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Home My WebLink AboutPermit D19-0356 - VERIZON - MODIFICATION TO EXISTING COMPOUNDVERIZON 15700 NELSON PL D19-0356 Parcel No: Address: 0 �~^�xx ^�� Tukwila "��~� v�n v K�m^m�Una Department ofCommunity Development 63O0SouthconterBoulevard, Suite #1U0 Tukwila, Washington 98180 Phune:Z06-431'367V Inspection Request Line: ZO6'438'9]50 Web site; http://www.TukwilaWA.gov DEVELOPMENT PERMIT 0005800029 Permit Number: D19'0356 1S700NELSON PL Project Name: VERIZON Issue Date: 11/20/20I9 Permit Expires On: 5/18/2020 Owner: Contact Person: Contractor: Name: Address License No: Lender, WILTON LP POBOX 116'NLAKEWOOD, WA, 98259 NATASHAk4ONTALVO l5U5VVE3TLAKEAVE NSTEOO8, MASTE[NETWORK SOLUTIONS INC (CONSD 2ZZ636OAVE S*SEE Ul1,664-01*. KENT'WA, 98O32 VERIZON WIRELESS Phone: <206)336-2986 Phone: (860)545-1782 Expiration Date: 5/14/2021 DESCRIPTION OF WORK: REAPPLICATION FOR EXPIRED PERMIT D19-0N7ZWHICH WAS AREAPPLICATION OFEXPIRED PERMIT nl8f0066: INSTALL (6)PANEL ANTENNAS, (1)I'N1CODISH, (9)KRU'S REMOVE RADIO UNIT, (Z)HYBRID CABLES, (l)N1OD FEEDER AND (2) JUNCTION BOXES ON PROPOSED PLATFORM. INSTALL (3) EQUIPMENT CABINETS AND H-FRAME WITHIN EXISTING COMPOUND. Project Valuation: $55,00000 Type cfFire Protection: Sprinklers: Fire Alarm: Type ofConstruction: 1113 Electrical Service Provided by: TUKWILA Fees Collected: $1,13482 Occupancy per IBC: S-2 Water District: lUKW|LA Sewer District: TUKVV|L4 Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA St:ate Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: (4)...;DL Date: 11—, _1, I hearby certify that I have read and examined this permit and know the same to be true anct correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: q / Print Name: f\C 7 sba.„, 'Voila / vo DatE: /% This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 5: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 6 VALIDITY OFPERMIT: The issuance orgranting ofapermit shall not beconstrued tnbeapermit for, oran approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances ofthe City ofTukwila shall not bevalid. The issuance ofapermit based onconstruction documents and other data shall not prevent the Building Official from requiring the correction oferrors in the construction documents and other data. 7: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will bpdetermined hythe Wilding inspector based onsatisfactory completion ofthis requirement. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438'93SO 1700 8U|LD|NGF|NAL** 0 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TulcwilaWA.gov Building Permit No. Project No. Date Application Accepted: Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION King Co Assessor's Tax No.: 000580-0027 15700 Nelson Pl, Tukwila, WA 98188 Floor: Site Address: Suite Number: Tenant Name: Natasha Montalvo, Crown Castle on behalf of Verizon New Tenant: .....Yes PROPERTY OWNER Name: Global Tower Holdings LLC Address: 60I Poydras St #2660 City: New Orleans State: LA Zip: 70130 CONTACT PERSON — person receiving all project communication Name: Natasha Montalvo, Crown Castle, on behalf of Verizon Address: 1505 Westlake Ave N, ste 800 City: Seattle State: WA Zip: 98109 Phone: 206-336-2886 Fax: Email: Natasha.Montalvo@crowncastle.com GENERAL CONTRACTOR INFORMATION Company Name: Mastec Network Solutions Address: 806 S Douglas Rd, 1 lth Floor; CORAL GABLES, FL 33134 City: State: Zip: Phone: 866-545-1782 Fax: Contr Reg No.: MASTENS876KN Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: Morrison Hershfield Architect Name: Wells Holmes Address: 600 Stewart St. ste 200 City: Seattle State: WA ZiP: 98101 Phone: 206-268-7370 Fax: Email: ENGINEER OF RECORD Company Name: Crown Castle Engineer Name: Truc Lac - P.E& S.E. Address: 2000 Corporate Drive City: Canonsburg State: PA Zip: 15317 Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Verizon Wireless Address: 3305 160th Ave. S.E.; Bellevue, WA 98008 City: State: Zip: Applications \ Forms -Applications On Lina2011 ApplicationsTerrnit Application Revised - 8-9-1 I docx Ftevised: August 2011 bh Page 1 of 4 BUILDING PERMIT INFORMATION— 206-431-3670 Valuation of Project (contractor's bid price): $ 55,000 Describe the scope of work (please provide detailed information): N-0,‘0\9;1ca,--1Ort-fk P 0rc- - Existing Building Valuation: $ Will there be new rack storage? 0 Yes .. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC `3 115 ft, Monopole IIB S-2 o 115 ft. Monopole 2'Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) For an Accessory dwelling, provide the following: Lot Area (sq ft):Existing 10480 Leasrea toor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes El No If "yes". explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0.......Automatic Fire Alarm ID None 0 Other (specifY) Will there be storage or use of flammable, combustible or hazardous materials in the building? Yes 0 No if "yes', attach list of materials and storage locations on a separate 8-1/2" x 11 "paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 .......On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. HAApplications\Forrns-Applications On LineV2011 Applicationaermit Application Revised - 8-9-1 l.docx Revised: August 2011 bh Page 2 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90.days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: // Signature: 2Z 44 L UGC i� Print Name: Natasha Montalvo, Crown Castle, on behalf of Verizon Date: 11/5/2019 Day Telephone: 206-336-2886 1505 Westlake Avenue North, Suite 800 Seattle WA 98109 Mailing Address: City State Zip HAApptications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.doex Revised: August 2011 bh Page 4 of 4 ,,. DESCRIPTIONS ACCOUNT I QUANTITY PAID PermitTRAK $1,134.82 D19-0356 Address: 15700 NELSON PL Apn: 0005800029 $1,134.82 DEVELOPMENT $1,081.97 PERMIT FEE R000.322.100.00.00 0.00 $1,056.97 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 TECHNOLOGY FEE $52.85 TECHNOLOGY FEE TOTALIEES PAID BY RECEIPT: R19012 R000.322.900.04.00 0.00 lc $52.85 $1,134.82 Date Paid: Tuesday, November 05, 2019 Paid By: CROWN CASTLE Pay Method: CHECK 32195 Printed: Tuesday, November 05, 2019 4:24 PM 1 of 1 SYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431=3670 Permit inspection Request Line (206) 438-9350 l% 0337,2 Pr .e Type of inspects n: Address: / 7oo Cyr �► / r Date Called: Special Instructions: � t Date Wanted: a.m. tL �� ti.rn. 3 I 1 `Request • lvla: 'Pho7 3 Zi I 0 Approved per applicable codes. ,COMMENT Corrections required prior to approval. otC se nspec Date: REINSPECTIDN FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection, SEPARATE PERMIT W XU St. 1A I O7NIRN(rQa YUn WWA Nl pb09s6NO Wn0IMSUUAN1e0ur500000 000000 k 0 ve40ONs OR W050000 44 10 bec �" M 4 end PRO4 �N S AMNL AL 4NLY.@A 5 40 OF ... OR0000 A9[ SAME M nt U?T NmSON: W VOWS w0 E�nra AWN NE ND 0 YNOM MCA me wa O »u E WAG F110 NLAIFFNe0V6 Ia CND COMMAHp TAN M mS RIM.. R UTAED FOR VERIZON SLIM DESIGN FIRST TIME INSTALL hlecttenni� ` FILE Pomtll Na OPY 17.12.11 R 259 REGISTERED ARCHITECT ROSERT ER Rr u STATE F waSHINGTCN 8:04:44-05'00' ROBERT JERRY LARA LICENSED ARCHITECT STATE OF WASHINGTON 8259 Q Plumbing Gas Piping City of Tukxdla BUILDING DIVISION --- er onv Plan review approval is subject toms and omissions Approval of construction documents does not audlonte the vrolahon of any adopted code or ordinance Ravi of approved Field Copy and CO ns a edges BY VERIZON ID: LONGACRES WAY Date: I k v _ 1q City or Tukwila REVISIONS BUILDING DIVISION CROWN CASTLE PROJECT NAME: SOUTHCENTER No Cr,an.oes shall 5e made Io Ina scope Of Wdrh w'If0oui OI,C' aporovai of irle Tukwila Building Dlvlslon NOTE: Revisions will require a new plan submittal and may Include addilional plan re► w. CROWN CASTLE BU #: 856360 PROJECT LOCATION: 15700 NELSON PL. TUKWILA! WA 98055 APPLICATION #: 407028 CORSiRUCIOON 0 12/11/17 ISSUED TOR PERMIT VICI\I—Y vIAP PROJEC— \FORtiATOR SCOPE OF WOR, A 10/30/1715SUED FOR RENEW No. Dote Revizcn SW r W •' ^' SeallleI/SouthCfjltet �* TLmfr�Ca 14C ter Grady W1iy �A 'IMWItlltIaIITll' f ,e {Rli, Indusi/al `mt6 , Hampt011'rpn f l s 56lhst Z i sn mfs �CRi ,' 17 n a00e3Way 9 Crating P ng �iRainierRuhhel CetalWeldingSupply PROJECT SITE 1:1IA � } y A N JURISDICikrH: iU Iu PROPERTY OWNER C�IfILI: ERTYPOW vERQON WIRELESS PROPOSES TO INSTryL AN DN4WNEL 1ELECCMMUM1MAIIONS FACILItt CON56RNG Of THE INSTALLATION OF (6) NEW PANEL ANIENN0S, (I) 7m 0w DISn ANTENNA, (9) RR'S, (2) KI'8910 a ��5, (I) uW FEEDER ANO (7j dUNCIION 00MES ON A PROPOSED ANiEN,W PLATFORM. µSO PROPOSED IS ENE INSTALLOON OF (3) EQUIPMENT CABINETS AND ERASE WITHIN AN EXISTING FENCED COMPOUND AREA. s�f�, okoo, verizon i GLOBAL TOWER ASSETS IC 10NING GLOSS: f 601 Si 26W n OCCUPANCY GROUP; Mutt NEW ORIFArb, U 701W CONSIRUCUON'OPE CC -LOCATE TAM PARCEL ID, 000580-0027 PARCEL S12E 0.64 ACRES Loa 47 27 4010' CRROWN (47,461313889) 1503 WESNN(E AVE N, SURE BW L040150 : -12I 14 3270' SEATTLE, WA 98109 (-122.24250M) STRUCTURE HEIGHT: 115'-0° (TOP OF MONOPOLE) LEASE AREA: 90 S.T. WNHIN AN EXISTING COMPOUND d8R04..CONfaQ: 1ERES4 BEARD veoN WIRELESS 3305 160TH AVE SE BELLEVUE, W4 98006 tereso.hecrdmrerisonoirelessmm LIST OF )R'�+.�7 : 1q1 �1 DFOR HEE DISCRETION " ' i pkmN aloe lemn: CROWN CASTLE TwswESRAEAVENsurtE iota SEATTIF, MtOB T-1 COVER SHEE1 1-2 GENE% NOTES AND SrSB0S A-1 SITE PIA A-1,1 COMPOUND AND EQUIPMENT PANS A-2 EIEVA19Ns A-3 CONSTRUCTION DETAILS A-4 CONSTRUCTION DETAILS RF-I ANTENNA CONFIGURA➢ON RF-2 PLUMBING DOAy E-I ELECTRICAL NOTES AND SYMBOLS E-2 ELETRIA SIE U E-4 ELECTRICAL PLAN, NOTES, 20 RISER OWG E-4 GROUNDING PUN AND NOTES E-5 ELECTRON. GROUNDING DETAILS & PANEL , APPROVED NOV 'nyt ityofTu UIIDING E 141019 D IL 'la VISION LEGAL DESCRIPTiO\ 455E lam; MORRISON 4Ns1EWARTST, SEATTLE.WA961o1 , lel,2U6263ID8 InnrmOHr4mershfOdwm '- `J " HER$HFIELD SUITE 200 M29DER HENRY D-C 46 LOT I OF CITY OF 1LKWIA SHORT PLAT N0 91-10-S5 RECORDING NO 9211101618 SWD SHORT PLAT t D41 - POP OF REN4Y 4UDER D C N0 46 IN SECTION 24-22.04 DAF - BEG SW CORNER OF SECTION 241H S 81.48.34 E 1n0.88 A 10 MONU4EN1E0 C/1 OF STATE ROAD 2-M WEST VALLEY ROAD Pi N 07-40.44 W 587,10 R 1H N 81-08-00 f 412 C/L of S 158TN ST 51925 Fr TO ELY VIRGIN OF PUGE1 SOUND POWER 8 UGn1 CO R/W TH N 01-21-41 W 18,06 FT To PP 1H N 87-15-22 E ALG Nlr TEN OF S 1S2TH 7127,95 Ff TO KY SIGN OF CHICAGO - MIIWAUKEE & 51 PAUL RR R/W EH N 03-34-46 E 273.59 R 1H 5 97-15-22 W 152.11 FT TO PUGET SOUND POWER & LIGHT CO R/W Tel SLY ALL ELY RCN OF SAID R/W 272 R MORE OR LESS TO POI E-6 E-7 ELECTRICAL k GROUNDING DENIS ELECTRIC4l A GROUNDING DETAILS i%ir bi 0356BU# Pro' 856360By100UmouslneService SOUTHCENTER 15700 esoN PL Row WA 98059 CONTACTS CODE COMJLA\CF Drawn Rae COVER �� oucwr coon dSE..LOSTdCf ALL WORK AND SIuiERMLS SP1u1 BE P�FORMED AND INSTALLED IN ACCORDANCE wfM THE CURRENT (PINIONS OF THE FOLLOWING CODES AS ADOPTED SY>NE LOCAL C00ERNING 4IDHA4111ES. NOTHING IN THESE PLANS ISTO BE CONSTRUED TO PERIOD WORK NOT CONFO LNG TO THESE CODES: ' S1AlE AND LOCAL BUILDING CODES WE THE FOLLOWING REFERENCE WEE: 2015 r119747DIP1 WECWNICk CW(E (19C) RECEIVED 2015 MITIRIUI 19&55 FIRE CODE (IFC) CITY OF T lK ILA 2011 NlTpllll ELECTRIC CODE (NFPA 70) V I I 1 V 1`1 PAUL LONG WEI SPENCER ROY LORE CROWN CATTLE US; CROWN CASTLE USA MORRISPN HERSHFIELD CORP 1505 WES10WE AVE N, SUITE 800 1505 RESTORE ME N, SUITE 900 6W STEWART ST, SUE 200 PHONE:206.068.9030 SEA9 PM,e206-336-2861 SEATTL101 PHONE E: (209WA ) 260-7370 rhrete6mcrdsonhersMrtlBmm PRp50W Wt9GER: F .BOWL R G D REGT 0 S (� VA-TAC ARM, WA) 1. hG0 SOUTHEAST ON pIRPp7T EMPRESSW4r TOWARD OEPARRRES DR. 2. SIGHT IEFI ONTO AIRPORT EXPRESSWAY 3. KEEP POE AT FORK, FOLLOW SIQJS FOR WA -SIB E/ I-5/ I-405 AND MERGE ONTO WA-51a E A, WA -SIB E TURNS SLIGHTLY RIGHT AND BECOMES -405 N 5. TARE EMIT I FOR W V413EY Hvn/ WA-181 TOWARDS TUKWILA E. CONTINUE S1R41GHT ONTO S 156'H 51 7. RAN RIGHT 0NT0 NELSON PL. Project Number. 7170282 Stoll Dole: 10/25/17 KELSEY PUNALLA ROBERT J NRA CROWN CASTLE USA MORRISON HE9SHhaD CORP 1505 WESTLAKE AVE N, SUITE BW PHONE: (954) 5A-4660 SEATTLE, WA 98109 HoroOmo•riscnnershlleld.cem PHONE: 480.735.6953 7 A 1' RO V ALES 1 D NOV J9 Orefler. is Desyna (9 WARE AE Froject Monoger. RRL Professional 45 Read: RE REPRESEN1A11'15 RM9IoNo: A Sheet Nd T-1 SITE OWNER PERMIT NTER RF ENGINEER GENERAL NOTES LINE/ANTENNA NOTES ABBREVIATIONS I. WORK SHALL COMPLY WITH ALL APPLICABLE CODES, ORDINANCES AND REGULATIONS. AIL NECESSARY LICENSES, CERTIFICATES, ETC., REQUIRED BY AUTHORITY HAGN° JURISDICTION SHALL BE PROCURED AND PAID FOR BY THE CONTRACTOR. 2. MORRISON HERSHFIELD CORPORATION HAS NOT 21221CIE, NOR DOES I1 INTEND TO CONDUCT ANY INVESTIGATION A$ 10 THE PRESENCE OF HAZARDOUS MATERIAL, INCLUDING, BUT NOT LIMITED T0, ASBESTOS WITHIN THE CONFINES OF THIS PROJECT, MORRISON HERSHFIELD CORPORATION DOES NOT ACCEPT RESPONSIBILITY FOR THE INDEMNIFICATION, THE REMOVAL, OR ANY EFFECTS FROM THE PRESENCE OF THESE MAIERAES. IF EVIDENCE OF HAZARDOUS 4A1ERNLS IS FOUND, WORK IS TO BE SUSPENDED AND THE OWNER NOTIFIED, ME CONTRACTOR IS MOT 10 PROCEED ROTH MATHER WORK UNTIL INSTRUCTED BY THE OWNER IN WRITING 3, ALL MATERIAL FURNISHED UNDER THIS CONTRACT SHALL BE NEW, UNLESS OTHERWISE NOTED. AIL WORK SHALL BE GUARANTEED AGAINST DEFECTS IN MATERIALS AND WORNAPNSRIP. RE CONTRACTOR SHALL REPAIR OR REPLACE AT HIS EXPENSE ALL WORK THAT MAY DEVELOP DEFECTS IN MATERIALS OR WORKMANSHIP WITHIN SAID PERIOD W LIME DR FOR ONE YEAR AFTER THE FINAL ACCEPTANCE OF THE ENTIRE PROJECT, WHICHEVER IS GREATER, 4. THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL EXISTING CONDITIONS AND U1 MES AT THE JOB SITE BEFORE WORK IS STARTED, N0 CLAIMS FOR EXTRA COMPENSATION TOR WORK WHICH COULD HAVE BEEN FORESEEN BY AN INSPECTION, WHETHER SHOWN ON THE CONTRACT DOCUMENTS OR NOT, WILL BE ACCEPTED OR PAID. 5, THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING DIMENSIONS AND CONDITIONS AT THE JOB SIZE WHICH COULD AFFECT THE WORN UNDER THIS CONTRACT. ALL MANUFACTURERS RECOMMENDED SPECIFICATIONS, EXCEPT THOSE SPECIFICATIONS HEREIN, WHERE MOST STRINGENT SHALL 8E COMPLIED 6. THE CONTRACTOR SHALL VERITY AND COORDINATE SIZE AND LOCATION OF ALL OPENINGS FOR STRUCTURAL, MECHANICAL, ELECTRICAL, PLUMBING, CIVIL OR ARCHITECTURAL WORK 7, THE CONTRACTOR SHALL VERIFY THAT NO CONFLICTS EXIST BETWEEN THE LOCATIONS OF ANY AND ALL MECHANICAL, ELECTRICAL, PLUMBING, OR STRUCTURAL ELEMENTS, AND THAT ALL REQUIRED CLEARANCES FOR INSTALLATION AND MAINTENANCE ARE MET, NOTIFY THE CONSULTANT OF ANY CONFLICTS, THE CONSULTANT HAS THE RIGHT TO MAKE MINOR MODIFICATIONS IN THE DESIGN OF THE CONTRACT WITHOUT THE CONTRACTOR ono ADOIUO% COMPENSATION. 8. 9. 10 DO N01 SCALE THE DEMANDS, OI9ENS10N5 ARE EITHER 10 THE FACE OF FINISHED ELEMENTS OR TO THE CENTER LINE M ELEMENTS, UNLESS NOTED °THERWSE. CRITICAL ONE4SIONS SHALL BE 4581ED AND NOIIR ME GOEIGUA1zv10F ANr OI2GRITANCIES. TIFF CONTRACTOR SH4I BE RESPONSIBLE FOR DAILY CLEAN LP OF Au TRADES AND REM041 ALL DEBRIS RCN THE C04214u21CN SITE. AT THE CO1PETION OF THE PROJECT, THE COAIRACIGR SHALL THOROUGHLY CLEAN THE BUILDING, SITE, AND ANY OTHER SURROUNDING AREAS 10 A BETTER THAN EXISTING CONDITION, THE CONTRACTOR IS RESPONSIBLE FOR ADEWAIEIY BRACING AND PROTECTING ALL WORK WRING CONSTRUCTION AGAINST DAMAGE, BREAIWGE, COLLAPSE ETC. ACCORDING 10 APPUC4BLE CODES, S14NOARDS, AND GM CONSTRUCTION PRACTICES. Ii. THE CONTRACTOR SHALL MEET ALL OSHA REQUIREMENTS FOR ALL INS1AL1A110N5. 12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR Au DAMAGES TO TIE EXISTING CONSTRUCTION AND REPAIR ALL DAMAGES TO BETTER LEAN NEW CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY THE A402'SOT OF ANY DAMAGE TO HE BUIL2MG SITE OR ANY ADJACENT STRUMMRES AROUND THE PROJECT. THE CONSULTANT SHALL BE SOLE AND FINAL JUDGE AS 10111E QUALITY OF THE REPAIRED CONSTRUCTION. ANY ADDITIONAL M004FlCA00N514HICH MUST BE MODE SHALL BE MADE AT THE CONTRACTOR'S EXPENSE. 13. WHERE ONE DETAIL IS SHOWN FOR ONE CONDITION, IT SHALL APPLY FDR ALL LINE OR SIMILAR CONi1NS, EVE7 TH T OUCH NO SPEC DOLLY MARKED ON THE DRAWINGS OR REFERRED TO N THE SPEGF CAnONS, UNLESS NOTED OTHERWISE. 14. WHERE NEW TONG CONCRETE SW2ETW4KS OR PATHS 9051 EXISTING CONSTRUCTION, THE CONTRACTOR SHALE MATCH THE EXISTING RICH, GRADE, AND ELEVATION S0 THE ENTIRE STRUCTURE SHALL NAVE A S400TH 1CAN2IIOA', 15. THE COIORACIOP, SHALL MODIFY THE EXISTING FLOORS, WAN, CEILING, OR DIRER CONi1RDU110N AS REWIRED TO GAIN ACCESS TO AREAS FOR kl MECHANICAL PLUMBING, ELECTRICAL OR STRUCTURAL 9ODFICATIO1S. WHERE ME EXISTING CONSTRUCTION DOORS, PARCTIDNS, CEILING ETC, AVE TO BE RE40VED, 4ODiFIED, OR REARRMGEJ 0R WHERE THE E4P0ff➢ 0R HIDDEN 4ECNAN0AE, ELECTRICAL MIDAS ARE ADDEO DR 40DffIED, THE GENERAL CONTRACTOR SALL REPAIR, PATCH AND MAIN ALL EXISTING CONSTRUCTION AND FINISHES OF ALL ROGWS WALLS AND CEILINGS, WHERE CONCRETE MASONRY CONSTRUCTION IS 4OPFIED, THE CONTRACTOR SHALL icon] IN ALL NEW CONSTRUCTION 10 01CH THE EXi5114C BOND WHERE CONCRETE CONSTRUCTION 15 liODffIED, THE CGMR4Ci0R SHALL OP THE EXACT DETAILS 10 BE VSED FCR COS2IRCOTION. ALL WORK Swtll BE COVERED UNDER THE GENERAL CONTRACT. 15. VERY ALL EXISTING DI4ENS10NS PRIOR TO PERFORMING WORK, ❑. VERIFY LOCATION OF ALL BURIED UTILITIES PRIOR TO MY EXCAVATION, IS. THE GENERAL CONTRACTOR SHALL BE RESP2SIBLE FOR APPLYING FOR COMMERCIAL POWER IMMEDIATELY UPON AWARD OF CONTRACT THE GENERAL CONTRACTOR 0 REQUIRED TO KEEP ALL DOCUMENTATION RECEIVED FROM THE POWER COMPANY ACKNOWLEDGING APPLICATION TOR POWER, WRITTEN AND VERB DISCUSSIONS WITH THE POWER COMPANY, ETC. 19. THE GENERAL CONTRACTOR SHALL OBTAIN OFTEN C0HFIR4A110N OF THE EXPECTED DATE Or COMPLECON OF THE POWER CONNECTION FROM THE POWER COMPANY, 20, IF ME POWER COMPANY IS U•Nrt6'EE TO PROVDE THE POWER CONNECTION BY OWNER'S REWIRED DATE, THE GENERAL CONTRACTOR SHALL PRDNDE AND MAINTAIN A TEMPORARY GENERATOR UNTIL THE POWER COMPANY CONNECTION IS COMPLETED. COSTS ASSOCIATED WITH THE TEMPORARY GENERATOR TO BE APPROVED BY THE OWNER, 21. IF RE GENERAL CONTRACTOR FAILS 10 TARE NECESSAN" 4EAS2RES AS DESCRIBED 7N NOTES 1E, 19 AND 20 AB0`YE, ihE GENERAL CONTRACTOR SHALL PRINCE A TEMPORARY GENERATOR AT NO COSI 10 THE OWNER, 22. PAS PART OF THIS SET 411E COMPLEMENTARY. NFORmATION IS NOT LIMITED TO ONE Pco, 0124NGS AND SPECIFICATIONS ARE NS1RU4ENIS OF SERVICE WC SHALL REMAIN THE PROPERTY OF THE ARCw1EC1, WHETHER THE PROJECT FOR WHICH MC ARE Na5E IS EXECUTED 0R NOT THEY ARE NOT TO BE USED BY THE OWNER ON OTHER PROJECTS 0R EXTENSION TO THIS PROJECT EXCEPT BY 4REE9ENT IN WRITING AND WITH APPROPRIATE COMPENSATION TO THE ARCHITECT. MESE PAWS WERE PREPARED ID BE SOPPED 10 G04ERNNEN1k BUILDING AU1H0RIIIES FOR RENEW FOR CO4PLIANCE w1M APPLICABLE CODES AND IT IS THE SOLE RESP0n3IOlUIT OF THE OWNER AND/OR CONTRACTOR 10 BUILD ACCORDING TO APPLICABLE BUILDING CODES. 23. IF CONTRACTOR OR SUB -CONTRACTOR FIND IT NECESSARY TO 021921E FROM 0R4EINk APPROVED PLANS, THEN IT IS THE CONTRACTOR'S AND THE SUB-CONTNACIDXS RESPO4SIBI,IIY TO PROVIDE THE ARCHITECT WITH 4 COPES OF THE PROFOSE0 CHANGES FOR MIS APPROVAL BEFORE PROCEEDING w1H THE WORK, IN ADDITION THE CONTRACTOR AND SUP -CONTRACTORS SMLL BE RESPONSIBLE FOR PROCURING 4,1 NECESSARY APPRO1AIS PO4 THE BUILDING AUTHORITIES FOR THE PROPOSED CHANCES BEFORE PROCEEDING WITH THE WORK, THE CONTRACTOR AND SUB -CONTRACTORS Sh411 BE RESPON4BLE FOR PROCURING A0. NECESSARY NSPECI10NS AND ARPROvAlS FROM BUILDING AUIH2RI11ES CURING 111E EXECUTION. OF THE WORK. 24. IN EVERY EVEN, THESE CONSTRUCTION DOCUMENTS AND SPECIFICATIONS SHALL HE INTERPRETED TO BE A MNI4UM ACCEPTABLE MEANS OF CONSTRUCTION BUT 'RIS SHALL NOT R1LIM THE CONTRACTOR, SUB -CONTRACTOR, AND/OR SUPPLIER/MANUFACTURER FROM PROVIDING A COMPLETE AND CORRECT J08 WHEN ADDITIONAL ITEMS ARE REQUIRED TO THE MINIMUM SPECffCA1ION. IF ANY ITEMS NEED TO EXCEED THESE 4NMUM SPECPCAIIONS TO PROVIDE A COMPLETE, ADEQUATE AND SAFE WORKING CONDITION, THEN IT SHAD BE THE DEEMED AND UNDERSTOOD TO BE INCLUDED IN THE DRAWINGS FOR EXAMPLE, IF AN ITEM AND/OR PHA OF EQUIPMENT REQUIRES A LARGER WIRE SIDE D.E. ELECTRICAL WIRE), STRONGER OR LARGER PIPING, INCREASED WARTY If, STRUCTURAL ELEMENTS), REDUCED SPACING, AND/OR INCREASED LENGTH (EEC SOLI LENGTHS, BAR LENGTHS) THEN IT SHALL BE DEEMED AND UNDERSTOOD TO BE INCLUDED IN THE BID/PROPOSAL, THESE DOCUMENTS ARE MEANT AS A GUIDE AND ALL ITEMS REASONABLY INFERRED SHALL BE DEEMED TO BE INCLUDED, 25, THESE CONTRACT DOCUMENTS WO SPECIFICATIONS SHALL NO1 BE CONSTRUED I0 CREATE A CONTRACTUAL RELATIONSHIP OF ANY MIND BETWEEN THE ARCHITECT AND THE CONTRACTOR, 26. CONTRACTOR 4 ANY SUBCONTRACTORS TO 4AN1A4 KEE4NG M,E ROW ACCESS CANE LOCKED AT ALL IMES. 27. IN RAWLANO CONDITIONS TOO FOUN'0A10N STRUCTURAL STEEL TO BE GROUNDED PRIOR TO CONCRETE POUR. TOPER FOUNDATION STRUCTURAL STEEL TO BE CONNECTED TO PERMANENT CR0UN0 ROD PRIOR TO TOWER ERECTION. TOWER GROUND MUST BE MAINTAINED AT ALI TIMES. 1, ALL THREADED S1RUC1URk FASTENERS FOR ANTENNA SUPPORT ASSEMBLES SHALL CONFORM TO ASTM A307 OR AS1M A36 ALL STRUCTURAL FASTENERS FOR S1RUCIURA SIEFI FRAMING SHALL CONFORM TO ASTM PJ25 FASTENERS S4ALI BE 5/8" MIN. DNA BEARING TYPE CONNECTIONS WITH THREADS EXCLUDED FROM THE PLANE. ALL EXPOSED FASTENERS, NUNS, AND WASHERS SHALL BE GALVANIZED OTHERWISE NOTED, CONCRETE EXPANSION ANCHORS SHALL BE HILII KWIH BOLTS UNLESS OTHER WISED NOTED, ALL ANCHORS INTO CONCRETE SHALL BE SIANLESS STEEL. 2THE CONTRACTOR Shill FURNISH ALL CONNECTION HARDWARE REQUIRED TO SECURE ME CABLES. CDNNECTON HARDWARE SHk, Bi S1A4 ESS STEEL. 3, NORTH ARROW SHOWN OW PLANS REFERS 10 TRUE NORM, CONTRACTOR SHALL VERIFY NORTH AND NOTIFY CC4SUL0W1 OF AN, DISCREPANCY BEFORE STARTING CONSTRCCIION, 4. PROVIDE LOCK MASHERS FOR ALL MECHANICAL CORNECIICNS FOR GROUND CONDUCTORS, USE STAINLESS STEEL H4RDw4RE THROUGHCUI, S. THOROUGHLY REMOVE k1 PANT AND CLEAN ALL CIF FROM SURFACES REQUITING GROUND CON4ECIIOVS. 6, MAKE ALL GRIND CONNECTIONS IS SHORT AND DIRECT AS POSSIBLE, AVM SHARP BENDS. P1l BENDS TO BE A MIN, OF 8' RADIUS 7. NOR G 01901 C 1C 11,0NG FRAME 8 HATCH PLATE GROUND, BARS. USE A 1w0-BOLT HOLE H'ERA DRILLED CONNECTOR SUCH AS TVS 30001 0R APPROVED EOUk B, FOR ALL eDRRNAI GROUND CONNECTIONS, CLAMPS & CADNAIDS, APPLY A LIBERAL PROTECTIVE COATING OR AN ANTI-01IOE COMPOUND SUCH AS "NO -OXIDE A" EY DEARBORN CHEMICAL COMPANY. 9, REPAIR ALL GALVANIZED SURFACES THAT HAVE BEEN DAMAGED BY 1HERM0-4FLDNG. USE ERICO T-319 0418112 % BAR/COLD GALVANIZING PAINT. 10. SEAL ALL GORDOIT PENETRATIONS INTO MODULAR BUDDING INCH A SILICONE SEALANT AND ALL CCW'DUI1 OPENINGS. 1' ALL MARL CABLE MILL BE SECURED TO THE DESIGNED SUPPORT STRUCTURE 21 DISTANCES N01 TO EXCEED 3. OR THE CABLE MANUFACTURES SPECIFICATIONS WHICHEVER IS LESS, WITH HARDWARE SPECIFIED IN THE COAXIAL CABLE ROUTING DETAILS OF THE SUPPLIED STRUCTURAL REPORT. 12, THE COAXIAL ANTENNA CABLE INSTALLER SHALL FE RESPONSIBLE FR PERFORMING AND SUPPLYNG THREE (3) 2PEe1PoIIEN SWEEP TESTS (ANTENNA RETURN LOSS TEST) THE TEST DAIL PERFORuED PO TNE OPECMCATIONS AND PARAMETERS OUTLINED 8Y THE VERNON WIRELESS RADIO FREQUENCY THIRD ENGINEER. THIS TEST SHALL BE PERFORMED PRIOR 1O FINAL ACCEPTANCE OF THE SITE, (1) COPY TO BE PLACED IN SHELTER. 13. THE COWIk ANTENNA CABLE INSTALLER SHALL BE RESPONSIBLE FOR PERFO MNG AND SUPPLYING VERO0N WIRELESS WITH THREE TYPE WRITTEN TIE GOMAN REFLEC104E1ER TESTS To VERIFY CABLE LENGTH AND 10 CHECK FOR WATER ONCE. 14, VAPOR WRAP WILL BE USED TO SEAL ALL CONNECll0N5. 15 All JUMPERS SO THE ANTENNAS FROM ME MAIN TRANSMISSION LINE WILL BE I/2` D'A, AND SHALL N01 EXCEED 16 A,L MAID TRANSMISSION CABLE DULL BE TERMINATED AT A VERIZON ;MOLES POLYPiASER PROTECTOR LOCATED WTHIN 1'-0" OF THE EWIP4ENI SHELTER 17_ANTENNA CABLE LENGTHS HAVE BEEN DERRYNED BASED ON THESE PLANS, CABLE LENGTHS LISTED ARE APPR01211ED AND ARE NOT m1ENGED TO F RID FOR FSRICATON DUE TO FIELD COND1TNS ACTUAL G DLE LENGTHS REQUIRE CONTRACTOR MUST FIELD VERIFY ANTENNA CABLE LENGTHS PRIOR TO ORDER, laA MINI- W F PRIOR & LL CABLES Ill BE COLOR COOED Al OUR IODATIONS: 4) AT ANTENNA RICO 1C JUMPER, B) AT THE COMM OF THE 16"NR C) EXTERIOR PART OF THE WAVE GUDE ENTRY PORT (Al IKKE 022112R/CABL4ET WALL), D) INTERIOR OF THE SHELTER/CABINET. 19. ALL MAIN CABLES WILL BE GROUNDED AT, A) A11HE ANTENNA MOUNTING PIPE, E) MIDDLE OF SHE CABLE RUN IF OVER 200', C) PRIOR' 10 ENTERING EQUIPMENT SHELTER/CABIN? (WITHIN 1' OF ENTRY), 2G PROVIDE Al LEAST 6' OF SUCK IN THE MAIN COAXAL CABLES AT THE 104ER 10P TO P;IAMBI FOR FUTURE CONNECTOR REPNCE9ENT. 21. PROVIDE A CABLE CRP LOOP AT THE BOTION OF ME TOWER BELOW THE LOWER BDTI04 GRCU4D CONNECTIONS AND AS ME CABLE IIWSIICN510 THE SHELTER/CABINET. 22 ANTENNAS AND COP TO BE PROVIDED BY 4UWDCN M2REli55. CONTRACTOR 10 COORDINATE DELIVERY, PROJECT INFORMATION 1 THIS S A4 ONMANNED FAn1Y AND RES'RCTED ACCESS EOWPUENT AND Wz1 BE USED FOR HE 1RA4S1ISSib1 OF R4DC SIGNALS FOR THE PURPOSE 0r PROVIDING PUBLIC CEEUaAR SERVICE, 0 mom ANEIESS CERIILS THAT THIS TELEPHONE EQUIPMENT TACO WILL RE SERNCED ONLY 21 V0W10N WRIESS E4PL022E SERVICE PERSONNEL FOR REPAIR PURPOSES ONLY. THIS FACRIIN S UNOCCUPIED AND NOT DESIGNED FOR HUNAN OCCUPANCY LEGS 1 IS 40T OPEN 10 THE WBUC. 3, THIS FACILITY WILL COSU9E N0 IN.RE60VERABL ENERGY, 4, N0 POTABLE WATER SUPPLY IS 10 BE 20WDE0 AT THIS LOCATION, 5, NO WASTE 'WATER WILL BE GENERATED AT THIS LOCATION, 6, N0 SOLID wAS1E wIu BE GENERATED AT THIS LOUNON, 1, 4ERIi(ON WRCESS NAINIEN2NCE CREW (1YFC1LLY DNE PERSON) WILL 442E AN AVERAGE OF ONE 'RIP PER MONI0 AT ONE HOUR PER NSIT, 401 ABOVE GROUND LEVEL A/C AR CONDITIONING APPROX APPROXIMATELY AZ A21NUIH BLDG BUILDING BIN BLOCKING CIO CEILING Q. CENTERLINE C1R CLEAR CON^ CONCRETE C0Ni1 CONSTRUCTION COIN CONTINUOUS DET DETAIL DIA DIAMETER DAG DIACONAL DIM DIMENSION DBE DOUBLE DN DOWN DWG DRUG FA EACH ELEC ELECTRICAL Elt-V ELEVATION E0 EDUAL EQUIP EQUIPMENT (E) EXISTING Er EXTERIOR FIN FINISH UF F100R FLUOR FLUORESCENT FT F001 GA GAUGE GALV G1LVAN12ED GC GENERA CONTRACTOR CRND GROUND GIP BD GFPSUM MALL BOARD HT HEIGHT Rig HEATING VG41RA1GN MR C21DMARING HERE MOB2GNik HR HOUR INCH VTO INFORMATION I INSIDE DIAMETER dSUL INSULATION INTERIOR iC INTERNATIONAL BUILDING CODE S POUNDS MGR NWARR 414 MANUFACTURER MAX MAXIMUM NECK MECHANICALLGF. TINNEDTHRO MIL META, TYPICAL MIN MINIMUM MISTS 415CEENNEODS UC UNDERGROUND UN0 UNLESS NOTED OTHERWISE PLYWOOD PRESSURE TREATED PROJECT PROPERTY PROPOSED QUANTITY REOVIRED ROOM ROUGH OPENING RIGHT OF WAY N/A NOT APPLIC4S1 NITS N01 IN CONTRACT NS NOT TO SCALE W' ON CENTER W OUTSIDE DIAMETER - UGP - UG POWER CP40U8 PLY4D PT PROI PROP (P) 01Y REO RM RO ROW SAT SIM SPEC ST SS STE. STRUM STD SUP 1HRU TONG Y SHEET SIMILAR SPECIFICATION SQUARE FOOT STAINLESS STEEL STEEL STRUCTURAL STUD SUSPENDED XF VERIFY IN FIELD VERT VERTICAL VP WATER PROOF W/ WITH W/0 WITHOUT - UST - UG TELCO CONDUIT REVIEWED FOR CODE COMPLIANCE APPROVED NOV142019 City of Tukwila BUILDING DIVISION RECEIVED CITY OFTUK►4WILA NOV 05 2019 PERMIT CENTER PP NGI SJ11 DRAWS WN1RM10R MOST Mt N1 OIINN40NS an WE 004221N4HS CC Or ENORS ON MASONS NO wing ON 4201 O%Ab 1O wIXn HEWN SH4l 8E ANTES HPUla RCA NO MN A1FAtl1N. A. MOTE ISSNS OF H6 OWING ORE 114121EE AY THE Ui2e1 REN2MN. NL OR4W!NOS 4N0 SDECRATMS UN THE NOUN aTUG ,' HERSN1h10;RAxgt & NRH£.9 4VRIISON HERSHFHN IWR NE ARONEC1 MILL BE PROM CONS4W10V RV GFiN ERNE 18:05:03.05'00' ROBERT JERRY LAD LICENSED ARCHITECT STATE OF WASHINGTON 8259 CONSiRUC➢ON 12/11/17 ISSUED FOR PERMIT A 10/3D/17 ISSUED FOR RENEW Na. Dale Revision verizomv Hmpementation tean: aCROWN :CASTLE 1S111111 LA1EAVENSUIIE IO0 SEATTLE,V1A9B109 IMPORTANT NOTICE Ail lean: II MORRISON HERSHFIELD BIOSIEVYARISIBUITE200 SEATTL111844101 Id 206.2687370 214214421E142e444414214 ENE EXISTING CONDITIONS REPRESENTED HERON ABE BASED W 4SUAl OBSERV4IDNS AND IN1DRua110N PR04IDE011 OTHERS. MORRISGN HERSHHEN CORPORATION CAN401 6UARWIEE THE CORRECTNTSS NOR C04P1OENESS OF THE EXISTING CONDITIONS SH0A'N AND ASSO4'S NO RESPGNABILRW 1HERIDF CCNIRACIOR AND HIS SUB -CONTRACTORS SHALL LIST THE SITE AND 41RIR All CMIS110G CONDITIONS AS REOUIRCD FOR PROPER EXECUTION OF PROJECT, REPORT ANY CONFLICTS OR DISCREPANCIES 10 THE EONSCLIANT PRIOR TO CONSTRUCTION, Project Silo, BU# 856360 SOUTHCENTER 15700 NELSON PL MWR WA 905 LEGEND BUILDINCN VAL1i0ETP11 SECTION DETAIL NU45ER SHEET NUMBER WHERE DETAILED REFERENCE E E LARGE SCALE DETAIL DETAIL NUMBER SHEET NUMBER WHERE DETAILED ELEVATION DETAIL BUG a rDE14U NUMBER SHEET NUMBER WHERE DEALER Droning TO: GENERAL NOTES AND SYVBOLS Project FMmber. 