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Home My WebLink About22-44525335 Eighth Street Zephyrhills, FL 33542 Phone: (813) 780-0020 Fax: (813) 780-0021 1 KO "RIN, BAC-00445 Issue Date: 08/29/2022 111�11 � I I � 11! 1 IFFIT1111111, Ilrollillmirm Illininum I I I I I I I �� I � I I p! � I I � I accordance with City Codes and Ordinances. NO OCCUPANCY BEFORE c.6. NO OCCUPANCY BEFORE C.O. T- lc�* CTOR SIGNATURE PE fIT OFFICEU PERMI PIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION 813-780-W20 City of Zephyrhilis Permit Appfication Fox-813-780-0021 826541; 1 ORTPA002W Bukhm; Department to Room #[�� 0 Con"'t for Per'"joh"Ler Phone Numaer ��# a S Pay" a 4 :r:4 a Pleats ame �C�(WnSde USA Owme's Address d511 N Ni Avt3 Sty 210, T FL 3369 er Phone Number Fee Simple Titleholder Name [:CitV �OQ h i1a OwnerPhone lilumber Fee Symple'llithitiolder Address F— WORK PROPOSED 111W CONSTII 11 INSTALL PROPOSED USE [::] SFR E3 TYPE OF CONSTRUCTION EJ BLOCK E3 00 alstakiss LLC Is h" *&VA% DESCRIPTION OF WORK lerr'Wervievilmr%� I'lulikkil E]ELECTRICAL =PLUMBING =MECHANICAL =GAS FINISHED FLOOR ELEVATION f-s--i LLO-00 __j L ----------- J *l ��t 92 1 LOTS RA. CELID*[�C!d«OOitl�� COWAII490 r"M PROPENrYTAX Hence) ADEXALT SIGN DEMOLISH REPAIR Comm 0114ER FRAME STEEL VALUATION OF TOTAL CONSTRUCTION AMP SERVICE ED PROGRESS ENERGY = W.R,E C. VALUATION OF MECHANICAL INSTALLATION SPECIALTY = OTHER FLOOD ZONE AREA =YES NO BUILDER LkfJ NAURE COMP SIGTANY comess Address [9D:40 �NE16th Sb�.Oqb Ft. �34470 License #Ei4�� ELECTRIMAN COMPANY Md State Efechm of Ocala LLC SIGNATURE f ME curvis" YIN 16112 Ng @th LAvenla F License A =EC0000§01) PLUMFIER COMPANY E�� SIGNATURE ww ReGm-imtED , I N�� Address uceriso* MECHANICAL COMPANY ET=- Y,. SMATURE .us. Address License OTHER COMPANY �-- saawssen YIN 7E� SIGNATURE cur,"'N Address E:=== License# E==:== RESIDENTIAL Attach (2)*Plot Plans: (2)sets of Building Plans: (1) set of Energy Forms; R-O-W Permit for new construction, Miromum ten (10)working days after Submataidaux ReqWrod onsior, Construction Plans, StormaramirPlans.1 Sift come installed, Sanitary Facilities & 1 dumpster: Site Work Permit for subdiyisionsmopt projects COMMERCIAL Attach (2) complene sets of Building Plans phis a Life Safety PaW, (1) set of Energy Forms R-O.W Panne for now construction. Mircinurn ten (101 working days after submittal date. Required pestle, Constniction Plans, Stoanwalor Plans wf Silt Farce instailed, Sanitary Facilities A I pstar. Site Work Permit for all new proj", All commercial requirements mist meet compliarce SIGN PERMIT Attach (2).,Ws of Engineered Plans. —'PROPERTY SURVEY required for all NEW construction Fill Cu application completely, Owner & Contractor sign back of application, notarkaid If over $2500, a Notice of Commencement is required, (AfC upgrades over $7500) Agent (for the contractor) or Power of Attorney (for the reemr) would he someone with notarized Werfrom, owner sudioridng same OVER THE COUNTER PERMITTING (copy of contract required) Homers it shingles Sewers Service Upgrades AM Fences (PloUrSurvaytFootag) Driveways -Not over Counter if on public roadways needs ROW ifs- 20 City of Zephyrhills Pe it Application F -8is-nee t Building Department NOTICE OF DEED RESTRICTION& The undersigned understands that this permit may be subject to rest - may be mom restrictive than County regulations, The undersigned umes responsibility for compliance with any app4tabile deed reartrictionsi UNLICENSED CONTRACTORS ANO CONTRACTOR RESMNSIBILIIIESr IF the oww has hired a contractor or contractors to undertake work, they may be recturptelto be licensed in accordance with state and twat regulations. It the contractor is her flownsed as requitrod by tow, both the owner and contractor may be cited for a in lecrastreanor violation under state law. If the owner or intended contractor ate uncertain as to what licensing requirements may apply for the' , they am advised to ossoact the Pascir County Building inspection 6iv s" Section at 727 7- 8009. Furthermore, 0 the owner has hired a con for or conmissess, he is advised to have the conesickulta sign portions#tom for SWX of this application for which they will be responsible:. If you, as the owner sign as the contractor, that may be an indication that he is not property licensed and Is not emitted to d rs; pnvilegas in Pews, County, TRANSPORTATION I PACTIUTILITIES IMPACT AND RESOURCE RECOVERY FEES: The undersigned understands that Traterpovistion Impact Fees and Recourse Recovery road may apply to the construction of now buildings, change of we in offeringbuildings, or expansion of existing buildings, as at Pasco County Ordhones number 7, as amended The undaysigned also understands, that such tons, as may be due, will be iderifilied at the time of permitting It is further understood that Transportation Impact Pass and Response Recovery Fees must be paid prior to receivinga e of ' ncy" or final pow re a, If the prollott does not Involve a pontificals of occavancy or final power release, the fam most be Braid prior to peorift issuance: Furthermore, it Peace Counts Wavanizew Im due they must be paid prior to permit suruance, in accordance with applicable POW4 County ordinances CONSTRUCTION UEN LAW (Chapter'713, Florida Slettissrs, as air @: If valuation of work is $2.500.00 or morv, I certify halt 1, the applicamt, have been provided with a copy of the"Florlds Construction Lion Law —Homeowners s Ou` " preparse by ft Florida Department of admoullum and Consurner Affairs, g the applicard is smacrat other than lbsawpoe,l certifythat Ihave obtained a copy ofthe above described document and promise in good faith to deliver it to ftovinte prior to commentoonatIL CONTRACTOR14OWNEWS AFFIDAVIII. I certify that as the Information in this Application is accursto and that aif work will be done in compliance with art applicable laws regulating construction, zoning and land development. Application is he made to remain a permit to do work aid Installationas indicated, t certify that no work or installation has commenced prior to issuance of a permit and that all work will be porermed to meet standards of all eves sting construction, County and City codes, zoning regulations, and land development regulations In thojorsdialkin I also cisfilly that i understand that the regulations of other government i may apply to the i , and that It is my matporislitflity to Identify what actiorbil must tie to be in compliance. Such agiandes, include but are not limited Rx Department of EnvironmentalProwbon-Cypiress, Sayheads, Waftnd Areas and Environmentally sensitive Lands, WaterlWastawater Treatment, - thwest Florida Water Management District -Wells. Cypress sajheads, Weigand Areas, Altering Watercourses, Army Corps of Engineers -Seawalls, Docks, Navigable Waterways. Department of Health & Rehabllitati Servi Envircom tal Health Unit -Wells, Wastewater Treatment, Septic Tanks. US Environmental Protection agency -Asbestos abatement. Federal Aviation Authority -Runways. t understand that the following restrictions apply to the use of fill: Use of fill is not allowed in Flood Zone '1T' unless expressly permitted. If the fill material is to be used in Flood Zone "A", rt is understood that a drainage plan addressing a 'compensating fume' will be submitted at time of permitting which is prepared by a professional engineer licensed by the State of Florida. - if the fill material is to be used in Flood Zone 'A' in connection with a peffratted building using stem wail construction, I certify that fill will be used only to fill the area within the stem wall. If fill material is to be used in any area, i certify that use of such fill will not adversely affect adjacent properties. if use of fill is found to adversely agent adjacent properties, the owner may be cited for violating the conditions of the buiiding permit issued sander the attached permit application, for lots less than one (1) acre which are elevated by Fill, an engineered drainage plan is required. If t sin ft AGENT FOR THE, OWNER, I promise in good faith to Inform the owner of the permitting conditions set Wh in this affidavit prior to commending construction. t understand that a separate permit may be required for processes work, plumbing, signs, wells, pools, air conditioning, gas, or other installations not specifically included in the application. A permit issued shall be construed to be a license to procrusl with the work and not as authority to violate, cancel, alter, or set aside any provisions of the technical s, nor shalt issuance of a permit prevent the Building Official from thereafter requiring a correction of same in plans, construction or violations of any codes, Every permit issued snail become invalid unless the work authorised by such perm, I is commenced within six months of permit issuance, or if work authorized by the permit is suspended or abandoned ned for a pence of six (6) months after the time the work is commented An extension may be requested, in writing, From the Suilding Official for a period not to exceed n'mety (90) days and will demonstrate iustifrabte cause for the extension, If work comma, for ninety (90) diva days, the job is considered abandoned WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT OWNER OR AGENT Subscribed and seem to for affirmed) before me this dY _. Who dslare personally known to me orhasipave produced as identification, Notary Public Commission No, _... _... time o ry pn or s amps Notmy Public Commission No, C, REVIEW DAM - CITY OF ZEP IRIHHL�_, CROWN Date: June 22, 2021 BUILDING OFFI IAL, I CASTLE , ",'I . (: C 0= 2 Site Number: BU Number: Site Name: JDEJob Number: LWOMWIFF Wjaj�� Crown Castle 2000 Corporate Drive Canonsburg. PA 15317 (724) 416-2000 826548 Pasco County (VS) 649791 1981816 556999 Rev, 0 Latitude 280 14'52.9", Longitude -821 11'9.4" 190 Foot - Self Support Tower IV T11 Lit: IZ5 UUM UFTrf(3'_X1'TC I above -mentioned tower. 21113141174w= � stmv�UAP)X�s section of this report, are completed. Sufficient Capacity This anal'Vishas t eerr.p,erformcdin,accordance ,with the 2,020-florida-RuIld, fin Code 7th Edition based ultimate 3-second gust wind speed 'of'l 38 mph. Applicable Standard references and 11 1.11'design ll e , sn 11 c, igI rilf ia I a 11 re Section 2 -"Analysis Criteria". Structural analysis prepared by: Kibreab Gebremariam Respectfully submitted by: Eric S. Stover, P. E. Manager Engineering ..... CA9TGE USA, -M % Z, No. 80821 0 ZTE OF 00 tnxTower Report- version 8.1.1.0 190 Ft Seff Support Tower Structural Analysis Project Number 1981816, Order 556999, Revision 0 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Non -Carrier Equipment To Be Conditionally Removed Table 3 - Other Considered Equipment 3) AAAIV LYSIS PR#"UE1URE Table 4 - Documents Provided 11) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 - Tower Component Stresses vs. Capacity - LC7 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawl 7) APPENDIX C Additional Calculations June 22, 2021 CCI BU No 826548 Page 2 tnxTower Report -version 8.1.1.0 190 Ft Self Support Tower Structura /Analysis Project Number 1981816, Order 556999, Revision 0 June 22, 2021 CC/ BU No 826548 Page 3 1) INTRODUCTION This tower is a 190 ft Self Support tower designed by VALMONTIMICROFLECT, The tower has been modified per reinforcement drawings prepared by Tower Engineering Professionals in July of 2013. 2) ANALYSIS CRITERIA TIA-222 Revision- TIA-222-H Risk Category: 11 in Speed: 138 mph Exposure Category: C Topographic Factor 1 Service in Speed: 60 mph Table I -Proposed Equipment Confinuration ffa�� 3 Fujitsu TA08025-13604 3 I f ujitsu i TA08025-13605 3 1 jma wireless IMX08FRO665-21 w/ Mount Pi - ------ ANN= oment To Be Conditionaliv Removed 1 cci tower mounts II Sector Mount [SM 402- 3 kmw HB-X-AW-23-33-00T communications I 1 1 1 1/2 tnxTower Report - version 8.1.1.0 190 Ft Self Support Tower Structure/ Analysis Project Number 1981816, Order 556999, Revision 0 June 22, 2021 M BU No 826548 Page 4 Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number :Feed L of Feed Si Line] Lines Size (in) 3 encsson RRUS 32 B2 -- --- ----------- 3 - - ericsson RRUS 32 B66 I 1 3 ericsson RRUS 4449 135/1312 3 encsson RRUS 4478 B 14 CCIV2 6 ra—ycap- 2 raycap DC6-48-60-18-8C raycap DC6-48-60-18-8F 1 tower mounts Sector Mount [SM 503-3] 1 r 171.O 3 tower mounts I Site Pro 1 SFS-V Sector Fra Stabilizer 3 ericsson g KRY901369 CCIV2 3 ericsson RRUS 32 B2 3 —B6 6--' 3 erlcsson RRUS 4449 135/1312 160.0 160.0 r 1 6 jma wireless MX06FRO860-02 w/ Mount Pipe; 14 1-5/8 mount pipes 8'x —2" Mount Pipe I raycap .. .......... RRFDC-3315-PF-48 raycap RVZDC-6627-PF-48 tower mounts Sector Mount [SM 502-3] 3 i encsson 800MHz SMIR Filter 3 ericsson RRUS 31 B25 150,0 3 ericsson RRUS-11 80OMHZ 1 148.0 9 rf s celwave ACU-A20-N 3 1-3/16 1 3 15/8 3 encsson AIR 6488 B41 149� 0 3 rf s celwave APXVERR1 8-C w/ Mount Pipe 0 1 ; tower mounts SectorMount [SM 402-31 1400 140,0 1 6 1-5 I I W "I I 1 11 11 11 11116116!. W14MMILROW41114414to 0M Its lar"W12MI30111INS I MMUMARE Is WAIIN Amato] F"WAIWATABrIds =I tnxTower Report - version 8.1.1.0 190 Ft Self Support Tower Structura /Analysis Project Number 1981816, Order 556999, Revision 0 June 22, 2021 M BU No 826548 Page 5 7=7771717777 area-ror parlel amennas using ap,#,roT---#- M77 i o " I n• intent of the TIA-222 standard, IBM= • 1 ) Tower and structures were maintained in accordance with the IIA-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. 13MMIX-aa Table 5 - Section Capacity (Summary) Section Elevation(ft) ComponentType No. Size 0 Critical I P(K) ISF*P-all owl ' I lElementi I (K) lCapacityl Pass/Fail r Tl 190-180 i Leg Pipe 2.5 STD 1 2 5.63 56.56 9.9 Pass T2 180-160 Leg PIPE 3.5 STD 21 -4291 101.72 42.2 i Pass T3 160-140 Leg Pipe 5 STD i 51 Pass t [-,-T4,-,- 1-14-0 - -120-7-'-'-L-e-g-----'-! Pipe 8 STD 75 1 -16785 347,31 48.3 j Pass T5 0-113.3331 Leg iPipe 8 STD 99 71-19069 347.31 l 54-9 Pass T Leg Pipe 8 STD ill T -21183 347,31 61 Pass 106,667 �6 T7 -T 1106,66 -1 0 Leg Pipe 8 D 120 -235,39 347.31 67.8 Pass .. ........ . ........... T8 I ..... ..... . - - ----u. - 100-80 Leg Pipe IOSTD (SCH40) 129 -297,68 484.38 61.5 Pass T9 80-70 Leg Pipe 10STD (SCH40) 147 331 58 484 38 I 68 5 Pass TIO 70-60 Leg Pipe lOSTD (SCH� 6071-111,-1F59 -36513 484M 75.4 Pass l' T13 30-20 Leg Pipe 12 STD 198 .......... 02,43 83.1 Pass T14 20 -0 Pipe 12 XH 207 ---------- - - -- -568M 794,34 71.5 Pass Tl 190-180 Diagonal Ll 3/4x r -2.76 1 8.76 31.5 Pass T2 180-160 Diagonal i L2x2x3/16 28 -7.07 1 12.78 55.3 Pass ............ . ... T3 160-140 .... Diagonal . . .... ................ ..... .... . . ..... 21L2 1/2x2 1/2x3/16x3/8 58 -11.40 1 52.59 21 7 Pass T4 140-120 Diagonal L3x3x3/16 82 i 12.27 1 22.20 55.3 Pass T5 M 20 - 113.333 Diagonal L3x3x3/16 106 -1253 21A0 59A Pass --"T J 1.T3 3--, -13-i- .......12.28. . T6 F Diagonal L3x3x3/16 115 -19,95 61.6 Pass 106667 11 M667 - 100 Diagonal 3x3xlCx112 12414,28 4 T8 100-80 Diagonal j L3 1/2x3 1/2xl/4 136 -16,35 27,30 59.9 s PassT9 80-70 Diagonal L3 1/2x3 1/2xl/4 1�5 -15,79 11" 25,40 1 62.2 Pass T10 70-60 ...... . .... . Diagonal 2L3 1/2x3 1/2xl/4xl/2 163 -18.19 89M 1 20.4 Pass Tll 60-40 Diagonal L3 1/2x3 1/2x3/8 177 30 T-M 606* Pass T12 40-30 ......... Diagonal I . ........ . . L3 1/2x3 1/2x3/8 l 195 - - ----------- -17.92 29 06 61.7 Pass T13 30-20 Diagonal 2L31/2x3l/2x3/8xl/2 264 -'TO, 110.28 MO Pass .. . ....... T-'1'-'4"-'- I -T 2--0--0--1 .... D -ia g o n a I ..... ...... L4'x4x3/8 - ------ - 216 -21,25 35.18 60A Pass if -------- Pass T2-- 0 74 3M4 2.4 Pass tnxTower Report - version 8.1.1,0 190 Ft Self Support Tower Structure /Analysis Project Number 1981816, Order 556999, Revision 0 June 22, 2021 CC/ BU No 826548 Page 6 Section 0 oeal Component Type Critical a' Cr'ticj Size I � (K) P (K) allow ow % Pass I Fail No. Element t LF*P capacity T3 160-140 Top Girt L3 1/2x3 1/2x3/8 53 -1.72 46,27 3.7 Pass T4 w. 140 - 1201, Top Girt ------------- - ----- -------------- ---------- -- L3 1/2x3 112x3/8 77 - ------ ----- ---- -2-91 - 32.21 9O Pass i T5 1120 - 113.3331 Top Girt L4x4x3/8 101 -3,31 0. 34 43 9 6 Pass T 8 11 100-80 Top Girt L4x4x3/8 131 26.49 19r5 Pass T9 80-70 Top Girt L5x5x5/16 149 s-5.75 3 34,15 16,8 11 Pass T11 60-40 Top Girt L5x5x5/16 170 -7.51 27.77 T 27.1 1 Pass _ T12 T7Girt L5x5x5/16 j 188 -8,10 20-0 Top Girt L5x5x5/16 209 i-9 ----------- 85 . ........ 