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Home My WebLink About2237 JANIS WAY; CS; CBC2021-0408; PermitBuilding Permit Finaled (city of Carlsbad Commercial Permit Print Date: 11/07/2022 Permit No: CBC2021-0408 Job Address: 2237 JANIS WAY, # CS, CARLSBAD, CA 92008-2776 Status: Closed -Finaled Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel#: 1675404900 Track#: Valuation: $0.00 Lot#: Occupancy Group: Project#: #of Dwelling Units: Plan#: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Occupant Load: Plan Check#: Code Edition: Sprinkled: Project Title: Description: VERIZON; CELL SITE MODIFICATION (NO GROUND DISTURBANCE) Applicant: Property Owner: PLANCOM INC KERRIGAN DIEHL 302 STATE PL ESCONDIDO, CA 92029 (760) 735-4913 CITY OF CARLSBAD-CITY HALL 1200 CARLSBAD VILLAGE DR CARLSBAD, CA 92008-1949 FEE BUILDING PLAN CHECK BUILDING PLAN CHECK FEE (manual) BUILDING PLAN REVIEW-MINOR PROJECTS (LOE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) CELL SITE-EQUIPMENT ENCLOSURE CELL SITE-RADIO OVER 30 FT. HIGH CERTIFICATE OF OCCUPANCY FIRE Special Equipment (Ovens, Dust, Battery) SB1473 -GREEN BUILDING STATE STANDARDS FEE Total Fees: $5,460.25 Total Payments To Date: $5,460.25 Applied: Issued: Finaled Close Out: 10/22/2021 05/03/2022 11/07/2022 Final Inspection: 10/21/2022 INSPECTOR: Kersch, Tim Contractor: MOTIVE ENERGY TELECOMMUNICATIONS GROUP INC 755 TRADEMARK CIR CORONA, CA 92879-2074 (714) 401-6260 Balance Due: AMOUNT $135.00 $1,714.25 $194.00 $98.00 $2,198.00 $647.00 $15.00 $458.00 $1.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Checkc·eze 2/JZ/ ..,010~ Est. Value PC Deposit q;JO, S::i:.:::' I 0)--i-;Ji,1 Date Tenant Name #: _________________ ,Lot #: ____ Year Built: _________ _ Year Built: __ _ Occupancy:._U __ _ Construction Type: 11B Fire sprinklers0ES0NO A/C:Qt'Es0No BRIEF DESCRIPTION OF WORK: 6409(a)Cell Site Modification -remove and replace 3 antennas, remove and replace equipment cabinet No Ground Disturbance D Addition/New: ____________ New SF and Use, __________ ,New SF and Use ______ SF Deck, _______ SF Patio Cover, SF Other (Specify), ___ _ 0Tenant Improvement: _____ SF, _____ SF, Existing Use: _______ Proposed Use: ______ _ Existing Use: Proposed Use: ______ _ D Pool/Spa: _____ .SF Additional Gas or Electrical Features? ____________ _ 0 Solar: KW, ___ ,Modules, Mounted:ORoof OGround D Re roof:, ___________________________________ _ 0 Plumbing/Mechanical/Electrical Oother: ______________________________ _ PRIMARY APPLICANT PROPERTY OWNER Name: Verizon -Plancom Inc.-Kerrigan Diehl Agent for Verizon Name:..:C..:IT..:Y_O.:...F_CA..:R..:L..:S:..:B..:A_D ____________ _ Address: 302 State Place Address:..:1..:63..:5..:F_A.:...RA~D..:A..:Y..:A..:V..:E..:N..:U..:E..:_ _________ _ City: Escondido State: CA Zip: 92029 City: CARLSBAD State: CA Zip:,_9_2_00_9 __ _ Phone: 760-587-3003 Phone: ___________________ _ Email: kerrigan.diehl@plancominc.com Email: _A_T_TN_:_c_u_R_T_IS_JA_C_K_s_o_N ___________ _ DESIGN PROFESSIONAL Name: M SQUARED Address: 1387 CALLE AVANZADO CONTRACTOR OF RECORD Business Name: TBD AT ISSUANCE MoT\ v e, G,,..eJbo:-{ Address: 7 S'S T~Oe""-~¥::: c ,r c.\q City: Cwoo A State: C4 Zip: 9'2-$'2;> I City: SAN CLEMENTE State:,_C_A __ Zip: 92673 Phone: randy.williams@plancominc.com Phone: ? I y -y g .-(q"Z-(p 0 Email: 858-442-3397 Email: CS I\N Z. Pr<L.o @ M<ID~c..1 $. (.P~ Architect State License: _c_5_o_54_1_-_c_A _______ CSLB License #: I 0'2... I '41.\ Q Class: C. \ o( i r ~ C 3} Carlsbad Business License# (Required): C pJV' ;<_.v<"\ APPLICANT CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. jl J I /J NAME (PRINT): KERRIGAN DIEHL SIGN: 'r==b /~ DATE: 10/18/2021 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov REV. 07121 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaffirm under penalty of per jury that I am licensed under provisions of Chapter 9 ( commencingwith Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations/CHOOSE ONE): D1 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo. _______________________________________ _ rfl:'._)R- ~ave and will maintain worker's compensation, as required by Section 3700 of the labor Code, for the performance of the work ~or ~hich!his p rmit is issued. My workers' compensation insurance carrier and policy number are: lnsuranceCompany Name: !.•C,,,jf()J\J~!_JQ;;,1&,;~=.~~~~"-_\,/,;/,~1'.!:~J.,"--~ Polley No. vU C, 3 Li 67 20 D I ':\ Expiration Date: _::::z...µ--1--L.~-------- -0R- Ocertificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines upto $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: ____________________ ~,Lender'sAddress: ____________________ _ CONTRACTOR CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans isaccurate. lagreetocomply with all City ordinances and State laws relating to building construction. NAME (PRINT): Ch1 S ) "l."7Zf:::CP SIGNATURE:~~---:=~+~6,.L-DATE:_;u4---/..;~;;,+-~ ... 2 .... 2..-=- Note: If the person signing above is an authorized agent for the contractor provide a letter of a f / -OR - (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -0R-D1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR-□1 am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM B-61 uawner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors. I understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http:Ilwww./eginfo.ca.govlcalaw.html. OWNER CERTIFICA T/ON: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): SIGN: _________ DATE: _____ _ Note: If the person signing above ls an authorized agent for the property owner include form B-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 07/21 Building Permit Inspection History Finaled (City of Carlsbad PERMIT INSPECTION HISTORY for (CBC2021-0408) Permit Type: BLDG-Commercial Work Class: Tenant Improvement Application Date: 10/22/2021 Owner: CITY OF CARLSBAD-CITY HALL Issue Date: 05/03/2022 Subdivision: CARLSBAD TCT#81-19 UNIT#01 Status: Closed -Finaled Expiration Date: 04/19/2023 Address: 2237 JANIS WAY, # CS CARLSBAD, CA 92008-2776 IVR Number: 36601 Scheduled Actual Inspection Type Inspection No. Date Start Date 10/21/2022 10/21/2022 BLDG-34 Rough 194730-2022 Monday, November 7, 2022 Electrical Checklist Item COMMENTS BLDG-Building Deficiency BLDG-Final Inspection 194700-2022 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Inspection Primary Inspector Status Passed Tim Kersch Passed Tim Kersch Reinspection Inspection Passed Yes Passed Yes Yes Yes Yes Yes Complete Complete Page 1 of 1 Date: October 5, 2021 Subject: Structural Analysis Report Carrier Designation: Site Number: Site Name: Crown Castle Designation: BU Number: Site Name: JDE Job Number: Work Order Number: Order Number: Engineering Firm Designation: TEP Project Number: Tower Engineering Professionals 326 Tryon Road Raleigh, NC 27603 (919) 661-6351 SD08128A SD03XC150 880230 MT Kelly 637644 2028933 546964 Rev. 2 55017.609294 Site Data: 2237 Janis Way, Carlsbad, San Diego County, CA 92008 Latitude 33" 9' 54.51", Longitude -117" 19' 19.95" 43 Foot -Monopalm Tower Tower Engineering Professionals 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 utilizes an ultimate 3-second gust wind speed of 96 mph as required by the 2019 California Building Code. Applicable Standard references and design criteria are listed in Section 2 -Analysis Criteria. Structural analysis prepared by: Gautam Sopal, E.I. / DEN Respectfully submitted by: Adam M. Amortnont, P.E. CBC2021-0408 3571 CELINDA DR VERIZON: CELL SITE MODIFICATION (NO GROUND