7170281 Slat Ogle: 10/25/17 ()ratite JS Designee L5 Pro 44 Manages RKL Prole,Maral al Retard: RL Revision No: A SHee4 No: T-2 NOTE: THIS IS NOT A SU45Y. ALL INFORMATION AND TRUE NORTH I5VE BEEN OBTAINED FROM E4ISTINV DRAWINGS AND OURISDICNONAL GIS INFORMATION AND ARE APPROXIMATE, TAX PARCEL 0005800034 /7 /4 \EXISTING BUILDING TAX PARCEL: 00055G0026 Z 05 0 x v r 0 TAX PARCEL 0005800035 EXISTING ADJACENT PROPERTY LINE (TYR) 53151N0 GRAVEN I FAROS AREA TAX PARCEL 0005300A EXIB➢NO CRAVE PARHING AREA TAX PARCEL 0005500029 EXISTING ACCESS ORNE LL E!9ACH SEi54CN IIw1 1 S LONGACRES WAY REVIEWED FOR CODE COMPLIANCE APPROVED TAX PARCEL: 0005808927 EXISTING 115-0 MONOPOLE NOV 14 2019 City of Tukwila ILDING DIVISION TAX PARCEL: 2423045137 RECEIVED pITY OF TUKWILA NOV 05 2019 PERMIT CENTER Know ears below. Call before you dig. 35 RCr SUM 8444 a5 WWW1 uuS1 WILY Ws N4ENSWNS INO A5NSI CCNNJEI4AI4 Of PP 34434S 35 DNS No SPOORS 3M u50Rr53N:a TO ORM SKIN 3500 BE 4WIN3WEO MR1AIf PPoOA MI1719. AFRO& k1 MI6 SUES Of 145 SWIM ARE SUPERSEDED St THE WEST 4533 kxt CR4WN4S.W0 51vufiuW ncairi inE 4B6e54 Oi ga,,Fe R NETSN450 COPPCRPt53', NE1+ER YCWPoA1N 1d05R4510 1R NE 40ITEC7 MI BE PRb13lNZ CCRSIRUCO0+ ON Of NNIS PROJECT. 825 REGISTERED ARCHTECT R08ERT JERRY LPA TATE OF ASHINCT 0l, 18:05:15-05'00' ROBERT JERRY LARA LICENSED ARCHITECT STATE OF WASHINGTON 825D CONSTRUCTION 11/11/17 ISM!) FOR PERMIT A 10/30/17 ISSUED FOR 8343w Dote Revision verimnv Imp'emmNlo4 Team: CROWN JCASTLE 1505WESTLAXEAli N, SUITEE00 SEATTLE, WA9810S ME Teom: ■S„ MORRISON HERSHFIELD 6OJ STEWART 6T, SU17E 200 SE4T3LE,WA9810; Te1:2%2897370 wmu,manisoBHes56elarom Project Info: BU# 856360 SOUTHCENTER 15700 NELSON Ft TOW IU 98955 Drawing TIN: SITE PLAN Project Number 7170281 Start Date: 10/25/17 Drofler: IS Deigner: LB Project NO4Oger. RKL Prolessimol of Recoro: RL Wim No: A Sheet No: A-1 24.o38 SCALE: 1/16' e 1' 11 o17' SCALE: 1/32' • 11-0" 15,2 8 4 0 16' SITE PLAN PROPOSED 82CD WIRELESS ICE ROE WNN (2) 1P8D C SI AND (I) IN FEEDER PROPOSED 8200N WRRM ANTENNAS AND NWT( MA?MAK WOUW'EED ON NEW AMEW'NI WORD (TP) EMSIING ICE BUSS PROPOSED W£P20N WIRELESS - ICE REPS`, (EI \ 1.00 PROM NITENNI MO NT NODES jC10116201 B! SI(WE OR IPPR@£p E0141 5'-6' X PROPOSED VERNA WIRELESS CONC PAD (91-0'(10'-0) PROPOSED 820N WFEIESS EOUFIENT u�N£I 7F 7) PROPOSED VEIZ N WD OF 2) PROPOSED VFRN2CR WIRELESS IfaflY NAME y W0 Y / I PROPOSED R£R7DN WIREIfSS a r EXISTING CRMN EN RELESS TO MOPED Y'E MOE POST Mf fl mocE lR4, W NO11C 1 aP.1Ww;S CONfMLTdP M157 VERFY Ill amumsuro a11cceWN1 l II 1I11aR Nw:NogS oR u�lnxn�To Isswls E I SE w1 SN7Fw $, w?iERWT� IIC1T PS N AW 'N4 4.1 PrA,tryR NArtS OF IM6 tRWlm ARE SUNRSEtta BY INS UICSf PIlVI9aN ILL [AIwwGE W:a SPal iNa70XE REWNN THE PPOPEAIY AWiD C0. E k ND E Al iECI iNE W OF N PN)lEtt. 8259 REGISTERED ARCHITECT RORERT J RR`i LARA STATE 0 SHIROTOR 11.12.1118:05:29-05'00' ROBERT JERRY IARA LICENSED ARCHITECT STATE OF VEASHINGTON 8259 EMISTING COMPOLND CONSTRU N r j//// i./i/i/i//'//7/////////;/6///i� [MISTING' ,/ EOUIPMENrSHELTER ' � IADIP \ ` y p" 12/I I/17 1SSOED FOR PERMIT \ / (DE OTHERS) / / if I�� m A ID/ /17 ISSUED ROR RENEW / l Nr--Y u No. Cate Rev' CI ver�zon � ? Exis11NG MONOPOLE) 6, o W/:,/� AE-0' ` / RADb �,�, ' H b u o kkk 1 . c m i Fs 5 dnNamentaEon Team; CROWN ,,CASTLE 1DswSEAT-U*4; MEdW SEARS WA 59101 IF I I � ixIEENA 1D-0" W ) ,�� i'SwSUO GATE y w c o )� Al W �` WOPx IIGNI np OR2 ) ' /� i&4 r POWER $ ER a •pp p R� i < // seam: -1ORRISON G7D START SlATR066269737C0i Mre o°I m� Ise HERSHFIELD Si, g0REt57 aae. Bala m �'../a — —N—� 'F i i i Y 1 _ 11A,�� E V D FOR t —I " it"—i—a — i—� "—F I i Y—M—ta' J ! I % A B'-Cr CO COMPLIANCE APPROVED EKISTINO METER u+0 Ea3NNEO - TD aE uss BY eaJ MIX CIWN LINT FinCE EXISTING GENEPFTOP- EBINERB, KII ONLY NR12On WIRELESS PANEL ANTENNAS J v ANEA/CONC. PPD PROPOSED 820N WIRELESS MM' N-RRwE W/ WORN UGHTS PROPOSED VERaOB WIRELESS E ENW,l 0' PROPOSED PAD ED MAN C1NWES(MCF2) SNOwN IN PLAN NEW FOR CAD; SEE WADONS P�jM Flo: BU# 856360 SOUTHCENTER 1570D NELSON PL 110U, WA 9855 LEASE AREA/ONO. PAD CITY ' NOVI PERMIT NOV 11 /019 City of Tukwila BUILDING DIVISION k CFI'lil��ti1LA 1I Q 5 2019 CENTER rmN�ny ue: COtuPOU\1D A'D EQUIPMENT PLAPS PRIM N m0. 7170282 Sall pa e 10/25/17 Crafter. JS Oezgna: Project Monogec RR l PRlessiwol of Re<arp: Rl Re,sron No: A SNcet Na: A-1.1 24'46's 1/4'' i'� COMPOUND PLAN 2 ;;,;;, ; 3/4. - a: PROPOSED EQUIPMENT PLAN 1 I I'dT SGIE: 0.. 1'-0' 1 3 2 1 0 N' , Yp1t116'AO C-0" AEN101LL OF EXISTING ANTENNAS 10P OF EXISTING MONOPOLE 2115-0' AOL EXISTING ICE BRIDGE (OF DINERS) EXISTING GENERATOR (0F OTHERS) ER1STING EQUIPMENT BUILDING (0F OTHERS) EXISTING 1-FRAME (OF OTHERS) EXISTING CHAIN LINK FENCE l> EXISTING RODE D'-0' AGL .ASSUMED EXISTING ANTENNA ARRAY {OE OTHERS) EXISTING MONOPOLE T I. N0 WORN SHALL COMMENCE WITHOUT ME APPROVED TOWER STRUCTURAL Ax4LY$IS REPORT SIGNED AND SEALED BY A LICENSED PROFESSIONAL ENGINEER UNDER SEPARATE CODER. ANINNA MOUNT DESIGN By M 01010IURER 1. REFER TO ENGINEERED DRAWNGS FOR DESIGN/ENGINEERING OF MONOPOLE AND ITS FOODAII0N Er TOWER MANUFACTURER. 3. PROPOSED ANTENNA MOUNTS SHALL COMPLY WITH NS10-445 STANDARDS AS REQUIRED BY \ER¢ON. 4, ANY EXPOSED TEED LINES 0R cook CABLES (SUCH AS WHEN EXTENDED OUT OF THE TOWER TO CONNECT 10 IRE ANTENNAS MUST BE PAINTED TO MATCH THE TOWER. ME 00 EXISTING ANTENNAS S'-0" ADD TOP OF 1001100 201.00000E tll5'-0' AGE EXGING ANTENNA ARRAY (0F OTHERS RID GEM OF PROPOSED 4ERpN MESS MPEMNS VV 396 -0 ACL RIO CENTER OF PROPOSED VEPoEON ib8IP506SS EWI WSN AHIFNNA 28V-0' AGL 111111NG ICE BRIDGE (OF DARK EASING GENERATOR (0F O'1ERS) EXISTING EQUIPMENT BUILDING (0F 07HERSj EXISTING N-1R4ME (0F OTHEAD1 EXISTING Oa LINK FENCE SEXISTING GRACE O`-0" ALL ASSUMED REVIEWED FOR CODE COMPLIANCE APPROVED NOV 112019 City of Tukwila BUILDING DIVISION 09090 3D GRIN M1tIESS LOW PROFI6 PLATFORM MODEL 1010116604 915402E OR ,WPROAII EOM PROPOSED 461ECN MISS VMS MD WOO EOUPMFM YN.n1m ON NE1r KEN PARFORM (111') RIP 1'0 PROPOSED 1ERECW NA UESS MIXES ((1) PI RO uaE, (1) IN FEEDER)10 RCN w11HIN MONOPOLE PROPOSED NDNION X1FfUESS ICE PRIXF MDN (2) NIHRO CABLES ANB (I) MM FEEDER PROPOSED 49962N MUSS OUP N-FR.aE M/ NORK LC7(TS FRO 4ERQON MELEES 0PAD 00+0E0 CAWS (RIP OF 8) RECEIVED OF TM OV 05 2019 D NOT SCALE 1010002. CONTRACTOR MOA MR0Ill R000101s AND 02NSE CaSIONIS CO NO EMCORS01 CM1111,, NO *OM 11 COAX WORN SIOIN MA RWRIileiIN 110011 PNCA WM8M 0001NN. ALL REYMMO 1I1ES OF IRS DRAW ARE MAZER 61 RAE UWE S WON. H4 OWNS AND 00001101S00000LNE FARM OFMC1E5N PE0015D COMM NERNER 0NNMSCN HERSIVk10 NEW RE AACMECI ILL N 1011Iat WNSRINR[M 00111Y 51tN15 REEK. 8259 2017.12.1118:05:42-05'00' ROBERT JERRY LARA LICENSED ARCHITECT STATE OF WASHINGTON 8259 CONSTRUCTION 12/11/17 ISSUED FOR PER21T A 10/t0/17 ISSUED FOR REVIEW Dole Revision verizomv 0nOemmrltron 1eam: 'CROWN CASTLE I5050YE STLA0E AVER, SURE WO SEATRE,WARI0B AkE Team: n MORRISON HERSHFIELD BR STEWART ST, 5UlTEE00 SEATTLE, WA96111 1rf10R2E07770 wwnrsonNSNfeldmm Project Info: BU# 856360 SOUTHCENTER 15700 NELSON R. IDNW1A MA BM PERMIT CENTER IA1Wi09 DUN: ELEVATIONS Project Number. 7110281 Start Dole: 10/25/11 Droller: JS Designer. LB Project linger RKL Profess, oro10l Record: RL 2436'SCME1/8=1-0 11'411' SC4E 1/16' = 1'-0' 8 6 4 1 0" 8' EXISTING ELEVATION 14'd6' SCALE: I/8' • 1-0 I1'r17' SGIE: I/18' • Revision No: A Sheet No: A-2 2 PROPOSED ELEVATION 15737 PLAN VIEW DOTING BRACKET INCLuDED FRONT VIEW 24.138. SCALE NOT TO sat 11401 SCJ1E: NOT TO SCALE 191-C2.40018RING VW P/N C10111300 91 SABRE OR APPRORD EOM 2436SCALE: NOT TO SCALE I111' SCALE: NOT TO Spa SYJCFACTURER: RArCAP MODEL 40440C-3315-P1 -48 HEIGHT: 19.18; wIDTH: 1113 DEPTH: 10.25' *ON; 26.9 LBS (WITH MOUNT) NOTE: CQNTKIOR 10 HOKE -BOLT FOR WPE YOUN,ING O. SIPE VIEW JUNCTION BOX SABRE 14' LOW -PROF LE PLATFORM (41101311140554410441000J*11 • • °poloAI EPLATFOR R PENG EIGANI SEPARTSIV • ER 2-7/F 0.0, Arm, riur,,,c 8R8 :0 ALL HARDWARE SEPARATELY 24%15. SCALE: PROT 32.4*15 11117' SCALE: NOT SCRLE GPS ANTENNA 3 ANIEREA 4143 NOUNt 3-1/2O1 CALv, PIPE ANT PIPE TO PIPE amP 70JEREw PART BC-20-10 (TrP) (OR APPRORED EQUAL) PIPE TO PIPE MOUNT CPS ANTENNA ROOT UNNERS44. PRE ADAPTER ell B1534 POS 244,64504*05:42112 111R17. 90441:40110 FRONT 3viE, &Di AO NOT SIPPED GAS-VANISED PIPE FOR ICE BRIDGE SuPPORT Ellni END CAP CONCRETE PAD APR/CATION: 1011.10'45/e CALMED &SE RATE ON BED OF 111004004001 PLITSCRe APPLICATION: 10i410.45/SEGR4ANI0E2 BASE PLATE 24N08' SCJLE: HOT 0 SUE 1117' SCALE: KIT TO SCALE CPS ANTENNA VALMONT UNIVE5AL PIPE 42*111 1411 81534 01 GPS ANTENNA MOUNT 2 wORR UGHT (1110) Sky RPE EFP 24 540 Gkv PIPE; pROvOi 3/16' THR CAP P1, SEAL KLE7 ALL AROUND PI000 UNISTREI, W/ PUSOG wEl7A ICAIl( 4111*:1I 4S' FE NT:L.41°C ATI'r:E NRESE:SDEGNQRUIT°-"E7C SNEI luN'111 Si Sir T.O. FINSHED GRADE HOLES FOR 10°,1nS/E17 N9 (JUANE &SE 5/87 HMS K13-T2 RATE ANCHOR 9OLT mOT OALVANZED TEEL GIWING 5'04 C171P4E4170 TOWER,' USE APPRIAD wAuFACTURED 8154 VALMONT oR APPROVED EQUAL SRAM APIFIJCAON; 181 CONCREIE NER PER CONNET PER 26247 (I) 5/83 NItii HVA ADHESIVE BOLTS Min 4-I/O' RIDDEN' CO CONCREI PLAN GRADE 450 REVIEWED FOR NO114 2019 City of Tukwila DIVISIOV :5i1105444400004144001*11141441410 va7715:01,07E CONS. aliTENISR 0007 N77:HER:DP.,6, OR SURSEDEDBY nfalTAAG3977:711U. FE PROM CONSTRUIS KNEW Of NS PROM. ROBERT JERRY LARA LICENSED ARCHITECT STATE OF WASHINGTON 8259 12/11/17 0/30/17 Dote NSTRUCRON ISSuED FOR PERMIT ISSUED FOR FOREW Revision verizonv Mon Team CROWN CASTLE REERESTLAIRAVEN,SUITEREE SEATTLEWA41109 Tem RECEIVED CITY OF YUMA145 0 BU# 856360 NU 05 /019 mi ORRISON HERSHFIELD GOO STEWART S17 SUITE HO SEA1TLE7NA 98101 14120424804010 4454406000440114140404 SOUTHCENTER 15700 11115011 8. 1(55*140 WA 98055 1104 PERMIT CENTER ONE PAO AFRUCATION, SEE DETNI. A CONSTRUCT DETAILS ON 8106%ElOpv7451li ORR P7r11;x1028Nuimbern PIPE 1/4 DETAIL A H-FRAME DETA Drafter. JS Slor1 /25/IT signec Project fiKL nage: tofessiond ecod: Revision No: A-3 (PER PUN) 2° gra 1. ANCHOR GENETS TO rIF le/ () 1/2'o A715 BOLTS VI/ STANDARD CUT BARKERS (I) 0 EACH CORNER, 2. USE 4,4 SHIM PLATES 6 REOuIRED 10 PRNDE LEVEL MOUNTING SURFACES 0 WI 13E44S, 7, INSTAI GENET TO I -BEAM PER mmuFFCTuRERS RECOMMENDATIONS. 4, AUGN EDGE 0, W-RANGE W/ BACK OF WINES (PER PtAN) LENGTH 0, CABINETS (PER PLUM MIN H -/ 6215 I I I 49.10 CABINET, REFEP TO PROPOSED EQUIPMENT PLAN FOP EXACT CABINET P1ACEMENT ND (2) Wari 5 I -BEAMS; SECURE W-FIANGE TO [CNC W/ 5/e0 HILTI 4B-12 RPNISION BOLT 0 12' O.C. 4/4 MECUM AtTERING SIDES OF [IKE (Tr) ccwc PAD, REFER 70 PROPOSED EQUFMENT PLAN FOR OIMMERSICNS 12' 0.C. (TYP) 3" Rik (10P) A 4 PER PUN /-4.144 CONC. SUN w/ 2 MRS Of 115 0 ir 0.C. EACH WAY EEOP & KTE 5/4' ORWIFER EDGE (Tr,) 204211641544426204842084811064121411 OVONINIS AND vENSC NNSuROS OF ANY ERRS OR 01422104442484224004420424114110 40R4 14841044141841421204710171464%40104 ORVAL Ali MINS WS Of TWO Nome OR 0146400000417412270014080071411044489004410 SKORNIMS UN THE RPM Of We HEFSPRIO URGR4104. NEM OWN egg KR Ai MONET Nu. ER FROMM CONSTROON FEHEw Of INS PPNET. 17.12.1118:06:10-0500' ROBERT JERRY LARA LICENSED ARCHITECT STATE OF WASHINGTON 8259 CONSTRUCTION 0 12/11/17 ISSUED FOR PERwfl A 10130/17 13S2E0 FOR RE,,FEW No. Revision Client: verizonv 24.416' SCALE NOT 10 SCALE 11%11. SCALE NOT TO SCALE CAM. Bos FRAmE PART OF CABINET EQUIPMENT CABINET SUPPORT FRAMING CABINET IIE DM (4) 1/20695 BOLTS W/ WASHE6 & Nurs SECURE I -BEAM TO PROPOSED SLAB IV/ 5/8.0 41L0 MR-17 ExPAFFSION DAT 012' O.C. ri/ 4' EBBEOMENT ALTERING I-BEA4 SIDES OF FIANCE (TrP) (2(8215) 7 7 72- VV '( .12 4 7 4 7 C. 7 7 7 117 '9 7 ? 7 7 7 7 7 7 7 V ? SECTION VIEW 6246414492 4 1446. SC,LE NOT 10 SCALE I roll. SCALE NOT 10 SCALE 74 TIC CONC. 5245 w/ 2 LAYERS OF 85 0 it' O.C. EACH WAY (TOP & KIT) CONCRETE PAD DETAIL REVIEWED FOR CODE COMPLIANCE APPROVED 110114 2019 City of Tukwila BUILDING DIVISION STUB UP 12 4B010 SLAB 000 COORDINATE IN 0E11 x'01:47M A ) VAPOR BARRIER .....), \ UNaM sue, 6 10. POOVNYL CONDUIT SmEEP 3 Imprneolotion Tram: ciCROWN CASTLE 150S VESTURE AVENSUNEEU HATTLE,1A41119 RECEIVED CITY OF IOU 3/4. CHAMFER ED 405 /019 ...PERMIT CENTER [. KERS INTO FMK ERE GRADE NIN 4' OF 157 wASHED STONE BED 0 PERIMETER ON LANDSCAPE WEED WRIER 04445 1246442191114142146 EXISTNG TOP SOIL (LIP TO 241) MTH CLEAN NON-FROST-SUSCEPTCLE SOIL VI/ 1' 40RG1N 60UN0PAD PERIMETER ARO COMPACTING TO 950 MASImUM DM, CENSTY AK Team: I Pr MORRISON HERSHFIELD 650 STEWART ST, SURE 2S0 SEAT0E,WA98101 Tel 296268.73TO vormrumbersrfieldoem Project Info: BU# 856360 SOUTHCENTER 15700 NELSON Ft. NM 4194155 Draming Tgle: CONSTRUCTION DETAILS Project Number 7170282 Slod Cale: 10/25/17 Droller JS Deegner Project Manager: RKL Professional of Recort RL Won Na: Ante No; 11436. SUL NOT TO SCALE 11.‘11. SUE NOT 10 SULE ATTACHMENT DETAIL 2 01%2.5. SCALE: NOT TO SCME IrvIr SCALE NOT TO SCALE TYPICAL CONCRETE PAD SECTION 1 A A-4 3 Doe 2 DIM 2 CIO NM SW Mute COMM IC, nr, 41 114030031 onl) 06E [OCZWS OF Or UM OR 045000NO 1,000,5 CA iirt RPM TO OK 50, %WI BRE 1A.M10.0IM,10ESVOWF K PR1,%O,.4 IDdDIN W IMF= ER Di I.C51 litki9011, C. Me 1,,3 IMORAIns Reeler TIE NIP 1 OCRS), HOOPED OMR NEITO MON LIERSWE.D 0 RE WOMI, BE PIK% ccraquao, REM Or NVACUER. PROPOSED ANTENNA AND COM SCHEDULE CHUN RDcEERaoR MJNES OF *nous BIC ALT EH CM MAE OT RDEd RIDER ME RDER LDGN GEMSCTHkPNA ECURICET LTE 0' 96'4 2 MIPHENOL 9EX456CW2300I - - 1 HYBRID 51331-6" (21 RRU 31 956 (I) ROO 0140 (1) JUNCTION BOX '4— , 2 34 'N— e — SECTOR RTA AM DO GUM UDEN GE AIM21414 a. ELIC IMT ND MT SULLBEA DE UDR RIDER ER PLOITELK EDIAMETB IIKTAJE 259 REGISTERED ARCHITECT ROBERT JE RY URA Of IN INGTON 017.12.1118:06:23-05'00' ROBERT JERKY IARA SLTIACTEENSOEFO WASHINGTONARCHITECI B259 LTE 125' 961-0' ERMAN EXNOL H 456CNO0004 - - - - E1331-0° 12) FRTj 32 556 (i) Fxp 449 SECTOR GLIALA AEON RED EVER OBER OE ROWS OMR coi BEG TILT ND MT ORR Of MOM RIDER TERE FEDER LENGTH CONENLEL DAV FRONT BACK — SIDE LTE 210 9E-0° 2 ANNENOL NEX456C400304 - - 1 HYBRID 31331-3' (2) RRU 32 105 (1) RADIO 0442 (1) JUNCTION PDX DIY DIM I DIM 2 DIM 3 WEIGHT 1En ANTRIM [11401.1rpHE:SIIALI.H:RlmaY WD140x1_..................._........._..._NSTD-44S STANDARIDS,AS.,4:!R,E10,U.7.leili.,1BY PROPOSED VERIZON WIRELESS PANEL ANDRA ON PIPE-10-PFE WEIR 6 REO'D PROPOSED ARBON WIRELESS LOW PRONE PLMEORN ANTENNA RCM NODE, I C10116804 Eft SIBRE OR APPROND NIA ENSTIN0 /DIPOLE PROPOSED IFNISON WIKIEEB PANEL ANTRIM [AmPNBROL 0456CWDODOX] PROPOSED EERBON MRELESS LOW PROFILE PLATFORM MODEL IC10116894 Br SABRE OR APPROVED QUAL PROPOSED VERIZON WEELES5 PANEL ANTENNA [elePHEIOL 433400040201139] • . , IEM/ON. 34 :t? 441 ..,,,, PROPOSED TERI2ON WIRELESS WO BOX MONIED TO PROPOSED kiriN4 MOUNT Or OF 1) PROPOSED NIKON 1NRELESS RRU (ORICSSON WE 4449] (TYR OF 3, 1 KR RECTA) PROPOSED 11102OR IRRELESS RRI1 ETRUS 32 065) F , 2 PEA SECTOR) PROPOSED 11,62ON MREIESS SON 44 BRE Nag (np) PROPOSED VEMION ORDLESS PRIER ANTENNA 14.41P0ENOL HENISOCW6D002] ON RIPE-TR-PIPE ADAPTER, 6 ROO RNLI 3/ (B66) 5 Dr 12.1' 7.0 50,0 (BS IMDIO 4449 1 25.0' 15,0' 1010° 55.0 sOS NOTES: 1. INSTAL]. UNITS PER MANUFACTURER SPECIRCANONS 11%.36. SUE: ROT TO SCALE 11%17' SOME NOT TO Sal PROPOSED RRU DIMENSIONS 4 CONSTRUCTION OIN 2 / OM 2 / / '4- DIN 3 TY DIM I DIM 2 DIM WECHT SECTOR ALPHA 0 I 1/1 I/11 ISSuED FOR PENNE HEX456Cer00012 12,0' 16.0' 1.4' 49,0 1.4 A 10/3O/I1 ISSUED FOR RENEW No. Dote ReNsIon 2 2 SECTOR BETA REX466CW120004 72.0' 15,0' 7,1' 49,0 LH CEent verizonv SECTOR GAMMA 9E1456C400004 2 T TOO 15,0" 7,4' 49,0 WS FRONT E!i BACK Ow 1 N— TOP 'r SIDE NODS: 3. INSTALL ANTENNAS PER MANUFACTURER SPECIFICATIONS 2. CONRACTOR TO TORQUE ALL MOUNTING KIRDWARE PER LINNuFACTuRER SPICEDARONS repimeerke Teo, (CROWN vCASTLE 15BRESTLVEAVEN,SUITEB10 KATTLE ViA391D3 REVIEWED CODE COMPLIANCE APPROVED FOR 24436' SCALE NOT TO Kul 'DC' SCALE: NOT TO SCALE PROPOSED ANTENNA DIMENSIONS 3 TAg eorrx MORRISON 600STEWART SEATTE, Tel: weeemorMonnostileom HERSHFIELD ST, SUP1292 WAREN 2C6 2667370 "". '"": ". ' I'-' rI PROPOSED 4 TENN&NfPLTI)N 5 11411' SCALE: 3/8 = 1-0' I 6 o i' 2-1/2" CALV SCH 40 PPE ROOT MECNANICAL DOWN KIT (AS RECIO) BY MINNA maNUFACRPIA CAI SCI1 40 PPE NOLINT i NONNI TIP44 ARNO ANTENNA MOuNT ILI BRACKETS BY ARIBA], A mANUFACTURER 5.", PANEL ANTENNA ip PANE. ANTENNA MINNA NONNI BRADREIS BY AN111044 TOP MOM HaNuiNLIHREE NL 44,UNTIERSAI City BUILDING of Tukwila PROPOSED MICROWAVE SCHEDULE DIVISION MOON 142110 RAD CDRIBI 234905511 NENEVR WM 521 ro ME Lme OTY DIM A DIM B DIV C W IGHT Project Info: BU# 856360 SOUTHCENTER 15700 NUN Ft. WA, WA 9BOSS - DE , 98'-3' 1 RFS SC1-11095 210 0' 5961-0' SR12-620N 1 28"0 4.5" le 22 IBS PROPOSED IERIZON WRELE RING 1100IB MCOEI 0 LW% BY BIER° 1 OR APPROVED EPA EXISTING 115-0" YONOPOLE DIN A Droming Title: ANTENNA CO FIGURAT ON PROPOSED RION WIRELESS 20 INDROWAII DISN ElVED 0 F TUKWILA PROPOSED NERD cELL50 8' STANDOFF AN PART I81101 Fr FERRO 1 DR APPROIED E04.01 0105 019 MIT CENTER PFOjtti Number. 7170282 Stan Dote: 10/25/17 Drotter: JS 29102341: LB Project Monooer: RKL Prolemionol of Record: RL NMIEBT MINNA NOUNFS BONI COMPLY HEN NSTD-445 STANDARDS AS REWIRED BY VEROON. Revision No: A Sheet No: RF-1 24'436' SORE NOT TO SCALE TYP CAL ANTENNA ATTACHMENT 11.511. SCALE: NOT TO SCALE 2 26". SC4E: "I I° PROPOSED MICROWAVE CONFIGURATION 111'417' SCALE: NDT TO SCALE longacres way SECTOR; a tsn bWF u u u 11 SECTOR 2 SECTOR 3 PAL u Io fti1291u11 Ttj11 ej57blvl 1Nlmptit REVIEWED FOR CODE COMPLIANCE APPROVED NO114 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF YOU NOV 05 2019 PERMIT CENTER 00 Kg KC OWINCS CONIPll7¢W MUST WftlY ILL DIM 0710 pCt>SE tOdXTAVR O MY MRS Pt NISSi0E Nis altNS O MUMS la OK SON SKI 1,9 1:0O CR PNOM OP kNL MMUS 651$ ONE MC ARE SIIPME df ➢E WEST REMN. G21w11&S AND SPECx1G N REIM !NE PROPuilY O MOD NERNEO ORRAM. NNNER INN ROWED !H WA AEWORT WRI BF ROOK CICRUCIN Rate Or tiro PRIECT. 11.12.1118:06:35-0500' RCBERT JERRY L77RA LICENSED ARCHITECT STATE OF WASHINGTON 8259 CONSTRUCTION 12/11/17 ISSUED FOR PERWIT 110/30/17 ISSUE0 FOR RE11EW Na. kte Revision Giant verizonv Impk 'CROWN vCASTLE L96WESTAMEAVE N,SU1TE09 SEATTLE, WAOf09 VIE Team: 1 I> MORRISON HERSHFIELD 6N S1E1107I Si, SUITE 2CC SEA111P,WA96101 1¢c20626E1170 Project lefty, BU# 856360 SOUTHCENTER 15700 NELSON PL 11.01A WA 98055 Omrinq lick: PLUMBING DIAGRAM Project Number. 7170282 Stan Oulu: 10/25/17 Droller: JS Dagmr, LB 141,9r RKL Professional of Record: RL Revision No: Sheet No: 2415' SCALE NOT 10 SOLE 11'.17' SGIE NOT TO SCW5 PLUMBING DIAGRAM A RF-2 GE E AL-LECT3ICA 0 ES L=G: D GENERAL 1. EIAMNE NE SITE CONDITIONS VERY CAREFULLY AND 7HE SCOPE OF PROPOSED w03K TOGETHER WITH THE WORK OF ALL OTHER TRADES AND INCLIDE IN THE B0 PRICE ALL COSTS FOR WORK SUCH AS EQUPMENT AND WRING MADE NECESSARY TO ACCOMMODATE THE ELECTRICAL SYSTEMS SHOWN 4N0 SYSTEMS OF OTHER TRADES. 2 Su1MIT14 A EID INDICATES CONFR4C10R IS C0CN47AN1 OF All ADS SITE CONDITIONS ANO w09K TO BE PERFORMED UNDER THIS CONTRACT, 3 PERFORM DEINEFO ,ERIRCAT10N OF WORK PRIOR TO ORDERING THE ELECTRICAL EQUIPMENT AND COMMENCING CONSTRUCTION, ISSUE A WRITTEN NORGE 10 THE CONSULTANT OF ANY DISCREPANCIES. a, OBTAIN ALL PERMITS, PAY ASSDCWIED FEES AND 124303LE INSPECTON. 5 PROVIDE ALL LABOR, MATERIAL, EQUIPMENT, INSURANCE, AND SERNCES TO COMPLETE THIS PROJECT IN ACC0RB4NCE wi1H 7HE CONTRACT DOCUMENTS AND PRESENT 1 AS FULLY OPERATIONAL TO THE SATISFACTION OF THE OWNER 6, CARRY 0,11 WORK IN ACCORDANCE WITH ALL G0vE4NING STATE, COUNTY AND LOCAL CODES AND 25334. 7. PRIOR TO BEGINNING WORK COORDINATE ALL POWER AND TELCO WORK WITH THE LOCAL UTILITY COMPANY IS IT MAY APPLY TO THIS SITE. ALL WORK TO COMPLY MTH THE RULES AND REGULATIONS OF THE UTILIZES INVOLVED, 0. FABRICATION AND INSIALIACON OF THE COMPLETE ELECTRICAL SYSTEM MI. BE DONE TIN A FIRST CLASS WORKMANSHIP PER NECA STANDARD 14WD Dr QUALIFIED PERSONNEL EXPERIENCED IN SUCH WORK AND SHALL SCHEDULE THE WORK IN AN ORDERLY MANNER SC AS NOT TO IMPEDE PROGRESS Or THE PROJECT 9. DURING PROGRESS OF THE W'OR4, MAKTAIN AN ACCURATE RECORD OF THE INSTALLATION 0r THE ELECTRCL SISTERS, LOCATING EACH CIRCNT PRECISELY AN) DIMENSIONING ECGIFUENI 60NDWT AND CATTLE LOCATIONS. UPON COMPLETION OF THE INAALUTON TRANSFER ALL RECORD DATA TO BLACK LINE PRINTS OF THE ORIGINAL DRAWINGS AND SOW T9331 D4AYNVGS AS RECORD DRAWINGS TO THE CONSULTANT ID, 004413% JOB SHALL BE GUARANTEED FORA PE.40D Or ONE (1) `PAR AFTER THE DATE OF JOB ACCEPTANCE Sy OWNER, ANY WORK, MATERIAL, DR ECUIPMEN' FOUND TO BE FAUL➢ DURING T4AT PEROD SHALL BE CORRECTED AT ONCE UPON WRITTEN NOTIFICA➢ON, AT THE EAPENSE OF THE CONTRACTOR. 11 GENERAL CONTRACTOR IS RESPONSIBLE FOR RE08ES1NL CONNECTION 0E COMMERCIAL POWER IRNI THE POWER COMPANY. ELECTRICAL CONTRACTOR SnAI C00R0.4ATE THIS WORK WITH THE GENERAL CONTRACTOR. 12. COORDINATE EXACT TELEPHONE REOUREUENTS AND SERVICE,ROUTING 9H LOCAL TELEPHONE COMPANY, APPLY FOR TELEPHONE SERVICE IMMEDIATELY UPON AWARD OF CONTRACT, 04SIC MATERIALS AND METHODS 1. ALL ELECTRICAL WORK SHALL CONFORM TO THE EOION OF IRE NEC ACCEPTED BY THE LOX JURISDICTION AND TO THE APPLICABLE LOCAL CODES AND REGULATIONS. 2. ALL MATERIALS AND ECU PMEN1 SHAH BE NEW MAIERIACS AND EQUIPMENT SHAH BE THE STANDARD FR000CIS OF MANU ACNRER'S CURRENT DESIGN. AN FIRST CUSS PRODUCT MADE BY A RPu1ABIE 44N0FAC7➢4EP MAY BE USED 43040NG C CONFORMS TO THE CONTRACT REOUIREMEN1S AND MEETS TINE APPR0v4L OF THE CONSULTANT AND THE OWNER. 3, ARRANGE CONDUIT, HIRING, EDUIPMENI, AND OTHER WORK GENERALLY AS SHOWN, PRODDING PROPER CLEARANCES AND ACCESS. CAREFULLY EXAMINE ALL CONTRACT DRAWINGS AND FIT THE RWRK IN EACH LOCATION WITHOUT SUBSTANTIAL ALTERATION. WHERE DEPARTURES ARE PROPOSED BECAUSE OF FIELD CONDITIONS 0R OTHER CAUSES, PREPARE AND SUM' DETAILED CUTTINGS FOR ACCEPTANCE, a. THE RIWIN N r 1 wA1 An 1 m D Gs ARE GE GENERALLY DNA M C AND ALL OFFSETS, BIND. EL NLs AND D ACCESSORIES ARE NOT NECESSARILY SHOWN, PRONDE ALL SUCH HEMS AS MAY BE REQUIRED TO FE THE WORK TO THE CONDITIONS. 5 IrANi4IN ALL CLEARANCES AS REWIRE) BY NEC. 6. SEAL AROUND CONDUITS AND AROUND CONDUCTORS CHIN CONDUITS ENTERING 133E PREFAERIUIED SHELTER/CARINEIS WHERE PENETRATION OCCURS WITH A SILICONE SEALANT TO PREVENT MOISTURE PENETRATION INTO BUILDING/SHELTER 7, SILICONE Sfa ARWND ALL DOLTS AND SCREWS USED TO SECURE EDUIPMENI TO EXTERIOR OF RAGING. 8. MAKE NECESSARY CONNECTIONS FOR BATIERY IN 143301NGY LIGHT MIRE. CONNECT Ex1ER10B LILHT FIXIORE (PROMO%) BY SHELTER MANUFACTURER( 10 EXTERNAL JUNCTION BOX. CONDUCTORS AND CONNECTORS 1, UNLESS NOTED 01HE94ISE, ALL CONOJCIORS AWL BE COPPER, MINIMUM SIZE 112 AWG, w11H THERMOPLASTIC INSIAA10N CONFORMING 10 NEMA WC5 OR CROSS -LINKED POLYETHYLENE INSULATION CONFORMING TO NEMA W07. (TYPES NM 0R 1HWN-2), INSULATION SHALL BE RATED FOR 9PC CONDUCTORS SH4I BE COLOR CODED IN ACCORDANCE WIN NEC, 2. Al CONW610RS USED FOR GROUNDING SHALL BE COPPER AND SHAH HAVE GREEN INSULATION EXCEP WHERE NOTED. 3. FOR COPPER CONDUCTORS 6 AWG AND SMALLER USE 3m SCOTCH-L0K 0P, IV S1A-KON COMPRESSION TYPE CONNECTORS WITH INTEGRAL OR SEPARATE INSULATION CAPS, FOR COPPER CONDUCTORS LARGER THAN 16 AK USE SOLDERLESS, (DENT HEX SCREW OR BOLT RIPE PRESSURE CONNECTORS 0R DOUBLE COMPRESSION C-CLAMP CONNECTORS, UNLESS SPECTRE° OTHERWISE ON DRAWINGS. 4, UNLESS NOTED OTHERWISE ALL LUGS SHALL BE TNN PLATED COPPER TWO -HOLE, LONG BARREL, COMPRESSION TYPE, 5, CONDUCTOR LENGTHS SHALL DE CONTINUOUS FRO, IE341441CW TO 1ER4NN414N WITHOUT SPLICES. SPLES ARE NOT ACCEPTABLE, IF SPLICES ARE UN4v01OABLE PRIOR APPROVAL FROM IHE ENGINEER MUST BE °BINNED, RACEWAYS AND BOXES 7. ALL CONDUIT SHALL RE UL IABELE'8, 2 ALL EMPTY CONDUITS INSTALLED FOR FONRE uSE SHALL HAk A PMLL CORD, 3, SHEET 51E1u BOXES SHAH CONFORM 10 NEMA OSI, CAST -METAL BOXES Swot CONFORM TO NEMA 01 AND SHALL BE WED IN ACCORDANCE WI1H NEC UNLESS NOTED OTHERWISE. GROUNDING 1. ALL LIGHTNING PROTECTION AND SAFETY GROUNDING OF THE ELECTRICAL EQUIPMENT SHALL BE CARRIED OUT IN ACC0R0ANCE WITH THE CURRENT NEPA A4D 1ER1204 WIRELESS STANDARDS, 2, GROUND LUGS ARE SPECIFIED UNDER SECTION 3 'CONDUCTORS AND CONNECTORS 3. ALL GROUND LIG AND COMPRESSION C0bNECIAINS SHALL BE COATED WIN ANTI.OXIDANT AGENT, SUCH AS NO-OX, NOAL01, RENF RO(0R KOPRS4JELD. a, GROUND al EXPOSED METALLIC OBJECTS ON BUILDING ExTERIOR INCLIOING BUILDING TIE DOwN BRACKETS. 5. PROVIDE LOCK HASHERS FOR ALL MECHANICAL CONNECTIONS FOR GROUND CONDUCTORS. USE STAINLESS STEEL HARDWARE 1H400GH0U1, 6, D0 NOT INSTALL GRW'ND RING OUTSIDE OF PROPERTY LINE, 1, REMOVE All PAINT AND CLEAN al CIR1 FROM SURFACES 4EOUI3ING °ROUN'J CONNECIONS. REPAINT 12 MATCH A'TER CONNECTION IS MADE TO mANTWN CORROSION 1113'4NCE. 6, ALL EXTERIOR GROUNDING CONDUCNni INCLUDING EXTERIOR GROUND RING SHALL BE d2 AK SOLID BARE TINNED COPPER UNLESS NOTED O1HERWISE, MAKE ALL GROUND CONNECTIONS AS SHORT AND DIRECT AS POSSIBLE. Av010 SHARP BENDS THE RADIUS OF ANY BEND SHALL NOT BE LESS THAN 0" AND THE ANGLE OF ANY BEND S'A,L N01 EXCEED 90. GROU1RNG CONDUCTORS SHALL BE ROUTED DOWN'w4RD TOWARD THE BURIED GROUND RING, 9, BOND ALL Ex1E410R CONDUITS, PIPES AND CYLINDRICAL METALLIC OBJECTS WITH A PENN-UNION Gl SERIES DUMP, BLACKED:RN °Uv SERIES COMP 0R A Bu4NO) GAR 3900BU SERIES CRIMP ONLY, N0 SUDSIIIU'12S ACCEPTED TO ALL GROUND CONNECTIONS SHALL BE .APPROVED FOR THE MEWLS FLING CONNECTED. 11 ALL EXTERNAL GROUND CONNECTIONS SHALL BE E10133144 C4LLY WELDED. ALL EXOTHERMIC WELDS TO EXTERIOR 4R0UN0 RAIN SHALL BE THE PARALLEL P2PE, EXCEPT FOR THE GROUND RODS WHICH ARE TEE EXOTHERMIC WELDS. REPAIR ALL GALVANIZED SURFACES THAT HAVE BEEN OAMACED BY EXOTHERMIC WELDING, USE SPRAY CALVAN12ER SUCH AS HOLUB LECTROSOL 115-501. 