The URL can be used to link to this page

Home My WebLink AboutPermit D19-0072 - VERIZON - ADD PANEL ANTENNAS, MCO DISH, RRU'S ETCVERIZON 15700 NELSON PL EXPIRED 09/24/2019 D19-0072 0 Parcel No: Address: ^ xx °~ Tukwila v-U~ v n o U n^ Una Department of Community Development G3DO5outhcente,Boulevard, Suite #1OO Tukwila, Washington 9O18O Phone:2O6-431'367O Inspection Request Line: 206-438-9360 Web site: http://www.TukwilaWA.gov 0005800029 Project Name: VERIZON DEVELOPMENT PERMIT Permit Number: D19'0072 Issue Date: 3/28/2019 Permit Expires On: 9/24/2019 Owner: Contact Person: Name: Contractor: License No: Lender: Name: WILTON LP PO BOX 116, N LAKEWOOD, WA, 98259 1SOSVVESTLAKEAVE NSTE8OO [NA3TE[NETWORK SOLUTIONS INC (CONST) 8O6SDUUGLASRD11THFLOOR, CORAL GABLES, FL, 33134 VER0]NVNRE|ESS 33O510OAVE SE, DELLEVUE,WA, 98008 Phone: (206)336'2867 Phone: (866)545'1782 Expiration Date: 5/14/2019 DESCRIPTION OF WORK: REAPPLICATION FOR EXPIRED PERMIT D18-0066. INSTALL (6) PANEL ANTENNAS, (I)Z'N1CODISH, (9) RRU'S REMOVE RADIO UNIT, (20 HYBRID CABLES, (10 MCO FEEDER AND (2) JUNCTION BOXES ONPROPOSED PLATFORM. INSTALL (3) EQUIPMENT CABINETS AND H'FRA[NE WITHIN EXISTING COMPOUND. Project Valuation: $55,000I0 Type ofFire Protection: Sprinklers: Fire Alarm: Type ofConstruction: VB Electrical Service Provided by: TUKWILA Fees Collected: $1,134.82 Occupancy per IBC: S-Z ` Water District: 0mWILA Sewer District: TUKVV|LA 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 State 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: Permit Center Authorized Signa Volumes: Cut: 0 Fill: 0 Number: 0 Date: 3-99''9 I hearby certify that I have read and examined this permit and know the same to be true and 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 co r rtions attached to this permit. Signature: Print Name: Date: 7-e/zoo 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: 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 be determined by the building inspector based on satisfactory completion of this requirement. 6: All electrical work shall beinspected and approved under useparate permit issued bythe City nfTukwila Permit Center, 7: VALIDITY OFPERMIT: The issuance urgranting nfapermit shall not heconstrued tnbeapennitfor,nran 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 nfTukwila shall not b*valid. The issuance ofapermit based onconstruction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206)438-93SV 1700 8U|LD|NGF|NAL** CITY OF TUKWILI4 Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tulcwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. Date Application Accepted: 1 9' --)-0-1 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 15700 Nelson Pl, Tukwila, WA 98188 Site Address: Tenant Name: Verizon, submitted by Andi Saxton, Crown Castle New Tenant: J Yes LJ ..No King Co Assessor's Tax No.: 000580-0027 Suite Number: Floor: PROPERTY OWNER Name: Global Tower Holdings LLC Address: 601 Poydras St #2660 City: New Orleans State: LA Zip: 70130 CONTACT PERSON — person receiving all project communication Name: Andi Saxton, Crown Castle, on behalf of Verizon Address: 1505 Westlake Ave N, ste 800 City: Seattle State: WA Zip: 98109 Phone: 206-336-2867 Fax: Email: Andi.Saxton@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: H:\ApplicationsWorms-Applications On Line N.2011 ApplicationsTerrnit Application Revised - 8-9-1 I .docx Revised: August 2011 bh Page 1 of 4 rs BUILDING PERMIT INFORMATIO 20 06-431-3670 o- Valuation of Project (contractor's bid price): $ 55,000 Describe the scope of work (please provide detailed information): eA;ct I r15701-(e 611n/'87a flIGOO(Zi Z h ULIcf 5 it1(.6 Feza‘,2- Z tiO a-e4R__ f-t fraAile, Existing Building Valuation: $ cWe_LLII&5 Will there be new rack storage? Yes IC.. 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 115 ft. Monopole IIB S-2 i'Ftoui 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 Lease„riorera 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: Will there be a change in use? 0 Yes Compact: Handicap: ECI No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: D Sprinklers D.......Automatic Fire Alarm .......None Other (specify) Will there be storage or use offlammable, combustible or hazardous materials in the building? El 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 ..... ..0n-site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:1Applicationaorms-Applications On Line I 2011 ApplicationsTermii Application Revised - 8.9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFOCATION — 206-4 -0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet, Water District 0 ...Tukwila 0 ...Water District #125 0 ...Water Availability Provided Sewer District 0 ....Tukwila 0 ...Sewer Use Certificate 0 ...Valley View 0 ...Sewer Availability Provided Highline 0 .. Renton 0.. Renton 0.. Seattle 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 Departrnent. Submitted with Application (mark boxes which /WPM: 0 ...Civil Plans (Maximum Paper Size 22" x 34") o ...Technical Information Report (Storm Drainage) 0 ...Bond 0 .. Insurance 0 .. Easement(s) Proposed Activities (mark boxes that aptilvl: 0 ...Right-of-way Use - Nonprofit for less than 72 hours El ...Right-of-way Use - No Disturbance 0 ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 .. Geotechnical Report 0 Maintenance Agreement(s) El ...Traffic Impact Analysis El ...Hold Harmless — (SAO) ..Hold Harmless — (ROW) D .. Right-of-way Use - Profit for less than 72 hours o .. Right-of-way Use — Potential Disturbance 0 ...Total Cut cubic yards 0.. Work in Flood Zone 0 ...Total Fill cubic yards 0 .. Storm Drainage 0 ...Sanitary Side Sewer El ...Cap or Remove Utilities 0 ...Frontage Improvements O ...Traffic Control O ...Backflow Prevention - Fire Protection Irrigation 72 Domestic Water 0 ...Permanent Water Meter Size... o ...Temporary Water Meter Size .. 0 ...Water Only Meter Size O ...Sewer Main Extension Public 0 0 ...Water Main Extension Public 0 .. Abandon Septic Tank O .. Curb Cut .. Pavement Cut o .. Looped Fire Line I I WO # WO # WO # Private 0 Private 0 0 .. Grease Interceptor Channelizaion El .. Trench Excavation 0 .. Utility Undergrounding 0 ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) El ...Water Ej ...Sewer El ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H: \ApplicationsTorms-Applications On Line'2011 Applicationaermit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 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 0 '7,2UTHORI D AGENT: Signatu Date: 02/28/2019 Print Name: Andi Saxton.(Crown Castle, on behalf of Verizon Mailing Address: 1505 Westlake Avenue North, ste 800; Seattle, WA 98109 Day Telephone: 206-336-2867 City State Zip 14:1ApplicationsWornts-Applications On Linek2011 Applications\Permit Application Revised 8e9-11.clocx Revised: August 2011 bh Page 4 of 4 nt' DESCRIPTIONS i ACCOUNT QUANTITY .t. . ,:-- PAID PermitTRAK $1,134.82 D19-0072 Address: 15700 NELSON PL Apn: 0005800029 $1,134.82 DEVELOPMENT $1,081.97 PERMIT FEE R000.322. 00.00.00 MO $1,05697 WASHINGTON STATE SURCHARGE B640.237.114 0.00 25.00 TECHNOLOGY FEE 52.85 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R17277 R000.322.900.04.00 0.00 $52.85 $1,13482 Date Paid: Thursday, March 28, 2019 Paid By: CROWN CASTLE Pay Method: CHECK 27866 Printed: Thursday, March 28, 2019 2:34 PM 1 of 1 - OO VDI scat CRAPC OONI KTOR MT VEEP µL WIVOS 04 ANSE[MUMS OF MT ERR% OR MOS. R4Y p05ORa00WIG06IO OK 5.4Swlw4,N ., ,,,ano.A�.Y ANPR4µ. µ RRMON IMIES d WS ORurw4 ow sunstea K• THE 4757 RENO. ul 14.145 two 4R ir,E4 RaC. B�OPFRW 6r.SRls4 169M4eN S KUCl MEFICR M OE N[gSrT,➢ KW.1 NMI$' RILL 9E 7RPGI.W, RO MERSAY REVO OF n'6 MEC. * PLANNING APPROVED VERIZON SLIM DESIGN FIRST TIME INSTALL FIL OPY Penns No. " 07 No changes can be made plans without approval from Planning Division of Approved By. to these the DCD Verizonv Plan revew approval lssu l0enonara amens Approval ofconsUu mots nat autnwe me vioiatwn of any adopted co a or Aura Recent of ap4 eI a PiebCgry By 4a�Wns// i, ro0 � 17.12,1118:04;44-05'00' 825 REGISTERED STATE ASH, TON ROBERT JERRY LARA LICENSED ARCHITECT MNGTGN STATE 0 8259 Date; 6 AY VERIZON ID: LONGACRESWAYII City or fuNxiie QtYD1�aSgfh ---- REVISIONS No changes shall be made to the scope of worn wimout prior approval of the Tukwila Tukwila Budding Division. NOTE: Revisions will require a new plan submittal and may include additional plan review. CROWN CASTLE PROJECT NAME: SOUTHCENTER CROWN CASTLE BU #: 856360 PROJECT 15700 NELSON PL. WA 98055 APPLICATION #: 407028 SLOCATION: ` is CONSTRUCTION 0 12/11/17 ISSUED FOR PERMIT VIC NITY MAD PPOJECT i`-ORNA-101\ SCOPE OF WO IO73/17 ISSUED FOR RMCW p0' 2451e RWv'rvion '"� 6W ~ { Seame/Sdulhcenrer meilca haenter Grady Way jl' 1HU(�DN 7` �' YW oFfAall Industrial \p34942 1 'PtPackln9 � 0� Hampton Inn© 7 �,. I I S 156,11 � i 2 p�: IN 7< le Limousine' eEi � Gongacles way Crating - RalnresRubber A CevWel� alngsippIy PROJECT SITE U Cr '93 : 915010➢ON: IUNwM PRJP79T1 *4I R CONIILC 714.30N WIRELESS PROPOSES i0 INSTALL 44 147194 ED IFLECUMMUNICAIONS F4CNtt CDMSISimG O< 191 INAALunON OF (6) NEw P1IIL ANTENNAS, (1) 2'0 NW DISH ANTENNA, (9) 9RU'S, (2) mBRID CASLES. (I) MW FEEDER AND (2) JUNCTION BONES ON A PROPOSED ANTENNA PLATFORM. ALSO PROPOSED IS TFE INSTALUIION OF (3) EOUI9IEN1 CABINETS AND .1-FRAME WITHIN A4 GIS1ING FENCED C'34PCU40 AREA tlrtnt; verizonit 2O41NG CUSS: C GLOBAL'MIRE 4041115 LLC 601r 9CUPAN Y G90UP U11171 NEW ORLGNS, U 10170 CONSTROON TYPE: 00 I GTE TAX PARCEL ID: 000580-0027 PARCEL SIZE: D.B4 ACRES LIST OF DPAW CGS LATITUDE: 47 27 SOLO" CRO (a746179809) 1505 viNLANE AVE SEA111ELw 98109 N'SUrtE800 LONGITUDE: -I22 14 5270" -122242P ) GT: 513UC1J L uIIJ (TOP Of MONOPOLE) LEASE AREA 80 S.F. WITHIN AIL EXISTING COmPOUNO Ma `�I: iERES4 BEARD vER120N WIRELESS 3025 1601H AVE SE BELEEM, WA 98005 Ieesobeor7@veri1oo.irekss.com y,1 0601141N Impementalion intro cf., CROWN CASTLE i$544867 u4AN1 N, MATER[C SFA1RE414410 1-I COVER SHED -2 SITE PLAN NO ES WD S 6015 A-1 SITE PUN A-1,1 COMPOUND AND EOn96247 PLAN A-2 E1EVAIIDNS A-3 CONSTRUCTION DETAILS A-4 C0N51R9C1DN DETAILS RF-1 ANTENNA CONFIGURATION EF12 PLUMBING EXAG7S AND SYMBOLS 1-2 ELECReAA SITE PUN E-3 ELEEIRICK. PUN, NOTES, Ad RI E-4 GROUNDING PLAN AND NOTES c-0 EEECIRICK. GROUNDING DETALS (PANT E`6 ELECTRICAL k GROUNDING DETAIL E-1 CECTRIUL k GROUNDING OEIAIL 1hVItWED FON CODE COMPLIANCE APPROVED MAR 212019 ER.J1,iill'Y . <.. r*I Tukwila t1lil 11nI BUILDING DIVISION LEGAL D ESC R PT O \ AA Team: i`'iORRISON KA' S,497g,8445141 S1e11k,4RA 1eIaC6.2s67n0 nw9momsome98'e0mm m- HERSFIFIELD 111 HEADER HENRY D-C 146 LOT 1 OF CITY OF 1DK45LA SNORT PLAT NO 91-10-SS RECORDING NO 921110158 SAID SNORT PLAT OAF - P0R OF HENRY MEADER D C NO 46 IN SECTION 24-23-04 DAP - BEG SW CORKER OF SECTION 241H S 81 40 34 E 1110.80 F7 TO MONUMEMED C/L OF S1A1C ROAD 2-11 WEST VALLEY ROAD 1H N 07-42-44 4557.30 FI IliN 87-00-DD E A1G CA OF 5 158DI 41 519.25 P 10 ELY MARON OF POCAT SOUND POWER & LIGHT CO R/W LH N 01-21-41 W 10.D6 F1 TO 0B iH N B7-IS-22 E ACC NLr LION OF 5 IS91H Si IP,.9i ET i0 wlr LION OF [HICAGO - MLwquYEE h Si PAVE RR R/w rH N 03-14-45 E 213.59 Fi 1H S 87-15-22 W 152,17 71 TO PUGE1 SWNO POWER 8 LIGHT CO P/41 TH SLY ALG ELY MON OF SAID R/W 272 Fi MORE OR LESS TO P0B b lq.,00 7 2 Project NIA: BU# 856360 SOUTHCENTER 15700 ESNPL TUKWILA WA 90055 CO\1TACTS CODE CO LIAdCE Going TWIe: COVER SHEET Ni,bli, Wih .:A„NA.' iPPIDAIT CONTACT; HEM ALL WORK AND VAIERIAS SHALL BE PERFORMED AND INSTALLED IN ACCORDANCE CH THE CURRENT CON0i10NS OF THE FOLLO*ANG CODES AS ADOPTED BY THE LOCAL GOVERNING AUTHORITIES. NOTHING IN THESE PUNS IS TO BE COFISTRGED TO PERMIT WORK NOT CONFORMING TO THESE CODES: MORON STATE AND LOCAL BUILDING CODES WITH NE MOWING REFERENCE CGOE: 2015 MOTIONAL J G GDOE Pc) RECEIVE�D�p� 2115 Imam. 4ECIW*MH CODE pc) C� �F TUKII e� 2015 IN510110Nu RE CODE 1i0) 2017 K41gN1 F ECKKC CODE (NEPA 70) PAUL LONG AND SPENCER ROY 10RE1E CROWN CASTLE 0S4 RQ� 19A MORR1S0N HERSHFIELD CORP 1505 WESTLAKE AVE N, SUITE SfATRE WA 90ID9 PHONE 206.388.9090 BECI a ER KE6EY PUWLA CROWN CASTLE USA 1505 WESTLAKE AVE N, SUITE SEATTLE, WA 99109 PHONE: 480.735.6853 400 ' 111 �i E 930 N, SEPAf �6T, REQt i Ip 1R: 01/ 1',,,,L,,,,;, i 1x0NIWWM ,,,,v,I Ektri ,� 96D Plumbing 11 y Ga , t� Ci yolT BUILO1 GDIVISION 1Ii1 800 600 STE'WART ST, SUITE 2W �G°NEE. riso Y068 7370 tlme,e6m MsnMe 66eWcam 6eLi EgOrEEOICI5_ 9emn ROBERT 1 LIRA MORRSON HERSHFIEID CORP PHONE: (954) 5777-4668 Ilom5nxiso9Hers1Re14.1994 DR IVI G) R ECT 0 S (FRJY SEA -TAG MAT, WA) 1. KEAD SOUTHEAST ON 6RPOR1 EXPRESSWAY TOWARD DEPARTURES DR. 2. SLIGHT LEFT ONTO ARP0R1 GPRESSw4Y IKEEP RIGHT AT FORK, FOLLOW SIGNS FOR wA-518 E/ I-5/ 1-405 AND MERGE pM0 WA -SIB E 4. 4. WA-518 E %FINS SLIGHTLY RIGHT AND BECOMES 1-405 N 5. TAKE EXIT I FOR W VALLEY H6/ W4-191 10WARDS TUKWILA 6. CONTINUE POT CC S 156TH ST 7. TURN RV' ONTO NELSON Pl. . 19Tec1 Mote, 7170282 Slo44 lo6i 10/25/17 APPOVALS 28 1 2019 proper: JS Designer, IB ` a� Pmjnt Monger: Profess d of RerorO: REPRESENTATIVE PERMIT CENTER- °n Na: A Sheol No: T-1 SITE OWNER RE ENGINEER GENERAL NOTES LINE/ANTENNA NOTES ABBREVIATIONS E,,. KAI/ owe WHIM NO vEREY v.L paw AND &SE (WeES DE .0 WS OR OPEOIS. NO orwcwows OR PaccIpPaw To vOmx 1, '4,; .",IX',. COuPPII( 'WIG ;IL AfGLUCE GIGUES, DfDiii;(icCES, CicB REDB(f7(CGS, fa icEOESSwRi 1.(UE,BE:S, CERICCAES, ETC. 8005850 BP AUTHORITY VAG JuRISDKEON SHALL BE PROCURED AND PAC FOR Rw THE CONTRACTOR, 2, MORRISON HERSHFIELD CORPORATION HAS NGT CONDUCTED, NCR DOES IT INTEND 70 CONDUCT ANY NvESqGATION AS TO THI PRESENCE OF HAZARDOUS (pATERIAL, INCIUDING, 3uT KW LAGGED TO. ASBESTOS WITHIN THE CC•NFINES OF THIS PROJECT. MORRISoN HERS:war) CORPOBAGON DOES NOT ACOEF. RESPONSIBILITY EOP GIGE INDEGINFIXION, !PE REPOGIPI., OR MY EFFECTS fPCM THE PRESENCE Di TBESE kiAIERW23. IF EVIDENCE OF WABAGROCUS MATERIALS IS FOUND, WORK IS TO BE SUSPENDED AND TWE OWNER CHO. THE coNTRAcToR IS NOT To PROCEED WITH FURTHER WORK uNTIL INSTRuCTED B, THE OWNER IN wqMNG. 