18,59 53.0 Pass Summary, - --- - ------- ---- — - -- --- ------ Leg {T13) 83.1 Pass Diagonal 62,2 Pass (T9) J14) 53,0 Pass !Bolt Checks 76 8 Pass Rating 831 Pass Table 6 - Tower Component Stresses vs. Capacity - LC7 Anchor Rods 0 313 Pass 1 Base Foundation (Structure) . ..... ... .. 1 Base Foundation (Soil Interaction) 1 0 1 97,4 Pass voles: 1 See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity consumed, Rating PerTIA-222-H Section 15.5 The tower and its foundation have sufficient capacity to carry the proposed load configuration. In order for the results of this analysis to be considered valid, the loading modification, as follows, must be completed, Loading Changes: a) Removal of the abandoned antennas, mounts at the 140 ft level No structural modifications are required at this time provided that the above -listed changes are completed. tnxTower Report -version 8.1.1.0 190 Ft Self Support Tower Structural Analysis Project Number 1981816, Order 556999, Revision tnxTower Report -version 8,1,1.0 190.0 it 180.0 ft 160.0 ft 140,0 ft 120.0 ft 113.3 ft 106.7 ft 100�0 ft 80.0 ft 70.0 ft 60ot; 40.0 ft, 30.0 ft, 20.0 ft 091 SYMBOL LIST SIZE DARK _ —SliE A (Pipe 2 5 STD D 2L3 1/2x3 1i2x1!4x17 11 314x1 314x3110 E 203 112x3 112x31$x1!2 C 2t.3x3x3116x112 F 1-4x4x3f8 _ MATERIAL STRENGTH _ GRADE Fymm Fu GRADE A53-B-46 — 46 ksi 60 ksiA36 36 ksi v5$ TOWER DESIGN NOTES 1. Tower is located in Pasco County, Florida. 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 138 mph basic wind in accordance with the TIA-222-H Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Risk Category IL 6. Topographic Category 1 with Crest Height of 0.00 ft 7. TOWER RATING: 83.1% ALL REACTIONS ARE FACTORED MAX. CORNER REACTIONS AT BASE: DOWN. 586 K SHEAR.' 60 K UPLIFT. -512 K SHEAR: 54 K AXIAL 86 K SHEAR' MOMENT 97 K. _ 1 10300 kip-ft TORQUE 65 kip-ft REACTIONS - 138 mph WIND Crown Z"azstle ob 826546 � �, � CROWN Project 200Q Corporate Drive — CASTLE cram Crown Castle Dr'"n by KGebremar!am Appd Canonsburg. PA 15317 l -. code TIA-222-H ibate 06/22/21 s aa: NTS Th. pathway m Possmie Phone: (724) 416-2000 _ ... __ ._ _ FAX: Path: �xoeem�a s mw acx taza a„tio 9e a e.w,c a a9riDw; No. E 1 June 22,2021 /90FYSelf Support Tower Structure/ Analysis CC/BUNp820548 Project Number 1981816, Order 556999, Revision 0 Page 8 The main tower is a 3xfree standing OOftabovethe ground |ima Me base of the tower is set at an elevation of 0.00 ftabove the ground |ine. The face width ofthe tower ie8.00ftetthe top and 21.33ftetthe base. This tower i designed using the TIA-222-H standard. The following design criteria apply: = Tower ialocated inPasco County, Florida. w Tower base elevation above sea level: Q1.OUft. • Basic wind speed of138mph, w Risk Category ||, w Exposure Category C. • Simplif ied Topographic Factor Procedure forwind speed-up calculations is used. * Topographic Category: 1 = Crest Height: O.00ft. • Deflections calculated using awind speed ufOOmph. • Pressures are calculated oteach section. m Stnaea ratio used intower member design is1. w Tower analysis based ontarget na|iabi|itiesinaccordance with Annex S. m Load KXodifioedmnFactors used: K,,(F°)=O,Q5� ° Maximum demend-cepedtyratio is: 1�05. w 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 '�l Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) sRMembers Have Cut Ends SR Members Are Concentric Distribute Leg Loads As Uniforrn Assume Legs Pinned Assume Rigid mxaxp|ate Use ClemrSpanoForvvmdArea Use ClearS poKur n*m,nw"nGuys TnInitial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area ofAppun. AvmrabTorque Arm Areas Add |oC,nD+vVCombination � Sort Capacity Reports eyComponent Triangulate Diamond InnerBracin Treat Feed Line Bundles /mCylinder Ignore KL/ryFor 8UDeg. Angle Legs Use 8SCE1OX-Bece Ly Rules � Calculate Redundant Bracing Forces Ignore Redundant Members inFE* N1 GRLeg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt *tFoundation � Consider Feed Line Torque � Include Angle Block SooarCheox Use r|A-22u'nBracing Resist. Exemption Use nA-222'*Tension Splice Exemption Include Shear -Torsion interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Pole Without Linear Attachments Pole With Shroud Orwo Appurtenances Outside and Inside Comer Radii Are Known tnxTower Repo rt'version 8.11O 190 Ft Self Support Tower Stmntur»/Anelysis Project Number 1981816, Order 55699 9, Revision 0 Lea A_ Wind 90 Leg z Leg e Face Wind Norma I June 22,3O2/ CCIBUNn826548 Page 9 Tower Tower Assembly Dooc*otiom 3mc0oo Number Section Section Elevation Database Width of Length Sections ft 8 ft r2 18M0'160D0 8.80 1 20.00 T3 160.00'/40D0 8.08 / 20.00 T* 140o0-/20,00 9£7 1 20.00 73 120,00-11333 11,33 1 m�nr To 11133-106o7 1/.89 1 6�67 T7 106.67-10010 /2,4* 1 6f7 Tn 100.00-80.00 13M 1 20.00 Tn 80n0-70.08 /4,07 1 10.00 TI0 70.00'80.00 15�50 1 10.00 n1 60,00-4000 10.33 1 20M T12 40.80@0I0 18,80 1 MOO n3 30.0-20M 18,83 1 10.00 n4 20M-0.00 18,67 1 20.00 To we rbwe, Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation 4naomo Typo xBrace *otizontals Offset ommt End ft ft Panels in in Tz 18000-160D0 5.00 XBrace No No 000nn 0.0000 Tn 16000'1*0o0 667 xarace No No ounno 00000 T4 1*0.00-120.00 8,67 X8race No No 00000 M000 Tn 128M-1 13,33 6�87 X8rano No No OOoOo OOoOO Ts 11333'10e.67 6a7 xa,an, No No ouono 0,0000 T7 106o7-100u0 667 xBraco No No 000nn 0,0000 T8 1M00'8000 10.00 X8rano No No 00000 00000 Tn 8000-78M 1000 XBra** No No OooOO 00000 tnxTower Report -version 811,0 190 Ft Self Support Tower Structural Analysis Project Number 1981816, Order 556999, Revision 0 June 22, 2021 CCI BU No 826548 Page 10 Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type K Brace Horizontals Offset Offset End it ft Panels in in T10 70.00-60.00 MOO X Brace No No 0.0000 0.0000 T11 60M-40M 10,00 X Brace No No 0.0000 0.0000 T12 40.00-30.00 10.00 X Brace No No 0.0000 0.0000 T13 30.00-20,00 10.00 X Brace No No 0.0000 MOM T14 20M-0.00 10.00 X Brace No No 0.0000 0.0000 .............. .. ... .. ............... .. . ......... .. . ....... .. . Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft T1 190.00- Pipe Pipe 2.5 STD A53-1346 EqualAngle Ll 3/4xl 3/4x3/16 A36 180.00 (46 ksi) (36 ksi) T2 180,00- Pipe PIPE 3.5 STD A53-B-46 EqualAngle L2x2x3/16 A36 160,00 (46 ksi) (36 ksi) T3 160,00- Pipe Pipe 5 STD A53-1346 Double Equal 21-2 1/2x2 1/2x3/16x3/8 A36 140.00 (46 ksi) Angle (36 ksi) T4 140.00- Pipe Pipe 8 STD A53-13-46 EqualAngle L3x3x3/16 A36 120.00 (46 ksi) (36 ksi) T5 120.00- Pipe Pipe 8 STD A53-13-46 EqualAngle L3x3x3/16 A36 113.33 (46 ksi) (36 ksi) T6 113.33- Pipe Pipe 8 STD A53-13-46 EqualAngle L3x3x3/16 A36 106.67 (46 ksi) (36 ksi) T7 106.67- Pipe Pipe 8 STD A53-B-46 Double Equal 2L3x3x3/16xl/2 A36 100.00 (46 ksi) Angle (36 ksi) T8 100.00- Pipe Pipe 10 STD (SCH40) A53-B-46 EqualAngle L3 1/2x3 1/2xl/4 A36 80.00 (46 ksi) (36 ksi) T9 W00-70.00 Pipe Pipe 10 STD (SCH40) A53-13-46 EqualAngle L3 1/2x3 1/2x1/4 A36 (46 ksi) (36 ksi) T1 0 70.00- Pipe Pipe 10 STID (SCH40) A53-13-46 Double Equal 21-3 1/2x3 1/2xl /4xl /2 A36 60,00 (46 ksi) Angle (36 ksi) TI 160,00- Pipe Pipe 12 STD A53-B-46 EqualAngle L3 1/2x3 1/2x3/8 A36 40.00 (46 ksi) (36 ksi) T1 2 40.00- Pipe Pipe 12 STID A53-B-46 EqualAngle L3 1/2x3 1/2x3/8 A36 30.00 (46 ksi) (36 ksi) T1 3 30.00- Pipe Pipe 12 STD A53-B-46 Double Equal 21-3 1/2x3 1/2x3/8xl/2 A36 20.00 (46 ksi) Angle (36 ksi) T1 4 20.00-0.00 Pipe Pipe 12 XH A53-13-46 EqualAngle L4x4x3/8 A36 (46 ksi) (36 ksi) . ... ...... . ......... . ... ... .. ... ....... ....... . ... Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade ft TI 190.00- EqualAngle L3 1/2x3 1/2x1/4 A36 Solid Round A36 180.00 (36 ksi) (36 ksi) T2 180.00- EqualAngle L3 1/2x3 1/2xl /4 A36 Solid Round A36 160.00 (36 ksi) (36 ksi) T3 160,00- EqualAngle L3 1/2x3 1/2x3/8 A36 Solid Round A36 140.00 (36 ksi) (36 ksi) T4 140.00- EqualAngle L3 1/2x3 1/2x3/8 A36 Solid Round A36 120.00 (36 ksi) (36 ksi) T5 120.00- EqualAngle L4x4x3/8 A36 Solid Round A36 113.33 (36 ksi) (36 ksi) T8 100.00- EqualAngle L4x4x3/8 A36 Solid Round A36 MOO (36 ksi) (36 ksi) T9 80,00-70,00 EqualAngle L5x5x5/16 A36 Solid Round A36 (36 ksi) (36 ksi) T1 160.00- EqualAngle L5x5x5/16 A36 Solid Round A36 tnxTower Report -version 8.1.1.0 190 Ft Self Support Tower Structural Analysis Project Number 1981816, Order 556999, Revision 0 June 22, 2021 CCI BU No 826548 Page 11 Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade ft 40.00 (36 ksi) (36 ksi) T1 2 40M- Equal Angle L5x5x5/16 A36 Solid Round A36 30.00 (36 ksi) (36 ksi) T1420.00-0,00 EqualAngle L5x5x5/16 A36 Solid Round A36 (36 ksi) (36 ksi) Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness At Factor Stitch Bolt Stitch Bolt Stitch Bolt (perface) A, Spacing Spacing Spacing Diagonals Horizontals Redundants It fe in in in in T1 190M- 0.00 0-3750 A36 1.03 1 1.05 0.0000 0,0000 0.0000 180.00 (36 ksi) T2 180.00- OM 0.3750 A36 1.03 1 1.05 0.0000 0.0000 0.0000 160.00 (36 ksi) T3 160.00- Mo 0,3750 A36 1.03 1 1.05 Third -Pt 0.0000 0.0000 140,00 (36 ksi) T4 140,00- 0.00 0.5000 A36 1.03 1 1,05 MOM 0,0000 0.0000 120.00 (36 ksi) T5 120.00- 0.00 0.5000 A36 1.03 1 1.05 0.0000 0.0000 0,0000 113.33 (36 ksi) T6 113,33- 0.00 0,5000 A36 1.03 1 1.05 MOM 0.0000 0.0000 106.67 (36 ksi) T7 106.67- 0.00 0,5000 A36 1,03 1 1.05 Third -Pt 0.0000 0.0000 100.00 (36 ksi) T8 100.00- 0.00 0.5000 A36 1.03 1 1,05 0.0000 0,0000 0,0000 80.00 (36 ksi) T9 80.00- OM 0.5000 A36 1.03 1 1.05 0.0000 0,0000 0.0000 70.00 (36 ksi) T1 0 70.00- Mo 0,5000 A36 1.03 1 1.05 Third -Pt 0,0000 0.0000 60.00 (36 ks) T1 160,00- 0.00 0.5000 A36 1.03 1 1.05 0.0000 0,0000 0.0000 40.00 (36 ksi) T1 2 40.00- 0.00 0.5000 A36 1.03 1 1,05 0.0000 MOM 0,0000 30.00 (36 ksi) T1 3 30.00- 0.00 0.5000 A36 1.03 1 1.05 Third -Pt 0.0000 0,0000 20.00 (36 ksi) T1 4 20.00- 0.00 0,5000 A36 1.03 1 1.05 0.0000 0,0000 0,0000 0.00 (36 ksi) TowerSection KFactors' Tower Ca/c Calc Legs x K Single Girts Horiz, Sec, Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds x x x x x x x ft y Y_ Y_ y y y y _f Ti 9 0, 0 0 --Yes _ No 1 1 1 1 1 1 1 1 180.00 1 1 1 1 1 1 1 T2 180M- Yes No 1 1 1 1 1 1 1 1 160,00 1 1 1 1 1 1 1 T3 160,00- Yes No 1 1 1 1 1 1 1 1 140.00 1 1 1 1 1 1 1 T4 140.00- Yes No 1 1 1 1 1 1 1 1 120.00 1 1 1 1 1 1 1 T5 120M- Yes No 1 1 1 1 1 1 1 1 113.33 1 1 1 1 1 1 1 T6 113.33- Yes No 1 1 1 1 1 1 1 1 tnxTower Report - version 8.1.1.0 190 Ft Self Support Tower Structure /Analysis Project Number 1981816, Order 556999, Revision 0 June 22, 2021 CC/ BU No 826548 Page 12 K Factors' Tower Ca/C Calc Legs x K Single Gitts Hotiz. Sec. Inner Elevation K K Brace Brace Diags Horiz. Brace Single Solid Diags Diags Angles Rounds x x x x x x x ft y y y y y Y.-Y 06 1 1 1 1 1 1 1 T7 106.67- Yes No 1 1 1 1 1 1 1 1 1 MOO 1 1 1 1 1 1 1 T8 100.00- Yes No 1 1 1 1 1 1 1 1 80.00 1 1 1 1 1 1 1 T9 80.00- Yes No 1 1 1 1 1 1 1 1 70,00 1 1 1 1 1 1 1 TI 0 70.00- Yes No 1 1 1 1 1 1 1 1 60.00 1 1 1 1 1 1 1 T1 1 60M- Yes No 1 1 1 1 1 1 1 1 40.00 1 1 1 1 1 1 1 TI 2 40,00- Yes No I 1 1 1 1 1 1 1 30.00 1 1 1 1 1 1 1 T1 3 30.00- Yes No 1 1 1 1 1 1 1 1 20,00 1 1 1 1 1 1 1 T1 4 20,00- Yes No 1 1 1 1 1 1 1 1 0.00 1 1 1 1 1 1 1 Not rs are applied to membersegmentlengfihs: K-braces out innersupporting members willhave the K factorin the out -of - plane direction applied to the overall/ength. Tower Leg Diagonal -Top Girt' I B o tto m G ir t F Mid Girt Long Horizontal Short Horizontal ElevaElevation ft F I I I Net Width U Net U �NetWidth U Net U Net U P Net U Net U Deduct Width Deduct Width Width Width Width in Deduct in Deduct Deduct i Deduct Deduct in in in in ii-n- Ti 190 00- _O0000 1 Two ci.7� 0000 075 O.0.0000 000 035 i 0.0000 0,75 180.00 1 T2 180.00- 0.0000 1 0.0000 0.75 0.0000 0,75 0,0000 0.75 0.0000 0.75 0,0000 0.75 10.0000 0.75 160.00 1 1 T3 160.00- 0.0000 1 0.0000 0.75 0,0000 0.75 0.0000 O.75 0.0000 0.75 0.0000 0.75 10.0000 0.75 140.00 i T4 140,00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0M00 0.75 0.0000 0.75 10.0000 0.75 120.00 T5 120.00- 0.0000 1 0.0000 0.75 0.0000 035 0,0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 113.33 1 T6 113.33- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 10.0000 0.75 106.67 T7 106.67- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 035 MOM 0.75 10.0000 0.75 100,00 T8 100,00- 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 035 § 0.0000 0,75 80,00 1 T9 80.00- M000 1 0.0000 0.75 0,0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 035 0.0000 0.75 70M T1070M- 0.0000 1 60.00 1 0,0000 0.75 MOOD 0.75 0.0000 0.75 M000 0.75 0,0000 0.75 0,0000 0.75 TI 160.00- 0.0000 1 0.0000 0,75 0.0000 0.75 3 0.0000 0.75 0.0000 0.75 0.0000 0,75 0.0000 0.75 40M T1 2 40.00- 0.0000 1 10.0000 0.75 0.0000 0.75 10,0000 0.75 0.0000 035 0.0000 0,75 0.0000 0,75 30,00 i I T1 3 30.00- 0.0000 1 0.0000 0.75 0.0000 0.75 '0.0000 0.75 0.0000 0.75 00000 0.75 0.0000 035 20,00 I 1 1 T1 4 20.00- i0.0000 1 0.0000 0.75 0.0000 0.75 10.0000 0.75 0.0000 0,75 1 0.0000 0,75 0.0000 0.75 0,00 tnxTower Report - versio n 8.1.1,0 190 Ft Self Support Tower 3tructura/Analysis Project Number 1981816, Order 556999, Revision 0 Tower Redundant Redundant lRedundantSt Elevation Horizontal Diagonal I Diagonal kfVe Math U Net: U f,-N\e t -Width -U iDeduct Width Deduct in Deduct in June 22,202/ MBUNn820548 Page 13 R*dUmdmo 3ub-| Redundant ' Redwndan Hip | RedundantHip Horizontal 11 Vertical Diagonal Net U Net U I Net U Net V Width Width Width Width Deduct Deduct |Deduct |Deduct in in in in n190.00- ov000 0.75 0.0000 075 0.0000 0.75 0.0000 o�75 10.0000 o�ro oMon n�75 10.0000 0.75 180.00 72 180.00- 0.0000 nJn 0V000 0.75 0.0000 075 0,0000 0.75 0.8000 0�75 10.0000 0,75 0.8000 8.75 }6O.0o T3180.00- 0.0000 0,75 0.0000 075 0o000 0.75 oouno 0.75 0.0000 0.75 10.0000 075 08000 0.75 1*8.8o T*1*0o0' 0M00 0.75 OMoo 0.75 0.0000 0.75 0.0000 O�ru ooOoo 0.75 n0000 0,75 0.0000 075 1cVM 75120.80' 0.0008 0.75 0.8000 0.75 0.0000 0.75 0.0880 0.75 0000u 0.75 0o000 0,75 10.0000 0J5 /1183 T6113.33- 0.0000 O�rn 0,0000 0.75 1 M008 0.75 8,0800 0.75 0.0000 0.75 10.0000 0�75 10.0000 0.75 1omu7 r71M67' 0o000 0.75 0.8000 0.75 0.0008 075 0.0000 U75 0M08 075 0.0080 0,75 0M00 075 100.00 T8100o0- nonon 075 oonoo 0.75 oouoO 075 1 n000n 0.75 o»onn 0.75 noouo 075 0.0080 075 80,00 r980o0- 0V000 075 0.0000 0.75 0.0000 075 10.0000 075 10.0000 0.75 M000 035 0o000 o75 r8M ' n070M- 0.0000 0.75 0M80 0.75 0.0000 0.75 10.0000 0.75 0,0880 0.75 0M80 0,75 0,0000 &75 60.00 n160,00- 0.0000 0.75 0,0000 o�rn 0x000 0,75 0.0000 o�75 nonnn 0.75 uoonn 075 0.0000 075 40.00 nz4o.8o- 0M00 0.75 0.0800 nJo ooOuo o�75 0»000 075 10.0000 075 00000 075 0.0000 o�75 30M n330M' 0000n 075 0,0000 0.75 0-0000 0.75 0.0000 035 10.0000 0.75 000Oo 8.75 10.0000 075 20.00 T1 42000| 0OOoO 0,75 '�0,0000 u,/x| uuuuo 0./5 |o.ouuu o�/5 |u,uuuo o�/5 |oxouv u,m i u.ouuo 0./5 0.00 | / | | | | g Horizontal Short Tower Leg Leg Diagonal Top Grit BGoittiom �Gitt �Mid Girt Lo�n Elevation Connection Horizontal Bolt Size No. |��|��|��|��|��|�� ' � ' in I in inin in� i tnxTower Rep ort-xersion011�0 /90Ft Self Support Tower Stmctum/Anelysis Project Number 1981816, Order 556999, Revision 0 June 22,202Y M8UNo82654O Page 14 Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Houzonta Short Elevation Connection Horizontal -No, -eNo, -No. -BoltSize- -No, -BoltSize Bolt Size No. T61-i-Size B o It S iz Bo It S-ize -BoItSize No. No. in in in in in in in Description Face Allow Exclude Cmmponenflacement Face Lateral # # Clear Width urperimete Weight or Shield From , Offset Offset Per 3pwmhDiameter r Leg 7ux7ue Type ft in VPracFmV Row g in pff Calculation in in Safety Line B No No Ar(Caxa) 190o0 0.45 1 1 oarnO 03750 0.22 3/8 0o0 8.0000 Climbing 8 No No ^o(CeAo) 10008 0.45 1 1 M000 10000 8.40 Lwduar(A0 0.00 8.0000 ~°AFace °° raznoR a No No /v(CaAa) /48.00 0.0000 0.405 o u Mnoo /.1900 1o/ 067*xxM- 0.00 oxvvs(1' 3/10") 942-98884 x No No /v(Caxo) 1*8.00 0.0000 0.42 1 1 0.5000 1.6880 2,33 /FXXXU- 0.00 Fnedono x No No xf(Caxo) 150.00 0.0000 O*z 1 1 10000 3.0000 8/0 Laudor(AD 0,00 LCF158- A No No fn(CaAa) 168,00 Mnno ~0.25 /4 /z 0.5008 19800 M2 50JL(1 50") 0,00 Fuednne A No No ff (CaAm) 168.00 0,0000 'o.00 1 1 10000 10000 8.40 Ladder(AV 000 ** BFace ** LoF7'50A(1 B No No Ar(CaAa) 171.08 8.0000 -0�3 /2 12 8,5000 1M00 OM oml 000 Lors- B No No A,(Caoa) 171M 2.5000 o.zo a n 0.5000 }ogVo 0M 50x(7/8l 000 ATCB' B No No a,(CaAm) /71.00 3.2000 -0.3* 3 3 03150 0a/50 007 o01 (5/18') 8.00 F8-L98B' B No No Ar(CaAa) 171o0 zsOno -0.34 2 z 0.3937 0.3837 0M ooz' 0.00 X*(3/8) vvR- B No No *r(Caxa) 171M 2s000 -0.3 o a 05000 0J950 0,58 vgaaST- 000 BR /2pxm(3/8) B No No xr(Cmxa) 171.00 2.0880 '835 1 1 0,4080 0.4000 0.08 Mo vvn- B No No xr(CuAa) 171D8 z0000 'o,nn 3 3 0n800 0�7958 0.38 v888ST- 0.00 BnD(3w) pe*d|ine 8 No No A«(CaAa) 171.00 8.0800 -0,3 / 1 3,0000 10800 8.40 Laddo,(A0 000 ^~CFace °° /oF7-50A(/- C No No x,(CaAa) 140.00 0M08 0.45 G 6 0.5000 1.0800 0.82 n0l Mo Feed Line C No No »x(CaAo) 140.00 8.0000 o�45 1 1 10000 M000 4,00 Ladder 8.00 LDF7-50A(1 C No No rx(CaAa) 188.08 0,0000 o.a 15 14 0n000 1M00 0.82 mol nVV pendmnm C No No f«(Ca*a) 190.08 oonon -0�3 1 1 3n000 3,0000 8.40 Ladde,@V � oVo CO12P8M9P C No No Ar(Ca^a) 138.00 oonoo o 1 1 1M00 1,6008 2,3e 6xxx(14/2) �� 0.00 10FtQeff Support Tower 3truoture/Analysis Project Number 1981816, Order 556999, Revision 0 Description Face Allow Exclude or Shield From Leg Torque Calculation Conponen Placement Total I Number June 22,202/ CC/BUNh820540 Page 15 CAAA Weight ft'Ift pit Tower Tower Face Ax /4 CAAA CAAA Weight sectm elevation In Face 0v,mce B 0MO 0.000 5,375 O0o0 OM C 0,000 0.000 81730 oo0O 0.19 r2 180o0-180o0 A 0.000 Vono onno 0.000 0.00 B 0.800 0,000 57173 noOu 0.