12. CONTRACTOR SHALL N011R THE CONSTRUCTION MANAGER WHEN TINE BURIED GROUND RING IS INSTALLED SO THE REPRESENIA11S CAN INSPECT THE GROUND RING BEFORE 11 IS BAWLED WITH. SOIL, 13. FOR METAL FENCE P051 GROuNDN2, USE A HEA`4 DULY 11PE GROUNDING CLAMP 0R EXDIHERMC WElO CONNECTION 10 POSR. GROUND ALL FENCE POSTS CHIN 6' OF 100339ENT la. 491400 MECHANICAL CONNECTOR (IVO--HOLE 0R CLAMP) ARE USED, APPLY A LIBERAL PROTECTIVE COATING OF AN AN2I-OXIDE COMPOUND SUCH AS 'NO OXIDE A' Br DEARBORN CHEMICAL COMPANY ON ALL CONNECTORS. OVERCURRENT & SHORT-CIRCUIT/ONO FAX PROTECTION (IF APPLICABLE) 2 CONRACIOR SHALL RECORD LOAD READINGS WHEN SITE POWER ORIGINATES FROM A 3o SERVICE TO M0N10R A ASSURE A BAIANCE0 L0N Al THE PRIMARY SU PLY RECORDS SHAH BE PROvIDEO TO THE STE/FACILITY OWNER CONTRACTOR 5,-TALL CONSORT MANUFACTURER'S PLANS, SHOP DRAWINGS AN) SPECS FOR INDW6/OU1000R EQUIPMENT LOCATION & INSTALLATION, ELECTRIC HENCE SMALL BE IN COMPLIANCE WITH All RULES & REGULATIONS OF THE JUT' CO, FLED. CONTRACTOR SHALL PROMDE EQUIPMENT LOTH HIGHER SHORT-CIRCUIT FAULT CURBED RATINGS (LA.LC.( AS REWIRED TO MATCH & DICED LRIEI% CO. AVA0ABLE SYMM,TRICAL & ASY,METRICAL FAULT CURRENT LEVELS, FUSES IN SERFCE S41C3ES SHALL BE LASS IR'K% CURRENT UNITING MH, 200 (AID., NON -TIME DELAY, DISCONNECT SWITCHES TO HAVE REJECTION CLIPS, UNLESS INDICATED 0T4ERW6E ELEC'RIC4 E8UIPNENIS & PROTECTIONS SHALL EL STANDARD ALAI[ RATED HIGHER THAN INCOMING EQUIPMENT ANBJ04 UTILITY CO, LAIC RATE AND CONSIDERING ELECTRIC M010RS FAULT C0N134020N. C0N1R4C10R Rwll N01 BEGIN CONSTRUCTION UNTIL THIS M.42410RY 430<9161ENT IS MET, IF NEW LOAD IS ADDEO CONTRACTOR SHALL vERI2Y 8 CONFIRM BEFORE CONSTRUCTION THAT 1014 UTILITY SERVICE LOAD SHALL KEEP EQUAL 10 (123% MAv DEMAND+ NEW LDAD)< BC% SERVICE ENTRANCE CONDUCTORS/MAN DYER CuRRE41 PROTECTION A44ACIY WHC4EVER RATING IS LOW1R, LIGHTING SHALL HSU ,NEC, IESNA AND/OR FAA STANDARDS IF APPLRCABLE PHOTOMETRIC LEVELS SHALL COMPLY WITH LOCAL, STATE & FEDERAL RULES, AL ELECTRICAL EQUIPMENT SHALL BE INSTALLED IN ACCESSIBLE AREAS ONLY, THE ELECTRICAL INSTALLATION SHALL MEET ALL STANDARD REWIREMENIS OF POWER ANS 1ELE- PHONE UTILITY COMPANIES. 3'OIOL DESCRIP➢BN 10 ■ ifl —3 J6 PB CIRCUIT BREAKER NON -FUSIBLE DISCONNECT SWITCH NSIBIE DISCONNECT SWITCH SURFACE MOUNTED PANEL BOARD TRANSFORMER KILOWATT HOUR MEIER 031013S CABLE DR CONDUIT 1uRNING UP IN PUN vlEw DENORES CABLE OR CONDUIT TURNING DOWN IN PLAN NEW 004012N BOX PUIU BOX % NEC/1ELC0 STANDARDS OVERHEAD [RUBES UNDE4GP,OUND 1ELC0 <41040RODNO POWER UNDERGR01N0 POWER/TELCO IELCD POWER DENOTES REFERENCE NOTE L O BERM C WELD CONNECTION MECHANICAL CONNECTION (eg Llr, C-1AP( GROUND ROD GROUND ROD WITH INSPECTION SLEEVES °FOUND BAR PIN AND SLEEVE RECEPTACLE GROUND 004200TOR a0 NOT VIE WINOS. tOKTMOWR 4Sf TOT Au. 0KN43S AN01➢NSE CONMATANR W MY GARS CA mosS4NS NO 4AWAmNS OK MAIMS 10 0040 KM MI BE WPIEMN1f1 (KGNf 4410 I N D 41445 NL NMMM18 6516 OF 4M MO AK Padafdaa m. la VW Tal!,4,�;n,S;m4eS A40 San1Ama ROM THE Ran OF I404010N NEWM'FlN@ POMPoRAKC& NEW MAN HERS11➢ aft THE 40040CT all BE MUM Ca4S1RLCna4 taald OF TIPS Mat 2017.12.1 t.ic:06-05'00' NINON N. 6EGLI1 PROILLS1NAl ENGINEER SIVE OF WASHINGTON BEAU CONSTRUCRON 12/11/f7 ISA,MO FOR PERMIT A 10/30/17 ISSUED FOR REVIEW No. Date Parisian A 3R=V A-IOL S Drat ver¢omv AEG AC B1G CRGE CO C/Iv )1T EC GE GEC GRC Mil NEC 0/H DID SD SE SN 1GB 1E68 TR T850 YP NAP U/G Ilrpkmenlolan Team: AEOVE FINISHED C, WERE INIERRMPIN APA VIEWED FOR BELOFNSRED ,,Raw CODE COMPL IANCE �CASTLE CROW N UIT CECONDLL REFERENCE GrtuND BAR APPROVED COPPER COMPLETE WITH DRY TYPE 1RANSFUI MDR EMPTY CONDUIT G42UND 04004090 ELEC1n 01 City of Tukwila GROUNDING ELECT °W.FA ILDING DIVISION GALVANIZED RIGID; MANUAL TRANSFER SW4CH RATIONAL ELE0h9LAL CODE 0v1RH3AD RIGID NON-METALLIC CONDUIT (SCHEDULE BD PVC) SERVCE DISCONNECT SWITCH SERVCE ENTRANCE SOLID NEUTRAL IELCC G6BN4 104ER ENi0UND GROUND BAR TRANSFORMER RANSIENT VOLTAGE SURGE SUPPRESSOR NOV142019 %FICAL 1 WEATHERPROOF - NEWT 3PJ1ECPInt ft u„ B�i NDERcecuNO ROWER PROTECTIOYIEI1Et Cr f�i�1 NOV 05 2019 PERMIT CENTER 1 SS 0ES1LAKE AVE N, SM'11E Ma SEATTLE,WAW109 A3E Team: ORRISON HERSHFIELD SWSTEWANI ST, SU1E207 SEATTLE,WA981D1 leP.233368./319 wommorasonhers414881m Project Mlo BU# 856360 SOUTHCENTER 15700 Nfl50N Pt 1101A WA 98058 Drawing 11k: ELECTR CAL NOTES AND SYMBOLS Project Number. 7170282 Drafter. 15 Project Monogr. RRl deesian No: A Staff Dale: 10/25/17 Des'Iner. LB Praleniarol of Record: RL Sheet No: E-1 NOT USED. NEw 24'r24° NEIAA-3R TELCO ENCLOSURE MOue1EO ON H-FRAME FOR FIR. PROPOSED 4' PVC CONDO 81111 (3) 1-I/4° INNERDUCTS AND TRACEABLE MULE TAPE FROM NE6A-3R TELCO ENCLOSURE TO WOLIK FIBER CABINET, NEw (2) f 12 AwG Cu, AND (I) 612 Aw0 Cu. GR0uN0 1N 1/2" RNC. CIRCUR R1I-16. NOT USED. N01 0SED. PROPOSED TELCO CONDUIT STUBBED UP AT RIGHT Cif wk. COORDINATE wlt1 FIBER PROVIDER FOR NEW ZOO SE10E, CONTRACTOR TO INSTALL 1A25 N'WL1, NEw (3) !3/0 AWG CU IN 2-1/2' RNC. E21S11NG 260A L1IP 1RANSFOR4ER. COORDINATE w11N u6ufY FOR 11O/24.16-10-N4, 200A SEND{( FOR u2R120N WIRELESS NEW (ILO) INTEGRATED LOW CENTER, NEMA-3R PPC LOAD CENTER (PANEL °PI°) COUPLEIE WITH AN IN'IFGRA1EO Au10181C 1RAISFER Sw11CH, A 200A-OP u11NY MAIN CIRCUIT BREAKER & A 2COA-2P E4ERGENCY WUN 081100I BREAKER. N01 USED, 3-3/0, + 166 GROUND, 2"C. PRONOE RNC B.F.G. AND RCS A.F.G. IXISIING 200A, 120/2406-19. 3w MAIN DISCONNECT wIIH INTERRUPTING CAPACn=100K ANC, LABEL 1T1RT20N &IRELESS MAIM EN $1110 METER CON7RAC1CR 10 CONNRN 1F METER CAN 82 USED. NEw 200A CAPACITY 240v-10 NEWT 3R METER SOCKET PER POWER CO. REDUIRE4EN'S. PROPOSED e' Ph; CONDO w1M (3) R-1/4° IN4ERC0C7S AND 1RM;EABLE MULE TAPE FROM NE4A-3R TELCO ENCLOSURE TO RO.w. INSTALL CONDOS IN A 36° BELOW GRADE TRENCH, C00RDIna1E EXACT RE00RE4ENIS 01 FIBER PRO00ER. BOND TO CAw0U,NO RN'G w/12 AK SOLID TANNED COPPER. NEw MIN. 14 A4G CU 10 (2) 5/d°AIO' COPPER CLAD ROCS SPACED A 9Iw4UM OF 6' A°ARR, VENT W F1ELR NOT USED. NEW 2" C0NOu11 FOR EOLNPMENT CABINET REFER TO LOAD CENTER OAR. SKEET E-6 NOT uSED, N0F USED. NEw H-FRa1E FOR VERI2CN EOu1PUEN1, CONTRACTOR 10 ARRANGE TO PAY FOR UNDERGROUND U1N1Y LOCATION SUReE8S FOR All TRENCHING. REUSE NATIVE R4CKE[1 AND REINSTATE 10 ORGIeu0 CONDITION INSTALL 6° WIDE MET4L0C LINE RED PLASTIC MARKER TAPE 8' ABOVE ALL 6&RED CONCUR NOT USED. NOT USER. HER PRIMARY POWER AND BATTERY ENCLOSURE. NEW RADIO CABINET. U 10111 ROUTING NCI0 CONDO ROUTES AND SPECIFICATIONS FROM 0ERI20N eARELESS CONFOUND TO LTIL5 4EE1 POINT ARE PER THE RE017REMENTS FRONDED 18 THE OLIIY CWROINa110N REPORT BY CROWN CAS11E, PA1E0 9/11/17. ■.INsuunn S LONGACRES WAY REVIEWED FOR CODE COMPLIANCE APPROVED NOV142019 City of Tukwila ILDING DIVISION RECEIVED CITY OF 'ROLA NOV 05 2019 PERMIT CENTER N01CS 1, PRONNCE 11"030° 000011ETE PULO-80AES AT EVERY OTHER EE 0 OR AS REWIRED Si an COM,anr 00 frt11 SCAl0 2CAWINGS CM0Pd0TW NOSY VEINY lit 045850S N1.NNSE fw,SRlwNS W ANY MO 0R OMISSIONS MC VA41A10115 54 IM:100➢N6 fi MC,YI SON MIN loam OW CSLN MSRM OWL Pa KW ISLES Of 1116 MAC SuPERfE0E0 BY THE u1E51 PEVID., dl001110 A40 SMAT0N5 OM 1Nf PROPE Y OF O RRISON NEASw4R 0505*4:RMY. CM NSRSHRLO *501t AMC W C OMC LONSIRN5N5I 185* M THIS PNUEel JAM N, of 811 PRfESS0XAL ENCMEIR STATE OE6Wf5 MLPAb'1O0 CONSTRUCTION 12/I I/11 10/30/7 Cute ISSUED FOR PEW ISSUE FOR FENEW Revision uerizom' Repkme16 (CROWN (CASTLE 1515WES1.A1EAVEN,SL8EW S111111 .WAR61C9 AAE Te m: , MORRISON HERSHFIELD 6G0 SIEwIRT Si, SUITE 555 SEAITLE0A90101 10 NUR MC rrars0es+Alo0or Project We: BU# 856360 SOUTHCENTER 15100 NELSON it NOM WA 905 King LIN: ELECTRICAL SITE PLAN 7170282 SIOM1 late: 10/25/17 Droller: JS Designer LB Project Monger, RNL Prolesilonol of Record: RL Rev8iot No: A Sheet No: E-2 ELECTRICAL REFERENCE NOTES 2 2436. SG1E I' • 42 -2 6,7177,0. 11117' $CWi: 1' = 120'-0' ELECTRICAL SITE PLAN 1 0 @ 0 0 0 ® 0 C) O. 8 Oi 0 8 ,O, 0, ® 0 IP ® 0 0 0 0 ® 0 NOT LSED. NEW 24r24° NEMA-30TELCO ENCLOSURE MOUNTED ON H-FR416E FOR FIBER. PROPOSED A° PVC CONDUIT vM11. (3) Hy INNERDUCTS AND TRACEABLE MULE TAPE FROM NE414-3R TELCO ENCLOSURE TO DUDLIK FIBER CABINET. NEW (1) #11 AWG CU. AND (1) #11 AWG CO. GROUND IN I/2" RNC, GRCUIT 141-16. NOT USED. NOT USED. PROPOSED TELCO CONDOR STUBBED UP AT RIGHT OF WAY. COORDINATE WITH FIBER PROMDER FOR NEW TELCO SERMCE. CONTRACTOR TO INSTAJJ. TA25 VAULT NEW (3) #3/C AK CU. IN 2-I/2RIC. EXISTING 254A UDUINI TRANSFORMER. COORDINATE WTH UNLIIT FOR I207240v-10-3W, 2001 SERVICE FOR \BRIX.% WIRELESS ND oLci IVEGRATED LOAD CENTER, NEMA-34 PPC LOAD CENTER (PANEL THIN COMPLETE CH AN INTEGRATED AUTOmATIC TRANSFER SWITCH, A 2GBA-2P 011LITY HAN CIRCUIT BREMER Er A 200A-2P EmERGENCY MAIN CIRCUIT EIR-EAHER. NOI USED. 3-3/0, t 106 GROUND, 1"C. PROVIDE RNC B.F.C. im,ID RGS kF.G. DOING 200A, 120/210V-10. SW LOIN DISCONNECT wITH INTERRUPTING GioAcTwooK MC, [AWL VERIDON WIRELESS MAIN" EATING METER, CONTRACTOR TO CONFIRM IF METER CAN BE USED. NEW 200A CAPACITY 240V-Im NEMA SR METER SOCAT PER PONVER CO. REQUIREMENTS. PROPOSED itii PVC CONDUIT MTH (3) 1-1/4" INNERDDCTS AND TRACEABLE MULE TAPE FROM NE4A-3R TELCO ENCLOSURE TO R.O.w. INSTAL CONDUITS Ur A 36SZLOW GRADE TRENCH. COORDINATE EXACT REQUIREWEXTS CH FIBER PROVIDER. BOND TO GROUND RING 4/#2 Ark SOLID TINNED COPPER, NEW WIN. 4.4 Ark CU TO (2) 5/6106' COPPER CLAD RODS SPACED A NINIMUIA OF 6' ARK VERIFY IN 61E1.0. NOT 0530 EVA 2° CONDUIT FOR EOUIPWENT CABINET REFER TO LOAD CENTER 040. SHEE° E-6 NOI USED. NOI USED. NEW H-FRAME FOR VERIZON EQUIRWENN CONTWEOR TO ARRANGE NO RAY FOR UNOERGROUND UTIUtt LOCATiON SURVEYS FOR kL TRENCHING. REUSE NATruE BAWL AND REINSTATE TO ORIGINAL CONDITION. INSTALL 6' WIDE METMIC UNE RED PLASTIC laRRER TATE Ir ABOVE ALL BURIED CONDUIT. NOT USED.00 NOI USED. NEW RflikARY POWER AND BATTERY ENCLOSURE. NEW RADIO CABINET. CO a al Nana CONTWTOP 47 art Au WOO tn0 eat cocoas on a Me lin mat. AO vein% On Wren% TO ii0an Stat anki at WINNE 'MAMMA alle Oak xi naSeee OWES OF TAS OW nOt Sanaa En NE tag Rate to. Dana ee Snettiina kW lli Ran OF keelan OPMELO CORAMOK Nana Mai TEMPO a iii haTET Ai PE KOCK coateon Rea OF NS %ET. G %. 4 9 1ST 201 . . 0500' Aso ii. titaTIA Ptarlitati OMEN TNT or InsmigToil 57311 01 r ' 1 ///// / d///// ///////////?//7////' / \ / /— / / / i ---1 1 I . ' '. ' / / //////////// ///// // / / / / v 05 00 0 .,..- , , • CONSIRUCTiOti ' ''P-J, 0' R / ''- ' 010 0 11 P i li 11/1I/17 ISSUED FOR PERMIT A 10/30/17 ISSUED FOR RDAEW 45 Me " 141 , . II li Cleat verizonv i 0 14 w i, I END FOR 1 , L H LiGP =„10, if,P HT E-COMPLIANCE 77 UGT — UGT — UGT — LIGT — UST — UGT — 311 UGT UGT le I I I 00 0 APPROVED ' NOV14 2019 Implernentation Team H CROVVN vCASTLE la NEPTIAXE AVE N,SUITE ER SEATTIVIA Ma NOTE: PROVE 3DUIT CON FOR GPS CARE City of Tukwila BUILDING DIVISION •anaa.............. ME Teen MORRISON 6rD STEwART SEATTLE, Tel, ,wwwwerisaarvenrrannow HERSHFIELD ST, SuITE 200 AVA RV 2C6266.731a (47136 KAI 3/16. = "4.IM.M ELECTRICAL PLAN 4 we SPAE: 3/32 • I -0' 4' i° i'D 10 [a RECF.IVED CITY OF IiiI4ILA pr„t 13U# 856360 SOUTHCENTER 15/00 NELSON Pt. MU ele 98355 0 _ ') = S 0 ='-' = 2 00 1° NOII 05 Z019 P RMI'irENTER ELECTRICAL PLAN, I\ OTES AND R SER D ARAM UNUIT ROUNNG NOTE: CONDUIT ROUTES AND SPECIFICATIONS FROm VDRIZON WIRELESS COmIROUND TO ullP MEET POINT ARE PER 'HE REQUIREMENTS PROVIDE() IN THE UNLE"r COORDINATION REPORT DY CROWN CASTLE, DATED vim. ' NCR UGR .°wa, (vr uop 7 , , — li° P — UGP + lIGP — Op \— DU " UGT — 37 — UGN — UGT —) ra 01 Project Number. 7170282 Slat Data. 10/25/17 307 1 — UT — IAGI — 301 00 00 60 ')-- UGT — Gr-- UTE — LIGT — la UGT —i 1 0 Didier: JS Designer, di Project Manager. PNL Proteeetonel el Record: RL Retision Ilot A Sheet Na). E-3 ELECTRICAL REFERENCE NOTES 2 "'' ' 'T"' ,,,,17. DI NOT 10 SOLI ELECTRICAL R SER DIAGRAM QD APPROXIMATE LOCATION OF 12 ANC SOLID BARE TINNED GROUND RING. GROUND RING SM4LL BE BURIED 30' BELOW THE FROST UNE 0R 30" BELOW GRADE, W111CHEYER IS GREATER. ENACT LOCATION AND NUMBER Or GROUND RODS TO BE OEER0MEO ON SITE AND BASED ON "FAIL OF POTENTIAL GROUND RESISTANCE METHOD" FOR REBSIA<CE < 5 OHMS, UNLESS 0R!ERWISE NOTED, DN:VEN GROUND RODS ARE TO BE BURIED AT 16 FEET INTERVALS. PROVDE 3/4'<10"-0" LONG COPPER 0U0 STEEL (COPPER WELD) GROUND ROD AS SHOWN, P4Pvl0E INSPECTION SLEEVE AT GROUND ROC TO SHOW POND TO EXTERIOR PURE' GROUND RING (MINIMUM OF A INSPECTION SLEEKS/ SEE DETNL B/E-7). INSTALL GROUND ROD TWO (2) FEET MINIMUM AWAY FROM ANY SUB. INSTALL SO IIU110P OF GROUND R00 IS }0' 6E10w GRADE 0R FROST LINE, w<ICHE0FA IS DEEPER. EXACT LOCATION AND NUMBER of GROUND RODS TO BE ESIABLSHEO ON SPE AND BASED ON 'FALL OF P01ENM1 GROUND RESISTANCE 6EIHOO" FOR RESISTANCE < 5 ONUS, UNLESS OTHERWISE NOTED, DR5vEN GROUND RODS ARE BONED TO THE BURIED GROUND RN6 Al 16 FEET INTERVALS. 0, TESTING TOWER GROUND K. CONTRACTOR 10 vE.41DY. 11 AwG WELDING CAE OR FLXIBE. CABLE, GTE JUMPER. ® 12 WAG GROUND FROM 13<06E EN1ft44CE GROUND E1EC1RIE TO 31ERu1 GROUND RING. ® AWG FROM H-FRAME TO VERNAL GROUND RING MP OF (2) PLACES), 12 Awv GROUND FROM ICE BRIDGE vER<CAU POSTS 10 EXTERNAL CAROTIN RING (TYPICAL). 82 AwG GROUND FROM VERTICAL FENCE POST TO EXTERNAL GROUND RING. 0 N0T 16E0. O- ' NOT USED. 8 - EIIPMENI GROUND RING AND TOWER GROUND RING SHALL BE BONDED TOGETHER IN AT BSI Iwo (2) POINTS USING A 11 AND SOLID BARE TINNED COPPER CONDUCTOR. 12 BON 10 5001<9ENI C.66NEI E,1{10SJ4E J� A 44NOF APPROVED CONNECTION N WITH Y 2 AK SOIK 944E TINNED COPPER CONDUCTORS AND i1OP<01NICR0Y WELD TO (ROOD RING. tD REFER TO STRUCTURAL AND ARCHITECTURAL DRAWINGS FOR NCI LOCATION OF <MENNA(S) AND ANTENNA SUPPORTS FRAME. Ip EXTEND GROUNDING CONDUCTOR TO ANTENNA LOCATIONS AND BOND TO ANTENNA PIPE MINT, 1'SE A4 FNOI4ERMIC wEID AT <0106NA PIPE MOUNT. SUPPORT CONDUCTOR AS REQUIRED EVERY 1W0 (2) FEET MINIMUM. 16 PROVIDE 12 SOLID BARE TINNED COPPER CONDUCTOR FROM IEGB TO TOWER GROUND RING, TrIDAl OF 1W0 (2). 16 PROVIDE ANTENNA CABLE GRIND BAR. BOND ANTENNA CABLE GROUNDING NITS 10 GROUND DAR. CONNECTION SHALL BE ME RESP0NS1611PY OF THE ANTENNA CABLE INSTALLER. BOND GROUND BAR TO 1GvER USING 0NE(Q 12 AwG SCI10 TINNED COPPER CONDUCTOR. PROVIDE A U.L. LISTED CONNECTOR SOAR" FOR THE MATER4<S BEING CONNECTED. PROVIDE EXOTHERMIC 41105 FOR BONDS 10 STEEL BUM OR 1R6NE. 17 IRE 104EB E5T GROUND BUS Ii6R (TEGB) SIULL BE INSTALLED BELOW THE TRANSMISSION LINE GROUND NITS, NEAR THE AREA. OF THE TOWER AT THE PUNT WHERE INC ANTENNA 1RANSASS10N LINES TRANSITION FROM THE TOWER 10 DE CANES. VERIFY EXALT LOCATION OF GROUNDING BAR FOR PROPER CON%CIOR LENGTH. GRINDING BAR PROvYDE0 BY THE ANTENNA CABLE IAS1ALR. FINAL FX011K,R6lC WELD FROM THE BORED GROVNDNG RING TO GROUND BAR SNALL BE T,<E RESPONS761U1Y OF RIE ELECTRICAL CONTRACTOR, 44040 VAI WITH ANTENNA CBLE INSTALLER FOR SCHEDULE TO MARE CONNECTION PROVIDE 1/4' PVC SLEP+E WITH SWEEP BEND IN NEW ANTENNA BASE INSTALLATIONS FOR CONNECTION OF 1EGB TO TOWER GROu4G RING. 16 EXTEND 6430<2NG CONDUCTORS TO REINING SECTOR ANTENNA PIPE MOAT LOCATIONS AND BOND WITH EXOTHERMIC WEEDS TO ANTENNA PIPE MOUNT. SUPPORT CONDUCTOR AS RE0u14ED EVERY TWO FEET MINIMUM. 19 THE 10wER S1RUC1uRE STEEL SHALL BE M111ED FOR DISSIPATING TIE LIGHTNING ENERGY. THE TOWER GROUND BARS FOR ANTENNA GROUNDING SHAH BE DIRECTLY FASTENED 10 THE STEEL SIROCPJRE WITH STAINLESS STEEL HARDWARE k/OR ANGLE ADAPTORS (EL, AROO/VA1k0NT PART #161105 OR EOUN. - W/0 'CHERm' INSULATORS. THIS TIDE OF INSINUATION SPECb<CALLY PRECLIDES THE USE OF INSULATORS BETWEEN THE TOWER S'B0CIURE k THE GROUND BARS k DOTS NOT ALLOW Ale GR5I1G OF WELDING TO THE TOWER. NO SOILS RESIS0I1Y TESTING WAS PRON6JED AI IRE TIME OF THIS DESIGN, BONDED TO GROUND RODS Al Mutt H-FRAME DO N11 SOLE o6I6N1.0111RADPoR YUS0 WAR wt NNE N NO ALMSE 00001110.VWS Of µ: PM OR 01459 N,5. XO vu4ATaN1 OR MAIN TO 0065 SI0m SR4l Sf *PLEVEN1Fp 0e1 PER 941RN .W4FOYW NI POLING SUES UM PAN NE SNPNa11Ea 0r ME u1ES1 RMMON Nt 040W41S VC SWIM SAN iN ROM Of Y044001 Ig 541.0 maim NOR lasso <5tIFl0C N M8 t4MT,C10( 6S Pi5A,SNC'014 OPIUM APSES N 160 PN1<EC1, JASON 0 CECIA PREESSIONAt EHONEER STATE OF NHIrrON e150e CONSTRUCTION 11/11/17 ISSUED FOR PERMIT A 10/B0/17 SSUED FOR BELOW Revision verizorni Impkmenlafmn Teom: r 'CROWN ✓CASTLE 1515 VESTLANE AVE N, SUITE NC SEATTLE.WA301C9 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 14 2019 CROu40 ROD CH INSP1L00N WELL City of Tukwila BUILDING DIVISION ra"1n9 Ltk: RECEIVED CITY OF AV L NOV 05 2019 PERMIT CENTER Ali Team; MORRISON HERSHFIELD 60751EWAR1 ST, SUITE SEAT E, WA99101 in 2E6.2N.7JD0 wrram 1mNenheele50 a0Xt Info: BU# 856360 SOUTHCENTER 15700 NELSON PL WM WA 06055 GROUND NG PLAN AND NOTES Pr*el NLmbeo 7170282 Start Dale: 10/25/17 Droller: JS Designer: LB Project 6cnoge: RKL Professlonol of Record: RL Revision No: Shed No: 24311' SGML NOT TO SC/if 11517' SCALE NOT TO SOLE GROUNDING NOTES 2 24576' SGVL NOT 10 50,1E 111d7' SDI NOT 70 SAP GROUNDING PLAN A E-4 24'e36SCALL NO7 TO SCALE 1117 SCALE NOT TO SCALE NOT USED 5 POWER CABINET PANEL SCHEDULE (PANEL PP-1 BUS VA LOAD WIRE AND COQ AMPS BLS A B AMPS COD GAD WIRE LAD BUS VA A 0 A B 2792 A ANDREW POU/BATT CABINET 923075595 " 16 #8 2° 40 I 3 5 7 9 -1—` II -4 13 15 17 19 21 23 25 27 29 31 33 35 31 91 39 41 91 2 1 4 1 6 60 1' #I0 16 SURGE ARRESTOR 0 2 2792 _ 0 0 2792 A ANDREle POU/BATT CABINET RECAPS ll 16 18 2' 40 20 I/2" IQ 112 TELCO CFI RECEPTACLE 180 2 2792 20 I/2" #12 I2 TELCO CABINET FAN 3 30 2792 A ANDREW PCU/BATT CABINET RECTIFIERS " 16 16 2' 40 02 I/O" 112 #12 ECERIOR LICHT 332 2 2792 - - - - SPACE - 2792 ANDREW PDU/BATT 0621NET RECTIFIERS " 16 18 2' 40 - - - - SPACE - 2 2792 - - - - SPACE - - S SPACE SPACE - - - - - - - - SPACE - - - - - - SPACE - 180 — R RECEPTACLE INSIDE PDU WIND. " 110 110 2' 20 - - - - SPACE - 180 RECEPTACLE INSIDE BATTERY CAEANET " 110 110 2° 20 • - - - SPACE - - S SPACE - - - - - - - - SPACE - - SPACE - - - - - - - - SPACE - - SPACE - - - - - - - - SPACE - SPACE - - - - - - - - SPACE - - SPACE - - - - - - - - SPACE - - SPACE - - - - - - - - - SPACE - -__,.. - ... S SPACE - - - - - - - SPACE - SPACE - - - - - - - - SPACE . - S SPACE - - - - - - - - SPACE - TOTAL VA BUS A 11864 BUS 8 11529 CONNECTED VA: 23388 AmPERES: BUS A 9 SUS B 96 TOTk 97 RATED vOLTAGE: El 120000 1 110/240 : 277/480 I KASE, 3 wIRE BRANCH HIS :12 0 18 : 20 : 24 0 30 :36 142 RATE0 AiIPS: E 1001 200 El 00 CABINET: 1 %FACE : FLUSH FULL NEUTRAL BUS 1 GROUND BUS 1HIN1ED DOOR 1 KEYED DOOR LATCH ENCLOSURE TYPE 9EMA-3R BRANCH 050CES 0 FUSED 1 CIRCUIT BREMER : AWN LUGS ONLY MAN 2COA 1 BREAKER 0 FUSED SWITCH AIL BREAM MUST BE RATED TO INTERRuPT A SHDRT NWT CURRENT OF MINIMUM 42,000 AMPS 554ME1RI062 ACCEPTAK wANUFACTURERAIDOEL: INTERSECT MODEL 030CL PANEL PP -I IS INCORPORATED INTO THE INTEGRATED LOAD CENTER (1LC). Au. BREAKER POSITIONS TO BE POPULATED AS SHOO A0O4E INCLUSNE CIRCUIT BREAKERS INTRIDED FOR OPTIONAL E2U1P4ENT. ALL UNUSED BREAKERS IC BE LABELED 'SPARC (") CIRCUITS ROUTED INSIDE SAME UNDO DA KA KALE MC AMCOR AV Or AEI 9AelooK oio AMA CONSILLTARS Of MY MX CA 040109040000111005094006141091294364 ALOWN ARAI BA ARMCO OM PRO AM ORAL Al PANDAS ISM OF ALS ARAL'At 034191100091:0900010019000004101104119004041 FOAM UN LAE PARRA' OF ACRID LOAFED MARA, NEMA KrolLSON KAMA ICA LAE CAW ALL BE MANG COASTACAN 90904 IF 1009603010 LASOLL A CCAUL PROFESSIONAL MAIER STALE Oi WASHINGTON 52513 CONSTRUC11ON 0 12111 /17 ISSUED FOR PERMIT A 10/ 30/17 ISSUED FOR RE411E4 0114 Revision Olen t: verizonv 24'65' SCALE: NOT TO SCALE 11'417' SCALE: NOT TO SCALE NOT USED 4 2413.15' SCALE NOT TO SCALE 1107' AXE NOT TO SCALI PANEL SCHEDULE 3 EXCIThERmIC wELD. FINISHED GRADE *AVE GUITE POST BONDING CONNCTOR 10531144291993 GROuND RiNG 4441 WDE POST NLL THREADED ROD CABLE SuPPORT wAvE CU0E mOuoTED GROuND BAR PLATE, SUSPEND BELOw LOKST ROW OF ANTENNA CABLES, LDCATE PAN 0-0" or CLOSEST iff BRIDGING POST TO ANTINALl CABLE COvER ASSEMBLY R'ATION ANTENNA CABLE (ACTUAL NuMEIER AS REDuIRED) ROUNDING CABLE (1Y8. DOI ANTENNA CABLE) 82 AliC WI 710E0 501.10 COPPER Kik ROUTE PICTOL SuCH AS TO AvOID 9Q BENDS OEN GROuNO BUT PLATE AND WAVE 00IDE POST DRIU. *44131.8059451011 REQUIRED TO u.LOW IASI/LAMA OF STNNLESS STEEL TAREADED ROD WAVE GUDE GRAANG Ike STAINLESS STEEL THREADED ROD (10•PICAL EACN END OF GROuND BAP PLATE) ANTENNA CABLE GROuNDING CABLE wAvE &IDE mOuNTED COPPP CROW) BAR PLATE FENDER ASHER TY? INK EQUIPMENT 960 75 Nul AND LOCK wASHER COALBINAION (TYPICAL) SECTION A -A NOTE: SEE SHEET C-3 FOR CONSTRUCTION SPECIFICATIONS FOR WAVEGUIDE SUPPORT REVIEWED FOR CODE COMPLIANCE APPROVED N0114 /019 City of Tukwila BUILDING DIVISION RECEIVED CITI OF TUKWILA NOV 05 2019 PERMIT CENTER Implemeoletion Team: CROWN CASTLE 110001531:LAKIISIN,00.21001 ALA AaLt9 ME Team p MORRISON HERSHFIELD 6C8 STEWART ST,SurtE 200 S99TTLF,9A98101 lel MN TO mo600n01015e000m Project Info: BU# 856360 SOUTHCENTER 15760 NELSON Ft ROLA, WA 90655 21041497(6 ELECTR GROUCI G ETA S & PANEL SC EDE Project Number 7170282 Storl Dole: 10/25/17 Droller: JS eir er: LB Project Manager RNL ProlnionAl al Record: RL Reyision No: Sheri No: WAVEGU DE MOUNTED GROUND BAR PLATE INSTALLATION 2 NOT USED A E-5 12 TINNED SCUD DIFFER *42 50' MAY CONNECT TO 17 GOAD 1YP NO1ES 1. CONTRACTOR EMI CONFIRM LIGHTNING PROTECTION ATV w11H *ER120N WIRELESS 240120T MfriAUER PRIOR TO NR9A11A11CN 2. ALL ANTENNA &O'NES APE A. LISTED 1950 IA'F040151CN TECHNOLOGY EQUIPMENT. ACCESSORY #97B4 3, ALL GROUNDING CONNECTIONS wI1NIN THE EQUIPMENT CABINETS SHALL BE PER THE GUIDELINES OF THE MANUFACTURER'S SPENRUT1695, PR@CE GRCUNB EN OR BGNC CABINETS PRECTLY TO GROUND RING EXTEND ID GRDuNO RING w/ A 12 Aw0 5000 ENE TINNED COPPER 0040 C110i (1T) (6) 1.5" TRADE SIZE KNCL40*1TS REP ENCLOSURE WAU (B) .18° TRACE SIZE KNOCKOUTS RDA ENCLOSURE wk1 ACC 11712 (09119Fi) Sue -FEED LUGS 130 AMP MAX NEUTRAL BONDING JUMPER (SHIPPED DISCONNECTED) 10G AMP, I P045E/3 NITRE GENERATOR WPUI RECEPTACLE EMERGENCY SOURCE W/ MINER PROVIDED FEMALE PLUG ACCESSORY 12P - OPRETa6 'M AP50044-R5A *RE/e FOIE CASE GROUND REVERSE SERVICE CONNECT CLAMP S19E CUTER PATER DISTRBM'IG'N BLOOL ASCO 0300 SERIES AL40NANC 1RA8SFE4 SwI1CH 200 AMP NEURAL BUSS 1FAMINA1ON ASSEMBLY 86 INCHES PRE BENDING SPACE SALABLE FGB UP ID (I) 250 52109 CG4000108 PER PHASE FRONT ENTERCR DOA; AND TOP CO2P8HTMEN3 SWING N PN' NOTE: GENERATOR PLUG TO BE LOCATED REMOTELY CONS1IT/MFR TO PLOD: 1-BOX SO AS N0110 MATE 11 LABEL (I) 3.0' MADE SAE KNOCKOUT 7.63' ACT1k DIA IN REAR OF ENCLOSURE POUND (S71M*7-8), ND 200 AMP MAN, N SPACES BRANCH CIPCu2 GROUND TERMINALS TRANSFER SW NORM4L SOL0CE 1AAN51EN1 VOLTAGE SURGE SUPPRESSOR (TvS5I 4SC0 456 SERIES (6 MCCE) SSORY 1h51 EMERGENCY SOURCE 'RWSIEN1 VOLTAGE SO40E SUPPRESSOR (MS) ASCO 458 SERIES (6 MODE) NORMAL SOURCE 111i1' MN,9 ECT CIRC511 BREAKER DARE-0),,1n 4mAA, DIERCAN1 SOURCE g2 *KRONEN!' GU+ERA'0T CIRCUR 20201E 200A (SQUAD -DJ, 20t262JCC ICE Tt R410R' °Ralf BRFA(ER 2WA (SOWNE-O), S0 Do Nor 50412RAWIN5S, coxlunoA NMST mun NL meow ANOAMfi1 CONS0.1AN6 IX949 T ORS34 2401(6S NO MA4 OS OR CRAM 1O OS RS0966teEnWL' wraut F4R941101 PEDAL NI, MN, Hews of I6 OROS ME S11ASt[0D 56IM U1131 *02216 Al NR+OM AND SPE2FlGi2Ns IPlm i2t R30212 a MCPRNON NOR S OHM NENiNA MORRISON NW1'Fffi0 N1R THE A6CN1f21 mu. N PR0N2NG minim Ea a11P ER=Cf L1SON N, CHUM PROFESSIPNFI 6N'Ind0R S1ATE Or. W9SNINCIN 52e'7 CONSTRUCTION 12/11/17 ESUEO FCR PERMIT A 1D/70/17 ISSOED FIN REVIEW Cole Revision CALK uerRoif 24 36' SLNE: NOT TO SCALE 11'A17' SUES NOT f0 SU0E ELECTRICAL LPS DETAIL 4 2436. iro•' KT 10KAI POWER TRANSFER INTEGRATED LOAD CENTER DETAIL 3 ANTENNA COAX JUMPER A2 AC Me SOLID COPPER EX0IHERAmek1Y wE1DED 10 GROUND RING AMEANA Coo CABLES CPS ANTENNA v4Lu0N1 uN(ERSm. PIPE ADAPTER 4lr B1531 ANTENNA 006060 X'\GRo0N05 ANTENNA C0AY1A1 GADORD BAR 82 AWG TINNED S7uD COPPER IN 3/A' PVC 1'019301¢g1Y WELDED 10 GR2UN0 RING CABINET TES e BRIDGE VE2 402 12420 SOUO COPPER EXDINER21i5M0Y WELDED TO GACUNO RING REVIEWED FOR CODE COMPLIANCE APPROVED NOV 141019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF i uORLA NOV 051019 PERMIT CENTER mp'emenlotisn Team (` CROWN S CASTLE 9155wE51AKE AVE N, SLrE RO 261111EWA4109 ASE Team: 1 MORRISON HERSHFIELD 6f0 S1='NAR1 S1, SUITE 29) SEATTLE, wA59131 Te.7062667370 0nmursmn1s6'e11am rood Info: BU# 856360 SOUTHCENTER 15100 NELSON PL 1111601, WA DBMS Drawl ¶Ikl ELECTRICAL & GROUNDING DETA LS Project Number. 7170282 Rol Dole: 10/25/17 Oder: Gs Dei1aer. la Project Manger, RNl ProleasisM of Recor1 RL Revilian No: A SNeel No: 21.46. SUES NOT TO SCALE !rot SCALE 40110 SCALE WAVEGUIDE BRIDGE 2 21'A76' SCALE: NOT TO SCALE 11'A11' SCALE NOT TO SCALE NOT USED E-6 FlNISR GRADE TO P OF GRAVEL 30' DEEP INSPECTION OR EOUNA1EN1 NUN CONDUCTOR, COPPER CAM I CV.CWELD IYPE'Gr CALWELO NE 1A` B/A'v10' COPPER CUD S1EEL GPWNo ROD as NOT Seel Moe OGIAACTBA BAT r3RF0 el WEAN* A'0 A.ANSE CaSWAMIS 0 AM R13'S 11 3ISSI@S..V NAUA OTS a WrcWG0GS 0 NAM so* See 9E I401 ]m0 BMW PTO OMB A 0004- AL ARMS S4R N leS MIX ABE vRERSEDEa SA WN UrtSr Ma a WOKS Na RSCe SSE9E OXP54140.IkeTel KW �3S3(R OWet ef Wn eSRSASEB XI h{ ARGOT ea 8( PRCNOX CONS3NCit0 VIA OF Na v%%Ea, 1 filar r%NN OOP( � p�W�� ti d (, 0(S^ / 207•. MSOW W. vaorEssara STATE kAs Of reswrlroN C� 0 �I I, itsr� .fW"r 051001 CERN [+au[a 13 O s m i_911E111E1E Il.i 11E1I-11loa., 0 1 IE 30p° � Ilan '� oo 4o oVOlaoo ono mo a, '' o? °o o°o; 1=1 ` _ 11EIETEIJI:. ,Qom 1== -...1 ll_NIL '11yo . 3/4° CR SXED STONE DR �o^, EQUAL FILL WELL TO � WINS OF 1Cw WINS 7 SOLID WEDi COPPER CONDUCTOR � Mil ➢21-6 1 DEA ' ➢REFt f� ��; GIEEESII � � n M7 EXOTRE4RIC4ELOED CCN NEGI0N (ft?E-GO @P AWC SOLID TINNED EAK COPPER WIRE EA01HERu1C 4FN CONNECTION TO GROOND ROD 3(6IC' COPPER CUD ORO'UND RCD GD1Rt1 CONNtCRON (TYPE -Pi) CONSTRUCTION 7A5J6' ff.,L NOT TO CADWELD GRND CONNECTION DETAIL Ird7' SCALE NOT TO scut 9 ire ; 401 TO GRND ROD WITH ACCESS AREA 8 le' T ID' GROUND RING BOND 7 NEW COOL GROIFND NITS w/ LONG BARREL TO �" RX7 COPY 1LUPER (TIE) CONNECTOR WGINERPROONNO NO (PP,) SEE NOTE 7 ANTENNA BLETO vs EQUV°NEN' (Pf.J ANTENNAS PI/RXI WFhNEE"RW'r1nG RN ) GROUND of (TYD,) yE AA G ISOLATE warawER �fiAO W/ jt 10 TOWER TOWER BDS BAR COPPER ANTENNA GROUND R R L 44R, N1R INSULATORS, (1YPICKAY) ‘,2 72' 10 24' O 12/11/17 OSUED FOR PERBIT A 10/30/17 4SUE0 FOR REINEW Dote RMsna NCR: COAT AL 4EGWNICAL CONNECTgNS WRH "0041 OR APPROVED EQUAL COMPRESSION buOlC luCS, ATTACH TO GROUND EAR & Br ANTENNA CONTRACTOR (CADWELD PPE-GL) Q IV mg, Runt Client veriZon� � NEW 6261/4' THN COPPER CRON* 6A9, INSTALLrD Br GENERAL CONTRACTOR O VFW ME .pgU, CONNECTOR KR (SEE NOTE 7) (G AWL STRANDED 9PPER NG(SERP40012L ZOO WIRE POOH r0 CABLE GROUND C7 GROUND BAR), SEE NOTE 1 A 7 Sia I. DO KIT INSTAL GAME GROUND MP .AT A BEND AND VATS MCI CELIAC WIRE BIN TO LRWNO PAR. 7. GROUNOINC KO SAC BE 1414E ANC PART RUBBER AS SUPPLIED OR RECONUENDED BY CABLE MANUFACTURER. 7. WEATHER PRb1FlNG SWII BE TWO-PART TAPE NIi, CON SHRINK SNAIL NOT BE 2SEO, /0 0 � 00000000000000��0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0� 0 mpkmeolotoo Team: CRO\AJN (� v CASTLE ISOBWESUKE AVEN, SURE EU Wa33 SEAIT1E,109 EXOTHERMIC Ka EFEE) ' ^ —.