3, ALL mATERvAL FURNISHED UNDER THIS C080RAC1 SHALL BE NEW, UNLESS DIHRKSE NOTED. ALL WO( SHALL BE GU50041EE0 AGAINST DEFECTS IN HATERLAOS A,ND WORvmANSHIP, THE CONTRACTOR SVPIL RCPAIR OR REPLACE Al HS Ex?EwSE Au. WORK THAI MAY DEVELOP DEFECTS IN MATERIALS OR WORKMANSHIP WITHIN SAID BBRIOD OF TIME OR FOR ONE fEwR AFTER EPIE NAL ACCEPTANCE OF THE ENTIRE PROJECT, WHICHElvER IS GREATER. c. CHB GENERAL CONTRACTOR AND EACH SUBCDNIR(GCTOR SHALL BE RESPONSIBLE FOR PERIP(ING ALL ExISPNO CONDITIONS FRC PLIDES AT TAB JCR SITE BEFORE WORK IS STARTED. NO OAS FCR PIRA COMPENSATION FOR WORN WHICH COULD KAYE BEEN FORESSEN BY AN INSPBCTICW, ODER SHOO ON THE CONTRACT DOCUMENTS OR NOT, wfti BE. ACCEPTED OR PAT. S. THE GENERAL CONTRACPOR AND EACH SUBCONTRACTOR SNAIL BD RESPONSIKE FOR OINK DMMONS AND CONDITIONS AT THE Jog SITE wvCCH COULD AFFECT THE WORK UNDER 1H5 CONTRACT. Alt MANUFACTURERS RECOmmENDED SPECIFICATONS, ExCEPC NOSE SPECIFICATIONS HEREIN, WHERE HOST STRINGENT SHkL BE DOMRUED WITH. 6, THE CONTRACTOR SHALL VERIPr AND COORDINATE SIZE AND LOCATION OF AIL OPE4180S FoR SFRuCTURAL, MECHANICAL, ELECTRICk, RIMING, GAIL, CR ARCHITECTURAL WORK, 7. THE CONTRACTOR SHALL VERIFY TMT NO CONFLICTS EX(ST BETWEEN THE LOCATIONS OF ANY AND ALL MECHANICAL ELICTRIOAc, °LIMING, CR STRuCTURAL ELEPENTS, AND NAT ALL REQUIRED CLEARANCES FOR INSTALLATION AND MAINTENANCE ARE MEE. NOTIFG THE CONSuLGANT OF ANY CONFLICTS, THE CONSULTANT HAS THE RV' TO WE MiNDR MODIFICATIONS [N WE DESIGN OF THP CONTRACT *NOV THE CONTRACTOR GETTVNG ACCITICAAL CO07E5541ON. a. -x NO1 SCNI WE DRAWNS, DAIENEIONS ARE OTHER TO THE FACE OF FINISHED ElluDiS DR TO THE CENTE4 oNVE OF ELDENTS, UNLESS NOTED OTNERwISE. MIX DIMENSIONS XI az ;f.RIFIED MD vVOTIFY WE CONSUCI,NT OF MI DIviiEWH, 9. THE CONTRACTOR SHALL BE RESPONS(BLE FOR DAV CLEAN UP OF ALL TRADES AND REMOVE ALL OEMS FREW THE CONSTRUCTION SITE. AT THE COMPLETION DI THE PROJECT, THE CONTRACTOR SHALL THOROUGHLY CLEM THE BUILDiNG, SITE, AND ANY OTHER SURROUNDING WEAS TO A BETTiV THAm EXISTING CONDITION. 10. N CONTEKTOR 5 RESPONSIBLE FOR ADEQUATELY BRACING AND PROTECTING ALL wORK DURING CONSTRuCTIoN AGAINST DAMAGE, BREAKKE, COLLAPSE, ETC. ACCORDNG TO APPLCABIE GODES, STANDARDS, AND'GGOD CONSRCCON PRACTICES. 11. THE CONTRACTOR SHALL MEET ALL OSHA REQUIREMENTS FCR ALL INSTAtOTIONS. 12. THE CONTRACTOR SHALL 3E RESPONSIBLE FOR ALL DAmACES TO THE ExISTING CONStRuCTION AND RENA kl DAKES IO BETIER THAN NEw CONSTRUCTION. NE CONTRACTOR SHALL NOM THE ARCHITECT OF ANY DAmAGE TO TWE BUILDING SITE OR ANY ADJACENT STRUCTURES POUND THE PRCuECT. 7.4 CONSUCIANT Swkl BE SOLE .PC FINAL jUDGE AS 10 THE OUALIF OF THE REPAIRED CONSTRUCTION. ANY ADDITONAL mODECATIONS wHICH mUST 5E MADE SHALL BE MADE AT ThE coviRacToR's EXPENSE ,5.,,„ ONE DEAR. IS SEIOn FOR ONE CONDITION, IT SHALL PRY FOR Ad. LIKE GR SIK.AR CONOMNS, MN THOuGH NOT SPEGIFCALCY MARKED ON THE DRAWINGS OR REERRED TO IN 7HE SPEOFICATIONS, UNLESS NOTED OTHENISE, 14. WHERE NEW PAvNG, CONCRETE SIONALKS OR PATHS MEET EXISING CONSTRUCTION, THE CONTRACTOR SHALL KITH IHE EXISTING FITCH GWE, AND ELEVAtION SO THE ENPIRE STRUCTURE SHALL HAVE A SMOOTH TRANSITION. ID, THE CONTRACTOR SHALL MODIFY THE EXISTING FLOORS, WALL COLD,O, OR OTHER CONSTRUCTION AS REOLIRED TO ,AN ACCESS TO AREAS FOR ALL mECHANICAL, PLUMBING, ELECTRICAL, OR STRUCTGRAL mODIFICATIPS. WHERE THE DISENG CONSTRUCTION DOORS, PARTITIONS, CEILING, ETC., ARE TO BE REMOVED, MODIFIED, OR REARRANGED OR WHERE WE EXPOSED OR HIODEN HECKNCAL, ELECTRICAL, SYST185 ARE COED OR HODIFGO, of GENERAL CONTR(CGOR SHALL REPAIR, PAIN AND MATCH ALI DISTING CONSTRuCTION AND FINISHES 08 ALL FLOORS VAL'S AND CEILINGS. wHERE CONCRETE vu,SONRP CCNSTRuCT(ON IS mODIFIEL, THE, CONTRACTOR NALL INN IN All NEW CCNSRUCON TO MACHIKE EXTNO BONDWEREovcRuCNSTRUCPO5 mOPD EE ONTRACTOR NAIL ERFTHE NOTDFALTOBEUSEDFOCCASTRUCTONALL 8088 SHALL PECvEREDENDER WE CONRCT IS (enALPSTNCwWENSONS PRCR ToRERFRPC WORK 7VERYLOCTONOF ABUREDANSPRORTO r EVCAVATON. 1Id, THE GENERAL CNTRACTORSHALRERESPONSILEFOR APPLYING FOR COUHERCALPOwER eiMEDATEYucN AWARD OCONTACTTHE CENRA5ONRAC1OR5 REQUREDTOKEEPALL DOCmENTADONRECEVEDFROWE OWERCOMPANYACKNOWEDGNAPPLCTONFORPOWER, WRINANDVERBL MOUSSONWH THE PWR COMPANY, ETC. 19, TWE DENENL CONTRACTOR SHALL DENA WRITTEN CONFIRMATION CF THE EXPECTED DATE OF COMPLETION OF THE PGWER CONNECTION ERN THE POWER COMPANY. to. IF THE POWER COmPANY IS uriA&E TO PROVIDE WIE POwg CONNECTION BC OWNERS REQUIRED OAT THE GDERAL CONTRACTOR SHAEL PROVIDE AND MAINTAIN A TEMPORARY DENERATCIR UNTIL TUB POWER COMPANY CONNECTION 6 COPLETED, COSTS ASSOCIATED WITH Ip(B ccuPORARc GENERATOR TO GE AWPROGTO EY THE OWNER. 5 4155 GEGEkk COIN -TOR FaLS TO WE NECESSARy MEASURES AS DESCRI50) iN NOTES 18, 19 AND 20 ASOci, THE GENERk CONTRACTOR SHALL RANH A FEMKAARY GENERATOR AT NO COST TO Tr(E OWNER. 22. PLANS PART OF THIS SET ARE COMPLEMENTARY, INVORmATION IS NOT UmPED 10 QlvE PLAN, DRAWINCS AND SPECiFICATONS ARE IN5I814ENTS OF sE.ncE mo SHALL REMAIN THE PRFERTP OF THE ARCHITECT, OLIVER 555 PROJECI FOR PIDII THEY ARE HAN IS ExECUTED DR NOI, WI ARE NV TO BE USED BY THE OWNER ON OTHER PROJECTS OR ECINSION TO THIS PROJECT ExCER1 al' AGREEMENT IN WRITING IND WITH ARPROPRAEE COMPENSATION TO THE ARCHITECT. NESE ?LANS WERE PREPARED TO aE SL3PITIED TO COVERN(PENTAL 34DIND kTHORDIES FOR 001558 FOR COMPLIANCE WITH A,PLICA3LE CODES AN° IT IS THE SOLE RESPON5311G OF FHE DwNER 650/06 CONTRACTOR TD BUILD ACCORDING 10 APPLIWIE B4DING CODES. 23, IF CONTRACTOR OR SuB-CONTPACTOR FIND II NECESSAF, TO ()PATE FRCH OR1O(NAL APPROVED PLANS, THEN IT IS THE CONTRACTOR'S AND THE SUB-CONTRACTDR'S RESPONSIBUT, TO PRONDE THE ARCHITECT WITH 4 COPIES OF THE PROPOSED CHANGES FOR HIS APPROvAL BEFORE PROCEEDING CH NE CRY, IN ADDTION THE CONTRACTOR AND SUB -CONTRACTORS SHALL BE RESPONSIBLE FOR PRIDOuR(NG ALL NECESSWRY APPROVALS FROm THE BROAD AUPHORTPIES FOR WE PROPOSED CHANGES BEFORE 440555515 MTH THE WINK. IHE CONTRACTOR CD SUB -CONTRACTORS NALL oE RESPONSIBLE FOR PROCuRING 64 NECESSARY INSPEMONS AND ARPRONALS FROM BULDING AUTHORITIES DUR,ND THE EXCCUTION CV., rq KR 04. ,„ Ea EVENT, THESE CONSTRUCEON DOCENENTS AND SFEDROARONS WOO EE iN16PREE0 TO RE A MINIMA ACCERIABLE MEANS OF CONSTRICQN 2t!T IRIS NIL NOT RELIEVE THE 001fRACTOR. S‘A-ONRACTOR, ',Ng, SuRPLIER/mANCEACTuRER MY PROWDIIPC A COMPLETE AND CORRECT JOB 'WHEN ADDITIDNk ITEmS ARE REQUIRED X THE MNiMUM SPECIFICATION. I% ANY ITEMS EC, TO EXCEED THESE MINIMUM SPECIFICATONS TD PRIME A COMPOE, ADEDUATE AND SAFE vvORKING CONDITION, NEN IT SHALL BE THE DEEMED AND UNDERSTOOD 10 BE INCLUDED IN THE DRAWS. FOP DOLE, IF AN ITEM AND/DR PIECE DE EQUIPMENT REDUIRES A URGER CRE 6116 (I.E. ELEC7CAL WIRE), STROGER DR LAR4ER PIPIN, INCREASED QUANTITY (I.E. STRUCTURAL ELEMENTS), REDUCED SPACING, AND/OR INCREASED LENCTH (IE. BOLT LENGPIS, ;AR LENGTHS1 THEN IT SHvka ElE DENED AND UNDERSTOOD TO EE INCLUDED IN THE BID/PROPOSAL. THESE DOCUMENTS ARE MEANT AS A GUIDE fND ALL ITEG(S REASONABLY INFERRED SHALL DE DEEMED TO BE INCLUDED. IFIW 25. TwESE CONTRACT DOCUMENTS AND SPECO05 SHALL NOT BE CONSTRUED TO CREATE A CONTEXTUAL RELATIONSHIP OF ANT KIND 9EIREEN THE ARCHITLCI AND THE CONTRACTOR. 26, CONTRACTOR & ANP SM. NERACIDRS TO MANGAN KEEPING THE ROQ ACCESS CATE LOCKED AT ALI TV1. 21. IN RAWLAND CONDITIONS TOWER ;DUNE:AEON SPRUCTURAL ST:EEL TO :3E GIGOBNO:ED WRICR TO CCNCRFGE POUR. INER PaNDATION STRuOCURAL STEEL TO RE COuNECTED GO PEBmaNENT GROUND ROC 7404 GO INCR ERECTION. EOKR GROUND 00U51BE MAINTAINED AT 011 TIMES i. ki. IHRIBAuLD BiwUCIU((k FASTENERS FOR ANTENNA SUPPCRT ASSEmBLES SHALL CONFON TO AVM CO7 OR AsTm A55. kl STRuOluRAL FASTENERS FCR STRIXTURAL STEEL FRAMN SHALL CO4F0R5 TO ASIM 5023. FAST:Di:RS BHALL BE if 6" M.N. Du( GEARING TOPE CONNECTIONS CET THRFAS EXCIJDfD fROm TWE PLANE. VI EXPOSED FASTENEPS, NUTS, kND WASHERS SHALL BE GALVANIZED OTHERVSI ((NED. 0040011 ExPANS(ON ANCHORS SHALL BE H11TI Kcilf BOLTS UNLESS OTGER WISED NOTED. ALL ANCHORS (N10 CONCRECE SHALL 3E STAWIESS STEEL 2. THE CONTRACTOR SHAUL FURNISH ALL CONNECTION HARDWARE REQUIRED 10 SECURE THE CABLES, CONNECTO HARDWARE SHALL EE STOLESS STEEL. J. NORTH ARROW SHOWN ON PLANS ROIRs To 18uE NORTH. CONTRACTOR SHALL VERIFY NORTH AND NOW,' CONSULTANT Of ANy DISCREPANCY BEFORE STARTING CONSTRUCTION. 4. MADE LOCK WASHERS FOR kL mECHANICAL CONNECTIONS FOR GROUND CODUCTORS. uSE STAINLESS STEEL HARDWARE ThROUGKO. 5. THOROuCfLY ;DAM ALL RAINT AND CLEAN AIL GIRT PROM SDRFA.OES REQUIRING GROUND CONNECTVOVS. 6, klAfE kL GROUND CONNECTIONS AS SHORT AND DIRECT 45 POS5131E. AVOID SHARP @ENDS. ALL BENDS IC BE A min. OF 9' RADIUS 7. FOR CROIADINC TO BUILDING FRAME & HATCH PLATE GROUNO EARS. La A TWC-BOLT OLE NEMA DRUID CONNECTOR SUCH AS TeD 52007 OR APPROO ECCUAL 8. FOR ALL EXTERNAL GROUND CONNECTIONS, OAPS k CADWELDS, APPLP A LIBERAL MUNE COATINO OR AN ANTI -OXIDE COMPOUND SUCH AS 'NO -OXIDE A' BY DEMBORN CHEMICAL CO0P0111. 9. REPAIR ALL GALVANIZE° SURFACES THAT HAVE BEEN DAMAGED SY THERMO-WELDINE. USE ERCO I-319 GALVANIZING EAR/COLD GAVVANIZING PAINT, 10. SEAL kL CONDUIT PENETR(ONS INTO MODULAR BUILD:NG CH A SILICONE SEALANT AND ALL CONDUIT OPENINGS. 15ALL COAXIAL CABLE WILI BE SECURED TO EHE DESIGNED SUPPORT 515U011RE AT DISTANCES NOT TO EXCEED 3' OR NE CALE MANUFACTURES SPECEPDATONS FilCHEVER IS OS, VaTH HARDWARf SPECIFIED (N IRE COPPAL CAKE Kok, DETAILS CF ThE SuPPLIED STRUCTURAL REPORT. N, EPE c..NK N.Ipl,f COI INSIACLER SHPB1 BE RESPIGNSFP E FER PERFCS44 AND SUPPLY(NO THRFE (5) cOEVAITIBN. SW0.4 TESTS MINNA RE1URN LOSS TEST). THIS TEST SHALL at PERFORMED 1-3 THE SPECIFCATIGN$ AND PARKTERS OUTLINED or THE VERIfON WIRELESS RADIO NiEOUENOY THRu ENGINEER. DfS TES! NALL BE PgFoRmED PRIOR TO FINk ACCEPTANCE OF THE SITE. (I) COE, TO BF PLACED IN SHELTER. 13. THE COAXIAL ANTENNA CABLE INSTALLER SRC. BE RESPON3LE FOR PERFORWNG AND SUPPLYING VERIZON wIRELESS 'oTH tviREE T,WE WRITTEN TIME DOMAN REFLECTOMETER TESTS TO ARID' C.LBLE LENGTH AND TO CHECK FOR wATER OWAGE. 1(... vAPOR PRA? ALL RE USED TO SEAL AUL CONNECT:OBS, 15. ACI JumpERS To THE ANTENNAS FRU THE MAA TRANNISSION LINE WILL BE 1/2" DIA, AND SIvALL NOT EXCEED 16. ALL kv.NN TRANSmISSION Dal WU BE TERmINATED AT A VERIZON 88051555 POLYPHASER PROTECTOR LOWED WITHIN ,Ev.0' OF IHE IOUIPmENT SHEITE.R. 11, ANTENNA ()al LENGTHS TTIAVE DEN DETERMINED BASED ON THESE PLANS, CABLE LENGTHS L5TED ARE APPROximATED AND ARE NOT INTENDED TO BE USED FOR FABRICATION OUE '0 EaD coomoNs ACTUk CABLE LEttOTHS REQUIRE. CONTRACTOR MDST PELD VERIFY ANTENNA CABLE OCHS RRTOR TO ORDER. 18. AU. mAIN CABLES WILL BE COLOR CODED Al FOUR LDCATI.ONS, A( AT KENNA PRIOR TO COVRER, B) AT THE BOTTOM OF TvE lOwER, C) EXTERIOR pART DE THE PAVE GUIDE ENGEN PORT (AT THE SHELTER/WC WALI), 0 I NTERIOR OF THE SHELTER/CADINEG.) 19, All mAIN CABO WILL BE CROuNDED Af AI 4T THE ANTENNA MOUNTING PIPE, 8) MIDDLE OF THE CABLI RUN IF MR 2D0, C) PRIOR ID ENTERING ENIPMENT SHELTER/C*1NET (cpTHIN l' Of ENTRY), GO. PROvIDE AT LFAST 6" or so IN THE klAIN COAXLAL CABLES AI THE TOWER TOP TO PROVIDE FOR BARE CONNECTOR REPLACENWNI. 2. PROVIDE A ',AKE DRIP LOOP AT THE DOTTOGI Of THE 705IR DEM TRE TONER mom CROUND DONNECRONS AN104 ARSTRANSINSTOHSaTERCRWE / 221NEN005AND00A4 701E4454E00r6E855CI 1GREMCONTRACORTOCORDNATEDCLGTi I AOL ABM C,ROUND LML Of GAUGE PLTIFD PLIWWD . A/O AiR CONDITICNNG (WU GALYAN(ZED Pr PRESSURE TREAFED APPROX APPROXINAEELT GC GENERAL DOwTRACICR PROJ PROGECT AZ AZImUTH GRND GROUND PROP PROPERTY O,YR BO Gesuu. wALt 3051D , (PG PROPOSED BLDG BUILDING ill( HI ONG mc HPICHT G . 07 0LANT(7( HVAC. HEATING VENTILATION AIR CLG OEIUNG CONDITIONING RED REDUIRED i CENTERLINE NORZ HORIZONTAL RM ROOM CO RIM HR HOUR 00 ROOD, OPENiNG1 CONC CONCRETE POw ROT OF WAY COW CONSTRUCTION IN INCH CONI COMAS INFO INFORWATIN SHT SHEET D INSIDE DIAMETER Sim SNILAR DEC DEPAW iNsit :NSUII,P,Ori SPEC SPCCVFiCAEVi DP DIAmETER iNE INTERIOR SE SURE FOOT DWG DI.QM (EC INTERNATOAL BDIED!NG CODE SS STAINIESS SPEEL DIM OPPENSION STL STEEL DK DOUBLE LBS POUNDS STR1OT STRUCTUN DN 454N STD STUD DWG DRAWING MGR MANAGER SUSP SUSPENDED HER mANUFAOPJRDI EA EACH i.M,X NtAXISIUM THRll IHROuGH ELEC ELECTRICAL MED MECHANICAL TNNG TINNED ELEV ELNATION MIL METAL ryp TYPICAL E0 EQUAL. MIN MINI* EQUIP EQUIPmENT MISC VISCELLANEODS UG UNDERGROUND (E) ExISTING UND UNLESS NOTED OTHERPPSE EXT EXTERIOR N/A NOP APPLICABLE GIF WERP IN '010 FIN FINISH NIC NOT IN CONTRACT VERT vERIICAL FER FLOOR NTS NOT E0 SCALE FLUOR 81004550501 'HP WATER PROOF 7 FOOT CC Oh CENPER vir/ CH. OD OUTRE DIAVE7 W/0 000 - LIGP - OG POWER CONDUIT - UCT - UG TELCO COVNIT SON SNALL BE lovTIANTED Mir MN vRITTEN MEAL va MS C,Su5 0., NS crovviO VE SmvEREM or THE LAU MN. NI AvvviOs ma gftwuTnts REAN TNE P50491, I W.ZM. NERscu [WREN. CV 4PaVvIN vUscaD NK nf ARCM mu c( POI% CLOWN Rtva Of Tv6 WV, 8259 REGISTERED RCHITECT ROBERT RRY STATE OF ASHINGTO 0 18:05:03-05'00' ROBERT JERRY LARA LICENSED ARCHITECT STATE OF WASHINGTON 8259 CONSTRUCTO ,,,,,, / (SSE FOR HUT REVIEWED FOR CODE COMPLIANCE , . APPROVED • , . '' AR 21 /019 N .. City of Tukwila BUILDING DIVISION A 1O/30/11 (SSUEO FOR REVIEw 45 Dole Reimloo cr., t: verizon ImplemerOaDon Team: CASTLEGERM 'CROWN , 1ESKSTP4AVENVIENV SE411E8148109 EXP SFP ' ' 1''"' t) irtl ,,. , ,, RECEIVED art oFTva FEB 28 19 PERMIT CENTER „- PROJECT INFORMATON IIIII 1 INSS N uNmANNEDFACLCNDRESTRCTEDACESS EQUNENTND WLBEUSEDFOR THE TRMSASSOOF ROD 5054,5 roR THE PuRPOSE OF PROODIuL PuSLIC CELLULAR SENCE. L E1R1ZON WREIESS CERTIFiES, THAT TH5 TELEPHONE EOUPmEN:( FACILP WILL BE SERVICED ONLYON , ..9, ez OM EPPLOIBE SEPV(Cc RERSONNa FOR REPAIR PcIRPO5ES ONO', THIS FACILITy 15 ONOCCJAED MD NCT DESIGNED FOR MAIM OCCUPANCY THUS IT IS NOT CREN TO THE PuScO. 3, TB1S FACIP wGGL CONSUME NO UNRECOvERARE ENERGY, 3, NO PDTAEU WATEP suPar 5 TO PI PROODD Al TP(S LOCATION. S. (0) WAS7 WATER WU ,IE GENERATED AI THIS LOCATION, 6. 90 SOO 116616 WIL di GENERATED Al THIS 1.0CAllON. 