*4 C 0.000 oVnn 69A00 0.000 0.41 To 160o014080 x 0.000 0,000 74.647 0,000 0.44 B 0,000 0.000 95155 0.080 0.66 C 0,000 0.000 69,400 8,000 0.41 T4 140.00-12080 x 0,000 8.000 85,058 0.000 0.59 B 0.000 8,000 85.155 0.000 0.66 C 0.000 nono 106o40 0.000 0M ro 120M-113.33 A 0.000 0.000 2M53 0.000 0.20 o 0,000 0,000 31718 0.000 0.22 C 0,000 8.000 35,453 0oOO 0.21 T6 113a3-10687 A 0,000 0,000 28.853 0,000 U20 8 0.000 0.000 3/718 OM8 0,22 C 8.080 0Mn 35.453 0o00 0.21 T7 06.67-100.00 A 0Mn Von0 28.853 0.000 0.20 o UVOO 0.008 31718 noo0 ozz C 0.000 0M0 35,453 0.800 0.21 ro 100.00-80.00 A nonn 0.080 85,858 0.000 n�59 o 0,000 0.000 95.155 0o08 0.66 8 0,000 0.008 108.360 MOO o.u* rV 80.00-70.00 A 0ono 0o00 +2,970 0.000 0.30 o 8,000 8.000 47�577 0.000 033 C 000u 0.000 53.180 0o00 8,32 nU 70oo-60M x 0,000 OuOo 42o79 0o00 0.30 B uouo 0.000 *7,577 uooV 8.33 C UDOD 0.000 53180 8,000 0,32 n1 80.00-40.80 * 0,000 0.008 85,858 M00 o�50 B 0.000 0.000 05155 ooOn 0.68 C oMo 0Mu 106.360 ooO0 0.84 T/c 4088-30,08 A 0,000 0000 42.979 0V08 0.30 B 0000 0,800 47377 0.000 0.33 o 0,808 OMo 53,180 000n 0.32 T/u 30.00-20,00 A 0,000 0,000 42�879 0.000 0.30 B 0.008 0.000 47,577 8.080 0.33 C 0Mn 0000 53180 0.000 0.32 n4 20.00-0.00 A 0oon 0.000 85,958 0.000 0.59 B 0000 ooVO e5]55 0.000 0.66 c n000 000n 106,360 0.000 O.o* tnxTower Report ' version 8.11U /GOFt SeffJupport Tower Structural Analysis Project Number 1981816, Order 556999, Revision 0 Section Elevation CPX oPZ CPX CPZ Ice Ice ft in in in in 72 180.00-160u0 12�7*72 -5.4680 12�52e5 -5�3525 Ta 160M-140.00 5,7908 -8.1325 5o774 -87897 T4 140on'120o0 o�051; -8.8917 0.0495 -&6070 To 120»0-113z3 0.0732 -u.aeon 0,0707 -8,e743 Tn 11 3,33'/08o7 8�0858 '10.3077 nomz -9,8098 T7 106�67'1ouoU 0.1092 -10.6631 nA0*1 -10,1*22 To 100.00-80M 0A301 -10.8825 0,1235 -10,3120 T8 80o0-70o0 0A4$8 4M9119 01402 -10.4017 nn 70,00-60.00 818*8 -12.6627 0.1732 '1/M94 n1 8000-40.00 81930 -12.3095 0,1823 '11,5898 T12 40.00-30o0 0,2023 -12]811 01924 '11,5511 n3 30.00-20M 8�2484 -14.2353 0-2323 -13.2862 T14 20.00-0.00 0,2439 414917 02310 -12J328 e Feed Line Descdplion Feed L in ,rTR cord No. egmenet o Ice Ice T1 2 Safety Line 3/8 1 u�6000 0.6000 190.00 CNnumg LaVder(Af) 18000 0,0008 0.6800 190.00 LoF7-50A(1-5/8l 180OO M000 0,6880 Tl 26 pe*doneLauVpr(AV 180OQ 8,8000 0.6000 190,00 2 Safety Line 30 1 OO 0.6000 MOOO T2 3 [nimmmgLwdder(Af) 1600O 0,6000 0.6080 180.00 T2 12 LDF7-50A(1-5/8] 18008 0.0000 0.0800 171.00 T2 13 Lof5-50A(7/8^) 16000 nsonO 0.8000 171.00 T2 14 ATCB-1301V5/18l 16008 08800 M880 171.00 To 15 FB-L98B-002-XxX(30) 1 0,0800 0.0000 Tc 18 vvR-VGe8Sr8RD(3w) 16000 0o000 0.0000 171,00 ro /7 12rx|R(3/8) 16000 0.6008 8.6000 171,00 Tz 18 vvn\vG80ST-BRD(3^*) 1 O 0,6000 M080 171,00 T2 1e Feed line Ladder (a0 160,00- Vs000 0000n 171o8 T2 23 LDF7-50A(l<5/8^) 160,00 0.6000 0.6800 1ooM T2 25 Feed line Ladder (Af) 160.00- 0.8000 0.6800 180.00 T3 2 Safety Line o/8 /*8.00 0o000 0.6000 160.00 T3 a O|mmngLoddm,(Af) 140.00 0,6808 0.6000 160.00 T3 5TSze98067mxx 148M 0.6000 0.0800 1'3/16'') 148M T3 6 942-98884'1FxXX(I-5m) 1 8 O 0.6000 0.0080 148.00 T3 r FeounnmLadder (A0 148.00' 0.6000 0,6000 | | | 150,00| | June 22,302/ M BUNo826548 Page 16 tnxTower Report -version 8.11D 190 Ft Self Support Tower Structural Analysis Project Number 1981816, Order 556999, Revision 0 -Tower Feed Line Description Feed -Line _K. _K. Section Record No. Segment No ice /ce Elev. 160.00 T3 10 Feedline Ladder (AD 140.00- 0.6000 0.6000 160.00 T3 12 LDF7-50A(1 -5/8") 140.00- 0,6000 0.6000 160.00 T3 13 LDF5-50A(7/8") 140.00- 0.6000 0,6000 160.00 T3 14 ATCB-130 1 (5/16") 140.00 - 0.6000 0,6000 160.00 T3 15 FB-L98B-002-XXX(3/8) 140,00- 0.0000 0,0000 160.00 T3 16 WR-VG86ST-BRD(3/4) 140.00 - 0.0000 0,0000 160.00 T3 17 12 PAIR(3/8) 140.00- 0.6000 MOM 160.00 T3 18 WR-VG86ST-BRD(3/4) 140.00 - 0,6000 0.6000 160.00 T3 19 Feedline Ladder (AD 140.00- 0.6000 0.6000 160.00 T3 23 LDF7-50A(1-5/8") 140.00- 0.6000 0.6000 160.00 T3 25 Feedline Ladder(A0 140.00- 0.6000 0.6000 160.00 T4 2 Safety Line 3/8 120,00- MOM 0,6000 140.00 T4 3 Climbing Ladder(AO 120,00- MON 0.6000 140.00 T4 5 TSZ 999 067/xxxM-SAWG( 120,00- 0.6000 MOM 1-3/16") 140.00 T4 6 942-98884-1 FXXX(1 -5/8) 120.00- 0,6000 0.6000 140.00 T4 7 Feedline Ladder (AD 120,00- MOM 0.6000 140.00 T4 9 LCF158-50JL(1 5/8") 120.00- 0,6000 0.6000 140.00 T4 10 Feedline Ladder (AD 120.00- 0,6000 0,6000 140.00 T4 12 LDF7-50A(1-5/8") 120,00- 0.6000 0,6000 140.00 T4 13 LDF5-50A(7/8") 120.00- 0.6000 0.6000 140.00 T4 14 ATCB-1301 (5/16") 120.00- 0.6000 0.6000 140.00 T4 15 FB-L98B-002-XXX(3/8) 120.00- 0.0000 0.0000 140.00 T4 16 WR-VG86ST-BRD(3/4) 120,00- 0.0000 0.0000 140.00 T4 17 12 PAIR(3/8) 120.00- 0,6000 0,6000 140.00 T4 18 WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000 140,00 T4 19 Feedline Ladder(AD 120.00- 0,6000 0.6000 140.00 T4 21 LDF7-50A(1 -5/8") 120,00- 0,6000 0.6000 140.00 T4 22 Feed Line Ladder 120.00 - 0,6000 0.6000 140.00 T4 23 LDF7-50A(1-5/8") 120,00- 0.6000 0.6000 140.00 T4 25 Feedline Ladder(AO 120.00- 0.6000 0.6000 140,00 T4 27 CU12PSM9P6XXX(1-1/2) 120,00- 0,6000 0.6000 138.00 T5 2 Safety Line 3/8 113.33- 0,6000 0.6000 120.00 T5 3 Climbing Ladder(AD 11333- 0.6000 0.6000 120,00 T5 5 TSZ 999 067/xxxM-8AWG( 113,33- 0,6000 0.60001 1-3/16") 120.00 June 22, 2021 M BU No 826548 Page 17 tnxTower Report -version 8.1.1,0 190RSeffSupport Tower Structure /Analysis Project Number 1981816, Order 55699 9, Revision 0 T5 T5 T5 T5 T5 T5 T5 T5 T5 T5 T5 T5 T5 T5 T5 T5 T6 T6 T6 T6 0 7 g 10 12 13 14 15 16 n 18 19 2/ 22 23 25 zr 2 3 5 G 7 m 10 12 13 14 /5 16 17 1$ 1s 21 22 23 Description 942-98884-1FXXX(1-5/8) Fned|me Lauder(A0 LCF158-50JL(150") PeeulinuLadder (Af) LDP7'58A(1-50^) LDF5-50A(7@^) ATCB'1301(5/16^) FB-L98a-002-XXX(3/8) VVx-VG86ST-oRo(3w) 12pA|m(3m) vVn4xG86ST-BRo(3/4) roednnoLmdder(A0 LDF7-58A(1-5m'') Feed Line Ladder LDF7-58AU-5ml pood|ineLoddor@0 CU12P8M9P6XXX(/'1x2) Safety Line 3m Climbing Lagder(A0 T8ZsSeVs7mx M-8AvvG( 1-3/1e^) 942-98884-1FXXX(I-50) peedUn*Ladder (Af) LCr1oe-5oJ|(1um'') r*ednneLaddnr(Af) LQF7-50A(l-5/8") LDp5-50x(7/8l ATCa-oO1(5/16^) Fe-L980002'xXX(3m) vvR-Vs868TQRo(3w) 12Pmn(3/u) vVRvG88ST-ono(3w) FoodoneLouder<A0 LDF7-50A(1-5/8'') Feed Line Ladder Feed Line Segment /2o.UO 113,33 /2000 11o.aa- 1zn.0o 11n.aa' 120.D0 113.33' 128.UO M333' 120.0O 11a.00' 120,0U 11a.nn' 1zn.uo 1m.oa' 1on.un 11oon' 1on.ou 11a.aa' 1zoM 11a,oa' 1uo.un 11a.na' 1un/m oa.ao' 1zuzm 1m3a' 120M 111nn' 12O.8O no3a' 1aozm 1nn.s7' 11n.ou 1ou.6r' na3a 1osar' nn.00 188.6r' 11a.aa 188.6r' 118.33 1n6o7' 113.33 1oea7' na3u IM/m' n1ns 1M,67- 1m.aa 10o.6T' 11o.aa /oso7- 1m.an 1oom- 11a.xo 1ms.67' 11n.nn 1usa7- 1m3o 1no.s7- 1m.aa 1os.sr' 1m.na 1uo.«7- nn.nn 1u6,6r- K. | «� No /ce Ice 0.6000 MooV 0,6000 MOOO 0.6000 MUOO na000 0.6000 M000 0.6000 no000 MOUO 0.6800 M000 08000 00000 0.0000 0,0800 0a000 0.0800 0.6000 0.6000 o�nnou 0.6000 0.0000 0.6000 0.6000 nanon M000 0,6000 M0OO M00D 0,6000 M000 0,6000 M000 Moo8 MO0O 0.6000 0,6000 0.8000 M008 M8O0 M0UO Moon MO0O M800 0.6000 0.8000 88000 uMoo Mo00 0,6000 0.6000 0.0000 Mo00 u0000 0000u 0.6000 oaonV 0.6000 0.6000 0.6000 0,6000 0.6000 0.6000 0.6000 0.6000 0,6000| 0.8800 June 22,202/ CC/ BUNo026548 Page 18 UnxTnwe Report -version 811.O 190 Ft Self Support Tower Structural Analysis Project Number 1981816, Order 556999, Revision 0 Tower Feed Line Description Feed Line K� K,, Section Record No. Segment No Ice Ice Elev. 113.33 T6 25 Feedline Ladder(Af) 106.67- 0.6000 0.6000 11333 T6 27 CU1 2PSM9P6XXX(l -1 /2) 106.67- 0.6000 0,6000 113.33 T7 2 Safety Line 3/8 100.00- 0.6000 0.6000 106.67 T7 3 Climbing Ladder(AO 100.00- 0,6000 0.6000 106.67 T7 5 TSZ 999 067/xxxM-8AWG( 100.00- 0.6000 0.6000 1-3/16") 106.67 T7 6 942-98884-1 FXXX(1 -5/8) 100.00- 0,6000 0,6000 106.67 T7 7 Feedline Ladder(Af) 100.00- 0.6000 0,6000 106.67 T7 9 LCF158-50JL(1 5/8") 100.00- 0.6000 0,6000 106.67 T7 10 Feedline Ladder (Af) 100.00- 0.6000 0.6000 106.67 T7 12 LDF7-50A(1 -5/8") 100.00- 0.6000 0.6000 106.67 T7 13 LDF5-50A(7/8") 100.00- 0.6000 0.6000 106.67 T7 14 ATCB-1301 (5/16") 100.00- 0.6000 0,6000 106.67 T7 15 FB-L98B-002-XXX(3/8) 100.00- 0.0000 0.0000 106.67 T7 16 WR-VG86ST-BRD(3/4) 100.00- 0.0000 0.0000 106.67 T7 17 12 PAIR(3/8) 1W00- 0.6000 0.6000 106.67 T7 18 WR-VG86ST-BRD(3/4) 100.00- 0.6000 0.6000 106.67 T7 19 Feedline Ladder(AD 100.00- 0.6000 0.6000 106.67 T7 21 LDF7-50A(1 -5/8") 100.00- 0.6000 0.6000 106.67 T7 22 Feed Line Ladder 100.00- 0.6000 0.6000 106.67 T7 23 LDF7-50A(1 -5/8") 100.00- 0.6000 0.6000 106.67 T7 25 Feedline Ladder (Af) 100.00- 0.6000 0.6000 106.67 T7 27 CU12PSM9P6XXX(1-1/2) 100.00- 0.6000 0.6000 106.67 T8 2 Safety Line 3/8 80.00- 0,6000 0.6000 100.00 T8 3 Climbing Ladder (Af) 80.00- 0.6000 0,6000 100.00 T8 5 TSZ 999 067/xxxM-8AWG( 80.00- 0.6000 0,6000 1-3/16") 100.00 T8 6 942-98884-1 FXXX(1 -5/8) 80.00- 0.6000 0.6000 100.00 T8 7 Feedline Ladder(Af 80.00- 0.6000 0.6000 100,00 T8 9 LCF158-50JL(1 5/8") 80,00- 0,6000 0.6000 100.00 T8 10 Feedline Ladder(Af) 80,00- 0.6000 0.6000 100.00 T8 12 LDF7-50A(1 -5/8") 80.00- 0.6000 0.6000 100.00 T8 13 LDF5-50A(7/8") WOO - 0.6000 0.6000 100.00 T8 14 ATCB-1301 (5/16") 80,00- 0.6000 0,6000 100.00 T8 15 FB-L98B-002-XXX(3/8) 80.00- 0.0000 0.0000 100.00 T8 16 WR-VG86ST-BRD(3/4) 80.00- 0.0000 0.0000 100.00 tnxTower Repo rt - version 8.1 A,0 June 22, 2021 CC/ BU No 826548 Page 19 190 Ft Self Support Tower Structure /Analysis Project Number 1981816, Order 556999, Revision 0 Tower Feed Line Section I Record No. T10 TIO T10 T10 TIO T10 T10 17 18 19 21 22 23 25 27 2 3 5 6 7 9 10 12 13 14 15 16 17 18 19 21 22 M Description Feed Line K. K. Segment No /ce /ce Elev. 12 PAIR(3/8) 80.00- 0.6000 0.6 100.00 WR-VG86ST-BRD(3/4) 80.00- 0.6000 0.6 100.00 Feedline Ladder(Af MOO- 0.6000 0.6 100.00 LDF7-50A(I -5/8") 80,00- 0,6000 0,6 100.00 Feed Line Ladder 80.00- 0.6000 0.6 100.00 LDF7-50A(1 -5/8") 80.00- 0.6000 0.6 100.00 Feedline Ladder(Af) 80,00- 0.6000 0.6 100.00 CU12PSM9P6XXX(1-1/2) 80.00- 0,6000 0,6 100.00 Safety Line 3/8 MOO- 0.6000 0.6 80.00 Climbing Ladder(Af 70.00- 0.6000 0.6 80.00 TSZ 999 067/xxxM-8AWG( 70.00- 0.6000 0.6 1-3/16") 80.00 942-98884-1 FXXX(1 -5/8) 70.00- 0.6000 0.6 80.00 Feedline Ladder(Af 70.00- 0.6000 0.6 80.00 LCF158-50JL(1 5/8") 70.00- 0.6000 0.6 80.00 Feedline Ladder(Af 70.00- 0.6000 0.6 MOO LDF7-50A(1 -5/8") 70.00 - 0,6000 0.6 80.00 LDF5-50A(7/8") 70.00- 0.6000 0.6 80,00 ATCB-1301 (5/16") 70.00- 0.6000 0.6 80.00 FB-L98B-002-XXX(3/8) 70M- 0.0000 M 80.00 WR-VG86ST-BRD(3/4) 70.00- 0.0000 0.0 80.00 12 PAIR(3/8) 70.00- 0,6000 0,6 80.00 WR-VG86ST-BRD(3/4) 70,00- 0.6000 0.6 80.00 Feedline Ladder(Af) 70.00- 0.6000 0.6 80.00 LDF7-50A(I -5/8") 70.00- 0.6000 0.6 80.00 Feed Line Ladder 70,00- 0.6000 M 80.00 LDF7-50A(1-5/8") 70.00- 0.6000 0.6 80.00 Feedline Ladder (Af 70,00- 0.6000 0.6 80,00 CU12PSM9P6XXX(I-1/2) 70.00- 0.6000 0.6 80,00 Safety Line 3/8 60.00- 0.6000 0,6 70.00 Climbing Ladder(A0 60,00- 0,6000 0.6 70.00 TSZ 999 067/xxxM-8AWG( 60,00- 0.6000 M 1-3/16") 70.00 942-98884-1 FXXX(1 -5/8) 60,00- 0.6000 0,6 70.00 Feedline Ladder(Af) 60.00- 0,6000 0.6 70.00 LCF158-50JL(1 5/8") 60.00- MOM 0.6 70,00 Feedline Ladder(Af) 60.00- 0.6000 0,6 June 22, 2021 CCI BU No 826548 Page 20 tnxTower Report -version 8,1,1.0 190 Ft Self Support Tower Structure /Analysis Project Number 1981816, Order 556999, Revision 0 Tower Line Feed Line Description Feed Line Ks Ka Section Record . "o Segment No Ice Ice Elev, 70.00 T10 12 LDF7-50A(1 -5/8") 60,00- 0,6000 0.6000 70.00 T10 13 LDF5-50A(7/8") 60.00 - 0.6000 0.6000 70.00 T10 14 ATCB-1301 (5/16") 60.00- 0.6000 0,6000 70.00 T10 15 FB-L98B-002-XXX(3/8) 60.00- 0.0000 0-0000 70.00 T10 16 WR-VG86ST-BRD(3/4) 60.00- 0.0000 0.0000 70.00 T10 17 12 PAIR(3/8) 60.00- 0.6000 0.6000 70.00 T10 18 WR-VG86ST-BRD(3/4) 60.00- 0.6000 0.6000 70.00 T10 19 Feedline Ladder(Af) 60.00- 0.6000 0.6000 70.00 T10 21 LDF7-50A(1 -5/8") WOO- 0,6000 0.6000 70.00 T10 22 Feed Line Ladder 60.00- 0,6000 0-6000 70.00 TIO 23 LDF7-50A(1 -5/8") 60.00- 0,6000 0.6000 70.00 T10 25 Feed line Ladder (AD 60.00- 0,6000 0.6000 70,00 T10 27 CU12PSM9P6XXX(1-1/2) 60.00- 0.6000 0,6000 70.00 T11 2 Safety Line 3/8 40.00- 0.6000 0,6000 60.00 T11 3 Climbing Ladder(Af) 40.00- 0.6000 0.6000 60.00 T11 5 TSZ 999 067/xxxM-8AWG( 40.00- 0.6000 0.6000 1-3/16") 60.00 T11 6 942-98884-1 FXXX(1 -5/8) 40.00- 0,6000 0.6000 60.00 T11 7 Feedline Ladder (AD 40.00 - 0.6000 0.6000 60.00 T11 9 LCF158-50JL(15/8") 40,00- 0,6000 0-6000 60.00 T11 10 Feedline Ladder (AD 40.00- 0.6000 0.6000 60.00 T11 12 LDF7-50A(1 -5/8") 40.00- 0,6000 0.6000 60.00 T11 13 LDF5-50A(7/8") 40.00- 0,6000 0.6000 60.00 T11 14 ATCB-1301 (5/16") 40.00 - 0,6000 0.6000 60.00 T11 15 FB-L98B-002-XXX(3/8) 40,00- 0.0000 0.0000 60.00 T11 16 VVR-VG86ST-BRD(3/4) 40.00 - 0.0000 0.0000 60.00 T11 17 12 PAIR(3/8) 40.00- 0.6000 0.6000 60.00 T11 18 WR-VG86ST-BRD(3/4) 40.00- 0.6000 0.6000 60.00 T11 19 Feedline Ladder(Af) 40.00- 0,6000 0.6000 WOO T11 21 LDF7-50A(1 -5/8") 40.00- 0,6000 0.6000 60.00 T11 22 Feed Line Ladder 40M- 0.6000 0.6000 60.00 T11 23 LDF7-50A(1 -5/8") 40.00- 0,6000 0.6000 60.00 T11 25 Feedline Ladder(Af) 40.00- 0.6000 0.6000 60.00 T11 27 CU12PSM9P6XXX(1-1/2) 40.00- 0,6000 0.6000 60.00 T12 2 Safety Line 3/8 30.00 - 0.6000 0,6000 40.00 June 22, 2021 M BU No 826548 Page 21 tnxTower Report -version 8.1.1.0 190 Ft Self Support Tower 8truotura/Anmlysis Project Number 1981816, Order 556999, Revision 0 Tower Section | FeedLmw | Description| **euLme | �� | �� Segment No Ice Ice aO0 Mo8O 40.00 n2 5rSZ999067mxxM-8Avvs( noon nnnno 0o000 1-3/16^) 4008 T12 S 942-98884-1pXXX(1-5/8) 3000 00 0.6080 T12 7 F*ovonrLadder (Af) non 0.6000 0.6000 T12 e LCF138-50JL(l5m^) 30M 0.6000 0.6000 40.00 T12 /0 n:edoneLadder (A0 30M 08008 0,6000 40,00 T12 12 LDF7-50A(l -518'') 3000 0,$000 0.8000 40,00 T12 13 LDP5-50x(7/8'') 3800 0.6000 M000 40.00 T12 1* aTCB'1301(5/1e'') a000 0,6000 0.8000 T12 15 Fe-L98s-002':xx(3m) aono oMoo 0.0000 40.00 T12 16 vvR-VG888T-BR03/4) 3000 oMoO 0.0000 40.00 T12 17 12PA|R(3/8) 3000 0.8800 0.6000 40.00 r12 18 vvR-VG80SrBRD(3/4) 3000 0,6000 0.6000 40.00 T12 18 pe*dnneLadUor(Af) 00 0.6000 0.6000 40,00 T12 21 LDF7-50x(l -5/8^) 0.6000 0.6000 40.00 T12 zz Feed Line Ladder 3000 0.6000 8.0008 T12 23 Lop7-50AU-5@l 3000 00 M000 T12 25 FeeunneLadder (AD 000 06000 0.6000 40.00 T12 27 Cu12pSw9p6XXx(1'1/2) no oMoo 0.6000 40.00 T13 z Safety Line a/8 2000 MVnn M008 30.00 r13 a C|imb|nq|udunr(A0 2080 0,0000 Mono 30,00 T13 5rSZ999087/xx M-8Avv8( 0,6000 0.0000 1'3/16'') 380O T13 6 842-9888*-1FxXx(1-5m) 2000 0M00 0.6000 T13 7 peeunne Laddmr(Af) 2000 O0000 M800 T13 8 LCF158-50xL(l50^) 0 0.0080 08000 30.00 T13 10 FeedonoLuduc,(AV 2000 0,6000 0.6000 30.00 T13 /c Lop7-50A(1-5/8^) 20.00- 0,6000 0.8000 30.00 T13 13 LoF5-50A(7/8^) 20.00- 0.6000 0o000 nnoo T13 |* ATCB-130/(5/18'') 20.00' Mono M000 M T13 15 rB'L08B-002-XXx(3/8) 2000 0,0000 0,0000 30.00 T11 18 vvn-VG88GT-BRD(3w) O 0,0000 M080 30,00 T13 17 12PA|R(3/8) 20.00' 0V800 MnnO 30.00 T/3 18 vvR-VG888T-BnD(3/4) 20.00 M000 0.6000 30.00 T/9 19 Fendxn*Ladder �0 20.00 0�S8U8 0.6000 | | | n».o»| | Ti3� z1� LoFr�0AU�� 20.00-� 0,6000 0.6008 tnxTower Repo rt-version 811�O June 22,202Y /YOFt Self Support Tower Stmctura/Analysis DCIBUNb826548 Project Number 1981816, Order 55699 9, Revision 0 Page 23 Tower Section Feed Line Record No. Desctiption Feed Line Segment K,, No Ice K, Ice 3000 30.00 30.00 30.00 3000 T14 27 CU12PSM9P6XXX(1-1/2), OO L:Z2,OOL_ O6000_L 000 300 0. 