 Wind 300 deg-No Ice 24 1.2 Dead+1.0 Wind 330 deg-No Ice 25 0.9 Dead+1.0 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service tnxTower Report-version 8.1.1.0 February 01, 2022 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number CN4-370R1/2200039, Order 569625, Revision 0 Page 19 Comb. Description No. 45 Dead+Wind 180 deg-Service M� 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service 51 1.2 Dead+1.0 Ev+1.0 Eh 0 deg 52 0.9 Dead-1.0 Ev+1.0 Eh 0 deg 53 1.2 Dead+1.0 Ev+1.0 Eh 30 deg 54 0.9 Dead-1.0 Ev+1.0 Eh 30 deg 55 1.2 Dead+1.0 Ev+1.0 Eh 60 deg 56 0.9 Dead-1.0 Ev+1.0 Eh 60 deg 57 1.2 Dead+1.0 Ev+1.0 Eh 90 deg 58 0.9 Dead-1.0 Ev+1.0 Eh 90 deg 59 1.2 Dead+1.0 Ev+1.0 Eh 120 deg 60 0.9 Dead-1.0 Ev+1.0 Eh 120 deg 61 1.2 Dead+1.0 Ev+1.0 Eh 150 deg 62 0.9 Dead-1.0 Ev+1.0 Eh 150 deg 63 1.2 Dead+1.0 Ev+1.0 Eh 180 deg 64 0.9 Dead-1.0 Ev+1.0 Eh 180 deg 65 1.2 Dead+1.0 Ev+1.0 Eh 210 deg 66 0.9 Dead-1.0 Ev+1.0 Eh 210 deg 67 1.2 Dead+1.0 Ev+1.0 Eh 240 deg 68 0.9 Dead-1.0 Ev+1.0 Eh 240 deg 69 1.2 Dead+1.0 Ev+1.0 Eh 270 deg 70 0.9 Dead-1.0 Ev+1.0 Eh 270 deg 71 1.2 Dead+1.0 Ev+1.0 Eh 300 deg 72 0.9 Dead-1.0 Ev+1.0 Eh 300 deg 73 1.2 Dead+1.0 Ev+1.0 Eh 330 deg 74 0.9 Dead-1.0 Ev+1.0 Eh 330 deg Maximum Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft L1 80-40.25 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -17.00 0.17 -0.10 Max.Mx 20 -8.44 215.12 -0.18 Max.My 14 -8.44 0.08 -215.22 Max.Vy 20 -6.64 215.12 -0.18 Max.Vx 14 6.64 0.08 -215.22 Max.Torque 20 -0.15 L2 40.25-20 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -21.39 0.24 0.07 Max.Mx 20 -11.48 357.20 -0.15 Max.My 14 -11.48 0.'13 -357.21 Max.Vy 20 -7.74 357.20 -0.15 Max.Vx 14 7.74 0.13 -357.21 Max.Torque 9 -0.02 L3 20-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -27.29 0.27 0.27 Max.Mx 20 -15.77 563.44 -0.11 Max.My 14 -15.77 0.18 -563.37 Max.Vy 20 -9.02 563.44 -0.11 Max.Vx 14 9.02 0.18 -563.37 Max.Torque 9 -0.02 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. tnxTower Report-version 8.1.1.0 February 01, 2022 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number CN4-370R1/2200039, Order 569625, Revision 0 Page 20 Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 26 27.29 0.00 0.00 Max.Hx 20 15.77 9.01 0.00 Max.Hz 2 15.77 0.00 9.01 Max.Mx 2 563.15 0.00 9.01 Max.Mz 8 563.08 -9.01 0.00 Max.Torsion 21 0.02 9.01 0.00 Min.Vert 56 10.08 -3.76 2.17 Min.Hx 8 15.77 -9.01 0.00 Min.Hz 14 15.77 0.00 -9.01 Min.Mx 14 -563.37 0.00 -9.01 Min.M, 20 -563.44 9.01 0.00 Min.Torsion 9 -0.02 -9.01 0.01) Tower Mast Reaction Summary Load Vertica! Shear Shear, Overturning Overturning Torque que Combination Moment, Mx Moment, M, K K K kip-ft kip-ft kip-ft Dead Only 13.14 0.00 0.00 0.09 0.14 0.00 1.2 Dead+1.0 Wind 0 deg- 15.77 0.00 -9.01 -563.15 0.18 -0.00 No Ice 0.9 Dead+1.0 Wind 0 deg- 11.83 0.00 -9.01 -560.38 0.13 -0.00 No Ice 1.2 Dead+1.0 Wind 30 deg- 15.77 4.51 -7.81 -487.69 -281.45 0.01 No Ice 0.9 Dead+1.0 Wind 30 deg- 11.83 4.51 -7.81 -485.29 -280.10 0.01 No Ice 1.2 Dead+1.0 Wind 60 deg- 15.77 7.81 -4.51 -281.52 -487.62 0.01 No Ice 0.9 Dead+1.0 Wind 60 deg- 11.83 7.81 -4.51 -280.15 -485.24 0.02 No Ice 1.2 Dead+1.0 Wind 90 deg- 15.77 9.01 0.00 0.11 -563.08 0.02 No Ice 0.9 Dead+1.0 Wind 90 deg- 11.83 9.01 0.00 0.08 -560.33 0.02 No Ice 1.2 Dead+1.0 Wind 120 deg 15.77 7.81 4.51 281.74 -487.62 0.02 -No Ice 0.9 Dead+1.0 Wind 120 deg 11.83 7.81 4.51 280.31 -485.24 0.02 -No Ice 1.2 Dead+1.0 Wind 150 deg 15.77 4.51 7.81 487.91 -281.45 0.01 -No Ice 0.9 Dead+1.0 Wind 150 deg 11.83 4.51 7.81 485.46 -280.10 0.01 -No Ice 1.2 Dead+1.0 Wind 180 deg 15.77 0.00 9.01 563.37 0.18 0.00 -No Ice 0.9 Dead+1.0 Wind 180 deg 11.83 0.00 9.01 560.55 0.13 0.00 -No Ice 1.2 Dead+1.0 Wind 210 deg 15.77 -4.51 7.81 487.91 281.81 -0.01 -No Ice 0.9 Dead+1.0 Wind 210 deg 11.83 -4.51 7.81 485.46 280.36 -0.01 -No Ice 1.2 Dead+1.0 Wind 240 deg 15.77 -7.81 4.51 281.74 487.97 -0.01 -No Ice 0.9 Dead+1.0 Wind 240 deg 11.83 -7.81 4.51 280.31 485.51 -0.02 -No Ice 1.2 Dead+1.0 Wind 270 deg 15.77 -9.01 0.00 0.11 563.44 -0.02 -No Ice 0.9 Dead+1.0 Wind 270 deg 11.83 -9.01 0.00 0.08 560.60 -0.02 -No Ice 1.2 Dead+1.0 Wind 300 deg 15.77 -7.81 -4.51 -281.52 487.97 -0.02 -No Ice 0.9 Dead+1.0 Wind 300 deg 11.83 -7.81 -4.51 -280.15 485.51 -0.02 -No Ice 1.2 Dead+1.0 Wind 330 deg 15.77 -4.51 -7.81 -487.69 281.81 -0.01 -No Ice tnxTower Report-version 8.1.1.0 February 01, 2022 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number