DISTURBANCE) 1675401500 10/22/2021 CBC2021-0408 43-ft Monopalm Tower Structural Analysis Report TEP Project Number 55017.609294, Order 546964, Revision 2 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 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 October 5, 2021 CCI BU No 880230 Page2 43-ft Monopalm Tower Structural Analysis Report TEP Project Number 55017.609294, Order 546964, Revision 2 1) INTRODUCTION This tower is a 43-ft monopalm tower designed by Tower Structures, Inc. 2) ANALYSIS CRITERIA TIA-222 Revision: Risk Category: Wind Speed: Exposure Category: Topographic Factor: SeismicSs: Seismic S1: Service Wind Speed: TIA-222-H II 96 mph C 1.0 1.009 0.368 60 mph Table 1 -Proposed Equipment Configuration Center Number Mounting Line of Antenna Level {ft) Elevation Antennas Manufacturer {ft) 3 Ericsson 3 RFS Celwave 45.0 44.0 3 Andrew 3 Ericsson 3 Ericsson 3 Site Pro 1 44.0 Site Pro 1 Table 2 -Other Considered Equipment Center Number Mounting Line of Antenna Level {fl) Elevation Antennas Manufacturer {fl) 54.0 Sinclair 45.0 50.0 Laird Technologies 3) ANALYSIS PROCEDURE Table 3 -Documents Provided I Document GeotechnicalReport Tower Foundation Drawings Tower Manufacturer Calculations Tower MappingHeport Palm Frond DesiQn tnxTower Report -version 8.1.1.0 Antenna Model AIR6449 B41_T-MOBILE w/ Mount Pipe APXVAALL 18_ 43-U- NA20_TMO w/ Mount Pipe HBXX-6516DS-A2M w/ Mount Pipe I Radio 4480_ TMOV2 RADIO 4460 B2/B25 B66_ TMO VFA12-HD MSFAA Antenna Model SC329-HT1 LDF(D00-G6) PC457N Reference 1579598 2037152 1489807 2037151 880203 October 5, 2021 CCI BU No 880230 Page3 Number Feed of Feed Line Lines Size {in) 3 1-3/8 Number Feed of Feed Line Lines Size {in) 3 1/2 Source CCISites CCISites CCISites CCISites Crown Castle I I I 43-ft Monopalm Tower Structural Analysis Report TEP Project Number 55017.609294, Order 546964, Revision 2 3.1) Analysis Method October 5, 2021 CCI BU No 880230 Page4 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) The 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 2, and the referenced drawings. 3) The following material grades were assumed: a) Anchor bolts: A36 b) Base plate: A36 This analysis may be affected if any assumptions are not valid or have been made in error. Tower Engineering Professionals should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 4 -Section Capacity (Summary) Section No. Elevation (It) Component Type Size L1 L2 43.0417-30 ! 30 -0 Pole Pole P18x.25 P24x0.250 Table 5 -Tower Component Stresses vs. Capacity -LCS Crltlcal Element 2 Notes Component Elevation (ft) 1,2 Flange Connection 30.0 1,2 Anchor Rods 1,2 Base Plate 1,2 Base Foundation Structural 1,2 Base Foundation Soil Interaction Structure Rating (max from all components) = Notes: p (k) ¢Patlow (k) % Pass t Fall Capacity -5.85 461.09 35.6 Pass -8.41 613.12 64.7 Pass 1Summary, Pole (L2) 64.7 Pass Rating= 64.7 Pass % Capacity Pass/ Fall 56.6 Pass 55.1 Pass 66.1 Pass 68.6 Pass 36.6 Pass 68.6% 1) See additional documentation in "Appendix C -Additional Calculations" for calculations supporting the% capacity listed. 2) Rating per TIA-222-H Section 15.5 4.1) Recommendations 1) 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 • 43-ft Monopalm Tower Structural Analysis Report TEP Project Number 55017.609294, Order 546964, Revision 2 tnxTower Report -version 8.1.1.0 APPENDIX A TNXTOWER OUTPUT October 5, 2021 CCI BU No 880230 Page5 4.3,0 !t 0 0 Of_t __ ,;= ~CJ ' >,_ MATERIAL STRENGTH !-GRAD(:_ lAS3-B-35 . Fy ! 35 ksi Fu _ ---j _ GRA_DE _Fy_ TOWER DESIGN NOTES 1. Tower is located in San DieQo Countv, California. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower desianed for a 96 mph basic wind in accordance with the TlA-222-H Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Risk Category II. 6. Topographic Category 1 with Crest Height of 0.00 ft 7. CCISeismic Note: Seismic loads qenerated by CCISeismic 3.38 □ 8. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1 _ -c=··;=;cF9~-rrTOWER RATING: 64.7% -~ - 0 ALL REACTIONS ARE FACTORED AXIAL 10K SHEr 1-,,\ MOMENT 4 K_ 156 kip-ft SEISMIC AXIAL BK SHEAR/J' -~ MOMENT 5 Kf __ \ 225 k;p-ff TORQUE O kip-ft REACTIONS -96 mph WIND Tower Engineering Professionals ,b MT Ke/ly_J_BU 880230)_____ 326 Tryon Road P'.oiect: TEP No. 55017._6090-29=•~-- Raleigh, NC 27603 Client Crown Castle 1°'.a_wnby:SPT Ap~~----- Tower Engineenng Proless,onals Phone: (919) 661-6351 Code TIA-222-H I Date 10/05"/2~1---+Sc~ale: NTS FAX: 1919\ 661-6350 Pall\ DwgNo E-1 ·• Job Page tnxTower MT Kelly (BU 880230) 1 of 15 Project Date Tower Engineering Professionals TEP No. 55017.609294 10:54:04 10/05/21 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle FAX: (919) 661-6350 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 San Diego County, California. Tower base elevation above sea level: 331.00 ft. Basic wind speed of 96 mph. Risk Category IL Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: I. Crest Height: 0.00 ft. Deflections calculated using a wind speed of 60 mph. CC!Seismic Note: Seismic loads generated by CC!Seismic 3.38. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-l. 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: K,,(Fw) = 0.95, K,,(E, and fa)= 1.0. Maximum demand-capacity ratio is: 1.05. SPT Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments -Legs Consider Moments -Horizontals Consider Moments -Diagonals Use Moment Magnification ✓ Use Code Stress Ratios ✓ Use Code Safety Factors -Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Options Distribute Leg Loads As Uniform Assume Legs Pinned ✓ Assume Rigid Index Plate ✓ Use Clear Spans For Wind Area Use Clear Spans For KLJr Relension Guys To Initial Tension ✓ Bypass Mast Stability Checks ✓ Use Azimuth Dish Coefficients ✓ Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+ W Combination ✓ Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Ignore KIJry For 60 Deg. Angle Legs Use ASCE IO X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolls Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation ✓ Consider Feed Line Torque Include Angle Block Shear Check Use TIA-222-H Bracing Resist. Exemption Use TIA-222-H Tension Splice Exemption Poles ✓ Include Shear-Torsion Interaction Always Use Sub-Critical Flow Use Top Mounted Sockets ✓ Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Comer Radii Are Known tnxTower Job MT Kelly (BU 880230) Tower Engineering Project Professionals TEP No. 55017.609294 326 Tryon Road Raleigh, NC 27603 Client Phone: (919)661-635/ Crown Castle FAX: (919) 661-6350 Pole Section Geometry Section LI L2 Tower Elevation LI 43.04-30.00 L2 30.00-0.00 Elevation 43.04-30.00 30.00-0.00 Gusset Area (per.face) i' Gusset Section Length 13.04 30.00 Gusset Grade Thickness ~I] Pole Size P18x.25 P24x0.250 Adjust. Factor Ar Pole Socket Length Grade ft A53-B-35 (35 ksi) A53-B-35 35 ksi Adjust. Weight Mult. Double Angle Factor Stitch Bolt A, Spacing Diagonals ;. --------·------ Page 2 of 15 Date 10 :54 :04 1 0/05/21 Designed by SPT Double Angle Double Angle Stitch Bolt Stitch Bolt Spacing Spacing Horizontals Redundants ;n ;n Feed Line/Linear Appurtenances -Entered As Round Or Flat Description .. • Description • Face o, Leg Face o, L,g LDF4-50A(l/2) C HCS 6Xl2 C 6AWG(l-3/8) .. • Tower Tower Section Elevation I LI 43.04-30.00 Allow Exclude Component Shield From Type Torque Calculatio,!1 ____ Placement Total Number Number Per Row ft -------~ Clear Spacing ;n Width or Perimeter Weight Diameter plf Feed Line/Linear Appurtenances -Entered As Area Allow Exclude Component Placement Total CAAA Weight Shield From Type Number Torque ft fr/ft plf Calculation No No Inside Pole 43.04 -0.00 3 No Ice 0.00 0.15 No No Inside Pole 43.04-0.00 3 No Ice 0.00 1.70 Feed Line/Linear Appurtenances Section Areas Face A, A,.