9 7, 518ZDN Ka% DAINTENANDE CRDu (TYPCkLY IX PERSON) WILL 5445 AN AVERAGE OF ONE TRIP 854 MOO AT ONE HOUR PER vISP, , v Ald m( MORRISON EDO STEWART SEATILE,GYA 0e,255.258.7370 vwvw.avrisonnellietcorr I HERSHFIELD ST, SUITE 200 98101 IMPORTANT NOTICE Projeol lolo. BU# 856360 SOUTHCENTER 15700 CON FL TUK1911.6, WA 98055 NE DISE% CONDITIONS REPRESFJ‘ITED HEREIN ARE SASi'D ON VISUAL DBSERV,RNS AN) INFORITION PROVIDED BY OTHERS. mORRISON HERSHFIELD CORPOPAEON CANNOT GUARANTEE THE CORRECTNESS NCR COMPTENESS DF THE NOTING CONDMONS SHOWN AvD ASSOMES NO RESPMETUTPr THEREOF. CONIKTOR AND HIS SUB -CONTRACTORS SHALL NSIT WE SITE ,,ND VERI1' AIL NSENG ODNDINNS AS REDLIIRSD FOR PROPER ExEDCGION DE PRCJEC.C. REPORP ANY CONFLICTS CR DISCREPANCIES TO THE CONSUTANT PRICR TO CONGTRUCTIO(i. . Droving Elle, GENERAL NOTES AND SYMBOLS LEGEND BUILDINGANALUDETAIL SECTION LARGE SCALE DETAI', 1.4m mi DETAIL ODER 1 DETAk ak 1 1 NU,VRE'R I 1 A -I ...land , SHEE, NUMBER SHEET NUMBER oaf DEINLID WHERE 0E1AkED REFERENCE ELEVATION DETAL BUG PrOjed Number. 7170282 Stud Dole: 10/25/17 Droller JS Defer, L8 DEPNL NU49E8 (I' \: : hied gonogec RKL PIA:681ot of Record: F11. kti REFERENCED SI,E:5 NGHRER 55A40I10 PPE DUD Revik NO: Aloe No: T-2 NOTE: THIS IS NOT A SURVEY. ALL INFORMATION AND TRUE NORTH HAVE BEEN OBTAINED FROM EXISTING DRAWINGS AND GURISD1CTiGNAL C13 1XFURWATiON AND ARE APPRONWAIE. TAX PARCEL 0005601034 EX1STING BUILDING TAX PARCEL: 000EGC0026 TAXPARCEL 03421600035 ENSUAG 41340141l FR241611 UNE 1111D1 z 078 0 z -78 r cil \EON; GRAND. - POND AREA ITN( PARCEL 3105620008 DusTINC GMAVEI. PARKING ARAEM WNW TAX PARCEL: x Exisx AccEss DR17:2 09 NN-3"± 111111i11u10fl04 pRopErl UNE 0771 S LONGACRES WAY 1 R IENED FOR ODE COMPLIANCE APPROVED 4 H211019 City of Tukwila 'AWING DIVISION TAX PARCEL 0005680027 EXISTING 115.-03 MONOPOLE TAX PARCELi 24E3049137 Ao NOT MG AVAANDS EAWAWIOX WlS1 ANY Alt DIMIONS NQ ANSE C101.114 OF 0,1, MRS OR 0116S44S. alIONS wOOIRCAM TO 4191 Smut. Ei RorarxtE VIM:UT KR MID A40EE3 63E6 Of EIS o40111EERE 64131311063740±51117631306363661430416 SAF.DTVON MIN 711t ASPER Of 4ORIASON HEASAFED GERMAIN NPR ORD HERSAFE1A 4011914314711761191693140611641043606 gENEW OA NS RICE 8259 REGISTERED ARCHITECT ROBERT JERRY LARA TATE OF ASHINGT 18:05:15.0500' ROBERT JERRY IAA LICENSED ARCHITECT STATE OF WASHATON 8259 CONSTRUCTION 12/11/17 tSSEED FOR PEReni 7313/17 11S2E0 FOR RE19 No. Dote Revision Dent: verizonv Implementation To: (r CROWN CASTLE 15114443.11641911116421 SEATTLE,4A 96109 RECEIVED CITY OF TUKWILA rEs 2 8 /019 PERMIT CENTER Komwhal's below. Call before you dig. AiE Team: 1 MORRISON HERSHFIELD ENSTERART ST, SUITE MI DEFIED WA HIV Tel 2ed 268737D u‘,.^A Tor sonlvsqtlo Project Info; BU# 856360 SOUTHC ENTER 15700 PiLSON Pl TUKVIIA IVA 98055 Denning 7tle: TE PLAN Project Nunten MOM Start We: 10/25/17 Deer. J5 Des1gner. LB Project Nonage9641 Rniesseyeal of Record: RL Recision Nen A Sbeei NO: A-1 24136' SCALE: 1/16' = 11-0" 11 el7 SCILL 1/32 • 1-0' IVIIIYIY1.111111111M11 8 SITE PLAN EXISTING ICE BRIDGE (OF DINERS) (7 S) PROPOSED VERI2CN WIRELESS ICE BRIDGE 804 (2) N6BRD CAGE AND (I) 4R FEEDER PROPOSED MOH WIRELESS u1F10HlS AND NOWAY E0U44E10 MOWED ON I0 ANFNNA PLA TOA4 OP) PROPOSED VE7820N 4NEIESS- LGw PORE ANIMA MOUNT NW4 fCI0118804 67 Set 0R WPM E0111L sr-6" EXISTING 008P0uN0 ////////// / /1////// E0i/1i6G EOUIPNENI SHELTER (M OTHERS) ////I//// //////// ///////////// // \"EXISTING SWING GATE EXISTING 140NOPu,0' M M M XXN M, M M N M X M M[ X M% I A /1 E0STLNG K IER AND GSCOr90C1 10 BE USED EPHIERCH PROPOSED VER1Z9N MUSS 00011 R-FRAME I/ WEAN DRS EXISTING CHUM LINK FENCE PROPOSE0101i0N WIRELESS EOOIP644r LEASE AREA )8'-0'd0'-0 10001G GENEW OR (Of OTHERS) PROPOSED Vif42OH 61Rc1ESS DOME PAD MOVED EWWAN 0624E15 (TiP OF J) -6 PROPOSED VER2O4 KRESS CONE PAD (8'-0's10'-0 PROPOSED VERQON 4'4ELESS EOUIPer WIC (19 0P J) } PROPOSED MOIQON WIRELESS MM' N-6R1NE 41111 4DRR6N15 WOW LG10 (I?a:) LGSE 1Af4ID0NC. PAD REVIEWED FOR CODE COMPLIANCE APPROVED HAR 212E9 City of Tukwila NG DIVISION I WPE20N ICE ROSE EN41NE SSSIN SINK 12NCc PROPOSED ARID RIRB2SS GK ANIEHM WED f0 PROPOSED N RECEIVED CITY OF TUKWILA FE9 28 2019 PERMIT CENTER CO NOT 0600 OPA6NGS. CONIPACIOR N it NEN17 AIL CHNU+A0151N01ANSE WNSUl1AN1S OF ANY SUNS CA ONISSNS Ni 116666 OS NOOPGICM 10 MR 06049 SKI. SS ;R&M MT PRIOR WRIOGI .iiN- reL rcfvr 910260 of iw 90 ON Ni N,raurnm 0100YNl CP,VIW;S PAC PENIC 0NS Ka INS PNORtm OF 496R604 NG2I0.0 OORWSON NEIM:R WREN NERSHFSEO NCd NE PRGw1EC1 WILL 8f FRONN'NO 2ONS19020ou RIND OF tNS 7601Eft. 8259 REGISTERED ARCHITECT ROBERT J. RRY IARA STATE OE N'SHINGiOi 1.12.1 1 18:D5:29-05'00' ROBERT JERRY [ARA LICENSED ARCHITECT STATE CE WASHINGTON 8259 CONSTRUCTION 0 12/11/17 ISSUED FOR PERNIi A 10/30/17 ISSUED FOR REv6 N0. Dole Revision Elie t. uerizomv Emp6meol1Gon Team: ('CROWN vCASTLE 1066WESTISWEAV66,SODESW) NPA1RE,WASPOS Oki Team MORRISON HERSHFIELD 610 STEWART SL SDITE riG SEATTLE,NW96161 leI:296266.7370 wr.P,00$6noer>naai0mm Project Info: BU# 856360 SOUTHCENTER 15700 NELSON PL IONMU WA 98055 Droning Tee: COMPOUND ADD EQUIPMENT PLANS Project amber, 7170282 Slat Dale: 10/25/17 ()rotten JS Designer, LB Project 4onoger: RKL Prolesinrol of Record: RL Revision No: Net No: ONLY VERI20N nIRELESS PANEL P7itEM1NAS S OWN iN PLAN NNW FCR CLARINI SE ELEVAPEAVS 2436' SW: 1/1 = 1-0 1fd7•SCUE1/8=1-0 4 COMPOUND PLAN 2 24'r76• SC4P 2/4' = 11'117' SLUE: E/6' PROPOSED EQUIPMENT PLAN A A-1r1 RAD CENTER OP EXISTING ANTENNAS ilID-D1 ADE k TOP DP EXISTING PONOROLE 'W:115)-01 ACA MIK WERRA ARRAY (OF OTHERS) E X I S G MON P 0 I EXISTING ICE BRINE (OF 014ERE) DOSTIDO GENERATOR IDF OKI'S) EysYNG EQUIPPER', WILDING (0" OTHERS) 1 EXISONG H-PRAME (OF OTHERS)".\\ EVGISTING MAN LINK PENCE-, m LLX(ISIING CRADP `K AGL ASSUMES 1. No RORK SHALL COMMENCE WITHODI TwE ARFRMEED TOWER STRUCTURAL CALI'S REPORT SIGNED AND SEALED BY A LCANSLD FROFESSIOKAL ENGINEER UNDER SEPARATE COVER ANEW MOUNT DESIGN BY PANUFACTURER. 2. REFER TO ENCINEERED RAMOS FOR DESIGN/ENSINEERING OF MONOPOLE AND ITS FOUNDATION BY TOWER hADIUFACERER. 3. PROPOSED ANTENNA MOUNTS SHFAL COMPLY WITH RS10-445 STANDARDS AS REQUIRED BY' 'FERE'''. 4. ANY EXPOSED FEED LINES OR COAXAL CABLES (SUCH AS WHEN NENDED DO OF THE TOWER 10 CONNECT TO THE FVATENN95) 20US1 at PAINTED TO 9141CH ME TOWER. k RAD CNER OF EXISTING ANTNNAS oR01115-E11 ACE kTo? NSW MONDELE RI 154 AGE RAD MEP DF PROPOSED 1,6120N RIPELESS egEDIRAS t954 A Exp.. 'PP SR. 2,4 20 EXISRPO ANTENNA ARRAY (OF OMERS) RAO CENTER OF PROPOSED PERRON WIREit,E4242 MN OEN* iBB -0 AGL EDSRNG ICE BRIGGE 'OF OTHERs) [RISING GENERAIOR (oP OTHERS) BOMB EOUIPPENT BUILDING (OF OTHERS) EXISTING HAFFAmE (OF OTHERS) EXISTING CHAYN LEXISTING CEDE 0-0 AGL ASSURED MISTING' MONOPOLE REVIEVVED CODE COMPL APPROVE MAR 21 2 CityofTu BUILDING DI AMES PUTNAM 1400E1 K10116804 Ele DEE OR APPROWD 20042 RERION WIRELESS WEN% AND MOJA( Eounpli am ON NEW *TOM PLONFal (111,) PROPOSED JOON KREBS l't NW NOR ANTON /PRONGED VUOZOR JoRELESS NEUES [(2) MO CABLE, (1) IN FEEDER] 10 RON WITHIN MONOPOLE PE CE 2/2020 S PROPOSED JEROON MUSS CONCRER PAD AM EOUPIEJPr GENETS (1P OF 3) 12 TO IVED TUKWILA 8 2019 IT CENTER PO PAY scALL DRAM CONIKTOR 96T 1242120 %MINS kID 0.0VSE CMILIMIS Of AM Noes OR mesons, me VOIRTINS OR CrICATIIINS TO WM MRPI XL' wRIMMIP ARAM "KR WPM 284900041110100011101411101004000040 SUPEREED 81' DIE WEST 000009400000011400 PECIFCATINS atm ME PROPERTY Of monu EWE@ COMDDON. OMER NOUN 10%0 NPR YACHTECT PLEBE m44144 MOTH PY TRW PRWT. 20 7.12.1118:05:42.0500' ROBERT JERRY TAA LICENSED ARCHITECT STATE OF wASHINGTON 8259 CONPRUCTION 12/i1/17 iSSLIED FOR PEW A 1000/17 ISSUED FOR RE0011 No, Dote Revision e verizoti Impltmentofoe Teo CROWN CASTLE WESRAKEAVE N,DATE 004111812484104 eAE Teon MORRISON HERSHFIELD AMTRAK 5T,GOTE POD SEATTLJEADelei let 20530.7370 omemorrisoneereleo.on Project Info: BU# 856360 SOUTHCENTER 15720PRISON PL 4011011A NA RODS ELEVATIOI\ Project Wee 7170282 Store Dote: 10/25/11 Beer JS Des;gmc LB Rrojat Mow RKL Professional of Record: RL Revision No: sheet No. 241036SGLE 1/8' = 0'117' 33423 1/16' t 9 8 4 30 EXISTING ELEVATION Mr SCAR: 1/6' • 1-3 11'1,17' SCA 1/16' • 14 6 4 PROPOSED ELEVATION A A-2 JUNCTION BOX 6 2436SCACE: NOT TO SC11E l01y17' SCML NOT TO SCALE SABRE 14' LOW-PROFTE PLATFORM (RN ClitSso4OR 4PPR01E0 MALI •14' PlAirOpm • ORDER RING mDUNT SEPARATELY OROER 2-7/5" CI,D. ANTENNA MOUNTING PIPES AND ALL HARDwARE SEPARATELY mOuNRNO BRACKET Naafi) PLAN vIEIN FRONT MIDI MANUFACTURER; RATCHAP ;MODEL: G:46;-SSIGHPF-46 HEIGHT: 19.19" ROME: 15.75' DEPTH: 10.20 WEIGH,: 26.9 185 (WITH MOUNT) MDTE: CONTRACTOR TO PRCARGE U-BOLT FOR PIPE MOUNTING SIDE VIEW ANTENISA PPE MOUNT 2-1/20 SCH, 40 PALY, PIPE mOUNT PIPE 10 PIPE CAP MAN PRI I 40-20-10 (TYPO (OR APPROvED ER:uk) A NOLES FOR (4) 0/8" nf.O KB-T2 950054 ROLT HGT DIPHO DALANZED STEEL CRANG FRO.. E0UIP.4NT TO TOWER; oSE APPROVED PRE FLAN 04kNor,RoVACUvEDREDEI:LABY kuOgi i686176 AFP.CATL 1B'o DOKRUE 3-1/2'm SCH 40 HOT DIPPED O.NIMANGED PIPE FOR a BROGE SUPPORT MTH END LAP EONCRETE PAD AFRLICAMON: 10'910'6/0" GZANIZED BASE PLATE ON BED OF SERSIJNG GROLN REVIEWED F I011D15/8" ;SNAKED LIS( FGATE CODE COMPLI CE APPROM„„ MA 21 2019 GRADE 121.1045/8" 040969000 BASE PtATE 1/4 00 NOT scaL sima CMSIOR met YERTY kL Dam RIO CASE COeila Arc MORS oR came st IOW OR anAilOsS TO CM SCA Siott OF oiMiuMNIN Mew SRN 00400040021400001.91511 RIS 0120C 2uFNEDED NE LATEST UM. a WKS AO Memos UM DIC MOW Of MON ifelfe2 MOM ORR OM HEWED NOR nit mesTECI CL PROM 011MCON MIN or INS oFoloY REGISTERED ARCHITECT ROB RT J RRY LARA TATE 0 ASHINGTON 8:05: -0500' ROBERT JERRY LARA LICENSED ARCHITECT STATE OE WASHINGTON 8259 CONSTRUCTION 0 12/11/17 ISSUED FOR PERMIT A 10/60/17 ISSUED FOR RENEW No. Dote Roan 0540. verizonv 2415.16. SCALE: NOT TO SULE 111511 SDLE: NOT TO SC.LLE TRI-COUR RING MOUNT P/N CiOt 17700 EY S03RE OR APPROVED EOWN. 000 PIPE TO PIPE MOUNT 5 CARS MONA ONLAIONT NOW PIPE 4040T69 611 B1534 EgN 241536' SCALE: 402090.4.9 11%17' SCALE; NOT 0 MI CE BRIDGE DETAIL 4 City of Tultvida BUILDING DIVISION WORK op (Typ) GALV PPE CAP 02004012040992901 ?ME 11-4( CAP PL, SEk 9500 not ARGONO 11530 UNISTPUT, IP/ PLASTIC ENO CAPS, FASTENED TO POST 1/21. SIMNIESS 9-30LTS (TTP); LS,CATON 10 Sig SIL!Tr EQUINENT COOT REQUIRENENTS TO. FINISHED ;FADE lef CNC PER (4) 5/8" NILS Km A0PESIvE- KU'S, miN 4-I/O EMBENOT IN10 CONCRETE RECEIVED Y OF TUKWILA FEB 28 2019 MIT CENTER COPIC PAD 47PL4011121, SEE DETML A /-101510155/8' BASE PIA1E DETAIL A hplementotion Team: CROWN ISCASTLE 151500E02lhe AVE N, MEM SEAME,WASSISS RAE 'Nom: 1 MORRISON HERSHFIELD COOSTEINART SI, SUITE 200 SEA1200,0249691 Te. 256.7370 M42414100,0411140110 Projett Info: BU# 856360 SOUTHCENTER WOO NELSON Pl. 1118914, 01998455 Drawing104. CO \ISTRUCT DETAILS ON Project Norden 7170282 Slot Calr 10/25/17 Drafter JS Seefonen LB Project Women RKL Prolesslonol of Record: RL Reoisioo No: Not No: 2436' SCoLE: 90110 SDLE 11.417. SCAE NOT 10 KALE GPS ANTENNA 3 2001 90914040112 sLLE GPS ANTENNA MOUNT 111511 90815,4011052110 2 SCALE: NOT 10 SINE SRAi: NOT TO SCALE H-FRAVIE DETA L A A-3 24136SCALE NOT TO SCALE I rx1711 SCALE NOT TO SCALE GALv. 95092110 PART OF CARNET yolt.s.; 1. ANCHOR czmus TO WF (I) I/2°R A325 BOLTS w/ STANDARD CUT wASHERS (I) 0 EACH CORNER, 2. USE e42" SHN PLATES AS REQUIRED TO PRO7DE LESSU 401N100 SURFACES 0 WF BENS. 3. INSTALL CIONET TO 1-B2451 PER MANUFACTURERS RECOMMENDATIORS. 4. AuGN EDGE OF W-FOGE 11/ BACK OF CABiNETS (PER P515)1, LENGTH OF CABINETS (PER Po) CAPNEI, REFER TO PROPOSED. EQUIPMENT PLAN FOR ELACT CABINET PLACEMENT NEw (2) w9915 I-BOS; SETAE xe-RANGE 10 CONC 5/ra H1L11 NB-17 ExPANSION BOLT 0 121 D.C. 4/4 E15BE5ME7 ALTERING SIDES OP FLANGE (PP) CNC RAJ, REFER TO PROPOSED NAN PLAN FOR DIMMEN004 EQUIPMENT CABINET SUPPORT FRAMING' 4 CA0INE1 TIE DOWN (4) I/11i 425 BOLTS w/ RASHERS X, NuTS IPBEAV (w9xIS) •7 7 711 7 7 7 7 7 117 7 7 T 11:x P 11V V 777777777 SECTIONVa SECuRE i-BEAm TO PROPOSED Sue w/ 5/B10 HID ND-T2 ExPANSION BOLT tir W/ 4* EmBEDuENT ALTERING SIDES OF RANGE (11P) CONCRETE P 24936. "AL MOT TO srm Ira SCALE NOT TO S(ALB 9 14 NIS CNC. SLAB w/ 2 LAYERS OF 5 0 121 0.C. EACH WAY (TOP & BOTT) 4., V, Sf9 2,.1V 12° 07. (112) 1 r + . 1 1 1 — T I 31 MIN. (71P) PER PIAN STuB UP if AB01,E STAB (41N). 0554114515142151 VAPOR WRIER UNDER SLAB, 6 MIL POLY7711. colapi SCE 14* 11114 CNC. SLAB 4/ 2 LARS Of IS 0 ir 0.C. KR WAY (1OP & 607) 1/4' CHAMFER EDGE (2r) VlEVvED FOR E COMPLIANCE APPROVED L 3 RECEIVED CITY OF TUKWILA FEB 28 ill9 PERMIT CENTER 3/4 CoAFIR EDGE (TYP) CONTRKTOR TO ME ARC BLEND 11010 EXISTING NC GRADE mIN 4" OF 151 wASHED STONE BED 0 PERImETER ON LANISCA WEED BARRIER PREPARE SuKRADE El REPLACING ExISTING TOP SOIL (uP TO 2-FT) MTH CLEAN 14ON-ROSI-SUSCEPTIBLE SOIL w/ LORCA AROUND PC PERIIIIER AND COMPACTING 10 95% 1444441111 044 DENSITY DO 401 SUE RODS COWIN KV MP ALL 99015525990952015250111955515111151109159 045DR4 ND VOW OR mODRADINS 10 OK .44 4441 44 .414444 TS 11144D.1 P41.14 1.1114.14 -M. 119919005151124114111914191425 1u 1St BY 144 141IST 1141,41414. 444 mots An SPESMIZ F.4444 INS PROM CS 144446441 0S41141114011PSA414114 NM MO RESS414111 KR Si Oval Ai KRUK CD1.1s1unai MD OF NIS WM. 8259 REGISTERED ARCHITECT RO ERT J RY L4RA TATE OF SHNGTON 7.12.1118:06:10-0500' RDBERT JERRY LkTA LICENSED ARCHITECT STATE OF WASRINGTON 8259 CONSTRUCTION 12111/17 ISSUED FOR PERMIT A 10/30/17 ISSUD FOR REVIEW No. Dote 69501025 C5en5 verizonv hpernentatim Ten r CROWN v CASTLE 15S541/ESTLAKE AVEN, SUITE 66I SEA1144,14494159 ,A&I Team: MORRISON HERSHFIELD 60051EWAR1ST,SUITE000 SEATTLE,WA48151 Td 206269 MO morrinelle d com Projal 1910 BU# 856360 SOUTHCENTER 15700 NELSON Pl 1204A WA 9805 Drawing CO STRUCTION • DETAILS Project Numkr 7170282 Start kte: 10/25/17 Drafter, JS 18 Desegner Projett Monogr RKL Prolesslowd of Read RI Revision No: Nei No: 14.46. ME NOT TO SCATI 114071 ME NOT TO SCALE ATTACHMENT DETA 2 2436 Pa NOT 10 SCA/ Irx171 SCALE NOT TO SCALE TYPICAL CONCRETE PAD SECTION A A-4 092 FRONT DIN 3112 RACK SIDE OTY DIM 1 DIM 2 DIM 3 WEIGHT RRUS 31 06E9 21,2 12,1" 1,0' 53,0 LK RA010 4449 1 20.0° 15.0" IDA" BSA LK NOTES: 1. INSTALL UNPS PER MANUFACTURER SPECIFICAPOIAS 24°46° SCALE) NOT TO SCALE Walt SCXE: NOT TO SCALE PROPOSED RRU DIMENSIONS DIV 3 TOP Or( DIM I DIM 2 DIM 3 WEIGHT SECTOR ALPHA 4E14593w53821 2 72.0" 16.0" 1.4° 49.0 LBS SECTOR BETA 9EX45604100v 2 72.0° 16.0" 7,4° 49.0 LSO SECTOR GAMMA 4E)(45E01100000 2 72,0' 16.0" 7,4° 49.0 APS NEITES: 1. INSTALL ACENNAS PER MANUFACTURER SPECIFICATIONS 2, CONTRACTOR TO TORQUE ALL MIMING HARDWARE PER NANDFACTuRER SPECEICATIONS PROPOSED ANTENNA AND COM SCHEDULE I amp, Nun , T " HINDER OF RAIMMO vrurno tonn T— 1 -"TT ELIC ND I IT DOTBILT NUIIEV2 COFFER I FISEDER 1 Mak MORS I 1110 1 We I EOTAPINDIT LIE T 93.1-0° 2 AMPH(NOL HE1456C43053+ - - 1 ti(BRID 6133-0* (2) RRIJ 32 HS (I) WA 4449 (11 11NC11024 BOK SECTOR KR AZIOT ROD CaP9 NUMBER OF mi6206k6 mord woo. LED TECH IT MT NUTIBJER OF MRS FEEDER IR PEW I 1040114 , ADONVONAL ' WNW! LTE 12T 94-0° AMPHEMOL 4E14SE2*2O221 - - - - S133'-0° '2) RAO 32 BRE (1) UDO 4449 124 CUM KIIENER OF FEFEWS vDEAR 6*3802 ETIC TECT1 Ili MT NUMB OF FEBERS FEEDER l',FE FEEDER LEO AZONTOTPL 621.111101 LT 270 96-0° 2 90PHE40L HE1456CW23819 - - 1 HYBRID ilIT-0 (2) FRU 32 E56 (I) RADIO 4449 (1) 72NCTION SOX ANTENNA POTS SKI CO42P1.410 8S1D-445 S7040440S AS REQUIRED BT RERUN. PROPOSED MON 613ELE2S PANEL MINA [AIPmANOL HD14.5606C00461 `C" ON PPE -TO -PPE ADAPTER, A5 REO'D PROPOSED MORISON MRELESS LOW PROFILE PLATFORM ANTENNA 1101,16fr MODEL C10115804 Or YORE OR SPRITS E60391 EVAN, *OPOLE PROPOSED V32920N WIRELESS PANE ANIONS NaPMENOL HD14560100004j PROPOSED AUR120N KESS LOW PROFILE PLATFORM MOOEL IC10116864 BT' SARRE OR kTPROVED 12141 PROPOSED VETTER WAFTED PANEL ANTENNA [4662001. 