CN4-370R1/2200039, Order 569625, Revision 0 Page 21 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M,, Moment, M, K _ _ K_._ K kip-ft kipff___._,.._ kip-ft 0.9 Dead+1.0 Wind 330 deg 11.83 -4.51 -7.81 -485.29 280.36 -0.01 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 27.29 0.00 0.00 -0.27 0.27 0.00 1.2 Dead+1.0 Wind 0 27.29 -0.00 -1.21 -78.35 0.28 -0.00 deg+1.0 Ice+1.0 Temp 1,2 Dead+1.0 Wind 30 27.29 0.61 -1.05 -67.89 -38.77 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 27.29 1.05 -0.61 -39.31 -67.35 0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 27.29 1.21 0.00 -0.27 -77.81 0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 27.29 1.05 0.61 38.78 -67.35 0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 27.29 0.61 1.05 67.36 -38.77 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 27.29 -0.00 1.21 77.82 0.28 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 27.29 -0.61 1.05 67.36 39.32 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 27.29 -1.05 0.61 38.78 67.90 -0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 27.29 -1.21 0.00 -0.27 78.37 -0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 27.29 -1.05 -0.61 -39.31 67.90 -0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 27.29 -0.61 -1.05 -67.89 39.32 -0.00 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 13.14 0.00 -3.25 -202.44 0.15 -0.00 Dead+Wind 30 deg-Service 13.14 1.63 -2.82 -175.30 -101.12 0.00 Dead+Wind 60 deg-Service 13.14 2.82 -1.63 -101.17 -175.25 0.01 Dead+Wind 90 cleg-Service 13.14 3.25 0.00 0.09 -202.38 0.01 Dead+Wind 120 deg- 13.14 2.82 1.63 101.36 -175.25 0.01 Service Dead+Wind 150 deg- 13.14 1.63 2.82 175.49 -101.12 0.01 Service Dead+Wind 180 deg- 13.14 0.00 3.25 202.62 0.15 0.00 Service Dead+Wind 210 deg- 13.14 -1.63 2.82 175.49 101.41 -0.00 Service Dead+Wind 240 deg- 13.14 -2.82 1.63 101.36 175.54 -0.01 Service Dead+Wind 270 deg- 13.14 -3.25 0.00 0.09 202.68 -0.01 Service Dead+Wind 300 deg- 13.14 -2.82 -1.63 -101.17 175.54 -0.01 Service Dead+Wind 330 deg- 13.14 -1.63 -2.82 -175.30 101.41 -0.01 Service 1.2 Dead+1.0 Ev+1.0 Eh 0 17.52 0.00 -4.34 -312.30 0.18 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 0 10.08 0.00 -4.34 -309.34 0.13 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 30 17.52 2.17 -3.76 -270.44 -156.03 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 30 10.08 2.17 -3.76 -267.88 -154.58 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 60 17.52 3.76 -2.17 -156.09 -270.38 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 60 10.08 3.76 -2.17 -154.63 -267.83 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 90 17.52 4.34 0.00 0.11 -312.23 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 90 10.08 4.34 0.00 0.08 -309.29 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 120 17.52 3.76 2.17 156.32 -270.38 -0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 120 10.08 3.76 2.17 154.79 -267.83 -0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 150 17.52 2.17 3.76 270.67 -156.03 -0.00 deg tnxTower Report-version 8.1.1.0 February 01, 2022 80 Ft Monopole Tower Structural Analysis CC!BU Na 855861 Project Number CN4-370R1/2200039, Order 569625, Revision 0 Page 22 .......-u .. . .»...v. ., ,.Overturning _ Load Vertical Shear Shear, Overtu Overturning Torque Combination Moment, Mx Moment, M, K K K kip-ft ___ k�p-ft kip-ft .__. 0.9 Dead-1.0 Ev+1.0 Eh 150 10.08 2.17 3.76 268._05 -154.58 -0.00 deg 1.2 Dead+1.0 E:v+1.0 Eh 180 17.52 0.00 4.34 312.52 0.18 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 180 10.08 0.00 4.34 309.50 0.13 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 210 17.52 -2.17 3.76 270.67 156.38 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 210 10.08 -2.17 3.76 268.05 154.84 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 240 17.52 -3.76 2.17 156.32 270.73 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 240 10.08 -3.76 2.17 154.79 268.10 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 270 17.52 -4.34 0.00 0.11 312.59 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 270 10.08 -4.34 0.00 0.08 309.55 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 300 17.52 -3.76 -2.17 -156.09 270.73 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 300 10.08 -3.76 -2.17 -154.63 268.10 0.00 deg 1.2 Dead+1.0 Ev+1.0 Eh 330 17.52 -2.17 -3.76 -270.44 156.38 0.00 deg 0.9 Dead-1.0 Ev+1.0 Eh 330 10.08 -2.17 -3.76 -267.88 