-CAAA CAAA Weight In Face Out Face ;' i' i' K A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 om ·• tnxTower Job Page MT Kelly (BU 880230) 3 of 15 Tower Engineering Project Date Professionals TEP No. 55017.609294 10:54:04 10/05/21 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919)661-635I Crown Castle SPT FAX: (919) 66/-6350 Tower Tower Face A, A, CAAA CAA Weight Section Elevation In Face Out Face f f f f K L2 30.00-0.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.17 Feed Line Center of Pressure Section Elevation CP, CP, CP, CPz Ice la ;n ;n ;n ;n Ll 43.04-30.00 0.0000 0.0000 0.0000 0.0000 L2 30.00 0.00 0.0000 0.0000 0.0000 0.0000 Note: For pole sections, center of pressure calculations do not consider feed line shielding. User Defined Loads -Seismic Description Elevation Offset Azimuth E, Eru E,, E, From Angle Centroid I K K K K CCISeismic Tower Section I -1 41.52 0.00 0.0000 0.02 0.00 0.00 0,09 CCISeismic Tower Section I -2 35.00 0.00 0.0000 0.08 0.00 0.00 0.25 CCISeismic Tower Section 2 -2 25.00 0.00 0.0000 0.10 0.00 0.00 0.23 CCISeismic Tower Section 2 -3 15.00 0.00 0.0000 0.10 0.00 0.00 0.13 CCISeismic Tower Section 2 -4 5.00 0.00 0.0000 0.10 0.00 0.00 0.04 CCIScismic sinclair 45.00 0.00 0.0000 0.00 0.00 0.00 0.01 SC329-HT 1 LDF(D00-G6) CCISeismic PC457N 45.00 0.00 0.0000 0.00 0.00 0.00 o.oi CCISeismic pipe 2.4" Dia. x 2-ft 45.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic pipe 2.4" Dia. x 5-ft 45.00 0.00 0.0000 0.00 0.00 0.00 0.01 CCISeismic Solar 45.00 0.00 0.0000 0.07 0.00 0.00 0.32 Communications International, Inc. -Palm Fronds CCISeismic cricsson_cfd 44.00 0.00 0.0000 0.02 0.00 0.00 0.09 AIR6449 841_T-MOBJLE w/ Mount Pipe CCIScismic ericsson_cfd 44.00 0.00 0.0000 0.02 0.00 0.00 0.09 AIR6449 B41_T-MOBJLE w/ Mount Pipe CCISeismic ericsson_cfd 44.00 0.00 0.0000 0.02 0.00 0.00 0.09 AIR6449 B41_T-MOBILE w/ Mount Pipe CCIScismic rfs celwave_cfd 44.00 0.00 0.0000 0.02 0.00 0.00 0.10 APXV AALLI 8_ 43-U-NA20_ T MO w/ Mount Pipe CCISeismic rfs celwave_cfd 44.00 0.00 0.0000 0.02 0.00 0.00 0.10 APXVAALLI 8_ 43-U-NA20_ T MO w/ Mount Pipe CCISeismic rfs celwave_cfd 44.00 0.00 0.0000 O.D2 0.00 0.00 0.10 APXVAALLI 8_ 43-U-NA20_ T MO w/ Mount Pipe CCISeismic andrew_cfd 44.00 0.00 0.0000 O.Dl 0.00 0.00 O.oJ tnxTower Job Page MT Kelly (BU 880230) 4 of 15 Tower Engineering Project Date Professionals TEP No. 55017.609294 10:54:04 10/05/21 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-635/ Crown Castle SPT FAX: (919) 66/-6350 Description Elevation Offset Azimuth E,, Efil E,, E, From Angle Centroid t K K K K HBXX-6516DS-A2M w/ Mount Pipe CCISeismic andrew_cfd 44.00 0.00 0.0000 o.oi 0.00 0.00 0.03 HBXX-6516DS-A2M w/ Mount Pipe CCISeismic andrew_cfd 44.00 0.00 0.0000 O.Ql 0.00 0.00 O.o3 HBXX-6516DS-A2M w/ Mount Pipe CCISeismic ericsson Radio 44.00 0.00 0.0000 0.01 0.00 0.00 0.06 4480_TMOV2 CCISeismic ericsson Radio 44.00 0.00 0.0000 0.01 0.00 0.00 0.06 4480_TMOV2 CCISeismic ericsson Radio 44.00 0.00 0.0000 0,01 0.00 0.00 0.06 4480_TMOV2 CC!Seismic ericsson RADIO 44.00 0.00 0.0000 0.02 0.00 0.00 0.08 4460 B2/B25 B66_TMO CCISeismic ericsson RADIO 44.00 0.00 0.0000 O.D2 0.00 0.00 0.08 4460 82/825 B66_TMO CCISeismic ericsson RADIO 44.00 0.00 0.0000 O.D2 0.00 0.00 0.08 4460 B2/B25 866_ TMO CCISeismic mounts 2.4" Dia x 44.00 0.00 0.0000 0.00 0.00 0.00 0.02 8-ft Mounl Pipe CCISeismic mounts 2.4" Dia x 44.00 0.00 0.0000 0.00 0.00 0.00 0.02 8-ft Mount Pipe CCISeismic mounts 2.4" Dia x 44.00 0.00 0.0000 0.00 0.00 0.00 0.02 8-ft Mount Pipe CCISeismic Site Pro 1 44.00 0.00 0.0000 0.11 0.00 0.00 0.46 VFA12-HD CC!Seismic Site Pro 1 44.00 0.00 0.0000 0.11 0.00 0.00 0.46 VFA12-HD CCISeismic Site Pro 1 44.00 0.00 0.0000 0.1 I 0.00 0.00 0.46 VFA12-HD CCISeismic Site Pro 1 MSFAA 44.00 0.00 0.0000 0.03 0.00 0.00 0.11 CCIScismic (3) andrew 38.04 0.00 0.0000 0.00 0.00 0.00 0.00 LDF4-50A(l/2) From Oto 43.04167 (33.04167ft lo43.04167ft) CCISeismic (3) an drew 28.()4 0.00 0.0000 0.00 0.00 0.00 0.00 LDF4-50A(l/2) From Oto 43.04167 (23.04167ft 1033.04167ft) CCISeismic (3) an drew 18.04 0.00 0.0000 0.00 0.00 0.00 0.00 LDF4-50A(l/2) From Oto 43.()4167 (13.04167ft 1023.04167ft) CCISeismic (3) andrew 8.04 0.00 0.0000 0.00 0.00 0.00 0.00 LDF4-50A(l/2) From Oto 43.04167 (3.04167ft to13.04167ft) CCISeismic (3) andrew 1.52 0.00 0.0000 0.00 0.00 0.00 0.00 LDF4-50A(l/2) From Oto 43.04167 (Oft to3.04167ft) CCISeismic (3) ericsson HCS 38.04 0.00 0.0000 O.DI 0.00 0.00 0.03 6Xl2 6AWG(l-3/8) From Oto 43.04167 (33.04167ft to43.04167ft) CCISeismic (3) ericsson HCS 28.04 0.00 0.0000 0.01 0.00 0.00 0.02 6X12 6AWG(l-3/8) From Oto 43.04167 (23.04167ft 1033.04167ft) tnxTower Job Page MT Kelly (BU 880230) 5 of 15 Tower Engineering Project Date Professionals TEP No. 55017.609294 10:54:04 10/05/21 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle SPT FAX: (9/9) 661-6350 Description Elevation Offset Azimuth E, Es Eh, E, From Angle Centroid t t K K K K CCIScismic (3) ericsson HCS 18.04 0.00 0.0000 O.DI 0.00 0.00 0.01 6X12 6AWG(l-3/8) From Oto 43.04167 (13.04167fl to23.04167ft) CCISeismic (3) ericsson HCS 8.04 0.00 0.0000 O.oI 0.00 0.00 0.01 6X12 6AWG(l-3/8) From Oto 43.04167 (3.04167ft to13.()4167ft) CCISeismic (3) ericsson HCS 1.52 0.00 0.0000 0.00 0.00 0.00 0.00 6Xl2 6AWG(l-3/8) From Oto 43.04167 Oft to3.04167ft Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight o, Type Horz Adjustment Front Side Lea Lateral Vert ft ft ff ft' K ft ---" ----------------• SC329-HTILDF(DOO-G6) B From Leg 0.50 0.0000 45.00 Noke 2.31 2.31 O.oI 0.00 9.00 PC457N B From Leg 0.50 0.0000 45.00 No Ice 1.60 0.13 ().QI 0.00 5.00 2.4" Dia. X 2-ft B From Leg 0.25 0.0000 45.00 No Ice 0.35 0.35 0.01 0.00 1.00 2.4" Dia. x 5-ft B From Leg 0.25 0.0000 45.00 No Ice 1.20 1.20 0.02 0.00 4.50 • • Solar Communications C None 0.0000 45.00 No lee 82.00 82.00 0.45 International, Inc. -Palm Fronds ... AIR6449 84I_T-MOBILE A From Face 4.00 0.0000 44.00 No Ice 5.19 2.71 0.13 w/ Mount Pipe 0.00 1.00 AIR6449 B4l_T-MOBILE B From Face 4.00 0.0000 44.00 No Ice 5.19 2.71 0.13 w/ Mount Pipe 0.00 1.00 AIR6449 B41_T-MOBILE C From Face 4.00 0.0000 44.00 No Ice 5.19 2.71 0.13 w/ Mount Pipe 0.00 1.00 APXVAALL18_ 43-U-NA20 A From Face 4.00 0.0000 44.00 No Ice l0.84 5.09 0.14 _ TMO w/ Mount Pipe 0.00 1.00 APXVAALL18_ 43-U-NA20 B From Face 4.00 0.0000 44.00 No Ice 10.84 5.09 0.14 _TMO w/ Mount Pipe 0.00 1.00 tnxTower Job Page MT Kelly (BU 880230) 6 of 15 Tower Engineering Project Date Professionals TEP No. 55017.609294 10:54:04 10/05/21 326 Tryon Road Ralei,:h, NC 27603 Client Designed by Phone: (9/9) 661-6351 Crown Castle SPT FAX: (919) 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight o, Type Horz Adjustment Front Side L,g Lateral Vert ft ft fr fr K ft t APXVAALL18_ 43-U-NA20 C From Face 4.00 0.0000 44.00 No Ice 10.84 5.09 0.14 _ TMO w/ Mount Pipe 0.00 1.00 HBXX-6516DS-A2M w/ A From Face 4.00 0.0000 44,(X) No Ice 5.18 3.97 0.05 Mount Pipe 0.00 1.00 HBXX-6516DS-A2M w/ B From Face 4.00 0.0000 44.00 No Ice 5.18 3.97 0.05 Mount Pipe 0.00 1.00 HBXX-6516DS-A2M w/ C From Face 4.00 0.0000 44.00 No lee 5.18 3.97 0.05 Mount Pipe 0.00 1.00 Radio 4480_ TMOV2 A From Face 4.00 0.0000 44.00 No Ice 2.88 1.40 0.08 0.00 1.00 Radio 4480_TMOV2 B From Face 4.00 0.0000 44.00 No Ice 2.88 1.40 0.08 0.00 1.00 Radio 4480_ TMOV2 C From Face 4.00 0.0000 44.00 No Ice 2.88 1.40 0.08 0.00 1.00 RADIO 4460 82/825 A From Face 4.00 0.0000 44.00 No Ice 2.14 1.69 0.1 l 866_TMO 0.00 1.00 RADIO 4460 B2/B25 8 From Face 4.00 0.0000 44.00 No Ice 2.14 1.69 0.ll 866_TMO 0.00 1.00 RADIO 4460 B2/B25 C From Face 4.00 0.0000 44.00 No Ice 2.14 1.69 0.11 B66_TMO 0.00 1.00 2.4" Dia x 8-ft Mount Pipe A From Face 4.00 0.0000 44.00 No Ice 1.90 1.90 O.DJ 0.00 0.00 2.4" Dia x 8-ft Mount Pipe 8 From Face 4.00 0.0000 44.00 No Ice 1.90 1.90 O.o3 0.00 0.00 2.4" Dia x 8-ft Mount Pipe C From Face 4.00 0.0000 44.00 No Ice 1.90 1.90 0.03 0.00 0.00 VFAJ2-HD A From Face 2.00 0.0000 44.00 Noke 13.20 9.20 0.66 0.00 0.00 VFA12-HD B From Face 2.00 0.0000 44.00 No Ice 13.20 9.20 0.66 0.00 0.00 VFA12-HD C From Face 2.00 0.0000 44.00 No Ice 13.20 9.20 0.66 0.00 0.00 MSFAA C None 0.0000 44.00 No Ice 4.46 4.46 0.16 ... " tnxTower Job Page MT Kelly (BU 880230) 7 of 15 Project Date Tower Engineering TEP No. 55017.609294 10:54:04 10/05/21 Professionals 326 Tryon Road Ralei,:h, NC 27603 Client Designed by Phone: (9/9)661-6351 Crown Castle SPT FAX.