4014560900006] 1.41 f9l . 'k) PROPOSED VITRON WIRELESS JUNCTION ROM NOE TO PROPOSED ANTENNA MOOT (1roF2) PROPOSED e2R1208WIRELESS NU [ERICSSON RADIO 449] (TYR OF 3, 1988 230704) 6, 2 F02 SKIER) PROPOSED 10120N WIRELESS /2-1/2" (2-7/8' OD) GOY. SCH 42%PE MON (111P) PROPOSED VERAON WIRELESS PANE1 6211Thria t424432401. 04560100O961 ON PIPE-10-PIPE OPTS, AS REDD 1181710211284411.339353134410841711 1437030404220110101011741101021139924199 ovesSAM to) WRNS Ofi mOreltAlLtS ID wORK Sem SU,l9fl48I79l9IlIIl.19l34 APH.dvAL021113414010211037111192441±11 VERVE BY ThZ LATEST Kr4N. tu DWG AD 19001707029714149297840041174194104 NIPSHFED CORPORANN. 4011194244104914140011 OR THE ARXECT KL BE MENG CUSTRICIN VD OF NG KNECt 017.12.11 18:06:23-0500' ROBERT JERRY LARA LICENSED ARCHITECT STATE OF WASHINGTON 8259 CONSTRUCTION 12/11/17 ISSUED FOR PERMIT A 10/30/17 ISSUED FOR REVIEW No Dote Revision De I: verizoni Impleintntation Team: CROWN v CASTLE 1102011314140211310 023171111302104 2636° RAE: NOT TO SCALE 11%17° SCALE: NOT TO SCALA PROPOSED ANTENNA DIMENSIONS 3 2471.36° SCALE: 3/4" -0" 11°617° SCALE: 3/8 1-0 1 6 D" PROPOSED ANTENNA CONFIGURATION 5 CALV SCP 40 PRE NOUN( ANTENNA KANT BRACKETS Bf 89TENNA MANUFACTURER PANEL ANTENNA 2-1/2" GROI SOR 40 %PE YOUNT mEDLANICAL DOWN TILT NIT (AS HUD) Of ANTENNA 143N1FACI1RER ANCILLARY EQUIRMY, %IR 944119072444 ANTENNA MOUNT BRACKETS Of ANTENNA TOP VIEW MANUFACTURER PROPOSED MICROWAVE SCHEDULE DEsmonom Aiimni RAD MITER 064±9011 4914±909 80002 9101 011 29818 2144014 - 100' 981-0' 1 4112 S03-17060 2'N 01 19E"-3' PROPOSED ARON WIRELESS DMA RtIC MOURT MODEL 6 VFW 93970090 OR APPROVED EQUAL ExISTING 1151-0" MONOPOLE PROPOSED MON tORELESS I MICROWAVE DISH POSED AuRADN IBRELESS Li° STRADOFF AA PART i14101 BY SREPRO 1 OR ARPROVED EQUAL KES. ANTENNA MOUNTS 901 COMPLY 41174 NSTD-445 SIMMS AS REQUIRED BY VERIZON. OTY Elhl A DIM B DIM C WEIGHT SPF2-52CN 28"7 4,5" 14" 22 LDS DIM A RECEIVED TUKWILA 28 i818 CENTER SEPARATE REQUIRED PENTANE) PPROVAL AteE Turn 1 MORRISON HERSHFIELD 6C9 STEWART ST, SMITE 2O2 SEATTLE, Watt 08206.266.7370 avnlriSonhetfielam Project Info: BU# 856360 SOUTHCENTER 15738NELSON PL NAM WA NM Droving Title: ANTENNA CONFIGURATION Project Number 7170282 Start Dote: 10/25/17 Drafter. IS Designer: LB Project Marlow. RKL Proteestonol of Record: RL Revision' No: A Sheet No: 3F-1 24%36° SCALE: 601 TO SCALE 11'217' SCALE: NOT TO SCALE TYPICAL ANTENNA ATTACHMENT 2 24Q(36° sce NOT TO SCALE I1917' SCALE: NOT TO SCRLE PROPOSED M CROWAVE CONFIGURATION tongacres way SECTOR 1 r DOT 850 TE 11, 1001. 4442780 SECTOR 2 =Malign. r M1 I el 1 1 MO i.µ12TpriVP --tr- LL4 77— sp2E SECTOR 3 PAL 000101 •111••••• or I r 410101018 tan 177177 rdit071114" u ul 112101410i4111114181011 RECEIVED, CITY OF TUMILA SEPARATE EB PERMITAND 2 8 2019 APPROVAL CENTER REQUIRED r IT OS MIPACTOR M11$1 YERP DC, .01W mac. OF kV= 01 xDSIONS anoms N6sms'ntelin witim Ns ,4 VOA OEaMES os 40 PROM s ILAitsi gm ALL NM 940 SIPMEIS Sp,Ery NORAID_ ADOCAML,„'.,', IMON NRVE0 Npoo COMt AlitKIEC ,E vp, of 44 mow, 17.12.1118:06:35-0500' ROBERT JERRY [ARA LICENSED ARCHITECT STATE OF WASHING[ON 8259 CONSTRUCfiON 12/11/17 ISSUED FOR REMIT A 10/30/17 tS30E3FOP PNIN Dote Revision 0180 veriri iropremenlodo Terror CROWN ,CASTLE 15{IFIAKEAVEN,SVEED SEA' 711E ViA981 LRE leant SEAMT,OrCO8101 id: 21193.1M rokmx4Aersqleidarri MORRoDISm0 nESIFIELD NARTHS7E.SOR Project Info: BU# 856360 SOUTHCENTER 15700 NEM PL 1011.7 10 924 Drawingloio PLUMB VG D AGRAM Project Number, 7170282 Sleet Date: ID/25/17 Droller: JS kettreT. LB Project Wrier RKL Prolesimal of Record.. RL Revision No; Net No: 2436' 20405 IIOT TO SColi I rod' KALE NOT TO RAI PLUMBING DIAGRAM A RF-2 GEV=RAL ELECTRICA NERAL 544MINE PEE SITE CONDITIONS VERY CAREFULLY AND THE SCOPE 0r PROPOSED wCRK TOGETHER WITH 1HE w'0RK OF AL OTHER TRADES !NO INCLUDE IN 100E EIC PRICE ALL COSTS FOR WORN SUCH AS EOJIPIAENT AND WIRING 0440E NECESSARY TO 4WMMODATE THE ELECTRICAL SYSTEMS SHOWN AND SYSTEMS OF OTHER TRADES 2 SUBMITTAL OF BC INDICATES CDNi04610R IS BOOM?ANT OF ALL JOB SITE CONDITIONS AND WORK 10 BE PERFORMED UNDER THIS CONTRACT. 3. PERFORM DETAILED VERIFICATION OF WORK PRIOR TO ORDERING THE ELECTRICAL EQUIPMENT AND COMMENCING C0NS1RUC110N. ISSUE A WRITTEN NOTICE TO THE CONSULTANT DE ANY DISCREPANCIES. 4. 0B141N ALL PERMITS, PAY ASSOCAIE FEES AND SCHEDULE IASPECNON, PROVIDE All LABOR, MATERIAL, EQUIPMENT, INSURANCE, AND SERVICES 10 COMPLETE THIS PROJECT IN ACCORDANCE WIH THE CONTRACT DOCUMENTS AND PRESENT N AS FULLY OPERATIONAL TO THE SATISFACTION OF THE OWNER. CARRY OUT WORK IN 4CCORO5CE M6H ALL GOVERNING STATE, WUNRY AND LOCAL CODES MD OSHA. . PRIOR 10 BEGINNING WORK COORDINATE ALL POWER AND TELCO WORK wiTh ME LOCAL UTETY COUPANF 4S IT MAY APPLY TO HIS SIZE, ALL WORK TO COMFIT' WITH THE RULES AND RECUI1'IONS OF THE UCLRIES INVOLVED. 8. FABRIC410N AND INS11A1ATION OF THE COMPLETE ELECTRICAL SrSIEM SHALL BE DONE IN A FIRST CLASS WORKMANSHN PER NECA SAND4RD 1-2000 BY 9UALFIED PERSONNEL EXPERIENCED IN SUCH WORK AND SHALL SCHEDULE THE wOFR IN AN ORDERLY MANNER S0 AS NOT 10 IMPEDE PROGRESS OF THE PROJECT. 9. ,DURING PROGRESS Di THE WORK, MAINTAIN AN ACCURATE RECORD OF THE INSTALLATION OF THE ELECTRICAL SYSTEMS, LOCATING EACH CIRCUIT PRECISELY AND DIMENSIONING EQUIPMENT, CONDu4 AND CABLE L024404S. uPON CO4PEIEN OF ME INSTALLATION, TRANSFER ALL RECORD WA TO BLACK LINE PRINTS D THE 0a1GIN'1 07AWINCS AND SUB4111HESE A.YAMINGS AS RECORD 7R45INGS TO THE m S,NAy1 0, CONP%1E JOB SHALL BE G'E4R4NTEE0 FORA PERIOD OF ONE (I) YEAR AFTER THE CATE Cr' .DR ACCEPTANCE BY OWNER. ANY WORN, MAIEBI,aI, 0R EQUIPMENT FOUND TO BE PAULIN DURING THAT PERIOD SHALL BE CORRECTED AT ONCE UPON WRITTEN NOIIFICA110N, AT THE EXPENSE OF ME CONTRACTOR, 1I. GENERAL CONTRACTOR IS RESPONSIBLE FOR REQUESTING CONNECTION OF COMMERCIAL POWER FROM THE POWER COMPANY. ELECTRICAL CONTRACTOR SHALL COORDINATE THIS WORK wlrn THE GENE4PL CONTRACTOR. 12. COORDINATE E5AC1 TELEPHONE REQUIREMENTS AND SERVICE ROUTING WITH LOCAL TELEPHONE COMPANY. APPLY FOR TELEPHONE SERv10E I4.RIEDI4TELY UPON Aw4R0 OF CONIR4CT, TASK MAERIALE AND IHEEINOD4 1, ALL ELECTRICAL WORK SALL ,05'04M 10 THE ED15' OF THE NECACCEPTED BY TN, DCA URSC0IDN AND 10 THE 444 043LE LPk CODES AND REGULATIONS, 2. 4l MATERIALS AND EQUIPMENT S' Al BE ,NEW, MATERIALS AND EQUIPMENT SHALL BE THE STANDARD PRODUCTS CF MANJFAC"1WG4'5 CL4REN1 DESIGN, ANT RST CUSS PRODUCT MADE ey A REPUTABLE MANUFACTURER MAY BE USED PROV DING I CONFORMS TO THE CONTRACT 4EC0404155 S APO MEETS THE AP;PEVAL OF THE CCNSuLTANT AND THE 0w5ER. 3 ARRANGE CONDUIT, W(R;N0, EQUIPMENT, AND OTHER WORK CENERALIR AS SH041N, PROVIDING PROPER CLEARANCES AN0 ACCESS. CAREFULLY EXAMINE ALL CONTRACT DRAWINGS AND FIT THE WORK IN EACH LOCATION KNOUT SUBSTANTIAL ALTERATION. WHERE 0EP4R1uRE5 ARE PROPOSED BECAUSE OF FIELD CONDITIONS 0R OTHER CAUSES, PREPARE AND suave DETAILED DRAWNGS FOR ACCEPTANCE. 4 1HE CONTRACT DRAWINGS ARE GENERALLY DWGPAMN&TIC AND ALL OFFSETS, BENDS, FIRINGS AND ACCESSORIES ARE 1a1 NECES0RILY SHOO. PRONDE ILL SUCH HEMS AS MAY BE 4E0,.6ED N FIT THE WORK TO THE COEI1ORS. 5. 044INIAIN ALL CLEARANCES AS REDUIEO 6Y NEC, 6, SEAL AROUND CONDUITS AND AROUND CONDUCTORS WITHIN CONDUITS EN1ER4O THE PF6ABRCAIED SHHEL?ER/C'AB4J5 NYERE PENETRATION OCCURS WITH A SICCONE SEALANT TO PREWN1 MOISTURE PENETRATION N'0 BU4LDINC/SHELTER. 1 SIOCCNE SEAL AROUND ALL BOLTS AND SCREWS USED TO SECURE EQUIPMENT TO Ex1ERIoR OF BUILDING, 8, 0444E NECESS4R1' CONNECTIONS FOR BATTERY IN EM R ENO5 LIGHT FIX1uRE. CONNECT ENERIOR LIGHT 4WURE (PROVIDED BY SHELTER 4ANUF4CN4ER) TO EXTERNAL JUNC'@N BOX, CONDUCTORS AND CONNECiCR9 1. UNLESS TIDIED OIHERWSE, ALL CONDUCTORS S'ULL E COPPER, MINIMUM ANC, WNH 14E4M0PLASNC INSULATION CONFORMING TO NEMA W65 0R 050554UN4ED POLYETHYLENE INSULATION CONFORMING TO NEMA WC7 (TYPES DIHN OR ThN4N-2). INSULATION SHALL BE RAZED FOR 90'C CONDUCTORS SHALL BE COLOR CODED IN ACCORDANCE WITH NEC, 2. ALL CONDUCTORS USED FOR OPOUNDING SHALL BE COPPER AND SHALL HAVE GREEN I4SUU2ION EXCEPT WHERE NOTED FOR COPPER CONDUCTORS 86 A'WG AND SMALLER LSE 3M SCOTCH -LORE 0R IRE ILA -KOLA COMPRESSION 1PE CONNECTORS WITH .NTECRAL OR SEPARATE INSULATON CAPS. FOR COPPER CONDUCTORS LARGER 1PAN R6 AC USE SOLDERLESS IDEN' HEX SCREW OR BO.F TYPE PRESSURE CONNECTORS OR 00'UBLE COMPRESSION C-DECOR CONNECTORS, UNLESS SPECIPIED 01HERWISE ON DR4wINOS. 4. UNLESS NOTED OTHERWISE Alt LUGS SHALL E TIN PLATED COPPER, TW0-HOLE, LONG BARREL, COMPRESSON TYPE. 5 CONDUCTOR l NC14S SHui 6E CONTINUOUS FROM TERMINATION 10 TERMINATION WI1H0U- SPLICES SPLICES ARE N01 ACCEPTABLE IT SPLICES ARE 34440DABLE PRIOR APPROVAL FROM THE ENGINEER MUST BE 0BINNED. RACEWAYS AND 30%ES 1 ALL CONDUIT SHALL 3E Ul LASELED. 2, ALL EMPTY CON0LNS INSTALLED FOR r4T'JRE USE SHALL HAVE A PULL CORD. 3 SHEET METAL EDXS SHALL CONFORM '.0 INEM4 OSI; CAST -METAL BORES SHALL CONFORM TO NEMA 81 4N0 SHALL 6E SIZED IN ACCORDANCE'WITH NEC UNLESS NOTED C H,R4SE OTES L=GEND GRNNO NG, I. ALL LIGHTNING PROTECTION AND SAFELY GROUNDING OE THE EMEC1 04L EQUIPMENT SHALL BE CARRIED 0'O1 IN ACCORDANCE WITH THE CURRENT NEPA AND ARIUON WIRELESS STANDARDS. 2, GROUND LUGS ARE SPE0FIE0 UNDER SECTION 3 CONDUCTORS AND CONNECTORS". 3. AL GROUND LUG Mp COMPRESSION CONNECTIONS SHALL BE COATED 41I1' AND-OMOANI AGENT, SUCH AS NO-0i, NDALO5, PE4E1R0X OR KOPRSHIELD. 4. GROUND ALL ExP05E0 METALLIC OBJECTS ON BUILDING EXTERIOR INCLUDING BUILDING TIE DOWN BRACKETS. 5. PRONDE LOCW WASHERS FOR ALL MECHANICAL CONNECTONS FOR U:CUND CONDUCTORS. USE STALNIESS STEEL HARDWARE i4RODh40D1. 6, D0 NOT INSTALL GROUND RING OUTSIDE DE PROPERTY LINE 7. REM ALL PRINT AND C,;AN ALL DIRT FROM SURFACES 4E0.IRING GROUND CDNN CADDIS, REPAINT T'0 MATCH APER CONNECTION iS MADE TO MAMMON CORROSION RESISTANCE 8, ALL EXTERIOR GROUNDING CONDUCTORS INCLUDING Ex1ER0R GROUND RING SHALL BE 2 ANC SOLID RARE TINNED COPPER UNLESS NOTED OTHERWISE. ,MAKE ALL GR0uN0 CONNECTIONS AS SHOP AND DIRECT AS POSSIBLE, AVOID SHARP BENDS. THE RADIUS OF ANY BEND SHALL NOT BE LESS THAN B' AND THE ANGLE OF ANY BEND SHALL N01 EXCEED 90'. GROUNDING CONDUCTORS SHALL BE ROUTED DOWNWARD TOWARD THE BURIED GROUND RING. 9. BOND ALL EXTERIOR CONDUITS, PIPES AND C'l1NCFICtL ME41uC OBJECTS WNH A PENN-UNION G1 SERIES CLAMP, BLACKBURN GUV SERIES CUAP 0R A BURND1 OM 3900BU SERIES CLAMP ONLY, N0 SU8S1N1FS ACCEPTED. '0 ALL G.RWNO CONNECTIONS SHALL BE APPROVED FOR THE MEALS BEING CONNECTED. II ALL G5T54e4 See N2 CONNECTONS SHALL 3E EXCITRMIG LICE WELDED. ALL 1D-H.MD ADDS 10 54ILEGR GROUND EBWe S4AL S! 1HE PARALLEL Rm5, C.E.W1 FOR THE GROUND PODS ifICH ARE TEE ,x01HERMC WELDS REDS& ALI CALMED SERFACES THAT HAAS 3EEN COALED BY E4CIFERMIC WELDING. USE SPRAY GALVAN925R SUCH AS HOud 0CE40S0L 215-501, 12. CONTRACTOR SHALT- NOITIY THE CONSIRUCPON MANAGER WHEN THE BURIED GROUND RITE 5 INSTALLE0 SO THE REPRESEN1411vE CAN INSPECT THE GROUND RING BEFORE 1 IS RECOUP 'CH SDL. 13, FOR METAL FENCE POET f,AOi,MNINP USE A HF1N'71ry PPE r1,n'040 eLSEIP C 1 501HEN.A0'MELO CONNECTION TO POST, GROUND ALL FENCE POSTS WTHIN 6 OF EQUIPMENT IW, W'HERE MECHANICAL CONNECTORS (n40-HOLE OR DUMP) ARE uSE, APPLY A LIBERAL 440150IDD COATING OF 4N AN11-O505 COMPOUND SUCH AS NO OXIDE A" BY DEARBORN CHEFIFMAL G0ALP4NY ON ALL CONNECTORS. OMERO ARENT ee SHORT-CIRCUIT/CND FAULT PROTECi:ON OF APPLICABLE) CONTRACTOR SHALL RECORD LOAD READINGS WHEN SITE P0wE4 ORIGINATES FROM A 3o SERVICE TO MONITOR & ASSURE 4 BALANCED IOC Al THE PRIMARY S 44L4 RECORDS SHALL BE PRCV,DED '0 7HE SNT/FACILIY OWNER CONTRACTOR SHALL CONSULT MANUFAC7U454'S PLANS, SHOP DRAWINGS AND SPECS FOR I4D004/CU1DO0R EOLIPMEN" 1OCA1CN 4 INSIMUII0N. ELECTRIC SERVICE SHALL RE IN 004405NC WITH ALL RULES & REGULATIONS OF THE JILITY CO. ELECT. CONTRACTOR SHALL PROVIDE 501'04EM w11N HIGHER SHORT-CIRCUIT FAULT CURRENT RATLAGS (NA I,C,) AS REQUIRE 10 MATCH R EXCEED UTILITY CO AVFHABLE SNMMETRICAL & ASYMMETRICAL FAULT CURRENT LL0ELS. FUSES IN SERNCE Sw11CHE5 SHAH BE 03052 SKI". CURRENT LNII NG TYPE, 200 LAIC., u0N-7ME DELAY, DISCONNECT Sw11CHES 10 HAUF REJECTION CUPS, UNLESS R40CATE0 OTHERWISE, ELECTRICAL EOUIPMEN1S & PRNIE0TI0W5 SH4i I BE STANDARD LAIC RATED HIGHER THAN N60MING ECU@MEN1 AND/OR 31LITY CO. WIC RATE AND CONSIDERING EIE0141C MOTORS FASLS CONTRIBUTION CONTRACTOR SHALL N01 BEGIN 0045'6UC➢DUI UN1IL IIIS HANDA10nl' PE lRE04EN' IS MET F Kw LGA0 IS ADDED CON'RA,ROP SHALL 4ERIHY R CONFIRM BEFORE CONSTRUCTION TPA! TOTAL FUN SERVICE LOAD SH4l i 2P FOAL TO (125% 0444 CMAH04 NEw LAWD)< 80% SEm10E ENTR5Ct 0ON0u710Rs/MAIN OVER CURRENT PROTECTION AMP4CItt wHICHEAR RATING IS LOWER. LIGHTING SHALL MEET NEC, IESN4 AND/OR FAA 514151RDS IF APPLICABLE. P.40105E1FIC LEVELS SHALL COMPLY WI1I LOCAL STATE & FEDER0 Ru1ES, ILL ELECTRICAL EUIIMENI SHALL BE INSTALLED UI' ACCESSIBLE AREAS ONLY. THE ELECTRICAL INSi4LU10N SHALL MEET ALL STANDARD POOL 40M55N'S OF PO5E4 AND TELE- PHONE LIILTIY C04PANYES, SYMSLL 01004*TON — n a ■ t4 —0 —OH— _DG,.