154.84 0.00 deg 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 -13.14 0.00 0.00 13.14 0.00 0.000% 2 0.00 -15.77 -9.01 0.00 15.77 9.01 0.000% 3 0.00 -11.83 -9.01 0.00 11.83 9.01 0.000% 4 4.51 -15.77 -7.81 -4.51 15.77 7.81 0.000% 5 4.51 -11.83 -7.81 -4.51 11.83 7.81 0.000% 6 7.81 -15.77 -4.51 -7.81 15.77 4.51 0.000% 7 7.81 -11.83 -4.51 -7.81 11.83 4.51 0.000% 8 9.01 -15.77 0.00 -9.01 15.77 0.00 0.000% 9 9.01 -11.83 0.00 -9.01 11.83 0.00 0.000% 10 7.81 -15.77 4.51 -7.81 15.77 -4.51 0.000% 11 7.81 -11.83 4.51 -7.81 11.83 -4.51 0.000% 12 4.51 -15.77 7.81 -4.51 15.77 -7.81 0.000% 13 4.51 -11.83 7.81 -4.51 11.83 -7.81 0.000% 14 0.00 -15.77 9.01 0.00 15.77 -9.01 0.000% 15 0.00 -11.83 9.01 0.00 11.83 -9.01 0.000% 16 -4.51 -15.77 7.81 4.51 15.77 -7.81 0.000% 17 -4.51 -11.83 7.81 4.51 11.83 -7.81 0.000% 18 -7.81 -15.77 4.51 7.81 15.77 -4.51 0.000% 19 -7.81 -11.83 4.51 7.81 11.83 -4.51 0.000% 20 -9.01 -15.77 0.00 9.01 15.77 0.00 0.000% 21 -9.01 -11.83 0.00 9.01 11.83 0.00 0.000% 22 -7.81 -15.77 -4.51 7.81 15.77 4.51 0.000% 23 -7.81 -11.83 -4.51 7.81 11.83 4.51 0.000% 24 -4.51 -15.77 -7.81 4.51 15.77 7.81 0.000% 25 -4.51 -11.83 -7.81 4.51 11.83 7.81 0.000% 26 0.00 -27.29 0.00 0.00 27.29 0.00 0.000% 27 0.00 -27.29 -1.21 0.00 27.29 1.21 0.000% 28 0.61 -27.29 -1.05 -0.61 27.29 1.05 0.000% 29 1.05 -27.29 -0.61 -1.05 27.29 0.61 0.000% 30 1.21 -27.29 0.00 -1.21 27.29 0.00 0.000% 31 1.05 -27.29 0.61 -1.05 27.29 -0.61 0.000% 32 0.61 -27.29 1.05 -0.61 27.29 -1.05 0.000% 33 0.00 -27.29 1.21 0.00 27.29 -1.21 0.000% 34 -0.61 -27.29 1.05 0.61 27.29 -1.05 0.000% tnxTower Report-version 8.1.1.0 February 01, 2022 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number CN4-370R1/2200039, Order 569625, Revision 0 Page 23 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 35 -1.05 -27.29 0.61 1.05 27.29 -0.61 0.000% 36 -1.21 -27.29 0.00 1.21 27.29 0.00 0.000% 37 -1.05 -27.29 -0.61 1.05 27.29 0.61 0.000% 38 -0.61 -27.29 -1.05 0.61 27.29 1.05 0.000% 39 0.00 -13.14 -3.25 0.00 13.14 3.25 0.000% 40 1.63 -13.14 -2.82 -1.63 13.14 2.82 0.000% 41 2.82 -13.14 -1.63 -2.82 13.14 1.63 0.000% 42 3.25 -13.14 0.00 -3.25 13.14 0.00 0.000% 43 2.82 -13.14 1.63 -2.82 13.14 -1.63 0.000% 44 1.63 -13.14 2.82 -1.63 13.14 -2.82 0.000% 45 0.00 -13.14 3.25 0.00 13.14 -3.25 0.000% 46 -1.63 -13.14 2.82 1.63 13.14 -2.82 0.000% 47 -2.82 -13.14 1.63 2.82 13.14 -1.63 0.000% 48 -3.25 -13.14 0.00 3.25 13.14 0.00 0.000% 49 -2.82 -13.14 -1.63 2.82 13.14 1.63 0.000% 50 -1.63 -13.14 -2.82 1.63 13.14 2.82 0.000% 51 0.00 -17.52 -4.34 0.00 17.52 4.34 0.000% 52 0.00 -10.08 -4.34 0.00 10.08 4.34 0.000% 53 2.17 -17.52 -3.76 -2.17 17.52 3.76 0.000% 54 2.17 -10.08 -3.76 -2.17 10.08 3.76 0.000% 55 3.76 -17.52 -2.17 -3.76 17.52 2.17 0.000% 56 3.76 -10.08 -2.17 -3.76 10.08 2.17 0.000% 57 4.34 -17.52 0.00 -4.34 17.52 0.00 0.000% 58 4.34 -10.08 0.00 -4.34 10.08 0.00 0.000% 59 3.76 -17.52 2.17 -3.76 17.52 -2.17 0.000% 60 3.76 -10.08 2.17 -3.76 10.08 -2.17 0.000% 61 2.17 -17.52 3.76 -2.17 17.52 -3.76 0.000% 62 2.17 -10.08 3.76 -2.17 10.08 -3.76 0.000% 63 0.00 -17.52 4.34 0.00 17.52 -4.34 0.000% 64 0.00 -10.08 4.34 0.00 10.08 -4.34 0.000% 65 -2.17 -17.52 3.76 2.17 17.52 -3.76 0.000% 66 -2.17 -10.08 3.76 2.17 10.08 -3.76 0.000% 67 -3.76 -17.52 2.17 3.76 17.52 -2.17 0.000% 68 -3.76 -10.08 2.17 3.76 10.08 -2.17 0.000% 69 -4.34 -17.52 0.00 4.34 17.52 0.00 0.000% 70 -4.34 -10.08 0.00 4.34 10.08 0.00 0.000% 71 -3.76 -17.52 -2.17 3.76 17.52 2.17 0.000% 72 -3.76 -10.08 -2.17 3.7E3 10.08 2.17 0.000% 73 -2.17 -17.52 -3.76 2.17 17.52 3.76 0.000% 74 -2.17 -10.08 -3.76 2.17 10.08 3.76 0.000% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00002852 3 Yes 4 0.00000001 0.00001455 4 Yes 4 0.00000001 0.00030340 5 Yes 4 0.00000001 0.00019911 6 Yes 4 0.00000001 0.00030206 7 Yes 4 0.00000001 0.00019811 8 Yes 4 0.00000001 0.00002861 9 Yes 4 0.00000001 0.00001464 10 Yes 4 0.00000001 0.00030431 11 Yes 4 0.00000001 0.00019960 12 Yes 4 0.00000001 0.00030309 13 Yes 4 0.00000001 0.00019873 14 Yes 4 0.00000001 0.00002855 15 Yes 4 0.00000001 0.00001456 16 Yes 4 0.00000001 0.00030341 17 Yes 4 0.00000001 0.00019885 18 Yes 4 0.00000001 0.00030476 19 Yes 4 0.00000001 0.00019985 20 Yes 4 0.00000001 0.00002863 21 Yes 4 0.00000001 0.00001464 tnxTower Report-version 8.1.1.0 - - •-•-_.+ ..e....rex+e •.d<r✓rs rodabdfu.v+<..xubaFrNNfN:lpr,Neli,U¢eUDyeiliflfySasfyuyfp+aµafs�idt�ad,p.+,tpty ..ra,.