-1919) 66/-6350 Load Combinations Comb. Description No. I 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+l.0 Wind 30 deg -No Ice 5 0.9 Dead+l.0 Wind 30 deg -No Ice 6 1.2 Dead+ I .0 Wind 60 deg -No Ice 7 0.9 Dead+l .0 Wind 60 deg -No Ice 8 I .2 Dead+ 1.0 Wind 90 deg -No Ice 9 0.9 Dead+l .0 Wind 90 deg -No Ice 10 I .2 Dead+ I .0 Wind 120 deg -No lee II 0.9 Dead+l.0 Wind 120 deg-No Ice 12 1.2 Dead+ 1.0 Wind 150 deg -No Ice 13 0.9 Dead+l.0 Wind 150 deg-No Ice 14 l.2 Dead+l.OWind 180dcg-Noice 15 0.9 Dead+ 1.0 Wind 180 deg -No Ice 16 1.2 Dead+l.O Wind 210 deg-No Ice 17 0.9 Dcad+l.0 Wind 210 deg-No Ice 18 1.2 Dead+ 1.0 Wind 240 deg -No Ice 19 0.9 Dcad+l.0 Wind 240 deg-No Ice 20 1.2 Dead+ 1.0 Wind 270 deg -No Ice 21 0.9 Dcad+I .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 lee 24 1.2 Dead+ 1.0 Wind 330 deg -No Ice 25 0.9 Dead+ 1.0 Wind 330 deg -No Ice 26 Dead+Wind 0 deg -Service 27 Dead+Wind 30 deg -Service 28 Dead+Wind 60 deg -Service 29 Dead+ Wind 90 deg -Service 30 Dead+Wind 120 deg -Service 31 Dead+ Wind 150 deg -Service 32 Dead+ Wind 180 deg -Service 33 Dead+Wind 210 deg -Service 34 Dead+ Wind 240 deg -Service 35 Dead+Wind 270 deg -Service 36 Dead+Wind 300 deg -Service 37 Dead+Wind 330 deg -Service 38 1.2 Dead+ 1.0 Ev+ 1.0 Eh 0 deg 39 0.9 Dead-1.0 Ev+l.0 Eh 0 deg 40 1.2 Dcad+l.0 Ev+l .0 Eh 30 deg 41 0.9 Dead-1.0 Ev+l .0 Eh 30 deg 42 1.2 Dead+I.0 Ev+l.0 Eh 60 deg 43 0.9 Dead-1.0 Ev+l.0 Eh 60 deg 44 1.2 Dead+l.0 Ev+l.0 Eh 90 deg 45 0.9 Dead-1.0 Ev+l.0 Eh 90 deg 46 1.2 Dead+ 1.0 Ev+ 1.0 Eh 120 deg 47 0.9Dead-1.0Ev+l.0Eh 120deg 48 1.2 Dead+ l .0 Ev+ 1.0 Eh 150 deg 49 0.9 Dead-1.0 Ev+l .0 Eh 150 deg 50 1.2 Dead+l.0 Ev+ 1.0 Eh l 80 deg 51 0.9 Dead-1.0 Ev+l .0 Eh 180 deg 52 1.2 Dead+l .0 Ev+l .0 Eh 210 deg 53 0.9 Dead-1.0 Ev+l.0 Eh 210 deg 54 1.2 Dead+l.0 Ev+l .0 Eh 240 deg 55 0.9 Dead-1.0 Ev+ 1.0 Eh 240 deg 56 1 .2 Dead+ 1.0 Ev+ 1.0 Eh 270 deg 57 0.9 Dead-1.0 Ev+l.0 Eh 270 deg 58 1.2 Dead+ 1.0 Ev+l.0 Eh 300 deg 59 0.9 Dead-1.0 Ev+ 1.0 Eh 300 deg tnxTower Job MT Kelly (BU 880230) Tower Engineering Project Professionals TEP No. 55017.609294 326 Tryon Road Raleigh, NC 27603 Client Phone: (9/9) 661-6351 Crown Castle FAX.-(9/9) 66/-6350 Comb. Description No. 60 1.2 Dead+ 1.0 Ev+ 1.0 Eh 330 deg 61 0.9 Dead 1.0 Ev+ 1.0 Eh 330 de Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K k; t ki -r LI 43.0417 -30 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 58 -6.69 39.29 22.68 Max.Mx 8 -5.85 -71.12 -0.36 Max. My 14 -5.85 -0.38 -70.72 Max. Vy 8 4.86 -71.12 -0.36 Max. Vx 14 4.85 -0.38 -70.72 Max. Torque 16 0.12 L2 30-0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 58 -9.55 134.96 77.92 Max. Mx 8 -8.41 -224.55 -0.85 Max. My 14 -8.41 -0.87 -223.59 Max. Vy 8 5.32 -224.55 -0.85 Max. Vx 14 5.31 -0.87 -223.59 Max. Torque 4 -0.12 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Pole Max. Vert 44 9.55 -3.78 0.00 Max.H, 21 6.31 5.32 0.02 Max.H, 2 8.42 0.02 5.30 Max. Mx 2 223.52 0.02 5.30 Max,M, 8 224.55 -5.32 -0.02 Max. Torsion 16 0.12 2.65 -4.58 Min. Vert 59 5.18 3.27 1.89 Min.H, 8 8.42 -5.32 -0.02 Min,H, 14 8.42 -0.02 -5.30 Min.M, 14 -223.59 -0.02 -5.30 Min.M, 20 -224.44 5.32 0.02 Min. Torsion 4 -0.12 -2.65 4.58 Tower Mast Reaction Summary Load Combination Dead Only 1.2 Dead+ 1.0 Wind O deg -No Ice 0.9 Dead+l.0 Wind O deg -No Ice Vertical K 7.01 8.42 6.31 Shearx Shear, K K 0.00 -0.02 -0.02 Overturning Overturning Moment, M, Moment, M, ki -t ki -ft 0.00 O.Q3 -0.04 -5.30 -223.52 0.76 -5.30 -222.67 0.77 Page 8 of 15 Date 10:54:04 10/05/21 Designed by SPT Torque kip-ft 0.00 0.10 0.10 tnxTower Job Page MT Kelly (BU 880230) 9 of 15 Tower Engineering Project Date Professionals TEP No. 55017.609294 10:54:04 10/05/21 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle SPT FAX: (919) 66/ 6350 Load Vertical Shearx Shear, Overturning Overturning Torque Combination Moment, M, Moment, M, K K K h I ki -t k; . I 1.2 Dead+l.OWind 30 deg-No 8.42 2.65 -4.58 -193.17 -111.60 0.12 ke 0.9 Dead+ 1.0 Wind 30 deg -No 6.31 2.65 -4.58 -192.43 -111.15 0.12 ke 1.2 Dead+ 1.0 Wind 60 deg -No 8.42 4.60 -2.64 -111.04 -194.07 0.10 ke 0.9 Dead+ LO Wind 60 deg -No 6.31 4.60 -2.64 -110.62 -193.31 0.10 ke 1.2 Dead+ 1.0 Wind 90 deg -No 8.42 5.32 0.02 0.85 -224.55 0.06 ke 0.9 Dead+l.O Wind 90 deg -No 6.31 5.32 0.02 0.84 -223.68 0.06 ke 1.2 Dead+ 1.0 Wind 120 deg -8.42 4.61 2.66 112.52 -194.88 0.00 No Ice 0.9 Dead+l .O Wind 120 deg -6.31 4.61 2.66 112.08 -194.12 0.00 No Ice 1.2 Dead+ 1.0 Wind 150 deg -8.42 2.67 4.60 194.04 -113.01 -0.06 No lee 0.9 Dead+l.O Wind 150 deg -6.31 2.67 4.60 193.29 -112.56 -0.06 No Ice l.2 Dead+l.O Wind 180 deg-8.42 0.02 5.30 223.59 -0.87 -0.10 No Ice 0.9 Dcad+l.O Wind 180 deg -6.31 0,02 5.30 222.72 -0.85 -0.10 No Ice l .2 Dead+ 1 .0 Wind 210 deg -8.42 -2.65 4.58 193.23 111.49 -0.12 No Ice 0.9 Dcad+l.0 Wind 210 deg -6.31 -2.65 4.58 192.48 111.07 -0.12 No Ice 1.2 Dead+l.0 Wind 240 deg -8.42 -4.60 2.64 111.10 193.96 -0.10 No Ice 0.9 Dead+l.O Wind 240 deg -6.31 -4.60 2.64 110.67 193.23 -0.10 No Ice 1.2 Dead+ 1.0 Wind 270 deg -8.42 -5.32 -0.02 -0.79 224.44 -0.06 No Ice 0.9 Dead+ 1.0 Wind 270 deg -6.31 -5.32 -0.02 -0.79 223.60 -0.06 No Ice 1.2 Dead+ 1.0 Wind 300 deg -8.42 -4.61 -2.66 -I 12.45 194.78 0.00 No Ice 0.9 Dead+ 1.0 Wind 300 deg -6.31 -4.61 -2.66 -112.03 194.04 0.00 No Ice 1.2 Dead+ 1.0 Wind 330 deg -8.42 -2.67 -4.60 -193.98 l 12.90 0.06 No Ice 0.9 Dead+l.0 Wind 330 deg -6.31 -2.67 -4.60 -193.25 112.48 0.06 No Ice Dead+ Wind O deg -Service 7.01 -0.01 -1.95 -82.02 0.25 0.04 Dead+Wind 30 deg -Service 7.01 0.97 -1.69 -70.87 -40.98 0.04 Dead+Wind 60 deg -Service 7.01 1.69 -0.97 -40.74 -71.25 0.04 Dead+Wind 90 deg -Service 7.01 l.96 O.oJ 0.33 -82.43 0,02 Dead+Wind 120 deg -Service 7.01 1.70 0.98 41.31 -71.55 0.00 Dead+ Wind 150 deg -Service 7.01 0.98 1.69 71.23 -41.50 -0.02 Dead+ Wind 180 deg -Service 7.01 0.01 1.95 82.07 -0.34 -0.04 Dead+ Wind 210 deg -Service 7.01 -0.97 l.69 70.93 40.89 -0.04 Dead+Wind 240 deg -Service 7.01 -1.69 0.97 40.79 71.16 -0.04 Dead+Wind 270 deg -Service 7.01 -1.96 -0.01 -0.27 82.34 -0.02 Dead+Wind 300 deg -Service 7.01 -1.70 -0.98 -41.25 71.46 0.00 Dead+Wind 330 deg -Service 7.01 -0.98 -1.69 -71.17 41.41 0,02 l.2 Dead+l.O Ev+l.0 Eh O deg 9.55 0.00 -3.78 -155.86 -0.05 0.00 0.9 Dead-1.0 Ev+ 1.0 Eh O deg 5.18 0.00 -3.78 -154.66 -0.04 0.00 1.2 Dead+ 1.0 Ev+l .O Eh 30 deg 9.55 1.89 -3.27 -134.98 -78.00 0.00 0.9 Dead-1.0 Ev+l .O Eh 30 deg 5.18 1.89 -3.27 -133.94 -77.38 0.00 1.2 Dead+I.O Ev+l.O Eh 60 deg 9.55 3.27 -1.89 -77.92 -135.06 0.00 tnxTower Job Page MT Kelly (BU 880230) 10 of 15 Tower Engineering Project Date Professionals TEP No. 55017.609294 10:54:04 10/05/21 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle SPT FAX.