6 A Descoo&m Face Offset Offset$: Azimuth placement or Tyne *no Adjustment Leg Lateral Vert If . If If ft Soun,Mnunt [SMno2-3] C None 00000 18700 A|R6440B41_T'm08|LEw/ Mount Pipe ^ From Leg 400 0�8000 187�00 0,00 2.00 A|R6418a*i_T'MOB|LEvwMount Pipe B From Leg 408 00080 /8700 0.00 2.00 *|Ra44nB41_T^MUB|LswvMount Pipe C From Leg 4,00 00000 1e7.00 nOo 2.00 Fpvv-6oC-R;-vlvwMount Pipe x From Leg 400 on000 /87,00 o�oV 2.00 ppvv'enC'R3-v/*xMount Pipe 8 From Leg 400 00000 187,00 0,00 2.00 FFvV-6nC-R3`/1vwMount Pipe C From Leg 400 00000 187�00 OOV 2.00 RADIO 4480s71_Tm0 x From Leg 480 0�0000 187o0 nVn tnxTower Report - version 8.11.0 190 Ft Seff8upport Tower Structural Analysis CC] BUNh826548 Project Number 1Q8/816,Order 5509)9,Revision 0 Fago24 Description Face Offset Offsets: Azimuth Placement or Typ e Herz Adjustment Log Lateral Veit it ^ ft ft it 200 RADIO 44x0e71_TMO s From Leg 400 0,0000 18700 V�O0 2,00 RADIO 4*a0nr1_TM0 C From Leg 400 n0000 18700 000 2,00 RADIO 448082/82oB86_TmO x From Leg zVn OooOo 18T00 000 2.00 RADIO 44VVB2/82SB88_TMO 8 From Leg ok0V UOOUU 18T80 0.00 2.00 RADIO 448Oo2/s2nB88_TMO C From Leg 4�00 00000 18700 0.00 2�O0 (2)8'x2''Mount Pipe A From Leg 400 OnooU 1e700 0.00 0.00 (2)8'xo^Mount Pipe B From Leg 400 00000 18700 0.00 0.00 (2)8'x2"Mount Pipe o From Leg 4,80 00000 18700 8.&0 0.00 °°1T1°° Sector Mount [SMo03-3] C wnna 8,0008 171.80 Site Pro 18FS-vSector Frame Stabilizer A From Leg 2.00 0.0000 171.00 0.00 000 Site Pro 1SPS+/Sector Frame Stabilizer e From Leg 2.08 0.0080 171.00 0.00 0,00 Site Pro 1 SFS-vSector Frame Stabilizer C From Leg 2.00 0.0000 171o0 0.00 0.00 (2)8'x2''Mount Pipe * From Leg 4.00 0�0800 171.08 0.00 0.00 (2)8'x2^Mount Pipe e From Leg 4.00 0.0000 /71.00 0.00 0.00 (2)8'x2''Mount Pipe C From Leg 4�80 0.0000 171.08 0.00 0no /oW^Horizontal Pipe * From Leg 4.00 0.0000 171.00 0,00 uOo 12'x2''Horizontal Pipe o From Leg 4�00 0,0080 171o0 0.00 o-UO /2'x2^Horizontal Pipe C From Leg 4.00 o»000 171o0 n�00 n�oV D8XNx-6505BfuMwxMount Pipe A From Leg 4o0 noonn 171O0 0.00 400 QBXN*-6S850-R2mw/Mount Pipe 8 From Leg 4.80 0.0000 171,80 o�8O 4.00 DBXmH-6005B-R2MwvMount Pipe C From Leg 4.08 0.0008 171.00 O»0 4,00 SBJAH4-1o05B'oL A From Leg 4.00 08000 171.00 0.00 tnxTn*erReport -vers|on81.1�0 June 22,2021 1g0F/Self Support Tower Structural Analysis CC/ 8UNo82O548 Project Number 1981816, Order 556999, Revision 0 Page 25 Description Face offset offsets: Azimuth Placement or Tyre Herz Adjustment Lao Lateral Vert o ~ ft o ft 4.00 SoJao4-1o658'n| B From Leg *no 00000 171,00 O�ou 4.00 SBJA**'1o65B'DL o From Leg 400 0�0000 171.00 000 *uo (2)wNHn-6oB'R4_CC|vomxMount Pipe A From Leg 400 0,8000 171�00 0�00 400 (2)wwnn-6o8'R4_CC|v2wxMount Pipe B From Leg 400 80000 17100 0,00 4.00 (2)mmHHu5B'R4_CC|V2vwMount Pipe C From Leg 400 00000 171,00 noo 400 (2)DC2~*8'60-0-9s A From Leg 400 00000 171,00 oon 4.00 (3)oC2-48-60'0-9E a From Leg 400 0�8000 171 00 nun 4,00 DC2-48'60-0-9E C rmmLmg ^on 00000 171.00 0.00 4.00 nC6-4e-60-18-8p x From Leg 400 0,0000 171 00 ouu 4�oo DC6-*8-60'18oC x From Leg 400 00008 171.00 nno 4.00 oC8'4e-60-1e-8C B From Leg *oo 00008 171�00 0.00 ^»» nnuSau x From Leg 400 00000 171.00 0.00 *D0 RnuSa2 B From Leg 400 00000 /71,00 oou 4�on RRUS3c C From Leg 400 uoonn 171.00 nno 4�DO RRu5a2s2 A From Leg 400 00080 171.00 000 *O0 (2)RRoS32a2 B From Leg 400 00000 171 08 o�oo 4.00 RROSnzB0s A From Leg 400 00000 171,00 000 4.00 (2)nRVS32B86 B From Leg 400 00080 171,00 0.00 4�on nnVs*448os/a12 x From Leg 400 00000 171.00 u�no *oo nRUS444mB5/B1z B From Leg *UV 0,0000 /71,00 0.00 *»» RRV844*989/812 C From Leg 408 00000 171�00 0.00 4.00 RRV84*7oa/*_CCw2 A From Leg 4.00 00800 171,00 tnxTower Repo rt'version 8.t1.0 June 22,202/ Y90F/Sell Support Tower 8xnuhune/Analyois CC/ BVNn62654O Project Number 1981816, Order 556999, Revision 0 Page 26 Description poce Offset Offsets: Azimuth Placement or Typ e Horz Adjustment Leg Lateral V*tt ft . ft ft ft 000 ^.00 RRu3447xB14_CC|Vz m From Leg 400 00800 171.00 0.00 4�V0 RRUS44T8B14_CC|V2 C From Leg 408 0,8000 171.00 0.00 *0O E15S09p78 B From Leg *OV 8,0000 171,80 0.00 4�D0 (2)E15S09P78 C From Leg 400 00000 /7/o0 0�OV 400 ~~1oo~~ Souurwoun(|SM5nu-3] C wvno 8,8000 100�00 (2)8'x2''Mount Pipe x From Leg 4�00 0.0000 /60.08 0.00 OoO (2)exo''Mount Pipe a From Leg 4.00 0,0800 160.00 0,00 0,00 (2)8'x2''Mount Pipe C From Leg 4�00 0.0000 /68,00 0.00 0,00 (2)MXnaFm}8OO'Q2w/Mount Pipe A From Leg 4V0 0,8000 100.00 0V0 0.00 (2)mX08FR08O0-02vwMount Pipe B From Leg 4,00 0�0000 /$0.80 0.00 0.00 (2)mXn6FROxG0*zwxMount Pipe C From Leg 4n0 0�8000 180.00 800 0.00 nRuSazBz x From Leg 4,00 0.0000 160.00 oon 0,00 RRUS32B2 B From Leg 4,00 0.0000 160.00 0.00 0-8O nRoSo2Bz C From Leg 4,00 0.0000 160�00 000 0.00 RRuS4*4SB5/B12 x From Leg 4�00 0.8000 16000 0.00 0,00 RRuG444esn/s1u e From Leg 4.00 0.0008 160,00 0.00 0.00 nRuS444sBo/B10 C From Leg 4,00 0.0000 180,00 0.00 0,00 RvZoC-6627'rP-48 x From Leg *00 8,0000 /W80 0.00 000 RRFDC-3315'PF-48 * From Leg 4,00 00000 /ao,no »-n« 0.00 nRUSo2Boo x From Leg 400 0,0080 180�00 880 0,00 RRuSo2Bmo B From Leg *OO 0,8000 180�00 Ooo O�00 RRUS3zBO8 C From Leg 4,00 0,0000 18000 190 Ft Self Support Tower Structura /Analysis Project Number 1981816, Order 556999, Revision 0 Description Face Offset or Type Leg KRY901369-CCIV2 KRY901369-CCIV2 KRY901369-CCIV2 -148- Sector Mount [SM 402-3] 8'x2" Mount Pipe 8'x2" Mount Pipe 8'x2" Mount Pipe APXVERR1 8-C w/ Mount Pipe APXVERR1 8-C w/ Mount Pipe APXVERR1 8-C w/ Mount Pipe AIR 6488 B41 AIR 6488 B41 AIR 6488 B41 RRUS-1 1 800MHz RRUS-1 1 800MHz RRUS-1 1 800MHz RRUS 31 B25 RRUS 31 B25 RRUS 31 B25 (3) ACU-A20-N (3) ACU-A20-N (3) ACU-A20-N tnxTower Report - version 8,1.1.0 A B C C A B C A B C A B C A B C A B C A B C From Leg From Leg From Leg None From Leg From Leg From Leg From Leg From Leg From Leg From Leg From Leg From Leg From Leg From Leg From Leg From Leg From Leg From Leg From Leg From Leg From Leg June 22, 2021 CCI BU No 826548 Page 27 Offsets: Azimuth Placement Herz Adjustment Lateral Vert ft ft ft ft 0.00 0.00 4,00 0.0000 160.00 0.00 0.00 4.00 0.0000 160.00 0.00 0.00 4.00 0.0000 160.00 0.00 0.00 0.0000 148.00 4.00 0.0000 148.00 0.00 0.00 4.00 0.0000 148,00 0.00 0.00 4.00 0.0000 148.00 0,00 0.00 4.00 0.0000 148.00 0.00 1.00 4.00 0.0000 148.00 0.00 1.00 4.00 0.0000 148.00 0.00 1.00 4.00 0.0000 148.00 0.00 1.00 4.00 0.0000 148.00 0.00 1.00 4.00 0.0000 148.00 0.00 1.00 4.00 0.0000 148.00 0.00 2.00 4.00 0.0000 148,00 0.00 2.00 4.00 0.0000 148.00 0.00 2.00 4.00 0.0000 148.00 0.00 2.00 4.00 0.0000 148.00 0.00 2.00 4.00 0,0000 148.00 0.00 2-00 4.00 0.0000 148.00 0.00 2.00 4.00 0.0000 148.00 0.00 2.00 4.00 0.0000 148.00 June 22,202/ /90F/Self Support Tower Stmoh/ny/Analyois CCIBUNhR26548 Project Number 1981816, Order 556999, Revision 0 Page 28 Description Face Offset Offsets: Azimuth Placement or Type Ho rz Adjustment Leg Lateral Vert it ^ it ft it 0,00 2�n0 8VOMxzSmnFilter A From Leg 4,00 00000 1*8,00 0,00 2,00 Q00MHz3MRFilter n From Leg 4�00 0,0000 148.80 0.00 2�O0 80OMHzSMRFi|/er C From Leg 400 00000 1*0�00 0,00 208 ~~14V^^ Commscope MTC3875083(3) o None 0,0000 138.00 (2)8'xzMount Pipe A From Leg *.00 0.0000 138.00 0�V0 0,00 (2)8'x2''Mount Pipe o From Leg 4.00 8-0000 139.80 0.00 0,00 (2)8'x2''Mount Pipe C From Leg 4,08 0D000 1W0o ono 0�0O MXO8pRO8Gn-21mxMount Pipe A From Leg 4,00 0�0000 138,08 0,00 0.00 MXO8rROG6n-21vwMount Pipe 8 From Leg *�00 0�0000 138�00 8�OO 0.00 MXO8FROG8n-21,xMount Pipe C From Leg 4�80 0�0000 138.80 O�80 UVo TA08025-13604 x From Leg 4,00 0.8000 138,00 0.00 0.00 TA0e025-13604 s From Leg 4n0 oonon 13e.00 8�80 o-88 TA08025'13804 C From Leg *80 0.0000 138,00 0.00 0,00 Tn08025-8605 A From Leg 4.00 0V000 /38,00 Uoo 0,00 TA08025'13805 8 From Leg *.08 0n000 188S0 0.00 0,00 TA08025-13605 C From Leg *.00 00000 1W00 0.00 0,00 nD|DC-9181'PF-48 A From Leg 4o0 0,0000 138,00 o�VV V�OO Comb, Desctiption mxToweReport - version &11O 190 Ft Seff3upport Tower Stmutura/Analysis Project Number 1981816, Order 55699 9, Revision 0 oomo� No 1 Dead Only o n.00nad+1.0Wind Vdeg 'moIce ^ 1.zoeau+/.0Wind aUdeg No Ice o oyoeod+1.8Wind 3Odeg No Ice o 1.zooau+1.OWind 0odeg No Ice 7 0Qonod+1,0Wind 6Odeg No Ice u 1 zoeoo+1 0VVinU00dag No Ice 9 09omad+1Ovvind 90deg No Ice 10 1ooeag+1 0vvind120deg No Ice 11 09oead+1 0vvind120deg No Ice 12 1 2ooad+1.0vvind1o0ueO No Ice 13 09ooau+1 0Yvind150dng No Ice 14 1ooea^+1 0vvinu180ueg No Ice 15 0.gDeau+1.oWind /x0deg No Ice 16 1 .zDeed+1.OWind 210uog No Ice 17 0Soead+1OWind 218deg No Ice 18 1zDead+1,0Wind 24Vdeg No Ice 19 0800ad+/ 0Vvind240deg No Ice 20 1 000au+1 .nWind 27odeg No Ice u/ o.eoeau+1,oWind u70deg No Ice 22 1.2onad+1UWind 300uog No Ice 23 OoDeau+1.0Wind 30Vdeg No Ice 24 1zoead+/ 0Vvind8304rg No Ice zo n000au+/ 0vvmu330uoQ No Ice zo oead+vvinuodeg-Service 27 omad+Vvind3Vdeg Service 28 oead*wind8Vdeg-Service 29 o*ad+vvmu8ndeg -Service 38 Oead+vvind120deg -Service 31 oeou+vvmg15Odeg -Service 32 oneu+vvmd18Odeg -Service 33 oead+vVind210deg Sem/na 34 Deag+vvmVz4Odeg Service 35 oead+Vvind270deg Service 30 oeau+vvmd3V8deg 'Service 37 Dead+vvinu330deo-Service Description June 22,202Y CCI B0No82654B Page 29 Sec0o Elevation Component Condition Gwx Axial MajorAxis mnno/Axis n ft Typ e Load Moment Moment No Comb. kip-ft Max, Compression 10 -5.63 0,22 0.13 lvinx�mx 20 2,38 -1�20 0.01 Max, My 3 -0.68 '0D1 1.28 Max.Vy 8 1.04 -0�78 -0.00 Maxvx c -1,08 _0o1 0,80 Diagonal Max Tension 15 2�63 o�no 0�00 Max. Compression z -2,76 0,00 onn Max. Mx 4 1.87 081 _0�80 Max My z 2�07 0.01 -zoo Mox.vy 4 -0o1 0.01 -000 Max.Vx 2 -0,80 0,08 0.00 Top Girt Max Tension 23 0.03 0.00 0.00 Max, Compression m '818 0,00 o�oo Max. Mx 2 a02 -0.06 0.00 max.vy 2 0.03 0.80 0.00 Tz 1801on Leg Max Tension 15 34o7 -0o1 o�zo Max. Compression z -42.e1 0,13 0.68 Max. Mx o -1V8 1.24 -0.02 mmx My 2 5.85 0.11 -1,24 lvlaxVy a 171 -0,7/ -021 MaxVx 3 -1.83 0.13 8.58 Diagonal Max Tension 13 7�00 0.00 0,00 tnxTower Report ' version 811�O 190 Ft Self Support Tower Structural Analysis Project Number 1981816, Order 556999, Revision 0 June 22, 2021 CC] BU No 826548 Page 30 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K Max. Mx 12 2.76 0.02 0.00 Max. My 14 -6.01 0.00 0.01 Max. Vy 12 -0.01 0.02 0.00 Max. Vx 14 -0.00 0.00 0.00 Top Girt Max Tension 14 0.43 0,00 0.00 Max. Compression 11 -0.36 0.00 0.00 Max. Mx 2 0.24 -0,06 0.00 Max. Vy 2 0,03 0.00 0.00 T3 160-140 Leg Max Tension 15 84.06 -0.80 0,07 Max. Compression 2 -99.46 0,43 0.04 Max, Mx 14 64.65 -0.81 0,07 Max. My 4 -8.06 -0.05 -1.24 Max. Vy 14 -1,71 -0.50 0A3 Max, Vx 20 -1 .72 0.04 -0.18 Diagonal Max Tension 15 10.56 0.00 0,00 Max. Compression 2 -11,40 0,00 0.00 Max, Mx 2 6.53 -0.10 0,03 Max. My 14 -7,77 -0.00 -0.03 Max. Vy 2 0,04 -0.10 0.03 Max. Vx 2 -0.01 0.00 0.00 Top Girt Max Tension 18 0,41 0.00 0.00 Max, Compression 23 -0.26 0.00 0.00 Max. Mx 2 -0.03 -0.09 0.00 Max, My 2 0,38 0,00 0.00 Max. Vy 2 0.04 0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 T4 140-120 Leg Max Tension 15 145.05 -0.89 0.01 Max, Compression 2 -167.85 2,27 -0.00 Max. Mx 2 -167.85 2,27 -0.00 Max. My 4 -10.42 -0.08 -2.15 Max. Vy 14 0.60 -1,72 0.02 Max, Vx 8 -0.71 -0,06 1,63 Diagonal Max Tension 25 12.02 0.00 0.00 Max. Compression 2 -12.27 0.00 0,00 Max. Mx 2 9.20 0.06 -0.01 Max. My 4 11.31 0.05 -0.01 Max, Vy 2 -0.02 0.06 -0.01 Max. Vx 2 0.00 0.00 0.00 Top Girt Max Tension 14 2.27 0.00 0.00 Max. Compression 3 -1.78 0.00 0.00 Max. Mx 2 1.32 -0-12 0.00 Max, My 2 -1.71 0,00 0.00 Max, Vy 2 -0.05 0.00 0.00 Max, Vx 2 -0.00 0.00 0.00 T5 120- Leg Max Tension 15 165.79 -1.96 0.00 113.333 Max. Compression 2 -190.69 0.89 0,03 Max. Mx 2 -190.40 2,27 -0.00 Max, My 4 -11.33 -0.07 -1,86 Max, Vy 2 0.33 2.27 -0,00 Max. Vx 12 0,42 -0,07 -1.84 Diagonal Max Tension 25 12.23 0.00 0.00 Max, Compression 2 -12.53 0.00 0.00 Max. Mx 14 10.15 0.06 0.00 Max. My 2 -12A5 0.00 -0.01 Max. Vy 14 0.02 0.06 0.00 Max, Vx 2 0.00 0.00 0.00 Top Girt Max Tension 14 1.92 0.00 0.00 Max. Compression 3 -1,62 0,00 0.00 Max, Mx 2 1.09 -0.20 0.00 Max. My 2 -1.57 0.00 0.00 Max, Vy 2 0.07 0.00 0.00 Max. Vx 2 -0.00 0.00 0.00 T6 113.333- Leg Max Tension 15 186.67 -0,97 -0.02 106.667 Max. Compression 2 -213,83 104 -0A9 Max, Mx 14 183.43 -3.13 0,20 Max. My 4 -12.07 -0.11 -4,63 Max. Vy 3 -0.44 3,06 -0A9 tnxTower Repo rt - versio n 8.1.1.0 190 Ft Self Support Tower Structural Analysis Project Number 1981816, Order 556999, Revision 0 June 22, 2021 M BU No 826548 Page 31 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K Max. Vx 20 0,57 --kP�-ft -0.10 -4.42 Diagonal Max Tension 24 12.42 0.00 0.00 Max, Compression 25 -12,28 0.00 0.00 Max. Mx 2 10,56 0.06 -0,01 Max, My 8 -6.88 -0.01 0.01 Max. Vy 2 -0.02 0.06 -0.01 Max, Vx 8 -0.00 0.00 0.00 T7 106,667- Leg Max Tension 15 206.57 -3,10 0.20 100 Max. Compression 2 -235.39 2.67 0,09 Max. Mx 14 203.48 -3.13 0.20 Max. My 4 -12.24 -0,11 4.63 Max, Vy 14 -0.27 -3. 13 0,20 Max. Vx 4 -1.01 -011 -4,63 Diagonal Max Tension 15 13A2 0,00 0,00 Max. Compression 2 -14.28 0,00 0.00 Max, Mx 2 10.41 -0.14 0.02 Max. My 8 12.02 -0,11 -0.03 Max. Vy 2 0.05 -0,14 0,02 Max, Vx 8 0.01 0.00 0,00 T8 100-80 Leg Max Tension 15 262,25 -2.28 0,05 Max. Compression 2 -297.68 5.32 0.03 Max. Mx: 2 -297.68 5.32 0.03 Max. My 4 -14.28 -0A6 -8,02 Max. Vy 2 -0,57 5,32 0.03 Max. Vx 12 -1 .26 -0.46 -7.83 Diagonal Max Tension 16 15.92 0.00 0.00 Max, Compression 2 -16.35 0.00 0,00 Max. Mx 2 12.97 0,15 -0.02 Max. My 8 14.43 0.12 0.03 Max. Vy 2 -0.04 0.15 -0.02 Max. Vx 8 -0,00 0.00 0.00 Top Girt Max Tension 14 3.88 0.00 0,00 Max. Compression 3 -3,49 0.00 0.00 Max, Mx 2 215 -0.26 0,00 Max. My 2 -3,42 0,00 0,01 Max. Vy 2 0.08 0,00 0.00 Max. Vx 2 -0.00 0,00 0.00 T9 80-70 Leg Max Tension 15 292,44 -4.32 -0.04 Max. Compression 2 -331.58 3.27 -016 Max. Mx 2 -330.99 5,32 0.03 Max, My 4 -16.02 -0.52 -11.42 Max. Vy 2 0.41 5.32 0,03 Max. Vx 12 1.59 -0.52 -11A4 Diagonal Max Tension 17 15.43 0.00 0.00 Max. Compression 2 -15.79 0,00 0.00 Max. Mx 14 13,48 0A4 -0.00 Max. My 2 -15.75 -0.03 -0.02 Max. Vy 14 0,04 0.14 -0,00 Max. Vx 2 0,00 0.00 0,00 Top Girt Max Tension 14 3,98 0.00 0.00 Max. Compression 3 -3.70 0,00 0.00 Max. Mx 2 2.17 -0.35 0.00 Max, My 2 3.65 0.00 0.01 Max. Vy 2 0.10 0.00 0.00 Max. Vx 2 0.00 0.00 0.00 T10 70-60 Leg Max Tension 15 322,28 -4,00 0,19 Max. Compression 2 -365.13 5.39 0,10 Max. Mx 2 -365.13 5.39 0,10 Max. My 4 -16.72 -0.52 -11,42 Max. Vy 2 -0.40 5.39 0.10 Max. Vx 12 -1.64 -0,52 -11A4 Diagonal Max Tension 16 17.50 0.00 0.00 Max, Compression 2 -18.19 0.00 0,00 Max. Mx 2 14.06 -0.32 0.06 Max. My 8 15.77 -0,27 -0.08 Max. Vy 2 0.09 -0.32 0,06 Max, Vx 8 0.01 0.00 0,00 T11 60-40 Leg Max Tension 15 381.93 -196 0,05 tnxTower Report - version 8.1.1.0 190 Ft Self Support Tower StructUralAnalysis Project Number 1981816, Order 556999, Revision 0 June 22, 2021 CC/ BU No 826548 Page 32 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n It Type Load Moment Moment No. Comb. K Max. Compression 2 -43140 7.85 0.03 Max, Mx 2 -43140 7.85 0,03 Max. My 4 -18.91 -0.65 -11,92 Max. Vy 2 -0,70 7.85 0.03 Max. Vx 24 -1 .71 -0.65 11.62 Diagonal Max Tension 16 18.52 0,00 0.00 Max. Compression 16 -18.74 0.00 0.00 Max. Mx 2 15.22 0.22 -0,02 Max. My 8 16A5 0,20 0.03 Max, Vy 2 -0.07 0,22 -0.02 Max. Vx 8 -0.00 0.00 0.00 Top Girt Max Tension 14 5,57 0.00 0.00 Max. Compression 3 -5,18 0,00 0,00 Max. Mx 2 3.05 -0.43 0,00 Max. My 2 -5,09 0.00 0.01 Max. Vy 2 0.11 0.00 0.00 Max. Vx 2 -0.00 0,00 0.00 T12 40-30 Leg Max Tension 15 411.26 -6.48 -0.04 Max. Compression 2 -467.19 6.15 -0.17 Max. Mx 2 -466A8 7.85 0.03 Max. My 4 -21 .89 -0.66 -16.24 Max. Vy 2 0,37 7.85 0.03 Max. Vx 24 -2.02 -0.65 15.95 Diagonal Max Tension 16 17.61 0.00 0.00 Max, Compression 16 -17,92 0.00 0.00 Max. Mx 14 15.29 0.22 0,01 Max. My 18 -17.65 0.03 -0.03 Max. Vy 14 0,07 0,22 0.01 Max, Vx 18 0.00 0,00 0.00 Top Girt Max Tension 14 5,28 0.00 0.00 Max. Compression 3 -4.91 0.00 0.00 Max. Mx 2 2.90 -0.53 0.00 Max. My 2 -4.83 0.00 0-01 Max, Vy 2 0,12 0.00 0.00 Max. Vx 2 -0.00 0.00 0,00 T13 30-20 Leg Max Tension 15 440.18 -6.96 0.20 Max. Compression 2 -500.60 5.21 0A5 Max. Mx 14 434.24 -7.12 0,20 Max. My 4 -22,87 -0.66 -16.24 Max. Vy 14 -0.51 -7.12 0.20 Max. Vx 24 2.25 -0.65 15.95 Diagonal Max Tension 16 20.31 0.00 0,00 Max. Compression 18 -20.99 0.00 0.00 Max, Mx 2 16.41 -0.48 0,07 Max. My 8 17.65 -0.44 -0.08 Max. Vy 2 0A5 -0.48 0.07 Max. Vx 8 0.01 0.00 0.00 T14 20-0 Leg Max Tension 15 49734 -5.53 0.05 Max. Compression 2 -568.06 0.00 0.00 Max, Mx 14 462,42 -5.68 0.05 Max. My 4 -25.83 -0.60 -13.18 Max. Vy 14 -0.75 -5.68 0.05 Max. Vx 24 -1.92 -0.60 12,86 Diagonal Max Tension 16 20.89 0.00 0.00 Max. Compression 18 -21,25 0,00 0.00 Max. Mx 2 17.04 0.31 -0.03 Max. My 8 18.70 0.27 0.04 Max. Vy 2 -0,09 0,31 -0.03 Max, Vx 8 -0.01 0,00 0.00 Top Girt Max Tension 14 5.74 0.00 0.00 Max. Compression 3 -5.25 0.00 0.00 Max. Mx 2 3.18 -0.63 0.00 Max. My 2 -5.15 0.00 0.02 Max. Vy 2 0A3 0.00 0.00 Max. Vx 2 -0,00 0.00 0.00 tnxTower Repo rt - vers io n 8.1 Al O 190 Ft Self Support Tower Structure /Analysis Project Number 1981816, Order 556999, Revision 0 Location Condition Gov, Vertical Horizontal, X Horizontal, Z Load K K K Comb. Leg C Max. Vert 18 571.10 50.27 -30.08 Max. H, 18 571.10 50.27 -30,08 Max. H, 7 -500,31 -44,98 27.02 Min. Vert 7 -500.31 -44.98 27.02 Min. Hx 7 -500,31 -44.98 27.02 Min. H, 18 571.10 50.27 -30.08 Leg B Max. Vert 10 567.13 -50.48 -28.88 Max. Hx 23 -494A9 45,18 25.79 Max. H, 23 -494.49 45.18 25.79 Min. Vert 23 -494A9 45.18 25.79 Min, Hx 10 567.13 -50A8 -28.88 Min, H, 10 567.13 -50.48 -28.88 Leg A Max, Vert 2 585.52 0.42 59.87 Max. Hx 20 29.81 8.27 2.02 Max. H, 2 585.52 0.42 59.87 Min, Vert 15 -512.27 -0.40 -53.72 Min. Hx 9 21.10 -8.25 1.43 Min. H, 15 -512.27 -0.40 -53.72 June 22, 2021 CCI BU No 826548 Page 33 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M, Moment, M, K K K kip -it kip-ft Dead Only 71.27 -0.00 0.00 -9,01 -9.38 0.00 1.2 Dead+1.0 Wind 0 deg - 85.52 -0.08 -97A7 -10290,90 1.98 15,15 No Ice 0,9 Dead+1.0 Wind 0 deg - 64.14 -0.08 -97,17 -10288.20 4L80 15.15 No Ice 1.2 Dead+1.0 Wind 30 deg - 85.52 48.36 -83.94 -8924.89 -5142.35 30.23 No Ice 0,9 Dead+1.0 Wind 30 deg - 64.14 48.36 -83.94 -8922. 