•„ _. ,x,,.,aa ru.an+eu+ aaHNaf65taidHUUHfFHtUtr9UGfiMaNU1NHi}UrisUtUt;isiHiUN+dHIUkULUUii iHirvuc... February 01, 2022 80 Ft Monopole Tower Structural Analysis CCl BU No 855861 Project Number CN4-370R1/2200039, Order 569625, Revision 0 Page 24 22 Yes 4 0.00000001 0.00030251 23 Yes 4 0.00000001 0.00019836 24 Yes 4 0.0000000'1 0.00030372 25 Yes 4 0.00000001 0.00019922 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00032724 28 Yes 4 0.00000001 0.00032794 29 Yes 4 0.0000000'1 0.00032748 30 Yes 4 0.00000001 0.00032596 31 Yes 4 0.00000001 0.00032762 32 Yes 4 0.00000001 0.00032819 33 Yes 4 0.00000001 0.00032753 34 Yes 4 0.00000001 0.00032966 35 Yes 4 0.00000001 0.00033011 36 Yes 4 0.00000001 0.00032881 37 Yes 4 0.00000001 0.00032997 38 Yes 4 0.00000001 0.00032941 39 Yes 4 0.00000001 0.00000001 40 Yes 4 0.00000001 0.00001942 41 Yes 4 0.0000000'1 0.00001924 42 Yes 4 0.00000001 0.00000001 43 Yes 4 0.00000001 0.00001954 44 Yes 4 0.00000001 0.00001936 45 Yes 4 0.0000000'1 0.00000001 46 Yes 4 0.00000001 0.00001940 47 Yes 4 0.00000001 0.00001959 48 Yes 4 0.00000001 0.00000001 49 Yes 4 0.00000001 0.00001929 50 Yes 4 0.00000001 0.00001946 51 Yes 4 0.00000001 0.00002298 52 Yes 4 0.00000001 0.00000001 53 Yes 4 0.00000001 0.00008313 54 Yes 4 0.00000001 0.00003961 55 Yes 4 0.00000001 0.00008327 56 Yes 4 0.00000001 0.00003967 57 Yes 4 0.00000001 0.00002299 58 Yes 4 0.00000001 0.00000001 59 Yes 4 0.00000001 0.00008344 60 Yes 4 0.0000000'1 0.00003973 61 Yes 4 0.00000001 0.00008347 62 Yes 4 0.0000000'1 0.00003974 63 Yes 4 0.0000000'1 0.00002303 64 Yes 4 0.00000001 0.00000001 65 Yes 4 0.0000000'1 0.00008371 66 Yes 4 0.00000001 0.00003984 67 Yes 4 0.00000001 0.00008358 68 Yes 4 0.00000001 0.00003978 69 Yes 4 0.00000001 0.00002302 70 Yes 4 0.00000001 0.00000001 71 Yes 4 0.00 000001 0.00008340 72 Yes 4 0.00000001 0.00003972 73 Yes 4 0.0000000'1 0.00008337 74 Yes 4 0.00000001 0.00003970 Maximum Tower Deflections - Service Wind Section Elevation Holz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 80-40.25 5.881 46 0.6422 0.0001 L2 44.3333-20 1.883 47 0.3814 0.0000 L3 24.5833-0 0.610 47 0.2187 0.0000 tnxTower Report-version 8.1.1.0 February 01, 2022 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number CN4-370R1/2200039, Order 569625, Revision 0 Page 25 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 82.00 NNH4-65D-R6CCIV2 w/Mount 46 5.881 0.6422 0.0001 39071 Pipe 77.00 DC6-48-60-18-8F 46 5.506 0.6210 0.0001 39071 75.13 CCISeismic Tower Section 1 -1 46 5.272 0.6078 0.0001 39071 75.00 CCISeismic misd Safety Line 3/8 46 5.257 0.6069 0.0001 39071 From 6 to 80(70ft to80ft) 73.50 CCISeismic(4)rosenberger teoni 46 5.071 0.5963 0.0001 30055 WR-VG86ST-BRD(3/4)From 5 to 77(70ft to77ft) 71.00 GPS_A 46 4.762 0.5786 0.0001 21706 70.50 CCISeismic(2)andrew LDF4- 46 4.701 0.5750 0.0001 20564 50A(1/2)From 5 to 71 (70ft to71 ft) 65.25 CCISeismic Tower Section 1 -2 46 4.068 0.5375 0.0001 13244 65.00 CCISeismic miscl Safety Line 3/8 46 4.039 0.5357 0.0001 13024 From 6 to 80(60ft to70ft) 61.00 GPS_A 46 3.574 0.5068 0.0000 10282 60.50 CCISeismic Ground Cable(5/16) 46 3.517 0.5031 0.0000 10018 From 0 to 61 (60ft to61ft) 55.25 CCISeismic Tower Section 1 -3 46 2.939 0.4645 0.0000 7893 55.00 CCISeismic misd Safety Line 3/8 46 2.913 0.4627 0.0000 7814 From 6 to 80(50ft to60ft) 45.25 CCISeismic Tower Section 1 -4 47 1.962 0.3885 0.0000 5696 45.00 CCISeismic miscl Safety Line 3/8 47 1.940 0.3866 0.0000 5669 From 6 to 80(40ft to50ft) 42.17 CCISeismic Tower Section 2-1 47 1.701 0.3643 0.0000 5500 35.00 CCISeismic Tower Section 2-2 47 1.175 0.3064 0.0000 5476 25.00 CCISeismic Tower Section 2-3 47 0.628 0.2223 0.0000 5621 22.29 CCISeismic Tower Section 3-1 47 0.518 0.1989 0.0000 6072 15.00 CCISeismic Tower Section 3-2 47 0.288 0.1348 0.0000 8970 8.00 CCISeismic misd Safety Line 3/8 47 0.134 0.0722 0.0000 16819 From 6 to 80(6ft to10ft) 7.50 CCISeismic(12)andrew LDF5- 47 0.125 0.0677 0.0000 17941 50A(7/8)From 5 to 80(5ft to10ft) 5.00 CCISeismic Tower Section 3-3 47 0.081 0.0452 0.0000 26911 Maximum Tower Deflections - Design Wind , Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 80-40.25 16.353 16 1.7858 0.0003 L2 44.3333-20 5.235 18 1.0606 0.0001 L3 24.5833-0 1.697 18 0.6081 0.0000 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ° ft 82.00 NNH4-65D-R6_CCIV2 w/Mount 16 16.353 1.7858 0.0003 14070 Pipe 77.00 006-48-60-18-8F 16 15.310 1.7269 0.0003 14070 75.13 CCISeismic Tower Section 1 -1 16 14.660 1.6901 0.0002 14070 75.00 CCISeismic misd