— — UGP - - MGP/001-- R VJ H 1' CIRCUIT BREAKER NON-PJSIB1 DISCONNECT SWITCH U.SaE DISCONNECT SWITCH SURFACE MOUNTED PANEL BOARD TRANSFORMER KILOWATT HOUR NEIi4 JENNIES CAM 0R 00400I TURNING UP IN PI1N NEW DENOTES CABLE OR CONDUIT ILANNG DOWN IN PLAN NE14 J10010N BOX PULL BOX 10 NEC/TELCO STNNDAR05 OVERHEAD UTILITIES u4DERGROUND TELCO UNDERGROUND POWER UNCERGRDU4D POWER/TELCO IELCD NOWEP DENOTES REFERENCE NOTE EXOTHERMIC WELD CONINECINON MECHANICAL CONNECTION (eg LUG, C-1APj GROUND ROD GROUND .ROD WITH INSPECTION SLEELES GROUND BAP PIN AND SLEPT RECEPTACLE GROUND EDND6'OR W Ixi 571E 0N,64PS ONIRWCTM WO VERIFY 11 Nam Avn W0N'SE MNMAi4NS OF NH MS 61 414504 NO NRM'Nxi eR W"d'Li1015 m OK 5UW S41 BE &P M1O 5010 Pminx wan, '044'a PqN14 50MFS "a TN4 ROW ARE SWR'.[WKoTBE u1ESY 44M4 ALL MC NO 245040M1MNS REM ME PAOPEn11IN NM4RIO NMd4NCAD 1 44514UNR MFMRR MID 45114ED ONE ARNNIMR1 MN! BE PROM WNSIROCP,M1 ROM OF MIS PRIM 20 1.12.�RMN N"R0 06-0 PROFESSIONAL ENGINEER STE OF a050IN41OR ezu CONSiRUCTION 0 12%1f/17 6SUE0 FOR PEF041i A 10/30/17 ISM FOR REVIEW Dote Rmma4 AB3REV ATIO\ S CNAc verizomv ARO AIC B'C CRP CC CAW D11. EC GE GEC GRC MIS AEC 0/E RAC SD SE sN Fee IEGB iR TVSS TYR WP 0/G PC ABOVE FINISHED GCE WERE INIERRUPING CAPACIY PLOW FINISHED CRANE 00NDU1 CELL REFERENCE ROOD BAR COPPER COMPLETE W'I1H Car TAPE TRANSFORMER EMPTY CONDUT GROUND 061050ING ELECTRODE OFCINCING ELECTRON 604Du610R CALV4N4E0 PGID CONDUIT M4NU41TRANSFER SNITCH NATIONAL ELECTRICAL CODE O0ERHEN0 RIG D NON-METALLIC CONDUIT (SCHEDULE BCC PVC) SERVCE DSCONNECI S4RiCH SERVICE ENTRANCE SOLID NEUTRk RECEIVED NWER 540 06 U o „CITY OF TUKWILA IR4NSFDRMEP �19 % a TRANSIENT VOLTAGE &URGE 5'IPP.P<.SEy9 28 L0 1PU, r`` WU'H'ERPROOF - NEMA 3R UNCAR,4DLN0 PERMIT CENTER POWER PROTECTION SHEET SEPARATE PERMIT AND APPROVAL REGU!RED Implementation Team: 'CROWN ICASTLE IRS WESILAHEAVENHNIE [No 9EAi1LE,WA961M9 ARE Tam: MORRISON HERSHFIELD NOSTEWART ST, SURE 2W 54411EWARS101 'e1: 20539.7371) ..morrisonnetbdom Project Info: BU# 856360 SOUTHCENTER WOO NCiSON PL RLWArMA, WA 9805S DRAMS RSlle: ELECTR CAL OTES AND SYMBOLS Pro jut fresher. 7170282 SI%I Dote: 10/25/17 Droller: JS Designer. LB Project Monger. RKL PTolasionl of Record: RI. Wolof No: A Sheet No: E-1 NOT USED NEW 246624' NE4A-3R TELCO ENCEOSURE MOUNTED ON H-FRAME FOR FIBER. 383310SED 4' Pt CONDUIT WOW (3) 1-1/4' INNERDLN'S AND '46004BLE MUSE TAPE FROM NERA-3R TELCO ENCLOSURE TO DUDLLK FIBER CABINET. NEW (2) T12 Aw0 CU. AND (1) II2 AWG CU. G.RDUNO W I/2" RNC. CIRCU0 PP1-16. NOT USED, NOT USED PROPOSED TELCO CONDUIT STUBBED UP AT RIGHT OF WAY. COORDINATE vnTH FOR PROVIDER FOR NEW 1ELC0 SERVICE. CON1R4CI0R 10 INSTALL 1A25 vAUl1. NEW (3) y3/0 AwG CU. IN 2-I/2" RNC, E11S144G 25KVA OUT! TRANSFORMER, COORDINATE w11n MILIIY FOR 120/2WV-10-3116 2004 SERI10E FOR RERUN ARELESS NEW (I2C) INTEGRATED L04J CENTER, NEM4-3R PPC LOAD CENTER (PANEL "RI COMPLETE WITH AN INTEGRATED AIN08uOC 1RMSFER SWITCH, A 200A-2P UTILITY MAIN CIRCUIT BRAVER & A 200A-DP EMERGENCY KIN CIRCUIT BREAKER NOT USED. 3-3/0, + If6 GROUND, 26C, PROVIDE RNC B.F,G, AND RCS A.F.C. E3ISURG 200A, 120/240V-1m. 366 014N DISCONNECT Km INTERRUPTING CAPACITY=IODK 4R, LABEL 'RERUN WIRELESS WA' ERIS-160 NETER, CONTRACTOR TO CONFIRM IF METER CAN BE USED, NEw 200A 08PACltt 240v-Im NEmA 3R METER SOCKET PER POWER CO. REOUIREUENIS. PROPOSED 4" PVC CON0CN Kw (3) I-1/4' INNERD0CIS AND TRACEABLE WALE TAPE F1ON 6LE4A-3R TELCO ENCLOSURE TO RO.W INSTALL CONDUITS IN A 36' BELOW GRADE TRENCH. COORDINATE ENACT REQUIREMENTS w11W FIBER PROVIDER. BOND TO GR0uN0 RING 602 AWG SOLID TINNED COPPER. NEW MIN. N4 AWG CU 10 (2) 5/80610' COPPER CND RODS SPACED A MINIMUM OF 6' APART. VERIFY IN FIELD. N01 USE& NEW 2" CONDUIT FOR EOUI3EN1 CABINET REFER TO 60A7 CENTER K. SHEET E-6 N01 USED. NOT USED. NEw H-FRAME FOR RERUN EOOIPMENI. CONTRACTOR TO ARRANGE 10 PAY FOR 040E9GR0UNB UULITY L0AHON 304311S ECR ALL TRENCHING, REUSE NATIVE BAWL AND REINSTATE TO ORIGINAL CONDITION. INSTALL 6' WIDE 8ET4LGC LINE RED PLASTIC MARKER TAPE B' ABOVE ALL BURIED CONCUR. NOT USED. NOT USED. NEW PRIMURY POWER PhD BATTERY ENCLOSURE. NEW RAN 0431NET. On12tt ROMNC ND1F' CONDUIT ROUTES AND SPECIFICATIONS FROM vEAI3ON wIREIESS COMPOUND 10 UTIIR1 NEE POINT ARE PER THE REOUREWENIS PROA'J13 IN 116E 1:'.J16 CDORDINATIDN REPORT 63 CROWN CASTLE, DATED 0/IL/17. SEPARATE P PERMITAND APPROVAL REQUIRED RECEiVED CITY OF TUKWILA FEB 28 2019 RMIT CENTER AIDE 176630" CONCRETE Pull -BONES AT EVERY OTHER 8 O OR AS REQUIRED BY MO1Y COUPANY 00 NTBGI0 puma uu51ARIfY41 o1 1110 NMSE mows CC NW ERRORS OR 1a4S11a4, NO VANNNS CR 401!0471IS 10 en SON SHALL 33 WP13643D Wmk"{1 PRO WREN 481804A. Al POOLS ISSUE 0P 111N WA% OK 5PFN9ELU00Y 11,,E WEST HUSK Alt MSAd SEC0t4'NN514Aw NNE NOV( W 3124 'PNNIF$0 C09114713 U1NER MASON 43S1#l0 MA NE 411"02' NRL BE Fp033143104014,WON RENEW OF THIS 463311 lASCN N O1OTM P4OEESSIONN, EN00R1R STATE OF WNSHINVON 1210 CONSTRUCTION 12/11f17 ISSUED FOR PER147 A 10/30/I7 ISSUED FOR REVIEW Dine fret uerRoni Implemenlal'oo horn; CROWN CASTLE 1030133TLAKEAVEN,SUITEBW SEATILE,WAW13N AWE Teem: MORRISON HERSHFIELD WO S1ftv4R1 ST, SUITE3W SFATRE,W'AA°131 Tel:N 238131O nx.rromeomershlemmm Project Info: BU# 856360 SOUTHCENTER 15700 NELSON PL 1U4AI3I WA MOSS Dmeing ITUe ELECTRICAL SITE PLAN Proved N4m8er. 7170282 SIaM Dale: 10/25/17 Wier, JS Niger LB Projecl Ma3N3er 341E Prolessionol of Record: RL Re+3on No: A Shed No: ELECTRICAL REFERENCE NOTES 2 24576' SG1E 1' = 66-0' 11'07. ME: I'=120'4 ELECTRICAL SITE PLAN E-2 8 NOT 9SED. 0 NEw 24'9247 NE0-3II TEI.CO CNCLOSPE mOuNTED IIN R-FPARE FOR FIBER. PROPOSED AT INC CONDUIT MN (3) 1-1/47 INNERDuCTS AND 18A044B111 muLE TAPE RN, 424A-7R TELCO ENCLOSuRE TO NIA FIBER CABINET. 0 NEW (2) 12 AK 01). AND (1) r2 4.990 OU. GROUND IN 1,/21 RIC. CIRCUIT P71-15. 0 NM USED. 0 NOT uSED. PRopOSED TELCO CORM STuBBED uP AT RiGril OF wAY, COGROINATE WITH FIBER 0 PROVO FOR NEW TELCO SERVICE. CONTRACIOR IC INSTAU Tk25 vAULT. ® ND+ (3) f 3/D ADO CIL IN 2-1/2' RNC. 0 EXISTING 25KVA ,170 TRANSFORMER. COORDINATE Kik J1.111FOR 120/24N-19-39, 2110A 264310 FOR vERiZON COBS 8 NEW (ILO) INTEGRATED LOAD CENTER, NE44-34PPG LOAD CENTER (PANEL "441) COMPLETE 41191 AS INTEGRATED kf'DMATIC TWISFER SWITCH, A 2a88-28 UTILITY MAIN CIRCuli BREAKER & A 2D0A-2P ENERCONCY 4014CRCS BRWER. I NOT uSED. ® 3-3/0, t Ii6 GROUND, rC PROVIDE R9IC BRO. AND RCS A.F,C. EXISTING 20034 122//24Dv-Im, 3w NAIN DGCONNECT w09 INTERRuPTING C5P4011=1004 AC, LABEL NERIZON wIRELESS NAIN' 8 DIETING mETER. COIRAZIOR TO CONGRAI Is mETER CM BE USED, @ NEW 2CIDA (Or 240v-la NEMA 3I9 RETER SOCKET PER ROINER C3. REOLIREmERTS. 0 PROPOSED 4PVC CONDUIT WITH (3) 1-i/4" 144340413 AND NEAL,. NULE TAPE RN NEA0-3R TELCO ENCLOSURE TO R.O.W. INSTAU. CONDUITS IN A 36 BELOW GRADE (TRENCH. DDRDINATE ENACT REOuIRENENTS wiTH FIBER P9OVID14.42 0 GOD TO GROUND RING 02 ANC SOLID TINNED COPPER. NEW WIN. IA ANG CU TO (2) 5/87X1 COPPER CLAD RODS SPACED A MINIMUM OF 6' ® APART. VERIPr IN FIELD. 0 NOT uSED. 0 NEW 2' CONDUIT FOR EQUIPNEWF CABINET REFER 10 LOAD CENTER NAG. SREET E-6 0 NOT US(D. @NOT USED. C) NEIN N-FRAME FOP VERIZON EQUIDI IPME. 0 TO ARRANGE TO PAY FOR uNDERGROuND On LOGAN suRvers FOR CONTRACTOR AL TRENCHING. REUSE NATNE MCNEILL MD REINSTATE TO ORIGINAL CONDITION, INSTALL 6° WIDE METALIC UNE RED PAT MARKER TAPE 8° evE All BURIED CONDUIT 8 NOT USED. 8 . NOT USED ,0 1i,'YI PRA?! POWER AND BATTERY ENCLOSGRE IN RAN CABO. ivoi Ai g A sFp 2,i (9 11,11. 1q... i A ij 2V JD CT Klif We *MALIN AA5110/1F14i NOMAS AND ADAV, coAsulAgs Cf AAA MI5 CP Da% AD AAAATOAS 011 ilOGRATM 10 ANA kw...41PPASSIS011,15KOKii( &POMO V TA1 LUIST RE=601 Ail WAGS /All 97m999,6 91,111A Ai AKAR UT AMA 1111641C17 011111070A VAIR CAW ,eRsgao MN 1AE AneliCT AU Bt %1114 C0151UCTC/1 egg g TM PAC. 61 M. c4,0 ,7 N 0 R7 ism 2017. ' ,•• 05'00' JASON A MLA 441AESWA11 MAW S141E OE ASHACTOA 11511 1 / ' / / / / ,/ / 9 1 1 K ' \ '4"1199 / /////// ..''' IA 4 / / 1' ER , ,(' --, CONSTRUCTION („U----- / 1 1 n 0 12/11/17 (SSUED FOR PERmP I 1%, 11 A 10/30/17 ISSUED FOR REVIEW 413 Dole RerAion Oliel; verizon 42 ® I. — DI 00 WE — U61 — UV — UGT — UGT — UGT UGT — 1131 — UOT — UV 1— 1.131 — UGT — V — UGT — — UV flt72 inplementathn Ter: CROVVN as,CASTLE 15051ESIVAE AVE N. XILE BDU 5EA111.E,304911111 NoTE: PROVIFE 3' CONDUIT FOR GPS LAKE 14.1136. SX 3/16 = 1-0' ELECTRICAL PLAN 4 AlrE Team: MORRISON Faa MGR) StAnIE,PrA 11"! HERSHFIELD ST. SuITE 232 FM) an Tre ME( 3/32 • 1 -V 2 A' , I° ri2 ro i RECEIVED CITY OF TUKWILA 1:toi,ct in:Z:n2r¢8sh7r3.123 BU# 856360 SOUTHCENTER 15700 NELD PL TIARA, WA W8055 1 0 , c c) 0 . 00 ! FEB282019 PERMIT CENTER TO I Drawing Title: ELECTRICAL PLAN, NOTES AND R SER DIAGRA \A Or RGuTING NA, , CONDUIT ROUTES AD SPECIFICATIONS FDOM VENON WIRELESS COMPOLND TO tillUrf CT PON' ARE REP THE REOURRINTS PR0913ED IN INE UTI2(1)'4205 COOR)14ADCN REPOR7 BY CROWN CASTLE, WED 9/11/17 111 I I- ' U — UP 01 — UOT — 111. IMF - - -LIU — UGP 1.161 — V — GO —14 ' — V -1 \ --- UGT OCT — UGT — ,_ oi — Gr UGT — UV—fAiz,p,1p 40 S p UGT ortipi2 , OVA L ',,t,,,-,,,, WUIR„RKL Project Nurnhea 7170282 Stud Dale: 10/25/17 DrrDafter iS Designer LB PIecl manager Praleasool pf Rgot R.ED Rtris(or No: A Net No: E-3 ELECTRICAL REFERENCE NOTES 2 121' ' irx17' SW NOT 10 SCALE ELECTRICAL RISER DIAGRAM 1 0 APPROXIMATE LOCATION OF BD AWG SCUD BARE TINNED GROUND RING, GROUND RING SHALL BE BURIED 30" BELOW THE FROST NNE 0R 30' BELOW GRADE, NNIC0EN0R IS GREATER, EXACT LOCATION AND NUMBER OF GROUND RODS TO BE DETERMINED ON SITE AND BASED ON "FAv0 OF POIEMINL GROUND RESISTANCE METHOD" FOR RESISTANCE < 5 OHMS, UNLESS 01HERWSE NOTED, DRIVEN GROUND RODS ARE 10 BE BURIED AT 16 FEE' INTERVALS, 0 PROMO{ 3/4'0ID'-O' LONG COPPER ORE STEEL (COPPER CD) GROUND ROO AS SHOWN" ROAN INSPE0AO5 SIEVE AT GROUND ROD 10 SHOW BOND TO EX,MO,NOR BURIED GROUNDRING (010100M. OF 4 I0:0ECNON 1L1EIES/ SEE DETAIL 8/1--1), INSAL GROUND ROD TWO (2) FEET MINIMUM AWAY fRON ANY SULK. INSTALL SO THAT TOP OF GROUND ROD IS 30• BELOW GRADE OR FROST LINE, WHOEVER IS DEEPER, ENACT LOCATION AND NUMBER OF GROUND RODS TO BE ESTABLISHED ON SIZE AND BASED DN 'FALL OF POTENTIAL GROUND RESISTANCE METHOD" FOR RESISTANCE < 5 OHMS, UNLESS OTHERWISE NOTED, DRVEN GROUND RODS ARE BONDED 7010E BURIED GROUND RING AT IS FEET INTERvALS, (3� TESTING TOWER GROUND RIND. CO01510<OR TO air. vO N2 NAG WELDING CABLE OR P.EKIBLE CAKE, GATE JUMPER. �5 �2 AWG GROUND FROM SERVICE ENTRANCE GROUND ELECTRODE TO 001ERNA1 GROUND RING, 0 ATr, FROM H-FRAME 1D E%1ERNN_ GROUND RING (133 OF (2) PLACE), Vj 7ry1 �2 AA G GROUND FROM ICE BRIDGE VERTICAL POSTS TO EXTERNAL GROUNG RING PICA), vS g S 02 An GROUND FROM VER'ICA1 FENCE POST TO EXIERWL GROUND RING, Og NOT USED, 10 NOT USED p EOJIPMEN1 GROUND RING AND TOWER GROUND RING SHALL BE BONGED 1WEIHER IN A7 LEAST 1W0 (2) POINTS [SING A 12 AwG SDUD BARE TINNED COPPER CONDUCTOR. 0 BOND TO EQUIPMENT CABINET ENCLOSURE USING A MANUF, OPINED CONNECTION WITH (2) 2 AWG SOLID BARE TINNED COPPER CONDUCTORS AND EADIHERMCUIY WELD TO GRGUNO RING i3 REFER TO ARUCT0R1 AND ARCHITECTURAL DRAWINGS POTS EXALT LOCATION 0< ANTENNA(S) AND ANTENNA SUPPORTS FRAME 14 EXTEND GROUNDING CONDLOICR 10 ANTENNA LOCADONS AND BOND 1D ANTENNA PPE MOUNT, USE AN EXOTHERMIC WEIL AT MINNA PIPE MOUNT. SUPPORT CONDUCTOR AS REQUIRED EVERY TWO (2) FEET MINIMUM, 15 FROVIDE #2 SOLID BARE ➢NNEB COPPER CONDUCTOR FROM 1EGB 10 TOWER GROUND RING, TYPICAL OF 100 (2), i6 PROVIDE ANTENNA CABLE GROUND BAR BOND ANTENNA CABLE GROUN00G KITS TO GROUND BAR, CONNECTION SHAH BE THE RESPONSSLItt OF THE ANTENNA CAKE INSTALLER, BOND GROUND BAR TO TOWER USING DNE(1) AWG SOLID TINNED COPPER CONDUCTOR. PROVIDE A U.L LISTED GONNECTCLR SUITABLE FOR THE 1UIERIALS BONG CONNECTED, PROVIDE EXOTHERMIC WELDS FOR BONDS TD STEEL BEAM DR FRAME. 17 THE TOWER EXIT GROUND BUS BAR (ES) SHUL BE INSIN110 BELOW THE 1RANSMSSION LINE GROUND NITS, NEAR THE AREA OF THE TOWER AT THE POINT WHERE THE ANTENNA TRANSMISSION LINES TRANSITION FROM THE TOYER 10 THE 011051ES, VERIFY EXACT L0CAPON OF GROUNDING BAR FOR PROPER CONDUCTOR LENGTH, 3510oNN NG BAR 01OWDED B' ME ANTENNA CAKE I•SA1LER FINAL ELLOTKERMIC WELD FROM ME BURIES GROUNDING RING TO GROUND BAR SHALL BE THE RESPONSIBILITY OF THE EIFIZRGAL CONTPAC'OR. COORDINATE WITH ANTENNA OAK INSTALLER FOR SCHEDULE 10 MANE CONNECTION, "PROVIDE 3/4 PVC SLEEVE WNW MEP BEND IN NEW ANTENNA BASE INSTALLATIONS FOR CONNECTION Or 1EGB 1D TONER GROUND RING, 10 EXTEND GROUNDING CONDUCTORS TO REI1NNG SECTOR ANTENNA PIPE MOUNT LOCATIONS AND BOND WITH EXOTHERMIC WELLS 10 ANTENNA OPE MOUNT SUPPORT CONDUCTOR AS REQUIRED EVERT 1W0 FEET MNIUUM 0, NE TOWER STRUCTURE STEEL SHALL BE UTILIZED FOR DISSIPA➢LAG THE LIGHTTING ENERGY, THE TOWER GROUND 13 BARS FOR ANTENNA GROUNNNG SHAH BE DIRECTLY FASTENED TO THE STEEL STRUCTURE 01 SIANLESS STEEL n0ROWARE 10/0R ANGLE .ADAPTORS (E.G. WROD/VALMONT FART 191105 0R E000. - W/O 'CHEF!" INSULATORS, THIS TYPE OF INSTALLATION SPECIFICALLY PRECLUDES ILE USE OF INSULATORS BETWEEN THE TOWER STRUCTURE 0 NE GROUND BARS 10 DOES N07 ALLOW ANY' DRILLING OF WELDING TO THE TOWER. NO SOILS kFSISiMiY TESTING WAS PROVIDED AT ME NE OF iH6 DESIGN. BCNOFD ID GROUND RODS AI u11u1Y N-FRAME cF? 2.1G�3 REGUUR GR01N0 ROD RECEIVED CITY OF 1 OLA SEPARATE F 5 2 S 1119 PERMITAND APPROVAL CENTER REQUIRED DO NOT SITE OW,MN0 00914101CR Mom VEFIN ALl OWINNMONS NW AONSE CN01311 Of MY ERRORS CR MMSSNNS N) WARNS OR CP00O410 10RR SHP'. SNui aF u3N RAP wmn_n g.Srs wrrcu OEM. NI04<4<0S ISSUES Ci iH411341C ARE SUPERSEDED 01 NE AST RUSIN. hi OWIWINGS MO 1<101 A3ION59EYNN WE PROPERTY OP MORE N NEWEL) COW0RR% MINER MASON INRSITYEWI FOR Ti ODIC At BE PRONTO C1SIR1GW UN OF TNS PROJECT, 4014 N. CECt1 PROFESSIONAL GM1MEER SLUE OF 1ASNINCON 52513 CONSTRUCTION 12/11/17 ISSUED FOR PERMIT A 10/30/17 ISSUED FOR REMIE5 Dole Rewmon Ore,I verizonv Implemenlo0m Teom: ('CROWN [CASTLE 4S1SWESLAREAVE N, CORIUM SEAI1L1 451E1a3 ARE Team: m� MORRISON HERSHFIELD 600 GIEWAR151, M111 E WN SEAi1LE,0A10101 id. DS269.?OM w94101 mersgellmm Project Inla; BU# 856360 SOUTHCENTER 151U0 NELSON PE MONA WA 99055 Oraimg PIM: GROUND NG PLAN AvD NOTES Project Num60N 7170282 Start Wm 10/25/17 Droller: JS Nitre LB Projecj M0<1101. RITE Prol010 al Record: RL Revision No: Sheet No: ri'e1R' SLUE: NOT 10 SLUE I I•eli' SEAL N0110 SLUE GROUNDING NOTES 2 14.15. SW: HOE 10 ONE 11•A11 SLUE MJ110 SLUE GROUNDING PLAN A E-4 2436. SUL NOT TO SCALE l'Alr SCAth NOT TO KC NOT USED 5 POWER CABINET PANEL SCHEDULE PANEL PP-1 BUS A VA 6 CIA440 CND CORD APS Er 4 A B AMPS 20410 CND 49 AD BUS JP, 4 B 2792 M MDR /8477 046N07 RECTIFIERS 6 "8 2° '0 3 5 —W-- 7 9 IT 13 15 17 19 21 23 25 27 29 31 33 I 35 37 I 39 41 $ 2 —I- 4 6 60 IT #10 #5 SURGO 14455704 0 2 2792 2792 940405 400 9417 049N07 RSCTFORS 6 40 2° 40 20 1/2T 12 #12 TELCO GO 4300474015 IBC 2 2792 20 1/2 flhl '12 73300249407 ENJ 180 2792 M MORD PC1U/BATT CABINET RECTIFIERS .