-(919) 66/-6350 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M~ Moment, M, K K K ki -t ki -t 0.9 Dead-1.0 Ev+ 1 .0 Eh 60 deg 5.18 3.27 -1.89 -77.32 -134.00 0.00 1.2 Dead+l.O Ev+I.0 Eh 90 deg 9.55 3.78 0.00 O.D3 -155.95 0.00 0.9 Dead-1.0 Ev+l.O Eh 90 deg 5.18 3.78 0.00 0.02 -154.72 0.00 1.2 Dead+l.0 Ev+l.O Eh 120 9.55 3.27 1.89 77.98 -135.06 0.00 deg 0.9 Dead-LO Ev+l.O Eh 120 5.18 3.27 1.89 77.37 -134.00 0.00 deg 1.2 Dead+l.O Ev+l.O Eh 150 9.55 J.89 3.27 135.04 -78.00 -0.00 deg 0.9 Dead-1.0 Ev+ 1.0 Eh 150 5.18 1.89 3.27 133.98 -77.38 -0.00 deg 1.2 Dead+l.O Ev+l.O Eh 180 9.55 0.00 3.78 155.93 -0.05 -0.00 deg 0.9 Dead-LO Ev+l.O Eh 180 5.18 0.00 3.78 154.71 -0.04 -0.00 deg 1.2 Dead+l.O Ev+I.O Eh 210 9.55 -1.89 3.27 135.04 77.89 -0.00 deg 0.9 Dead-1.0 Ev+I.O Eh 210 5.18 -1.89 3.27 133.98 77.30 -0.00 deg 1.2 Dead+I.0 Ev+l.O Eh 240 9.55 -3.27 1.89 77.98 134.96 -0.00 deg 0.9 Dead-1.0 Ev+l .O Eh 240 5.18 -3.27 1.89 77.37 133.92 -0.00 deg 1.2 Dead+l .O Ev+l.0 Eh 270 9.55 -3.78 0.00 O.D3 155.84 -0.00 deg 0.9 Dead-1.0 Ev+ 1 .0 Eh 270 5.18 -3.78 0.00 0.02 154.64 -0.00 deg 1.2 Dead+ 1.0 Ev+ 1.0 Eh 300 9.55 -3.27 -1.89 -77.92 134.96 0.00 deg 0.9 Dead-1.0 Ev+l .O Eh 300 5.18 -3.27 -1.89 -77.32 133.92 0.00 deg 1.2 Dead+ 1.0 Ev+l .O Eh 330 9.55 -1.89 -3.27 -134.98 77.89 0.00 deg 0.9 Dead-1.0 Ev+l.O Eh 330 5.18 -1.89 -3.27 -133.94 77.30 0.00 de Solution Summary Sum of Applied Forces Sum of Reactions Lnad PX PY PZ PX PY PZ % Error Comb. K K K K K K I 0.00 -7.01 0.00 0.00 7.01 0.00 0.000% 2 -0.02 -8.42 -5.30 0.02 8.42 5.30 0.000% 3 -0.02 -6.31 -5.30 0.02 6.31 5.30 0.000% 4 2.65 -8.42 -4.58 -2.65 8.42 4.58 0.000% 5 2.65 -6.31 -4.58 -2.65 6.31 4.58 0.000% 6 4.60 -8.42 -2.64 -4.60 8.42 2.64 0.000% 7 4.60 -6.31 -2.64 -4.60 6.3 I 2.64 0.000% 8 5.32 -8.42 0.02 -5.32 8.42 -0.02 0.000% 9 5.32 -6.31 0.02 -5.32 6.31 -0.02 0.000% JO 4.61 -8.42 2.66 -4.61 8.42 -2.66 0.000% II 4.61 -6.31 2.66 -4.61 6.31 -2.66 0.000% 12 2.67 -8.42 4.60 -2.67 8.42 -4.60 0.000% 13 2.67 -6.31 4.60 -2.67 6.31 -4.60 0.000% 14 O.D2 -8.42 5.30 -0.02 8.42 -5.30 0.000% 15 0.02 -6.31 5.30 -0.02 6.31 -5.30 0.000% 16 -2.65 -8.42 4.58 2.65 8.42 -4.58 0.000% 17 -2.65 -6.31 4.58 2.65 6.31 -4.58 0.000% tnxTower Job Page MT Kelly (BU 880230) 11 of 15 Tower Engineering Project Date Professionals TEP No. 55017.609294 10:54:04 10/05/21 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 66/-6351 Crown Castle SPT FAX: (919) 661-6350 Sum u.f Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 18 -4.60 -8.42 2.64 4.60 8.42 -2.64 0.000% 19 -4.60 -6.31 2.64 4.60 6.31 -2.64 0.000% 20 -5.32 -8.42 -0.02 5.32 8.42 O.o2 0.000% 21 -5.32 -6.31 -0.02 5.32 6.31 0.02 0.000% 22 -4.61 -8.42 -2.66 4.61 8.42 2.66 0.000% 23 -4.61 -6.31 -2.66 4.61 6.31 2.66 0.000% 24 -2.67 -8.42 -4.60 2.67 8.42 4.60 0.000% 25 -2.67 -6.31 -4.60 2.67 6.31 4.60 0.000% 26 -0.01 -7.0i -1.95 0.01 7.01 1.95 0.000% 27 0.97 -7.01 -1.69 -0.97 7.01 1.69 0.000% 28 1.69 -7.01 -0.97 -1.69 7.01 0.97 0.000% 29 1.96 -7.01 O.Ql -l.96 7.01 -0.01 0.000% 30 1.70 -7.01 0.98 -l.70 7.01 -0.98 0.000% 31 0.98 -7.01 1.69 -0.98 7.01 -1.69 0.000% 32 o.oi -7.01 1.95 -0.01 7.01 -1.95 0.000% 33 -0.97 -7.01 1.69 0.97 7.01 -1.69 0.000% 34 -1.69 -7.01 0.97 1.69 7.01 -0.97 0.000% 35 -1.96 -7.01 -0.01 1.96 7.01 0.01 0.000% 36 -1.70 -7.01 -0.98 1.70 7.01 0.98 0.000% 37 -0.98 -7.01 -1.69 0.98 7.01 l.69 0.000% 38 0.00 -9.55 -3.78 0.00 9.55 3.78 0.000% 39 0.00 -5.18 -3.78 0.00 5.18 3.78 0.000% 40 1.89 -9.55 -3.27 -1.89 9.55 3.27 0.000% 41 1.89 -5. I 8 -3.27 -l.89 5.18 3.27 0.000% 42 3.27 -9.55 -1.89 -3.27 9.55 1.89 0.000% 43 3.27 -5. 18 -1.89 -3.27 5.18 1.89 0.000% 44 3.78 -9.55 0.00 -3.78 9.55 0.00 0.000% 45 3.78 -5. I 8 0.00 -3.78 5.18 0.00 0.000% 46 3.27 -9.55 1.89 -3.27 9.55 -1.89 0.000% 47 3.27 -5.l 8 1.89 -3.27 5.18 -1.89 0.000% 48 1.89 -9.55 3.27 -1.89 9.55 -3.27 0.000% 49 1.89 -5. I 8 3.27 -1.89 5.18 -3.27 0.000% 50 0.00 -9.55 3.78 0.00 9.55 -3.78 0.000% 51 0.00 -5. 18 3.78 0.00 5.18 -3.78 0.000% 52 -l.89 -9.55 3.27 1.89 9.55 -3.27 0.000% 53 -1.89 -5.18 3.27 l.89 5.18 -3.27 0.000% 54 -3.27 -9.55 1.89 3.27 9.55 -1.89 0.000% 55 -3.27 -5.18 1.89 3.27 5.18 -1.89 0.000% 56 -3.78 -9.55 0.00 3.78 9.55 0.00 0.000% 57 -3.78 -5.18 0.00 3.78 5.18 0.00 0.000% 58 -3.27 -9.55 -1.89 3.27 9.55 1.89 {l.000% 59 -3.27 -5.18 -1.89 3.27 5.18 1.89 0.000% 60 -1.89 -9.55 -3.27 1.89 9.55 3.27 0.000% 61 -1.89 -5.18 -3.27 1.89 5.18 3.27 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 0.00001580 3 Yes 4 0.00000001 0.00000001 4 Yes 4 0.00000001 0.00012307 5 Yes 4 0.00000001 0.00008002 6 Yes 4 0.00000001 0.00010702 7 Yes 4 0.00000001 0.00006922 tnxTower Tower Engineering 8 9 10 II 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 Section No. Professionals 326 Tryon Road Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yt.:s Yes Yes Yes Yes Yes Yes Yes Elevation Job MT Kelly (BU 880230) Project TEP No. 55017.609294 Client Crown Castle 4 0.00000001 0.00000001 4 0.00000001 0.00000001 4 0.00000001 0.00011644 4 0.00000001 0.00007539 4 0.00000001 0.00012085 4 0.00000001 0.00007838 4 0.00000001 0.00001803 4 0.00000001 0.00000001 4 0.00000001 0.00010612 4 0.00000001 0.00006865 4 0.00000001 0.00012175 4 0.00000001 0.00007913 4 0.00000001 0.00000001 4 0.00000001 0.00000001 4 0.00000001 0.00011609 4 0.00000001 0.00007522 4 0.00000001 0.00011206 4 0.00000001 0.00007254 4 0.00000001 0.00000001 4 0.00000001 0.00000001 4 0.00000001 0.00000001 4 0.00000001 0.00000001 4 0.00000001 0.00000001 4 0.00000001 0.00000001 4 0.00000001 0.00000001 4 0.00000001 0.00000001 4 0.00000001 0.00000001 4 0.00000001 0.00000001 4 0.00000001 0.00000001 4 0.00000001 0.00000001 4 0.00000001 0.00000001 4 0.00000001 O.OCXJOOOOI 4 0.00000001 0.00004901 4 0.00000001 0.00000001 4 0.00000001 0.00004891 4 0.00000001 0.00000001 4 0.00000001 0.00000001 4 0.00000001 0.00000001 4 0.00000001 0.00004903 4 0.00000001 0.00000001 4 0.00000001 0.00004906 4 0.00000001 0.00000001 4 0.00000001 0.00000001 4 0.00000001 0.00000001 4 0.00000001 0.00004884 4 0.00000001 0.00000001 4 0.00000001 0.00004894 4 0.00000001 0.00000001 4 0.00000001 0.00000001 4 0.00000001 0.00000001 4 0.00000001 0.00004882 4 0.00000001 0.00000001 4 0.00000001 0.00004879 4 0.00000001 0.00000001 Maximum Tower Deflections -Service Wind Hurz. Deflection ;n Gov. Load Comb. Tilt Page 12 of 15 Date 1 0 :54 :04 1 0/05/21 Designed by SPT tnxTower Job Page MT Kelly (BU 880230) 13 of 15 Tower Engineering Project Date Professionals TEP No. 55017 .609294 10:54:04 10/05/21 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle SPT FAX.