Safety Line 3/8 16 14.617 1.6877 0.0002 14070 From 6 to 80(70ft to80ft) 73.50 CCISeismic(4)rosenberger leoni 16 14.099 1.6582 0.0002 10823 WR-VG86ST-BRD(3/4)From 5 tnxTower Report-version 8.1.1.0 February 01, 2022 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number CN4-370R1/2200039, Order 569625, Revision 0 Page 26 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft ..... Comb. in e o ft to 77(70ft to77ft) 71.00 GPS_A 16 13.242 1.6089 0.0002 7817 t 70.50 CCISeismic(2)andrew LDF4- 16 13.072 1.5990 0.0002 7405 t 50A(1/2)From 5 to 71 (70ft to71 ft) 65.25 CCISeismic Tower Section 1 -2 16 11.312 1.4948 0.0002 4769 65.00 CCISeismic misd Safety Line 3/8 16 11.230 1.4898 0.0002 4690 From 6 to 80(60ft to70ft) 61.00 GPS_A 16 9.938 1.4094 0.0001 3702 60.50 CCISeismic Ground Cable(5/16) 16 9.779 1.3993 0.0001 3607 From 0 to 61 (60ft to611t) 55.25 CCISeismic Tower Section 1 -3 16 8.173 1.2919 0.0001 2842 55.00 CCISeismic misd Safety Line 3/8 16 8.099 1.2867 0.0001 2813 From 6 to 80(50ft to60ft) 45.25 CCISeismic Tower Section 1 -4 18 5.457 1.0805 0.0001 2050 45.00 CCISeismic misd Safety Line 3/8 18 5.396 1.0751 0.0001 2040 From 6 to 80(40ft to50ft) 42.17 CCISeismic Tower Section 2-1 18 4.731 1.0131 0.0001 1979 35.00 CCISeismic Tower Section 2-2 18 3.267 0.8521 0.0000 1970 I 25.00 CCISeismic Tower Section 2-3 18 1.747 0.6181 0.0000 2021 I 22.29 CCISeismic Tower Section 3-1 18 1.439 0.5530 0.0000 2184 j 15.00 CCISeismic Tower Section 3-2 18 0.800 0.3748 0.0000 3225 8.00 CCISeismic misd Safety Line 3/8 18 0.373 0.2007 0.0000 6048 From 6 to 80(6ft to10ft) 7.50 CCISeismic(12)andrew LDF5- 18 0.348 0.1882 0.0000 6451 50A(7/8)From 5 to 80(5ft to10ft) 5.00 CCISeismic Tower Section 3-3 18 0.225 0.1256 0.0000 9676 Compression Checks Pole Design Data Section Elevation Size L Lt, KI/r A P„ (I)Pn Ratio No. Pu ft ft ft in2 K K eP p„ L1 80-40.25(1) TP28.745x20x0.25 39.75 0.00 0.0 22.215 -8.44 1299.60 0.006 3 L2 40.25-20(2) TP32.568x27.3467x0.312 24.33 0.00 0.0 31.467 -11.48 1840.85 0.006 5 5 L3 20-0(3) TP36.211x30.9595x0.312 24.58 0.00 0.0 36.122 -15.77 2113.19 0.007 5 9 Pole Bending Design Data Section Elevation Size Mux 0Mux Ratio Kw 4M6 Ratio No. Mux M„y ft kip-ft kip-ft 4M,,_.._ kip-ft ..._..._.., kip-ft (Wu L1 80-40.25(1) TP28.745x20x0.25 215.24 826.60 0.260 0.00 826.60 0.000 L2 40.25-20(2) TP32.568x27.3467x0.312 357.26 1379.87 0.259 0.00 1379.87 0.000 5 L3 20-0(3) TP36.211x30.9595x0.312 563.47 1717.87 0.328 0.00 1717.87 0.000 5 tnxTower Report-version 8.1.1.0 February 01, 2022 80 Ft Monopole Tower Structural Analysis CCI BU No 855861 Project Number CN4-370R1/2200039, Order 569625, Revision 0 Page 27 — Pole Shear Design Data Section Elevation Size Actual 0V„ Ratio Actual 0T„ Ratio No. V„ V„ T„ T„ ft K K 0V„ kip-ft kip-ft ceT„ Li 80-40.25(1) TP28.745x20x0.25 6.64 389.88 0.017 0.01 946.42 0.000 L2 40.25-20(2) TP32.568x27.3467x0.312 7.74 552.25 0.014 0.01 1519.13 0.000 5 L3 20-0(3) TP36.211x30.9595x0.312 9.02 633.96 0.014 0.01 2001.87 0.000 5 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria I No. P„ M„X Stress Stress I ft - Ratio Ratio Pu.... M a..._ M„Y OVn bT„ L1 80-40.25(1) 0.006 0.260 0.000 0.017 0.000 0.267 1.050 4.8.2 L2 40.25-20(2) 0.006 0.259 0.000 0.014 0.000 0.265 1.050 4.8.2 L3 20-0(3) 0.007 0.328 0.000 0.014 0.000 0.336 1.050 4.8.2 Section Capacity Table Section Elevation Component Size Critical P oP,,,„W % Pass No. ft Type Element K K Capacity Fail Li 80-40.25 Pole TP28.745x20x0.25 1 -8.44 1364.58 25.4 Pass L2 40.25-20 Pole TP32.568x27.3467x0.3125 2 -11.48 1932.89 25.3 Pass L3 20-0 Pole TP36.211x30.9595x0.3125 3 -15.77 2218.85 32.0 Pass Summary Pole(L3) 32.0 Pass RATING= 32.0 Pass tnxTower Report-version 8.1.1.0 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 8.1.1.0 (INSTALLED) (1)5/I6'GROUND TO 81 FT LEVEL. (PROPOSED EGUIPNENT CONNSOURAIION) (4) 3/4'TO 77 FT LEVEL (3)3/8'TO 82 FT LEVEL (14)7/8`TO 82 FT LEVEL CLIMBING PEGS (PROPOSED EQUIPMENT CONFIGI:RATION) W/SAFEIY CUNB (I)I/2"TO 81 FT LEVEL ,2,„1/2'TO 71 FT LEVEL N. / / \ \ 1 I � 1 I \ \\ / / \ / / N. .r BUSINESS UNIT:855861 TOWER ID:C_ELASELEVEL APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 8.1.1.0 Monopole Base Plate Connection CROWN CASTLE Site info BU tt 855861 Site Name Pfaffle Order 8 569625 Rev.0 Y1efy is G.onsideratlOr'ts, TIA-222 Revision H Grout Considered: No I„,(in) 0.625 Applied Loads Moment(kip-ft) 563.47 Axial Force(kips) 15.77 Shear Force(kips) 9.02 'TIA-222-H