-�'" i7 AK SOW BARE TINNED COPPER PDXwIRE J = y �� TO GROUND RING OM DO NOT W51ALL CARE GROUND NIT A7 A CDC AND ALWAYS DIRECT GROUND RRE DOWN 10 ANTENNA ;Roo&R. WEATHER PROOFING SHALL BE NO -PART TAPE AST. CON SWRINN SNN1 NOT BE USED, ME Temp: MORRISON EOJ STEAK Tei RAT;1ol,emAaelW,� ^I IHERSHFIELD NA 11uE XG 7[6136.1170 REVIEWED FOR ii;,`;;: : NOT TO GROUND BAR DETAIL 6 ;;:;'r NOT To GRND CABLE CONNECTION 5 1tx11' � � a COAX P Ru °!�I�INCE FINISHED GRADE, OR GROUND TRENCH COVER VON SLOPE Pao UAPO TARE l ° APPROVED 4 Q NOV 1 • 2019 Project Info: BU# 856360 SOUTHCENTER Imo NF150N P< NKI^u WA NOM THICKNESS OF MONO COMPACTED BuLNRLL w/ FO 0R 1MPoRIEO SOIL NNE 0 = GOINERNIC 411111Jf Tukwila BUILDING DIVISION WELD 7 = i i=''' H. TELENNE CONOOTS NMP TASAND sowing ilk; ELECTRICAL & GROUNDING DETA LS . ELECTRON. C°NWSS I. GROUND ONE r0 BE A BIN. OF 30° 0R BELOW FROST LIRE, WHICHEVER 1S DEEPER. 1. 1EDNOw,DNOT10 EXCEED LL 9E p DEGPES FROM THE VERTICAL \-RING VOA ON SOLO, ' PERMIT 7 A.G TINNED NOY 11 IIO 1 O 5 Zell CENTER CO11461ED SAND BL0 B" MIN, Pp )' AeN. TIP Project Number, 7170282 Storl Cole: I0/25/17 OS Oder 8 gmer, Project Manager: RM0Wo Prolemiaral of hark Sheet Na: A No E-1 .A11. C1 To NOT USED 3 Il'4;: � NOT To POWERITELCO TRENCH 2 ll','I7' M; NU TO � GROUND ROD 1 CROWN CASTLE TOWER MODIFICATION DRAWINGS SITE NAME: SOUTHCENTER BU NUMBER: 856360 SITE ADDRESS: 15700 NELSON ROAD SOUTH TUKWILA, WA 98188 KING COUNTY, USA PROJECT CONTACTS: 1. CROWN PROJECT MANAGER LEE BASSETT (206) 336-2885 LEE.BASSETT@CROWNCASTLE.COM 1505 WESTLAKE AVENUE NORTH, SUITE 800 SEATTLE, WA 98109 2. CROWN CONSTRUCTION MANAGER CLINTON GRIFFETH (206) 336-3232 CLINTON.GRIFFETH.CONTRACTOR@CROWNCASTLE.COM 1505 WESTLAKE AVENUE NORTH, SUITE 800 SEATTLE, WA 98109 3. CROWN DESIGN ENGINEER (EOR) TRUC LAC, P.E., S.E. (724) 416.9627 EORAPPROVAL@CROWNCASTLE.COM 2000 CORPORATE DRIVE CANONSBURG, PA 15317 TAKE 1-5 SOUTH TO EXIT 154 AB I.405 NORTH. TAKE I.405 NORTH FOR APPROXIMATELY ONE MILE TO EXIT 1, TAKE A RIGHT ONTO W. VALLEY HIGHWAY (SR 181) THEN AT THE NEXT LIGHT SW 21ST ST TAKE LEFT AND TRAVEL ABOUT 100 YARDS ON YOUR LEFT THERE IS THE SITE. TOWER INFORMATION TOWER MAPPED BY I DOC #: TOWER HEIGHT I TYPE: TOWER LOCATION: DATUM: (NAD 1983) TEP I CCI SITES DOC # 5216040 115 FT MONOPOLE T LAT 47° 27' 40,70' LONG •122°14'32.7 ELEV 21.0 FT AMS STRUCTURAL DESIGN DRAWING: CCI IWO# 1482450 STRUCTURAL ANALYSIS REPORT: VSI 1 WO # 1468694 STRUCTURAL ANALYSIS DATE: 10106117 APPLICATION ID: 407028 REV # 2 CCISITES DOCUMENT ID: 7102284 bWEEEVIEWED FOR CODE COMPLIAN( APPROVED NOV14 z019 City of Tukwila BUILDING DIVISI01 E CODE COMPLIANCE THIS MODIFICATION DESIGN IS BASED ON THE REQUIREMENTS OFTHE 20151BC BASED UPON AN ULTIMATE 3-SECOND GUST WIND SPEED OF 110 MPH CONVERTED TO A NOMINAL 3-SECOND GUST WIND SPEED OF 85 MPH WITH NO ICE PER SECTION 1609.3,1 AS REQUIRED FOR USE IN THE TIA•222•G STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWERS AND ANTENNA SUPPORTING STRUCTURES PER EXCEPTION #5 OF SECTION 1609.1.1, 60 MPH UNDER SERVICE LOADS, EXPOSURE CATEGORY C AND RISK CATEGORY 11. ATTENTION ALL CONTRACTORS, ANYTIME YOU ACCESS A CROWN SITE FOR ANY REASON YOU ARE TO CALL THE CROWN NOC UPON ARRIVAL AND DEPARTURE, DAILY AT 800-788.7011 fq�3% DRAWINGS INCLUDED SHEET NUMBER DESCRIPTION S-1 TITLE PAGE S-2 MODIFICATION INSPECTION CHECKLIST S-3 NOTES S-4 NexGen2R, BOLT SPECIFICATIONS AND TIGHTENING PROCEDURE S-5 FORGBoItu BOLT SPECIFICATIONS AND TIGHTENING PROCEDURE S-6 AJAX ONESIDEN BOLT SPECIFICAT TIGHTENING PROCEDURE S-7 POLE MODIFICATION SCHEDULE S-8 & S-9 DETAILS NOY 0 GE FT J CCCASTLE CROWN DATE CRJPTI BY 0 THISORA DISCOPRIGOTEOADDIS1IE SOLEPROPERLYOFCROWNCASTIE DDS DDUCED SOLELY FORUSE BY CRO OI CASDI ANOIIS tiFUATES REPROOUCPAN ORUSEODTHISODAN1NSANMORTE KORM4ilON CONTAINED IN D IS FORSIODEN tNiHOUi THE NRAIEN PERNI$SO OF 1111012017 1ED ?MU 2019 License Expires: 02112412019 Crown Caslle USA, Inc PERMIT CENTER Eogioeerllaod Surveying #2211 STE NAME: SOUTHCENTER BU NUMBER: 655360 WO NUMBER: 1402150 SITE ADDRESS; 1S700 NELSON ROAD SOUTH TUNW A, INA 9016E GNG COUNTY, USA ENCdQA BY: ACM DATE 1110017 OFT BY: BUB DATE:111011117 DET/OABY: Sl DATE 111317 APRVD BY: MSS DATE:111E11 SCALE: N.T.S. TITLE PAGE S-1 REV MI CHECKLIST CONSTRUCTIONANS TALLATION INSPECTIONS AND TESTING REQUIRED (COMPLETED BY EOR) REPORT ITEM PRE -CONSTRUCTION X MI CHECKLIST DRAWING X EOR APPROVAL X FABRICATION INSPECTION X FABRICATOR CERTIFIED WELD INSPECTION X MATERIAL TEST REPORT(MTR) NA FABRICATORNDEINSPECTioN NA NDE REPORT OF MONOPOLE BASE PLATE PER EING-SOW 10033 X PACKING SLIPS ADDITIONAL TESTING AND INSPECTIONS: CONSTRUCTION X CONSTRUCTIONINSPECTIONS NA FOUNDATION INSPECTIONS NA CONCRETE COMP. STRENGTH AND SLUMP TESTS NA POST INSTALIEDANCHOR ROD VERIFICATION NA BASE PLATE GROUT VERIFICATION X CONTRACTOR'S CERTIFIED WELD INSPECTION AND NDE REPORTS NA EARTMAORK:LIFT AND DENSITY X ON SITE COLD GALVANIZING VERIFICATION NA GUYWRETENSION REPORT X GCASEUIITDOCUMENTS ADDITIONUL TESTING AND INSPECTIONS: POST -CONSTRUCTION: X MI INSPECTOR REDLINE OR RECORD DRAWNG(S) NA POST INSTALLED ANCHOR ROD PUlbOUTTESTING X PHOTOGRAPHS ADDITIONAL TESTING AND INSPECTIONS: NOTE: X DENOTES A DOCUMENT REQUIRED FOR THE MI REPORT NA DENOTES A DOCUMENT THAT R NOT. REQUIRED FOR THE M REPORT MOD GENERAL FICATION INSPECTION NOTES CORRECTIONOF FAILING MI'S THE MODIFICATION INSPECTION (MI) IS A VISUAL INSPECTION OF TOWER MODIFICATIONS AND A REVIEWOF CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE 1HE INSTALLATION WAS CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, NAMELY THE MODIFICATION DRAWPNGS, AS DESIGNED BY THE ENGINEER OF RECORD (EOR). THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND 15 NOT A REVIEW OF THE MODIFICATION DESIGN ITSELF, NOR ODES THE MI INSPECTOR TARE ONMERSHIP OF THE MODIFICATION DESIGN. E OWNERSHIP Of THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS AND INTEGRITY RESIDES WITH THE FOR AT ALL TIMES. ALL MrS SHALL BE CONDUCTED BY ACROWN ENGINEERING VENDOR (REV) OR ENGINEERING SERVICEVENDOR (AESN THAT IS APPROVED TO PERFORM ELEVATED WORK FOR CROWN. SEE CROWN ENG.BUL.10173, "APPROVED MI VENDORS'. TO ENSURE THAT THE REQUIREMENTS OF THE M ARE MET, IT IS VITAL THAT THE GENERAL CONTRACTOR (GC) MDTHE MI INSPECTOR BEGIN COMMUNICATINGAND COORDINATING AS SOON AS A PURCHASE ORDER (PO) IS RECEIVED, IT IS EXPECTED THAT EACH PARTY WLE BE PROACTIVE IN REACHING 011110 THE OTHER PARTY. IF CONTACT INFORMATION IS NOT KNOWN, CONTACT YOUR CROWN POINT OF CONTACT (POC). REFER TO CROWN ENGSOWI0001,'NODIFICATION INSPECTION SOW FOR FURTHER DETALS AND REQUIREMENTS. MI INSPECTOR THE MI INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEIVING A PO FOR THEM(TO,AT A MINIMUM: • RENEW THE REQUIREMENTS OFTHE MICHECKUST R � s. • WORK WIN THE GC TO DEVELOP A SCHEDULE TO CONDUCT ONERE 14PECTIONt, INCLUDING T FOUNDATION INSPECTIONS IF THE MODIFICATION INSTALLATION WOULD FWL THE M DFALED MIN THE GC SHALL WORK WIN CROWN TO . • COORDINATE AREMEDIATION PLAN IN ONE OF FWO WAYS: • CORRECT PARING ISSUES TO iTHTHE' S0ECIFiCATi00010N11NEDRIME ORIGINALCO000Ai DOCUMENTS AND COORDINATE A SUPPLEMENT NI. OR,N(ITH CROWNS APPROVAL THE GC MAY WORK WITH TINE FOR TO REANALYZE THE MODIFICATIDNIREINFGRCEMENTUSINGTE0EASEUILTCONDITION f R � MI VERIFICATION INSPECTIONS CROWN RESERVES THE RIGHT TO CONDUCT AN M VERFICAION INSPECTION TO VERIFY THE ACCURACY AND COMPLETENESS OF PREVIOUSLY COMPLETED MI INSPECTIONS) ON TOWER MODIFICATION PROJECTS. All VERIFICATION INSPECTIONS SHALL BE HELD TO THE SAME SPECIFICATIONS AND REQUIREMENTS IN THE CONTRACT DOCUMENTS AND IN ACCORDANCE WITH CROWN ENGSOWI0L01. VERIFICATION INSPECTION MAY BE CONDUCTED BY AN INDEPENDENT AEVIAESV FIRM AFTER AMODIFICATION PROJECT IS COMPLETED, ASMANED BYTHE DATE OFANACCEPTED `PASSING MI" 0R°PASS AS NOTED M. REPORT FOR THE ORIGINAL PROJECT, REQUIRED PHOTOS BEtWEEN THE GC M0 THE MI010001OP THE FOLLOWO G PHONGRAPHS,AT A MINIMUM, ARE 10 BE TAKEN AND INCLUDED IN THEM REPORT: • PRECONSTRUCTION GENERAL SITE CONDITION • PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTION/ERECTION AND INSPECTION .:� i.ARAWMA'KERIALS MHOTqS OF ALL CRITICAL DETAILS 'FOUNDATION MAMICATIONS T4E MI INSPECTOR IS RESPONSIBLE FOR COLLECTING AIL GC INSPECTION AND TE5T REPORTS, REWEMING TH WELD PREPARATION DOCUMENTSCUGFORA THE DRERENEPORT OOTHECONTRACTD000MENFS,CONDUCTINGTNFJN�iDINSPECTHDHS,A ' .1 BOLTIINSTPLLAT1O0NDT10N SU•• SURFACE COATNGREPNR • POST CONSTRUCTION PHOTOGRAPHS n FINALINFELDCONDITION GENERAL CONTRACTOR THE GC IS REQUIRED TO CONTACT THE MI INSPECTOR AS SOON AS RECEIVING PO FOR THE MODIFICATION INSTALLATION 0R TURNKEY PROJECT TO, AT MINIMUM: • RENEW THE REQUIREMENTS OF THE MI CHECKLIST • WORK WNH THE MI INSPECTOR TO DEVELOP A SCHEDULE TO CONDUCT ONSITE MI INSPECTIONS, INCLUDING FOUNDATION INSPECTIONS • BETTER UNDERSTAND ALL INSPECTION AND TESTING REQUIREMENTS THE GC SHALL PERFORM AND RECORD THE TEST AND INSPECTION RESULTS IN ACCORDANCE WITH THE REQUIREMENTS OF THE M CHECKLIST AND CROWN ENGSOWI4U1 RECOMMENDATIONS THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ME OFFERED TO ENHANCE THE EFFICIENCY AND EFFECTIVENESS OF DELIVERING AN MI REPORT: • IT IS SUGGESTED 11AT THE GC PROIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE, PREFERABLY 10, TO THE MI INSPECTOR AS TO WHEN THE SITE (MLL BE READY FOR THE MI TO BE CONDUCTED. • THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT, • WHEN POSSIBLE, IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ONSOE SIMULTANEOUSLY FOR ANY GUY WIRE TENSIONING OR RE•TENSIONING OPERATIONS. • IT MAY BE BENEFICIAL TO INSTALL ALL TOWER MODIFICATIONSPRIOR TOCONDUCTING THE FOUNDATION INSPECTIONS TO ALLOW THE FOUNDATION AND M INSPECTION(S) TO COMMENCE INN ONE SITE VISIT. • WIEN POSSIBLE, IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR OH -SITE DURING THE MI TO HAVE ANY DEFICIENCIES CORRECTED DURING THE INITIAL MI. THEREFORE, THE GC MAY CHOOSE TO COORDINATE THE M CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE AT THEIR DISPOSAL WHEN THE MI INSPECTOR IS ON SITE CANCELLATION OR DELAYS IN SCHEDULED MI IF THE GC AND MI INSPECTOR AGREE TO DATE ON WHICH THE MI WILL BE CONDUCTED, AND EITHER PARTY CANCELS OR DELAYS, CROWN SHALL NOT BE RESPONSIBLE FOR ANY COSTS, FEES, LOSS OF DEPOSITS ANDIOR OTHER PENAAIES RELATED TO THE CANCELLATION OR DELAY INCURRED BY EITHER PARTY, NOR FOR ANY TIME (E G. TRAVEL AND LODGING, COSTS OF KEEPING EQUIPMENT ONSITE, ETC.). IF CROWN CONTRACTS DIRECTLY FOR ATHIRD PARTY MI, EXCEPTIONS MAY BE MADE IN THE EVENT THAT THE DELAYICANCELLATION IS CAUSED BY WEATHER OR OTHERCONDNIONS THAT MAY COMPROMISE THE SAFETY OF THE PARTIES INVOLVED. PHOTOS OF ELEVATED MODIFICATIONS TAKEN ONLY FROM THE GROUND SHALL BE CONSIDERED INADEQUATE. 1MS IS NOT A COMPLETE LIST OF REQUIRED PHOTOS, PLEASE REFER TO CROWN ENG•SOWID007, CROWN CASTLE NO.. DATE DESCRIPTION RE0S10NS M6 WAGS COTAaG,IIO A'EISTNE SOLE PROR M CF CR DVA UWIE IT 6 PR 0W10E0 SOIEtY EGA USE 3Y CAPrP CAMANV ITS MATES. REPRODUCTION OAUS: Oi DRANWANWgRTFE BY INFORIMATICNG1TUAED M16FIPNTTE V TNDUTTINENRITENPEAd650NCF CROMACASTLE 1111012017 License Expires: 0212412019 Crown Castle USA, Inc EngineerlLand Surveying #2271 SITE NAME: SOUTHCENTER BUNUMBER:856310 WO NUMBER:1182450 SITE ADDRESS: I5100 NELSON ROAD SOUTH NKWILA WA 91188 KING COUNTY, USA ENGI0A BY: NCM DATE:1110011 DF1BY: EJB DATE 11101111 OFTOTABY, SL DATE 11108117 APRVD BY: MSS DATE 11108(I7 SCALE: N.T.S. MODIFICATION INSPECTION CHECKLIST S-2 REV 0 1. ALL WORK PRESENTED ON THESE DRAWINGSMUSTBECOMPLETED BYTHE CONTRACTOR UNLESS NOTED OTHERWISE. THE CONTRACTOR MUST BE EXPERIENCED 4. IN THE PERFORMANCE OF WORK SIMILAR TO THAT DESCR16E0HEREIN. BY ACCEPTANCE OF THIS ASSIGNMENT, THE CONTRACTOR ISATTESTING THAT HEDOES HAVE SUFFICIENT EXPERIENCE AND ABILITY, THAT HE IS' KNOWLEDGEABLE OF THE WORT TO BE PERFORMED, THAT HE IS PROPERLY LICENSED, AND THAT HE IS PROPERLY REGISTERED TO DO THIS WORK IN THE STATE AND/OR COUNTY IN WHICH IT IS TO BE PERFORMED. 2 ALT CONSTRUCT:ON MEANS AND METHODS INCLUDING BUT NOT LIMITED TO ERECTION PLANS RIGGING PLANS CLIMBING PLANS AND RESCUE MANS SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR RESPONSIBLE FOR THE EXECUTION OF THE WORK CONTAINED HEREIN AND SHALL MEET 00SVASSE A10.18 (LATEST EDITION); FEDERAL, STATE, AND LOCAL REGULATIONS; AND ANY APPLICABLE INDUSTRY CONSENSUS STANDARDS RELATED TO THE CONSTRUCTION ACTMTIES BEING PERFORMED. ALL RIGGING PLANS SHALL ADHERE TO ANSIIASSE AID 49 (LATEST EDITION) AND CROWN STANDARD CEDSTD4D25314CLUOING THE REQUIRED INVOLVEMENT OF A QUALIFIED ENGINEER FOR CLASS N CONSTRUCTION TO CERTIFY THE SUPPORTING STRUCTURES) iN ACCORDANCE W11H THE ANSIIM 322 (LATEST EDITION). 3. THE GENERAL NOTES AND TYPICAL DETAILS ARE APPLICABLE TO ALL PARTS OF THE STRUCTURE AND SHALL BE READ IN CONJUNCTION WITH THE STRUCTURAL DRAWINGS AND PROJECT SPECIFICATIONS. 4. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING APPROVALS FROM ALL AUTHORITIES HAVING JURISDICTION FOR THIS PROJECT AND SHALL NOTIFY THE APPLICABLE JURISDICTIONAL (STATE, COUNTY, OR CITY) ENGINEER 24 HOURS PRIOR TO THE BEGINNING OF CONSTRUCTION. S. THECONTRACiORSHALLBERESPONSIBLEFORABIDINGBYALLCONDITIONSANDREQUIREMENTSOFTHEPERMITS. 6. ERECT GUARDS AND BARRIERS PER APPLICABLE LABOR AND CONSTRUCTION SAFETY REGULATIONS. 1. THE CONTRACTOR SHALL FIELD VERIFY All EX STING CONDITIONS, POSSIBLE INTERFERENCES, AND DIMENSIONS BEFORE PROCEEDING WITH THE WORK. REPORT ANY AND ALL DISCREPANCIES TO THE CROWN CASTLE ENGINEER OF RECORD (EOR) AND CROWN CASTLE FIELD PERSONNEL IMMEDIATELY. ANY AND ALL FIELD CHANGES SHALL BE APPROVED AND DOCUMENTED BY THE FOR PRIOR TO FIELD IMPLEMENTATION, 8. ALL MATERIALS AND WORKMANSHIP SHALL BE WARRANTED FOR TWO (2) YEARS FROM THE DATE OF COMPLETED CONSTRUCTION, 9, USE ONLY THE LATEST ISSUES OF ANY APPLICABLE CODES, STANDARDS, OR REGULATIONS MENTIONED IN THE FOLLOWING NOTES AND SPECIFICATIONS, LINO. 10. ALLWORKMANSHIPSHALLBEINACCORDANCEWINANSI,ASTM,ACT,TIA,ANDASCSTANDARDSASREFERENCEDINTHEAPPLICABLECODE, 11, STRUCTURAL ELEMENTS SHOT% ON THESE DRAWNGS ARE DESIGNED IN ACCORDANCE WITH APPLICABLE BUILD111G CODESISTANDARDS. Al CONSTRUCTION, EXCEPT WHERE NOTED OTHERWBSE, SHALL COMPLY WITH THOSE CODESSTANDARDS. 12. ALL MATERIALS AND EQUIPMENT FURNISHED SHALL BENEINANDOFG00DQUALITY,FREEFROMFAULTSANDDEFECTS,ANDINCONFORMANCEWTHTHE DRAWINGS. ANY AND ALL SUBSTITUTIONS MUST BE DULY APPROVED AND AUTHORIZED IN WRITING BY THE OWNER AND ENGINEER OF RECORD PRIOR TO FABRICATION AND INSTALLATION THE CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF THE MATERIALS AND EQUIPMENT BEING SUBSTITUTED 13. ALL MANUFACTURER'S HARDWARE ASSEMBLY INSiRUCTIONS SHALL BE FOLLOWED EXACTLY AND SHALL SUPERSEDE ANY CONFLICPNG NOTES ENCLOSED HEREIN. 14. THECONiRACTORSHALLBERESPONSIBLEFORINITIATING,MANTANING,ANDSUPERVISINGALLSAFETYPRECAUTIONSANDPROGRAMSINCONNECTIONWITHTHE WORK. THE CONTRACTOR IS ALSO RESPONSIBLE FOR ENSURING THAT ALL CONSTRUCTION PROCEDURES MEET THE REQUIREMENTS OF OSHA, THE OVUNER,AND ALL OTHER APPLICABLE LOCAL, STATE, AND FEDERAL SAFETY REGULATIONS. 15. ACCESS TO THE PROPOSED WORK STE MAY BE RE510101ED. THE CONTRACTOR SHALL COORDINATE INTENDED CONSTRUCTION ACTIVITY, INCLUDING WORK SCHEDULE AND MATERIAL ACCESS, WITH THE RESIDENT LEASING AGENT. 16. IT SHA11 BE THE RESPONSIBILITY OF THE CONTRACTOR TO SAFEGUARD ALL EXISTING STRUCTURES OR BURIED SERVICES AFFECTED BY TFIS CONSTRUCTION. CONTRACTOR IS ALSO RESPONSIBLE FORTEMPORARILY RELOCATING ANY LINES OR STRUTS AS NECESSARY TO COMPLETE THE REQUIRED WORK. GENERAL NOTES STRUCTURAL STEEL NOTES (CONTINUED) DETAIL DRAWINGS SHALL GOVERN OVER ANY VARIANCE FROM THIS SHEET ALL FASTENERS SHALL NOT BE REUSED 5. A NUT LOCKING DEVICE SHALL BE INSTALLED ON ALL PROPOSED ANDOR REPLACED ASTM A325 BOLTS. 6. ALLPROPOSEDANDIORREPIACEDBOLTSSHALLSEOFSUFFICIENTLENGTHSUCHTHATTHEENDOFTHEBOLTBEATLEASTFLUSHWITHTHEFACE OF THE NUT. IT IS NOT PERMITTED FOR THE BOLT END TO BE BELOW THE FACE OF THE NUT AFTER TIGHTENING iS COMPLETED. 1. HOTOP GALVANIZE ALL ITEMS, UNO. GALVANIZE PER ASTM A123, ASTM AIS71AISOM 0R ASTM A653093, AS APPLICABLE. B. FORALISTOFCROWNAPPROVEDCOLDGALVANIZINGCOMPOUNDS,REFERTOCROWNENG-BUb13149,'fOWERPROTECT 9. AFTER FINAL INSPECTION, ALL EXPOSED STRUCTURAL STEEL AS THE RESULT OF THIS SCOPE OF WORK INCLUDING WELDS, AND SHAFT INTERIORS (WHERE ACCESSIBLE), SHALL BE CLEANED AND COLD GALVANI2NG APPLIED BY BRUSH INACCORDA ENGBUL•10149,'TOWER PROTECIOE COATINGS BULLETIN', PHOTO DOCUMENTATION IS REQUIRED TO BE SUBMITTED TOT, WELDING NOTES 1. ALL WELDING SHALL BE INACCORDANCE WITPTHE AWSD1.101.IRA,"STRUCTURALWELDING COUESTEEI°. 2 ALL WELDING SHALL BE PERFORMED BYAWSCERTIFIED WELDERS. REVIEWED FOR CODE COMPLIANCE 'TINGA OWED IELD DRILLED HOLES, OEA,TH MIINBPECR V14 1019 City of Tukwila 3. ALL ARC WELDING ON CROWN STRUCTURES SHALL BE CONE IN ACCORDANCE NTH THE CROWN ENGARIP915, "CLITTL • • 1.6YISIO N 01.1 (LATEST EDITION). THIS SHALL INCLUDE A CERTTED WELDNG INSPECTOR (CM FOR ACCEPTANCE OR REJECTION OF ALL WELDING OPERA.. , PRE OURINGPOST, USING THE ACCEPTANCE CRITERIA OF A NS DTI. THE CWI SHALL WORK WITH THE GC ON THE LEVEL OF INTERACTION NEEDED TO CONDUCT THE WELDING INSPECTION. THE CERTIFIED WELDING INSPECTION IS THE RESPONSIBILITY OP THE GC, 4, FOR ALL WELDING, USE Ei5XXELECTRODES FOR SMAWPROCESS AND FIXTXXELECTRODESFORECAWPROCESS,UNO. 5. SURFACES TO BE WELDED SHALL BE FREE FROM SCALE, SLAG, RUST, MOISTURE, GREASE OR ANY OTHER FOREIGN MATERIAL THAT WOULD PREVENT PROPER WELDING. GRIND THE SURFACE ADJACENT 1O THE WELD FORA DISTANCE OF 2" MINIMUM ALL AROUND, ENSURE BOTH AREAS ARE 100%FREE OF ALL GALVANILNG. 6. DO NOT WELD IF THE TEMPERATURE OF THE STEEL IN THE \ CINITY OF THE WELD AREA IS BELOW 3° F, WHEN THE TEMPERATURE IS BETWEEN D' F AND 32' F, PREHEAT AND MAINTAIN THE STEEL IN THE 14CINITY OF THE WELD AREA AT 70' F DURING THE WELDING PROCESS. 7. DO NOT WELD ON WET 0R FROST -COVERED SURFACES 4 PROVIDE ADEQUATE PROTECTION FROM HIGH WANDS. RECEIVED CITY OF 1'1UI4IJ B. FIELD NDE MINIMUM REQUIREMENTS: J1I KK �IeI B.FOR NEW BASE SPFFENE SS(INCLUSIVEOFTRANS'TIONSTIFFENERS)ANDANCHORRODBRACKETS,COMPLETEJOINTPENETRATIONWEJP6�AI)BPIYN19 INSPECTED BY UT. ALL PARTIAL JOINT PENETRATION AND FILLET WELDS SHALL BE 100% INSPECTED BY MT. C. FOR NEW FLAT PLATE REINFORCEMENT AT THE BASE OF THE TOWER, COMPLETE JOINT PENETRATION WELDS SHALL 8E100% INSPECTED BY UT. ALL PARTIAL:01NT PENETRATION AND FILLET WELDS SHALL BE 100%INSPECTED BY MT, BUT MAYBE LIMITED TO A HEIGHT OF 10-0'. 17. STRUCTURAL DESIGN IS FOR THE COMPLETE CONDITION ONLY, THE CONTRACTOR MUST BE COGNIZANT THAT THE REMOVAL OF ANY STRUCTURAL COMPONENT OF AN EXISTING TOWER HAS THE POTENTIAL TO CAUSE THE PARTIAL OR COMPLETE COLLAPSE OF THE STRUCTURE. ALL NECESSARY PRECAUTIONS MUST BE TAKEN p TO ENSURE STRUCTURAL INTEGRITY, INCLUDING, BUT NOT LIMITED 10, ENGINEERING ASSESSMENT OF CONSTRUCTION STRESSES NTH INSTALLATION MAXIMUM WIND SPEED ANDIOR TEMPORARY BRACING AND SHORING. 16. DO NOT SCALE DRAWINGS. 19. THE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF CROW%CASTLE. THEY MAY NOT BE REPRODUCED IN ANY FORM IMTHODTTHE EXPRESSED WRITTEN 2, CONSENTIPERMISSION OF GROWN CASTE, 20. FOR THIS ANALYSIS AND MODIFICATION, THE TOWER HAS BEEN ASSUMED TO BE IN GOOD CONDITION WITHOUT ANY DEFECTS. IF THE CONTRACTOR DISCOVERS ANY INDICATION OF AN EXISTING STRUCTURAL DEFECT, CONTACT THE ENGINEER OF RECORD IMMEDIATELY 21. MODIFICATION WORK SHALL BE COMPLETED IN CAM WIND CONDITIONS/ OR APPROPRIATE WIND SPEED FOR THE TYPE OF MODIFICATION MORK TO BE INSTALLED. 22. THE CLIMBING FACILITIES, SAFETY CLIMB AND ALL PARTS THEREOF SHALL NOT BE IMPEDED, MODIFIED ORALTERED WITHOUT THEEXPRESS WRITTEN APPROVAL OF THE ENGNEER OF RECORD. 23, ANY WORK PERFORMED WITHOUT A PREFARRICATIOR MAPPING IS DONE AT THE RISK OF THE GENERAL CONTRACTOR AND/ OR FABRICATOR STRUCTURAL STEEL NOTES 1. DESIGN, FABRICATION,ERECTION,01120A110NANDMANTENANCESNAILCONFORMTOTHEFOLLOWNG,UNLESSNOTEDOTHERWISEKUN0). 0. TIA222: STRUCTURAL STANDARD FOR ANTENNA SUPPORTING STRUCTURES AND ANTENNAS B. TAd019-A: INSTALLATION,ALTERATION, AND MAINTENANCE OF ANTENNA SUPPORTING STRUCTURES AND ANTENNAS C. AISC: MANUAL OF STEEL CONSTRUCTION 2. ALL STRUCTURAL ELEMENTS SHALL CONFORM TO THE FOLLOWING REQUIREMENTS, LINO. A STRUCTURAL STEEL, ASTM A572 GRADE 65 (FY 4 65KSI3 B. ALL BOLTS, ASTM A32S TYPE I GALVANIZED HIGH STRENGTH BOLTS, C. ALL NUTS, ASTM A563 CARBON AND ALLOY STEEL NUTS. D. ALL WASHERS, ASTM F435 HARDENED STEEL WASHERS. 3. HOLES SHALL NOT BE FLAME CUT THRU STEEL UNLESS APPROVED BY T1G ENGINEER OF RECORD. D. FOR NOE OF THE EXISTING BASE PLATE CIRCUMFERENTIAL WELD, GC SHALL REFERENCE THE MI CHECKUST FOR APPLICABILITY. peERMIT CE SEE ENG-SOW19033:10MR BASE PLATE HOE, AND ENG-BUL10051: NDE REQUIREMENTS FOR MONOPOLE BASE PLATE TO PREVENT CONNECTION FAILURE. NOTIFY THE FOR AND CROWN ENGINEERING IMMEDIATELY IF ANY CRACKS ARE SUSPECTED OR HAVE BEEN IDENTIFIED. THE NDE SHALL INCLUDE ALL EXISTING MODIFICATIONS THAT HAVE BEEN WELDED TO THE BASE PLATE. E. ALL TESTING LIMITATIONS SHALL BE DETAILED IN THE NDE REPORT. CRT HOLE NOTES ALL SURFACES OF THE PORT HOLE RIM ITSELF AS WELL AS ALL EXTERIOR STRUCTURAL STEEL AREAS AFFECTED BY WELDING, INCLUDING WELD NIETAL, SHALL BE GALVANIZED IN ACCORDANCE OATH ASTM A120. THE FOLLOWING CRITERIA ARE REQUIRED FOR ADHERENCE TO THIS STANDARD. A USE RIM AS TEMPLATE FOR CUTTING HOLE IN MONOPOLE. CARE SHALL BE TAIffO TO MINIMIZE THE ROOT OPENING (ANIS TOLERANCES ALLOW A MAXIMUM OF 0.191, B. PROVIDE MINIMUM 24' CLEAR VERTICAL SEPARATION BETWEEN RIM AND OTHER OPENINGS IN MONOPOLE. A11GN PORTS ON SAME AZIMUTH AS EXISTING PORTS. C. 14AXIMUM VARIANCE OF PORT HOLE CENTER ELEVATION SHALL NOT BE GREATER THAN 6'. D. PROVIDE 93' MINIMUM RADIAL SEPARATION 0R TWO TIMES THE HOLE WIDTH CLEAR CIRCUMFERENTIAL SEPARATION BETWEEN RIM AND ADJACENT OPENING IN MONOPOLE, WHICHEVER IS GREATEST, 19-SIDED POLE WITH 4 PORTS SHALL NOT BE ALLOWED, E. EDGE OF OPENING FOR THE EXIT PORT MUST BE AT LEAST 24' FROM SPLICE. F. GRIND ALL EDGES OF CUT OPENING, ACHIEVINGABEVEL ANGLE OF 45'AND REMOVING THE ZINC FROM THE WELD AREA PLUS 111". ENSURE ALL WELD AREAS AND SURFACES ARE CLEAN AND FREE OF ZING AND LOOSE PARTICLES. ZINC SHALL NOT BE ALLOWED TO , CONTAMINATE THE MD. G. POSIPONTHE RIM ASREOUiREDAND SECURELY TACK WELD, FINISH WELDING THE RIM WITH BEVEL WELD AND REINFORCING FILLET WELD SIZE AS DETERMINED FROM THE DESIGN METHOD. H. REPAIR NINTH GALVANIZED COATING. 30TH INSIDE AND OUTSIDE SHOULD BE BRUSH•COATED NTH 2 COATS OF ZINC -RICH PANT. APPLY IN STRICT ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS. PAINT OVER REPACED SURFACES TO MATCH MONOPOLE. NTEF ja2CROWN 0 CASTLE N0. DATE DESCRIPTION BY REWSIONS 1NSDIMING I000PIRIGRE0AADl0THE SO','. PROPERTY OF CROWN CASTLE. IT W A900JCEDSOLEYKRUSEBYCAM . CAME AND ITS ARLNIES.REPROOUCTIOV OR USE OF I000BAWNG ANONR VNE NFORMATICN CONTAINHI IN I1IS FORBIDDEN WITHOUT THEWRITTEN PER/ISSION OF CBOWACARE. 1111012017 License Expires: 0212412019 Crown Castle USA, Inc Engineer/Land Surveying #2271 SITE NAME: SOURICENTER BU NUMBER: 856360 WO MIMBER:1432450 SITE ADDRESS: 15700 NELSON ROAD SOUTH TUKWILA,INAR1188 KING COUNTY, USA ENGOA BY: NCM DATE 11102117 DPI BY: EJB DATE:11132117 DFTIOABY: SL DATE 1V0017 APRVD BY: MSS DATE: WW1 SCALE N.T.S. NOTES VE S-3 REV INTERIOR OF POLE SHAFT EXTERIOR OF POLE SHAFT NEXGENI BLIND BOLTAJJEI' HY - PATENT PENDING - TM POLE SHAFT WALL FIELD DRILLED HOLE IN SHAFT WALL; COAT WITH A CROWN -APPROVED COLD GALVANIZING COMPOUND; HOLE DIAMETER: NOMINAL 30mm (1.3116" MAXIMUM) NexGen21M M20 BOLT HEAD: 29mm OD NexGen2" SPLIT WASHER PART NUMBER BOLT LENGTH SLEEVE LENGTH MIN GRIP RANGE MAX GRIP RANGE 2NG2036 M20x95 11116" 15116" 1.7116" 2NG2048 M20x95 1.3116" 1.7116" 1.718" 2NG2057 M20x95 1.518" 1.718" 2.114" 2NG2068 M20x135 2" 2.114" 2-11116" 2NG2096 M20x135 2.7116" 2•11116" 3.314" 2NG2127 M20x175 3" 3-314" 5" 25G2212 M20x250 4" 5' 8.5116" MANUFACTURER: ALLFASTENERS 959 LAKE ROAD, MEDINA, OHIO, USA 44256 PHONE:440-232.6060 I FAX:440-232.6062 WEBSITES: WWW.ALLFASTENERS.COM WWANAFTOWER.COM NOTE: ALL SHOP AND FIELD DRILLED HOLES SHALL BE NOMINAL 30mm DIAMETER. THE MAXIMUM HOLE DIAMETER PERMITTED IS 1-3116". NOTE: NexGen2"" COMPLETE ASSEMBLY SHALL BE MAGNI 565 COATED PER ASTM F2833 AS APPROPRIATE. NOTE: INSTALL PER MANUFACTURER'S INSTRUCTIONS, T REINFORCING ELEMENT SHOP DRILLED HOLE IN SHAFT REINFORCING ELEMENT, HOT -DIP GALVANIZED PER ASTM A123; FIELD COAT WITH A CROWN -APPROVED COLD GALVANIZING COMPOUND AFTER FIELD DRILLING; HOLE DIAMETER: NOMINAL 30mm (1-3116" MAXIMUM) HIGH TENSILE STEEL COIL SPRING DOUBLE HEX SPLINED END OF NexGen2" BOLT FOR NexGen2T" INSTALLATION TOOL: AFTER BOLT IS FULLY TENSIONED THE BOLT SHOULD BE COATED WITH A CROWN -APPROVED COLD GALVANIZING COMPOUND NexGen2TM M20 BOLT ASTM A490M (Fu =150 KSI MIN): FIELD DETERMINE LENGTH REQUIRED NexGen2" NUT (PRE -LUBRICATED) NexGen2TM WASHER SHEAR SLEEVE, ASTM A519 GRADE 4140 (Fu =120 KSI MIN): SIZE:1,143" OD x 0.800" ID LENGTH = SEE CHART TYPICAL NG2. BOLT ]ETAIL SHAFT REINFORCING ELEMENT POLE SHAFT WALL REINFORCING, SPLICE PLATE GRIP NOTE: SPLICE CONNECTIONS REQUIRE ADDITIONAL CONSIDERATION WHEN SELECTING PART ASSEMBLIES ciws CROWN CASTLE NO.. DATE DESCRIPTION BY RENSIONS 111ISDRANANGBCOPYRIGIZ ANDISINE SOLE PRCPERIY OF CROM OSTlE. li IS PROWCEOSOLELYFO E0YCROLVtl CASIli At I1a WFNATc'S,REPRWCCDO CRl1SU T11I90RAVIMAINDIR1HE INFORMO N CONTAINFD N Ii IS PORRIDGEN W1141.1T THE t4RITTEN PERMISSIq! DF CRIXNCA9T E 11110/2017 License Expires: 0212412019 Crown Castle USA, Inc Engineer/Land Surveying #2271 SITE NAME: SOUTNCENTER UNLIMBER: 856360 IVONUMER:1482450 SITE ADDRESS: 15700 NELSON ROAD SOUTH TUIRNRA A981B8 KING COUNTY, USA ENfilNABY, NCM DATE11102117 DFTBY: EJB DATE:11%17 OFTICAEY: SL DATE:11100117 APRVDBY: MSS DATE 11100117 SCALE: N.T.S. NexGen2' BOLT SPECIFICATIONS AND TIGHTENING PROCEDURE S-4 REV 0 FORGBoIt"" NOTE SHEET: A325/PC8,8 LANDSCAPE VERSION DATE 01129/2015 NOTES; 1. ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE REQUIREMENTS OF THE AISC 'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH -STRENGTH BOLTS', DEC, 31, 2009, 2, All STRUCTURAL BOLTS SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF THE MSC 'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH -STRENGTH BOLTS', DEC, 31, 2009, OVERALL LENGTH (SEE CHART) KNURLED CONE _,...?L— INTEGRAL SHEAR SLEEVE BOLT HEAD ////l/O/1/ II _J SHEAR ZONE BOLT SILICONE BAND THREADS SILICONE BAND COLOR -CODED WRAP (SEE CHART) HEM END HEAVY HEM NUT HARDENED WASHER W2 DTI SQUIRTER WASHER —HARDENED WASHER W2 HARDENED WASHER WI PRE -INSTALLED FORGBoItTM ASSEMBLY DETAIL BOLT HOLE NOTES: 1, ALL SHOP -DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER, THE MAXIMUM SHOP -DRILLED HOLE DIAMETER PERMITTED IS 1.3/16", 2, ALL FIELD•DRILLED HOLES SHALL BE NOMINAL 30 MM DIAMETER, THE MAXIMUM FIELD•DRILLED HOLE DIAMETER PERMITTED IS 30 MM. FORGBoItTM AISC Group A Material: ASTM A325 and PC8r8 (Tensile Stress, Fu = 120 ksi minimum) GROUP A FORGBoi" Size (mm) Overall Length (inches) Estimated Weight Each (lbs) Grip Range (inch) Comment Color Code EEEI1 ++ 2 m 3 aI n 4 © th 5 IL Q 6 135 5.31 1.3 3/8" to 1" RED 160 6,30 1.6 3/4" to 1.1/2" - GREEN 195 7.68 1,9 1.114" to 2.1/4" BLUE 260 10,24 2,6 2" to 31/2" Splice Bolt YELLOW 365 14,37 3,6 3.1/2" to 5.112" Flange lump Bolt ORANGE 440 17,32 4,3 5.1/2" to 8.1/2" Flange lump Bolt BLACK DTI Note Each Group A (A325/PC8.8) FORGBoltlX assembly shall have a 'Squirter' DTI that is compatible with a M20•PC8.8 bolt. INTERIOR OF POLE SHAFT SHEAR PIANOS) FIELD DRILL 3D MM DIAMETER HOLE IN EXISTINGSHAFF SHEAR SLEEVE FLARED END BOLT SHEAR ZONE INTEGRAL SHEAR SLEEVE MINIMUM MAXIMUM GRIP LENGTH (SEE CHART) EXTERIOR OF POLE SHOP DRILL 30 MM NO (11)16"MAL) DIAME IN REINFORCING PIAT i FOISTING POLESHAFT NEW SHIM PLATE (AS NECESSARY) NEW SHAFT REINFORCING REVIEWED FOR CODE COMPLIANCE APPROVED sHAFTHOI 14 2019 City of Tukwila ILDING DIVISION /— BOLT DREADS HEAVY HEA NUT \—HARDENED WASHERW2 LDTI SQUIRTER WASHER ARDENED WASNER W2 HEM END RECEIVED CITY OF TUKWILA INSTALLED FORGBoItTM ASSEMBLY DETAIL 5 P019 P CENTER DISTRIBUTOR CONTACT: PRECISION TOWER PRODUCTS PHONE; 940.214.2372 EMAIL; info@precisiontowerproducts,com WEB, www,predsiontowerproducts,com CONTAINS PROPRIETARY INFORMATION PATENT PENDING Copyright 2D13Io 201S by PTP, EI rights reserve. FORGBoItTM Installation Follow all Manufacturer/Distributer Recommendations for Installation, Tightening, and Inspection. 1, FIELD DRILL HOLES TO 30 MM DIAMETER, 2, SELECT CORRECT BOLT SIZE FOR INSTALLATION GRIP (REFER TO PLANS), 3. INSERT BOLT ASSEMBLY THROUGH HOLES IN SHAFT REINFORCING PLATES AND SEAT THE HARDENED WASHER W1 FLUSH AGAINST OUTSIDE OF PLATE, 4. HAND TIGHTEN NUT TO FINGER TIGHT. 5. TIGHTEN NUT TO PRETENSIO NED CONDITION AND UNTIL DTI SHOWS PROPER INDICATION. 6, PROPERLY DOCUMENT AND INSPECT BOLT TIGHTENING PER PLAN REQUIREMENTS. HARDENED WASHER WI CROWN CASTLE NO. DATE DESCRIPTION RENSIONS THIS DRAWdIOISCOPYRIOHTEDMSDGTHE SDLEPRDPERTYOFCRON@CAME PI: NOWCEO SOLELY FOR USE V CROAK CAME MO ITS Au7LIATEEREPRODUCTRN RUSE Lf RIISDRAWRGPNDORTHE "FORMA"LNCC;4EAINED IN ITISFOBBODEN 010111 THE MIEN PENSION OF CROVUnOASTLE 1111012017 License Expires: 0212412019 Crown Castle USA, Inc Engineer/Land Surveying #2211 SITE NAME: SOUTHCENTER EUNUMBERJES636D WO NUMBER:1R82ASO SITE ADDRESS: 1S100 NELSON ROAD SOUTH TUKWILA WA 9118E KING COOP', USA EGA BY: NCR DATE:111E117 DF1 BY: EJB DATE: 11E117 DFTIOA BY' SL DATE 1110811 APRVDBY: MSS DATE 11A011T SCA.E: TB. FORGBoIt° BOLT SPECIFICATIONS AND TIGHTENING PROCEDURE SRev -5 la INTERIOR OF POLE SHAFT EXTERIOR OF POLE SHAFT AI I, FASTENERS ONESIDE" PATENT US 7,373,70982 MANUFACTURER INSTALLATION VIDEO SHAFT REINFORCING ELEMENT POLE SHAFT WALL FIELD DRILLED HOLE IN SHAFT WALL; COAT WITH CROWN APPROVED COLD -GALVANIZING COMPOUNDS; HOLE DIAMETER, NOMINAL 30mm (1.3116" MAXIMUM) M20 BOLT HEAD MARKED AJAX LOGO 8.8 SERRATIONS UNDER HEAD ONESIDE'" SPLIT WASHER https:llwww.youtude.ccn watch?vZGBSOeLrZsw8leature=em-share video user SHOP DRILLED HOLE IN SHAFT REINFORCING ELEMENT, HOT -DIP GALVANIZED PER ASTM A123; RE -COAT WITH COLD -GALVANIZING COMPOUND AFTER FIELD DRILLING THE MONOPOLE SHAFT; HOLE DIAMETER: NOMINAL 30mm (1.3116" MAXIMUM) HIGH TENSILE STEEL WAVE SPRING DTI "SQUIRTER" F436 WASHER POLE SHAFT WALL ONESIDE iM BOLT ASTM A325 FIELD DETERMINE LENGTH REQUIRED SEE CHART AJAX NUT (PRE -LUBRICATED) ONESIDE' SOLID WASHER HIGH STRENGTH SHEAR SLEEVE (Fu.120 KSI MIN): SIZE:1,143" OD x 0.800" ID NOTE: LENGTH = SEE CHART SPLICE CONNECTIONS REQUIRE ADDITIONAL CONSIDERATION WHEN SELECTING PART:ASSEMBLIES:.' SHAFT REINFORCING ELEMENT REINFORCING SPLICE PLATE SHEAR PLANE GRIP AJAX ONESIDE'BOLT DETAIL CODE SIZE COLOR SLEEVE LENGTH GRIP GRIP IMP OSBA20.65.6 M20 x 65 ORANGE 6.0 (0.236") 12,5120.0 0.500" 10 787" MANUFACTURER AJAX FASTENERS SALES + TECH: ONESIDE@AJAXFAST.COM.AU 0SBA20,95.14 M20 x 95 BLACK 14.0(0.551") 20.0132.0 0.787"I1259" OSBA20.95.22 M20 x 95 GREEN 22.0 (0.866') 30.0150.0 1.1811'11.968" OSBA20.95-30 M20 x 95 YELLOW 30,0 (1,181') 40,5150,0 1.595" 11,968" OSBA20.135.39 M20 x 135 BLUE 39.0 (1.535'1 49.0177.0 1.929" 13.031" DISTRIBUTOR IRA SVENSGAARD AND ASSOCIATES PETER SVENDSGAARD PETERS@IRASVENS,COM JOHN KILLAM - JOHN@IRASVENS.COM PHONE (530) 647-8225 FAX (530) 647-8229 OSBA20.135.48 M20 x 135 BROWN 48.0 (1,889') 60.5177.0 2.375" 13.031" OSBA20.135.57 M20 x 135 PURPLE 57.0 (2,244") 67,0190.0 2,6371'13.543" OSBA20.165.76 M20 x 165 RED 76.0 (3.000') 87.0 I 120.0 3.425" 14.724" OSBA20.250 M20 x 250 SILVER MTO 121.01211.0 4.724" 18.310" BOLT ASSEMBLY AND INSTALLATION: 1. BOLT MUST BE PURCHASED PRE -ASSEMBLED. 2. FOLLOW BOLT AND DTI MANUFACTURERS INSTRUCTIONS FOR INSTALLATION. INSPECTION: 1. A MINIMUM OF 4 OUT OF 5 SQUIRTER® DTI PROTRUSIONS SHALL BE ENGAGED IN ANY AJAXIDTI BOLT ASSEMBLY IN THE REINFORCING MEMBERS. A FEELER GAGE MAY BE USED TO VERIFY PROTRUSION COMPRESSION. 2. INSPECTIONS SHALL BE IN ACCORDANCE WITH THE MANUFACTURERS REQUIREMENTS AND CROWN DOCUMENT ENG-SOW-10007: MODIFICATION INSPECTION SOW. CCCROWN CASTLE N0. DATE DESCRIPTION BY RENSIONS THISDRAN9N®EOPAICH EpA4o[STRE SOLE PROPERTY 06 CROWNN CASTLE1T IS PROMOS SCia FOR USEEYCRtl1"9 CASMAIC PSAFF6"TES.REPRODUCIO OR USc C? ➢ IS DPAWNNO NVRPoR TE NFORMON COME IN IT IS FOREIOOEN WITNWT➢EWVID PERMSSTNNOF CROw4CASTIE 1111012017 License Expires: 0212412019 Craws Castle USA, Inc Engineer/Land Surveying #2271 SIZE NAME: SOUTHCENTER BU NUMBER;156060 INO NUMBER:101460 SITE ADDRESS: 15ID0 NELSON ROAD SOUTH TUKWILA,IA9S16E +NG COUNTY, USA ENGOA BY: NCM DATE:11107111 OFT BY: EJS DATE:1002117 DFTIBABY: SL DATE 1110EIT APRUD BY: MSS DATE1110E11 SCA1E: NS.S. AJAX ONESIDE'BOLT SPECIFICATIONS AND TIGHTENING PROCEDURE S-6 REV 1151 FT 91AFT B A 0.0FT TOP OF BASE PLATE POLE ELEVATION POLE SPECIFICATIONS POLE SHAPE TYPE: 12SIDED POLYGON TAPER: 51187501NET SHAFT STEEL: ASTMA572GRADE 65 BASE PL STEEL' ASTM A572 GRADE 60 (60 KSI) ANCHOR RODS: 2114'0 018JASTMA61SGRADE 15 SHAFT SECTION DATA SHAFT SECTION SECTION LENGTH (FI( PLATE THICKNESS (IN)(IN) LAP SPLICE DIAMETER ACROSS FLATS (IN) ©TOP ©BOTTOM 1 38,80 0.2156 39 49 14.500 21.530 2 41.64 02500 20.510 28.360 3 41.18 03125 27.110 3520 NOTE:OIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES POLE MODIFICATION SCHEDULE ELEVATION (FT) MODIFICATION REFERENCE SHEET 39.3.64.3 INSTALL NEW FLAT PLATE REINFORCEMENT 31 I] 55,364.7 RELOCATE EXISTING CLIMBING PEGS AS REQUIRED Si 910 INSTALL (1)NEW 6"412'c11PR2112'PORT HOLE ONFLAT 4 SB6S9 PRIOR TO FABRICATION AND INSTALLATION, CONTRACTOR SHALL FIELD VERIFY ALL LENGTHS AND MIMES GVEN. LENGTH AND QUANTITIES PROVIDED ARE FOR QUOTING PURPOSES ONLY, AND SHALL NOT BE USED FOR FABRICATION. CCI FLAT PLATE (65 KSI) REINFORCING SCHEDULE BOnCMEIktiRTION TOPBLBVATION PANT NUMBER FATIDFGREESf1 1ERMINATIONBOLTS (BOTTOM TERMINATION BOLTS (TOP) MAX INTERMEDIATE BOLT SPACING BOLT QUANTITY PER PLATE STEEL WEIGHT PER PLATE (SLACK) TOTAL BOLT QUANTTY TOTAL STEEL WEIGHT (BLACK) 391 61' 3' CCISFP-06010725 33,11 8 8 1'.4' 31 510.0 93 15100 TOTAL 93 1530.0 NOTES FOR CROWN REINFORCING (6S KSI) MATERIAL 1. DO NOT WELD WITHOUT APPROVAL FROM THE EOR. 2 SHIMS FOR MONOPOLE REINFORCEMENT MEMBER SHALL BE REQUIRED WHERE GAPS BETWEEN THE POLE SHAFT AND REINFORCING MEMBER EXIST AT FASTENER LOCATIONS. FOR INTERMEDIATE CONNECTIONS, THE MINIMUM SHIM LENGTH AND WIDTH SHALL BE THE WOTH OF THE REINFORCING MEMBER. FOR TERMINATION CONNECTIONS, A CONTINUOUS SHIM PLATE (PREFERRED( DR EQNVAUENT INDIVIDUAL SHIM PLATES THE 1/80111 OF THE REINFORCING MEMBER MAYBE USED, SHIM THICKNESS SHAUL BE N0 LESS THAN 1116', STACKING OF SHIMS IS PERMITTED. FINGER SHIMS AND HORSESHOE SHIMS ARE PERMITTED. STACKED SHIMS SHALL BE NO GREATER THAN 114' WITHOUT F.OR APPROVAL, 3. ALL FLAT RATE REINFORCEMENT IS TO BE INSTALLED CENTERED ON ITS DESIGNATED FLAT, LINO. 4. FOR PLATES STARTING AT 6", THE BOTTOM OF THE FLAT PLATE SHALL BEGIN AT 6"± I'. FOR SINGLE PLATES OR MULTIPLE PLATES SPLICED TOGETHER, THE BOTTOM OF THE FLAT PLATE RUN SHALL BEGIN AT THE PROPOSED ELEVATION E 3'. FOR MULTIPLE PLATES SPLICED TOGETHER, THE TOP OF THE FLAT PLATE IS TO BE PLACED SUCH THAT THERE IS NO MORE THIN 3' DIFFERENCE BETWEEN THE ACTUAL OVERALL LENGTH OF THE SPAN AND THE PROPOSED OVERALL LENGTH OF THE SPAN, FROM THE BOTTOM OF THE BOTTOM PLATE TO THE TOP OF THE TOP PLATE, 5. REFERENCE CROWN CASTLE APPROVED REINFORCEMENTS COMPONENTS CATALOG FOR PART DETAILS, AS WE U.411APPROVED OP0ONSFOR RELOCATING CLIMBING PEGS TO FLAT PLATE REINFORCEMENT. 6. ON MULTISIDED POLES, EXISTING SAFETY CLIMB IS CONSIDERED FLAT 11HEN FLATS ARE NUMBERED COUNTER CLOCKWISE. DESIGN LOADS BASE SEISMIC SHEAR Vs;11.3 Lip FOUNDATION LOADS MOMENT:1691 455 DOWN =21 hips SHEAR =19 Nips SEISMIC DESIGN EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7 SECTION 128.1 1=I SS=1.447 SI=0.539 SITE CUSS D SDs=0.965 501= 0.539 Vs=11.3 Cs=0,643 R41.5 SEISMIC DESIGN CATEGORY D NON BUILDING STRUCTURE NOT SIMILAR TO BUILDING (INSTALLED) (I) CONDUIT TO 115E1 LEVEL (RESERVED) (2)31E'TOII5FTLEVEL (2) 3/4" TO 115 FT LEVEL (INSTALLED( (1) II4" TO 115 FT LEVEL (1)112 T0115 FT LEVEL (2) 314'T0115 FT LEVEL (18) 73 TO15 FT LEVEL 414 BASE LEVEL DRAWING (PROPOSED) (2)1.1,42" T096 FT LEVEL 4)114"T0 BB FT LEVEL DECEIVED CITY OF Tuft' LA Ii011 PERMIT CENTER crCROWN ws CASTLE N0. DATE DESCRIPTION REVISIONS BY )111SDRANGISCcf18I rEOAM7isTHE 901EPACFEA110FCRWNA5TLE I71S FRO7UCED SOIE1Y FOR USE BY CROPY CASTLE AND PS AFFRIATES REPAODUCTION OR USE OFTHIS ORAWING AND/PRIME INFORMATION CO 1AN'EO IN IT IS FORBI90EN 4NTHOUT THE WRITTENPERMISSION OF C4OM1tlCARE 11/1012017 License Expires: 0212412019 Crown Castle USA, Inc Engineer/Land Surveying #2271 SITE NAME; SOUTHCENTER BU NUMBER: 656360 W0 NUMBER: 1481450 SITEADORESS: 15700 NELSON ROAD SOUTH TUKWILA, VA 9816E KING COUNTY, USA ENGINBY: NCM DATE:11N211 OFT BY: FIB DATE:11NU17 DFTIQABY: SL DATE:1110M17 APRUD BY: MSS DATE:11MW17 SCALE: N.TS. POLE MODIFICATION SCHEDULE SREV -7 R0 EXISTING SAFETY CLIMBIS -' CONSIDERED FLAT 1 EXISTING CLIMBING PEG ITYP) EXISTING 114'THK uOPnonL ESJSTING CLIMBING PEG MAY INTERFERE WITH INSTALLATION OF NEW SHAFT REINFORCEMENT RELOCATE AS REQUIRED (TYP) p TOWER SECTION 08 NEW CROWN APPROVED FASTENER (nP) EXISTING SAFETY CLINT IS CONSIDERED FLAT 1 NEW SHAFT REINFORCEMENT (TYP FLATS 3, 7, 311) EXISTING CLIMBING PEG (7PI 3027I3Y 7132' ►� NEW PORT HOLE PLAN VIEW 91.0 FT ELEVATION VIEW 9TOFT EBC NEWNPORTHOLE 6"xIP'x 112'x2112' MFGR: VALMONT, MFGR PART B: HNR612-G, MFGR W111:17E443, Fy8SKSI INSTALL IN ACCORDANCE W0TH GENERAL NOTES SHOWN ON P133 CENTER A19130' ABPVE BASE 12 SIDED MONOPOLE, 7G2'THK. DIAMETER. 3027132 PORT HOLE WELD DETAIL NOTES: 1. PORT HOLE RIM MUST BE HOT DIP GALVANIZED PRIOR 0INSTALIA➢ON. 2. FOR CUTTING AND FIELDING SAFETY PLAN, REFER TO WELDING NOTE 2 ON PAGE S.3. 3. REFER TO PORT HOLE NOTES NOTE 2 ON &3 FOR PORT HOLE INSTALLATION ORTEPIA CROWN CASTL1 N0, DATE DESCMP110N BY RENSI04S TNIS ORAWM IS COPYRIGHTED N IS TIE SOLE PROPERTY OF CRONN CASTLE.IT 6 PRODUCED SOLELY FOR USE EY CROM CASTLE AND ITS AFFIEIATES. PEPRWUCTION OR USEOF1NIS RiAVYN0ANNR 84 INFORM4TON CONTAEO IN Ins FORWliEN MOUTTIENRiRENPEINDIOF CRONWCASRE. 1111012017 License Expires: 0212412019 Crown Castle USA, Inc Engineer/Land Surveying #2271 SITE NAME SOUTHCENTER BD NUMBER 858160 W0 NUMBER:142150 SITE ADDRESS: 15700 NELSON ROAD SOUTH TUKWILA, WA 93108 KING COUNTY, USA ENCiOABY: NCM DATE 11102/17 DFTBY: EJB DATE 1110217 DFTIQA BY: St. DATE 1110&17 APRVDBY. MSS DATE 11109117 SCALE: N.T.S. DETAILS S-8 REV a EXISTING SECTION Y 9.4242 9.4242-*I MODIFIED SECTION X PROPERTIES: Area: 13,1035 sq in Perimeter: 119.8035 in Bounding box: X:-9.4242 •• 9,4242 in Y:-9.4242 - 9.4242 in Moments of inertia: X: 582.1578 sq In sq in Y: 582.1578 sq in sq in Radii of gyration: X: 6.6654 in Y:6,6654 in Principal moments (sq in sq in) and X-Y directions about centroid: 1: 582.1578along [1.00000.00001 J:582.1578 along [0.0000 1.00001 PROPERTIES: Area: 14.2569 sq in Perimeter: 118.9864 in Bounding box: X:-9.4242 - 9.4242 in Y: •9.6927 •• 10.1557 in Moments of India: X: 670,0851 sq in sq in Y:596.9203 sq in sq in Radii of gyration: X: 6.8557 in Y:6,4706 in Principal moments (sq in sq in) and X•Y directions about cenbaid: I: 670.0851 along [1.0000 0,00001 J: 596,9203 along [0.00001.00001 CALCULATIONS: SECTION MODULUS, Sxe 8 Sy, Sxe=ixeIye: Sye°iyelxe: =582.1578in" =582,1578in" 9.4242 in 9,4242 in 61.7726 in' = 51,7726 in' -,xe and ye are the largest distances from centroid to outer diameter on their respective axes. SUMMARY: xm =1.0681>1.0PASS--=10254>1.0PASS Sxe CALCULATIONS: SECTION MODULUS, Sxm 8 Sy, Sxm=ixmIym: Sym='rymlxm: = 670.0851 in" 10.1557 in 65.9812 in' =596.9203 in" 9.4242 in 63.3391 in' -,xm and ym are the largest distances from centroid to outer diameter an their respective axes. WELD SIZE: A=3600' # of sides = 30° 41=90+0 =120° Fillet Weld Leg Size Factor: f [sin(W>2)j =1.225 Adjusted FiiletSize: Pole ThkxSize Factor =.2188"x1,225 =.2680" Final Fillet Size = 5116" RECEIVED CITYOFTIOILA NOV 05 1019 PERMrrCENTER NO, DATE DESCRIPTION RENSIDNS 1111012017 CROWN w CASTLE IRIS NAMING a COPYRIGNTcO Fix I's TPE s0'EPRMERn'OFROM CAST E1Is PROOUCEO SO;EIY FOR USE BY CRv",4M ' CASTIEA1D¢SAFFANTESREPRCOX1IXl M USE M iNIS WING ANCIOR THE BY INFOR++1INVC1iu1AWEDINITISFOR9IUMN VEIO;fTHEYMITENP IASSIk:OF CROMNCAsnE License Expires: 0212412019 Crown Castle USA, Inc Engineer/Land Surveying #2271 SITE NAME SOUTHCENTER BU NUMBER:8SE360 IVONUMBER:1481450 SITE ADDRESS: 15700 NELSON ROAD SOUTH TUKWILA, WA 98188 DING COUNTY, USA ENGMaABY: NCM DATE:1110817 DFT BY: ES DATE:11102117 D1T10ABY: SL DATE' 11108117 APRVDBY: MSS DATE 11108117 SCALE: N T.S. DETAILS VE S-9 R Dmh* November UY,2V17 SaleemDooh Crown Castle 2O5SG.Gh*onnonDrive Chandler, AZ8528G Carrier Designation: Crown Castle Designation: Engineering Firm Designation: Site Data: REVIEWED FOR CODE COMPLIANCE , APPROVED NOV� � �� wn ��n��;� .~^.y of ,=k"""�a BUILDING K��{��0 _''._._-.~ Structural Modification Report VerizoNireless Co -Locate Carrier Site Number: Carrier Site Name - CROWN CASTLE Crown Castle 2000Co Drive Canonsburg, PA15317 (724)416'2000 FILE' Crown Castle BUNumber: Crown Castle Site Name: Crown Castle JOEJob Number; Crown Castle Work Order Number: Crown Castle Application Number: LongocresVVoy Longacres Way 856360 8OUTHCENTER 461057 1482450 407028Rev. 2 Crown Castle Project Number: 1482450 15700 NELSON ROAD SOUTH, TUKW|LA'King County, VVA Latitude 47°27'4%7",Longitude -122"f4'32.7^ 1t5Foot - Monopole Tower Crown Castle ispleased tosubmit this "Structural Modification Report" todetermine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 1482450. in accordance with application 4O7O28.revision 2. The purpose ofthe analysis is to determine of the tower stress level including the proposed modifications as outlined in the attached drawings. "Appendix [T' Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC4:Modified Structure */ Existing + Reserved +Proposed Sufficient Capacity Note: See Table | and Table nfor the proposed and rmuVnV*euemeuloading, respectively, This analysis has been performed in accordance with the 2015 International Building Code based upon an ultimate 3-second gust wind speed of 110 mph converted to a nominal 3-second gust wind speed of 85 mph per section 18U9.3.1oorequired for use inthe T|A'222-GStandard per Exception #5cfSection 1GU8.1.1 Exposure Category Cand Risk Category Uwere used inthis analysis. All modifications and equipmentpmpoaed|nthioeportshnUbeinstaUedinaccondancewdhdheattached drawings for the determined available structural capacity 0oboeffective. We at Crown Castle appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Structural analysis prepared by: Matthew Schmitt, E1T./NC[N MnnlA" 11/102017 Respectfully submitted by: TnucLao. P.E, S�E. Senior Project Engineer Crown Castle USA, Inc License Expires: O2/24/2n18 Engineer/Land Surveying #2271 03 � �� o^��"°�~° CITY ' ' _' .~.~.~.L~~ NOV�3��@ ``=, �� um/a 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information' Table 2 - Existing and Reserved Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3 1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 — Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations 8) APPENDIX D Required Modification Drawings - •'1 • r s tiviVw-4CReigOttlk7eFiion 7.0.5.1 ow November 01, 2017 CCI BU No 856360 Page 2 `/Y5F/Monopole Tower Structural Analysis Project Number /482450,Application 407028, Revision November 01'20Y7 CCI BUNo8J038D Page 3 1) INTRODUCTION This tower is a 115 ft Monopole tower designed by Power Structures, Inc. The original tower drawings were not available. The original design standard and wind speed are unknown. The tower geometry and member sizes have been obtained from a previous structural analysis by TRK Engineering, Project No. 0373-169, dated 9/23/2003. which references the original tower drawings by Power Structures, Inc. The modification drawings designed by CCI and attached in Appendix D, have been considered in this analysis. 2)ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 85 mph with no ice and 60 mph under service loads, exposure category C. Table 1-Proposed Antenna and Cable Information Mounting�nbanno Lavo|(fl) Center Line E/avmtion (ft) Number of Antennas Manufacturer �4nbennoK8odm| Number mfFmmd Lines Feed Line Size (in) Note 88.0 96.0 G _ ampheno| HEX456CVVOOOOx 2 14/2 ' 3 eriuosnn RAO|O444Q G ericsson RRUG32BG6 2 rfsoa|wave D8'C1-12C-24A8'03 1 towormounto Platform Mount [LP 1301'1] 88.0 880 2 nokia PNPT-HC-H[>AK8 4 1/4 - 1 rfsoekwowa SC2-19OBB 1 tower mounts Pipe Mount [PM GO1-1] Table 2-Existing and Reserved Antenna and Cable Information 88punUnQ Leve\(MU Center Line ��vaikxn Number of Antennas Antenna Manufacturer(ft) Antenna Model NumberFeed mfFead Lines Line Size (in) Note 1160 1180 3 a|oate||umand 825RRH4x304R8TG 2 2 3/4 3/8 2 3 a|cate| lucent RRH2x4O-D7-L 3 o|oote\ lucent RRH4x25-VVCS G commaoopo G8NHH-1D65C 3 eriomson KRY11271/2 1 kmw communications AyW-X'CO'14'65'O0T-RET 2 kmw communications ET-K-CH-45-16-45'18-iR-4T 4 F-iTtechnologies pmwenwoma technologies LGP21401 I 1 nayoap | OC6-48'60-18'8F 3 ericason KHY11271/2 1 1 2 18 1/4 1/2 3/4 7/8 1 3 kathrein 742264 1 naycap OC6-48-60'18'8F 115.0 1 tower mounts Platform Mount [LP 301'1] Notes: 1) Existing Equipment 2) Reserved Equipment 115fYMonopole Tower Structural Analysis Project Number /482450,Application 407028, Revision Table 3'Design Antenna and Cable Information November 0t2017 CC/8ONo85030O . Page 4 Mounting Leva|(ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Manufacturer- / Antenna Model Number of Feed Feed Line Size (in) , Information Not Available 3)ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Reference Source 4'GEOTECHN|CALREPORTG Morrison Hershfield 4722343 | ----�—� | CC|G|TE8 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS' � Engineered Endeavors, Inc.034924 CC|S|TES 4'TOVVERMANUFACTURER DRAWINGS Power Structures, Inc,/ ' TEP(K8eppinQ) 5216040 CC|S|TES 4'TOVVERRE|NFORCEK8ENT DESIGN/DRAWINGS/DATA Crown Castle /\ppendixiD ON FILE 3.1) Analysis Method tnxTower (version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included inAppendix A. tnxTower was used to determine the loads on the modified structure, Additional calculations were performed to determine the stresses in the pole and in the reinforcing elements. These calculations are included /nAppendix C. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified inTables 1and 2and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error- Crown Castle should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 5'Section Coi3wodvVSunmmne slevauvuV* Component rvve Size ` Critical s/omon mcnrauuv Pass /Fail 1151m Pule Tp15.406x14.542188 Pole 20.1m Pass 1101ms Pule TP16.312m5.40642188 pule 30.8m Pass 105100 pole TP17,218x16,3124.2188 pole aVam pmox 100oo Pole TP18,124x rc1nxo.21oo Pole 48.9% Pass mxTowe,Report version7.O�.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 5 90 - 85 Pole TP19.936x19.03x0.2188 Pole 73.2% Pass 85 - 80 Pole TP20.841x19.936x0.2188 Pole 83.7% Pass 80 - 79.42 Pole TP21.53x20.841x0.2188 Pole 84.9% Pass 79.42 - 74.42 Pole TP21.452x20.509x0.25 Pole 82.3% Pass 74.42 - 69.42 Pole TP22.395x21.452x0.25 Pole 88.2% Pass 69.42 - 64.42 Pole TP23.337x22.395x0.25 Pole 94.0% Pass 64.42 - 62.25 Pole TP23.746x23.337x0.25 Pole 96.3% Pass 62.25 - 62 Pole + Reinf. TP23.793x23.746x0.5313 Reinf. 1 Tension Rupture 71.6% Pass 62 - 57 Pole + Reinf. TP24.736x23.793x0.5125 Reinf. 1 Tension Rupture 75.9% Pass 57 - 52 Pole + Reinf. TP25.679x24.736x0.5063 Reinf. 1 Tension Rupture 79.7% Pass 52 - 47 Pole + Reinf. TP26.622x25.679x0.4938 Reinf. 1 Tension Rupture 83.3% Pass 47 - 42 Pole + Reinf. TP27.564x26.622x0.4875 Reinf. 1 Tension Rupture 86.5% Pass 42 - 41.78 Pole + Reinf. TP28.36x27.564x0.4875 Reinf. 1 Tension Rupture 86.6% Pass 41.78 - 36.78 Pole TP28.051x27.106x0.3125 Pole 90.0% Pass 36.78 - 31.78 Pole TP28.995x28.051x0.3125 Pole 92.1% Pass 31.78 - 26.78 Pole TP29.94x28.995x0.3125 Pole 94.1% Pass 26.78 - 21.78 Pole TP30.885x29.94x0.3125 Pole 95.9% Pass 21.78 - 16.78 Pole TP31.829x30.885x0.3125 Pole 97.6% Pass 16.78- 11.78 Pole TP32.774x31.829x0.3125 Pole 99.2% Pass 11.78 - 6.78 Pole TP33.719x32.774x0.3125 Pole 100.6% Pass 2 6.78 - 1.78 Pole TP34.664x33.719x0.3125 Pole 102.0% Pass 2 1.78 - 0 Pole TP35x34.664x0.3125 Pole 102.5% Pass 2 Summary Pole 102.5% Pass 2 Reinforcement 86.6% Pass Overall 102.5% Pass 2 Table 6 - Tower Component Stresses vs. Capacity - LC4 Notes 1 Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 93.6 Pass 1 Base Plate 0 64.1 Pass 1 Base Foundation Structure 0 48.0 Pass 1 Base Foundation Soil Interaction 1 0 30.9 I Pass Structure Rating (max from all components) = 102.5% (2) Notes: 1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity. 2) Capacities up to 105% are considered acceptable based on analysis methods used. tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 4.1) Recommendations Perform the modifications detailed in "Appendix D" Castle Work Order No. 1468694. The results of the tilt and twist values for a 60 mph 222-G standard are given below. November 01, 2017 CCI BU No 856360 Page 6 to remedy the deficiencies identified in Crown 3-second gust service wind speed per the TIA- Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt Twist Radius of Curvature ft 88.00 SC2• 190BB 50 20.536 2.3182 0.0063 1820 tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 APPENDIX A TNXTOWER OUTPUT November 01, 2017 CCI BU No 856360 Page 7 tnxTower Report - version 7.0.5.1 f• to 1.8 ft 0.0 fl z to 1- DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION 742 264 115 RRH2x40-07-L 115 742 264 115 RRH2x40-07-1. 115 742 264 115 DC6-48-60-18-8F 115 006-48-60-18-8F 115 (2) LGP21401 115 (2) KRY 112 71/2 115 (2) LGP21401 115 KRY 112 71/2 115 Platform Mount 1LP 301-1) 115 (2) SBNHH-1065C 115 (2) HEX456CVV0000x 96 (2) SBNH11-1065C 115 (2) HEX456CVV0000x 96 (2) SBNHH-1065C 115 (2) HEX456CVV0000x 95 ET-X-CH-45-16-45-18-iR-AT 115 RADIO 4449 96 ET-X-CH-45-16-45-18-iR-AT 115 RADIO 4449 96 AM-X-CD-14-65-OOT-RET 115 RADIO 4449 96 RRH4x25-WCS 115 (2) RRUS 32 566 96 RRH4x25-1.NCS 115 (2) RRUS 32 B66 96 RRH4x25-WCS 115 (2) RRUS 32 B66 96 (2) KRY 112 71/2 115 (2) DB-C1-12C-24AB-OZ 96 KRY 112 71/2 115 Platform Mount (LP 1301-1) 96 TT 08-19013111-001 115 Side Arm Mount ISO 301-1) 94 B25 RRH4x30-4R BT5 115 (2) MPT-HC-HQAM 88 B25 RRH4x30-4R BTS 115 Pipe Mount 1PM 601-11 88 525 RRH4x30-4R BTS 115 SC2-1908B 88 RRH2x40-07-L 115 MATERIAL STRENGTH GRADE A572-65 65 ksi Fy 80 ksi Fu GRADE I Fy Fu TOWER DESIGN NOTES 1. Tower is located in King County, Washington. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard, 4. Tower is also designed for a 30 mph basic wind with 0.25 in ice, Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7, Topographic Category 1 with Crest Height of 0.00 ft 8. TOWER RATING: 102.5% ALL REACTIONS ARE FACTORED ' AXIAL 27 K SHEAR MOMENT 2 K 1 kip-ft TORQUE 0 kip-ft 30 mph WIND - 0,2500 in ICE AXIAL 21 K SHEAR' MOMENT 19 K / 91 kip-ft TORQUE 1 kip-ft REACTIONS - 85 mph WIND Crown Castle awl:no CASTLE CROWN 2000 Corporate Drive Canonsburg, PA 15317 The Foundation for a Wireless World Phone: (724) 416-2000 FAX: (724) 416-2254 otr: U#856360 Project: Sent Crown Ca le Drawn NMartinak App Scale: NTf Dwg No. ode' TIA-222-G Date' 11/01/17 Path: RWRWIRROort ORFRWWW, NwORIXO 1 f0o'RW0R55350 WO IRSWWWWWWROAWSSWO R. 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 8 Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 3) Tower is located in King County, Washington. 4) Basic wind speed of 85 mph. 5) Structure Class II. 6) Exposure Category C. 7) Topographic Category 1. 8) Crest Height 0.00 ft. 9) Nominal ice thickness of 0.2500 in. 10) Ice thickness is considered to increase with height. 11) Ice density of 56 pcf. 12) A wind speed of 30 mph is used in combination with ice. 13) Temperature drop of 50 °F. 14) Deflections calculated using a wind speed of 60 mph. 15) TOWER RATING: 102.5%. 16) A non -linear (P-delta) analysis was used. 17) Pressures are calculated at each section. 18) Stress ratio used in pole design is 1. 