-(9/9) 66/-6350 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ;n Comb. Ll 43.0417 -30 2.419 30 0.4494 0.0(Xl7 L2 30-0 l.292 30 0.3501 0.0004 Critical Deflections and Radius of Curvature -Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature Comb. ;n I 45.00 SC329-HT 1 LDF(DOO-G6) 30 2.419 0.4494 0.0007 10359 44.00 AIR6449 B41_T-MOBILE w/ 30 2.419 0.4494 0.0007 10359 Mount Pipe 41.52 CCISeismic Tower Section l -I 30 2.278 0.4387 0.0007 10359 38.04 CClSeismic (3) andrew 30 1.959 0.4139 0.0006 10359 LDF4-50A(l/2) From Oto 43.04167 (33.04167ft 1043.04167ft) 35.00 CCISeismic Tower Section 1 -2 30 1.691 0.3913 0.0005 6441 30.00 CCISeismic Tower Section 2 -I 30 1.292 0.3501 0.0004 4372 28.04 CCISeismic (3) andrew 30 l.154 0.3323 0.0003 4345 LDF4-50A(l/2) From Oto 43.04167 (23.04167ft 1033.04167ft) 25.00 CCISeismic Tower Section 2 -2 30 0.961 0.3026 0.0003 4766 18.04 CCIScismic (3) andrew 30 0.603 0.2269 0.0002 6604 LDF4-50A(l/2) From Oto 43.04167 (13.04167ft to23.04167fl) 15.00 CCISeismic Tower Section 2 -3 30 0.476 0.1910 0.0001 7943 8.04 CCISeismic (3) andrcw 30 0.234 0.1044 0.0001 14815 LDF4-50A(l/2) From Oto 43.04167 (3.04167ft tol3.04167ft) 5.00 CCISeismic Tower Section 2 -4 30 0.142 0.0652 0.0000 23828 1.52 CCISeismic (3) an drew 30 0.043 0.0199 0.0000 23828 LDF4-50A(l/2) From Oto 43.04167 (Oft to3.04167ft Maximum Tower Deflections -Design Wind Section Elevation 1/orz. Gov. Tilt Twist No. Deflection Load I ;n Comb. LI 43.0417-30 6.590 IO 1.2240 0.0020 L2 30-0 3.520 10 0.9540 0.0010 Critical Deflections and Radius of Curvature -Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature Comb. ;n l 45.00 SC329-HT1 LDF(D00-G6) 10 6.590 1.2240 0.0020 3806 44.00 AIR6449 B4l_T-MOBILE w/ 10 6.590 1.2240 0.0020 3806 Mount Pipe tnxTower Job Page MT Kelly (BU 880230) 14 of 15 Tower Engineering Project Date Professionals TEP No. 55017.609294 10:54:04 10/05/21 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle SPT FAX: (919) 661-6350 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature Comb. ;n t 41.52 CCISeismic Tower Section I -I 10 6.205 1.1950 0.0019 3806 38.04 CCISeismic (3) andrew 10 5.336 1.1277 0.0016 3806 LDF4-50A(l/2) From Oto 43.04167 (33.04167ft 1043.04167ft) 35.00 CCISeismic Tower Section I -2 10 4.608 1.0659 0.0014 2366 30.00 CCIScismic Tower Section 2 -I 10 3.520 0.9540 0.0010 1606 28.04 CCISeismic (3) andrew 10 3.144 0.9055 0.0009 1596 LDF4-50A(l/2) From Oto 43.04167 (23.04167ft to33.04167ft) 25.00 CCISeismic Tower Section 2 -2 10 2.619 0.8246 0.0007 1750 18.04 CCISeismic (3) andrew 10 1.643 0.6183 0.0004 2425 LDF4-50A(l/2) Prom Oto 43.04167 (13.04167ft to23.04167ft) 15.00 CCISeismic Tower Section 2 -3 10 1.297 0.5206 0.0003 2917 8.04 CCISeismic (3) andrew 10 0.636 0.2846 0.0001 5440 LDF4-50A(l/2) From Oto 43.04167 (3.04167ft tol 3.04167ft) 5.00 CCISeismic Tower Section 2 -4 10 0.387 0.1778 0.0001 8749 1.52 CCISeismic (3) andrew 10 0.116 0.0542 0.0000 8749 LDF4-50A(l/2) From Oto 43.04167 Oft to3.04167ft Compression Checks Pole Design Data Section Elevation Size L L,, KIi, A P,, ~P,, Ratio No. P,, ft ft ft in2 K K P,, LI 43.0417-30 Pl8x.25 13.04 0.00 0.0 13.9408 -5.85 439.14 0.013 (I) L2 30-0 (2) P24x0.250 30.00 0.00 0.0 18.6532 -8.41 583.92 0.014 Pole Bending Design Data Section Elevation Size M., ~M,, Ratio M., ~M,,, Ratio No. M., ~ ft kip-ft kip-ft -~M. kip-ft kip-ft ~~~,2!.!.- LI 43.0417 -30 Pl8x.25 71.32 198.32 0.360 0.00 198.32 0.000 (I) L2 30-0 (2) P24x0.250 225.03 339.14 0.664 0.00 339.14 0.000 tnxTower Job Page MT Kelly (BU 880230) 15 of 15 Tower Engineering Project Date Professionals TEP No. 55017.609294 10:54:04 10/05/21 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919)661-6351 Crown Castle SPT FAX: (9/9)661-6350 Pole Shear Design Data Section Elevation Size Actual ~v,. Ratio Actual ~T" Ratio No. v. __ v_,._ T,. T,. ---ft K K v,. kip-ft kipjt T" Ll 43.0417-30 Pl8x.25 4.87 131.74 0.037 0.00 205.59 0.000 JI) L2 30-0 (2) P24x0.250 5.33 176.27 O.o30 0.00 368.07 0.000 Pole Interaction Design Data Section No. Ll L2 Section No. Ll L2 Elevation ft 43.0417-30 (I) 30-0(2) Elevation ft 43.0417 -30 30-0 Program Version 8.1.l .O Ratio Ratio P,. M. P,. pM,. 0.013 0.360 0.014 0.664 Component Type Pole Pole Ratio Ratio Ratio Comb. Allow. Criteria M,., v. T,. Stress Stress pM,., <l>V" pT,. Ratio Ratio 0.000 0.037 0.000 0.374 1.050 4.8.2 0.000 0.030 0.000 0.679 1.050 4.8.2 Section Capacity Table Size Critical p ¢Pal/ow % Pass Element K K Capacity Fail P18x.25 1 -5.85 461.09 35.6 Pass P24x0.250 2 -8.41 613.12 64.7 Pass Summary Pole (L2) 64.7 Pass RATING= 64.7 Pass 43-ft Monopalm Tower Structural Analysis Report TEP Project Number 55017.609294, Order 546964, Revision 2 tnxTower Report -version 8.1.1.0 APPENDIX B BASE LEVEL DRAWING October 5, 2021 CCI BU No 880230 Page6 I ,¥ "'0& I (PROPOSED EQU,PMENT CONFIGURATION) (3) 1-3/8" TO 44 FT LEVEL--------< (OTHER CONSIDERED EQUIPMENT) (3) 1/2" TO 45 FT LEVEL------- ----~ /--// ~ // '; I ( I I \ " ----- '--._ " \ \ \ \ \ I I I I / / 43-ft Monopalm Tower Structural Analysis Report TEP Project Number 55017.609294, Order 546964, Revision 2 tnxTower Report -version 8.1.1.0 APPENDIXC ADDITIONAL CALCULATIONS October 5, 2021 CCI BU No 880230 Page 7 ASCE. AMERICAN SOCIETY Of CM!. ENGINEEIIS Address: No Address at This Location Wind Results: Wind Speed: 10-year MRI 25-year MRI 50-year MRI 100-year MRI Data Source: Date Accessed: ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Risk Category: II Soil Class: D -Default (see Section 11.4.3) 96 Vmph 66 Vmph 72 Vmph 77Vmph 82Vmph Elevation: 330.93 ft (NAVO 88) Latitude: 33.165142 Longitude: -117.322208 ·-· ... ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1-CC.2-4, and Section 26.5.2 Mon Oct 04 2021 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://asce 7hazardtool.online/ Page 1 of 3 Mon Oct 04 2021 ASCE. AMEfl!CAN SOCIETY OF CML ENGINEERS Seismic Site Soi I Class: Results: Ss : s, Fa : Fv : SMs SM, D -Default (see Section 11.4.3) 1.009 So, N/A 0.368 T, : 8 1.2 PGA: 0.442 N/A PGAM: 0.53 1.211 FPGA 1.2 N/A I, 1 Sos 0.807 C, : 1.302 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Mon Oct 04 2021 Date Source: usGs Seismic Design Maps https :// a see 7hazardtool . on line/ Page 2 of 3 Mon Oct 04 2021 ASCE. AMEHICAN SOCIETY OF CML ENGINEERS Ice Results: Ice Thickness: Concurrent Temperature: Gust Speed: Data Source: Date Accessed: 0.00 in. 25 F 30 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Mon Oct 04 2021 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. 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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. h Ups:// asce 7 hazard tool. on!ine/ Page 3 of 3 Mon Oct 04 2021 Monopole Flange Plate Connection BU# 880230 Site Name MT Kelly Order# 546964 Rev. 2 TIA-222 Revision I H Top Plate -External Elevation = 30. 000003 ft. /""/""CROWN V-CASTLE I Moment (kip-ft) 71.32 I I Axial Force (kips) 5.85 I I Shear Force (kips) 4.87 I *TIA-222"H Sect,on 15.5 Applied Bottom Plate -External " " ..____ @ @ Connection Properties Bolt Data (10) 5/8" 0 bolts (A325 N; Fy=92 ksi, Fu=12O ksi) on 27" BC Top Plate Data Bottom Plate Data 30" OD x 1.375'' Plate {A36; Fy=36 ksi, Fucc58 ksi) 30" OD x 1.375" Plate (A36; Fy=36 ksi, Fu=58 ksi) Top Stiffener Data Bottom Stiffener Data N/A N/A Top Pole Data Bottom Pole Data 18" x 0.25" round pole (AS3-B-35; Fy=35 ksi, Fu=6O ksi) 24" x 0.2S" round pole (AS3-B-35; Fy=35 ksi, Fu=60 ksi) Analysis Results Bolt Capacity Max Load (kips) 12.09 Allowable (kips) 20.33 Stress Rating: 56.6% PJ~S Top Plate capacity Bottom Plate Capacity Max Stress (ksi): 10.65 (Flexural) Max Stress (ksi): 3.63 (Flexural) Allowable Stress (ksi): 32.40 Allowable Stress (ksi): 32.40 Stress Rating: 31.3% r,;,s, Stress Rating: 10.7% f'J~~ Tension Side Stress Rating: 24.3% Pc1~s Tension Side Stress Rating: 4.4% P~ss CClplate -Version 4.1.2 Analysis Date: 10/5/2021 Monopole Base Plate Connection -Seismic BU# 880230 Site Name MT Kell Order# 546964 Rev. 2 ,. TIA-222 Revision Grout Considered: la, (in) Moment (kip-ft) I Axial Force (kips) I Shear Force (kips) I *TJA~222-H Section 15.5 Applied •1.5 Overstrength Factor Applied H Yes 2.625 156.00 10.00 4.00 I I I I I I (QJ r"r"CROWN V-CASTLE Connection Properties Analysis Results Anchor Rod Data (8) 1-3/4" 0 bolts (A36 N; Fy=36 ksi, Fu=58 ksi) on 