• 96 40 2. 40 20 1/2T 12 # 2 041534534 LICHI 332 2 2792 — — — — SPACE 2792 M MDREW PDU/BATT CABINET RECTIFIERS Te 40 40 2' '2 — - SPACE 2 2792 — — SPACE SPACE SPACE — - - — - SPACE - — SPACE 180 R RECEPTACLE 141000 PDC CABINET .. #10 # 10 07 20 — — SP 1 1$0 RECEPTACLE INDE DATITERY CABINET .1 110 110 2' 20 55400 — 5 54450 — — — - — SPAC — SPACE — — - — — — SPAC - s sPACE — — — SPACE SPACE — — — — SPACE — 34430 — — — — _ — SPACE _ . — SPACE — = — _ — — SPACE — S SPACE — — SPACE — SPACESPACE — — - - - — S S — — - — — — — — SPACE TOTAL VA BoS A 1 860 BUSB 11629 C NECTED Tov 23368 AMPERES: ET S A 99 BLS B 96 IOIAL 97 RATED VOLTAGE: U 120/208 1 120/240 2 277/480 1 PIMSE, 3 AIRE BRANCH POLES 0 12 0 18 E 20 024 0 30 0 35 1142 RATED MPST 0 7001 000 0 402 259INETT I SURFACE D RusH FLU N 630 10405406/5HINGED DOOR CR LATCH OMOL050RI TYPE N mA-3R BRAND! oacEs [ii FUS 0 1CIRCUIT 0l74 0 WAIN MS ONLY 54054 200A 18500101 0 FlfSED SveICH 401 5964410405071864415010 INTERRUPT A SNORT CIRCUIT CURRENT OF MINIMUM 12,000 AVPS 07440770407 ACCEPTABLE MANUFACTIPRERpuODEL: INTERSECT MODEL 03000 PANEL PP-1 IS INCORPORATED INTO THE INTEGRATED LOAD CENTER (ILC). ALL BREAKER POSMONS TO BE POPULATED As SHOWN ASCE INCLUSIHE CIRCUIT BREMERS INTENDED FOR OPTION.N. EQUIPMENT. ALL UNUSED BREAKERS TO .BE LABELED °SPARE' CIRCuiTS ROUTED INS1DE SAME CONDUIT PO 1107 SUS NMOS. 3041443104945155545413 340450104543410034435641505416504404004 %ISM ta3 ONUS LORATIOZ TO WORN SON SKI, Fir kol FIA1,1 wort PP4P WIEN PROF., LFL alms ssas pr Tms oftw M *40 SEOED NE OASIN ORAWINGS PNO 545/71440419447416409417754001034 OWED CORPORGON. NPR ORSON HRSHRIO 60414516606100160761460454 swum RDEEN Of DI PROJECT. 045044 CULLa PROFESSIONA WAR SIM OF n5,1N4ION CONSTRUC110N 0 12/11/17 ISSUED FOR RENIT A EC/10/17 ISSUED FOR REOEW Dole fteidon Deft: verizonv 14406 SCkE: 401 TO SUE 0117 RALE NOT TO SCALE NOT USED 4 E436' SOIL ROT TO SCALE 1 l'xIT SOAL NOT TO SCkE PANEL SCHEDULE 3 FOOTWERVIC TREED FINISHED GIMDE WAVE GUIDE ROST BONPNG CONDUCTOR TO EOCIPRIENT PAD GROUND RIND WAVE SUIDE ROST 1111 THREMED ROD CABLE SePPORT WARD GuIDE HOUNTED GROLND BAR PLATE. SUSPEND BELOW LOWER' ROW OF MEDINA CABLES. LOCATE wrTHN 2'-0. OF CLOSEST TCE BROCIND POST TO PgENNA CABLE CODER :ASSEMBLY ELEVATION OA CABLE NusiBER RECuiREDI R GROUNDED DOLE (PR EACH ANTENNA CABLE) #2 AWG BARE 'DINED SOLID COPPER MAL RCA IMOLAI SUCH AAS TO AlDID 9ft BENDS KNEEN GROUND PPR PLATE 444 4'ot OUiDI POST DRLL WAVE GLIDE GRANO LF REQUIRED ID ALLOw INSTALLATION OF SINUS STEEL DREADED ROD WM GUIDE CReNG I/P STAINLESS STEEL THREADED ROD (TINA EACH TOWARD END OF GROUND HAR PLATE) EQUIPmENT Pk) r 5 ANTENNA CABLE Z GROUNDING CABLE FENCER WASHER TYR WAVE GUIDE MOUNDED CORRER GROUND BAR PILATE NUT AND LOCK WASHER COmBINABON (TYPICAL) SECTION A —A NOTE: SEE SHEET C-3 FOR CONSTRLCTION SPECIFICATIONS FOR WAVEGAIIDE SuPPORT RECEIVED CITY OF IiiKINILA FEB 28 /019 SEPARATE PERMIT AND PPROVAL RMIT CENTER A REQUIRED anplemenlaBort Teak CROWN v CASTLE IEEE DESTLAKEAVE N, SPIRE SEATITE,WARPOR 4.68 Team: phl MORRISON HERSHFIELD Ea STEWART ST, SUITE 2GO 09AT1L5WA99101 7e1206.268.770 mmorrisothersIfelimm Project lolo: BU# 856360 SOUTHCENTER 15700 NES% PL TUKWILA. WA 905 Otaxreag Tale: ELECTRICAL, GROU G DETAILS PANEL SC EDE Project Nsonter 7170182 Berl Date: 10/15/17 Drafter15 DesTgrer. Le Project Omer RKS 40 ProlessToral of Recor8: Revision NoT, A Nat No: E-5 WAVEGUIDE MOUNTED GROUND BAR PLATE INSTALLATION 2 NOT USED riwiED SOLID COPPER WIRE 50' LK CONNECT TO #2 GRXND r(P NOES: 1. COOACTOR SHALL CONFIRm UGAING PROTEIN LAYOUT OITH VIZOR WRELF_SS PROJECT IMAGER PRIOR TO ii67ALLATiGN 2, All ANTENNA CABINETS ARE Ul LISTED 195C INFORMATION TECHNOLOGY EQUIPMENT. ACCESSORY #97B4 3. ALL GROUNDING CONNECTIONS iriniiN THE EOUIPmENT CASINETS Wu BE PER THE GUIDELINES OF THE MANUFACTURER'S SPECFICATIONS. PRNDE GROuND BAR OR BO3t CABINETS DIRECTRY 10 OROUND RINC MIND 10 CROuND RRIG A (2 AxiG SCUD BARE TINNED COPPER ODILDuCTR (11P) (6) 1.5" TR1LJ:DE SIDE KNOCKOUTS REAR ENCLOSuRE 5555 (5) .15" TRADE SIZE KNOCKNIS REAR ENCLOSuPE WALL ACC 1175E2 (OPTIONAt) SuB-FEED LIDOS 2E0 AVP 1xXX #EUIT0L BONDING JuNPSR (SHIPPED DISCONNECTED) 20D AO, 1 PHASE/3 WIRE OENERATDR INPUT RECEPTACLE EMERGENCY soua w/ cusIONER PROvIDED FENkLE PLUG ACCESSORT 37P # APPLETON PN 4130344-R54 wIRE/4 POLE CASE' MAD REARS: SEW:CI CONNECT 0555440111,5 COHER Poe DISTR[BUTIN BLOCK ALSCO 0300 SERIES ALLICIATIC TRALtSFER Sw71CH 200 UP NEUTRAL BUSS 1ER4INA110N 451E3IBL1 8 6 INCHES MRE BENDIK SPADE SUITABLE FOR UP 10 111 250 kiCm CONDUCTOR PER PmSE 04351 [sTERIOR DOOR AND TOP COMPARTMENT SwING PAVI. REMNED NOT: GENERATOR ?LUC 10 BE LOCATED REMOTELY CONSCI1/0 TO PRO310E 1-BOX SO AS NOT TO VIOLATE ul WEL (1) 3 0' TRADE SSE KNONOUT 1537 ACTuAl DA IN FA OF ENCL3SLRE ....-PANDuSDARD (SNARE-0), NO 200 AMR 140, 30 SPACES FtmLON CIRCuR GROUND TERNXIALS TRANSFER StICH CONTROLLER NORHk SORRCE TRANSENT OLTAGS. SuRCE SUPPRESSOR (IVSS) ARCO 458 SERE (6 NODE) ACCESSORY 73451 NERCENCY SaIRCE TRANSLENT VOLTAGE SURGE SUPPRESSOR (44S5) kSCO 429 SERIES (6 MODE) RORK SOcKf. IfTILITX" 5444 DISCONNECT OIRCulT HOER MLA (SQUARE -IA JG1.162000 510 SOuRCE (2 "XxERiimENT" DENERATOR. CIRCO BRSO 200A (SOUARE-D), J0LS6200C NEMO( SOuRCE TORTASLE" GENERA10R7 CIRCUR BREAKER 100A (S3UARE-0), JO536200C 40 NOT 44.41F DR4,4444 C244444106VFW( 441. WENSiONS aND 444% COrxxxls ox ANY HOS OR 0144.404. NO WINS OR ki004011045 10 MU NM MBE wan wour HRAA #4,1xx MAINOEV,Ytte. mon% KM 144 PROW Of WAD hasom oRPOrMN. IZNER uORRD HERM NOR ME MOM 4,4th IE N15445444; 5512433'4551521 JAKII CEGIIA PR45ISSIO4A1 ENGINEN SVE Of WASNINCIOR 5222 CONSTRUCTION 0 12/11/17 ESUED FOR PERMIT 10/50117 K_SLIED FOR REIREIX 50105505 verizonv 241x351 KU NOT TO SCXE trx17SCALE NOT TO SCALE ELECTRICAL LPS DETAIL 4 1" ' E POWER TRANSFER [MIGRATED LOAD CENTER DETAIL 111,17DUSAN TO M 3 - \ \ \ _ 4fflENNA COAX JAPER \ RADIO CABINET IHR-332,,,t,n2W4 (244025430 SOLD COPPER EXOTHERKJW wELDES TO GROuND RING -ANTENNA COAx CABLES GPS ANTENNA vA2m0N1 DNIVERSAL PIPE QAPTER KIT 81534 *ANODE GRINE ANTENNA COWL ROUNDS A51E4614 COAXIAL GROUND BAR V PAC TINNED QUO COPPER IN 3/4" PVC EXONFAICkLY CO TO GROW RINC CABINET SITES ( #2 AwC CNC SOLID COPPER EXOTKERNICACLY WELDED 10 GROUND RING REQUIRED SEPARATE :FEB 281019 APPROVACLITYREC'FEI PERMITAN )VErnentotion Team: CROWN v CASTLE '5'10951554544551115421 SEATTLE VFA 46109 PAE Team: MORRISON HERSHFIELD 5C6 STEWART ST, SUITE 10 SEATTLE, WA 99101 Te, 212497370 wwwisonhersliellozn Project Info: BU# 856360 SOUTHCENTER WOO NELSON PL TRALA, WA 98055 Drcwirq TAle: ELECTRICAL & GROU DING BETA LS Project Number: 7170282 Slart Dole: 10/25/17 Droller IS Designer. LB Project Manager RKL 951 Prolessionol of Recort Revision No: A Wel No: 14x35' SOILE: o01 TO SUE 121515110411:40110(0,4519 WAVEGUIDE BRIDGE 2 11.136' SOOL NOT TO SOU SCPLE: NOT TO KALE NOT USED E- 6 FINISH GRADE 10P OF GRANEI r30' DEEP INSPECTION A WELL OR EB'JNA0E1111 WNN CC0D1CTOR CORER 00.051E 1'-5/i CRGSWR STOVE DR EQUAL nu. TEST wEL1 TO w1NIN 8' OF TOP S0is0 'IMBED ER CCN,PJCTCR EAD1BERMA WELDED CONNECTION (TYPE-Gi) I C2 AK50000IO000 1D BARE \ \\\COPPER PRE EKGINERNIC WELD CONNECTION TO GROUND ROC 3/e'ef0' COPPER CLAD GRC'JND ROD CAD4EE0 CONNECTOR (1117E-P10 SE? L0 TYPE 11G1' l0TYPE' 10 fID'0/4',COPPPA CLAD STEEL GROUND R00 OD MIA SUdL OA+5A,S OWN N1S1 DEAN? Aft DAWN WS WOE DONNAS OF MI [RAS P,& f001S5Ni NO MVO 0A NDA01Cm1ls la YEW. DIVAN una�w MDR, �AID HMOS MED DK TINS DRAWL ARC LANE TY tW VW NMSON. WA 1000*1S AND AEONDAD NS 18NwM THE PROPERTY OF MA IINIONIELD COPi1W10N, N7110 M1Afl60N HaDDED RDR 0L AMU Nit AL WON DOOM RENEW OF 06 PRA#C7. ADM K. CECLO 170I1SSION11 ENMYIQED 511C o1 w„w593109 D101A CONSTRUCTION 21'"36' S[A1C NO1 TO SGUE 1 Fell' SW: N01 10 SCALE CADWELD GRND CONNECTION DETAIL 9 24'06' ME: NOT TO SCALE GRND ROD WITH ACCESS AREA I1 17' VALE: NOT 10 SCALE 8 24' 36' SOUL NOT 10 SCALE 1fe11' SCALE: NO1 TO SLUE GROUND RING BOND 7 NOTE: CCA1 ALL ISCIv0W[A4 CONNECBONS WITH °NDOK' OF APRC41D EQUAL Afe— EKOTNERUIC 610 (TYP) NEW CO45AL GRO0VD KITS 1/ LONG EiCEL COMPRESSION MALE LUGS, ATTACH TO DROOND EAR It INSTALL 47 AIUE0N.e CONTRACTOR (CAC*E10 TYPE -CAL) NE4 424°d/4' 1LS COPPER, 0301,1,0 BAR, INSTALLED Br GENERA! CONIRACICR 000001000000000000 000000 00000000000 0000000 00000000 Et ANC SOAR BARE 1NNED J COPPER GROUND WIPE TO ANTENNAS CONNECTOR WUINERPRODRING Kg (110,) SEE NOTE 2 AA'IENNA CABLE TO B1S EOu1PUENI ) In.) WTAIMERPROOING KIT (1YP.) CND KIT (TYP.) ISOLATE FROM TOWER HALO W/ 12 TO LOWER TOWER BuS floc r COPPER ANTENNA GROUND S EAR, MN IIS'GVIORS. \-~- TO GROUt RWG 00 N01 INS1A11 CABLE GROUND KIT AT A BEND AND ALWAYS DIRECT GROUND WIRE DOWN TO A110550A GROUND BAR. WEATHER PR000NG 511011 BE 1w0-PAP1 TAPE Krt. COLD SHRINK SHALL NOT BE 1000, \s (TYPA41LY) If TO 2i 10 i 120' ANTENNA CABLE WEATHERPROOFING KIT (SEE NOTE 7I [ABLE Cw0uu0 K0 CAKE CONNECTOR 95 AWC STRANDED COPPER G00JND WIRE (GROUNDED TO GROuNO BAR). SEE NOTE 1 A 2 1. DO 1, DO 501 INSTAL G1B.f GREW Art AT A EN AND ALwAVS 819EC1 GROUND WIRE DOWN 70 GRC1h0 3AR. 2. GROUNDING AG SHALL BE TYPE AD DO n0'NBER AS SLIPPUED OR RE00NM1NDEO 01 CABLE WNU euERIRER. B, WEATHER PROOFING SNAL1 P TWO-PART ENE KIT, CON SHRINK SHALL EAT EE USED. 10/11/17 ISSUED FOR PERMIT A 10/00/17 ISSUED 70R REVIEW No. Dote Revision 01*9: verizomv Implementolion Team: 7 CROWN ,CASTLE 1WSVff01W&ANS N, SiSem SEATTLE,WAR* 24',35' Sr1NE: N0110 SCALE 11'A1r SCALE: NOT TO SCNL GROUND BAR DETAIL 6 24'a SCALE 010 SCALE GRND CABLE CONNECTION 11',1r SCALE: NO1 TO SCALE 206T SV0E: NOT i0 CAE COAX CABLE GROUNDING 1I'Jr YAE: Np110 50.41E 4 FINISHED GRADE, OR GROUND WNE1 NAICR SWPE AND 141CKNE55 OF 051005G All11ONARr TAPE CO4PACTF0 BAC1CFI1 W/ 5A15FAC1ORA NA110E IMPORTED SOL TELEPHONE CONDO'S CONPACIED SAND EC1R051005007S ONPAC1ED SAND BED `GRADE EAGANER4IC wE'ID 1101.2 I, GREVND LINE 10 BE A 111, l30°eo OR 0115 FROST UNE, P,RATE wRCHEVER 15 DEEPER. T� 2. GRO1N0 ROO SNAL1 BE DR�Yi�^' ,RATE 9ER7Cg1Y, NOI TO EAEEEP6 4p.RIYII l ArYO DEGREES ERN VER7P ROVAL RECUIRED RING GROUND 9Cw SDUD, 1 /CUD NNIMW A iEURO WOF TUKWILA 928ill ITCENTER A@E Team: ,_L• MORRISON HERSHFIELD WHO S SEWARI S 1, Wan SEA11LE.t9A96101 TW:21W2 .7370 ww.mlv,,N:5Meq.mn Project Info: BU# 856360 SOUTHCENTER 151O4 NELSON Ft NNWV, N.A NOS Droning Elle: ELECTRICAL & GROUNDING DETA LS Project Number. 7170282 Slot Dale: 10/25/17 Drafter: Designer, 18 Project Monger: RKL Prole*iaol of R4cob: RL Rensan No: Sheet No: 24%36' Yd1E fp110 SCALE 1111A17' 0041E FAIT 10 SCALE NOT USED 3 24576' SCALE: NOT TO SCALE 11111r SCALE NOT TO SCALE POWERITELCO TRENCH 2 2636' SCALE: NOT TO SCALE 11'11' SUE: NO1 TO SPATE GROUND ROD A E-7 * Oaha November 0d,2017 QofeemDouh Crown Castle 2055G. StoarmonOhve Chandler, AZ8528G Subj ect Carrier Designation: Crown Castle Designation: Crown Ca Canonsburg, Structural Modification Report VenizmnWireless Co -Locate Carrier Site Number: Carrier Site Name: Crown Castle BUNumber: Crown Castle Site Name: Crown Castle JOEJob Number; Crown Castle Work Order Number: Cnpm/n Castle Application Number: Engineering Firm Designation: Crown Castle Project Number: Site Data: �� P |� , ��/^°0 _�u� LmngacresVVay Longacres Way 856360 SOLITHCENTER 451057 1482450 4D7O28Rev. 2 15700NELSON ROAD SOUTHTUKVVLA, King County, WA Latitude 47"27'4%7~.Longitude -Y22"Y4'32.7~ 115Foot - Monopole Tower CxownCeotleiop|eaoedhnaubmhthis"S1uctunsU88odificationRmpurt"bodeb*nninethestrucura|inhegrityof 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 eoonvdonce with application 4O702G.revision 2. The purpose of the analysis is to determine acceptability ofthe tower stress level including the proposed modifications anoutlined in the attached drawings. "Appendix [/'. 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 Stmcturew/ Existing + Reserved + Proposed Note: See Table I and Table 11 for the proposed and existing/reserved loading, respectively. Sufficient Capacity This analysis has been performed inaccordance wdhtho2O15|ntemabona|8uildingCodabaued ultimate 3'oaoundgust wind speed ofi1Omph converted hnonominal 3'mmondgust wind speed section 1609.31 as required for use inthe T|A'222-8 Standard per Exception #5cfSection 1808 Category Cand Risk Category Uwere used in this analysis. All modifications and equipment proposed hn this report shall beinstalled inaccordance with the a drawings for the determined available structural capacity to be effective. We at Crown Castle appreciate the opportunity of providing our continuing professional services Grown Castle. |fyou have any questions orneed further assistance onthis orany other projects a call. Structural analysis prepared by: Matthew Schmitt, E.I.T. / NCM Respectfully submitted by: Truc Lac, P£.S.E Senior Project Engineer tnxTower Report ' version 7��.1 License Expires: 02/24/2O1S Crown Castle USA, Inc Engineer/Land Surveying #2271 rc) 194wo- 0 0 7 2 j Pon �j C~^^"QOw��ANC��/ —'-- �� / '~^ached BUILDING DIVISION ��M�� ~�x^~� �v/a you and 0/2017 CITY OF WKWILA PERMIT CENTER w � ��m`� � � �m � it. 