Section 15.5 Applied /- ( I, Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (8)2-1/4"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 43"BC Pu_t=76.56 4Pn_t=243.75 Stress Rating Vu=1.13 4Vn=149.1 29.9% Base Plate Data Mu=n/a cbMn=n/a 49"OD x 2.25"Plate(A572-50;Fy=50 ksi,Fu=65 ksi) Base Plate Summary Stiffener Data Max Stress(ksi): 9.31 (Flexural) N/A Allowable Stress(ksi): 45 Stress Rating: 19.7% Pass Pole Data 36.211"x 0.3125"12-sided pole(A572-65;Fy=65 ksi,Fu=80 ksi) CClplate-Version 4.1.2 Analysis Date:2/1/2022 Monopole Base Plate Connection - Seismic CROWN CC CASTLE Cite info BU# -. Site Name Order# 569625 Rev.0 v( )) Analysis Considerations � ) I� ;l TIA-222 Revision H Grout Considered: No la,(in) 0.625 Applied:Loads '` )1 Moment(kip-ft) 312.62 Axial Force(kips) 17.52 Shear Force(kips) 4.34 *TIA-222-H Section 15.5 Applied *1.5 Overstrength Foctor Applied Connection Properties Analysis Results Anchor Rod Data Anchor Rod Summary (units of kips,kip-in) (8)2-1/4"0 bolts(A615-75 N;Fy=75 ksi,Fu=100 ksi)on 43"BC Pu_t=63.17 411iPn_t=243.75 Stress Rating Vu=0.81 i:tiVn=149.1 24.7% Base Plate Data Mu=n/a 4 Mn=n/a 49"OD x 2.25"Plate(A572-50;Fy=50 ksi,Fu=65 ksi) Base Plate Summary Stiffener Data Max Stress(ksi): 5.29 (Flexural) N/A Allowable Stress(ksi): 45 Stress Rating: 11.2% Pole Data 36.211"x 0.3125"12-sided pole(A572-65;Fy=65 ksi,Fu=80 ksi) CClplate-Version 4.1.2 Analysis Date:2/1/2022 Drilled Pier Foundation r CROWN BU#:855861 ASpLESite Name:Pfeifle Order Number.569625 Rev.0 TIA-222 Revison:H Check Limitation Tower Type:Monopole •pp •- -' ection 0 ',Analysis Results Additional Longitudinal Rebar IIIIIIIIIIIIIIICsoil Lateral Check Compression Uplift - e-. - omp. p I D,,.:c.(ft from TOC) 5.46 - Shear Design Options Moment(kip-ft) 563.46 Soil Safety Factor 15.95 - Axial Force(kips) 15.77 Max Moment(kip-ft) 606.45 - rift i7 ire=r-SPII IM-. 01:11330 Shear Force(k(ps) 9.02 Rating' 7.9% - - 1.111111111P ni.e ..ISi .-.191 Soil Vertical Check Compression Uplift Go to Soil Calculations Material Properties • Skin Friction(kips) 279.50 - Concrete Strength,Pc: 4 ksi End Bearing(kips) 132.54 - Rebar Strength,Fy: 60 ksi Weight of Concrete(kips) 72.47 - Tie Yield Strength,Fyt: 60 ksi Total Capacity(kips) 412.03 - - Axial(kips) 88.24 - Pier Design Data g,av spivs options Rating' 20.4% ... OIIIIINIIIR'I 31 Reinforced Concrete Flexure Compression Uplift Ext.Above Grade ft 'F.nNei°d Lvlhi1r4M i.. Critical Depth(ft from TOC) 5.42 - Pier Section 1 : gvgr l Pier loyvir. Critical Moment(kip-ft) 606.45 - From o.S'above.rade to 25'below.rade Critical Moment Capacity 2926.41 - Pier Diameter© Rating" 19.7% - - 'coal"•uantity MEM Reinforced Concrete Shear Compression Uplift Rebar Size Critical Depth(h from TOC) 16,65 - Clear Cover to Ties©n, Critical Shear(kip) 63.84 - Tie Size I Critical Shear Capacity 332.04 - _ Tie S.acint MI=in Rating' 18.396 - Structural Foundation Rating' 19.7% Soil Interaction Rating. 20.4% 'Rating per TIA-222-H Section 15.5 'Soil Profile Groundwater Depth ® MM 4 Calculated Calculated Ultimate Skin Sit.Oros, TopThickness Angle of Ultimate Skin y.,. yw,<M. Cohesion Ultimate Skin Ultimate Skin Friction Comp Bearing SPT Blow Layer ft Bottom(ft) Friction Friction Uplift Sofl Type (ft) (ft) (KO (pcf) (ksf) Friction Comp Friction Uplift Override Capacity Count (degrees) (ksf) (ksf) (ksf) Override(ksf) (ksf) 1 0 2.5 2.5 110 150 0 0 0.000 0.000 Cohesionless 2 2.5 13 10.5 110 150 1 30 0.831 0.831 13 Cohesionless 3 13 22 9 47.6 87.6 1 30 1.230 1,230 12 Cohesionless 4 22 25 3 52.8 87.6 0.2 34 1.310 1.310 9 12 Cohesionless Version 5.0.3 • CROWN A/�.1 BU:- 855861 Structure. A I !C V V Y V WO:_- 2062760 CASTLE Order: 569625 Rev: 0 Location Decimal Degrees Deg Min Sec Lat: 45.437906 26 16.46 Long: -122.764889 45 53.60 Code and Site Pa ameters Seismic Design Code:- TIA-222-H-1 Site Soil:_ D(Determined) Stiff Soil Risk Category: II USGS Seismic Reference Ss:_ 0.8650 g Si: 0.3960 g TL: 16 s Seismic Design Category Determination Importance Factor,le: 1 Acceleration-based site coefficient,F :- 1.1540 Velocity-based site coefficient,Fv: 1.9040 Design spectral response acceleration short period,Sips: 0.6655 g Design spectral response acceleration 1 s period,SU1: 0.5027 g Ts: 0.7553 Seismic Design Category Based on Ses: D Seismic Design Category Based on Sp1: D Seismic Design Category Based on Si: N/A Controlling Seismic Design Category: C CClSeismic 3.3.9 Page 