19) Local bending stresses due to climbing loads, feed line supports, and not considered. appurtenance mounts are Options Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Ni Use Code Stress Ratios J Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KUr Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients ProjectWind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6D+W Combination Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation J Consider Feed Line Torque Include Angle Blodk Shear Check Use TIA-222-G Bracing Resist. Exemption Use TIA-222-G Tension Splice Exemption _ Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Tapered Pole Section Geometry Section Elevation Section Length ft ft L1 115.00-110.00 5.00 L2 110.00-105.00 5.00 L3 105.00-100.00 5.00 L4 100.00-95.00 5.00 L5 95.00-90.00 5.00 Splice Length ft 0.00 0.00 0.00 0.00 0.00 Number of Sides Top Diameter in 12 14.5000 12 15.4059 12 16.3119 12 17.2178 12 18.1237 Bottom Diameter in 15.4059 16.3119 17.2178 18.1237 19.0296 Wall Thickness in 0.2188 0.2188 0.2188 0.2188 0.2188 Bend Radius in 0.8750 0.8750 0.8750 0.8750 0.8750 Pole Grade A572-65 (65 ksi) A572-65 (65 ksi) A572-65 (65 ksi) A572-65 (65 ksi) A572-65 tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CC/ BU No 856360 Page 9 Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in (65 ksi) L6 90.00-85.00 5.00 0.00 12 19.0296 19.9356 0.2188 0.8750 A572-65 (65 ksi) L7 85.00-80.00 5.00 0.00 12 19.9356 20.8415 0.2188 0.8750 A572-65 (65 ksi) L8 80,00-76.20 3.80 3.22 12 20.8415 21.5300 0.2188 0.8750 A572-65 (65 ksi) L9 76.20-74.42 5.00 0.00 12 20.5091 21.4518 0.2500 1.0000 A572-65 (65 ksi) L10 74.42-69.42 5.00 0.00 12 21.4518 22.3945 0.2500 1.0000 A572-65 (65 ksi) L11 69.42-64.42 5.00 0.00 12 22.3945 23.3372 0.2500 1.0000 A572-65 (65 ksi) L12 64,42-62.25 2,17 0.00 12 23.3372 23.7464 0.2500 1.0000 A572-65 (65 ksi) L13 62.25-62.00 0.25 0.00 12 23,7464 23,7935 0.5313 2.1250 A572-65 (65 ksi) L14 62.00-57.00 5.00 0.00 12 23.7935 24.7362 0.5125 2.0500 A572-65 (65 ksi) L15 57.00-52.00 5.00 0.00 12 24.7362 25.6789 0.5062 2.0250 A572-65 (65 ksi) L16 52.00-47.00 5.00 0.00 12 25.6789 26.6216 0.4938 1.9750 A572-65 (65 ksi) L17 47.00-42.00 5.00 0.00 12 26.6216 27.5643 0.4875 1.9500 A572-65 (65 ksi) L18 42.00-37.78 4.22 4.00 12 27.5643 28.3600 0.4875 1.9500 A572-65 (65 ksi) L19 37.78-36.78 5 00 0.00 12 27.1058 28.0506 0.3125 1,2500 A572-65 (65 ksi) L20 36.78-31.78 5 00 0.00 12 28.0506 28.9953 0.3125 1.2500 A572-65 (65 ksi) L21 31.78-26.78 5.00 0.00 12 28.9953 29.9400 0.3125 1.2500 A572-65 (65 ksi) L22 26.78-21.78 5.00 0.00 12 29.9400 30.8848 0.3125 1.2500 A572-65 (65 ksi) L23 21.78-16.78 5.00 0.00 12 30.8848 31,8295 0.3125 1.2500 A572-65 (65 ksi) L24 16.78-11.78 5.00 0.00 12 31.8295 32.7742 0.3125 1.2500 A572-65 (65 ksi) L25 11.78-6.78 5.00 0.00 12 32.7742 33.7189 0.3125 1.2500 A572-65 (65 ksi) L26 6.78-1.78 5.00 0.00 12 33.7189 34.6637 0.3125 1.2500 A572-65 (65 ksi) L27 1.78-0.00 1.78 12 34.6637 35.0000 0.3125 1.2500 A572-65 (65 ksi) Tapered Pole Properties Section Tip Dia. Area in in2 It/Q w wit in' inin in3 in' in2 in L1 15.0115 10.0594 261.8717 5.1127 7.5110 34.8651 530.6230 4.9509 3.2998 15.085 15.9494 10.6975 314.9351 5.4370 7.9803 39.4642 638.1440 5.2650 3.5425 16.194 L2 15,9494 10.6975 314.9351 5.4370 7.9803 39.4642 638.1440 5.2650 3.5425 16,194 16,8873 11.3356 374.7222 5.7613 8.4495 44,3482 759.2889 5.5790 3.7853 17.304 L3 16.8873 11.3355 374.7222 5.7613 8.4495 44.3482 759.2889 5.5790 3.7853 17.304 17.8252 11.9737 441.6341 6.0857 8.9188 49.5171 894.8704 5.8931 4.0281 18.414 L4 17.8252 11.9737 441.6341 6.0857 8.9188 49.5171 894.8704 5.8931 4.0281 18.414 18.7630 12.6118 516.0717 6.4100 9.3881 54.9709 1045.7012 6.2071 4.2709 19.524 L5 18.7630 12.6118 516.0717 6.4100 9.3881 54.9709 1045.7012 6.2071 4.2709 19.524 19,7009 13.2499 598,4362 6.7343 9.8574 60.7096 1212.5940 6.5212 4.5137 20.634 L6 19.7009 13.2499 598.4362 6.7343 9.8574 60.7096 1212.5940 6.5212 4.5137 20.634 20.6388 13.8880 689.1286 7.0586 10.3266 66.7332 1396.3615 6.8353 4.7565 21.744 L7 20,6388 13.8880 689.1286 7.0586 10.3266 66.7332 1396.3615 6.8353 4.7565 21.744 21.5767 14,5261 788.5501 7.3829 10.7959 73.0417 1597.8163 7.1493 4.9993 22.854 L8 21,5767 14.5261 788.5501 7.3829 10.7959 73.0417 1597.8163 7.1493 4.9993 22.854 tnxTower Report - version 7.0.5.1 ,115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 10 Section Tip Dia. Area 1 r C l/C J lt/Q w w/t in in2 in4 in in in3 in4 in2 in 22.2895 15.0111 870.1951 7,6294 11.1525 78.0266 1763,2513 7.3880 5.1838 23.697 L9 21.8611 16.3086 854.3605 7.2528 10.6237 80.4202 1731.1659 8.0266 4.8264 19.306 22.2085 17,0674 979,2640 7.5902 11.1120 88.1265 1984.2543 8.4001 5.0791 20.316 L10 22.2085 17.0674 979.2640 7.5902 11.1120 88.1265 1984.2543 8.4001 5.0791 20.316 23.1845 17.8263 1115.7837 7.9277 11.6004 96.1853 2260.8803 8.7736 5.3317 21.327 L11 23.1845 17.8263 1115.7837 7.9277 11.6004 96.1853 2260.8803 8.7736 5.3317 21.327 24,1605 18.5852 1264.4362 8.2652 12.0887 104.5967 2562.0905 9.1471 5.5844 22,338 L12 24,1605 18.5852 1264.4362 8.2652 12.0887 104.5967 2562.0905 9.1471 5.5844 22.338 24.5840 18.9146 1332.8572 8,4117 12.3006 108.3570 2700.7300 9.3092 5.6940 22.776 L13 24.5840 39.7123 2731.8260 8.3110 12.3006 222,0886 5535.4200 19.5452 4.9403 9.299 24.6328 39.7930 2748.4998 8.3279 12.3250 223.0014 5569.2057 19.5849 4.9529 9.323 L14 24.6328 38.4195 2657.9106 8.3346 12,3250 215.6514 5385.6474 18.9089 5.0032 9.762 25.6088 39.9752 2994.0403 8.6721 12,8134 233.6656 6066.7374 19.6746 5.2558 10.255 L15 25.6088 39.4979 2959.8174 8.6743 12.8134 230.9947 5997.3926 19.4396 5.2726 10.415 26.5848 41.0346 3318.9053 9.0118 13.3017 249.5102 6725.0019 20.1960 5.5252 10.914 L16 26.5848 40.0413 3241.7815 9.0163 13,3017 243.7121 6568.7283 19.7071 5.5587 11.258 27.5607 41.5401 3619.6099 9.3538 13.7900 262.4806 7334.3110 20.4448 5.8113 11.77 L17 27.5607 41.0241 3576.3573 9.3560 13,7900 259,3441 7246.6695 20.1908 5.8281 11.955 28.5367 42.5039 3977.5061 9.6935 14.2783 278.5694 8059.5057 20.9191 6.0807 12.473 L18 28.5367 42.5039 3977.5061 9.6935 14,2783 278.5694 8059.5057 20.9191 6.0807 12.473 29,3604 43.7529 4338.5461 9.9784 14.6905 295.3305 8791.0706 21.5338 6.2940 12.911 L19 28.8445 26.9608 2470.4262 9.5920 14.0408 175.9460 5005.7533 13.2693 6.4269 20.566 29.0401 27.9114 2741.0698 9.9302 14.5302 188.6465 5554.1506 13,7372 6.6801 21,376 L20 29.0401 27.9114 2741.0698 9.9302 14.5302 188.6465 5554.1506 13.7372 6.6801 21.376 30.0181 28.8621 3030.7915 10,2684 15.0196 201.7896 6141.2053 14.2050 6.9332 22.186 L21 30.0181 28.8621 3030.7915 10.2684 15.0196 201.7896 6141.2053 14.2050 6.9332 22.186 30,9962 29.8127 3340.2411 10.6067 15.5089 215.3753 6768.2341 14.6729 7.1864 22.997 L22 30.9962 29.8127 3340.2411 10.6067 15.5089 215.3753 6768.2341 14.6729 7.1864 22.997 31.9742 30.7633 3670.0684 10.9449 15.9983 229.4036 7436.5536 15.1408 7.4396 23.807 L23 31.9742 30.7633 3670.0684 10.9449 15.9983 229.4036 7436.5536 15.1408 7.4396 23.807 32.9523 31.7140 4020.9231 11.2831 16.4877 243.8745 8147.4804 15.6086 7.6928 24.617 L24 32.9523 31.7140 4020.9231 11.2831 16.4877 243.8745 8147.4804 15.6086 7.6928 24.617 33.9304 32.6646 4393.4551 11.6213 16.9770 258.7880 8902.3312 16.0765 7.9460 25.427 L25 33.9304 32.6646 4393.4551 11.6213 16,9770 258.7880 8902.3312 16,0765 7.9460 25.427 34.9084 33.6152 4788.3141 11.9595 17.4664 274.1441 9702.4225 16.5444 8.1992 26,237 L26 34.9084 33.6152 4788.3141 11.9595 17.4664 274.1441 9702.4225 16.5444 8.1992 26.237 35.8865 34.5659 5206.1499 12.2977 17,9558 289.9428 10549.071 17.0123 8.4524 27.048 1 L27 35.8865 34.5659 5206.1499 12.2977 17.9558 289,9428 10549,071 17.0123 8.4524 27.048 1 36.2347 34.9043 5360.5684 12.4181 18.1300 295.6739 10861.965 17.1788 8.5425 27.336 0 Tower Gusset Gusset Gusset GradeAdjust, Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness A( Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in L1 115.00- 1 1 110,00 L2 110.00- 105.00 L3 105.00- 1 1 1 100.00 L4 100.00- 1 1 1 95.00 L5 95.00- 1 1 1 90.00 L6 90.00- 1 1 1 85.00 L7 85.00- 80.00 L8 80.00- 1 1 1 76.20 L9 76.20- 1 1 1 74.42 L10 74.42- 69.42 L11 69.42- tnxTower Report - version 7.0.5,1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 . Page 11 Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bo! Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in 64.42 L12 64.42- 62.25 L13 62.25- 62.00 L14 62.00- 57.00 L15 57.00- 52.00 L16 52.00- 47.00 L17 47,0°- 42.00 L18 42.00- 37.78 L19 37.78- 36.78 L20 36.78- 31.78 L21 31.78- 26.78 L22 26.78- 21.78 L23 21.78- 16.78 L24 16.78- 11.78 L25 11.78- 6.78 L26 6.78-1.78 L27 1.78-0.00 1 1 1 0.929267 1 0.944016 1 0.938137 1 0.94499 1 0.941416 1 0.940761 1 1 1 1 1 1 1 1 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Secto Component Placement r Type ft Tot& Number Start/En Width or Perimete Weight Number Per Row d Diamete Position in in pff CAT5e(1/4) B Surface Ar 88.00 - 0.00 4 2 0.450 0.2638 0.15 (CaAa) 0.500 * CCI-65FP-060100 A Surface Af 64,25 - 39.25 1 1 0.000 6.0°00 14.0000 0.00 (CaAa) 0.200 CCI-65FP-060100 B Surface Af 64.25 - 39.25 1 1 0.000 6.0000 14.0000 0.00 (CaAa) 0.200 CCI-65FP-060100 C Surface Af 64.25 - 39.25 1 1 0.000 6.0000 14.0000 0.00 (CaAa) 0.200 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement or Shield Type Leg ft Total Number CAAA ft2Ift LDF1-50A(1/4) A No Inside Pole 115.00 - 0.00 1 No Ice 0.00 1/2" Ice 0.00 LDF4-50A(1/2) A No Inside Pole 115.00 - 0.00 1 No Ice 0.00 1/2" Ice 0.00 LDF5-50A(7/8) A No Inside Pole 115.00 - 0.00 6 No Ice 0.00 tnxTower Report - version 7.0.5.1 Weight plf 0.06 0.06 0.15 0.15 0.33 . 1/5FlMonopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01'20/r CC BUNo 858380 Pego12 Description Face Allow Component Placement Total CAAA Weight or Shield Type Number 1x2"|ce 0,00 0.33 ^vn5-50(7/8) A No Inside Pole 115.00'0,08 12 No Ice 0.00 0.30 1x2"|na Vou 0,30 vvn-VG80T(3/*) A No Inside Pole 115.00'0.00 u No Ice 0.00 0.53 1/a''Ice O.m} 0o5 rB'L38o'002- x No Inside Pole 115ou'MO o No Ice OM 0.06 30000(3/8) 1/2''Ice 0.00 0.08 vvR-VG88STBRo(3w) x No Inside Pole 115�00'Voo 2 No Ice 0.00 0.58 o2''Ice OM 0.58 2^mOid Conduit x No Inside Pole 115.00'0.00 1 No Ice 0,00 2a0 IVILC HYBRID 6x12 g No Inside Pole 8000-0.0 a No Ice 00 0.59 ~ ~ Feed K Line/Linear Appurtenances Section Areas Tower Tower Sectio Elevation Face AR ap n ft ft, 8" u 115-00-110.00 A oMo oMA o 0.000 0.000 c 0,000 0.000 uz 1/0.00'105.00 A 0.000 oono e 0.000 0.000 C 0.000 0.000 Ln 105M'100,00 A 0.000 0,000 m 0.000 oMn C 0.000 0.000 L4 100,00'35.00 A ooVn 0.000 B 0,000 oMu c 0,000 0.000 Lo oo�uo'eVoV A 0000 VooO m 0.000 0.000 c 0.000 0,000 Ln 90.00-85,00 A 0.000 0.000 a 0.000 0.000 C 0,000 0,000 o 85.00-80.00 * 0.000 onoO u oMo 0.000 c OMo 0.000 Lo 80,0e76.20 A 0.000 0,000 o 0.000 nMn C OMV 0,000 L9 7e.20'74.42 x 0.000 0.000 6 0,000 oMu o 0.000 0.000 1-10 74.42'69A2 A oMu 0.000 e 0.000 oMo C 0.000 0.000 1-11 89.42'e4.*2 x 0.000 0.000 e oMe 0.000 C 0.000 0.000 L12 64.*2'62.25 A 0.000 nMo e 0.000 0.000 o 0.000 oDoo L13 nzzo'nz.on a 0,000 uMn a 0.000 0,000 C 0.000 uMV L1* *zoo'oron x 0.000 nMo B 0,000 oouV C 0o00 0,000 L15 57o0'52o0 A 0.000 0.000 . CAAA In Face 0.000 0.000 oono 0.000 oOno 0.000 0.000 ouno 0.000 ooQn oonn 0.000 onno 0.000 uoon u000 ».15« onon 0.000 0.264 oono 0.000 0.200 uoOV ».»»» 000* onuo 0000 0.264 000n 000n 0.264 0000 z000 2.114 2.000 0.250 0.263 0.250 anuo 5,264 5.000 oMo a.us^ CAAA Out Face OMV oMO oZoo ouoO 0M0 0.000 OMO 0.000 nMo 0MU 0.000 uMO 0,000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 oonu oMV 0.000 «,»«0 0.000 nuoV 0.000 0.000 onoO ».»»» 0.000 onoD 0.000 0.000 uono 0.000 nM0 oona 0.000 uMO Weight x 0.05 0.00 0.00 ».»» 0,00 nVo uos 000 0,00 0.05 0.00 0.00 OM 0.01 oon ».0» 0.01 0.00 0.05 0.01 0.00 o.u^ ».»1 OM 0.02 0.00 oon 0,05 0.01 0.00 oo* «.»1 OM 0.02 non noo 0.00 nun OM 0.05 oo1 0.00 000 0,01 tnxTowerReport ' version 7D.5i1 115FYMonopole Tower Structural Analysis Project Number 1482450,Application 407028,Revision 2 Tower Tower Face AR xr CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ftv ft 2 ft2 ft2 x c ounn 0.000 5.000 On00 0.00 uo 52M-47.00 A 0.000 UOV 5.000 0.000 0,05 o 0.800 OM0 5.25* 0�000 0.01 C 0�800 0,000 5,000 0�000 0�00 L17 47.00-42.00 A &OOu 0,000 5.000 0,000 0.05 B 0,000 0,000 5264 0.000 0o1 C 0,000 0�008 5.008 noVO OM L18 *2.00-37.70 x 0.000 nCon 2350 UVuO 0.05 B 0.000 nunO 2.873 nuOV UV C 0D00 uonV 2.750 0000 oon un 37.78'36.78 A 0.000 U00 UoOO 0v00 0V B 0.000 U00 0.053 &OOO oon C 0.000 o�OOO 0,800 0,000 0.00 Lzo 36.70'31.70 A 0.000 0,000 0.000 0,000 0.05 B 0.000 0,800 0.204 0,000 U1 C 0.000 0.000 0.000 0,000 0.00 L21 31.78'26.78 x 0.000 0.000 0,000 0,000 0.05 B 0.000 0.000 0z04 0,000 0.01 o oono oOoo 0.000 Moo oun L22 26J8-21.78 A 0.000 ounO 0.000 0,000 0.05 o 0.000 VVVn 0.26* 0.000 0o1 C 0.000 0,000 0.000 UOO 0.00 on 21J8'/6.78 A 0D00 0,000 0.000 0.000 n�Ou o uoou 0,000 026* 0.000 uV C &noo 0,000 0,000 oo00 oDn L24 16.78'1178 A 0.000 0,000 0.000 o�VVu Us s 8.000 0,000 &204 0.000 0.01 C 0.000 u�OUn uoOU 0,000 0.00 L25 11.78'6J8 A 0.000 ooUV 0.000 UVV 0.05 e 0.008 0,000 0z64 0000 0u1 C 0.000 oono 0.000 0.000 0.00 L26 638'1J8 x 0.000 0000 0.000 UVOV oun e 0.000 0,000 0.20* 0,000 0.01 t 0.000 0.000 0.000 0�000 0.00 L27 17e'0o0 A 0,000 0,000 oouo 0000 n�nu o 0,000 0O00 0.094 OoOo 0.00 c u000 0.000 0,000 UVu OM November 01'2017 CC BUNo85O36O Pmgo/3 Fe=dU^ne/U'near Appurtenances Section Areas ~ With Ice Tower Tower Face mo xm A* CAAA CAAA Sectio Elevation or Thickness In Face Out Face n It Leg in ft, ft2 ft2 h2 u 115.00-110o0 * 0.565 Uoo 0.000 U00 0.000 B umm uono 0,000 Moo c 0.000 0.000 0,000 0.000 L2 110.00'105.00 A 0.563 0.000 0000 0,000 0.000 e 0,000 0.000 noon o�Oon c 000n n000 nooV 0.000 L3 105.00'100o0 x 0.560 000n ounn U00 nouu o 0,000 000n uMn 0.000 C 0,000 0.000 0o00 0.000 L^ 100o0n5,00 A 0.557 0.000 0,000 000n uoOn e 0.000 oMu n�VOo 0.000 C 000n 0,000 0000 0.000 Lo ooM'n000 A n.nn* 0�000 0,000 0.000 0,000 u oMo UVo oouu 0.000 c 0,000 0.000 0,000 0.000 Ls eoDn-eu.00 x 0.551 uonn ounn nnnn 0.000 e oono noon 0s11 0.000 o 0,000 0000 nnon 0.000 L7 os.onoo.Vo A 0a48 000n 0.000 noVo oouu B 0000 000n U15 0.000 C oonU 0.000 0.000 oMn LB 80o0-7620 A n�545 oono 0,000 0000 0.000 B n000 0.000 0,768 0,000 . //5 Ft Monopole Tower Structural Analysis Project Number /482450, Applicatiom407028 Revision November 0\20/7 CC/ BUNoO56360 Fage14 Tower Tower Face Ice AR A= CAAA CAAA Weight 3ectio Elevation or Thickness In Face Out Face n o Leg in ft2 ft2 ft2 ft2 K C 0,000 oM0 0,000 nMV 0.00 L9 76.20-74.42 A 0.543 onuo 0.000 000n 0.000 0.02 8 0.000 0.000 on50 0.000 OM C 0000 0.000 0.000 0,000 0.00 L10 7*,42'09A2 A 0.540 0,000 uMu 0,000 0,000 0.05 8 oonO DMD 1,005 0.000 0.01 C 0,000 000V 0.000 0.000 0,00 o1 69.42-64A2 A 0.537 0.000 0.000 n'nVO 0,000 0�05 B nunO 8.000 1M8 0.000 0�01 C 0.000 0.000 0.000 000O oon L1e 64.*2-0225 A u.00* ooOO 0.000 2.213 0.000 0,03 B O�VVV oono Zw*s 0.000 O.O| C VMn 0.000 2.213 0.000 O01 L13 62.25'62.00 A 0.533 nooV 0.000 0z77 0,000 0,00 B nMo 0.000 0,526 0,000 V�OV C oMn oMo Urr 0.000 0.00 L14 az,ueor.&U a 0�550 0,000 OM0 5.530 0.000 D�07 B 0.000 0.000 6.523 0.000 0.03 C u000 0.000 o�ono 0.000 OM L15 57,00-52.00 x 0.526 000O 0.000 5.*20 uoou On7 B nuOn 0.000 6,513 0.000 0.03 C uoOn UuOo 5,526 0.000 0.02 L16 5Z00-*7o0 A 0.521 ouou 0,000 5�521 0.000 0o7 o 0,000 0.000 6,501 0.000 0M C 000n 0.000 5.521 0.000 OM L17 *7o0-4ZnV x 0�515 0.000 0,000 5,515 nMu 0,07 B noon 0.000 6A89 0.000 0.03 c 0.000 0.000 5,515 0.000 0.02 L18 *2.00-37.78 A 0�510 noVO 0.000 3,030 0.008 0,05 B noOu 0.000 3,848 0.000 0.02 C 0.000 n000 3,030 0.000 oV u9 37J8'36.78 A 0.506 noVo u000 VMo nuoo oV e noon 0.000 0,193 0.000 0.00 C ooOo 0000 oono 0.000 OM Luo 3*.7*3178 A 0.502 0.000 oMO 0,000 0,000 0.05 e 0,000 0.000 0,957 0.000 0�01 C 0MO 0.000 oono 0.000 V�VV L21 31.78z6.7e A 0A9* oMo 0,000 0.000 0,000 0.05 B 0.000 ouoo 0.9*7 0.000 0.01 c nonn n000 000n ouoo 0.00 L22 26.78-21J8 x o.*es nnoV Oouo oMn uunu 0.05 8 OonU 0.000 0a36 000n 0.01 G 0.000 0.000 000v 0.000 0o0 L23 21.78-1678 A 0.47* oono 0,000 ooVo 0.000 0.05 8 0.000 0.000 uxcc 0.000 0.01 c oMu 0.000 oMo u000 0,00 m4 16,78'11.78 A 0.460 nouo oMO oMu 0,000 0.05 B oM0 0.000 nM^ 0.000 0.01 c 0.000 0.000 noon 0,000 0.00 Lzo 11.78-6.78 A 0.440 0.000 n000 0,000 0.000 U5 s 0o00 nonn 0,e80 0.000 0o1 C 000n 0.000 0000 0.000 non LcV 678-1.78 A 0.408 oono 0000 nonn 0.000 0,05 o ouuV 0.000 nM9 0.000 0.01 c 0,000 0.000 0.000 0.000 nuo or 1.78'0.00 x 0.348 nuno onoo oMo oMu 0.02 8 0o00 0.000 0,272 0.000 0.00 C oouu 000n uono oM> 0.00 Feed Line Center of Pressure Elevation n CPX in GPZ in CPX Ice in u 115on110o0 n0000 0,0000 uonnn 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 Section Elevation CPx CPz CPx CPz Ice Ice ft in in in in L2 110.00-105.00 0.0000 0.0000 0.0000 0.0000 L3 105.00-100.00 0.0000 0.0000 0.0000 0.0000 L4 100.00-95.00 0.0000 0.0000 0.0000 0.0000 L5 95.00-90.00 0.0000 0.0000 0.0000 0.0000 L6 90.00-85.00 0.0416 0.0212 0.1376 0.0701 L7 85,00-80.00 0.0678 0.0346 0.2126 0,1083 L8 80.00-76.20 0.0678 0.0346 0.2135 0.1088 L9 76.20-74.42 0.0678 0.0346 0.2137 0,1089 L10 74.42-69,42 0.0679 0.0346 0.2139 0.1090 L11 69.42-64.42 0.0679 0.0346 0.2146 0.1093 L12 64.42-62.25 0.0292 0.0149 0.0964 0,0491 L13 62.25-62.0D 0.0280 0.0143 0.0925 0.0471 L14 62.00-57.00 0.0283 0.0144 0.0935 0.0476 L15 57.00-52.00 0.0289 0.0147 0.0952 0.0485 L16 52.00-47.00 0.0295 0.0150 0.0969 0.0494 L17 47.00-42.00 0.0301 0.0153 0.0984 0.0501 L18 42.00-37.78 0.0379 0.0193 0.1226 0.0624 L19 37.78-36.78 0.0679 0.0346 0.2152 0.1096 L20 36.78-31.78 0.0679 0.0346 0.2140 0.1090 L21 31.78-26.78 0.0679 0.0346 0.2131 0.1086 L22 26.78-21.78 0.0679 0.0346 0.2117 0.1079 L23 21.78-16.78 0.0679 0.0346 0.2099 0.1069 L24 16.78-11.78 0.0679 0.0346 0.2072 0.1056 L25 11.78-6.78 0.0679 0.0346 0.2031 0.1035 L26 6.78-1.78 0.0679 0.0346 0.1954 0.0996 L27 1.78-0.00 0.0679 0.0346 0.1806 0.0920 November 01, 2017 CCI BU No 856360 Page 15 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev, Ka No Ice ' Ka Ice L6 14 CAT5e(1/4) 85.00 - 1.0000 1.0000 88.00 L7 14 CAT5e(1/4) 80.00 - 1.0000 1.0000 85.00 L8 14 CAT5e(1/4) 76.20 - 1.0000 1.0000 80.00 L10 14 CAT5e(1/4) 69.42 - 1.0000 1.0000 74.42 L11 14 CAT5e(1/4) 64.42 - 1.0000 1.0000 69.42 L12 14 CAT5e(1/4) 62.25 - 1.0000 1.0000 64.42 L12 16 CCI-65FP-060100 62.25 - 1.0000 1.0000 64.25 L12 17 CCI-65FP-060100 62.25 - 1.0000 1.0000 64.25 L12 18 CCI-65FP-060100 62.25 - 1.0000 1.0000 64.25 L13 14 CAT5e(1/4) 62.00 - 1,0000 1.0000 62.25 L13 16 CCI-65FP-060100 62.00 - 1.0000 1.0000 62.25 L13 17 CCI-65FP-060100 62.00 - 1.0000 1.0000 62.25 L13 18 CCI-65FP-060100 62.00 - 1.0000 1.0000 62.25 L14 14 CAT5e(1/4) 57.00 - 1.0000 1.0000 62.00 L14 16 CCI-65FP-060100 57.00 - 1.0000 1.0000 62.00 L14 17 CCI-65FP-060100 57,00 - 1.0000 1.0000, tnxTower Report - version 7.0.5.1 . 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice lc Ice 62.00 L14 18 CCI-65FP-060100 57.00 - 1.0000 1.0000 62.00 L15 14 CAT5e(1/4) 52.00 - 1.0000 1.0000 57.00 L15 16 CCI-65FP-060100 52.00 - 1.0000 1.0000 57.00 L15 17 CCI-65FP-060100 52.00 - 1.0000 1.0000 57.00 L15 18 CCI-65FP-060100 52.00- 1.0000 1.0000 57.00 L16 14 CAT5e(1/4) 47.00 - 1.0000 1.0000 52.00 L16 16 CCI-65FP-060100 47.00 - 1.0000 1.0000 52.00 L16 17 CCI-65FP-060100 47.00 - 1.0000 1.0000 52.00 L16 18 CCI-65FP-060100 47.00 - 1.0000 1.0000 52.00 L17 14 CAT5e(1/4) 42.00 - 1.0000 1.0000 47.00 L17 16 CCI-65FP-060100 42.00 - 1.0000 1.0000 47.00 L17 17 CCI-65FP-060100 42.00 - 1.0000 1.0000 47.00 L17 18 CCI-65FP-060100 42.00 - 1.0000 1.0000 47.00 L18 14 CAT5e(1/4) 37.78 - 1.0000 1.0000 42.00 L18 16 CCI-65FP-060100 39.25 - 1.0000 1.0000 42.00 L18 17 CCI-65FP-060100 39,25 - 1,0000 1.0000 42.00 L18 18 CCI-65FP-060100 39.25 - 1.0000 1.0000 42.00 L20 14 CAT5e(1/4) 31.78 - 1.0000 1.0000 36.78 L21 14 CAT5e(1/4) 26.78 - 1.0000 1.0000 31.78 L22 14 CAT5e(1/4) 21.78 - 1,0000 1.0000 26.78 L23 14 CAT5e(1/4) 16.78 - 1.0000 1.0000 21.78 L24 14 CAT5e(1/4) 11.78 - 1.0000 1.0000 16.78 L25 14 CAT5e(1/4) 6.78 - 11.78 1.0000 1.0000 L26 14 CAT5e(1/4) 1.78 - 6.78 1.0000 1.0000 L27 14 CAT5e(1/4) 0.00 - 1.78 1.0000 1.0000 November 01, 2017 CCI BU No 856360 Page 16 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustmen Leg Lateral Vert ft ft ft ft CAAA CAAA Weight Front Side 742 264 A From Leg 4.00 0.0000 115.00 No Ice 4.86 2.93 0.04 0.00 1/2" 5.20 3.26 0,07 3.00 Ice 742 264 8 From Leg 4.00 0.0000 115.00 No Ice 4.86 2.93 0.04 tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 17 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral Vert ft ft ft2 ft2 ft ft 0.00 1/2" 5.20 3.26 0.07 3.00 Ice 742 264 C From Leg 4.00 0.0000 115.00 No Ice 4.86 2.93 0.04 0.00 1/2" 5.20 3.26 0.07 3.00 Ice DC6-48-60-18-8F A From Leg 4.00 0.0000 115.00 No Ice 0.79 0.79 0.02 0.00 1/2" 1.27 1.27 0.04 3.00 Ice (2) KRY 112 71/2 8 From Leg 4.00 0.0000 115.00 No Ice 0.58 0.40 0.01 0.00 1/2" 0.69 0.49 0.02 3.00 Ice KRY 112 71/2 C From Leg 4.00 0.0000 115.00 No Ice 0.58 0.40 0.01 0.00 1/2" 0.69 0.49 0.02 3.00 Ice (2) SBNHH-1D65C A From Leg 4,00 0.0000 115.00 No Ice 11.39 7.66 0.05 0.00 1/2" 12.01 8.25 0.12 3.00 Ice (2) SBNHH-1D65C B From Leg 4.00 0.0000 115.00 No Ice 11.39 7.66 0.05 0.00 1/2" 12.01 8.25 0.12 3.00 Ice (2) SBNHH-1D65C C From Leg 4.00 0.0000 115.00 No Ice 11.39 7.66 0.05 0.00 1/2" 12.01 8.25 0.12 3.00 Ice ET-X-CH-45-16-45-18-1R- A From Leg 4.00 0.0000 115.00 No Ice 10.73 4.98 0.05 AT 0.00 1/2" 11.20 5.41 0.11 3.00 Ice ET-X-CH-45-16-45-18-1R- 13 From Leg 4,00 0.0000 115.00 No Ice 10.73 4.98 0.05 AT 0.00 1/2" 11.20 5.41 0.11 3.00 Ice AM-X-CD-14-65-00T-RET C From Leg 4.00 0.0000 115,00 No Ice 4.99 2.83 0.02 0.00 1/2" 5.32 3.14 0.05 3.00 Ice RRH4x25-WCS A From Leg 4.00 0.0000 115.00 No Ice 3.34 3.84 0.09 0.00 1/2" 3.59 4.09 0.13 3.00 Ice RRH4x25-WCS 8 From Leg 4.00 0.0000 115.00 No Ice 3.34 3.84 0.09 0.00 1/2" 3.59 4.09 0.13 3.00 Ice RRH4x25-VVCS C From Leg 4.00 0.0000 115.00 No Ice 3.34 3.84 0.09 0.00 1/2" 3.59 4.09 0.13 3.00 Ice (2) KRY 112 71/2 A From Leg 4,00 0.0000 115.00 No Ice 0.58 0.40 0.01 0.00 1/2" 0.69 0.49 0,02 3.00 Ice KRY 112 71/2 C From Leg 4.00 0.0000 115.00 No Ice 0.58 0.40 0.01 0.00 1/2" 0.69 0.49 0.02 3.00 Ice TT08-19DB111-001 A From Leg 4.00 0.0000 115.00 No Ice 0.79 0.64 0.02 0.00 1/2" 0.90 0,75 0.03 3.00 Ice B25 RRH4x30-4R BTS A From Leg 4.00 0.0000 115.00 No Ice 2.14 1.31 0.05 0.00 1/2" 2,33 1.46 0.07 3.00 Ice 825 RRH4x30-4R BTS 8 From Leg 4.00 0,0000 115.00 No Ice 2.14 1.31 0.05 0.00 1/2" 2.33 1.46 0.07 3.00 Ice B25 RRH4x30-4R BTS C From Leg 4.00 0.0000 115.00 No Ice 2.14 1.31 0.05 0.00 1/2" 2.33 1,46 0.07 3.00 Ice RRH2x40-07-L A From Leg 4.00 0.0000 115.00 No Ice 1.71 1.56 0.05 0.00 1/2" 1.88 1.72 0.07 3.00 Ice RRH2x40-07-L 8 From Leg 4.00 0.0000 115.00 No Ice 1,71 1.56 0.05 0.00 1/2" 1.88 1.72 0.07 3.00 Ice tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 18 Description Face Offset Offsets: Azimuth Placement or Type Horz Adjustmen Leg Lateral Vert ft ft ft ft CAAA CAAA Weight Front Side ft2 ft2 RRH2x40-07-L C From Leg 4.00 0.0000 115.00 No Ice 1.71 1.56 0.05 0.00 1/2" 1.88 1.72 0.07 3.00 Ice DC6-48-60-18-8F B From Leg 4.00 0,0000 115.00 No Ice 0,79 0,79 0.02 0.00 1/2" 1.27 1.27 0.04 3.00 Ice (2) LGP21401 A From Leg 4.00 0,0000 115.00 No Ice 1.10 0.21 0.01 0.00 1/2" 1.24 0.27 0.02 3.00 Ice (2) LGP21401 C From Leg 4.00 0.0000 115.00 No Ice 1.10 0.21 0.01 0.00 1/2" 1.24 0.27 0.02 3.00 Ice Platform Mount [LP 301-1] C None 0.0000 115.00 No Ice 30.10 30.10 1.59 1/2" 40.80 40.80 2.03 Ice (2) HEX456CW0000x A From Leg 4,00 0,0000 96.00 No Ice 10,31 5.52 0.05 0.00 1/2" 10.79 5.97 0.11 0.00 Ice (2) HEX456CW0000x B From Leg 4.00 0,0000 96.00 No Ice 10.31 5.52 0.05 0.00 1/2" 10.79 5.97 0.11 0.00 Ice (2) HEX456CW0000x C From Leg 4.00 0.0000 96.00 No Ice 10.31 5.52 0.05 0.00 1/2" 10.79 5.97 0.11 0,00 Ice RADIO 4449 A From Leg 4.00 0.0000 96.00 No Ice 3.50 2.36 0.09 0.00 1/2" 3.74 2.57 0.11 0.00 Ice RADIO 4449 B From Leg 4.00 0.0000 96.00 No Ice 3.50 2.36 0.09 0.00 1/2" 3.74 2.57 0.11 0.00 Ice RADIO 4449 C From Leg 4,00 0.0000 96.00 No Ice 3.50 2.36 0.09 0.00 1/2" 3.74 2.57 0.11 0.00 Ice (2) RRUS 32 B66 A From Leg 4.00 0.0000 96.00 No Ice 2,74 1.67 0.05 0,00 1/2" 2.96 1.86 0.07 0.00 Ice (2) RRUS 32 B66 B From Leg 4.00 0.0000 96.00 No Ice 2.74 1.67 0.05 0.00 1/2" 2.96 1.86 0.07 0.00 Ice (2) RRUS 32 B66 C From Leg 4.00 0.0000 96.00 No Ice 2.74 1.67 0.05 0.00 1/2" 2.96 1.86 0.07 0.00 Ice (2) DB-C1-12C-24AB-OZ A From Leg 4.00 0,0000 96.00 No Ice 4.06 3.10 0.03 0.00 1/2" 4.32 3.34 0.07 0.00 Ice Platform Mount [LP 1301- A None 0.0000 96.00 No Ice 51.70 51.70 2.26 1] 1/2" 62.70 62.70 2,94 Ice Side Ann Mount [50 301- B From Leg 1.00 0,0000 94.00 No Ice 1.00 0.90 0.02 1] 0.00 1/2" 1.39 1,42 0.03 0.00 Ice (2) MPT-HC-HQAM B From Leg 1.00 0.0000 88.00 No Ice 0.71 0.45 0.01 0.00 1/2" 0.81 0.54 0.02 0.00 Ice Pipe Mount [PM 601-1] B From Leg 0.50 0.0000 88.00 No Ice 3.00 0.90 0.07 0.00 1/2" 3.74 1.12 0.08 0.00 Ice tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 19 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside or 7ype Type Horz Adjustment Beam Diameter Leg Lateral Width Vert ft ft ft Aperture Weight Area ft2 SC2-190BB B Paraboloid w/o From 1.00 0.0000 Radome Leg 0.00 0.00 88.00 2.20 No Ice 3.80 0.02 1/2" Ice 4.10 0.04 Load Combinations Comb, No, Description 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30= deg - No Ice 6 1.2 Dead+1.6 Wind 60deg - No Ice 7 0.9 Dead+1.6 Wind 60:deg - No Ice 8 1.2 Dead+1.6 Wind 90. deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1,6 Wind 180 deg - No Ice 15 0.9 Dead+1,6 Wind 1l deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1,6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 21i) deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1,0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service 41 Dead+Wind 60 deg - Service 42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg Service 44 Dead+Wind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 20 Comb. No. Description 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service Maximum Member Forces Sectio n No. L1 Elevation ft Component Type Condition Gov. Axial Major Axis IVIinor Axis Load Moment Moment Comb. K kip-ft kip-ft 115- 110 Pole Max Tension 26 0.00 0.00 -0.00 Max. Compression 26 -5.39 -0.27 0.55 Max. Mx 8 -2.59 -47.02 -0.01 Max. My 2 -2.55 0.20 48.12 Max. Vy 20 -6.71 46.74 0.53 Max. Vx 2 -6.83 0.20 48.12 Max. Torque 22 -0.64 L2 110 - 105 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -5.74 -0.28 0.56 Max. Mx 8 -2.86 -81.34 -0.17 Max. My 2 -2.82 0.39 83.03 Max. Vy 20 -7.02 81.05 0.74 Max. Vx 2 -7.14 0.39 83.03 Max. Torque 22 -0.64 L3 105 - 100 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -6.10 -0.28 0.58 Max. Mx 8 -3.15 -117.19 -0.32 Max. My 2 -3.12 0.57 119.49 Max. Vy 20 -7.33 116.91 0.94 Max. Vx 2 -7.45 0.57 119.49 Max. Torque 22 -0.64 L4 100 - 95 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -11.80 -0.29 1.34 Max. Mx 8 -6.57 -159.53 -0.29 Max. My 2 -6.52 0.77 162.84 Max. Vy 20 -12.55 159.26 1.35 Max. Vx 2 -12.74 0.77 162.84 Max. Torque 22 -1.47 L5 95 - 90 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -12.24 -0.36 1.32 Max. Mx 8 -6.99 -223.22 -0.48 Max. My 2 -6.94 0.96 227.39 Max. Vy 20 -12.90 222.88 1.58 Max. Vx 2 -13.08 0.96 227.39 Max. Torque 22 -1.47 L6 90 - 85 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -12.85 -0.62 1.19 Max. Mx 8 -7.50 -289.41 -0.87 Max. My 2 -7.46 1.75 294.17 Max. Vy 20 -13.54 288.95 2.22 Max. Vx 2 -13.63 1.75 294.17 Max. Torque 22 -1.46 L7 85 - 80 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -13.29 -0,63 1.21 Max. Mx 8 -7.97 -357.47 -1.30 Max. My 2 -7.93 3.14 363.02 Max. Vy 20 -13.84 357.35 3.26 Max. Vx 2 -13.93 3.14 363.02 Max. Torque 22 -1.46 L8 80 - 76.2 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -13.35 -0.64 1.21 Max. Mx 8 -8.03 -365.46 -1.35 Max. My 2 -7.99 3.30 371.10 Max. Vy 20 -13.87 365.38 3.38 Max. Vx 2 -13.96 3.30 371.10 Max. Torque 22 -1.46 L9 76.2 - 74.42 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -14.08 -0.65 1.22 Max. Mx 20 -8.67 435.60 -4.42 tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 21 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max. My 2 -8.65 4.70 441.77 Max. Vy 20 -14.23 435.60 4.42 Max. Vx 2 -14.32 4,70 441.77 Max. Torque 22 -1.46 L10 74,42 - Pole Max Tension 1 0.00 0,00 0.00 69.42 Max. Compression 26 -14.60 -0.66 1.22 Max. Mx 20 -9.24 507.37 5.45 Max. My 2 -9.21 6.10 513.99 Max. Vy 20 -14.51 507.37 5.45 Max. Vx 2 -14.60 6.10 513.99 Max. Torque 22 -1.46 L11 69.42 - Pole Max Tension 1 0.00 0.00 0.00 64.42 Max. Compression 26 -15.13 -0,67 1.23 Max. Mx 20 -9.81 580.59 6.48 Max. My 2 -9.79 7.49 587.66 Max. Vy 20 -14.80 580.59 6.48 Max. Vx 2 -14.89 7.49 587.66 Max. Torque 22 -1.45 L12 64.42 - Pote Max Tension 1 0.00 0.00 0.00 62.25 Max. Compression 26 -15.38 -0.68 1.23 Max. Mx 20 -10.07 612.82 6.93 Max. My 2 -10.05 8.10 620,08 Max. Vy 20 -14.93 612.82 6.93 Max. Vx 2 -15.02 8.10 620.08 Max. Torque 22 -1.45 L13 62.25 - 62 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -15.43 -0.68 1.23 Max. Mx 20 -10.13 616.55 6.98 Max. My 2 -10.11 8.17 623.83 Max, Vy 20 -14.94 616.55 6.98 Max. Vx 2 -15.03 8.17 623.83 Max. Torque 22 -1.45 L14 62 - 57 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -16.40 -0.69 1.24 Max. Mx 20 -11.00 692.17 8.01 Max. My 2 -10.99 9.56 699.89 Max. Vy 20 -15.32 692.17 8.01 Max. Vx 2 -15.41 9.56 699,89 Max. Torque 22 -1.45 L15 57 - 52 Pole Max Tension 1 0.00 0.00 0,00 Max. Compression 26 -17.38 -0.70 1.24 Max. Mx 20 -11.91 769.66 9.03 Max. My 2 -11.89 10.95 777.83 Max. Vy 20 -15.70 769.66 9.03 Max. Vx 2 -15.78 10.95 777,83 Max. Torque 22 -1.45 L16 52 - 47 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -18.39 -0.71 1.23 Max. Mx 20 -12,83 849.04 10.06 Max, My 2 -12,82 12.35 857.64 Max. Vy 20 -16.07 849.04 10.06 Max. Vx 2 -16.16 12.35 857.64 Max. Torque 22 -1.45 L17 47 - 42 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -19.41 -0.71 1.23 Max. Mx 20 -13.78 930.26 11.08 Max. My 2 -13,76 13.74 939.30 Max. Vy 20 -16.44 930.26 11.08 Max. Vx 2 -16.53 13.74 939.30 Max. Torque 22 -1.45 L18 42 - 37.78 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -19.45 -0.72 1.23 Max. Mx 20, -13.83 933.88 11.13 Max, My 2 -13.81 13.80 942.94 Max. Vy 20 -16.45 933.88 11.13 Max. Vx 2 -16.54 13.80 942.94 tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CC1 BU No 856360 Page 22 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max. Torque 22 -1.45 L19 37.78 - Pole Max Tension 1 0.00 0.00 0.00 36.78 Max. Compression 26 -20.94 -0.72 1.23 Max. Mx 20 -15.16 1017.18 12.15 Max. My 2 -15.15 15.20 1026.68 Max. Vy 20 -16.86 1017.18 12.15 Max. Vx 2 -16.95 15.20 1026.68 Max. Torque 22 -1.44 L20 36.78 - Pole Max Tension 1 0.00 0.00 0.00 31.78 Max. Compression 26 -21.69 -0.73 1.22 Max. Mx 20 -15.95 1102.12 13.17 Max. My 2 -15.94 16.59 1112.06 Max. Vy 20 -17.14 1102.12 13.17 Max. Vx 2 -17.23 16.59 1112.06 Max. Torque 22 -1.44 L21 31.78 - Pole Max Tension 1 0.00 0.00 0.00 26.78 Max. Compression 26 -22.46 -0.74 1.22 Max. Mx 20 -16.76 1188.44 14.18 Max. My 2 -16.75 17.97 1198.81 Max. Vy 20 -17.41 1188.44 14.18 Max. Vx 2 -17.50 17.97 1198.81 Max. Torque 22 -1.44 L22 26.78 - Pole Max Tension 1 0.00 0.00 0.00 21.78 Max. Compression 26 -23.25 -0.75 1.21 Max. Mx 20 -17.59 1276.08 15.18 Max. My 2 -17.58 19.35 9286.88 Max. Vy 20 -17.67 1276.08 15.18 Max. Vx 2 -17.76 19.35 1286.88 Max. Torque 22 -1.44 L23 21.78 - Pole Max Tension 1 0.00 0.00 0.00 16.78 Max. Compression 26 -24.07 -0.75 1.21 Max. Mx 20 -18.45 1364.97 16.18 Max. My 2 -18.44 20.71 1376.20 Max. Vy 20 -17.92 1364.97 16.18 Max. Vx 2 -18.00 20.71 1376.20 Max. Torque 22 -1.44 L24 16.78 - Pole Max Tension 1 0.00 0.00 0.00 11.78 Max. Compression 26 -24.90 -0.76 1.21 Max. Mx 20 -19.32 1455.04 17.16 Max. My 2 -19.32 22.07 1466.68 Max. Vy 20 -18.14 1455.04 17.16 Max. Vx 2 -18.23 22.07 1466.68 Max. Torque 22 -1.44 L25 11.78 - 6.78 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -25.75 -0.77 1.20 Max. Mx 20 -20.22 1546.23 18.14 Max. My 2 -20.21 23.41 1558.29 Max. Vy 20 -18.37 1546.23 18.14 Max. Vx 2 -18.45 23.41 1558.29 Max. Torque 22 -1.44 L26 6.78 - 1.78 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression . 26 -26.61 -0.78 1.20 Max. Mx 20 -21.13 1638.57 19.11 Max. My 2 -21.13 24.75 1651.03 Max. Vy 20 -18.60 1638.57 19.11 Max. Vx 2 -18.68 24.75 1651.03 Max. Torque 22 -1.44 L27 1.78 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -26.92 -0.78 1.20 Max. Mx 20 -21.45 1671.72 19.45 Max. My 2 -21.45 25.22 1684.33 Max. Vy 20 -18.70 1671.72 19.45 Max. Vx 2 -18.78 25.22 1684.33 tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CC/ BU No 856360 Page 23 Sectio Elevation Component Condition Gov, Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft Max. Torque 22 -1.44 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X Horizontal, Z K K Pole Max. Vert 27 26.92 0.02 1.74 Max. H„ 21 16.11 18.67 0.19 Max. Hz 2 21,48 0.27 18.75 Max. M„ 2 1684.33 0.27 18.75 Max. M, 8 1666.42 -18.60 -0.08 Max. Torsion 10 1.41 -16.17 -9.44 Min. Vert 25 16.11 9.50 16.25 Min. H, 9 16.11 -18.60 -0.08 Min. Hz 15 16.11 -0.10 -18.69 Min. M, 14 -1677,78 -0.10 -18.69 Min. M. 20 -1671.72 18.67 0.19 Min. Torsion 22 -1.44 16.23 9.48 Tower Mast Reaction Summary Load Vertical Shear, Shear z Overturning Overturning Torque Combination Moment, M, Moment, M, K K K kip-ft kip-ft kip-ft Dead Only 17.90 0.00 0.00 -0.43 -0.36 -0.00 1.2 Dead+1.6 Wind 0 deg - 21.48 -0.27 -18.75 -1684,33 25.22 0.64 No Ice 0.9 Dead+1.6 Wind 0 deg - 16.11 -0.27 -18.75 -1657.76 24.96 0.63 No Ice 1.2 Dead+1.6 Wind 30 deg - 21.48 9.20 -16.11 -1446.74 -823.03 -0.03 No Ice 0.9 Dead+1.6 Wind 30 deg - 16.11 9.20 -16.11 -1423.88 -810.02 -0.03 No Ice 1.2 Dead+1.6 Wind 60 deg - 21.48 16.05 -9.26 -830.82 -1437.53 -0.69 No Ice 0.9 Dead+1.6 Wind 60 deg - 16.11 16,05 -9.26 -817.64 -1414.88 -0.68 No Ice 1.2 Dead+1.6 Wind 90 deg - 21.48 18.60 0,08 8.24 -1666.42 -1.17 No Ice 0.9 Dead+1.6 Wind 90 deg - 16.11 18.60 0,08 8.24 -1640.18 -1.15 No Ice 1.2 Dead+1.6 Wind 120 deg 21.48 16.17 9.44 848.57 -1449.36 -1.41 - No Ice 0.9 Dead+1.6 Wind 120 deg 16.11 16.17 9.44 835.38 -1426.54 -1.38 - No Ice 1.2 Dead+1.6 Wind 150 deg 21.48 9.37 16.25 1459.43 -840.91 -1.28 - No Ice 0.9 Dead+1.6 Wind 150 deg 16.11 9.37 16.25 1436.66 -827.63 -1.26 - No Ice 1.2 Dead+1.6 Wind 180 deg 21.48 0.10 18.69 1677.78 -10.81 -0.75 - No Ice 0.9 Dead+1.6 Wind 180 deg 16.11 0.10 18.69 1651.58 -10.52 -0.74 - No Ice 1.2 Dead+1.6 VVind 210 deg 21.48 -9.19 16.11 1445.80 821.85 -0.00 - No Ice 0.9 Dead+1.6 Wind 210 deg 16.11 -9.19 16.11 1423.24 809.09 0.00 - No Ice 1.2 Dead+1.6 Wind 240 deg 21.48 -16.18 9.14 819.23 1448.99 0.77 - No Ice 0.9 Dead+1.6 Wind 240 deg 16.11 -16.18 9.14 806.49 1426.41 0.76 tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 24 Load Vertical Shear Shear, Overturning Overturning Torque Combination Moment, Mx Moment, Mz K K K kip-ft kip-ft kip-ft - No Ice 1.2 Dead+1.6 Wind 270 deg - No Ice 0.9 Dead+1.6 Wind 270 deg - No Ice 1.2 Dead+1.6 Wind 300 deg - No Ice 0.9 Dead+1.6 Wind 300 deg - No Ice 1.2 Dead+1.6 Wind 330 deg - No Ice 0.9 Dead+1.6 Wind 330 deg - No Ice 1.2 Dead+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg - Service Dead+Wind 30 deg - Service Dead+Wind 60 deg - Service Dead+Wind 90 deg - Service Dead+Wind 120 deg - Service Dead+Wind 150 deg - Service Dead+Wind 180 deg - Service Dead+Wind 210 deg - Service Dead+Wind 240 deg - Service Dead+Wind 270 deg - Service Dead+Wind 300 deg - Service Dead+Wind 330 deg - Service 21.48 -18.67 -0.19 -19.45 1671.72 1.32 16.11 -18.67 -0.19 -19.02 1645.64 1.30 21.48 -16.23 -9.48 -852.93 1454.21 1.44 16.11 -16.23 -9.48 -839.41 1431.54 1.41 21.48 -9.50 -16.25 -1460.80 851.94 1.16 16.11 -9.50 -16.25 -1437.74 838.71 1.14 26.92 0.00 -0.00 -1.20 -0.78 -0.00 26.92 -0.02 -1.74 -160.53 1.39 0.07 26.92 0.86 -1.50 -138.14 -78.84 0.00 26.92 1.50 -0.86 -79.89 -137.01 -0.06 26.92 1.73 0.01 -0.50 -158.64 -0.12 26.92 1.51 0.88 79.00 -138.03 -0.14 26.92 0.87 1.51 136.84 -80.37 -0.13 26.92 0.01 1.74 157.56 -1.69 -0.08 26.92 -0.86 1.50 135.67 77.20 -0.00 26.92 -1.51 0.85 76.49 136.46 0.08 26.92 -1.74 -0.02 -2.86 157 56 0.13 26.92 -1.51 -0.88 -81.78 136.91 0.14 26.92 -0.88 -1.51 -139.36 79 78 0.12 17.90 -0.07 -5.22 -466.58 6 73 0.18 17.90 2.56 -4.49 -400.77 -228.07 -0.01 17.90 4.47 -2.58 -230.27 -398.15 -0.19 17.90 5.18 0.02 1.97 -461 52 -0.33 17.90 4.51 2.63 234.59 -401 47 -0.40 17.90 2.61 4.53 403.71 -23305 -0.37 17.90 0.03 5.21 464.14 -3.24 -0.21 17.90 -2.56 4.49 399.90 227 24 0.00 17.90 -4.51 2.55 226.46 400.84 0.23 17.90 -5.20 -0.05 -5.69 462.50 0.38 17.90 -4.52 -2.64 -236.42 402.32 0.41 17.90 -2.65 -4.53 -404.71 235.60 0.33 Solution Summary Load Comb. 1 2 Sum of Applied Forces PX PY PZ K K K 0.00 -17.90 0.00 -0.27 -21.48 -18.75 PX K 0.00 0.27 Sum of Reactions PY K 17.90 21.48 PZ K 0.00 18.75 % Error 0.000% 0.000% tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 25 Sum ofApplled Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 3 -0.27 -16.11 -18.75 0.27 16.11 18.75 0.000% 4 9.20 -21.48 -16.11 -9.20 21.48 16.11 0.000% 5 9.20 -16.11 -16.11 -9.20 16.11 16.11 0.000% 6 16.05 -21.48 -9.26 -16.05 21.48 9.26 0.000% 7 16.05 -16.11 -9.26 -16.05 16.11 9.26 0.000% 8 18.60 -21.48 0.08 -18.60 21.48 -0.08 0.000% 9 18.60 -16.11 0,08 -18.60 16.11 -0.08 0.000% 10 16.17 -21.48 9.44 -16.17 21.48 -9.44 0.000% 11 16.17 -16.11 9.44 -16.17 16.11 -9.44 0.000% 12 9.37 -21.48 16.25 -9.37 21,48 -16.25 0.000% 13 9.37 -16.11 16.25 -9.37 16.11 -16.25 0.000% la 0.10 -21.48 18,69 -0.10 21.48 -18.69 0.000% 15 0.10 -16.11 18.69 -0.10 16.11 -18.69 0.000% 16 -9.19 -21.48 16.11 9.19 21.48 -16.11 0.000% 17 -9.19 -16.11 16.11 9.19 16.11 -16.11 0.000% 18 -16.18 -21.48 9.14 16.18 21.48 -9.14 0.000% 19 -16.18 -16.11 9.14 16.18 16.11 -9.14 0.000% 20 -18.67 -21.48 -0.19 18.67 21.48 0.19 0.000% 21 -18.67 -16.11 -0.19 18.67 16.11 0.19 0.000% 22 -16.23 -21.48 -9.48 16.23 21.48 9.48 0.000% 23 -16.23 -16.11 -9.48 16.23 16.11 9.48 0.000% 24 -9.50 -21.48 -16.25 9.50 21.48 16.25 0.000% 25 -9.50 -16.11 -16.25 9.50 16.11 16.25 0.000% 26 0.00 -26.92 0.00 -0.00 26.92 0.00 0.000% 27 -0.02 -26.92 -1.74 0.02 26.92 1.74 0.000% 28 0.86 -26.92 -1.50 -0.86 26.92 1.50 0,000% 29 1.50 -26.92 -0.86 -1.50 26.92 0.86 0.000% 30 1.73 -26.92 0.01 -1.73 26.92 -0.01 0.000°/0 31 1.51 -26.92 0.88 -1.51 26.92 -0.88 0.000% 32 0.87 -26.92 1.51 -0.87 26.92 -1.51 0.000% 33 0.01 -26.92 1.74 -0.01 26,92 -1.74 0.000% 34 -0.86 -26.92 1.50 0.86 26.92 -1.50 0.000% 35 -1.51 -26.92 0.85 1.51 26,92 -0.85 0.000% 36 -1.74 -26.92 -0.02 1.74 26.92 0.02 0.000% 37 -1.51 -26,92 -0.88 1.51 26.92 0.88 0.000% 38 -0.88 -26.92 -1.51 0.88 26.92 1.51 0.000% 39 -0.07 -17.90 -5.22 0.07 17.90 5.22 0.000% 40 2.56 -17.90 -4.49 -2.56 17.90 4.49 0.000% 41 4.47 -17.90 -2.58 -4.47 17.90 2.58 0.000% 42 5.18 -17.90 0.02 -5.18 17.90 -0.02 0.000% 43 4.51 -17.90 2.63 -4.51 17.90 -2.63 0.000% 44 2.61 -17.90 4.53 -2.61 17,90 -4.53 0.000% 45 0.03 -17.90 5.21 -0.03 17.90 -5.21 0.000% 46 -2.56 -17.90 4,49 2.56 17.90 -4.49 0.000% 47 -4.51 -17.90 2.55 4.51 17.90 -2.55 0.000% 48 -5.20 -17.90 -0.05 5.20 17.90 0.05 0.000% 49 -4.52 -17.90 -2.64 4.52 17.90 2.64 0,000% 50 -2.65 -17.90 -4.53 2.65 17.90 4.53 0.000% Non -Linear Convergence Results Load Combination 1 2 3 4 5 6 7 8 9 10 11 12 Converged? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Number Displacement Force of Cycles Tolerance Tolerance 4 0.00000001 0,00000001 5 0,00000001 0.00091355 5 0.00000001 0.00036390 7 0.00000001 0.00018387 6 0.00000001 0.00082790 7 0.00000001 0.00018814 6 0.00000001 0.00084835 6 0.00000001 0.00009815 5 0.00000001 0.00063715 7 0.00000001 0,00017814 6 0.00000001 0.00079968 7 0.00000001 0.00019239 tnxTower Report - version 7.0.5.1 1/5FYMonopole Tower Structural Analysis ' Project Number 1482450,Application 4O7O28, Revision 13 14 15 16 17 18 19 20 21 22 23 24 25 28 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 *» w *« 46 47 48 49 50 Yes Yes Yes Yes vmo Yes Yes Yes ,en Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes ron Yes voo Yes Yes Yes Yes Yes Yes Yes ,es Yes Yes Yes Yes voo Yes O 0.00000001 0.00086581 8 0u0000001 o�00014715 o 0.00000001 0oo09466* r 0.00000001 0.000183*8 0 0.00000001 0.00082756 r o.00n000D/ 0o0017e34 n 0.00008001 0.00080713 o 0.00000001 0o0025988 o 0.00000001 0.00007556 7 0�00000001 0.00019382 O 0.00000001 0o0087221 7 0.00000001 0o0017e89 s 0,00000001 0.00080659 4 0,00000001 0,000*7773 o 0.00000001 0,00028610 o 0,00000001 uononooVr O 8M000001 0U0028e69 o 0.00080001 oonoz000e o oM000001 noonuyuzr 0 0,00000001 0o0029577 n oon000001 0o00275*7 n 0�00000001 0o00287e9 8 0o0000001 0o0028836 n Vu0000001 0.00027655 n 0.00000001 VM029971 6 0.00000001 U0030201 n 0�00000001 oo0010323 e 0.00000001 U0010901 8 0.00000001 nn0011350 o oM000001 0,00022987 o 0�00000001 0o0010504 o oM000001 0u0012175 o 8,00000001 0.00019339 n 0.00000001 nM010776 s 0.08000001 0o0010275 o Vououonn/ 0o0032166 V 0�00000001 U00/2370 o 0.00000001 0o0010830 November 01'2017 CC/ 8UNoR50360 Page 26 Maximum Tower Deflections -Serv'ce Wind Elevation n in Horz. Deflection Gov. Load nv u ns nV 35A54 no 2,84e4 0�0115 m 110'105 32.491 50 2,8066 0.01G4 0 1051uo 29.591 sn 273s 0,0095 L4 10095 26.782 50 2M34 0.0088 us ys oo z*oon no 2a1e4 0.0080 La nn ao 2/,519 ou uaonn 0.0067 o en eo 19.110 ou 2.2202 nunsa Lo ou rn,z 16a77 ou 2o**6 0.00*7 Lo 79A2 74.*2 16.630 ou 2.0234 o.00*o L10 r*.*z nn.*z /*.nm* nn 1y024 o.00*n u1 69.42'6*,42 12.666 oo 13221 0,0033 L12 e4,42 62.25 10.e59 un 1.5391 0,0027 L13 6225 nz 10.278 oo 1A59* 0.0025 L14 nu nr 10102 un 1.*5*9 00025 L15 nr oz &727 ao 1.362* 0.0022 L16 5247 r.n*o nn 1.26e3 0.0020 ur ^r-*z 6,069 on 1.1751 0n018 Uo *z ar.ro 4.888 oo 1.0811 0.0016 uo *1.78'36.78 *.ane oo ,.orrn 0.0016 Lzn 36J8-31,78 3.742 oo 1o06 uum* L21 31.78 26.78 2.771 nn 0.8551 0.0012 o2 26,78'2138 1,9e1 oo 0.7117 0.0009 Lco 21.7*'16.78 1z79 so o�571e 0,0007 tnxTnwe,Report version��5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. L25 11.78 - 6.78 0.367 50 0.3011 L26 6.78 - 1,78 0.120 50 0.1708 L27 1.78 - 0 0.008 50 0.0438 0.0004 0.0002 0.0000 November 01, 2017 CCI BU No 856360 Page 27 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt Twist Radius of Curvature ft 115.00 742 264 50 35.454 2.8494 0.0116 4772 96.00 (2) HEX456CW0000x 50 24.614 2.5431 0.0083 2356 94.00 Side Arm Mount [SO 301-1] 50 23.560 2.4927 0.0078 2196 88.00 SC2-190BB 50 20.536 2.3182 0.0063 1820 Maximum Tower Deflections - Design Wind Section Elevation No. ft Horz. Deflection in Gov. Load Comb. Tilt Twist L1 115 - 110 127.419 24 10.2736 0.0400 L2 110 - 105 116.826 24 10.1215 0.0363 L3 105 - 100 106.451 24 9.8529 0.0332 L4 100 - 95 96.395 24 9.5013 0.0307 L5 95 - 90 86.730 24 9.0891 0.0280 L6 90 - 85 77.528 24 8.5925 0.0235 L7 85 - 80 68.878 24 8.0176 0.0196 L8 80 - 76.2 60.851 24 7.3849 0.0163 L9 79.42 - 74.42 59.963 24 7.3086 0.0159 L10 74.42 - 69.42 52.532 24 6.8723 0.0141 L11 69.42 - 64.42 45.700 24 6.2218 0.0117 L12 64.42 - 62.25 39.549 24 5.5614 0.0095 L13 62.25 - 62 37.093 24 5.2736 0.0087 L14 62 - 57 36.818 24 5.2574 0.0087 L15 57 - 52 31.500 24 4.9231 0.0078 L16 52 - 47 26.531 24 4.5870 0.0070 L17 47 - 42 21.914 24 4.2466 0.0062 L18 42 - 37.78 17.651 24 3.9069 0.0055 L19 41.78 - 36,78 17.472 24 3.8920 0.0055 L20 36.78 - 31.78 13.516 24 3.6196 0.0050 L21 31.78 - 26.78 10.007 24 3.0902 0.0041 L22 26.78 - 21.78 7.045 24 2.5719 0.0033 L23 21.78 - 16.78 4.619 24 2.0653 0.0026 L24 16.78 - 11,78 2.717 24 1.5705 0.0019 L25 11.78 - 6.78 1.326 24 1.0878 0.0013 L26 6.78 - 1.78 0.435 24 0.6170 0.0007 L27 1.78 - 0 0.030 24 0.1582 0.0002 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt Twist Radius of Curvature ft 115.00 742 264 24 127.419 10.2736 0.0415 1422 96.00 (2) HEX456CW0000x 24 88.628 9.1776 0.0296 690 94.00 Side Arm Mount [SO 301-1] 24 84.849 8.9970 0.0280 641 88.00 SC2-190BB 24 73.997 8.3703 0.0225 527 tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 28 Compression Checks Pole Design Data Section Elevation No. ft Size L Lo Kik A ft ft Po in2K tPo Ratio L1 115 - 110 (1) TP15.4059x14.5x0.2188 5.00 0.00 0.0 10.697 -2.55 788.51 0.003 5 L2 110 - 105 (2) TP16.3119x15.4059x0.21 5.00 0.00 0.0 11.335 -2.82 835.55 0.003 88 6 L3 105 - 100 (3) TP17.2178x16.3119x0.21 5.00 0.00 0.0 11.973 -3.12 882.58 0.004 88 7 L4 100 - 95 (4) TP18,1237x17.2178x0.21 5.00 0.00 0.0 12.611 -6.52 929.62 0.007 88 8 1_5 95 - 90 (5) TP19.0296x18.1237x0.21 5.00 0.00 0.0 13.249 -6,94 976.65 0.007 88 9 L6 90 - 85 (6) TP19.9356x19.0296x0.21 5.00 0.00 0.0 13.888 -7.46 1012.43 0.007 88 0 L7 85 - 80 (7) TP20.8415x19.9356x0.21 5.00 0.00 0.0 14.526 -7.91 1043.13 0.008 88 1 L8 80 - 76.2 (8) TP21.53x20.8415x0.2188 3.80 0.00 0.0 14.600 -7.98 1046.60 0.008 2 L9 76.2 - 74.42 TP21.4518x20.5091x0.25 5.00 0.00 0.0 17.067 -8.63 1258.04 0.007 (9) 4 L10 74.42 - 69.42 TP22.3945x21.4518x0.25 5.00 0.00 0.0 17.826 -9.20 1306.83 0.007 (10) 3 L11 69.42 - 64.42 TP23.3372x22.3945x0.25 5.00 0.00 0.0 18.585 -9.78 1344,03 0.007 (11) 2 L12 64.42 - 62.25 TP23.7464x23.3372x0.25 2.17 0.00 0.0 18,914 -10.03 1359.70 0.007 (12) 6 L13 62.25 - 62 TP23.7935x23.7464x0.53 0.25 0.00 0.0 39.793 -10.10 2933.14 0.003 (13) 13 0 L14 62 - 57 (14) TP24.7362x23.7935x0.51 5.00 0.00 0.0 39.975 -10.97 2946.57 0.004 25 2 L15 57 - 52 (15) TP25.6789x24.7362x0.50 5.00 0.00 0.0 41.034 -11.88 3024.66 0.004 63 6 L16 52 - 47 (16) TP26.6216x25.6789x0.49 5.00 0.00 0.0 41.540 -12.81 3061.92 0.004 38 1 L17 47 - 42 (17) TP27.5643x26,6216x0.48 5.00 0.00 0.0 42.503 -13,75 3132.96 0.004 75 9 L18 42 - 37.78 TP28.36x27.5643x0.4875 4.22 0.00 0.0 42.569 -13.80 3137.76 0.004 (18) 0 L19 37.78 - 36.78 TP28.0506x27.1058x0.31 5.00 0.00 0.0 27.911 -15,14 2044.81 0.007 (19) 25 4 L20 36.78 - 31.78 TP28.9953x28.0506x0.31 5.00 0.00 0.0 28.862 -15.93 2091.50 0.008 (20) 25 1 L21 31.78 - 26.78 TP29.94x28.9953x0.3125 5.00 0.00 0.0 29.812 -16.74 2136.68 0.008 (21) 7 L22 26.78 - 21.78 TP30,8848x29.94x0,3125 5.00 0.00 0.0 30.763 -17.58 2180.35 0.008 (22) 3 L23 21.78 - 16.78 TP31.8295x30.8848x0.31 5.00 0.00 0.0 31.714 -18.44 2222.50 0.008 (23) 25 0 L24 16.78 - 11.78 TP32.7742x31.8295x0.31 5.00 0.00 0.0 32.664 -19.31 2263.15 0.009 (24) 25 6 L25 11.78 - 6.78 TP33.7189x32.7742x0.31 5.00 0.00 0.0 33.615 -20.21 2302.28 0.009 (25) 25 2 4.8.2 (1.01 CR) - 25 L26 6.78 - 1.78 TP34.6637x33.7189x0.31 5.00 0.00 0.0 34.565 -21,13 2339.89 0.009 (26) 25 9 4,8.2 (1.02 CR) - 26 L27 1.78 - 0 (27) TP35x34.6637x0.3125 1.78 0.00 0.0 34.904 -21.45 2352.92 0.009 3 4.8.2 (1.03 CR) - 27 tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CC! BU No 856360 Page 29 Pole Bending Design Data Section Elevation No. ft Size kip-ft kip-ft Ratio Mu), MLIX 4)MIX Ratio M„ kip-ft kip-ft own, 4)Mny L1 115 - 110 (1) TP15.4059x14.5x0.2188 48.12 242.41 0.199 0.00 242.41 0.000 L2 110 - 105 (2) TP16.3119x15.4059x0.21 83.04 272.41 0.305 0.00. 272.41 0.000 88 L3 105 - 100 (3) TP17.2178x16.3119x0.21 119.50 304.16 0.393 0.00 304.16 0.000 88 L4 100 - 95 (4) TP18.1237x17.2178x0.21 162.85 337.66 0.482 0.00 337.66 0.000 88 L5 95 - 90 (5) TP19.0296x18.1237x0.21 227.39 372.91 0.610 0.00 372.91 0.000 88 L6 90 - 85 (6) TP19.9356x19.0296x0.21 294,17 405.40 0.726 0.00 405.40 0.000 88 L7 85 - 80 (7) TP20.8415x19.9356x0.21 363.31 437.10 0.831 0.00 437.10 0.000 88 L8 80 - 76.2 (8) TP21.53x20.8415x0.2188 371.44 440.81 0.843 0.00 440.81 0.000 L9 76.2 - 74.42 TP21.4518x20.5091x0.25 442.51 541.32 0.817 0.00 541.32 0.000 (9) L10 74.42 - 69.42 TP22.3945x21.4518x0.25 515.13 587.61 0.877 0.00 587.61 0.000 (10) L11 69.42 - 64.42 TP23.3372x22.3945x0.25 589,21 630.35 0.935 0.00 630.35 0.000 (11) L12 64.42 - 62.25 TP23.7464x23.3372x0.25 621.81 649.12 0.958 0.00 649.12 0.000 (12) L13 62.25 - 62 TP23.7935x23.7464x0.53 625.58 1369.78 0.457 0.00 1369.78 0.000 (13) 13 L14 62 - 57 (14) TP24.7362x23.7935x0.51 702.04 1435.29 0.489 0.00 1435.29 0.000 25 L15 57 - 52 (15) TP25.6789x24.7362x0.50 780.39 1532.62 0.509 0.00 1532.62 0.000 63 L16 52 - 47 (16) 7P26,6216x25.6789x0.49 860.61 1612.28 0.534 0.00 1612.28 0.000 38 L17 47 - 42 (17) TP27.5643x26.6216x0.48 942.68 1711_11 0.551 0.00 1711.11 0.000 75 L18 42 - 37.78 TP28.36x27.5643x0.4875 946.33 1716,41 0.551 0.00 1716.41 0.000 (18) L19 37.78 - 36.78 TP28,0506x27.1058x0.31 1030.48 1151 70 0.895 0.00 1151.70 0.000 (19) 25 L20 36.78 - 31.78 TP28.9953x28.0506x0.31 1116.27 121857 0.916 0.00 1218.57 0.000 (20) 25 L21 31.78 - 26.78 7P29.94x28.9953x0.3125 1203.43 1286,33 0.936 0.00 1286,33 0.000 (21) L22 26.78 - 21.78 TP30.8848x29.94x0.3125 1291,90 1354.-92 0.953 0.00 1354.92 0.000 (22) L23 21.78 - 16.78 TP31.8295x30,8848x0.31 1381.62 1424.22 0.970 0.00 1424,22 0.000 (23) 25 L24 16.78 - 11.78 TP32.7742x31.8295x0.31 1472.50 1494 17 0.986 0.00 1494,17 0.000 (24) 25 L25 11.78 - 6.78 TP33.7189x32.7742x0.31 1564.51 1564.66 1.000 0.00 1564.66 0.000 (25) 25 L26 6.78 - 1.78 TP34.6637x33.7189x0.31 1657.64 1635.61 1.013 0.00 1635,61 0.000 (26) 25 L27 1,78 - 0 (27) TP35x34.6637x0.3125 1691,08 1660,97 1.018 0.00 1660.97 0.000 Pole Shear Design Data Section Elevation No. ft Size Actual 4) V, Ratio Actual T, Ratio V,, V„ T,, K KpV„ kip-ft kip-ft OT, L1 115 - 110 (1) TP15.4059x14.5x0.2188 6.83 394.26 0.017 0.44 491.53 0.001 L2 110 - 105 (2) TP16.3119x15.4059x0.21 7.14 417.77 0.017 0.44 552.36 0.001 tnxTower Report - version 7,0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CC/ BU No 856360 Page 30 Section Elevation No, ft Size Actual 4)V, Ratio Actual Ratio T„ K K(1)V, kip-ft kip-ft cbT, 88 L3 105 - 100 (3) TP17.2178x16.3119x0.21 7.45 441.29 0.017 0.44 6115.74 0.001 88 L4 100 - 95 (4) TP18.1237x17.2178x0.21 12.74 464.81 0.027 0.44 684.67 0.001 88 L5 95 - 90 (5) TP19,0296x18.1237x0.21 13.08 488.33 0.027 0.50 756.14 0.001 88 L6 90 - 85 (6) TP19.9356x19.0296x0.21 13.64 506.22 0.027 0.65 822.03 0.001 88 L7 85 - 80 (7) TP20.8415x19.9356x0.21 14.01 521.56 0.027 1.18 886.29 0.001 88 L8 80 - 76.2 (8) TP21.53x20,8415x0.2188 14.04 523.30 0.027 1.18 893.83 0.001 L9 76.2 - 74.42 TP21.4518x20.5091x0.25 14.40 629.02 0.023 1.18 1097.63 0.001 (9) L10 74.42 - 69.42 TP22.3945x21.4518x0.25 14,68 653.42 0.022 1,18 1191,48 0,001 (10) L11 69.42 - 64.42 TP23.3372x22.3945x0.25 14.97 672.01 0.022 1.17 1278.14 0.001 (11) L12 64.42 - 62.25 TP23.7464x23.3372x0.25 15.10 679.85 0.022 1.17 1316.21 0.001 (12) L13 62.25 - 62 TP23.7935x23.7464x0.53 15.11 1466.57 0.010 1.17 2777.50 0.000 (13) 13 L14 62 - 57 (14) TP24.7362x23.7935x0.51 15.49 1473.29 0.011 1.17 2910.32 0.000 25 L15 57 - 52 (15) TP25.6789x24.7362x0.50 15.87 1512.33 0.010 1.17 3107.67 0.000 63 L16 52 - 47 (16) TP26.6216x25.6789x0.49 16.24 1530.96 0.011 1.17 3269.22 0.000 38 L17 47 - 42 (17) TP27,5643x26.6216x0.48 16,61 1566.48 0.011 1.17 3469.60 0.000 75 L18 42 - 37.78 TP28.36x27.5643x0.4875 16.62 1568.88 0.011 1.17 3480.33 0.000 (18) L19 37.78 - 36.78 TP28.0506x27.1058x0.31 17.03 1022.41 0.017 1.17 2335.28 0.001 (19) 25 L20 36,78 - 31.78 TP28.9953x28.0506x0.31 17.31 1045,75 0,017 1.17 2470.87 0.000 (20) 25 L21 31.78 - 26.78 TP29.94x28.9953x0.3125 17.58 1068.34 0.016 1.17 2608.28 0.000 (21) L22 26.78 - 21.78 TP30.8848x29.94x0.3125 17.84 1090.17 0.016 1.17 2747.34 0.000 (22) L23 21.78 - 16.78 TP31 .8295x30.8848x0.31 18.08 1111.25 0.016 1.16 2887.88 0.000 (23) 25 L24 16.78 - 11.78 TP32.7742x31.8295x0.31 18.31 1131.57 0.016 1.16 3029,70 0.000 (24) 25 L25 11.78 - 6.78 TP33.7189x32.7742x0.31 18.53 1151.14 0.016 1.16 3172.63 0.000 (25) 25 L26 6.78 - 1.78 TP34.6637x33.7189x0.31 18.76 1169.95 0.016 1.16 3316.51 0.000 (26) 25 L27 1.78 - 0 (27) TP35x34.6637x0.3125 18.85 1176.46 0.016 1.16 3367.92 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P, M. 1111,,, V, T„ Stress Stress ft 4,P, (Mx • KY SV„ $T, Ratio Ratio 1.1 115 - 110 (1) 0.003 0.199 0.000 0.017 0.001 0.202 1.000 4.8.2 L2 110 - 105 (2) 0.003 0.305 0.000 0.017 0.001 0.309 1.000 4.8.2 L3 105 - 100 (3) 0.004 0.393 0.000 0.017 0.001 0.397 1.000 4.8.2 L4 100 - 95 (4) 0.007 0.482 0.000 0.027 0.001 0.490 1.000 4.8.2 L5 95 - 90 (5) 0,007 0.610 0.000 0.027 0.001 0.618 1.000 4.8.2 L6 90 - 85 (6) 0.007 0.726 0.000 0.027 0.001 0.734 1.000 4.8.2 L7 85 - 80 (7) 0.008 0.831 0.000 0.027 0.001 0.840 1.000 4.8.2 L8 80 - 76.2 (8) 0.008 0.843 0.000 0.027 0.001 0.851 1.000 4.8.2 tnxTower Report - version 7,0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CCI BU No 856360 Page 31 Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. Pu Mux Muy Vu Tu Stress Stress Ratio Ratio L9 76.2 - 74.42 0.007 0.817 0.000 0.023 0.001 0.825 1.000 4.8.2 (9) L10 74.42 - 69.42 0.007 0.877 0.000 0.022 0.001 0.884 1.000 4.8.2 (10) L11 69.42 - 64.42 0.007 0.935 0.000 0.022 0.001 0.943 1.000 4.8.2 (11) L12 64.42 - 62.25 0.007 0.958 0,000 0.022 0.001 0.966 1.000 4.8.2 (12) L13 62.25 - 62 0.003 0.457 0.000 0.010 0.000 0.460 1.000 4.8.2 (13) L14 62 - 57 (14) 0.004 0.489 0.000 0.011 0.000 0.493 1.000 4.8.2 L15 57 - 52 (15) 0.004 0.509 0,000 0.010 0.000 0.513 1.000 4.8.2 L16 52 - 47 (16) 0.004 0.534 0,000 0.011 0.000 0.538 1,000 4.8.2 L17 47 - 42 (17) 0.004 0.551 0.000 0.011 0.000 0.555 1.000 4.8.2 L18 42 - 37.78 0.004 0.551 0.000 0.011 0,000 0.556 1.000 4.8.2 (18) L19 37.78 - 36.78 0.007 0.895 0.000 0.017 0.001 0.902 1.000 4.8.2 (19) L20 36.78 - 31.78 0.008 0.916 0,000 0.017 0.000 0.924 1.000 4.8.2 (20) L21 31.78 - 26.78 0.008 0.936 0.000 0.016 0.000 0.944 1.000 4.8.2 (21) L22 26.78 - 21.78 0.008 0.953 0.000 0.016 0.000 0.962 1.000 4.8.2 (22) L23 21.78 - 16.78 0.008 0.970 0.000 0.016 0.000 0.979 1.000 4.8.2 (23) L24 16.78 - 11.78 0.009 0.986 0,000 0,016 0.000 0.994 1.000 4.8.2 (24) L25 11.78 - 6.78 0.009 1.000 0.000 0.016 0.000 1.009 1.000 4.8.2 (25) L26 - 6.78 - 1.78 0.009 1.013 0.000 0.016 0.000 1.023 1.000 4.8.2 (26) L27 1.78 - 0 (27) 0.009 1.018 0.000 0.016 0.000 1.028 1.000 4.8.2 Section Capacity Table Section Na Elevation Component ft Type Size Critical Element oPer„,, Pass K Capacity Fail L1 115- 110 Pole TP15.4059x14.5x0.2188 1 -2.55 788.51 20.2 Pass L2 110- 105 Pole TP16.3119x15.4059x0.2188 2 -2.82 835.55 30.9 Pass L3 105 - 100 Pole TP17.2178x16.3119x0.2188 3 -3.12 882.58 39.7 Pass L4 100 - 95 Pole TP18.1237x17.2178x0.2188 4 -6.52 929.62 49.0 Pass L5 95 - 90 Pole TP19.0296x18.1237x0.2188 5 -6.94 976.65 61.8 Pass L6 90 - 85 Pole TP19.9356x19.0296x0.2188 6 -7.46 1012.43 73.4 Pass L7 85 - 80 Pole TP20.8415x19.9356x0.2188 7 -7.91 1043.13 84.0 Pass L8 80 - 76.2 Pole TP21.53x20.8415x0.2188 8 -7.98 1046.60 85.1 Pass L9 76.2 - 74.42 Pole TP21.4518x20.5091x0.25 9 -8.63 1258.04 82.5 Pass L10 74.42 - 69.42 Pole TP22.3945x21.4518x0.25 10 -9.20 1306.83 88.4 Pass L11 69.42 - 64.42 Pole TP23.3372x22.3945x0.25 11 -9.78 1344.03 94.3 Pass L12 64.42 - 62.25 Pole TP23.7464x23.3372x0.25 12 -10.03 1359.70 96.6 Pass L13 62.25 - 62 Pole TP23.7935x23.7464x0.5313 13 -10.10 2933,14 46.0 Pass L14 62 - 57 Pole TP24.7362x23.7935x0.5125 14 -10.97 2946.57 49.3 Pass L15 57 - 52 Pole TP25.6789x24.7362x0.5063 15 -11.88 3024.66 51.3 Pass L16 52 - 47 Pole TP26.6216x25.6789x0.4938 16 -12.81 3061.92 53.8 Pass L17 47 - 42 Pole TP27.5643x26.6216x0.4875 17 -13.75 3132.96 55.5 Pass L18 42 - 37.78 Pole TP28.36x27.5643x0.4875 18 -13.80 3137.76 55.6 Pass L19 37.78 - 36.78 Pole TP28.0506x27.1058x0.3125 19 -15.14 2044.81 90.2 Pass L20 36.78 - 31.78 Pole TP28.9953x28.0506x0.3125 20 -15.93 2091.50 92.4 Pass L21 31.78 - 26.78 Pole TP29.94x28.9953x0.3125 21 -16.74 2136.68 94.4 Pass L22 26.78 - 21.78 Pole TP30.8848x29.94x0.3125 22 -17.58 2180.35 96.2 Pass L23 21.78 - 16.78 Pole 1P31.8295x30.8848x0.3125 23 -18.44 2222.50 97.9 Pass L24 16.78 - 11.78 Pole TP32.7742x31.8295x0.3125 24 -19.31 2263.15 99.4 Pass tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 November 01, 2017 CC/ BU No 856360 Page 32 Section Elevation Component No. ft Type Size Critical P 0Paffow Pass Element K K Capacity Fail L25 11.78 - 6.78 Pole TP33.7189x32.7742x0.3125 25 -20.21 2302.28 100.9 Fail L26 6.78 - 1.78 Pole TP34.6637x33.7189x0.3125 26 -21.13 2339.89 102.3 Fail L27 1.78 - 0 Pole TP35x34.6637x0.3125 27 -21.45 2352.92 102.8 Fail Summary Pole (L27) 102.8 Fail RATING = 102.8 Fail *NOTE: Above stress ratios for reinforced sections are approximate. More exact calculations are presented in Appendix C. tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 APPENDIX B BASE LEVEL DRAWING November 01, 2017 CCI BU No 856360 Page 33 tnxTower Report - version 