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 November 01, 2017 CCI BU No 856360 Page 2 tnxTower R port Aversion 7.0.5.1 ;, ^ Y15FYMonopole Tower Structural Analysis Project Number1482450, Applioation4D7028, Revision November 01'2017 CCI BUNo8503U0 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 KmunUngCm�e' Line Elevation Leve|(ft) Number f o�NanutactunmrUt Antennas Antenna Antenna Model &�mb� ofFeed �Lines Feed Line Size (in) Note 36.0 86.0 G ampheno| - HEX456CVV0008x 2 1'1/2 - 3 ehoanon RADIO 4449 8 ehcssVn RRUS32BGG 2 rfsno|wavo O8-Cl-12C'24AB'OZ 1 tower mounts Platform Mount [LP 13O1'1] 880 88.0 2 nukio KAPT-HC-HOAK8 4 1/4 1 rfsoe|wave GC2'1901313 1 tower mounts Pipe Mount [PM G01-1] Table 2-Existing and Reserved Antenna and Cable Information 08ounUn0' Leve|(ft) Center Line Elevation (ft) Number mf Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 116.0 118.0 3 a|oobe||ucent B25RRH4x3O'4RBTG 2 2 3/4 3/8 2 3 a|oaha||uoerd RRH2x40'07'L 3 a\oata||uoont RRH4x25-WCS 6 oommscupe SBNHH-1D65C 3 ah0000n KRY11271/2 1 kmw communications AK8'X'CO'14'65'OOT'RET 2 xmw communications ET-X'CH'45'16'45'18-iR,AT 4 powenwave technologies LGP214O1 1 pnwomvove technologies TT08'19D8111'001 l rayomp DC6'48-60-18'8F 3 erioaaon KRY11271/2 1 1 2 18 1/4 1/2 3/4 7/8 1 3 kathnain 742284 1 ,ayoop DC6-48'60'18-8F 1150 1 tower mounts Platform Mount [LP 301'1] Notes: 1 ) Existing Equipment ^ 1/5FYMonopole Tower Structural Analysis Project Number 1482450,Application 407028,Revision 2 Table 3-Design Antenna and Cable Information November 01'2O/7 CCI SUNuO56300 Page 4 K8mundn0 Lmvm|(fl) Center Line Elevation (ft) Number AntennasLines AntennaoY Manufacturer Antenna Model Number nfFeed Feed Line Size (in) Information Not Available 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Source 4-3EOTECHN|CAL REPORTS Nlnnisnn Hershfield 4722343 CC|3ITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS' � Engineered Endeavors, Inc.034924 CC|S|TES 4-TOWER MANUFACTURER DRAWINGS Power Structures, Inc. � TEP (Mapping) 5216040 CC|S|TES 4-TOWER REINFORCEMENT DESIGN/DRAWINGS/DATA Crown Castle Appendix 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 in Appendix A. tnxTower was used to determine the loads on the modified structure. Additionalcalculations were performed to determine the stresses in the pole and in the reinforcing elements. These calculations are included inAppendix 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 in Tables 1 and 2 and 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 slevuuon(ft) Component Type Size Critical Element %capauty Pass /Fail 115'110 pule Tp15.406m14,5x02188 Pole 20,1m Pass 110-105 pv/o rp16n12xl5,*06m.2188 pv|o 30.8% Pass 105-100 po|a rp17.218xl6.312xn.2188 Pole noom pnsu 100oo po/v rp18.12417.218m.2188 pv|e 48.9% pano ao en pv/o TP19.03^18.1244.2188 Pole 61om paua 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 TP31.829x30.8854.3125 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% Pass2 Summary Pole 102.5% Pass 2 Reinforcement 86.6% Pass Overall 102.5% Pass 2 Table 6 - Tower Component Stresses vs. Capacity - LC4 Notes 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 0 30.9 1 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 Y15FfMonopole Tower Structural Analysis Project Number Y482450,Application 4O7028,Revision 2 4.1) Recommendations Perform the modifications detailed in"Appendix Dr Castle Work Or -der No. 1468694. The results ofthe tilt and twist values for oG0mph 222-G standard are given below. Noxombor0t2017 CC BUNo850300 Page 6 horemedy the deficiencies identified inCrown 3'nennndgust service wind speed per the Tk\' Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Deflection Load Comb. in Tilt Twist Radius of Curvature ft tnxTower Report version7.O.51 115 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 0 A572-65 '0.2 0.6 0.6 0.5 0.5 0.5 0.5 0.5 i).5 0.6 0.7 0.7 0.6 0.6 0.00.1 0.3 0.3 0.31 0.2 I 0.2 0.2 I 0.2 I 0.2 I 0.2 I 0.2 I 0.2 N o m or q. 0 , m M a 0 m M 0 m A, A, P c 8 N DC m N N 0 Q ry eo o of to o 0 N u' No of ai 1111 of o m �1N1 IANM g N ,: v NN Igin�i rninu u INN NN r o ,o N o n a N P. Sp DI N v COF P. gullM , a ro N N 0 o 8 m N N N,`0;m M �m 11111 m m N 0 .- o W M ti M 0 N 0 . n it. M N kg N 60 60 fM V i N r M8. 8, Length (ft) in Thickness (in) 0 Socket Length (ft) Bat Dia (in) 35 Grade 'Aeight(K) 10.3 o_ n `o E z - m r] /5 115.0 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 fi 69.4 ft 64,4 ft 62.3 ft 57.0 ft 52.0 ft 47.0 ft 42.0 ft 37.8 ft 31.8 ft 26.8 ft 21.8 ft 16.8 ft 11.8 ft 6.8 ft 1.8 ft 0.0 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION 742 264 115 RRH2x40-07-1. 115 742264 115 RRH2x40-07-L 115 742 264 115 006-48-60-18-8F 115 DC6-48-60-18-8F 115 (2) LGP21401 115 (2) KRY 112 71/2 115 (2) LGP21401 115 KRY 112 71/2 115 Platform Mount [LP 301-1) 115 (2) SBNHH-1D65C 115 (2) HEX456CW0000x 96 (2) SBNHH-1D65C 115 (2) HEX456CW0000x 96 (2) SBNHH-1065C 115 (2) HEX456CW0000x 96 ET-X-CH-45-16-45-18-iR-AT 115 RADIO 4449 99 ET-X-CH-05.16-45-18-iR-AT 115 RADIO 4449 96 AM-X-CD-14-65-00T-RET 115 RADIO 4449 96 RRH4x25-WCS 115 (2) RRUS 32 866 96 RRH4x25-WCS 115 (2) RRUS 32 666 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 Plalforrn Mounl [LP 1301-1) 96 TT08-19DB111-001 115 Side Arts Mount [SO 301-11 94 B25 RRH4x30.4R BTS 115 (2) MPT-HC-HOAM 88 625 RRH4x30-4R BTS 115 Pipe Mount [PM 601-1) 88 625 RRH4x30.4R 8T5 115 3C2.19066 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 11. 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 / J 161 kip-ft TORQUE 0 kip-ft 30 mph WIND - 0.2500 in ICE AXIAL 21 K MOMENT 1691 kip-ft TORQUE 1 kip-ft REACTIONS - 85 mph WIND ale% Crown Castle CROWN 2000 Corporate Drive `I CASTLE Canonsburg, PA 15317 The Foundation for a Wireless World Phone: (724) 416-2000 FAX: (724) 416-2254 Job: BU#856360 Project: client' Crown Castle Draw" by: NMartinak App'tl' code' TIA-222-G Data:11/01/17 scale: NTS Path: "wwenaen , 004A0winmon,esaa6oa.A, Dwg No. E-1 /15FfMonopole Tower Structural Analysis Project Number Y482450,Application 407U26,Revision 2 November Vt20/7 CCI 8UNb85O30D Page 8 Tower Input Data There isapole section. This tower indesigned using the T|A-222-G standard. The following design criteria apply: 3) Tower iolocated inKing County, Washington. '; Basic wind speed of85mph. o> Structure Class U. o) Exposure Category C. 7) Topographic Category 1, 8) Crest Height 0.00 ft. 9) Nominal ice thickness ofU25DOin, 10) Ice thickness isconsidered k»increase with height. 11> Ice density of5Gpnf. 12) Awind speed cf3Omph )sused incombination with ice. 13) Temperature drop of5D ^F. 14) Deflections calculated using awind speed of8Omph� 15) TOWER RATING: 102.596. 16) Anon-linear (P-de|ta)analysis was used. 17) Pressures are calculated ateach section. 18) Stress ratio used inpole design is1� 19) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments 'Legs Consider Moments Horizontals Consider Moments 'Diagonals Use Moment Magnification � Use Code Stress Ratios � Use Code Safety Factors Guys Escalate Ice Always Use Maxnz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are wTop Of Section Use Diamond Inner Bracing (4 Sided) SIR Members Have Cut Ends SIR Members Are Concentric Secondary Horizontal Braces Leg � � � f Distribute Leg Loads As Uniform Assume 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 Project Wind Area of Appurt. Autocalc Torque Arm Areas Add IBC .6o+wCombination 4 Sort Capacity By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Use ASn1uX-arace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant MUominpsa SIR Leg Bolts Re�ist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation � Consider Feed Line Torque Include Angle Block Shear Check Use T|f,zzz-sBracing Resist. sm:m»ovn Use T|/+222-STension Splice s ole V "Include 8heopTnmionInteraction ^xmay, Use Sub -Critical Flow Use Top Mounted Sockets Tapered Pole Section Geometry Section Elevation Section Length n ft ua 110.00105.00 o 105.00_1100�00 L4 100.00-e5.00 m 95.00-90u0 umber of Sides 12 .0 mp Diameter in 14,5000 Bottom Diameter in 15,4059 N wall Thickness in 0,2188 0.2188 0.2188 0,2188 0,2188 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 in4 r in c in I/C J It/Q in' in4 in' in w w/t 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 11.3356 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 in in2 in4 C l/C J It/Q w w/t 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 At Factor Stitch Bolt Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in L1 115.00- 1 1 1 110.00 L2 110.00- 1 1 1 105.00 L3 105.00- 1 1 1 100.00 L4 100.00- 1 1 1 95.00 L5 95.00- 1 90.00 L6 90.00- 1 1 1 85.00 L7 85.00- 1 1 1 80.00 L8 80.00- 1 1 76.20 L9 76.20- 1 1 1 74.42 L10 74.42- 1 1 1 69.42 L11 69.42- 1 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 Bolt Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Spacing Diagonals Horizontals Redundants ft ft2 in in in in 64.42 L12 64.42- 1 1 1 62.25 L13 62.25- 1 1 0.929267 62.00 L14 62.00- 1 1 0.944016 57.00 L15 57.00- 1 1 0.938137 52.00 L16 52.00- 1 1 0.94499 47.00 L17 47.00- 1 1 0.941416 42.00 L18 42.00- 1 1 0.940761 37.78 L19 37.78- 1 1 1 36.78 L20 36.78- 1 1 1 31.78 L21 31.78- 1 1 1 26.78 L22 26.78- 1 1 1 21.78 L23 21.78- 16.78 L24 16.78- 1 1 1 11.78 L25 11.78- 1 1 1 6.78 L26 6.78-1.78 1 1 1 L27 1.78-0.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Secto Component Placement Total Number Start/En Width or Perimete Weight r Type Number Per Row d Diamete r ft Position r plf in in 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 6.0000 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 Total CAAA Weight or Shield Type Number Leg ft ft2lft plf LDF1-50A(1/4) A No Inside Pole 115.00 - 0.00 1 No Ice 0.00 0.06 1/2" Ice 0.00 0.06 LDF4-50A(1/2) A No Inside Pole 115.00 - 0.00 1 No Ice 0.00 0.15 1/2" Ice 0.00 0.15 LDF5-50A(7/8) A No Inside Pole 115.00 - 0.00 6 No Ice 0.00 0.33 tnxTower Report - version 7.0.5.1 1/5FYMonopole Tower Structural Analysis Project Number 1482450, Application 407DDlRevision 2 November 01'2017 CC/ BUNhO5OJ60 Page 12 Description pace Allow Component Placement Total c^A, Weight or Shield Type Number 1/2r|ce mm 0.33 AvA5-50(70) A No Inside Pole 115�00 0.00 12 No Ice UN 0.30 1/2"h* mm 030 WRvG86T(3/4) 8 No Inside Pole 115,00 0,00 2 No Ice 0.00 K53 1/2"ie 00 Ul@ p*'muo'noz' A No Inside Pole 115,00 0.00 2 No Ice uoO o/m 38000(3/8) 1/2'|oo 0.00 0.06 vvR'v886ST-ono(3w) A No Inside Pole 115.00 0.00 z No Ice 0,00 0.58 1/2^|uo 000 0.58 2^Rigid Conduit A No Inside Pole 115o0 0.00 1 No Ice Ooo 2.80 ~ ~ Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Soctm Elevation In Face Out Face n n #2 ff2 ft2 ft, L1 115.00'110.00 ^ 0.000 OMn 0,000 UVn B 0.000 uooV ODQO 0.080 C 0.000 0,000 0.000 0.000 Lu 110.00'105.00 A 000n nono oonu 0.000 a 0.000 0�000 0.000 0,000 C 0.000 0u00 noon 0,000 L3 105M'100.00 A 0.000 noOO oono oMo o 0.000 0,000 0.000 0,000 C 0.000 0.000 0.000 0.000 L4 100.00-95.00 A 0o00 0�000 u�Ooo 0�000 o VOVD uouu 0o00 0�000 C OD00 0,000 0,000 0,000 Lo eouo'Vo.00 ^ 0.000 0.000 oMo 0,000 o 0.000 ounO 0.000 0�000 o n000 ouVV 0.000 0�080 U9 eo00'85.08 A 0.000 n�OVn 0.000 V�oDo 8 oono 0.000 0.158 UUn C 0.000 0u00 oonO 0.000 L/ noM-000O A ounn 0�000 0.000 V�VVV o nDno uoon 0z64 ODVo C 0.000 0,000 0.000 UVU m 000*rn.zo A 0.000 oVoo uMo 0.000 e O�Dno nouo 0.200 0.000 c 0000 000n 0,000 0,800 Le 76.2*74.42 x 0.000 0.000 UVn 8.000 o 0.000 noVo 0o94 0,000 o 0.000 0,000 0.000 0.000 uo 7*A2'6e.42 A oono noon 0.000 O�VVV o 0.000 ovno o.un* 0,000 o 0.000 0000 0.000 0.000 1-11 on,*u-o*.*u ^ 0.000 oMo 0.000 nonn a nDon oMn u.zu« Voou c 0,008 0,000 uuoo 0�000 L12 6*.42'62,25 A 0n00 V000 2000 0�000 e 0.000 0.000 2,11* 0000 C 0.000 0o00 2.000 0,000 L13 62.2*62D8 A 0,000 oonn 0.250 0,000 R 0.000 0,000 0.263 U�OOn C ounn 0,000 0.250 VoVo L1* su.on'nr.00 A ouon 0,000 5.000 0.000 o 0.000 0n00 5.264 u�VUo C noon oono 5.000 oono un 57,00-52.00 A 0.000 0,000 oMo 0.000 a 0.000 0,000 5,264 U80 x u5 u00 0,00 000 0.00 0.00 000 OM 0.00 0.05 non ooV 0.05 0.01 ».»« 0.05 0.01 noo oon 0,01 ozw ».** 0,01 OM 0.02 noo 0.00 0.05 0.01 ».«« 000 0.01 0.00 n�nz 0,00 OM 0.00 0.00 OM 0.05 0.01 0.00 000 1/5FfMonopole Tower Structural Analysis Project Number f482452Application 407O28,Revision 2 Tower Tower Face AR AF CAAA CAAA Weight Sootio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K C 000n 0.000 5.000 0.000 0.00 us 52o0-47o0 A 0.000 0.000 5.000 0.000 0.05 B 0.000 0.000 5.264 0.000 0.01 C U�OVV 0.000 5.000 0.000 0,00 u7 47.00-42.00 A 0.000 8.000 5.000 0.000 0.05 B 0.000 0.000 5.264 0.000 0.01 C 0.000 0.000 5.000 0.000 0.00 ua 42.00-37.78 A 0.000 0.000 2750 0.000 0.05 e nouu 0.000 2.873 0.000 oV C 0000 0.000 2.750 n000 0.00 uo 37,78'36.78 x 0V08 0,000 ooOU 0.000 0o1 8 0.000 0.800 0.053 0.000 0.00 C 0.000 0.000 0�000 0.000 0�80 L20 30.78'31.78 A 0.000 0.000 0.000 0.000 0.05 B 0.000 0.000 0.2e4 0.000 0.01 C 0�800 0.000 oouu 0.000 uou L21 31.78'2*.78 8 0.000 Ooon 0.000 0.000 nou o 000u 0.000 o,on* 0.000 0o1 C 0.000 0.000 0.000 0.000 0.00 L22 2618'2118 A 0.000 o�VOO O�OUU 0.000 0,05 s 0.000 0.000 0.264 0.000 0.01 C 0.000 0.000 0.000 0.000 0.00 m3 2178'16.78 A 0.000 uouU 0.000 oouo Uo B oOOO Oonn 0.264 0.000 0o1 C 0,000 0000 oouu 0.000 oou um 16J8'11.78 A 0.000 0.000 0.000 0.000 0.05 g o�VUV 0.000 0.26* 0.000 0o1 C 0.000 0.000 0.000 000n 0.00 Lus 11.78-e.78 a 0.000 noon 0.000 0.000 oos B uouo 0.008 0.264 0.080 0.01 C 0.000 0.000 ounn 0.000 oon Lzo 6.78'1.78 x 0.000 0.000 0.000 0D00 000 o 0o00 0.000 0.26* 0.000 0.01 C 000n 0.000 0.000 0800 Vno mr 1J8'0.00 A 0.000 0.000 0.000 0.000 0.02 B 0.000 0.000 0.084 0.000 0.00 C 0.000 0.000 0.000 oonn 0.00 November O/'2O17 CC/ BU No 856360 Page 13 FeedU'ne/U^near Appurtenances Section Areas - With Ice Tower Tower Face um 3ectw Elevation or Thickness AR AF CAAA CAAA In Face Out*Face n ft Leg in ft2 ft2 ft2 ft2 u 1115.00-110o0 A 0.565 0.000 0.000 n000 0.000 s 0.000 0.000 oouo MOO C 0.000 0.000 0.000 0.000 uc 11oM-l05u0 A 0,563 0.000 0.000 0.000 0.000 e 0.000 0.000 0.000 0000 o 0.000 0.000 0.000 0.000 o 105o0'100.00 A 0.560 0.000 0.000 0.000 0000 B oouu n000 8�000 0000 C 0.000 0.000 n000 0.000 L4 100u0o5u0 A 0a57 0.000 oonn 0.000 0o00 B 0.000 0000 0.000 0000 o 0.000 0.000 noon 0000 Lo noun'no.00 A u�554 0000 n000 0000 000u B ounn 0.000 0.000 0.000 C 0000 onoo 0000 u000 Ln 90.00'85.00 A 0.551 noon n000 0.000 nono e 0x00 oouo 0.611 onno C 0.000 nuoo 0.000 0.000 o as.no'uoon A 0a48 0.000 nono 0.000 0.000 B 0.000 0.000 1o15 0.000 C 0000 unoo 0.000 0.000 m 80o0'7620 A o.m*o 0000 oouu 0000 oouo B n000 0.000 0.768 0.000 tnxTo*orReport vension7.O.5.1 115fYMonopole Tower Structural Analysis Project Number Y482450, Application 407028 Revision November 01'2017 CC BU&h85036O Paye14 Tower Tower Face Ice An AF CAAA CAAA Weight 3ectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ftv 02 ft, K C ovUU 0.000 0.000 UwV 0�00 LV 76.20-74,*2 A 0.543 0V00 0.000 Uono 0.000 O�02 a 0o00 0.000 0,860 0.000 0.00 C 0,000 0.000 0.000 nMo UO L10 74A2ae.42 A 0.540 oonn 0.000 0,000 0.000 0.05 o n�Vno 0.000 1.005 0.000 0,01 C 0.000 0.000 0MV ouoo 0.00 L11 09.42-6*,42 x 0a37 UUn 0.000 0.000 Oonn 0,05 e 0.000 0.000 1o00 oono 0.01 C Uon 0.000 nooO ounV 0,00 L12 84.42'6225 A 0.534 0.000 0.000 2.213 0,000 0.03 a 0,000 oono 2.640 Ouon 0.01 C 0,000 0.000 2213 0.000 0.01 un 62.25-62M x 0,533 U00 0.008 0,277 0000 0.00 o o0OO 0.000 0,326 000u UU C oouo ooun uzrr 0,000 OM L14 62D0-57M A o�000 0.000 0.000 5�530 0000 0.07 e uouo oMo 6,523 onno 0,$8 C 0,000 o�VuV 5.530 0.000 0.02 L15 or.ou'nu.UO A 0.526 0000 0.000 5,526 0.000 0.07 6 0V00 0.008 6.513 ouoo 0.03 S U00 0.000 5,526 n000 0.02 L16 52.00-47.00 A 0.521 U00 ooOV 5�521 0000 0.07 a Uoo 0.000 &501 0000 0.03 C nono 0.000 5.521 Uoo 0.02 L17 47.0**2.00 A 0.515 nuoo 0,000 5�515 VMV OV e 0000 U00 6A89 0.000 U.U» C WVnV 0.000 5,515 VoOn 0.02 L18 *2.00'37.78 A oa/o oouo 0.000 3.030 0.000 000 e U00 0.000 3.8*6 0000 0.02 c nono 000n nonn oMo 0o1 ug 37.78-36J8 A 0.506 0,000 0.000 nMV 000n 0�01 o u000 000u 0.193 0.000 0.00 C oOoo 000n 0.000 noon UO Lzv 3678'31 18 A 0.502 oMV 0,000 0.000 000n 000 e n000 0,000 oe57 nuno 0,01 o oMu UVo ouoo Uoo OM m1 31.78'26.78 A 0.