32" BC Anchor Spacing: 6 in Base Plate Data 32" W x 1.625" Plate (A36; Fy=36 ksi, Fu=58 ksi); Clip: 5.6568 in Stiffener Data N/A Pole Data 24" x 0.25" round pole (A53-B-35; Fy=35 ksi, Fu,,,60 ksi) CC\plate -Version 4.1.2 Anchor Rod Summary Pu_c = 45.07 Vu= 0.75 Mu= n/a Base Plate Summary Max Stress (ksi): Allowable Stress (ksi): Stress Rating: (units of kips, kip-in) qlPn_c = 77.93 Stress Rating <PVn = 35.07 55.1% ¢,Mn= n/a l'i!S~ 15.86 (Flexural) 32.4 46.6% f'<l)S Analysis Date: 10/5/2021 Monopole Base Plate Connection BU# I Site Name I Order# I ,. TIA-222 Revision Grout Considered: la, (in) Moment (kip-ft) I Axial Force (kips) I Shear Force (kips) I *TIA-222-H Sect/On 15.5 Applied 880230 I MT Kelly I 546964 Rev. 2 I H Yes 2.625 225.03 8.41 5.33 I I I I I I (Q; r'r'CROWN V-CASTLE Connection Properties Analysis Results Anchor Rod Data {8) 1-3/4" 0 bolts (A36 N; Fy=36 ksi, Fu=SB ksi) on 32" BC Anchor Spacing: 6 in Base Plate Data 32" W x 1.625" Plate (A36; Fy=36 ksi, Fu=S8 ksi); Clip: 5.6568 in Stiffener Data N/A Pole Data 24" x 0.25" round pole (A53-B-35; Fy=35 ksi, Fu=6O ksi) CClplate -Version 4.1.2 Anchor Rod Summary Pu_c = 43.2 Vu= 0.67 Mu= n/a Base Plate Summary Max Stress (ksi): Allowable Stress (ksi}: Stress Rating: cj:>Pn_c = 77.93 q>Vn = 35.07 <j>Mn = n/a 22.48 32.4 66.1% (units of kips, kip-in) Stress Rating 52.8% (Flexural) Analysis Date: 10/5/2021 [ Drilled Pier Foundation BU#:~ Site Name: MT KellV Order Number:~54;,,6~964~~R~ev-. 2,,..-------l, TIA-222 Revison: H I Tower Type: Monopole Apphed Loads Cornn. Unlift Moment fkin-ftll 225.031 Axial Force 1kinsll 8.41! Shear Force 1kinsll 5.331 .... I Concrete Streni;ith, fc:I 31ksi I Rebar Stren!'.:th, Fv:\ 60 ksi I I Tie Yield StrenQth, Fyt I 40 ksi . . .. . . Depth I 13 ft Ext. Above Gradel 0.5 ft Pier Section 1 From 0.5' above grade to 13' be/ow grade Pier Diameter 4 ft Rebar Quanti1 10 Rebar Size 6 Clear Cover to Ties 3 in Tie Size 3 Tie Spacino ;n Groundwater De.e.th NIA Top Thickness Laye, Bottom (ft) (ft) (ft) 1 0 2 2 2 2 10 8 3 10 13 3 Version 5.0.3 e"",~ Yl"'"''"~·'Y Override Override ksi' ks,' I 8,_~b_i!J_k_P...!tr_Qp_ti.Q_o~ Embedded Pole lnrn•t~ ~flied Pier lnl)lltS ·~ ·-(pd) (pd) 113 150 108 150 103 150 Analysis Results Soil Lateral Check Comnression Ur.lift D....o (ft from TOC) 3.89 - Soil Safety Factor 3.46 - Max Moment (kip-ft) 242.42 - Ratin""• 36.6% - Soil Vertical Check Comnression Ur.lift Skin Friction (kins) 94.68 - End Bearing (kips) 88.58 - Weight of Concrete (kips) 30.54 Total Capacity (kips) 183.27 Axial {kips) 38.95 Rating• 20.2% Reinforced Concrete Flexure Comnression Unfift Critical Depth {ft from TO() 3.85 Critical Moment (kip-ft) 242.42 Critical Moment Capacity 336.40 Rating• 68.6% Reinforced Concrete Shear Comoression Uolift Critical Depth (ft from TOC) 9.98 . Critical Shear (kin) 54.66 . Critical Shear (anacit• 160.44 . Ratin.,.• 32.4% - Structural Foundation Rat1...,• 68.6% Soll Interaction Ratiffll'• 36.6% *Rating per TIA-222-H Section 15.5 #of La~ 3~ Angle of calculated calculated Cohesion Ultimate Skin Uftimate Skin Friction (ksij (d.....,) Friction Comp Friction Uplift (ks!) (ks!) 0 0 0.000 0.000 0 35 0.769 0.769 0 35 1.297 1.297 Ultimate Skin Friction Comp Override (ks!) r"'r CROWN V._,CASTLE Apply TIA-222-H Section 15.5: N/A In Ultimate Skin Ult. Gross Bearing SPT Blow Friction Uplift Soil Type Override (ksf) capacity Count (ks!) Cohesionless 42 Cohesion less 9.399 26 Cohesionless • f"'r'CROWN \J~CASTLE BU 1--.::8::.80;:2:.;;3~0----l WO f-_;2:.;;0;:;28;:9c:,3::.3 --1 Order '---"54.:;6;:9:.::6::_4 _ _. Seismic Design Code 1-...;.T;;.IA'--"22::;2:;.-;_Hc,.-1:;._--I Site Soil D (Default) Default Risk Category '----'-'II __ __, USGS Seismic Reference 1.0090 0.3680 8 Importance Factor, le 1 1---- A cc e I er at ion -based site coefficient, Fa 1.2000 1---- V e Io city• based site coefficient, Fv. '----1.9320 0.8072 Design spectral response acceleration short period, SDs 1-------1 0.4740 Design spectral response acceleration 1 s period, SD1 1---------1 0.5872 T, '-------' Seismic. Des.ign Category Based on 505: ffi Seismic Design Category Based on SD1: D Seismic Design Category Based on S1: N/A Controlling Seismic Design Category: CCISeismic 3.38 Page 1 g g s g g Structure:L! ___ :..;A __ __, Rev:L! --~2--~ Analysis Date: 10/5/2021 • • CCISeismic 3.38 BU 880230 '-------'----' WO 1---'2"'0"'28"9-"3"-3 -~ Order '---~54_6~9~6~4'------' Tower Type Stepped Monopole Height. h 43.04167 ft Effective Seismic Weight, W 7.01 kips Amplification F-actor, A, 1.0 '---'----~----' Response Modification Factor, R:._ __ '----1-'.5~·----' Fundamental Period, T: j._ __ _cO-'. 7.c8cc5.c0 __ _,b Seismic Response Coefficient, C, Seismic Response Coefficient Mctx 1, C,n"" Seismic Response Coefficient Max 2, C,,,,~, Seismic Response Coefficient Min 1, C.11,11 Seismic Response Coeffic.ient Min 2, C,mi, . Controlling Seismic Response Coefficient, C,, Seismic Base Shear, V 0.5381 N/A N/A 0.0355 N/A 0.5381 Per·iod Related Exponent, \ ll----'l::·c.14.c3:__ __ -I Sum ofw,h, 410.91 '---------' Page 2 kips Structure: ~----A'---~ 2,7.8.1 Table 2-12 Note 3 2.7.7.1.1 2.7.7.1.1 2.7.7.1.1 Analysis Date: 10/5/2021 • ,! 7! ','1 )l(!I' ,,11,•1 ,J \1 ,, t ( ) lit ' ,. ' \ ,111)(/ ,\' .,, ., --..m.lllllm!IIII~~~~~~ 1-2 10.00 40.00 35.00 0.4744 1756 0.0671 0.2532 0.07(,6 2 l 000 '!l).00 30.00 0.0000 000 0.0000 00000 0.0000 2·2 10.00 30.00 25.00 0.6347 25.10 0.0611 0,2306 0.1025 2·3 10.00 20.00 1500 0.6347 14 00 0.0341 0.1287 O.JQ2S 2-4 10.00 10.00 5.00 0.6347 3.99 0.0097 0.0367 0.1025 Sum CCISeismic 3.38 Page 3 Analysis Date: 10/5/2021 • 0.0073 pi~ 2.4M Dia. x 5-ft 45.00 0.0200 1.55 0.0038 0.0142 0.0032 Solar C0Mmun1t•ti0ns lntkrnatlona tnc. ,,.1m f,ond, 45.00 04S22 35.00 00852 0.3216 00730 ericsson dd A1R6449 041 T-MOOllf. w/ Mount Pipe 44.00 0.1284 9.69 0.0236 0.0890 0.0207 ., .. _,r.i_, I T-MOIIIU: ... , M<>unl 44.00 01284 ' 0.0236 00890 00207 er\cuon cfd AIR6449 841 T-MOBILE w/ Mount Pipe 44.00 0.1284 9.69 0.0236 0.0890 0.0207 ti$ c.lw1 .. <td APXVMlU8 O·U.flA:i<) fMO w M""nt Pf 44 00 0 l41S 10,85 00263 o.-001.32 rfs ce,lwave cfd APXVMLL18 43-U-NA20 TMO w Mount Pi 44.00 0.1435 10.83 0.0263 0.0995 rli CilWa'll'ft ' APXVAAIJ.1B 43 ll NIUO IMO w, '-lount Pl 44.0Q 0.IOS 10.83 0.0 6l O.O!r.lS andr~w .dd HBXX-65160S.A2M w/ Mount Pi1>e 44.00 0.0498 3,76 0.0091 0.034S •nd-<fd H8XX·6'i160!,,AJM w Mooot Pf 4400 0.0498 3 7£ 00091 0.0345 and1ew __ dd HBXX~6516DS-A2M w/ Mount Pipe 114.00 0.0498 3.76 0.0091 0.0345 0.0080 t-rlc1ton 44801),!0V? 44.00 00800 6.04 00147 O.O'iSS 0.01~ erluson Rodio 4480 _TMOV2 44.00 0.0800 6.04 0.0!47 o.osss 0.0129 on,...,., ~dk>4480 TMOV2 4400 o.osoo 6.04 0,0147 o.osss D.0129 ericswn RADIO 4460 82/825 866 _TMO 44.00 0.1100 8.30 0.0202 0.0762 0.0178 oro:.,on RADIO 44liO & 2.5166 TM() 44.00 0 11 8.30 00202 0.0762 0.01711 erksson RADIO 4460 82/825 866 IMO 44.00 O.l.100 8.30 0.0202 0.076] 0.0178 mounts l 4 Dua x 8--ft Mount Pi 44.00 0.0300 226 o.ooss 00208 00048 mour,ts ;,t4" Dfa It" ft.ft Mount Pipe 44.00 0.0300 2.26 0.0055 0.0208 0.0048 """'"'' u· Ota , 11-tt Mount Pi 44.00 0.0300 2.26 oooss 0.0208 0.0048 Site Pro l VF Al 2·HD 44.00 0.6580 49.64 0.1208 OAS6l 0.10(,2 Sit Prol AU-HO 44.00 0.6590 49.64 0.1208 0.4S6l 01 Site Pro 1 VFA12·HD 44.00 0.6S80 49.64 0.1208 0,4561 0.106?. Sit< Pru I MSfAA 44 00 0 ISOO 1177 0021!6 0.1081 0.0251 S<Jm CCISeismic 3.38 Page 4 Analysis Date: 10/5/2021 .,, ,t H ( I ' .. I 0 I 1, I t t I .. ( I ~~~lllll!Elll~llllllEJllla~~~ 1131 andrew I.OF4~50A(l/2} From O 10 43.04167 23.04 33.04 28.04 0.0045 o.w 0.0005 0.0019 0.0007 /31 •ndr•w l.l)f,t,.,..,, 21 r.,,,., o t,, 49.04167 13.04 U.04 18.04 O.