18 -5139.53 30,23 No Ice 1.2 Dead+1.0 Wind 60 deg - 85.52 78,27 -45.20 -4824.43 -8348.40 -33.76 No Ice 0.9 Dead+1.0 Wind 60 deg - 64,14 78,27 -45.20 -4821.72 -8345.58 -33.76 No Ice 1.2 Dead+1,0 Wind 90 deg - 85,52 91,84 0.08 2.43 -9714.51 -64,79 No Ice 0.9 Dead+1.0Wind 90deq- 64.14 91.84 0.08 5,13 -9711,70 -64.79 No Ice 1.2 Dead+1.0 Wind 120 deg 85.52 81.67 47.25 4974.19 -8618.77 8.95 - No Ice 0.9 Dead+1.0 Wind 120deg 64.14 81.67 47.25 4976,89 -8615.96 8.95 - No Ice 1.2 Dead+1,0 Wind 150deg 85.52 47,24 81.83 8660.11 -5017.25 46,72 - No Ice 0.9 Dead+1.0 Wind 150deg 64.14 47.24 81.83 8662.81 -5014.44 46,72 - No Ice 1.2 Dead+1 .0 Wind 180deg 85.52 0.08 92.50 9856.54 -24.50 -15.15 - No Ice 0.9 Dead+1.0 Wind 180 deg 64.14 0.08 92.50 9859.24 -21.68 -15.15 - No Ice 1.2 Dead+1.0 Wind 21 Odeg 85.52 -48.36 83.94 8903.26 5119.83 -30.23 - No Ice 0.9 Dead+1.0 Wind 21 Odeg 64.14 -48.36 83.94 8905,96 5122.65 -30.23 - No Ice 1.2 Dead+1 .0 Wind 240deg 85.52 -82.31 47.53 5009.17 8683.32 33,76 - No Ice 0.9 Dead+1.0 Wind 240deg 64.14 -82.31 47.53 5011.87 8686.14 3176 - No Ice 1.2 Dead+1.0 Wind 270deg 85.52 -91 .84 -0.08 -24,06 9692.00 64,79 tnxTower Report - version 8,11.0 190 Ft Self Support Tower Structural Analysis Project Number 1981816, Order 556999, Revision 0 June 22, 2021 CC/ BU No 826548 Page 34 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, Mx Moment, M, K K K kip-ft kid_-ft - No Ice ___ - 0.9 Dead+1,0 Wind 270deg 64.14 -91.84 -0.08 -21 .35 9694,81 64-79 - No Ice 1.2 Dead+1,0 Wind 300 deg 85.52 -77,63 -44.92 -4789.45 8238.82 -8.95 - No Ice 0.9 Dead+1.0 Wind 300deg 64.14 -77.63 -44.92 -4786.75 8241,63 -8.95 -No Ice 1.2 Dead+1 .0 Wind 330deg 85,52 -47.24 -81.83 -8681 .74 4994.74 -46,72 - No Ice 0.9 Dead+1 .0 Wind 330deg 64A4 -47.24 -81.83 -8679.03 4997,55 -46,72 - No Ice Dead+Wind 0 deg -Service 71.27 -0.02 -19.73 -2091.34 -6.75 3.02 Dead+Wind 30 deg -Service 7127 9.82 -17,05 -1814.60 -1048,76 6.02 Dead+Wind 60 deg - Service 71.27 15.92 -9.19 -985.22 -1700A7 -6.72 Dead+Wind 90 deg -Service 71,27 18.68 0.02 _6.38 -1976.92 -12.90 Dead+Wind 120 deg - 71,27 16.60 9.60 1001.30 -1753.97 1.77 Service Dead+Wind 150 deg - 71.27 9.60 16.63 1748.19 -1023.87 9.28 Service Dead+Wind 180 deg - 71,27 0.02 18.81 1991A9 -12.02 -3.02 Service Dead+Wind 210 deg- 71.27 -9.82 17.05 1796.57 1030.00 -6,02 Service Dead+Wind 240 deg - 71.27 -16.73 9.66 1008.26 1752.53 6.72 Service Dead+Wind 270 deg- 71.27 -18.68 -0.02 -11 .65 1958.16 12.90 Service Dead+Wind 300 deg - 71.27 -15.79 -9.14 -978.26 1664.08 -1 .77 Service Dead+Wind 330 deg - 71.27 -9.60 -16.63 -1766.21 1005,11 -9.28 Service 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 -71.27 0.00 0.00 71,27 0.00 0.000% 2 -0.08 -85.52 -97.17 0.08 85,52 97.17 0,000% 3 -0,08 -64.14 -97.17 0.08 64.14 97,17 0.000% 4 4836 -85.52 -83.94 -48.36 85.52 83,94 0.000% 5 48,36 -64,14 -83.94 -4836 64A4 83,94 0.000% 6 78,27 -85,52 A5.20 -78.27 85.52 45.20 0.000% 7 78,27 -64,14 A5,20 -78.27 64.14 45,20 0,000% 8 91.84 -85,52 0.08 -91.84 85.52 _0.08 0.000% 9 91,84 -64.14 0,08 -91.84 64.14 -0,08 0,000% 10 81,67 -85.52 47.25 -81.67 85.52 -47.25 0.000% 11 81.67 -64.14 47.25 -81.67 64.14 -47.25 0,000% 12 47.24 -85,52 81.83 A7.24 85.52 -81.83 0.000% 13 47.24 -64.14 81.83 -47.24 64.14 -81.83 0.000% 14 0.08 -85,52 92.50 -0.08 85.52 -92,50 0.000% 15 0,08 -64.14 92.50 -0.08 64.14 -92.50 0.000% 16 A8,36 -85.52 8194 48.36 85.52 -83.94 0.000% 17 -48.36 -64.14 83.94 48.36 64,14 -83.94 0.000% 18 -82.31 -85.52 47.53 82.31 85.52 -47.53 0,000% 19 -82.31 -64A4 47.53 82.31 64,14 -47.53 0.000% 20 -91.84 -85.52 -0,08 91.84 85.52 0.08 0,000% 21 -91,84 -64.14 -0.08 91.84 64.14 0.08 0,000% 22 -77,63 -85.52 A4.92 77.63 85.52 44.92 0.000% 23 -77,63 -64.14 A4.92 77.63 64.14 44.92 0.000% 24 A7.24 -85.52 -81.83 47.24 85.52 81.83 0,000% 25 A7.24 -64.14 -81.83 47.24 64.14 81,83 0.000% 26 -0.02 -71.27 -19.73 0.02 71,27 19.73 0.000% 27 9,82 -71,27 -17.05 -9.82 71.27 17.05 0.000% 28 15.92 -71.27 -9.19 -15.92 71.27 9.19 0.000% 29 18.68 -71.27 0.02 -18.68 71.27 -0.02 0.000% tnxTower Report - version 8.1.1,0 190 Ft Self Support Tower Structure/Analysis Project Number 1981816, Order 556999, Revision 0 June 22, 2021 CC/ BU No 826548 Page 35 Sum of Applied Forces Sum of Reactions Load Fx PY PZ PX PY PZ % Error Comb. K K K K KK 71.27----- -660-- 71.27 --9.60-0 . 0 0 0 31 9.60 -71.27 16.63 -9.60 71,27 -16,63 0.000% 32 0.02 -71.27 18.81 -0,02 71.27 -18,81 0.000% 33 -9.82 -71,27 17.05 9.82 71,27 -17,05 0.000% 34 -16.73 -71.27 9,66 16.73 71.27 -9.66 0.000% 35 -18.68 -71.27 -0.02 18.68 71.27 0,02 0.000% 36 -15.79 -71.27 -9A4 15.79 71.27 9A4 0.000% 37 -9.60 -71,27 -16.63 9.60 71.27 16.63 0.000% Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. 1-6-0- 4.393 27 0.1956-----6 -0279 T2 180-160 3,979 27 0.1945 0,0271 T3 160-140 3.160 27 01801 0.0227 T4 140-120 2.438 27 0.1543 0,0210 T5 120-111333 1,791 27 0.1344 0,0168 T6 113.333- 1.594 27 0.1263 0.0152 106.667 T7 106,667 -100 1.408 27 0,1176 0,0136 T8 100-80 1.242 27 0.1082 0.0126 T9 80-70 0,800 27 0.0867 0,0093 T10 70-60 0.611 27 0.0749 0.0076 T1 1 60-40 0.459 27 0,0624 0.0066 T12 40-30 0.214 27 0.0409 0,0041 T13 30-20 0.124 27 0.0296 0,0029 T14 20-0 0.067 26 0.0180 0-0022 Elevation Appurtenance Gov, Deflection Tilt Twist Radius of Load Curvature It Comb, . n ft 187.00 Sector Mount [SM 502-3] 27 4.269 0A955 0.0278 345837 171.00 Sector Mount [SM 503-3] 27 3.604 0A902 0.0243 98845 160,00 Sector Mount [SM 502-3] 27 3.160 0.1801 0.0227 38348 148.00 Sector Mount [SM 402-3] 27 2,715 0.1644 0.0220 53211 138.00 Commscope MTC3975083 (3) 27 2.370 0.1520 0,0207 75452 Section Elevation Herz. Gov. Tilt Twist No. Deflection Load ft in Comb. 1-1 R - -180 21.628 4 0.9635 0-1402 T2 180-160 19.590 4 0.9577 0,1359 T3 160-140 15.558 4 0,8867 0,1136 T4 140-120 11,998 4 0.7594 0,1053 T5 120-113.333 8,816 4 0.6614 0,0843 T6 113.333- 7,841 4 0.6216 0,0762 106.667 T7 106.667 -100 6,926 4 0.5788 0.0681 T8 100-80 6,110 4 0,5324 0.0634 T9 80-70 3.935 4 0A265 0.0464 tnxTower Report - version 8.11.0 June 22, 2021 190 Ft Self Support Tower Structura /Analysis CCI BU No 826548 Project Number 1981816, Order 556999, Revision 0 Page 36 Section --Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. T10 70-60 3.005 4 0.3683 0,0379 T1 1 60-40 2.260 4 0.3070 0.0332 T12 40-30 1.054 4 0.2013 0.0207 T13 30-20 0.610 2 0A457 0.0145 T14 20-0 0,331 2 0.0884 0.0111 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 187,00 Sector Mount [SM 502-3] 4 21.018 0.9628 0A396 72966 171,00 Sector Mount [SM 503-3] 4 17.744 0.9366 0.1222 20922 160,00 Sector Mount [SM 502-3] 4 15.558 0.8867 0.1136 7759 148.00 Sector Mount [SM 402-3] 4 13,366 0,8095 0A101 10804 138,00 Commscope MTC3975083 (3) 4 11.664 0.7485 0,1037 15360 Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio ft in Bolts perBolt perBolt -Allowable K K T1 µ 190 Leg A325N 0.7500 4 0.71 30.10 0,023 1.05 Bolt Tension Diagonal A325N 0.5000 2 1.31 5,00 0.263 1.05 Member Block Shear Top Girt A325N 0.5000 1 0,10 8.84 0.011 1.05 Bolt Shear T2 180 Leg A325N 0.8750 4 8.72 41,56 0.210 1.05 So It Tension Diagonal A325N 0,5000 2 3.50 5.51 0,636 1.05 Member Block Shear Top Girt A325N 0.5000 1 0-74 8.27 0.090 1.05 Member Bearing T3 160 Leg A325N 1.0000 6 14.01 54.52 0,257 1.05 Bolt Tension Diagonal A325X 0,7500 1 10.56 17.94 0.589 1,05 Member Block Shear Top Girt A325N 0.7500 1 1.72 18.92 0.091 1.05 Member Bearing T4 140 Leg A325N 1.5000 4 36.26 126.47 0.287 1.05 Bolt Tension Diagonal A325N 0.6250 2 6,01 7.70 0.781 1.05 Member Block Shear Top Girt A325N 0.6250 1 2.91 13.81 0.211 1,05 Bolt Shear T5 120 Diagonal A325N 0.6250 2 611 7,70 0,794 1,05 Member Block Shear Top Girt A325N 0.6250 1 3,31 13.81 0.239 1.05 Bolt Shear T6 113,333 Diagonal A325N 0.6250 2 621 7,70 0.807 1.05 Member Block Shear T7 106.667 Leg A325N 1,5000 6 34.43 126.47 0.272 1.05 Bolt Tension Diagonal A325X 0.6250 2 6.71 15,39 0.436 1.05 Member Block Shear T8 100 Leg A325N 1,5000 6 43.71 126.47 0.346 1.05 Bolt Tension Diagonal A325N 0.7500 2 7.96 12.51 0.636 1.05 Member Block Shear Top Girt A325N 0.7500 1 5.16 18.92 0.273 1.05 Member Bearing T9 80 Diagonal A325N 0.6250 2 7.72 11.62 0.664 1.05 Member Block Shear Top Girt A325N 0,6250 1 5.75 13.05 0,440 1.05 Member Bearing T10 70 Leg A325N 1.5000 6 53.71 126.47 0.425 1.05 Bolt Tension Diagonal A325X 0.6250 2 8,75 23,25 0.376 1,05 Member Block Shear tnxTower Report - version 8.1.1,0 190 Ft Self Support Tower Structura /Analysis Project Number 1981816, Order 556999, Revision 0 June 22, 2021 CC/ BU No 826548 Page 37 Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load Load Load Ratio It in Bolts perBolt perBolt _Allowable K K T11 60 Leg A325N 1.5000 6 63.65 126.47 0.503 1.05 Bolt Tension Diagonal A325N 0.7500 2 9.26 18.76 0.494 1.05 Member Block Shear Top Girt A325N 0.7500 1 7.51 15.77 0.476 1.05 Member Bearing T12 40 Diagonal A325N 0.7500 2 8.80 18.76 0.469 1.05 Member Block Shear Top Girt A325N 0,7500 1 8.10 15.77 0,514 1.05 Member Bearing T13 30 Leg A325N 1.5000 6 73.36 126A7 0,580 1,05 Bolt Tension Diagonal A325X 0.7500 2 1016 33,49 0.303 1.05 Gusset Bearing T14 20 Diagonal A325N 0.7500 2 10,44 18.76 0.557 1.05 Member Block Shear Top Girt A325N 0.7500 1 9.85 15.77 0,625 1.05 Member Bearing Section Elevation Size L L, K11r A P" pP, Ratio No. P, ft ft ft in2 K K (pPo T1 190-180 Pipe 2.5 STD 10.00 5.00 63.3 1.7040 -5,63 53.87 0.-10-47- K=1.00 T2 180-160 PIPE 3.5STD 20.00 5,00 44.9 2.6795 -42.91 96.87 0,4431 K=1.00 T3 160-140 Pipe 5 STD 20.02 6.67 423 4.2974 -99A6 157.40 0.632' K=1.00 T4 140-120 Pipe 8 STD 20,02 6.67 27.3 8.3993 -167.85 330.77 0.507' K=1.00 T5 120 - 113.333 Pipe 8 STD 6.67 6.67 27.3 8.3993 -190.69 330.77 0.576' K=1.00 T6 113.333- Pipe 8 STD 6.67 6.67 27,3 8.3993 -213.83 330.77 0.646' 106,667 K=1 .00 T7 106.667 -100 Pipe 8 STD 6.67 6-67 27.3 8.3993 -235,39 330.77 0312' K=1.00 T8 100-80 Pipe 10 STD (SCH40) 20.02 10.01 32.5 11.965 -297.68 461.31 0,6451 K=1.00 6 T9 80-70 Pipe 10 STD (SCH40) 10.01 10,01 32.5 11,965 -331,58 461.31 0,7191 K=1.00 6 T10 70-60 Pipe 10 STD (SCH40) 10.01 10.01 32.5 11,965 -365A3 461.31 0.7921 K=1,00 6 T1 1 60-40 Pipe 12 STD 20.02 10.01 27A 14.579 -433A0 573,75 0755 K=1.00 0 T12 40-30 Pipe 12 STD 10.01 10-01 27.4 14.579 -467, 19 573,75 0,8141 K=1.00 0 T13 30-20 Pipe 12 STD 10.01 10,01 27.4 14.579 -500,60 573.75 0.873' K=1.00 0 T14 20-0 Pipe 12 XH 20.02 10,01 27,7 19.242 -568,06 756.51 0351 K=1.00 3 1 P, / �P, co ntro Is tnxTower Report -version 8.1.1,0 190 Ft Seff Support Tower StructuralAnalysis Project Number 1981816, Order 556999, Revision 0 June 22, 2021 CCI BU No 826548 Page 38 Section Elevation Size L L, K11r A Pu Ratio No. P, ft ft ft in2 K K f 11 T1 190-180 Ll 3/4xl 3/4x3/16 9.43 4-41 146.0 0,6211 -2.76 8.34 0M1 K=0.95 T2 180-160 L2x2x3/16 9.43 4-35 129.6 0,7150 -7,07 12.18 0.581, K=OM T3 160-140 2L2 1/2x2 1/2x3/16x3/8 11,52 5.51 85.0 1.8000 -11,40 50.09 0.228' K=1.00 T4 140-120 L3x3x3/16 12.91 6.00 120.7 1.0900 -12.27 21.14 0,580 K=1.00 T5 120 - 113,333 L3x3x3/16 13.39 6,24 124A 1.0900 -12.53 20.09 0,623 K=0,99 T6 113.333- L3x3x3/16 13.87 6,49 128.1 1.0900 -12.28 19.00 0.646 106.667 K=0.98 T7 106.667 -100 2L3x3x3/16x1/2 14.36 6,74 86.0 2A797 -14.28 54.90 0.260 K=1.00 T8 100-80 L3 1/2x3 1/2x1/4 17.41 8.18 136.4 1.6900 -16.35 26.00 0.629 K=0.96 T9 80-70 D 1/2x3 1/2x1/4 18,10 8.56 141.4 1.6900 -15.79 24.19 0,6531 K=0.96 T10 70-60 2 L3 1/2x3 1/2xl /4x1 12 18.80 8,92 98.0 3.3750 -18A9 84.78 0,215 K=1.00 T11 60-40 L3 1/2x3 1/2x3/8 20.23 9,51 155.2 2.4800 -18.74 29A6 0.636 K=0.93 T12 40-30 D 1/2x3 1/2x3/8 20.96 9,88 160.1 2.4800 -17.92 27,68 0.6471 K=0.93 T13 30-20 2L3 1/2x3 1/2x3/8xl/2 21.69 10,25 114.6 4.9688 -20.99 105.03 0,2001 K=1.00 T14 20-0 L4x4x3/8 23.19 11,01 156.3 2.8600 -21.25 33.50 0.6341 K=0.93 1 P, / GP, controls Section Elevation Size L L,, K11r A P" Ratio No. Pu ft ft ft in2 K K -W, T1 190- D 1/2x3 1/2x1/4 MO 7,55 13M 1.6900 -0.10 28,37 6 004_'__ K=1.00 T2 180-160 D 1/2x3 1/2x1/4 8.00 7.46 129.0 1.6900 -0,74 29.08 0.026 K=1.00 T3 160-140 D 1/2x3 1/2x3/8 8.00 7.27 126.9 2A800 -1.72 44.07 0.039' K=1.00 T4 140-120 D 1/2x3 1/2x3/8 9.67 8.71 152.1 2.4800 -2.91 30.68 0.095, K=1.00 T5 120 - 111333 L4x4x3/8 11.33 1038 158.0 2.8600 -331 32,79 0.101 K=1,00 T8 100-80 L4x4x3/8 13.00 11.83 180,1 2,8600 -5.16 25.23 0,2051 K=1.00 T9 80-70 L5x5x5/16 14.67 13,53 163.3 3.0300 -5,75 32.52 0A77' K=1,00 T11 60-40 L5x5x5/16 1633 15.00 181A 3.0300 -7.51 26.45 0-284' K=1.00 T12 40-30 L5x5x5/16 18.00 16.67 201.2 3.0300 -8.10 21.42 0.378 K=1.00 KUR > 200 (C) - 188 T14 20-0 L5x5x5/16 19.67 18.33 221,3 3.0300 -9.85 17,70 0.556' K=1.00 KUR > 200 (C) - 209 1 P,, / �P, controls tnxTower Report -version 8.1.1.0 June 22, 2021 190 Ft Self Support Tower Structural Analysis CCI BU No 826548 Project Number 1981816, Order 556999, Revision 0 Page 39 Section Elevation Size L L,, K11r A P, W, Ratio No, P" ft ft ft in2 K K Pipe 2,5 STD MOO 5.00 63,3 1,7040 2.82 70.55 0.04b-' T2 180-160 PIPE 3.5 STD 20.00 5,00 44.9 2,6795 34,87 110,93 0,3141 T3 160-140 Pipe 5 STD 20.02 6.67 42.7 4.2974 84.06 177.91 0.4721 T4 140-120 Pipe 8 STD 20.02 6.67 27.3 8,3993 145,05 347.73 0,417' T5 120 - 113.333 Pipe 8 STD 6.67 6.67 27,3 8.3993 165.79 347.73 0.4771 T6 111333- Pipe 8 STD 6.67 6.67 27.3 8,3993 186.67 347.73 0.5371 106.667 T7 106.667 -100 Pipe 8 STD 6.67 6.67 27.3 8.3993 206.57 347.73 0.594' T8 100-80 Pipe 10 STD (SCH40) 20.02 10.01 32.5 11.965 26225 495.38 0.5291 6 T9 80-70 Pipe 10 STD (SCH40) 10.01 10.01 32.5 11,965 292.44 495.38 0.5901 6 T10 70-60 Pipe 10 STD (SCH40) 10,01 10,01 32.5 11.965 322.29 495.38 0.651 6 T11 60-40 Pipe 12 STD 20,02 10.01 27.4 14.579 381.93 603.57 0.633' 0 T12 40-30 Pipe 12 STD 10.01 10.01 27.4 14.579 411.26 603.57 0.681 0 T13 30-20 Pipe 12 STD 10.01 10.01 27.4 14.579 440.18 603.57 0.729 0 T14 20-0 Pipe 12 XH 20M 10.01 27.7 19.242 497.34 796,63 0.624' 3 I P , / d,P, controls _rIA", 1 11 Section Elevation Size L L,, K11r A Pu Ratio No, R, ft ft ft in2 K K T1 190-180 Ll 3/4xl 3/4x3/16 9,43 4,41 102.3 0.3779 2.63 16.44 0A60 T2 180-160 L2x2x3/16 9.43 4.35 87.9 0.4484 7.00 19,50 0,3591 T3 160-140 21-2 1/2x2 1/2x3/16x3/8 11.52 5.51 87.1 1.1039 10.56 48.02 0.2201 T4 140-120 L3x3x3/16 12,91 6.00 79.2 0.7120 12.02 30.97 0,388' T5 120 - 113333 L3x3x3/16 13.39 6,24 82,3 0.7120 12,23 30.97 0395' T6 113.333- L3x3x3/16 13.87 6A9 85.4 0,7120 12.42 30.97 0,401 106.667 T7 106.667 -100 2L3x3x3/16xl/2 14,36 6.74 88.6 