7.0.5.1 (INSTALLED) (1) CONDUIT TO f15 FT LEVEL (D) (2) 3/8' TO 115 FT LEVEL (2) 3/4' TO 115 FT LEVEL (INSTALLED) (1) 1/4' TO 115 FT LEVEL (I) I/2' TO 115 FT LEVEL (2) 3/4' TO 115 FT LEVEL (18) 7/8' TO 115 FT LEVEL BUSINESS UNIT: 856360 TOWER ID: C_ ASELEVEL (PROPOSED) 2 1-1/2 TO 88 FT LEVEL 4 1/4' 10 88 FT LEVEL 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 APPENDIX C ADDITIONAL CALCULATIONS November 01, 2017 CC/ BU No 856360 . Page 34 tnxTower Report - version 7.0.5.1 CC T[p© e per222 G Site BU: 856360 Work Order: 1482450 Pole Geometry CcCROWN CASTLE Copyright © 2017 Crown Castle Pole Height Above Base (ft) Section Length (ft) Lap Splice Length (ft) Number of Sides Top Diameter (in) Bottom Diameter (in) Wall Thickness (in) Bend Radius (in) Pole Material 1� 115 38.8 3.22 12 14.5 21.53 0.21875 0.875 A572.65 2� 79,42 41,64 4 12 20.51 28.36 0.25 1 A572-65 3 41,78 41.78 0 12 27.11 35 0.3125 1.25 A572.65 Reinforcement Configuration Bottom Effective Elevation (ft) Top Effective Elevation (ft) Type Model Number 1 2 3 4 5 6 7 8 9 10 11 12 1 41.25 62.25 plate CCI-SFP-060100 4 5 8 9 10 Reinforcement Details Bottom Top Pole Face to Termination Termination Reinforcement B (in) H (in) Gross Area (in2) Centroid (in) Length (in) Length (in) L, (in) Net Area (in2) Bolt Hole Size (in) Material 1 6 1 6 0.5 24.000 24.000 16.000 4.750 1.1875 A572.65 CClpole - version 3.2.1 Page 1 Analysis Date: 11/1/2017 TNX Geometry Input Increment (ft): Section Height (ft) Section Length (ft) Lap Splice Length (ft) Number of Sides Top Diameter lin) Bottom Diameter (in) Wall Thickness (in) Tapered Pole Grade Weight Multiplier 1 115 - 110 5 12 14.500 15.406 0.21875 A572-65 1.000 2 110 - 105 5 12 15.406 16.312 0.21875 A572-65 1.000 3 105 - 100 5 12 16.312 17.218 0.21875 A572-65 1.000 4 100 - 95 5 12 17.218 18.124 0.21875 A572-65 1.000 5 95 - 90 5 12 18.124 19.030 0.21875 A572-65 1.000 6 90 - 85 5 12 19.030 19.936 0.21875 A572-65 1.000 T 85 - 80 5 12 19.936 20.841 0.21875 A572-65 1.000 8 80 - 79.42 3.8 3.22 12 20.841 21.530 0.21875 3,572-65 1.000 9 79.42 - 74.42 5 12 20.509 21.452 0.25 4572-65 1.000 10 74.42 - 69.42 5 12 21.452 22.395 0.25 A572-65 1.000 11 69.42 - 64.42 5 12 22.395 23.337 0.25 A572-65 1.000 12 64.42 - 62.25 2.17 12 23.337 23.746 0.25 A572-65 1.000 13 62.25 - 62 0.25 12 23.746 23.793 0.53125 4572-65 0.929 14J 62 - 57 5 12 23.793 24.736 0.5125 A572-65 0.944 15 57 - 52 5 12 24.736 25.679 0.50625 A572-65 0.938 16 52 - 47 5 12 25.679 26.622 0.49375 A572-65 0.945 17 47 - 42 5 12 26.622 27.564 0.4875 A572-65 0.941 18 42 - 41.78 4.22 4 12 27.564 28.360 0.4875 A572-65 0.941 19 41.78 - 36.78 5 12 27.106 28.051 0.3125 A572-65 1.000 20 36.78 - 31.78 5 12 28.051 28.995 0.3125 A572-65 1.000 21 31.78 - 26.78 5 12 28.995 29.940 0.3125 A572-65 1.000 22 26.78 - 21.78 5 12 29.940 30.885 0.3125 A572-65 1.000 23 21.78 - 16.78 5 12 30.885 31.829 0.3125 A572-65 1.000 24 16.78 - 11.78 5 12 31.829 32.774 0.3125 4572-65 1.000 25 11.78 - 6.78 5 12 32.774 33.719 0.3125 4572-65 1.000 26 6.78 - 1.78 5 12 33.719 34,664 0.3125 A572-65 1.000 27 1.78 - 0 1,78 12 34.664 35,000 0.3125 A572-65 1.000 CClpole - version 3.2.1 Page 2 Analysis Date: 11/1/2017 TNX Section Forces Increment (ft): 5 TNX Output Section Height (ft) Pu (K) M. (kip-ft) Vu (K) 1 115 - 110 2.55 48.12 6.83 2 110 - 105 2.82 83.04 7.14 3 105 - 100 3.12 119.49 7.45 4 100 - 95 6.52 1 2.85 12.74 5 95 - 90 6.94 227.39 13.08 6 90 - 85 7.46 294.17 13.64 7 85 - 80 7.91 363.31 14.01 8 80 - 79.42 7.98 371.44 14.04 9 79.42 - 74.42 8.63 442.51 14.40 10 74.42 - 69.42 9.20 515.14 14.68 11 69.42 - 64.42 9.78 589.21 14.97 12 64.42 - 62.25 10.03 621.81 15.10 13 62.25 - 62 10.10 625.58 15.11 14 62 - 57 10.97 702.04 15.49 15 57 - 52 11.88 780.39 15.87 16 52 - 47 12.81 860.61 16.24 17 47 - 42 13.75 942.68 16.61 18 42 - 41.78 13.80 946.34 16.62 19 41.78 - 36.78 15.14 1030.48 17.03 20 36.78 - 31.78 15.93 1116.27 17.31 21 31.78 - 26.78 16.74 1203.43 17.58 22 26.78 - 21.78 17.58 1291.90 17.84 23 21.78 - 16.78 18.44 1381.62 18.08 24 16.78 - 11.78 19.31 1472.50 18.31 25 11.78 - 6.78 20.21 1564.51 18.53 26 6.78 - 1.78 21.13 1657.64 18.76 27 1.78 - 0 21.45 1691.08 18.85 CClpole - version 3.2.1 Page 3 Analysis Date: 11/1/2017 Analysis Results Elevation (ft) Component Type Size Critical Element % Capacity Pass / Fail 115-110 Pole TP15.406x14.5x0.2188 Pole 20.1% Pass 110-105 Pole TP16.312x15.406x0.2188 Pole 30.8% Pass 105 - 100 Pole ), TP17.218x16.312x0.2188 Pole 39.6% Pass 100 - 95 Pole TP18.124x17.218x0.2188 Pole J 48.9% Pass ' 95 - 90 i Pole TP19.03x18.124x0.2188 ; Pole 61.6% Pass 90 - 85 Pole TP19.936x19.03x0.2188 Pole 73.2% Pass 85 - 80 Pole TP20.841x19.936x0.2188 Pole 83.7% Pass 80 - 79.42 Pole TP21.53x20.841x0.2188 Pole 84.9% Pass 79.42 - 74.42 Pole TP21.452x20.509x0.25 Pole 82.3% Pass 74.42 - 69.42 Pole I TP22.395x21.452x0.25 , Pole , 88.2% Pass 69.42 - 64.42 ' Pole TP23.337x22.395x0.25 Pole 94.0% Pass 64.42 - 62.25 Pole TP23.746x23.337x0.25 Pole 1 96.3% Pass 62.25 - 62 Pole + Reinf. TP23.793x23.746x0.5313 Reinf. 1 Tension Rupture 71.6% Pass 62 - 57 Pole + Reinf. TP24.736x23.793x0.5125 Reinf. 1 Tension Rupture 75.9% Pass 57 - 52 Pole + Reinf. TP25.679x24.736x0.5063 Reinf. 1 Tension Rupture 79.7% Pass 52 - 47 Pole + Reinf. TP26.622x25.679x0.4938 Reinf. 1 Tension Rupture 83.3% Pass 47 - 42 Pole + Reinf. TP27.564x26.622x0.4875 Reinf, 1 Tension Rupture 86.5% Pass 42 - 41.78 Pole + Reinf. TP28.36x27.564x0.4875 Reinf. 1 Tension Rupture 86.6% Pass 41.78 - 36.78 Pole TP28.051x27.106x0.3125 Pole 90.0% Pass 36.78 - 31.78 Pole TP28.995x28.051x0.3125 Pole 92.1% Pass 31.78 - 26.78 Pole TP29.94x28.995x0.3125 Pole 94.1% Pass 26.78 - 21.78 Pole TP30.885x29.94x0.3125 Pole 95.9% Pass 21.78 - 16.78 Pole TP31.829x30.885x0.3125 Pole 97.6% Pass 16.78 - 11.78 Pole TP32.774x31.829x0.3125 Pole 99.2% Pass 11.78 - 6.78 Pole TP33.719x32.774x0.3125 Pole 100.6% Pass 6.78 - 1.78 Pole TP34.664x33.719x0.3125 Pole 102.0% Pass 1.78 - 0 Pole TP35x34.664x0.3125 Pole 102.5% Pass .., Summary Pole 102.5% Pass Reinforcement 86.6% Pass ... Overall 102.5% Pass CClpole - version 3.2.1 Page 4 Analysis Date: 11/1/2017 Additional Calculations Section Elevation (ft) Moment of Inertia (ina) Area (in2) % Capacity Pole Reinf. Total Pole Reinf. Total Pole R1 115 - 110 315 n/a 315 10.68 n/a 10.68 20.1% 110 - 105 375 n/a 375 11.32 n/a 11.32 30.8% 105 - 100 442 n/a 442 11.96 n/a 11.96 39.6% 100 - 95 517 n/a 517 12.59 n/a 12.59 48.9% 95 - 90 599 599 13.23 n/a 13.23 61.6% 90 - 85 690 n/a 690 13.87 n/a 13.87 73.2% 85 - 80 790 n/a 790 14.51 n/a 14.51 83.7% 80 - 79.42 802 n/a 802 14.58 n/a 14.58 84.9% 79.42 - 74.42 981 n/a 981 17.04 n/a 17.04 82.3% 74.42 - 69.42 1117 n/a 1117 17.80 n/a 17.80 88.2% 69.42 - 64.42 1266 n/a 1266 18.56 n/a 18.56 94.0% 64.42 - 62.25 1335 n/a 1335 18.89 n/a 18.89 96.3% 62.25 - 62 1343 1411 2754 18.93 18.00 36.93 45.6% 71.6% 62 - 57 1511 1518 3029 19.68 18.00 37.68 49.1% 75.9% 57 - 52 1692 1629 3321 20.44 18.00 38.44 52.4% 79.7% 52 - 47 1887 1744 3631 21.20 18.00 39.20 55.5% 83.3% 47 - 42 2097 1864 3960 21.96 18.00 39.96 58.6% 86.5% 42 - 41.78 2106 1869 3975 21.99 18.00 39.99 58.7% 86.6% 41.78 - 36.78 2745 n/a 2745 27.87 n/a 27.87 90.0% 36.78 - 31.78 3035 n/a 3035 28.82 28.82 92.1% 31.78 - 26.78 3345 nfa 3345 29.77 29.77 94.1°A, 26.78 - 21.78 3675 3675 30.72 n/a 30.72 95.9% 21.78 - 16.78 4026 n/a 4026 31.67 n/a 31.67 97.6% 16.78 - 11.78 4399 n/a 4399 32.62 n/a 32.62 99.2% 11.78 - 6.78 4795 n/a 4795 33.57 n/a 33.57 100.6% 6.78 - 1.78 5213 n/a 5213 34.52 n/a 34.52 102.0% 1.78 - 0 5368 n/a 5368 34.85 n/a 34.85 102.5% Note' Section capacity checked in 5 degree increments. CClpole - version 3.2.1 Page 5 Analysis Date: 11/1/2017 Square, Stiffened / Unstiffened Base Plate, Any Rod Material - Rev. F /G Assumptions: 1) Rod groups at comers. Total # rods divisible by 4. Maximum total # of rods = 48 (12 per Corner). 2) Rod Spacing = Straight Center -to -Center distance between any (2) adjacent rods (same corner) 3) Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Site Data BU#: 856360 Site Name: SOUTHCENTER App #: 407028 Rev. 2 Anchor Rod Data Eta Factor, ii 0.5 TIA G (Fig. 4-4) Qty: 8 Diam: 2.25 in Rod Material: A615-J Yield, Fy: 75 ksi Strength, Fu: 100 ksi Bolt Circle: 43 in Anchor Spacing: 6 in Plate Data W=Side: 41 in Thick: 3 in Grade: 60 ksi Clip Distance: 7 in Stiffener Data (Welding at both sides) Configuration: Unstiffened Weld Type: ** Groove Depth: <-- Disregard Groove Angle: <-- Disregard Fillet H. Weld: in Fillet V. Weld: in Width: in Height: in Thick: in Notch: in Grade: ksi Weld str.: ksi Pole Data Diam: 35 in Thick: 0.3125 in Grade: 65 ksi # of Sides: 12 "0" IF Round Base Reactions TIA Revision: G Factored Moment, Mu: 1691 ft-kips Factored Axial, Pu: 21 kips Factored Shear, Vu: 19 kips Anchor Rod Results TIA G --> Max Rod (Cu+ Vu/ri): Axial Design Strength, (1)*Fu*Anet: Anchor Rod Stress Ratio: Base Plate Results Base Plate Stress: PL Design Bending Strength, (1)*Fy: Base Plate Stress Ratio: N/A - Unstiffened Stiffener Results Horizontal Weld : Vertical Weld: Plate Flex+Shear, fb/Fb+(fv/Fv)^2: Plate Tension+Shear, ft/Ft+(fv/Fv)^2: Plate Comp. (AISC Bracket): Pole Results Pole Punching Shear Check: 243.4 Kips 260.0 Kips 93.6% Pass Flexural Check 34.6 ksi 54.0 ksi 64.1% Pass N/A N/A N/A N/A N/A N/A PL Ref. Data Yield Line (in): 22.98 Max PL Length: 22.98 Max PL. Len h Yield Line # Anchors at corner= Oty/4 t= BASE PL. THICKNESS Anchor, Typ, STIFFENED CONFIGURATION ASSUMED IN TOOL Pole w/ DIAM = D Anchor Spacing Same As Stiffener Spacing, Except for Signle Corner Anchor (Input Clear Space P.C. Input Clear Space at P.C. for Sintjk Anchor Case ** Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate v2.0 Analysis Date: 11/1/2017 Drilled Pier Foundation BU#: Site Name: App. Number: TIA-222 Revison: Tower Type: 856360 SOUTHCENTER 407028 Rev, 2 G Monopole Applied Loads Moment (kip-ft) 1691 Axial Force (kips) 21 Shear Force (kips) 19 Material Properties Rebar Strength, Fy: 60 ksi Pier Des an Data Depth 35 ft Ext. Above Grade 0.5 ft Pier Section 1 From 0.5' above grade to 35' below grade Pier Diameter 5.5 Rebar Quantity 20 Rebar Size 11 Clear Cover to Ties in Tie Size 4 Analysis Results Soil teral Capacity Compression Uplift De ° (ft from TOC) 7.38 Soil Safety Factor 4,30 Max Moment (kip-ft) 1795,30 Rating 30.9% • Soil Vertical Capacity op son Uplift Skin Friction (kips) 308.43 - End Bearing (kips) 240,55 - Weight of Concrete (kips) 103.78 - Total Capacity (kips) 548.99 - Axial (kips)" 124,78 Rating 22.7% Reinforced Co ete Capacity Compression plift Critical Depth (ft from TOC) 6.80 Critical Moment (kip-ft) 1794.70 - Critical Moment Capacity 3736.02 • Rating 48.0°0 - Soil Interaction Rating 30,9% Structural Foundation Rating 48.0% CROWN CASTLE Layer Top (ft) Bottom (ft) Thickness (ft) Y r (pcf) Y<onaere (pcf) Cohesion (ksf) Angle of friction (degrees) Calculated Ultimate Skin Friction Friction Comp Iksf) Calculated Ultimate Skin Friction Uplift (ksf) Ultimate Skin Friction Comp Override (ksf) Ultimate Skin Friction Uplift Override (ksf) Ult,Gross Bearing (ksf) SPT Blow Count Soil Type 1 0 3 3 103 150 0 0 0.000 0.000 0.00 0.00 Cohesionless 2 3 6 3 103 150 0 30 0.000 0.000 0,16 0.12 Cohesionless 3 6 8 2 92 150 0.35 0 0.193 0.193 0.19 0,14 Cohesive 4 8 17,5 9,5 29,6 87.6 0,35 0 0.193 0,193 0,19 0.14 Cohesive 5 17.5 22.5 5 30.6 87.6 0.72 0 0.396 0.396 0.40 027 Cohesive 6 22.5 32.5 10 52.6 87.6 0 35 0.000 0.000 1.43 1.07 Cohesionless 7 32.5 35 2.5 62,6 87.6 0 35 0.00 0.00 1,95 1.46 13.5 Cohesionless Version 1,1.0 Design Maps Summary Report Page 1 of 2 usGs Design Maps Summary Report User -Specified Input Report Title 856360 Mon October 30, 2017 14:25:07 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.46131°N, 122.24242°W Site Soil Classification Site Class D - "Stiff Soil" !tisk Category 1/11/111 USGS-Provided Output Ss = 1.447 g S, = 0.539 g SMS = 1.447 g Smi = 0.809 g 501 S„ = 0.965 g = 0.539 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum Demise" Response Spectrum Les 1.10 1.50 LOC 1.15 091 1.20 az,: 1.05 WO 'FT 1311:0 Gil 0.00 ..... 0 0 am aw vi in 0.00 0.10 0 45 0.3a 0 33 a= Q15 Q 10 Q034 Q00 Q03 0.10 0.40 0.130 003 1.03 1.03 1.40 1.03 1.03 ZOO Q00 620 Q 40 003 0.& 1.01 1.20 1.40 1.00 I. ZOO 15eriod. T (set) Period, T (aec) httns://earthauake.us,€.Y.s..2ov/cn2/designmaps/us/summary.php?template=minimal&latitud... 10/30/2017 CCOSebtffirg Deggn CMegarw Site BU: 856360 Work Order: 1482450 Application: 407028 Rev. 2 Per 2012/2015 IBC CII:CROWN o CASTLE Degrees Minutes Seconds Site Latitude = 47 27 40.70 47.4613 Site Longitude = -122 14 32.70 -122.2424 Ground Supported Structure = Yes Structure Class = 11 Site Class = D - StiffSoil (Table 2-1) (Table 2-11) degrees degrees Spectral response acceleration short periods, Ss = 1.447 Spectral response acceleration 1 s period, Si = 0.539 USGS Seismic Tool Importance Factor, I = 1.0 Acceleration -based site coefficient, Fa = 1.0 Velocity -based site coefficient, Fv = 1.5 Design spectral response acceleration short period, Sus = 0.965 Design spectral response acceleration 1 s period, S = 0.539 Seismic Design Category - Short Period Response = Seismic Design Category - is Period Response = Worst Case Seismic Design Category = (Table 2-3) (Table 2-12) (Table 2-13) (2.7.6) (2.7.6) ASCE 7-05 Table 11.6-1 ASCE 7-05 Table 11.6-2 ASCE 7-05 Tables 11.6-1 and 6-2 CCI Seismic Design Category 2.2 Page 1 Analysis Date: 11/1/2017 115.0 ft 110.0 ft 105.0 ft 100.0 ft 95.0 ft 90.0 ft 85.0 ft 80.0 ft 76,2 ft 74.4 fl 69,4 ft 64.4 ft 62.3 ft 57,0 It 52.0 ft 476 ft 42.0 It or> 37.8 ft 31.8 ft 26.8 ft 21.855 16.8 ft 11.8 ft 6.8 ft 1.811 0.0 fl co 3 42 co itt 11 0 ALL REACTIONS ARE FACTORED AXIAL 16 K SHEAR MOMENT 0 K 0 kip-ft 30 mph WIND - 0.2500 in ICE AXIAL 21 K MOMENT 575 kip-ft REACTIONS - 85 mph WIND DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Seismic Discrete Force 1 118 Seismic Section Force 13 62.125 Seismic Discrete Force 2 115 Seismic Linear Force 9 61.75 Seismic Linear Force 1 112.5 Seismic Section Force 14 59.5 Seismic Section Force 1 112.5 Seismic Linear Force 10 55 Seismic Section Force 2 107.5 Seismic Section Force 15 54.5 Seismic Linear Force 2 105 Seismic Linear Force 11 54.25 Seismic Section Force 3 102.5 Seismic Section Force 16 49,5 Seismic Section Force 4 97.5 Seismic Linear Force 12 45 Seismic Discrete Force 3 96 Seismic Section Force 17 44.5 Seismic Linear Force 3 95 Seismic Linear Force 13 44,25 Seismic Discrete Force 4 94 Seismic Section Force 18 39.89 Seismic Linear Force 4 93 Seilrnic Section Force 19 39.28 Seismic Section Force 5 92.5 Seismic Linear Force 14 35 Seismic Discrete Force 5 88 Seismic Section Force 20 34.28 Seismic Section Force 6 : 87.5 Seismic Section Force 21 29.28 Seismic Linear Force 5 85 Seismic Linear Force 15 25 Seismic Linear Force 6 84 Seismic Section Force 22 24.28 Seismic Section Force 7 82.5 Seismic Section Force 23 19.28 Seismic Section Force 8 78.1 Seismic Linear Force 16 15 Seismic Section Force 9 76.92 Seismic Section Force 24 14.28 Seismic Linear Force 7 75 Seismic Section Force 25 9,28 Seismic Section Force 10 71.92 Seismic Linear Force 17 Seismic Section Force 11 66.92 Seismic Section Force 26 4,28 Seismic Linear Force 8 65 Seismic Section Force 27 0.89 Seismic Section Force 12 63.335 MATERIAL STRENGTH GRADE A572,.65 65 ksi Fy 80 ksi Fu DEI Fy 1 Fu ------1 TOWER DESIGN NOTES 1. Tower is located in King County, Washington. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 30 mph basic wind with 0.25 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TOWER RATING: 39.5°/0 SEISMIC LOADS DO NOT CONTROL ANALYSIS Crown Castle CIT.*. CROWN 2000 Corporate Drive ''' CAST Canonsburg, PA 15317 The Foundation lor a Wireless World Phone: (724) 416-2000 . FAX: (724) 416-2254 : JobBU#856360 Ptta": Client:LE Crown Castle Drawn bY' NMartinak APP.d' c°°e- TIA-222-G Data' 11/01/17 scale' NTS Path" Dwg Isla' F-1 Serismog Monopole Analysis per 2015 IBC Site BU: 856360 Work Order: 1482450 Application: 407028 Rev. 2 al:CROWN CASTLE From TNX. Axial, IN, = 21.0 Shear, V,,,, = 19.0 degrees minutes seconds kips kips Site Latitude = 47 27 40.70 47.4613 Site Longitude = -122 14 32.70 -122.2424 Mass or Stiffness Irregularities = No Ground Supported Structure = Yes Structure Class = Site Class = D - StiffSoil (Table 2-9) (Table 2-1) (Table 2-11) degrees degrees Spectral response acceleration short periods, Ss = 1.447 Spectral response acceleration 1 s period, Si = 0.539 USGS Seismic Tool Tower Height (AGL), H, = 115.0 Importance Factor, I = 1.0 Acceleration -based site coefficient, Fa = 1.0 Velocity -based site coefficient, F, = 1.5 Design spectral response acceleration short period, S DS = 0.965 Design spectral response acceleration 1 s period, SDi = 0.539 Calculated C, = 0.643 Base Seismic Shear, Vs = 11.3 Appurtenance Weight (top 1/3 of structure), W. = 6.6 Average Moment of Inertia, lavg = 2308.0 Fundamental Frequency, Ff = 0.286 Ff related variable, SA = 0.154 Calculated C, = 0.103 Minimum Cs = 0.042 Minimum Cs when Si ?. 0.75 = 0.000 Final Cs = 0.103 Alternative Base Seismic Shear, Vs = 1.8 Response Modification Factor, R = 1.5 Full seismic analysis is required by 2015 IBC for all sites. ft (Table Z-3) (Table 2-12) (Table 2-13) (2.7.6) (2.7.6) (2.7.7.1) kips kips in4 (2.7.11.2) (2.7.8.1) (2.7.7.1) (2.7.7.1) (2.7.7.1) kips CCISeismic 2.0.12 Page 1 Analysis Date: 11/1/2017 Linear Increment 10 Discrete Ht Wt (kips) a b c S„ Seismic Shear, F, (kips) Seismic Induced Moment (kill'ft) 118 1,273 1.890 1.980 1.140 1,812 1538 18148 115 1.5985 1 890 1,980 1,140 1 812 1 919 220,71 96 3.192 1.317 0.145 0,351 0.280 0,596 57,26 94 0,823 1,263 0,072 0,304 0,175 0,003 0,25 88 0,105 1,107 -0.066 0,191 -0,079 -0,006 41,48 Top 1/3 Weight 6.58818924 Linear Mid Ht Wt (kips) a b c S„ Seismic Shear, F„ fldPs) Seismic Induced Moment (kip-ft) 112.5 0,05473 1.809 1.578 0,992 1.553 0.057 6.38 105 0,10945 1,576 0,705 0,6:37. HU 0,064 6.76 95 0,10945 1,290 0,107 0.327 0.227 0,017 1.57 93 0.00706 1,236 0,041 0,282 0,127 0,001 0.06 85 0,12121 1.033 -0,100 0.148 -0.171 .0,014 -1,18 84 0,0048 LOH .0, 08 0,136 -0,197 • ,001 -0,05 75 0,12721 0.804 -0,113 0.055 -0.314 .0.027 -1.99 65 0,12721 0.604 -0,054 0,015 -0.187 .0.016 -1,03 61.75 0 0.545 -0,033 0,010 -0,097 0,000 0.00 55 0,12721 0.432 0,008 0.006 0.101 0.009 0.47 54,25 0 0,421 0,011 0,006 0,121 0,000 0.00 45 0,12721 0,289 0,048 0.013 0,270 0,023 1,03 44,25 0 0,280 0,050 0,014 0,275 0,000 0.00 35 0,12721 0,175 0,066 0,027 0,296 0,025 0,88 25 0,12721 0,089 0,071 0.039 0,281 0,024 0.60 15 0,12721 0.032 0.069 0,041 0,260 0,022 0.33 5 0,12721 0.004 0.040 0,022 0,176 0010 . 0,07 CCISeismic 2.0.12 Page 2 Analysis Date: 11/1/2017 Section Increment 10 Average Moment of inertia (in") 2308.01 Monopole Section Data Height Above Base (ft) Mid• Height, Z (ft) Section Length (ft) Number of Sides Top Diameter (in) Bottom Diameter (in) Wall Thickness (in) Volume 3 (8) Weight (kips) Average Moment of Inertia (in) a b c S,, Seismic Shear, F. (kips) Seismic Induced Moment (kip•ft) 115 112.5 5 12 14.5 15,40593 0.21875 0.359846 0.176324 288.8477 1.809 1.578 0.992 1.553 0,183 20.54 110 107.5 5 12 15,40593 16.31186 0.21875 0.381971 0.187166 345,3514 1.652 0.947 0.742 1.089 0.136 14.60 105 102,5 5 12 16,31186 17.21778 0.21875 0,404096 0.198007 408.7885 1.501 0,505 0.545 0.694 0.092 9.39 100 97,5 5 12 17,21778 18.12371 0.21875 0,426221 0.208848 479.5604 1.359 0,210 0.390 0.366 0.051 4.97 95 92.5 5 12 18,12371 19,02964 0.21875 0.448346 0.219689 558.0689 1.223 0.027 0.272 0.103 0.015 1.40 90 87.5 5 12 19.02964 19,93557 0.21875 0.470471 0.230531 644.7155 1.094 -0.073 0.183 •0,096 -0,015 -1.29 85 82.5 5 12 19,93557 20,8415 0.21875 0.492596 0.241372 739.9019 0.973 -0.116 0.118 •0.231 -0.037 -3.07 80 78.1 3.8 12 20,8415 21.53 0.21875 0,38917 0.190693 830.5582 0.872 •0.121 0.077 -0.298 -0.038 -2,96 79.42 76.92 5 12 20.50908 21.4518 0.25 0,578615 0.283521 918.1562 0.846 •0,119 0.068 •0.307 -0.058 -4,46 74.42 71.92 5 12 21.4518 22.39451 0.25 0.604927 0.296414 1049.046 0.739 •0,098 0.038 •0.303 -0,060 -4,31 69,42 66.92 S 12 22,39451 23,33722 0.25 0.63124 0.309308 1191.827 0.640 4.067 0,020 •0,231 .0,048 •3.19 64.42 63,335 2.17 12 23.33722 23.74636 0.25 0.282146 0,138252 1300,511 0.573 -0.043 0,012 -0.143 -0.013 -0,83 62.25 62,125 0.25 12 23,74636 23.7935 0.53125 0.068916 0,033769 2745,215 0,552 •0.035 0,010 -0.108 •0.002 •0,15 62 59.5 5 12 23.7935 24.73621 0.5125 1.35907 0.665944 2831.023 0.506 -0.018 0,007 -0.029 -0.013 -0.76 57 54.5 5 12 24,73621 25,67892 0.50625 1.396132 0.684104 3144.826 0.424 0,010 0,006 0.114 0.052 2.84 52 49.5 5 12 25.67892 26.62164 0.49375 1.414315 0,693014 3436,497 0.350 0.033 0.009 0,218 0,101 4.98 47 44.5 5 12 26.62164 27.56435 0.4875 1.448062 0.70955 3783.188 0.283 0,049 0,014 0,274 0,129 5.76 42 39.89 4.22 12 27.56435 28.36 0.4875 1,262091 0.618425 4164,827 0.227 0.059 0.020 0,294 0.121 4.83 41.78 39.28 5 12 27.10583 28.05056 0.3125 0.951279 0,466127 2609.531 0,221 0.060 0.021 0.295 0.092 3.60 36.78 34.28 5 12 28.05056 28,99529 0.3125 0.98424 0.482277 2890.096 0.168 0.066 0.028 0.296 0.095 3.26 31.78 29.28 5 12 28.99529 29,94002 0.3125 1.017201 0,498428 3190.089 0,123 0.070 0,034 0.288 0.096 2.81 26.78 24.28 5 12 29.94002 30.88475 0,3125 1.050162 0,514579 3510.162 0,084 0.071 0.039 0.280 0.096 2.33 21.78 19.28 5 12 30.88475 31.82948 0.3125 1.083122 0,53073 3850.964 0,053 0.071 0.042 0.271 0.096 1.85 16.78 14.28 5 12 31.82948 32.77421 0,3125 1,116083 0,546881 4213.146 0.029 0.068 0,040 0,258 0.094 1.34 11.78 9.28 5 12 32.77421 33.71895 0.3125 1,149044 0,563032 4597.361 0.012 0.058 0.034 0.231 0.087 0.80 6,78 4.28 5 12 33.71895 34,66368 0.3125 1.182005 0.579183 5004.256 0.003 0.035 0.020 0.161 0.062 0,27 1.78 0.89 1.78 12 34.66368 35 03125 0,42875 0.210087 5290,769 0.000 0.009 0.005 0.050 0.007 0.01 CCISeismic 2.0.12 Page 3 Analysis Date: 11/1/2017 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 APPENDIX D REQUIRED MODIFICATION DRAWINGS November 01, 2017 CCI BU No 856360 Page 35 tnxTower Report - version 7.0.5.1 CROWN CASTLE November 5, 2019 CITY OF TUKWILA, WA Department of Community Development 630o Southcenter Blvd. Tukwila, WA 98188 1505 Westlake Ave N Seattle, WA 98109 FILE Phone: (206) 336-2886 Fax: www.crowncastle.com REVIEWED FOR CODE COMPLIANCE APPROVED ' NOV 1 4 2019 City of Tukwila BUILDING DIVISION Resubmittal of Expired Permit #D19-oo72 (D18-oo66) Eligible Facilities Request to modify equipment on a communications tower located at: 1570o NELSON ROAD SOUTH, TUKWILA, WA, 98188 Crown Site Number: 856360 / Crown Site Name: SOUTHCENTER Customer Site Number: Longacres Way / Application Number: 407028 Crown Castle USA Inc. ("Crown Castle") on behalf of Seattle SMSA Limited Partnership ("Verizon Wireless") is submitting the attached Eligible Facilities Request application to add transmission equipment on a telecommunications tower located at 1570o NELSON ROAD SOUTH, TUKWILA, WA 98188 in CITY OF TUKWILA, WA (the "SOUTHCEN l'ER Tower"). Verizon Wireless proposes to modify the "SOUTHCENTER Tower" as follows: Resubmittal for Expired Permit #D19-0072 Verizon proposes to add (6) antennas, (i) microwave antenna, (9) radios, (2) junction boxes and (3) cables to a new platform mount on existing monopole. On ground Verizon proposes the installation of a concrete pad, (3) cabinets on proposed I -beams, 0) ice bridge, (i) GPS and 0) h-frame with work lights and telco box within an existing fenced compound Tower Modification finaled on Permit #D18-oo66 nEcEIVED CITY OF TUKWILA Itemized list of submittal documents: • 0) Cover Letter NOV 0 5 2019 • (i) Building Permit Application • (3) Structural Analysis with Design stamped by Washington State engineer PERMIT CENTER • (3) Construction Drawings stainped by Washington State engineer — .1.1"x17" print • (1) Check Section 6409 of the Middle Class Tax Relief and Job Creation Act of 2012, commonly known as the "Spectrum Act" (Pub. Law No. 112-96, 126 Stat 156), mandates that state and local governments "may not deny, and shall approve, any eligible facilities request for a modification of an existing wireless tower or base station that does not substantially change the physical dimensions of such tower or base station." The Foundation for a Wireless World. CrownCastle.com 03s6 • CROWN CASTLE 1505 Westlake Ave N Seattle, WA 98109 Phone: (206) 336-2866 Fax: www.crowncastle.com Additionally, if "the reviewing State or local government determines that the application is incomplete" [they] "must provide written notice to the applicant within 3o days of receipt of the application, clearly and specifically delineating all missing documents or information." Under federal law, an Eligible Facilities Request is deemed granted with written notification in sixty (60) days after an application is filed with a local jurisdiction, excluding tolling. Based on the submittal date of 11/5/2o19, 3o days will expire on 12/5/2o19; 6o days will expire on 1/5/20]9. Verizon Wireless is committed to working cooperatively with all jurisdictions around the country to secure expeditious approval of requests to modify existing personal wireless service facilities. If you should require more information regarding the Spectrum Act, please do not hesitate to contact me with your questions. Sincerely, Natasha Mo talvo Natasha.Montalvo.Contractor@crowncastle.com (206) 336-2886 The Foundation for a Wireless World. CrownCastle.com qERMIT COORD COPY 0 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0356 DATE: 11/05/19 PROJECT NAME: VERIZON SITE ADDRESS: 15700 NELSON PL X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: INdinWon Public Works r Fire Prevention Structural n # 11 11N lanningDivision Permit Coordinator 1* PRELIMINARY REVIEW: Not Applicable 111 (no approval/review required) DATE: 11/07/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 12/05/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW Ef Staff Initials: 12/18/2013 C1:V1,11111,411, 01,1{ETIVIt 11 Labor &!ndustries (httPS://lni.wa.gov) Contractors EMSTEC NETWORK SOLUTIONS INC Owner or tradesperson Prinipals AP'LE, ROBERT ERNEST, PRESIDENT DE CARDENAS, ALBERTO IGNACIO, VICE PRESIDENT Pita, George Louis, TREASURER CORPORATE CREATIONS NETWORK, AGENT CAMPBELL, CHARLES ROBERT, VICE PRESIDENT (End: 05/14/2015) Dcing business as MA.STEC NETWORK SOLUTIONS INC WA UBI No, 60235 974 22263 68th Ave S Attn: Samantha Swartzbacker KENT, WA 98032 866-545-1782 KING County Business type Corporation Governing persons ROBERT APPLE ALBERTO DE CARDENAS; GEORGE PITA, GEORGE L PITA; Frcense i Verity the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no. MASTENS876KN Effective — expiration 05/14/2013— 05/14/2021 Bond Travelers Cas and Surety Co of America Bdnd account no 10'5848234 $12,000.00 Received by L&I Effective date 0504/2013 04/26/2013 Expiration date Until Canceled Insurance Ace American Insurance Company $2,750,000.00 Policy no. XSLG71570526 Rgceived by L&I Effective date 09/09/2019 09/15/2019 Expiration date 09/15/2020