®'S 0.12 oooos 0.0011 00007 (3) and,ew LOF4-SOA(l/2) From Oto 43.04167 3.04 13.04 8.04 0.0045 0.05 0.0001 0.0004 0.0007 31•_,,,..._.,,..,ti"FmmOw43.04161 0.00 304 1.s2 0.0014 000 O"""" 00000 00002 (3) er,csson liCS 6Xl2 GAWG(l·J/8) From Oto 43.04167 33.04 43.04 38.04 0.0510 3.26 0.0079 0.0299 0.0082 31-••-HC~~"'26AWGIJ.3/II from 0toO.0ll67 23.04 31.04 28 04 o.ouo 230 O!"'"' 0.02!1 0.0082 (3) erksson HCS 6X12 6AWG(l•3/8) From O 1043,04167 13.04 23.04 18.04 0.0510 l,39 0.0034 0.0128 0.0082 11tmtSSOllHCSGXl.26,\WG(l-3/81 Fr<>!11 Oto 43.0411,7 3.04 13.04 8.04 0.0510 0.55 0.0013 0.00!>1 00082 IIJI erimon HCS 6Xl 2 6AWG(l-3/8l From O to43.04167 0.00 3.04 1.52 0.0155 0.03 0.0001 0.0002 0.0025 Sum CCISeismic 3.38 Page 5 Analysis Date: 10/5/2021 Site Name Site Number Client Proposed Carrier Site Location Structure Type Structural Usage Ratio Overall Result Structural Analysis Sprint & T-Mobile September 8, 2021 SD08128A SD08128A Crown Castle Sprint & I-Mobile 3571 CELINDA DR CARLSBAD, CA 92008 33.165147 N NAD83 -117.322226 W NAD83 Equipment Anchorage 8.7% Pass Upon reviewing the results of this analysis, it is our opinion that the structure does meet the specified TBC/ ASCE/TIA code requirements. The equipment anchorage is therefore deemed adequate to support the existing and proposed loading as listed in this report. 1 387 CALLE AYANZADO. SAN CLEMENTE, CA 92673 949~39 1 -6824 0 ..-- 0 N l[) 0 ..--N a--"St N l[) ~ I'-0 CD..--..-- co 0 '111:t 0 I 'I"'" N 0 N (.) al (.) MSQUA~~-2, WIR.ELS.) Summary of Contents Introduction Opening Statement Project Description Criteria Conclusion Calculations Appendix A Design Tables & Resources Used Assumptions and Limitations Our structural calculations are completed assuming all information provided to M SQUARED WIRELESS is accurate and applicable to this site. For the purposes of calculations, we assume an overall structure condition of"like new" and all members and connections to be free of corrosion and/or structural defects. The structure owner and/or contractor shall verify the structure's condition prior to installation of any proposed equipment. If actual conditions differ from those described in this report M SQUARED WIRELESS should be notified immediately to complete a revised evaluation. Our evaluation is completed using standard TIA, AISC, J\CI, and ASCE methods and procedures. Our structural results are proprietary and should not be used by others as their own. M SQUARED WIRELESS is not responsible for decisions made by others that are or are not based on our supplied assumptions and conclusions. Page 1 MSQUA~&-2, \N!R.ELlSS INTRODUCTION At the request of Sprint & T-Mobile, M SQUARED WIRELESS has performed a structural analysis for the proposed modifications. All supporting documents have been obtained from the client and are assumed to be accurate and applicable at this site. The equipment anchorage was analyzed using Hilti PROFIS version 3.0.69. Supporting Documentation Antenna Loading M SQUARED WIRELESS, Construction Drawings, Dated: 05/13/2021 Analysis Code Requirements Wind Speed 96 mph (Vult) Wind Speed w/ ice 30 mph (3-Second Gnst) w/ O" ice TIA Revision ANSI/TIA-222-H Adopted !BC 2018 !BC / 2019 CBC Structure Class 2 Exposure Categorv C Topographic Category 1 Calculated Crest Height 0 CONCLUSION I Upon reviewing the results of this analysis, it is our opinion that the structure does meet the specified !BC/ ASCE/T!A code requirements. The equipment anchorage is therefore deemed adequate to support the existing and proposed loading as listed in this report. Page2 Final Configuration ~------ Mount Qty. Appurtenance Mount Type Carrier Height (ft) Equipment I 6160 Cabinet (4) ½" A307 Sprint & Area 1 B 160 Cabinet Bolts T-Mobile __ ,,,l_,~- Page 3 Structure Usages 1/2" A307 .087 RATING= 8.7% Page4 Equipment Anchorag~ Equipment Data: Name: Width Length: Ileight Min Dist. btw anchors: Center of Gravity: Weight: Total Anchor Qty: Tension Anchor Qty: Lateral Loads: Wind Load Seismic Load Wind Anchorage: V O.M. R.O. Uplift Tension per Ancho1 Shear per Anchor Ericsson 6160 26.0 m 26.0 m 62.0 m 23.0 m 31.0 m 900 lbs 4 ea. -----2 ca. ----- 26.6 psf -----0.387 ·w ----- 298 lbs 769 lb fl 518 lb·ft 131 lbs 65.7 lbs 74.4 lbs Interaction Equatior 66 r 74 6390 3980 Seismic Anchorage V 348 lbs O.M. 900 lb·ft R.O. 518 lb·ft Upli11 199 lbs Tension per Ancho, 99.7 lbs Shear per Anchor 87.l lbs Interaction Equatior 100 87 6390 3980 *New (4) 1/2" Diam. Threaded Bolts O~ 0.029 < 1.2 0.037 < 1.2 Ok Ok Equipment Anchorage Equipment Data: Name: Width Length: Height: Min Dist. btw anchors: Center of Gravity: Weight: Total Anchor Qty: Tension Anchor Qty: Lateral Loads: Wind Load Seismic Load Wind Anchorage: V O.M. R.O. Uplift Tension per Ancho1 Shear per Anchor Ericsson B 160 26.0 m 26.0 m 62.0 m 23.0 m 31.0 Ill 2100 lbs 4 ea. 2 ca. 26.6 psf -----0.387 ·w ----- 298 lbs 769 lb· ft 1208 lb· ft 0 lbs 0.0 lbs 74.4 lbs Interaction Equatior 0 + 74 6390 3980 Seismic Anchorage V 813 lbs O.M. 2099 lb·ft R.O. 1208 lb·ft Uplitl 465 lbs Tension per Anchrn 232.7 lbs Shear per Ancho1 203.2 lbs Interaction Equatior 233 203 + 6390 3980 *New {4) 1/2" Diam. Threaded Bolts O~ 0.019 < 1.2 0.087 < 1.2 Ok Ok APPENDIX A Design Tables & Resources Page 5 Seismic Loads Latitude and longitude were determined from existing as-builts, Sprint records, and confirmed using GoogleEarth. Design spectral acceleration parameters were optained using NSHMP Hazard, a program by USGS for determining seismic values within the continental US. Input data and program output are provided at the end of this report. Latitude: 33.165147" Longitude: -117.32223" S,= 1.009 Site Class: D F = ' 1.20 Occupancy Category: II SMs~ 1.211 Importance Factor, I: 1.00 Sos= 0.807 Seismic Design Catagory: D S1= 0.000 Amplification Factor, a,: 1.0 Fv= 0.00 Response Factor, RP: 2.5 SM1= 0.000 z= 1.0 ft Sm= 0.000 h= 1.0 ft Telecommunication cabinets and radio equipment are non-structural components to be designed under the provisions of ASCE 7-16 chapter 13. (ASCE 7-16 13.3-3) Fp,mm = 0.3Sl!,,lpWp (ASCE 7-16 13.3-1) F, ~ O[f f' (1 +21] (ASCE 7-16 13.3-2) F = 1.6S I W p,max DS p p 0.242 WP 0.387 WP 1.292 w P Use FP 0.387 ASCE' AMERIGAN srn;;r rY 0/-CIVIi ~NblNlffiS Address: No Address at This Location Wind Results: Wind Speed: 10-year MRI 25-year MRI 50-year MRI 100-year MRI Data Source: Date Accessed: ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Risk Category: II Soil Class: D -Default (see Section 11.4.3) 96 Vmph 66 Vmph 72 Vmph 77 Vmph 82 Vmph Elevation: 330.96 ft (NAVD 88) Latitude: 33.165147 Longitude: -117.322226 ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1-CC.2-4, and Section 26.5.2 Fri Sep 03 2021 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. ht1ps://asce 7hazardtool .online/ Page 1 of 3 Fri Sep 03 2021 ASCE' .6MERICAN SUC!FIY 0' Cliii! F"lrnr,H-fl..'i Seismic Site Soil Class: Results: Ss s, F, F, SMs D -Default (see Section 11.4.3) 1.009 So, 0.368 T, : 1.2 PGA: N/A PGAM: 1.211 FPGA SM, N/A I, : N/A 8 0.442 0.53 1.2 Sos 0.807 C, : 1.302 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Fri Sep 03 2021 Date Source: USGS Seismic Design Maps b!!I.@://asce 7hazardtooLgnline/ Page 2 of 3 Fri Sep 03 2021 ASCE' N,lf-P!CN~ SO'.:FY Uf-CIVll fNGINFFJlS 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 Jaw, 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: //a see 7 h azardtool . on Ii ne/ Page 3of3 Fri Sep 03 2021