1 Analysis Date: 2/1/2022 CROWN BU: 855861 Structure: s, CASTLE WO: 2062760 `rtOMl� Order: 569625 Rev: 0 Tower Details Tower Type: Tapered Monopole Height,h: 80 ft Effective Seismic Weight,W: 13.13 kips Amplification Factor,As: 1.0 2.7.8.1 Seismic Bas-Shear Response Modification Factor,R:r 1.5 Discrete Appurtenance Weight in Top 1/3 of Structure,Wu: 4.44586 kips Wi: 8.686159494 kips E: 29000.0 ksi g:_ 386.088 in/s` Average Moment of Inertia,I,v,: 2924.341736 in4 F,: 0.657981998 hz Approximate Fundamental Period Monopole,T,: 1.5198 s 2.7.7.1.3.3 Seismic Response Coefficient,C, 0.3307 Table 2-12 Note 3 Seismic Response Coefficient Max 1,Cs._ N/A Seismic Response Coefficient Max 2,Camax N/A Seismic Response Coefficient Min 1,Csm;,,_ 0.0300 2.7.7.1.1 Seismic Response Coefficient Min 2,Csmin_ N/A 2.7.7.1.1 Controlling Seismic Response Coefficient,C,c 0.3307 Seismic Base Shear,VI 4,343 i,,)s 2.7.7.1.1 Vertical Distribution Factors Period Related Exponent,k:_ 1.510 Sum of w;h;k 5510.66 CCISeismic 3.3.9 Page 2 Analysis Date: 2/1/2022 ' . Section , Section Length Top Height Mid Height.h„ w,.11; F Number Weight,ue, 1-1 9.75 80 00 75 13 0 55.53 377.39 0 0683 0.2974 0.0739 1 2 10 00 25 11 75 0 6290 345.52 0.0627 0.2723 0.0837 1 3 10 00 40'75 55..?!.." 0 6892 294.49 0 0534 0.2321 0.0917 - .7 45.25 0 7493 236 86 0'..,..., 0 .067. 0 0997 1,;5:1 42.17 0.4074 115 77 0 02 i:, ,)0912 0.0542 2 , 35 Oe 0.9928 212 94 0 0386' 0.1678 0 1321 2-' 43:0 25.00 1.0662 137.59 0.0250 0.1084 0.1419 - i 22 29 0 4879 52 96 0 0096 0.0417 0.0649 4, 15 00 1 1179 66.71 0.0121 0.0526 0 1439 1 0. 1 1909 13 53 0 0023 0 0107 ,. 7 8859 1853 75 CCISeismic 3.3.9 Page 3 Analysis Date: 2/1/2022 ' Disc fete load: Name h, w, w,h.r C, F,i F,,, nrie 4.650-86_CCIV2 w/Mount Pipe 82.00 0.1505 116.73. 0.0212 0, ,:,n 65D-R6 ----- . _ �_C'CN,- `'wJ Mount Pipe 8200 O.:ISG5 116 73 0011' ;;r, o5D-R6_CCIV2 w(Mount Pipe 82,00 0,1505 116.73 0 02 L t 0.0200 <!i,t:), 82.00 U00 03 30 �049 �.� 0.0093 . 82.00 0,0700 54,30 0.0099 6.0093 82.00 0.0700.07 54.5'tl 0,0099 _ 9.0093 82.00 3.0800 62.05 0.0113 0.010o 82.00 82.00 82.00 32.00 82.00 82.00 00.08006A05 0.0113 C.0106 :..._........__._.__... 0.0800 62.05 0.0113 0.0459 0.0106 310400 31..03 0.0056 .,.0245 ::r.0053 2 0400 3'1.03 0.0056 0.0245 0.0053 -... ...._..._._.- -.._. 304,0 31,03 0,0056 0.C745 C,005'3 0.0300 23.270.0042 0.5003 0 0040 %':70 p 0.'0 23.27 0.0042 0 0183 1:.0040 ..._-.._.. ..._......... CC 0.0300 23.270.0042 0.03.83 0.0040 I- 1 34331042.93 0.1891 0.8212 88 82.00 0.1321 002.47 0.0186 0.U80$ 0.017F Pc 018,1 102.47 -2135 0.0808n,.0176 I w,l Mount Pipe $2.00 0.132.1 102.47 0.0186 0.0808 0.0176 81 '1' !ri 1000 77.57 C:.('i41 0.0611 3.0133 ......_ 82 00 0.1000 77.57 0.0141 0.C!611 0.0233 82.00 ;.1000 77.57 00141 0 0611 '00133 82.00 0.1000 77,57 0.0141 0.061.1 0.0133 82.00 0 1000 77.57 .01u 1 0.0611 0 0133 -... _. 82.00 0.1000 77.57 0,0141 0,0611 0,0133 82.00 .1 0700 54.30 0 0099 0.0428 ?.0093 -- .._-..:._:_...__:' 82.00 0 0700 54.30 0.0099 0,0428 :10093 n,eo: Doss . CIO , 15.31 0.00213 00'. 0,0027 S rr 33.54 0.0061 0.3058 Ste113 ....__- 33.59 1.0061, .._._.- 0.0058 3,59 0 0061 nOSfi 3 . 39.59 00 0.007 0.00-j' .:_........ _____. -...._ 39.59 00072 :006a.. 39.59 0.007. 0.0063 ..,-..._.. ._..._-- _ 23,27 :i_0042 ,f.mno .0042 1.U040 Mount Pipe r+ rJ -...:__...-. _.._...__:, Pipe 1.1, 0,0042 ',0040 PTE.. 23.27 r.;zGY< 00C-�C.. 1., Pipe_ t..u: 23,27 0.0042 77.00 14.11 ,0026 77.00 14.11 0.0026 -- to :cent[PM 601-1i 77.00 45.55 O.ODR :-, tower rit, ..._ Mount . , -.._-- 45.85 0.00433 ;7; Bp;005_4 .. _. , 0,000'1 tower mounts Pipe Mount. _ 40.06 0.3074 gns 6P5_A �- 0.43 0.0001 tower mounts Pipe Mount 01-7.1 9225 0.0069 ! /311 -3408.09 CClSeismic 3.3.9 Page 4 Analysis Date: 2/1/2022 Name Start Height End Height h, w, w,h,' F,,, F., 70.01 80.00 75.00 0.0022 1 49 0.0003 0.0012 0.0003 90 0' 70.00 65.67 0.0022 1 20 0.0002 6 0009 0.0003 6(4(10 55.00 D 0022 0 93 0.0002 0.0007 0.0003 45 09 0 69 0 0001 3 0005 0 0003 f , 35.00 . '''L.r 0 47 0.0001 3.0004 0.0003 ' 3(3/E'( 25 00 . 0 28 C 0001 2.0012 G 0068 I ,3/8 10.00 20.00 15.00 ,'„•, 0 13 0.0000 0.0001 0.003 : -1/3: 6.00 11 00 8.01 D 02 0,0300 0.0020 0,Q: ., -in Pep t 70 00 80.00 75.00 12,23 0.0022 0.0096 0.0024 ':ng Pegs r SO 30 70.00 65,C 6 .' 9 35 0.0018 0.0078 0 002,1 Wog Pegs 3" 50,00 60.00 55620 7 66 0.0014 0.0060 ( ,(1,ig Pegs i6 40.06 606)0 45 IC 8 .r310 ,7004', 6 .6ing Pep From 0 to 80 30.00 40.00 35.00 '.., 0007 0.003.9 :mg Pegs i3rorr 6 6:83 2016' 80 Or) 2`,00 ' ,.. :0004 0.00S- no 7ng Pegs From 6 to 80 10.00 10 00 15.00 (1.,' - -(.