1.4238 13.42 61.94 0,2171 T8 100-80 L3 1/20 1/2x1/4 17.41 8.18 92.6 1A034 15.92 48.00 0.332 ' T9 80-70 L3 1/2x3 1/2x1/4 1810 8.56 96.4 1,1269 15-43 49.02 0,315' T10 70-60 21-3 1/20 1/2x1/4x1l2 18,80 8.92 100.2 2.2500 17.50 97.88 0.1791 T1 1 60-40 L3 1/20 1/2x3/8 20,23 9.51 1093 1.6139 18.52 70.20 0.264' T12 40-30 L3 1/20 1/2x3/8 20.96 9,88 113A 1,6139 17.61 70.20 0.251 T13 30-20 21-3 1/20 1/2x3/8xl /2 21,69 10,25 117.1 3.2344 20.31 14M9 0,144 T14 20-0 L4x4x3/8 2319 11.01 109.6 1.8989 20.89 82.60 0.2531 I P,, / dP, controls . ..... ..... . ..... . tnxTower Report - version 8.1,1.0 190 Ft Self Support Tower Structural Analysis Project Number 1981816, Order 556999, Revision 0 June 22, 2021 CCI BU No 826548 Page 40 Section Elevation Size L L, K11r A P, Ratio No. P" ft ft ft in2 K K T1 190-180 L3 1/2x3 1/2xl/4 8.00 7.55 85.4 1A503 OM 50.04 I 0,001 T2 180-160 L3 1/2x3 1/2x1/4 8.00 7.46 84.4 1A503 0.74 50,04 0,015' T3 160-140 L3 1/2x3 112x3/8 8.00 7.27 84,5 1.6139 1.72 70.20 0M5 T4 140-120 L3 1/2x3 1/2x3/8 9.67 831 100.3 1.6491 2.91 71.73 0,041 T5 120 - 113.333 L4x4x3/8 11.33 10.38 103.6 1.9341 3,31 84.13 0M9 T8 100-80 L4x4x3/8 1100 11.83 118.0 1.8989 5A6 82.60 0.0621 T9 80-70 L5x5x5/16 14.67 13.53 105,2 2,0967 5.75 91.21 0.063' T11 60-40 L5x5x5/16 16.33 15.00 116.7 2.0674 7.51 89.93 0M4' T12 40-30 L5x5x5/16 18,00 16.67 129.5 2,0674 8,10 89.93 0.090, T14 20-0 L5x5x5/l6 19.67 18,33 142,2 2.0674 9.85 89.93 0.109, 1 P, / QP,, controls ... . ....... .... Section Elevation Component Size Critical P OPIlkl,, % Pass No. ft Type Element K K Capacity Fail T1 190-180 Leg Pipe 2.5 STD 2 -5.63 56.56 9.9 Pass T2 180-160 Leg PIPE 3.5 STD 21 -42.91 101.72 42,2 Pass T3 160-140 Leg Pipe 5 STD 51 -99.46 165.27 60.2 Pass T4 140-120 Leg Pipe 8 STD 75 -167.85 347.31 48.3 Pass T5 120 - 113.333 Leg Pipe 8 STD 99 -I90.69 347.31 54,9 Pass T6 113.333- Leg Pipe 8 STD ill -213.83 347.31 61,6 Pass 106.667 T7 106.667-100 Leg Pipe 8 STD 120 -235.39 347,31 67.8 Pass T8 100-80 Leg Pipe 10 STD (SCH40) 129 -297.68 484,38 61.5 Pass T9 80-70 Leg Pipe 10 STD (SCH40) 147 -331 .58 484.38 68.5 Pass T10 70-60 Leg Pipe 10 STD (SCH40) 159 -365.13 484,38 75A Pass T11 60-40 Leg Pipe 12 STD 168 -433,40 602.43 71,9 Pass T12 40-30 Leg Pipe 12 STD 186 -467,19 602.43 77.5 Pass T13 30-20 Leg Pipe 12 STD 198 -500.60 602A3 83.1 Pass T14 20-0 Leg Pipe 12 XH 207 -568M 794.34 71,5 Pass T1 190-180 Diagonal Ll 3/4xl 3/4x3/16 10 -2.76 8.76 31.5 Pass T2 180-160 Diagonal L2x2x3/16 28 -7.07 12.78 55.3 Pass T3 160-140 Diagonal 21-2 1/2x2 1/2x3/16x3/8 58 -11 A0 52,59 21,7 Pass T4 140-120 Diagonal L3x3x3/16 82 -12,27 22,20 55.3 Pass T5 120 - 113,333 Diagonal L3x3x3/16 106 -12.53 21.10 59A Pass T6 113.333- Diagonal L3x3x3/16 115 -12.28 19.95 61.6 Pass 106,667 T7 106.667-100 Diagonal 2L3x3x3/16x1/2 124 -14.28 57,64 24,8 Pass T8 100-80 Diagonal L3 1/2x3 1/2xl/4 136 -16.35 27.30 59,9 Pass T9 80-70 Diagonal L3 1/2x3 1/2xl/4 154 -15,79 25.40 62.2 Pass T10 70-60 Diagonal 21-3 1/2x3 1/2xl/4xl/2 163 -18,19 89.02 20.4 Pass T11 60-40 Diagonal L3 1l2x3 1/2x3/8 177 -18,74 30,93 60.6 Pass T12 40-30 Diagonal L3 1/2x3 1/2x3/8 195 -17.92 29.06 61,7 Pass T13 30-20 Diagonal 21-3 1/2x3 1/2x3/8xl/2 204 20,99 110.28 19.0 Pass T14 20-0 Diagonal L4x4x3/8 216 -21.25 35.18 60.4 Pass TI 190-180 Top Girt L3 1/2x3 1/2xl/4 5 -0.10 29,78 0.3 Pass T2 180-160 Top Girt L3 1/2x3 1/2x1/4 23 -0,74 30,54 2.4 Pass T3 160-140 Top Girt L3 1/2x3 1/2x3/8 53 -132 46.27 3,7 Pass T4 140-120 Top Girt L3 1/2x3 1/2x3/8 77 -2.91 32,21 9.0 Pass T5 120 - 113.333 Top Girt L4x4x3/8 101 -3.31 34.43 9.6 Pass T8 100-80 Top Girt L4x4x3/8 131 -5.16 26.49 19.5 Pass T9 80-70 Top Girt L5x5x5/l6 149 -5.75 34.15 16.8 Pass T11 60-40 Top Girt L5x5x5/16 170 -7.51 27,77 27.1 Pass T12 40-30 Top Girt L5x5x5/16 188 -8,10 22A9 WO Pass T14 20-0 Top Girt L5x5x5/16 209 -9.85 18.59 53,0 Pass Summary Leg (T13) 83.1 Pass Diagonal 62.2 Pass (T9) Top Girt 53.0 Pass (T14) Bolt 76,8 Pass tn xTower Repo rt - vers i o n 8, 1. 1, 0 190 Ft Self Support Tower Structura /Analysis Project Number 1981816, Order 556999, Revision 0 Section Elevation Component No. ft Type June 22, 2021 CC/ BU No 826548 Page 41 Size Critical P op,, % Pass Element K K Capacity Fail Checks RATING = 83.1 Pass tnxTower Report - version 8,11.0 190 Ft Self Support Tower Structural Analysis Project Number 1981816, Order 556999, Revision 0 999AM, �011, E June 22, 2021 CCI BU No 826548 Page 42 tnxTower Report - version 8.11,0 190 Ft Self Support Tower Structural Analysis Project Number 1981816, Order 556999, Revision 0 U7,20471-IM tnxTower Report -version 8.1.1.0 IEMMMIMI�M MEMEMOMMEMEMM9 BU # 816548 Site Name Order# 556999 rev #0 MMMMZM�� TIA-222 Revision H Grout Considered: Y" I, (in) 2, 625 !!�� Axial r.,,e(k,as)�S86OO 51200 be,,, �roce (kips) �6O 00 ��54 �O0 TIA -222-H Section 15.5 Applied *Anchor Rod Eccentricity Applied Anchor Rod Data (6) 2-1/4" o bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) /t, (in): 2,625 Anchor Rod Summary (units oftips, kip -in) Pu—t = 85.33 �Pn—t = 243,75 Stress Rating Vu = 9 (pVn = 149.1 33.3% Mu = n/a cp[Vln = n/a Pass CCI plate - Version 4.1.1 Analysis Date: 6/22/2021 BU # : 826W Site Name: Pasco Count YS Order (dumber: 556999 TIA-222 Revison: H Tower Type: Self Support MISEWEEZEMMEMMEMEMIM Elma . < Soil Lateral Check Compression Uplift as Comp. Uplift Du_a(ft from TOC) 20.76�� 20.76� Moment (kip-ft) Soil Safety Factor _ 17.64 _ 19.61 Axial Force (kips) 586 512 Max Moment (kip_ft) 839.59 755.63 Shear Force (kips) 60 54' Rating* 7.2% 6.5%7-1 Soil Vertical Check Compression Uplift e>- ear Y Concrete Stren th, Yc� ' 4 ksi aye«ode Rebar Stren th. F : 6ii ksI Tie Yield Strength, Fyt: r 4tl ksI lien, P ec s Skin Friction (kips) e>- ear Y Concrete Stren th, Yc� ' 4 ksi aye«ode Rebar Stren th. F : 6ii ksI Tie Yield Strength, Fyt: r 4tl ksI lien, P ec s Skin Friction (kips) 784.61 566.19 End Bearing Weight of Concrete ( 0,00 216.30 - 162,22 Total Capacity (kips) _784.61 728.42 Axial (kips) 802.30 512,00 Rating* 97.4% 66.9% Depth 42111 Reinforced Concrete Flexure Compression Uplift Ext. Above Grade 4 5 ft `ts Critical Depth (ft from TOC) 21.82 19.15 Pier Section 1 e11ed e'er Ianu Critical Moment (kip—ft) 836.30 _ 749.13 From 0 5` above grade to 42' below grade Critical Moment Capacityl 4302.66 2824.67 Pier Diameter 6 ft Critical Depth (ft from TOC) 31.79 31,79 Critical Shear (kip) 77:48 69.7_. 4 Critical Shear Capacity _ 654.23 349.64 Rating*j 11.3% 19.0% Structural Foundation Rating*; 25,3% Soil Interaction Rating* *Rating per TIA-222-H Section 15,5 Groundwater De #h nfa # of I_a ers 4 a Version 5.0.2 IMMOMWAM No Address at This LocQtion Standard: A5CE/SE{7-18 Elevation: 91ft(NAVD88) Risk : U Latitude: 28.248028 Soil Class: D-Defeulthsee Longitude: -82.185944 Section 11.4.3) Wind Speed: 138Vmph 10-yeoryNR| 79Vmph 25-year[WR| 92Vmph 50-year&4R| 104Vmph 180-yeark8R| 114Vmph Data Source: AGCE/SB7-1G.Fig. 265-113and Figs. CC,2-4—CC.2-4.and Section 26.5.2 Date Accessed: Wed Apr 21 2021 Value provided is3-secondgust wind speeds sd33ft above ground for Exposure CCategory, based onlinear 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 000143.N1R|=700yearn), Site is in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2. Glazed openings need not be protected against wind-borne debris. AXE AMERON SOCIUY OF CML ENGINEERS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: Ss 0.058 Sol 0.051 S, 0.032 TL 8 Fe, 1.6 PGA: 0.027 F, 2.4 PGA m: 0.044 SMS 0.092 FPGA 1.6 SMJ 0.077 1e : 1 SDS 0.062 C, 0.7 Seismic Design Category A MCER Vertical Response Spectrum 0,050 U415 n nAA 0,15 to t5 2,0 Sa(g) vs T(s) SO (g) vs T(s) Sa (g) vs T(s) Data Accessed: Wed Apr 21 2021 Date Source: USGS Seismic Design Maps based on ASCE/SEl 7-16 and ASCE/SEI 7-16 Table 1,5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEl 7-16 Ch. 21 are available from USGS. jPRs/L6Lscq:7hazardtcLoI oL �i intj Page 2 of 3 Wed Apr 21 2021 a AXE' AMERICAN SOCIRY OF CML ENGINEERS Ice Results: Ice Thickness: 0.00 in. Concurrent Temperature: 25 F Gust Speed: 30 mph Data Source: Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Date Accessed: Wed Apr 21 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. 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 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. DAnIL/asce7hazardtool,online/ Page 3 of 3 Wed Apr 21 2021 v 0 'U n OEM DISH Wireless L.L.C. SITE ID� DISH Wireless L.L.C. SITE ADDRESS: ZEPH)r'Ham' 1r11111LLz'3, FL 33542 BE CDNSTRLIED TO PERMIT WORK NOT CONFORMING TO 'MOE CODES: BUILDING 2020 FLORID& BUILDING CODE 711H MITION/22018 IBC MECHANICAL =0 FLORIDA BUILDING CODE -7TH EDITION/2018 IMC ELECTRICAL 2020 FLORIDA BUIMING CODE 7TH EDIT. ION/2017 NEC A-1 OVERALL AND ENLARGED SITE PLAN A-2 ELEVATION, ANTENNA LAYOUT AND SCHEDULE A-3 EQUIPMENT PLATFORM AND H-FRAME DETAILS A-4 EQUIPMENT DETAILS A-5 EQUIPMENT DETAILS A-6 EQUIPMENT DETAILS E-1 ELECTRICAL/FIBER ROUTE kN AND NOTES E-2 ELECTRICAL DETAILS E-3 ELECTRICAL ONE-UNF, FAULT CUM & PANEL SCHEDULE G-1 GROUNDING PLANS AND NOTES G-2 GROUNDING DETAILS C-3 GROUNDING DETAILS RF-1 RF CAME -OR CODE GN-1 LEGEND AND ABBREVIATIONS GN-2 GENERAL NOTES GN-3 GE14ERAL NOTES GN-4 GENERAL NOTES 1410012=1WAW2 THE PROJECT GENERALLY CONSISTS OF THE FOLLOWING TOWER SCOPE OF WOW. INSTALL (3) PROPOSED PANEL ANTENNAS (1 PER SECTOR) INSTALL (3) PROP�OSED ANTENNA MOUNTS (1 PER SECTOR) INSTALL PROPOSED JUMPERS INSTALL (6) PROPOSED RRUs (2 PER SECTOR) INSTALL (1) PROPOSED OVER VOLTAGE PROTECTION DEV4E (OVP) INSTALL (1) PROPOSED HYBRID CABLE DGSTING ANTENNAS AND MOUNTS TO BE RBXMM 0 140`--6' AGL GROUND SCOPE OF WORIL. INSTALL (1) PROPOSED METAL PLATFORM INSTALL (1) PROPOSED ICE BRIDGE INSTALL (1) PROPOSED PRO CABINET INSTALL (1) PROPOSED EQUIPMENT CABINET INSTALL (1) PROPOSED POWER CONDUIT INSTALL (1) PROPOSED TELCO CONDUIT INSTALL (1) PROPOSED Taco -FIBER BOX INSTALL (1) PROPOSED DIPS UNIT INSTALL (1) PROPOSED SAFETY SWITCH (IF REQUIRED) INSTALL (1) PROPOSED FIBER NID (IF REQUIRED) DISH Yfirolow, L.L.C. TO UTILIZE DWNG EMPTY METER SOCKET UNDERGROUND SERVICE ALERT - SUNSHINE 811 UTILITY NOTIFICATION CENTER OF FLORIDA # (800) 432-4770 WWW.SUNSHINE81I.COM CALL 2 *MOW DAYS UnUTY N01FrJMW PRIOR 10 COMMMM 11 "xl 7" PLOT WILL BE HALF SCALE UNLESS OTHERWISE N09TLEDA 10 w m ON p I I iffill I I I i MIR SITE INFORMATION PROJECT DIRECTORY R_ FROPEW OWWNEM� CITY OF ZEPI?tPAUS ITY LL APPILICANT. DISH WIRELES% L.L.C. ADDREM, 5&35 WH ST ETH 5701 SOUTH SANTA FE DRIVE ZEPHYRH17u-s%TFL 33S542]= L 3 UTTLETON, 00 80120 TOWER TYPE., SELF SUPPORT TOWER OWNETc CROWN CASTLE CROWN CASTLE SITE ID- 826548 20DO CORPORATE DRIVE CANONSBURG, PA 15317 CROWN CASTLE 556999 (877) 486-9377 APR NUMBER. COUNTY, PASCO SITE DESIGNER: KIMLEY-HORN & ASSOCIATES REGISTRY NO. 698 LATITUDE (NAD 83): 28° 14' 52.90' N 3875 EMBASSY PKWY, SUITE 280 2&247991' N AKRON, ON 44333 LONGITUDE (HAD 83): 82' 11' 9.40' W (21 S) 505-7771 &7-1859W W ZONING JURISDICTION. CITY OF ZEPHYFHLLS S17E ACQUISMAK ZACHARY KELLY (724) 416-9958 ZONING DISTRICT: RC PARCEL NUMBER 02-26-21 -OO8D-O0AOD-0070 CONSTRUCTION MANAGER: RANDY CLARK RANDY.CLWODSH.COM OCCUPANCY GROUP: U RF ENGINEER. WILLIAM COMPTON WILUAALCOMPTONODISHLCOM CONSTRUCTION TYPF- 11-8 POWER COMPANY. PROGRESS ENERGY - FLORIDA TELEPHONE COMPANY ZAY0 BANDWIDTH INC DIRECTIONS • TAKE EXFr 45B TO 1-4 E TOWARD ORLAN • TAKE EW 7 FOR US--92 E • USE RIGHT LANE TO MERGE ONTO US-301 N • TURN RIGH'T ONTO NORTH AVE • TURN LEFT ONTO STIR ST 5701 SOUTH SANTA FE DRIVE LITTLETON, CO 80120 Kimley)))Horn REGISTRY NO. 696 421 FAYETTEVILLE ST, SUITE 600 RALEIGH, NO 27601 0, 4- t- 77 4 % G 2022 IT Is A 'ADLAnON OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. DRAWN BY: CHECKED BY: APPROVED BY LSCE PACK --- CONSTRICTION DOCUMENTS SUBMITTALS REV DATE DESCRIPTION 11 MSUED —FORREVM A&E PROJECT NUMBER KHCLE-13804 DISH Wireless L.L.C. PROJECT INFORMA11ON ORTPA00256A 38122 HENRY DR ZEPHYRHILLS, FL 33542 SHEET TITLE TITLE SHEET SHEET NUMBER ®' I - DISH Vv"VkIft L.L.C. TRiPLATE VERSION 35 - 06/25/2021 NOTES NOTES 1. CONTRACTOR StAII FIELD VERIFY ALL DIM NSIOW 1. Cfitd RACTOR SMI FIELD VERIFY ALL DIMENSIONS. l 2 ANTENNAS AND MOUNTS OMITTED FOR CLARITY 2. CONTRACTORMAINTAIN A 10'-0' MINIMUM SEPARATION BETWEEN THE PROPOSED GPS UNIT, TRANSMITTING D UNITS. 3. ANTENNAS AND MOUNTS OMITTED FOR CLARITY. d.,w s h + + + + 5701 SOUTH SANTA FE DRIVE L, -------I LITTLETON, CO 80120 - °e + + ++++ + + + I PROPOSED DISH + I ++ + LLC,+ + +12, + WIDEICE / ++ + + ++ _ ++ ++ aIST6 DISH Wireless L.L.C. ++++ + + 12" WIDE ICE BRIDGE rT+-++ Ki +++ I m I +} REGISTRY NO. 696 3>_tm + + 421 FAYETTEVILLE ST, SUITE 600 + + RALEIGH, NC 27601 + + X w SEE EQLQPMENT + + LAYOUT (SHEET A�3) + } + + + + + + t + t + + + + + + + + + + + + . + + t } + + + + + . + + + + + . + + + + +�+ + + t + + + + + + + + + + +: +s+ .1111111 31 6nt 1 %� e L� E f , --------- �i S EXISTING ICE BRIDGE au mm aT: EXISTING GEN PAD {3'—D" EX ail LL (. N 12' a' 4' 0 10' 20' 3/32'=1'—G' DISH Wh"m L.L.C. TEMPLATE VERSION 35 — 06/25/2021 EXISTING SELF SUPPORT TOWER i q 6 y l/aCONSTRUCTION ✓'�fi`t"cv DOCUMENTS �� L � II I IIII�ly I ION Y r DISH Wireless L.L.C. PROJECT INFORMATION ORTPA00256A 38122 HENRY DR SHEET TITLE OVERALL AND ENLARGED SITE PLAN UB s r1 SHEETNUMBER EXISTING LIGHTNING ROD NQTES TOP EL. 0 197 -0 A(U_ 0 IS11- 1. CONTRACM SHALL FIELD VERIFY ALL DIMENSIONS. _EXISTING TO "'ER TOP El: AGL 2. ANTENNA AND MW DISH SPECIFICATIONS REFER TO ANTENNA SCHEDULE AND TO FINAL CONSTRUCTION RFDS FOR ALL RF DETAILS EXISTING PANEL ANTENNAS, RAN CENTER @ 187'-G" AGL�_F 3. DI EQUIPMENT AND FENCE OMITTED FOR CLARITY. EXISTING PANEL ANTENNASA-� R A - _i7 AD CENTER 177'-D- AGL"-F EXISTING _RANEL ANTENNAS RAD CENTER 9 160'-0' AGL - ------ EXISTINGRRANEL �AIITENNAS F�N ANT ENNAS A.L RAD CENTER @I 148�-O" AGL EXISTING ANTENNAS AND MOUNTS PROPOSED DISH Tfiralm LLC. AWENNAS,9K TO BE REMOVED @ 140'-0" All Ro CENTER 0 '3e-W AGLI�_p WARR."Row.'Almewiffl". EXISTING SELF-SUPPORT TOWER T 7-7-1pow E) - --------- I io" d w .wo sh vwbolm- 5701 SOUTH SANTA FE DRIVE LITTLETON, CO 80120 KlmleylMorn REGISTRY NO. 696 421 FAYETTEVILLE ST, SUITE 600 RALEIGH, NC 27601 %% <' on E J S' x 77,41 4 ell 'fj IT Is A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, To ALTER THIS DOCUMENT, DRAWN BY: ICHECKED BY: APPROVED Er LSCE MCK I RFDS REV #: CONSTRUCTION DOCUMENTS SUBMITTALS REV I DATE I DESCRIPTION 0 107/20/20211 SWED FOR 0%&7R1J=W I ABBE PROJECT NUMBER KHCLE-13804 RWRH DISH Wireless L.L.C. BRIDGE EXISTING DISH Wireless L.L.C. ICE BRIDGE SECTOR POSITION MANUFACTURER - MODEL mm PROJECT INFORMATION NUMSM TECHNOLOGY - 1. CONTRACTOR TO REFER TO FINAL CONSTRUCTION RFDS FOR ALL RF ORTPA00256A PROPOSED OW Yfirelm LLC. C. at GPS UNIT (SEHIND CABINET) Al FUJITISU - TA08025-BW4 5G OETAIM 38122 HENRY DR ALPHA Al FUJffSU - TADW25-BW5 5G 2- ANTEI�M AND fW MODELS MAY CK44GE DUE TO 1EQUIPMENT AVAILMLITY. ALL EQUIPMENT CHANGES MUST BE APPROVED AND ZEPHYRHILLS, FL 33542 PROPOSED DISH Virefem L.L.C. REMAIN IN COMPUk4CE WITH THE PROPOSED DESIGN AND EQUIPMENT ON PROPOSED STEEL BI FUJITSU - TA08025-8604 5G STRUCTURAL ANALYSES. PLATFORM M7A - SHEET TITLE Bi FWITSU - TA=25-BW5 5G ELEVATION, ANTENNA C1 FWITSU - TAM25-8604 5G LAYOUT AND SCHEDULE GAMMA C1 FUJITSU - TA08025-860 5G SHEET NUMBER - A-2 12' 8' 4' 0 10' 2C ANTENNA NO SCALE 3 3/32" LK8EQUILE DISH WhAaw LLC. TEMPLATE VERSION 35 06/25/2021 CHARLES �I �i _ FIBER CENCLOSURE� I. ' „ LC. TEMPIATE VMM 35 - 06/25/2021 r _ m PCTEL CPSCL—TMC--SPI-40NCB 27� MUM OF DIRECTION75% OR DIM ( ) MNI/I H 81x1 �, 3.2 x7lr N — GPS WEIGHT W/ACCESSORIES 0755 Un CONNECTOR N—FEMALE d Nw sh FREQUENCY RANGE 1590 4. � k vvkvlm- 5701 SOUTH SANTA FE DRIVE 4 P LITTLETON, CO 80120 GPS UNIT OBSTRUCTIONS MUST (4 P ) (5 A ) BE BELOW 10° 1.4a'o " REGISTRY NO. 696 1 421 FAYETTEVILLE ST, SUITE 600 ($ AWG CONDUCTORS) RALEIGH, NC 27601 OPS 12ETAIL NO SCALE GPIMINIMUM SKY VIEW REQUIREMENTS NO SCALE� CABLES UNLIMITED i YBRI12 CABLE NO SCALE 3 MINIMUM BEND RADIUSES % LAD, o� a a NO 77"41 40. ',° IT IS A VIOLATION OF LAN! FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. DRAWN BY: CHECKED BY: APPROVED BY: LSCE MCK --- RFDS REV #: --- CONSTRUCTION DOCUMENTS NQT USEQ NO SCALE B9j--um NO SCALENO SCALE/� U SUBMITTALS REV DATE DESCRIPTION A 06/20/2021 WM FOR REVM 0 as/ A&E PROJECT NUMBER KHCLE-13804 DISH Wireless L.L.C. PROJECT INFORMATION ORTPA00256A 38122 HENRY OR ZEPHYRHILLS, FL 33542 SHEET TITLE EQUIPMENT DETAILS SHEET NUMBER NOT ISEO NO SCALE 1T NOT 13SEC7w sou 8 NO SCXE DISH Wiretm L LC. TBAPLATE /25/2021 RAYCAP RDIDC-9181-PF-48 DC SURGE PROTECTION (O P) J A WIRELESS MX08FRO665- 1 ANTENNA a OILAEPi5lOf#S (F9xYsxA) i6.96 x9439"x6,95` O16AEddSiOPdS (OixWxD) 72.0740.0ID4.0' 29,62 LEIS TOTAL WEIGHT 64.5 LB @i8�t RF PORTS, CONNECTOR rfPE S x 4.3-90 FEMALE DISH Vir®9os L.L.C. TEMPLATE VERSION 35 — 06/25/2021 a 0 - w O PROPOSED UNDERGROUND POWER CONDUIT (LENGTH: 4W-*-*) — EXISTING EMPTY METER SOCKIET FOR USE BY DISH Wkeim% LLC. IR — FSR FBR 2' 8' 4' 0 16' 32' DfSH Wirelow L.L.C. TEMPLATE VERSION 35 - 06/25/2021 DC POWER WIRING SI-IALL BE COLOR CODED AT EACH END FOR IDENTIFYING +24v AND -4av CONDUCTOR& RED MARIONGS SHALL IDENTIFY +24V AND BLUE MARKINGS SHALL IDENTIFY -48V I. CONTRACTOR SHALL 24SPECT THE EXISTING CONDITIM PRIOR TO SUBMITTING A BID. ANY QLJES71M ARISING DURING THE BID PERIOD IN REGARDS TO THE CONTRACTOR'S FUNIMIONS, THE SCOPE OF WOK OR ANY OTHER tssUE RELATED To THIS; PRouEar SHALL BE BROUGHT up DuFallo THE BID PERIOD wmi THE PRojEcT MANAGER FOR CLARIFICilkTION. NOT AFTER THE CONTRAOr HAS BEEN AWARDM 2- ALL ELECTRICAL WORK SHALL BE DONE IN ACCORDANCE WITH CURRENT NATIONAL ELECTRICAL OWES AND ALL STATE AND LOCAL CODES, LAWS, AND ORDINANCES PROVIDE ALL COMPONENTS AND WIRING SIM AS REQUIRED TO MEET NEC STANDARDS. 3. LOCATION OF EQUIPMENT. CONDUIT AND DEVICES SHOWN ON THE DRAWINGS ARE APPROXIMATE AND SHALL BE COORDINATED WITH FIELD CONDITIONS PRIOR TO CONSTRUCTION. 4. CONDUTT ROUGH -IN SHALL BE COORDINATED WITH THE MECHANICAL EQUIPMENT TO AVOID LOGTION CONRJM. VEFIFY WITH THE MECHANICAL EQUIPMENT CONTRACTOR AND COMPLY AS REQUIRED. 5 CONTRACTOR SHALL PROVIDE ALL BREAKERS CONDUITS AND CIRCUITS AS REQUIRED FOR A COMIPLETE SYSTEM. 6 CONTRACTOR SHALL PROVIDE PULL BOXES AND JUNCTION BOXES AS REQUIRED BY THE NEC ARTICLE 314 7 CONTRACTOR SHALL PROVIDE ALL STRAW REIJEF AND CABLE SUPPOR7S FOR ALL CAME ASSEMBUESL INSTAUATION ISHALL BE IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS AND RECOMMENDATION& 8. ALL DISCONWEM AND CONTROLLING DEVICES SHALL BE PROVIDED WITH ENGRIYED PHENOW NAMEPLATES INDICATING EQUIPMENT CONTROLLED, BRANCH CIRCUITS INSIAILED ON, AND PANEL FELD LOCATIONS FED FROM. 9. INSTALL AN EQUIPMENT GROUNDING CONDUCTOR IN ALL CONDUITS PER THE SPECIFICATIONS AND NEC 250. THE EQUIPMENT GROUNDING CONDUCTORS SHALL BE BONDED AT ALL JUNCTION BOXES, PULL BOXES, AND ALL DISCONNECT SWITCHES, AND EQUIPMENT CABINETS. 10. ALL NEW MATERIAL SHALL HAVE A U.L LABEL 11. PANEL SCHEDULE LOADING AND CIRCUIT ARRANGEMENTS REFLECT POST -CONSTRUCTION EQUIPMENT. 17- CONTRACTOR %iALL BE RESPONSIBLE FOR AS-BULT PANEL SCHEDULE AND SITE DRAWINGS. 13. ALL TRENCHES IN COMPOUND TO BE HAND DUG VAN ziimwm 77M 5701 SOUTH SANTA FE DRIVE LITTLETON, CO 80120 Kimley)))Horn REGISTRY NO. 696 421 FAYETTEVILLE ST, SUITE 6DO RALEIGH, NO 27601 I I II II io III ON OF LAW FOR ANY PERSON, 'E AtllNt—WNl@k THE DIRECTCliit— SED PROFESSIONAL ENGINEER. ALT EIS DOCUMENT. R TH CONSTRUCTION DOCUMENTS SUBMITTALS DESCRIPTION A&E PROJECT NUMBER KHCLE-13804 VARIES PER PART NUMBER SLIP JOINT (SEE CHART FOR PART NUMBER) C11 awfiviami PROOSED DISH Wirokm LLC it UNISIRUTP ----------- PROPOSED FIBER PROVIDER 1-1/4- FLEX CONDUITS FIBER PROVIDER TO TERMINATE POWER TO FIBER PROVIDER NID---- PROPOSED DISH V;rokm L.L.C. 12 AWG YMARE (6-o TAIL) PROPOSED DISH Winslow L.L.C. Ei 10 AMP DISTRIBUTION BRI m PROPOSED DISH Wiratm LLC. 12 AWG; WIRE PROPOSED DISH Wirefew LLC 1-1/2- POWER FROM CABINET TF04CH TO nS ORIGINAL CONDITIONS BY EITHER SEEDING OR SODDING GRkSS AREAS, OR REPLACING ASPHALT OR CONCRETE AREAS TO ITS ORIGINAL CROSS SECTION. 2- TRENCHING SAFETY, INCLUDING, BUT NOT LIMITED TO SOIL CLASSIFK'A'nON, SLOPING, AND SHORING, SHALL BE GOVERNED BY THE CURRENT OSHA TR04CHNO AND EXCAVATION SAFErf STANDARDS. 3. ALL CONDUITS SHALL BE INSPALLED IN COMPLIANCE WITH THE CURRENT NAMON& ELECTRIC CODE (MM) OR AS REQUIRED 9( THE LOCAL xmsDcnON, WHICHEM IS THE MOST STRINGENT. 0 �W DISH Wilrolm LLC. FIBER DISTRIBUTION P ANEI- PROPOSED DISH Wirahm L.L.C. 7 TELCO FIBER ENCLOSURE V*Skw. DISH Wirefew LLC. FIBER JUMPER TO CABINET WILL 5701 SOUTH SANTA FE DRIVE NEED TO BE TERMINATED BY LITTLETON, GO 80120 FIBER PROVIDER ON OTHER SIDE OF BULKHEAD/LC TO LC CONNECTOR WHERE CIRCUIT IS TERMINATED. hgi—um I No SCALE 1 6 Klmley>))Horn REGISTRY NO, 696 421 FAYETTEVILLE ST, SUITE 600 RALEIGH, NO 27601 W1111111,11 %% LA -Do % AZ IT IS A VICUT"QUtpill, PERSON, DI UNLESS THEY ARE DER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT, DRAWN BY: ICHECKED BY]APPROVED BY LscE--T----mCK--T RFDS REV #: - - - CONSTRUCTION DOCUMENTS SUBMrrTALS REV I DATE I DESCRIPTION 0 107/20/20211 == FM CMISIRIM11ION A&E PROJECT NUMBER KHCLE-13804 DISH Wireless L.L.C. PROJECT INFORMATION ORTPA00256A 38122 HENRY DR ZEPHYRHILLS, FL 33542 SHEET TITLE ELECTRICAL DETAILS SHEET NUMBER E-2 NO SCALE 7 1 L NO SCALE 1 8 DISH W"Iwm LLC. TEMPLATE VERSION 35 - 06/25/2021 EQLALua I NO SCALE 1 9 LLOAMOV241LUX CONDUIT SONG: AT 4OX FILL PER NEC CHAPTER 9, TABLE 4, ARTICLE 358. PROPOSED POWER PROTECTIVE CABINET ENERSYS NETWORK CABINET 0.5' CONDUIT — OA22 SO, IN AREA 1201240Y. I PH, SERVICE RATED, 0.7e CONDUIT — 0.213 SQ. IN AREA OVERALL UL LISTED POWER CENTER, 2.0® CONDUIT — 1.316 SO. IN AREA N3R, 65K/10K AIC 3.0l coNDurr — 2-907 SQ, IN AREA MAIN BREAKER WITH CABINET CONVENIENCE OUTLET CONDUCTORS (I CONDUIT): USING THWN-2, CU. 200A INTERLOCKED C04ERATOR FEED, 200A 65K AIC (3) PROPOSED J10 — 0.0211 SO. IN X 2 — 0.0422 SQ. IN 0.75' EWT CONDUITS #10 — 0.0211 SQ. 14 X I - 0.0211 SQ. IN <GROUND TOTAL — O. SQ. IN 0.5- EWT CONDW IS ADEQUATE TO HANDLE THE TOTAL OF (3) WIRES, PROPOSED 2 1 j§ CU CND, 04CWDING GROUND WIRF, AS INDICATED ABOVE. 40A , FOR RECTIFIERS I & 2 RECTIFIER CONDUCTOR�I (3 CONDUITS): LAM UL1015, CU. PROPOSED 2 #8<1W_C_U76iZ__> FOR RECTIRERS 3 & 4 #8 — 0.0552 SQ. IN X 2 - OA103 SQ. IN #8 — 0,0131 SO. IN X I - 0.0131 SQ. IN <BARE GROUND SHARED woAmu VARE �28 CU G TOTAL - 0.1234 SQ. IN �MPOSED FOR RECTIFIER 5 v 0.75' EWT CONDUIT IS ADEQUATE TO HANDLE THE TOTAL OF (3) WIRES. 04CWMNG GROUND WRIE, AS INDICATED ABOVE SPACE TIM, CU. PPC FEED CONDUCTORS (I CONDUO. USING SPACE 3/0 — 02679 SQ. IN X 3 = OMR $0. IN SPACE (1) PROPOSED #6 — 0.0507 SO. IN X I - 0.0507 SQ. IN <GROUND SPACE 0.5' EIAT CONDUIT TOTAL = 0.8544 SO. IN SPACE 3.0* SCH 40 PVC CONDUff IS ADEQUATE TO HANDLE THE TOTAL OF (4) WIRES, SPACE INCLUDING GROUNTED D WRE, AS INDICAABOVF_ PROPOSED 2 110, 1 J10 CU OND. FOR ODWENIENCE OUTLET BRANCH CIRCUIrr WIRING SUPPLYING RECTIRERS ARE TO BE RATED UL1015, 105'C� WOV, AND PVC INSULATED. IN THE SIZES SHOWN 94 THE ONE—UNE DIAWM. CONTRACTOR MAY SUBSTITUTE UL1015 WIRE FOR THWN-2 FOR CONVENIENCE OUTLET BRANCH CIRCUIT. (2 40k 2P W_AKER — SVJARE D P/N.00240 (li 20A, 2P BREAKER — SQUARE D P/N-QO220 (1) 20A, IP BREAIKER — SQUARE D P/N.QO120 11 PROPOSED ENERSYS PANEL SCHEDULE m Elm mm d.*sh 5701 SOUTH SANTA FE DRIVE LITTLETON, CO 80120 Kimley,)))Horn REGISTRY NO- 696 421 FAYETTEVILLE ST, SUITE 500 RALEIGH, NO 27601 A Uf X\ "c" IT Is A TgAZgffU THE DIRECPON OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE DOCUMENT DRAWN BY: ICHECKED BY]APPROVED, BY: LSCE I MCK --- REDS REV #: — — — CONSTRUCTION DOCUMENTS SUBMITTALS REV DATE DESCRIPTION A 1-/21/—Il ssm FOR F&EVAM 0 107/2D/2MI WJW MR CONSM=M A&E PROJECT NUMBER KHCLE-13804 DISH Wireless L.L.C. PROJECT INFORMATION ORTPA00256A 38122 HENRY DR ZEPHYRHILLS, FL 33542 SHEET TITLE ELECTRICAL ONE -LINE, FAULT CALCS & PANEL SCHEDULE SHEET NUMBER E-3 PROPOSED 0 EXOTHERMIC CONNECTION BUSS BAR!TTEST ND ROD WITH INSULATORS PROPOSED 4 12 x1/4� TINNED # SLEEVE GROUND BU MECHANICAL NECTION T� ______ #6 AWG STRANDED & INSULATED T l G � EX15'1M1tG i44VER GROUND #2 D TINNED sh ' RING (FEUD VERIFY) GROUND A BUSS BAR # BOND PROPOSED EQUIPMENT PLATFORM TO PROPOSED m��' p t A;; 1 I GROUNDING ELECTRODE E 1 5701 SOUTH SANTA FE DRIVE 4) EXISTING SST/GUY TOWER (9 NI} LITTLETON, CO 80120 BOND H-FRAME POST TO UNI-STRUT {".) ' ' / 1, GROUND94G IS SHOWN DLAGRAWMATICALLY ONLY. — - - sr- BOND ICE BRIDGE SUPPORT POSTS TO GROUND RING 2, NTRI,CTOE SH4L GROUND ALL. EWftENT AS A COMPLETE SYSTEM. GROUNDING SHaii BE IN BOND(m LLC GROUNDING AND BONDING f is) ) D . I ##2 ABiA ND r 1 3. ND IALUMINUM RING i _ I - I BELOW GRADE Kimley)))Horn REGISTRY NO. 696 # TINNED SOLID IN 1/' , ; 421 FAYETTEVILLE ST, SUITE 600 MIN. LIQUID TIGHT CONDUIT �a {} N TE RALEIGH, NO 27601 FROM 24 GRADE WITHTO CAD -WELD TERMINATION R GIB! AND 1281dG #2 a�1G SOLID COPPER, BURIED AT a DEPTH of AT LEAST 30 INCHES BELOW EX END OF I __ _ d/ B INCHES E THE LINE AND APPROXIMATELY 24 INCHES THE WALL THE ILi DUTT i MUST BE SEALED WITH SILICONE Mmm �J"f�ND I : THE ND RI BE # ND NA S LEGS, AND/OR GUY ANCHORS. WHERE SEPARATE SMEMS HAVE BEEN PROVIDED FOR THE TOWER AND THE BUILDING,AT BONDS BE THE RI D THE y ,.e BUILDINGND SYSTEM USING MINIMUM #2 AWG SOLID COPPER CONDUCTORS.+ t C iOt-utlS RIB 12 AWG STRANDED I INSULATED COPPER CONDUCTOR E GENDED AROUND THE � 7 � a ` jam PERIMETER OF THE`EQUiPMENT AREA, ALL NON-TELEGOMMUNICaTIONS RELATED METALLIC OBJECTS FOUND BOND EQUIPMENT AS � WITHIN A SITE SHALL BE GROUNDED TO THE INTERIOR GROUND RING WITH #6 AWG STRANDED GREEN GROUNDREQUIRED BY MANUFACTURER INSULATED CONDUCTOR. -0 PROPOSED EQUIPMENT RING TO Did #2A0. €TNNED COPPER WIRE PRIMARY BONDS SHALL BE - ' EXISTING TOWER GROUND RING AL 2) °PROVIDED AT LEAST AT FOUR POINTS ON THE NrERIOR GROUND MW LOCATED AT THE CORNERS OF THEIM UL LISTED COPPER CLAD STEE1- MINIMUM 2 DIAMETER fff EIGHT FEET LONG MOUND � aLf 1jTYIOAL EQUIPNT kONO PLAN CBE IGROUND TO � GROUND RING CONDUCTIM. _ ----------- v q nil, N TPOINT REFERENCE U IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS UNLESS THEY ARE ACTING UNDER THE DIRECTIONt S L #2 La OF A LICENSED PROFESSIONAL ENGINEER, 1. ANTENNAS AND OVP SHOWN ARE GENERIC AND COPPM CONDUCTORS. BOND TO GROUND (2) #2 SOLID TINNED TO ALTER THIS DOCUMENT, REFERENCING, TO A CI a„ay ea aTP AND BAR: BOND TO ND RINGDRAAiN BY: CHECKED BY: APPROVED BY: MANUONLY THIS La �G INSULATED CT WHEN A HAT TE AND A #2 GROUND E BOTH THE GROB MUST BE CONNECTED TO THEHATCH-PLATE AND TO THE INTERIOR GROUND RINGLSCE MCK (2)USING TWO #2 AWG STRANDED GREEN INSULATED CONDUCTORS EACH. RFDS REV #: a (DEXTERIOR C+LE ENTRY PORT GROUND BBRS: LOCATED AT THE ENTFFICE TO THE CELL SITE BUILDING. BOND --- TO GROUND RING .WITH A #2 AWG SOLID TINNED COPPER CONDUCTORS WITH AN EXOTHERMIC WELD AND --- #2 A STRANDED INSPECTION CONSTRUCTION COPPER GREEN INSULATED ) DOCUMENTS � T� CO SNo ND rD R ND UND , t P UPPER GROUND BAR FRAM IMTNd;: THE BONDING POINT FOR TELECOM EQUIPMENT FRAMES SHALL BE THE GROUND BUS THAT SUBMITTALS i D tT � IS NOT MATED FROM THE EQUIPMENTS METAL. FRAMEWORK. REV DATE DESCRIPTION i T METAL FRab#ES, CABINETS AND INDfIADUAi. METALLIC UNITS LOCATED WITH THE AREA A 06/29/Z21 I FOR FZ" OF THE INTERIORD ND RING IRE A #6 AWG DED LATED D TO THE 0 gip s , f ��t 0 GATE : METAL IN T OF THE ND RING ! TO THE EXTERIOR GROUND RING SHALL BE BONDED TO THE GROUND R14G WITH A #2 a WG SOLID i I jTINNED COPPER CONDUCTM AT AN INTERVAL NOT EXCEEDING 25 FEET. BONDS SHALL BE MADE AT EACH # TGATE POST AND ACROSS GATE OPENINGS. tTNtT €5S MEIALLIC OBJECTS, EXTERNAL TO OR MOUNTED TO THE BURDING, SHALL BE BONDED D #2 WIRE A&E PROJECT NUMBER PROPOSED BUSS BAR TO THE / INSULATORS (TYP) tiJ � KHCLE-13804 EACH ICE BRIDGE LEG SHAD. BE BONDED TO THE GROUND RING WITH #2 AWG BARE PROPOSED 4"x6°SiE/4" TINNED' CON EXOTHERMICAT THE LEG BURIED DISH Wireless L,L:C. GROUNDTINNED COPPER CTOR RING.PROJECT INFORMATION DURING ALL TIC POWER SYSTEM CHANGES INCLUDING DISTRIBUTION DC E FIB ERY ADDITIO114% BATTERY REPLACEMENTS AND ORTPA00256A OR ADDITIOW BREAKER INSTALLATIONS OR CHANGES TO TIC CONVERTER SYSTEMS Tr SHALL BE REQUIRED THAT SERVICE 38122 HENRY DR CONTRACTORS MASTER TIC SYSTEM REURN GROUND CONDUCTOR FROM HE DO POWER DIALL DO POWER SYSMAS An EQUIPPED WITH RECTLY CONNECTED TO THE CELL SITE ZEPHYRHILLS, EL 33542 1 iREUrERENCEGROUND BAR t t IS TO Y BONDED TO TOWER STEEL SHEET TITLE REFER GROUNDING PLANS T® W# LLB. LADING AND NOTES SHEET NUMBER TYPICAL ANTENNA I �N NG 2 €;N IN 14 X �$ TE 3 DISH Wirelow L.L.C. TEMPLATE VERSION 35 - 06/25/2021 OW Wirokm LLC, TEMPLATE VMM 35 06/25/2021 EXTERNAL CLOSED BARREL, FOR ALL BLACK MEAT CONDUCTOR INSULATION TO EXTERNAL INSPECTION WINDOW IN CLEAR NEAT CONDUCTOR INSULAMON TO TOOTHED EXTERIOR TWO -HOLE SHRINK UV BUTT UP AGAINST THE TOOTHED BARREI, REQUIRED SHRIN BUTT UP AGAINST THE 1, EXOTHERMIC (2) #2 AWG BARE TINNED SOLID COPPER CONIXXTORS TO GROUND CONNECTORS RATED CONNECTOREL ALL ICONNECTOR BAIL ROM CONDUCTORS TO BURIED GROUND RING AND PROVIDE PAR41M EX IC CONNECTORS 3/8' DIA x1 1/2' 3/r DIA st 1/2' 2, ALL EXTE1WR GROUNDING HARDWARE SHALL BE STAINLESS STEEL 3/8' DIAMETER OR LARGER. d.sh ALL HARDWARE 18-8 STAINLESS STEEL INCLUDING COCK WASHERS, COAT ALL SURFACES WITH AN ANTI -OXIDANT COMPOUND BEFORE MATING, S/S NUT S/S NUT 3. FOR GROUND BOND TO STEEL ONLY. COAT ALL SURFACES WITH AN ANTI-OXIDAW COMPOUND BEFORE MATING. S/S LOCK S/S LOCK WASHER WASHER 4. I GROUNDING AT A ALWAYS CT ND — — — -----_ _ e_—_— 5701 LlrTL£LETNToN, O H012o FE DRIVE DOWN TO N S/S T j / S/S FLAT CGO 6. NUT & WkSHER SHALL BE PLACED ON THE FRONT SIDE OF THE GROUND BAR AND BOLTED ON WASHERWASHER" THE BACK SIDE .__—---_—__ TINNED —_------- Tf ED PPER 8.ALL GROUNDINGPARTS AND EQUIPMENT TO BE SUPPLIED AND INSTALLED BY CO S/S FLAT GROUNDING BAR J� S/S T GROUNDING� _—_____ WASHER — WASHER 7. THE BCE F ND ASREQUIRED. L -__ ___ _______ 8.ENSURE THE WINE INSULATION TERMINATIONis wnHN 1/8' OF THE BARREL (NO SHINERS). S/S BOLT S/S DOLT m (1 OF 2) (1 OF 2) Kimley)))Horn 1/18' MINIMUM SPACING 1]71/18' MINIMUM SPACING REGISTRY NO. 696 421 FAYETTEVILLE ST, SUITE 600 RALEIGH, NC 27601 TYPICAL GROUNDING NOTES NO SCALE� TYPICAL, EXTERIOR TWO HOLE LUG NO SCALE 2 TYPICAL INTERIOR TWO HOLE --LIDO NO SCALE3 yti� NO /y,., MINIMUM OF 3 TN S/S BOLT ) TO BE ABLE (IYP) S/S SPLIT WASHER (TYP) -0 on S/S FIAT WASHER (TYP) 1 _.._ 2TINNED SOLID CMOPPER 46 LUG (TYP) TIN COATED SOLID S/S FLAT WASHER {IYP)7 N�t COPPER BUS SM S/S NUT oyp) IT IS A VIOLATION OF LAW FOR ANY PERSON. UNLESS THEY ARE A'-MNG UNDER THE DIRECTION CHERRY INSULATOR OF A LICENSED PROFESSIONAL ENGENEER, IF I TO ALTER THIS DOCUMENT. DRAWN BY: CHECKED BY: APPROVED BY: LSCE IRCK --- RFDS REV #: --- CONSTRUCTION DOCUMENTS LUG DETAIL SCALE� NQJ NO SCALE$ T CEONO SCALE 6 SUBMITTALS REV DATE DESCRIPTION A /29t 0 07/20t A&E PROJECT NUMBER KHCLE-13804 DISH Wireless L.L_C. PROJECT INFORMATION ORTPA00256A 38122 HENRY DR ZEPHYRHILLS, FL 33542 SHEET TITLE GROUNDING DETAILS SHEET NUMBER SOT t�SENO SCALE7 OTNO SCALE$ NO USEDNO SCALE 9 DISH WffeW= L.L.C. TE W - /25/2021 ale TAPE WIDTHS INITH 31e SPACING LOW -BAND RRH - (6OOMHz N71 BASEBAND) + (85OMHz N25 BAND) + (70OMHz N29 BAND) - OPTIONAL PER MARKET ADD FREQUENCY COLOR TO SECTOR BAND (CBRS WILL USE YELLOW BANDS) MID -BAND RRH (AWS BANDS N66+00) ADD FREQUENCY COLOR TO SECTOR BAND (CBRS WILL USE YELLOW BANDS) HYBRID/DISCREET CABLES EXAMPLE 1 EXAMPLE 2 EXAMPLE 3 INCLUDE SECTOR BANDS BEING SUPPORTED ALONG WITH FREQUENCY BANDS Il Zook EXAMPLE 1 - HYBRID, OR DISCREET, SUPPORTS ALL SECTORS, BOTH LOW -BANDS AND MID -BANDS YELLOW EXAMPLE 2 - HYBRID, OR DISCREET, SUPPORTS CBRS ONLY, ALL SECTORS FIBER JUMPERS TO RRH: LOW BAND: RRH HK;H BAND RRH LOW BAND RRH HIGH BAND RRH LOW BAND RRH HIGH BAND RRH LOW -BAND RRH FIBER CABLES HAVE SECTOR STRIPE ONLY I I I I I POWER CABLES TO RRH a LOW B40 RRH HX;H BAND RRH LOW BAND RRH HIGH aW RRH LOW am MIN HIGH am RAIN LOW -BAND RRH POWER CABLES HAVE SECTOR STRIPE ONLY RET MOTORS AT ANTENNAS ANTENNA I ANTENNA I AWENNA I ANTEN14 I ANTENNA 1 ANTENNA 1 LOW BAND/ HIGH BAND/ LOW BAND/ / LOW BAND/ HIGH BAND/ "IN* IN* "IN" MICROWAVE RADIO LINKS FORWARD AZIMUTH OF 0120 DEGREES FORWARD AZIMUTH OF 120-240 DEGREES FORWARD AZIMUTH OF 240-360 DEGREES LINKS WILL HAVE A 1.55-2 INCH WHITE WRAP WITH PRIMARY SECONI)ARY PRIIMW SECONDARY PRIMARY SECONDkRY THE AZIMUTH COLOR OVERLAPPING IN THE MIDDLE. ADD ADDITIONAL SECTOR COLOR BANDS FOR EACH OEM ADDITIONAL MW RADIO. vakiIIE WH WHITE m Nr Am WHITE A -7 MICROWAVE CABLES WILL REQUIRE P-TOUCH LABELS INSIDE THE CABINET TO IDENTIFY THE WHITE' WHITE WHITE LOCAL AND REMOTE SITE D'S Ni ma- WHrrE WHrTE WHITE RE CABLE DOLOR CODES NO SCALE DISH V"km LLC, TEMPLATE VERSION 35 - 06/25/2021 