(.; 0 0002 0.0001 . 6 00 10 OD 0 00 ' , 0 0000 0.00_, Grouno (om, 60.00 61.00 60,50. 3(.0000 10000 00'.L 60.00 ,,J001 ICS- 40 6; 80.00 " 2. 0..0000 0.001'2 30 r:),:, ,:1 06 ' ' 7 Joon 2.00,- 6 ' .ssle(5/16)From 0 to 61 20.0() 30 00 _'00 0.0008 „. 1/0000 0.0001 30 3"1 61 From 0 L 10 00 20 GO 1: ,..,0 0.0003 '0000 3.000:, 01 .'16)L066,() 0.00 10.00 5 00 0.0008 0 01 0 0000 0.0000 C., 70 00 80.00 0 0396 26.34 0 0049 0 0212 E1,3 60.00 70.00 0.0396 21.63 11 0019 0.0170 l' 30,00 60.00 0.0396 L6.81 0 1 0.0132 0 1 ' 40,00 50.00 0 '01 0.0396 11.41 0 0.0098 31 (: 30.00 40.00 '' ' 0.0396 ... 8 49 0 10067 L.. (2. 20.00 30.00 ' 0 0396 5 11 0,0040 ,.. 10.00 20.00. 2 10 0003, C. (1 5.00 10.00 7.50 0 41 0.0003 (3 .6516' '0 00 80.00 75.00 0 00:,/ 1'5 ' 0.0015 (3)-' (65N1.. , 60.00 70.00 (35.00 0 0027 1 40 0.0012 (31 65(11-001' 60.00 60.00 55.00 0.0027 1 25 0.0009 (, (3) 6633-001 , 40.00 50.00 45.00 0.0027 0.0007 0. (3, 30.00 40.00 35 00 0.0027 0 8r, L.,060 L 3.0005 0.0v 6.) 20.00 30.00 25.00 0 1101' 0 35 0.0001 0.0003 0.0004 (3)comm5rope 6t6T-3650o. 10.00 20.00 15.00 0 1.6 '0000 3.0001 0 000,1 5.00 10.00 7,:e, 0 3', L8 0000 0.0000 0.0002 12)rose` ' '0.00 80.00 11 61., .0022 ..L an94 a r.to23 (2)rose'', 60.00 70.00 , 9 61 1'0017 0.0076 0 0013 ., (2)rose,: '11/2(7/8)From L.` 50.00 60 00 7 4,, 0 0014 0.005,1 , 0 (2).,'" '0 00 50,00 )0030 /i 01-11 I::( 40.00 ' 1276 30.00 ,. ' 7 0.0176 2 27 , 20.00 5 0 C.1176 1 00 -.5092 ls,loom, ' 0-• 10.00 0.0088 0 18 0.0000 t , ' 77.00 , „ 0 0164 10 75 0,0020 70 00 66,00 0.0234 11.76 0.0023 3,0 00 55.00 (1 0231 9 91 0 001/3 (4) IC))), 50.00 45.00 0,0234 7.52 0 0012 6 0.01(31 (41 30 00 40.00 35.00 0 023.1 5 01 0 0609 9 0.0851 20.00 30.00 25.00 0.0234 3 2), 0.0005 1 0.00 51 1 )-8,6 10.00 20.00 15.00 0.0234 ' '" 0.0063 , 5.00 10.00 7 50 0.0117 3,',( 0.0000 0 0'IS 70.00 11.00 -0.50 0 0003 0000, 60.00 70,00 65.00 0.0030 ('.3 0 0003 r, (2)andrew LP(• 50.00 60 00 55 00 0 0080 '00:., (2)andrew101 40.00 50.00 45.00 0.0030 r 9 0 0002 1003/ (2)andrew 1 oo 40 00 35.08: 0.0030 , '8001 0.05' (2)and,' 20.00 30.00 25.00 0.0030 0.0001 0.0510, 0.0004 (2))r)(11,, 10.00 20 00 15 CO 0.0030 5 00011 0.CInC,11, 1 5.00 10.00 7.50 0.0015 .... :10000 .:to 61 40 00 61.00 50 50 0.0002 0000 ' er., 5 to 61 50,00 60.00 55.00 0.0015 ,.( 0.0001 a r. 40.00 50.00 45.0.2, 0 0015 -. 0.0061 , a6dregi tt..8-4.L,., . 30.00 40.00 35,05 0 0015 0.00111 ('• ' 20.00 30.00 25- 0.0000 10.00 20.00 '• 0.0000 ' s ' 5.00 10.00 .' 0.0000 2,48.;81 CClSeismic 3.3.9 Page 5 Analysis Date: 2/1/2022 E. ACE 7 Hazards Report AMERICAN SOCIETY OF CML ENGINEEN Address: Standard: ASCE/SEI 7-16 Elevation: 226.7 ft(NAVD 88) No Address at This Risk Category: II Latitude: 45.437906 Location Soil Class: D- Stiff Soil Longitude: -122.764889 I 1- I , t u I I. I a. Wind Results: Wind Speed 97 Vmph 10-year MRI 66 Vmph 25-year MRI 73 Vmph 50-year MRI 77 Vmph 100-year MRI 82 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1--CC.2-4, and Section 26.5.2 Date Accessed: Mon Jan 31 2022 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C: Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https://asce7hazardtool.online/ Page 1 of 3 Mon Jan 31 2022 AscE. AMERICAN SOCIETY OF CIVII.ENGINEERS Seismic Site Soil Class: D -Stiff Soil Results: Ss : 0.865 Sp, : N/A Si : 0.396 Ti. : 16 Fa : 1.154 PGA : 0.393 F, : N/A PGA M : 0.4'74 SMs : 0.998 FPGA 1.207 SM, : N/A IQ : 1 Sos : 0.665 C, : 1.2:32 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Mon Jan 31 2022 Date Source: USGS Seismic Design Maps httns://asce7hazardtool.online/ Page 2 of 3 Mon Jan 31 2022 �"•�'•"`• y,. °•'`•, •,•y,`•••••.,••.•Nut4tahWfl& ,NilaifHrfalffhfff{fNMiRNthlFffHd>#iAF - (i,:;1 E. AMERICAN SOCIETY OF CMI,ENGINEERS Ice Results: Ice Thickness: 1.50 in. Concurrent Temperature: 25 F Gust Speed 30 mph Data Source: Standard ASCE/SEE 7-10, Figs. 10-2 through 10-8 Date Accessed: Mon Jan 31 2022 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability, currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,relationship,or sponsorship of such third-party content by or from ASCE. ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool,you expressly assume all risks associated with your use.Under no circumstances shall ASCE or its officers,directors, employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Mon Jan 31 2022