LOW EIANDS (NI AXIS CF71ONAL — (N29) (NW+N7O+H—SLOCK) I FIg/ga.gogn RM!, wk`wm_ CERS TECH NEGATIVE SLANT PORT 5701 SOUTH SANTA FE DRIVE (3 GH4 ON ANT/RRH LITTLETON, CO 80120 ALPHA SECTOR BETA, SECTOR C"MA SECTOR Kimley)))Horn 019*1 0 0 mov g g; mV REGISTRY NO, 696 421 FAYETTEVILLE ST, SUITE 600 RALEIGH, NC 27601 COLOR l�ENTIF6ERNO SCALE 2 IT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LJCENSED PROFESSIONAL ENGINEER, To ALTER THIS DOCUMENT. F_;��KED BYDRAWN BYJ:F�C i7c Y.: APPROVED BY: LSCE 1 MCK-1 --- REDS REV #: --- CONSTRUCTION DOCUMENTS HOL-um NO SCALE 3 SUBMITTALS REV DATE DESCRIPTION A 0/29/2021 W= FOR REYM 0 07/20/2021 MUED FOR CONWRIUMM A&E PROJECT NUMBER KHCLE-13804 DISH Wireless LL.C, PROJECT INFORMATION ORTPA00256A 38122 HENRY DR ZEPHYRHILLS, FL 33542 SHEET TITLE RIF CABLE COLOR CODE SHEET NUMBER 4-1 RFA NO SscmLE MECHANICAL CONNECTION EXOTHERMIC CONNECTION CHEMICAL ELECTROLYTIC GROUNDING SYSTEM SINGLE POLE SWITCH DUPLEX DUPLEX GFOI RECEPTACLE FLUORESCENT LIGHTING FIXTURE (2) T6 SMOKE DETECTION (DC) EMERGENCY LIGHTING (DC) SECURITY LIGHT W LL LED-1-254W/51K-SR4-12O-PE-DDBTXD K FENCE IRON FENCE WALL RE LEASE AREA E (PL) SETBACKS ICE BRIDGE CABLE Y WATER LINE UNDERGROUND POWER UNDERGROUND TELCO OVERHEADOVERHEAD POWER UNDERGROUNDTELCO/POWER GROUNDABOVE POWER ABOVE GROUND TELCO ABOVE GROUNDTEIM/POWER WORKPOINT 0 T Is F x x x x ------------------------- 77 —W—W—W—W—W— UGP ® P— — ®= — UGT UGT — UGTIP — UGTIP - - /P -- UGT/P — — P — — AGP —° AGT/P /P — /P — /P W.P. XX X-X ■ DISH Wirciam L.LC. TEMPLATE VERSION W - 06/25/ 1 AB ANCHOR T IN INCH INTERIOR AC ALTERNATING CURRENT LB(S) ND(S) ADDITIONALADDL IF LINEAR AFF ABOVE FINISHED FLOOR LTE LONG TERM EVOLUTION AFG ABOVE FINISHED GRADE MAS MASONRY NO LEVEL MAX MAXIMUM AID AMPERAGE INTERRUPTION CAPACITY M9 MACHINE BOLT ALUM ALUMINUM ALT ALTERNATE MFR MANUFACTURER ANT ANTENNA MOB MASTER GROUND BAR APPROX APPROXIMATE MIN MINIMUM ARCH ARCHITECTURAL MISC MISCELLANEOUS ATS AUlmmAnc TRANSFER SWITCH MTL 9METAL. A BAT' BATTERY MIN MICEMAVE Bm BUILDING NATIONAL ELECTRIC CODE BLOCK NM NEWTONBILK METERS BLOCKING NO. NUMBERam SIM am III NUMBER ETC RARE TINNED COPPER CONDUCTDR NTS NOT TO SCALE EK)F BOTTOM OF FOOTING DO ON -CENTER CAB CABINE7 OSHA OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION CANT CANTILEVERED OPNG OPENING ONG CHARGING P/C PRECAST CONCRETE CLG CEIIm PCs PERSONAL COMMUNICATION SERVICES PRIMARY CONTROL UNIT COLUMN PRO PRIMARY RADIG ET COMMCOL PP POLARIZING PRESERVING CONC CONCRETE PSF POUNDS PER SOUARE FOOT CONSTR CONSTRUCTION PSI POUNDS PER SQUARE INCH DELL DOUBLE PT PRESSURE TREATED DC DIRECT CURRENT PAIR POWER NET QUANTITY OF DOUGLAS FIR RAD US DIA DIAMETER RECT RECTIFIER DAG DIAGONAL DIM DIMENSION RE3NF REINFORCEMENT DING DRAWING REWD REQUIRED OWL DOWEL Ek H REr REMOTE ELECTRIC TILT RIF RADIO FREQUENCY EC ELECTRICAL CONDUCTOR E ELEVATION RMC RIGID METALLIC CONDUIT RRH REMOTE RADIO HEAD ELEC ELECTRICAL- RRU REMOTE RADIO IT TUBING END ENGINEER RWY AY SON LE ECt EQUAL SHEET EXTERIOREXT INTEGRATEDSIAD SMART EN EACH WAY Sim SIMILAR SPEC SPECIFICATION FAB FABRICATION FF FINISH FLOOR SO SQUARE FG FINISH GRADE SS STAINLESS STEEL FIF FACILITY INTERFACE FRAME STD STANDARD FIN FIN (ED) STEEL TEMSTIL TEMPORARY FLR FLOOR THK THICKNESS FDN FOUNDATION FIER FOC FACE CONCRETE TN TOE L F F MASONRY TOA TOP OF ANTENNA FOS FACE OF STUD Toc TOP OF CURB FOW FACE OF WALL TOF TOP OF FOUNDATION FS FINISH SURFACE TOP TOP OF PLATE (P F7 FOOT FIG FOOTING TOS TOP OF STEEL GA GAUGE TOW TOP OF WALL GENERATOR 7VSS TRANSIENT SUPPRESSION VOLTAGEGEN GFCI GROUND FAULT CIRCUIT' INTERRUPTER UG UNDERGROUND E LAMINATED, BEAM UL UNDERWRITERS LABORATORY GLV GALVANIZED UNO UNLESSCPS GLOBAL POSITIONING SYSTEM UMTS UNNIERSAL. MOBILE TELECOMMUNICATIONS D GROUND GEN GLOBAL FM FOR MOBILE UPS UNITERRUPTIBLE POWER SYSTEM (DC POWER PLANT) HOG HOT DIPPED GALVANIZED VIF VERIFIED IN FIELD NOR HEADER W WIDE HGR HANGER Wf HVAC HEAT/VENTILATION/AtR CONDITIONING WD WOOD HT H INTERIORIGR ABBREVIATIONS 5701 SOUTH SANTA FE DRIVE LITTLETON, CO 50120 KlmleylMorn REGISTRY NO. 695 421 FAYETTEVILLE ST, SUITE 600 RALEIGH, NO 27601 '' E 41 ��e ..� € 7--'-) .� d Q �4022 TT IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. SUBMITTALS REV I DATE DESCRIPTION a oe/za aED FOR REM 0 07/20s A&E PROJECT NUMBER K HCLE-13804 DISH Wireless LLC, PROJECT INFORMATION ORTPA00256A 38122 HENRY DR ZEPHYRHILLS, FL 33542 SHEET TITLE LEGEND AND ABBREVIATIONS SHEET NUMBER #[ 1.FOR THE PURPOSE OF CONSTRUCTION DRAWING, THE FOLLOWING DEFINITIONS SHALL APPLY- ti t r 5701 SOUTH SANTA FE DRIVE LITTLE ON, CO 8012D a REGISTRY NO. 696 421 FAYETTEVILLE ST, SUITE 600 RALEIGH, NC 27601 0 % m ti ✓' � H IS A VIOLATION OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. DRAWN BY: ICHECKED BY: I,APPROVE6 SY. RFDS REV #: — — — I REV I SUBMITTALS DATE DESCRIPTION "/2MI I WIED PER MWN A&E PROJECT NUMBER K€1CLE-13804 DISH Wireless L.L.C. PROJECT INFORMATION ORTPA00256A 38122 HENRY DR ZEPHYRHILLSs FL 33542 SHEET TITLE GENERAL NOTES SHEET NUMBER CONCR �(��Iu S. D EINFQ,B� 1. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE ACI 301, ACI 315, ACI 336, ASTM A164, ASTM A185 AND THE DESIGN D CONSTRUCTION SPECIFICATION FOR CAST -IN -PLACE CONCRETE. 2. UNLESS NOTED OTHERWISE, SOIL BEARING PRESSURE USED FOR DESIGN OF SLABS AND FOUNDATIONS IS ASSUMED TO BE 1000 psf. 3. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESS (f c) OF 3000 psi AT 26 DAYS, UNLESS NOTED OTHERWISE. NO MORE THAN 90 MINUTES SHALL ELAPSE FROM BATCH TIME TO TIME OF PLACEMENT UNLESS APPROVEDTHE ENGINEER OF RECORD. TEMPERATURE OF CONCRETE SHALL NOT EXCEED 9(rf AT TIME OF PLACEMENT. 4, CONCRETE EXPOSED TO FREEZE -THAW CYCLES SHALL CONTAIN AIR ENTRAINING ADMIXTURES. AMOUNT OF AIR ENTRAINMENT TO BE BASED ON SIZE OF AGGREGATE AND F3 CLASS EXPOSURE (VERY SEVERE). CEMENT USED TO BE TYPE If PORTLAND CEMENT WITH A MAXIMUM WATER -TO -CEMENT RA110 (/C) OF 0.45. 5. ALL STEEL REINFORCING SHALL CONFORM TO ASTM A615. ALL WELDED WIRE FABRIC ( F) SHALL CONFORM TO ASTM A165. ALL SPLICES SHALL BE CLASS "B" TENSION SPLICES, UNLESS NOTED OTHERWISE. ALL HOOKS SHALL BE STANDARD 90 DEGREE HOOKS, UNLESS NOTED OTHERWISE. YIELD STRENGTH (Fy) OF STANDARD DEFORMED BARS ARE AS FOLLOWS: #4 BARS AND SMALLER 40 ksI #5 BARS AND LARGER 60 ksi 6. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCING STEEL UNLESS SHOWN OTHERWISE ON DRAWINGS: ® CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" CONCRETE EXPOSED TO EARTH OR WEATHER: #6 BARS AND LARGER 2" ® #5 BARS AND SMALLER 1-1/2" ® CONCRETE NOT EXPOSED TO EARTH OR WEATHER: ® SLAB AND WALLS 3/4" " BEAMS AND COLUMNS 1-1/2" 7. A TOOLED EDGE OR A 3/4" CHAMFER SHALL BE PROVIDED AT ALL EXPOSED EDGES OF CONCRETE, UNLESS NOTED OTHERWISE, IN ACCORDANCE WITH 1301 SECTION 4.2.4. ZLEMQ6LJNaLN.LAUQN_NQ1M- 1. PERFORMEDR, 2. FEDERAL, STATE, AND LOCAL CODES/ORDINANCES. JURISDICTION.AND TRIP HAZARDS ARE ELIMINATED. 3. WIRING, RACEWAY AND SUPPORT METHODS AND MATERIALS SHALL COMPLY WrTH THE REQUIREMENTS OF THE NEC. 4. ALL CIRCUITS SHALL BE SEGREGATED AND MAINTAIN MINIMUM CABLE SEPARATION AS REQUIRED BY THE NEC. 4.1. ALL EQUIPMENT SHALL BEAR THE UNDERWRITERS LABORATORIES LABEL OF APPROVAL, AND SHALL CONFORM TO REQUIREMENT OF THE NATIONAL ELECTRICAL CODE. 4.2. ALL OVERCURRENT DEVICES SHALL HAVE AN INTERRUPTING CURRENT RATING THAT SHALL BE GREATER THAN THE SHORT CIRCUIT CURRENT TO WHICH THEY ARE SUBJECTED, 22,000 AIC MINIMUM. VERIFY AVAILABLE SHORT CIRCUIT CURRENT DOES NOT EXCEED THE RATING OF ELECTRICAL EQUIPMENT IN ACCORDANCE WITH ARTICLE 110.24 NEC OR THE MOST CURRENT ADOPTED CODE PRE THE GOVERNING EVERY5. EACH END OF POWER PHASE CONDUCTOR, GROUNDING CONDUCTOR, COLOR-CODEDLABELED WITH EQUAL). THE IDENTIFICATION METHOD SHALL CONFORM 6. ALL ELECTRICAL COMPONENTS SHALL BE CLEARLY LABELED WITH LAMICOID TAGS O. CONFIGURAITON, BRANCH POWER7. PANEL BOARDS (to NUMBERS) SHALL BE CLEARLY LABELED WrTH PLASTIC LABELS. 8. ITE WRAPS ARE NOT ALLOWED. 9. ALL sUND WIRING IN TUBING OR CONDUIT SHALL BE SINGI F COPPER#:DUCTOR (#14 OR WITH TYPE THHW. THWN, THWN-2, XHHW, XHhW-2, THW, THW-2. RHW, OR RHW2 INSULATION UNLESS OTHERWISE SPECIFIED. 10. SUPPLEMENTAL EQUIPMENT GROUND WIRING LOCATED INDOORS SHALL BE SINGI E COPPER CONDUCTOR (#6 OR LARGER) WITH OR RHW-2 INSULATION UNLESS OTHERWISE SPECIFIED. POWERit AND CONTROL FLEXIBLER BE MUL11-CONDUCTOR, TYPE SCOW D (#14 OR LARGER) UNLESS OTHERWISE 12. POWER AND CONTROL WIRING FOR USE IN CABIETRAY SHALL BE MULTI -CONDUCTOR, TYPE TC CABIE (#14 OR LARGER), WITH COMPRESSIONTYPE THHW, THWN, THWN-2, XHHW, XHHW-2, THW, THW-2, RHW. OR RHW-2 INSULA11ON UNLESS OTHERWISE SPECIFIED. 13. ALL POWER AND GROUNDING CONNEC11ONS SHALL BE CRIMP -STYLE, BY THOMAS AND BETTS (OR EQUAL). LUGS AND WIRE NUTS SHALL BE RATED FOR oPERAnON,. TUBING14. RACEWAY AND CABI F TRAY SHALL BE LISTED OR LABELED FOR ELECTRICAL USE IN ACCORDANCE WITH NEMA, UL, ANSI/IEEE AND 15. ELECTRICAL METALLIC fCONDUIT EXPOSED INDOOR LOCATIONS. VIBRATION17. SCHEDULE 40 PVC UNDERGROUND ON STRAIGHTS AND SCHEDULE 80 PVC FOR ALL ELBOWS/90s AND ALL APPROVED ABOVE GRADE PVC CONDUIT. 18. LIQUID -TIGHT FLEXIBLE METALLIC CONDUIT (LIQUID-TITE FLEX) SHALL BE USED INDOORS AND OUTDOORS, WHERE OCCURS OR FLEXIBILITY IS NEEDED. THREADED19. CONDUIT AND TUBING FITTINGS SHALL BE COMPRESSION -TYPE_ THE LOCATION USED. SCREW FITTINGS ARE NOT ACCEPTABLE 20. CABINETS, BOXES AND WIRE WAYS SHALL BE LABELED FOR ELECTRICAL USE IN ACCORDANCE WITH NEMA, UL, ANSI/IEEE AND THE 21. WIREWAYS SHALL BE METAL WITH AN ENAMEL FINISH AND INCLUDE A HINGED COVER, DESIGNED TO SWING OPEN DOWNWARDS 22. SLOTTED WIRING DUCT SHALL BE PVC AND INCLUDEOR EQUAL). PARALLEL23, CONDUITS SHALL BE FASTENED SECURELY IN PLACE WITH APPROVED NON -PERFORATED STRAPS AND HANGERS. EXPLOSIVE DEVICES I(ii.e. POWDER -ACTUATED) FOR ATTACHING HANGERS TO STRUCTURE WILL NOT BE PERMITTED. CLOSELY FOLLOW THE LINES OF THE STRUCTURE, MAINTAIN CLOSE PROXIMITY TO THE STRUCTURE AND KEEP CONDUITS IN TIGHT ENVELOPES. CHANGES IN DIRECTION TO ROUTE AROUND OBSTACLES SHALL BE MADE wrrH CONDUIT OUTLET BODIES. CONDUIT SHALL BE INSTALLED IN A NEAT AND WORKMANLIKE BOXESOBSTRUCTIONS. ENDS OF CONDUITS SHALL BE TEMPORARILY CAPPED FLUSH TO FINISH GRADE TO PREVENT CONCRETE, PLASTER OR DIRT FROM ENTERING. CONDUITS SHALL BE RIGIDLY CLAMPED TO ,, LOCATIONS.MALLEABI F IRON LOCKNUT ON OUTSIDE AND INSIDE. 24. EQUIPMENT CABINETS, TERMINAL BOXES, JUNCTION BOXES AND PULL BOXES SHALL BE GALVANIZED OR EPDXY -COATED SHEET STEEL SHALL MEET OR EXCEED UL 50 AND BE RATED NEMA I (OR BETTER) FOR INTERIOR LOCATIONS AND NEMA 3 (OR BETTER) FOR EXTERIOR BOXES25. METAL RECEPIACLESWITCH AND DEVICE NONMETALLICEXCEED UL 514A AND NEMA OS 1 AND BE RATED NEMA 1 (OR BETTER) FOR INTERIOR LOCATIONS AND WEATHER PROTECTED (WP OR BETTER) FOR ExrERIOR LocAnoNs. 26. E RATED INTERIORNEMA 1 (OR BETTER) FOR LOCATIONS. 27, THE CONTRACTOR SHALL NOTIFY AND OBTAIN NECESSARY AUTHORIZA11ON FROM THE AND/OR DISH Wireless LLC. AND • ♦ DISTRIBUTION Y 28. THE CONTRACTOR SHALL PROVIDE NECESSARY TAGGING ON THE BREAKERS, CABLES AND WITH THE APPLICABIE CODES AND STANDARDS TO SAFEGUARD LIFE AND PROPERTY. 29. INSTALL LAMICOID LABEL ON THE METER CENTER TO SHOW *of 5701 SOUTH SANTA FE DRIVE LITTLETON, CO 80120 Kimley)))Horn REGISTRY NO, 696 421 FAYETTEVILLE ST, SUITE 600 RALEIGH, NO 27601 81 4'A DID �� t h 77, .:4 e n 9 IS A VIO AMOK OF LAW FOR ANY PERSON, UNLESS THEY ARE ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS DOCUMENT. DRAWN BY: ICHECKEE tSCE RACK REDS REV #: SUBMITTALS REV DATE DESCRIPTION A Osda�/xvzs fDR FIVEN o as A&E PROJECT NUMBER KHCLE-13804 DISH Wireless L.L.C. PROJECT INFORMATION ORTPA00256A 35122 HENRY DR ZEPHYRHILLS, FL 33542 SHEET TITLE GENERAL MOTES SHEET NUMBER DISH Welem LLG. TEMPLATE - /25/2021 SOUNDING NO 1. ALL GROUND ELECTRODE SYSTEMS (INCLUDING TELECOMMUNICAMON, RADIO, LIGHTNING PROTECTION D AC POWER GES-S) SHALL BE BONDED TOGETHER AT OR BELOW GRADE, BY TWO OR MORE COPPER BONDING CONDUCTORS IN ACCORDANCE WITH THE NEC. 2. E CONTRACTOR SHALL PERFORM IEEE FALL -OF -POTENTIAL RESISTANCE TO EARTH TESTING (PER IEEE 1100 AND 81) FOR GROUND ELECTRODE SYSTEMS, THE CONTRACTOR SHALL FURNISH AND INSTALL SUPPLEMENTAL GROUND ELECTRODES AS NEEDED TO d s h ACHIEVE A TEST RESULT OF 5 OHMS OR LESS. 3. THE CONTRACTOR IS RESPONSIBLE FOR PROPERLY SEQUENCING GROUNDING AND UNDERGROUND CONDUIT INSTALLATION AS TO wwa PREVENT ANY LOSS OF CONTINUITY IN THE GROUNDING SYSTEM OR DAMAGE TO THE CONDUIT AND PROVIDE TESTING RESULTS. 4. METAL CONDUIT AND TRAY SHALL BE GROUNDED AND MADE ELECTRICALLY CONTINUOUS WITH LISTED BONDING FITTINGS OR BY 5701 SOUTH SANTA FE DRIVE BONDING ACROSS THE DISCONTINUITY WITH #6 COPPER WIRE UL APPROVED GROUNDING TYPE CONDUIT CLAMPS. LITTLETON, CO 80120 5. METAL RACEWAY SHALL NOT BE USED AS THE NEC REQUIRED EQUIPMENT GROUND CONDUCTOR. STRANDED COPPER CONDUCTORS WITH GREEN INSULATION, SIZED IN ACCORDANCE WITH THE NEC, SHALL BE FURNISHED AND INSTALLED THE POWER CIRCUITS TO EITS EQUIPMENT. 6. EACH CABINET FRAME SHALL BE DIRECTLY CONNECTED TO THE MASTER GROUND BAR WITH GREEN INSULATED SUPPLEMENTAL EQUIPMENT GROUND WIRES, #6 STRANDED COPPER OR LARGER FOR INDOOR ; #2 BARE SOLID TINNED COPPER FOR OUTDOOR BTS. 7. CONNECTIONS TO THE GROUND BUS SHALL NOT BE DOUBIED UP OR STACKED BACK TO BACK CONNECTIONS ON OPPOSITE SIDE Kimleys Horn OF THE GROUND BUS ARE PERMITTED. 8. ALL EXTERIOR GROUND CONDUCTORS BETWEEN EQUIPMENT/GROUND BARS AND THE GROUND RING SHALL BE #2 SOLID TINNED REGISTRY NO, 696 COPPER UNLESS OTHERWISE INDICATED. 421 FAYEiTEVILLE ST, SUITE 600 RALEIGH, NC 27601 9. ALUMINUM CONDUCTOR OR COPPER CLAD STEEL CONDUCTOR SHALL NOT BE USED FOR GROUNDING CONNECTIONS. SUPP02TED. IT. EXOTHERMIC WELDS SHALL BE USED FOR ALL GROUNDING CONNECTIONS BELOW GRADE. AA1111 11111%,, 12. ALL GROUND CONNECTIONS ABOVE GRADE (INTERIOR AND EXTERIOR) SHALL BE FORMED USING HIGH PRESS CRIMPS. A ' �e� 13. COMPRESSION GROUND CONNECTIONS Y BE REPLACED BY EXOTHERMIC CONNECTIONS. �� '�� ,�' � 14. ICE BRIDGE BONDING CONDUCTORS SHALL BE EXOTHERMICALLY BONDED OR BOLTED TO THE BRIDGE AND THE TOWER GROUND No ;7 BAR. 15. APPROVED ANTIOXIDANTCOATINGS (i.e. CONDUCTIVE GEL OR PASTE) SHALL BE USED ON ALL COMPRESSION AND BOLTED GROUND CONNECTIONS._ , 16. ALL EXTERIOR GROUND CONNECTIONS SHALL BE COATED WITH A CORROSION RESIST Tsz o,.. m - 17. MISC EOUS ELE 1 D NON-ELECTRICALMETAL BOXES, ES D SUPPORTSS BE BONDED TO THE GROUND ' RING, IN ACCORDANCE WITH THE NEC. H 1 �` 18. BOND ALL METALLIC OBJECTS IN 6 fL OF MAIN GROUND RING W (1) #2 BARE SOLID TINNED COPPER GROUND°? CONDUCTOR. IT S A , 4 19. GROUND CONDUCTORS USED FOR THE FACILITY GROUNDING AND LIGHTNING PROTEC71ON SYSTEMS SHALL NOT BE ROUTED UNLESS THEY ARE 19 I > THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, THROUGH METALLIC OBJECTST FORM A RING AROUND THE CONDUCTOR, SUCH METALLIC CONDUITS, MET SUPPORT CLIPS OR TO ALTER THL� DOCUMENT - SLEEVES THROUGH WALLS OR FLOORS. WHEN IT IS REQUIRED TO BE HOUSED IN CONDUIT TO MEET CODE REQUIREMENTS OR LOCAL DRAWN BY: CHECKED BY: PROVED B't CONDITIONS, NON-METALLIC TER SUCH CONDUIT S BE USED. WHERE USE OF METAL CONDUIT IS UNAVOIDABLE (i.e., NONMETALLIC CONDUIT PROHIBITED BY LOCAL CODE) THE GROUND CONDUCTOR SHALL BE BONDED TO EACH END OF THE METAL CONDUIT. LSCE MCK --- 20. ALL GROUNDS THAT TRANSITION FROM BELOW GRADE TO ABOVE GRADE MUST BE #2 BARE SOLID TINNED COPPER IN 3/4m REDS REV #: --- NON-METALLIC, FLEXIBLE CONDUIT FROM 24- BELOW GRADE TO WITHIN 3- TO 6- OF CAD -WELD TERMINATION POINT. THE EXPOSED END OF THE CONDUIT MUST BE SEALED WITH SILICONE CAULK. (ADD TRANSITIONING GROUND STANDARD DETAIL AS WELL). CONSTRUCTION 21. BUILDINGS ERE THE MAIN GROUNDING CONDUCTORS ARE REQUIRED TO BE ROUTED TO GRADE, THE CONTRACTOR SHALL ROUTE DOCUMENTS O GROUNDING CONDUCTORS FROM THE ROOFTOP, TOWERS, AND WATER TOWERS GROUNDING RING, TO THE EXISTING GROUNDING SYSTEM, THE GROUNDING CONDUCTORS SHALL NOT BE SMALLER THAN 2/0 COPPER. ROOFTOP GROUNDING RING SHALL BE BONDED TO SUBMITTALS THE EXISTING GROUNDING SYSTEM, THE BUILDING STEEL COLUMNS, LIGHTNING PROTECTION SYSTEM, AND BUILDING MAIN WATER LINE REV I DATE DESCRIPTION (FERROUS OR NONFERROUS METAL PIPING ONLY). DO NOT ATTACH GROUNDING TO FIRE SPRINKLER M PIPES. A 067221 0 07/ 4 A&E PROJECT NUMBER KHCLE-13804 DISH Wireless L.L.C. PROJECT INFORMATION ORTPA00256A 38122 HENRY DR ZEPHYRHILLS, FL 33542 SHEET TITLE GENERAL NOTES SHEET NUMBER