*94 0000 0.000 0,000 oonn 0.05 a 0,000 oonn 0.9*7 0.000 0.01 C 0,000 0.000 0.000 0.000 0.00 L22 e678'21.78 A 0.485 nouo 0000 0000 n000 Uo B 0.000 0.000 0936 0.000 0.01 n 0.000 0000 oM0 0,000 0,00 'cn 21.78-16,78 x 0*74 0000 0.000 VMo o»ou 0.05 a uono 0,000 0,922 0.000 0�01 C 0.000 0.000 noon 0.000 0.00 L24 16,78'11,78 A 0,460 0,000 uMo nVoo nonn 8D5 s 0,000 0,000 0.904 uuoo 0,01 c nouo 0.000 0.000 0.000 0.00 L25 11.78'6.78 A 0.440 0.000 0.000 oVon o.cmo 0.05 o 0,000 0.000 oMV n000 0�01 c OVno 0.000 0,000 oVoo 0.00 Lzn 678'1J8 A O.*oo n000 0.000 0.000 0000 0�05 o o»Oo 0.000 0.839 nuon 0V1 o ounn 0.000 0.000 0,000 OM L27 1J8'0u0 A n.»*a ouno 0.000 0.000 0.000 Uz a 0o00 nMo n�272 0.000 0,00 C 0,000 0.000 nono nMu OM Feed Line Center of Pressure Section Elevation oFx CFZ oPX oPz xm mo n in in in in 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 62.25-62.00 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 CC I-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 IK No Ice Ko 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 2,6.78 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 Front ft2 CAAA Weight Side ft2 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 t Vert ft ft ft2 ft2 K 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 13 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- B 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 B 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 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 B25 RRH4x30-4R BTS B 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 B 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 CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft 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 8 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 32 866 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 32 866 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 Arm Mount [SO 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 CC/ BU No 856360 Page 19 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Or Type Type Horz Adjustment Beam Diameter Leg Lateral Width Vert ft ft ft Aperture Weight Area ft2 SC2-1906B B Paraboloid w/o From 1.00 0.0000 88.00 2.20 No coI3.80 0.02 Radome Leg 0.00 0.00 1/2" Ice 4.10 0.04 Load Combinations Comb. No Description 1 Dead Only 2 1.2 Dead+1.6 Wind (it 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 60 deg - 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 150deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind t80 deg - No Ice 15 0.9 Dead+1.6 Wind 180 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 VVind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 1150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg Service 41 Dead+Wind 60 deg Service 42 Dead+Wind 90 deg Service 43 Dead+Wind 120 deg - Service 44 Dead+VVind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+VVind 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 Minor 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 CC/ 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 - Pole 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 -1A5 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 CC! 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 1286.88 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 CCI 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. Hx 21 16.11 18.67 0.19 Max. Hz 2 21.48 0.27 18.75 Max, Mx 2 1684.33 0.27 18.75 Max. Mz 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. Fl„ 9 16.11 -18.60 -0.08 Min. Flz 15 16.11 -0.10 -18.69 Min. Mx 14 -1677.78 -0.10 -18.69 Min. klz 20 -1671,72 18.67 0.19 Min. Torsion 22 -1.44 16.23 9.48 Tower Mast Reaction Summary Load Vertical Shear, Shear, 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 VVind 150 deg 16.11 9.37 16.25 1436.66 -827.63 -1.26 - No Ice 1.2 Dead+1.6 VVind 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 Wind 210 deg 21.48 -9.19 16.11 1445.80 821.85 -0.00 - No Ice 0.9 Dead+1.6 VVind 210 deg 16.11 -9.19 16.11 1423.24 809.09 0.00 - No Ice 1.2 Dead+1.6 VVind 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, M, K K K kip-ft kip-ft kip-ft - No Ice 1.2 Dead+1.6 Wind 270 deg 21.48 -18.67 -0,19 -19.45 1671.72 1.32 - No Ice 0.9 Dead+1.6 Wind 270 deg 16.11 . -18.67 -0.19 -19.02 1645.64 1.30 - No Ice 1.2 Dead+1.6 Wind 300 deg 21.48 -16.23 -9.48 -852.93 1454,21 1.44 - No Ice 0.9 Dead+1.6 Wind 300 deg 16.11 -16.23 -9.48 -839.41 1431.54 1.41 - No Ice 1.2 Dead+1.6 Wind 330 deg 21.48 -9.50 -16.25 -1460.80 851.94 1.16 - No Ice 0.9 Dead+1.6 Wind 330 deg 16.11 -9.50 -16.25 -1437.74 838.71 1.14 - No Ice 1.2 Dead+1.0 Ice+1.0 Temp 26.92 0.00 -0.00 -1.20 -0.78 -0.00 1.2 Dead+1.0 Wind 0 26.92 -0.02 -1.74 -160.53 1.39 0.07 deg+1.0 Ice+1,0 Temp 1.2 Dead+1.0 Wind 30 26.92 0.86 -1.50 -138.14 -78.84 0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 26.92 1.50 -0.86 -79.89 -137.01 -0.06 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 26.92 1.73 0.01 -0.50 -158.64 -0.12 deg+1 .0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 26,92 1.51 0.88 79.00 -138.03 -0.14 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 26.92 0.87 1.51 136.84 -80.37 -0.13 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 26.92 0.01 1.74 157.56 -1.69 -0.08 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 26.92 -0.86 1.50 135.67 77.20 -0.00 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 26.92 -1.51 0.85 76.49 136.46 0.08 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 26.92 -1.74 -0.02 -2.86 157.56 0.13 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 VVind 300 26.92 -1.51 -0.88 -81.78 136.91 0.14 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 26.92 -0.88 -1.51 -139.36 79.78 0.12 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg - Service 17.90 -0.07 -5.22 -466.58 6.73 0.18 Dead+Wind 30 deg - Service 17.90 2.56 -4,49 -400.77 -228.07 -0.01 Dead+Wind 60 deg - Service 17.90 4.47 -2.58 -230.27 -398.15 -0.19 Dead+Wind 90 deg - Service 17.90 5.18 0.02 1.97 -461.52 -0.33 Dead+Wind 120 deg - 17.90 4.51 2.63 234.59 -401.47 -0.40 Service Dead+Wind 150 deg - 17.90 2.61 4.53 403.71 -233.05 -0.37 Service Dead+Wind 180 deg - 17.90 0.03 5.21 464.14 -3.24 -0.21 Service Dead+Wind 210 deg - 17.90 -2.56 4.49 399.90 227.24 0.00 Service Dead+Wind 240 deg - 17.90 -4.51 2.55 226.46 400.84 0.23 Service Dead+Wind 270 deg - 17.90 -5.20 -0.05 -5.69 462.50 0.38 Service Dead+Wind 300 deg - 17.90 -4.52 -2.64 -236.42 402.32 0.41 Service Dead+Wind 330 deg - 17.90 -2.65 -4.53 -404.71 235.60 0.33 Service Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. 1 0.00 -17.90 0.00 0.00 17.90 0.00 0.000% 2 -0.27 -21.48 -18.75 0.27 21.48 18.75 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 of Applied 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% 14 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% 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 Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 5 0.00000001 0.00091355 3 Yes 5 0.00000001 0.00036390 4 Yes 7 0.00000001 0.00018387 5 Yes 6 0.00000001 0.00082790 6 Yes 7 0.00000001 0.00018814 7 Yes 6 0.00000001 0.00084835 8 Yes 6 0.00000001 0.00009815 9 Yes 5 0.00000001 0.00063715 10 Yes 7 0.00000001 0.00017814 11 Yes 6 0.00000001 0.00079968 12 Yes 7 0.00000001 0.00019239 tnxTower Report - version 7.0.5.1 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 13 Yen 14 Yes 15 Yes 16 Yes 17 Yes 18 Ye, 19 Yes 20 Yes 21 Yes az Yes 23 Yes 24 Yes co Yes xs Yes 27 Yes zo Yes 29 Yes aO Yes 31 Yes aa Yes 33 Yes 34 Yes no Yes 30 Yes nr Yes no Yea ne Yes 40 vov *1 Yes 42 Yes 43 vno *4 Yes *n Yes 4s vas 47 vex 48 Yes *o voo nn Yon 6 0.00000001 0.00086581 5 U0000000u00^r15 n U0000001 VM09*08* r 0.00000001 OM018368 0 0,00000001 0,00002750 r 0.00000001 uD0017e34 n 0.00000001 0.00080713 V 0.00000001 U00259e0 O 0�00000081 OM007550 T 0.00000001 0u0019382 o M0800001 oo0087221 7 0.00000001 0o0017989 s 0.00000001 0o0080659 4 000000001 0,00047773 O 0.80000001 0,00028610 6 0,00000801 0o0030087 6 0.00000001 0.00028968 O 0.00000001 0o0028089 O 0,00000001 0o0029627 m 0.08000001 U0029577 * 0.00000001 0,000e7547 o 0.00000001 0,00028738 6 0.00000001 0,00028836 V 0,00000001 M0027655 O 0.00000001 OM029971 O 0.00000001 no0030201 o 0.80000001 0u0010323 s 0.00000001 0o0010901 e 0,00000001 0,00011350 s 0,00800001 0o0022987 6 0.00000001 oM010501 e 0.00000001 0o0012/75 o 0.00000001 0,00819338 o 0.00000001 0.00010776 n 0.00000001 0u0010275 o 0.00000001 0,00032166 o oM000001 VM012370 0 0.00000001 0.00010830 November 01'2O17 CCI 8UNo856380 page20 Maximum Tower Deflections -Serv'ceW'nd Elevation It in Horz. Deflection Gov, Load Tilt u nn no 35.454 oo 2.84e4 0.0115 cc 1101us 32A91 su 2.8066 0o10* L3 105'100 29�591 50 2.7315 0.0095 L4 100-95 26382 50 2�633* OM88 L5 9590 24.085 50 2o184 0.0080 uo on ao 21.519 su 2.3800 0o067 cr ao oo 19.110 nu 2.2202 0.0056 m on 7s.z 16o77 on 2.0*46 0.0047 Lo 7e.42 7*.42 16s30 uo 2.0234 0o045 uu 74.42 so.*a 14.564 on 1.902* 0.0040 u` oVxz'u*,*z 12o66 oo 1.7221 0o033 L12 64.42'62�25 10o5e on 1,5391 8M27 L,n nzzo'ua 10z78 nn 1.4594 KOV25 L1* nz s7 10.202 oo 1.4549 0.0025 L|o 57 uz nJzr »o 1.3e24 0.0022 L16 nz 4r 7.349 no 1z693 nonuo ur *7 4z 6.069 ou 1.1751 o.00/u ue 42'37.78 ^Mo oo 1,0811 0.001e L19 *1.78-36J8 4.83e vn 1.0770 0.0018 on 36.78'31r8 n.r*z no 1o016 0.0014 L21 31�78 26.78 2.771 oO 0.8551 0o012 Lzz 26.78 21.78 1.951 oo 0.7117 0.0009 Luo 21J8 16.78 1.279 50 0.571e 0.0007 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 Section Elevation Holz Gov, Tilt Twist No. Deflection Load ft in Comb. L25 11.78 - 6.78 0.367 50 0.3011 0.0004 L26 6.78 - 1.78 0.120 50 0.1708 0.0002 L27 1.78 - 0 0.008 50 0.0438 0.0000 November 01, 2017 CCI BU No 856360 Page 27 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature Comb. in ° 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 Horz Gov. Tilt Twist No. Deflection Load ft in Comb. 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 1.15 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 - Deskin Wind Elevation ft Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature Comb. in ° 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 L„, KI/r A ft ft in2 K (6P0 Ratio P„ (1)Pn 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 L5 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 Size Mu). 4)M„x Ratio M, 4)M„ Ratio No. AGX ft kip-ft kip-ft kip-ft kip-ft 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 L.14 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) TP26.6216x25.6789x0.49 860.61 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 1218 57 0.916 0.00 1218.57 0.000 (20) 25 L21 31.78 - 26.78 1P29.94x28.9953x0.3125 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) TF35x34.6637x0.3125 1691,08 1660.97 1.018 0.00 1660.97 0.000 Pole Shear Design Data Section Elevation No. ft Size Actual • V„ Ratio Actual (I) rn Ratio V, Vu Tu K K 4)V, kip-ft kip-ft 4)T, 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 CCI BU No 856360 Page 30 Section Elevation No. ft Size Actual .V„ Ratio Actual .T„ Ratio V, V„ K K .V, kip-ft kip-ft OT„ 88 L3 105 - 100 (3) TP17.2178x16.3119x0.21 7.45 441.29 0,017 0.44 616.74 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, K. Muy V T Stress Stress ft 4)Pr, OW( 4)Mr. .V, .T, Ratio Ratio L1 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. P, Mux Muy V„ T,, Stress Stress ft 4)Pn 4)Mnx (t)Mny 41V, 43,T, 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 No. Elevation Component ft Type Size Critical Element loP,llow 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 TP31.8295x30.8848x0.3125 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 CCI BU No 856360 Page 32 Section Elevation Component No. ft Type Size Critical P oPoow 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 Fad 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 CC! BU No 856360 Page 33 tnxTower Report - version 7.0.5.1 (INSTALLED) (1) CONDUIT TO 115 FT LEVEL VEERS) (2) 3/8' TO 115 FT LEVEL (2) 3/4T TO 115 FT VI (INSTALLED) (1) 1/4' TO 115 FT LEAL (1) 1/2' TO 115 11 LEVEL (2) 3/4' TO 115 Ff LEVEL (18) 7/8' TO 115 FT LEVEL BUSINESS UNIT: 856360 TOWER ID. C_B*SELEVCL (�I-%2' 2)TO 95 FT LEVEL 1/4TT088FTLEVEL 115 Ft Monopole Tower Structural Analysis Project Number 1482450, Application 407028, Revision 2 APPENDIX C ADDITIONAL CALCULATIONS November 01, 2017 CCI BU No 856360 Page 34 tnxTower Report - version 7.0.5.1 0 Q per TA-222 G Site BU: 856360 Work Order: 1482450 Pole Geometry XCROWN „,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 3 2 3 4 5 6 7 8 9 10 nforcement Detail B (in) H (in) Gross Area (in2) Pole Face to Centroid (in) Bottom Termination Length (in) Top Termination Length (in) Lu (in) Net Area (in2) Bolt Hole Size (in) Reinforcement Material 6 1 6 0.5 24.000 24.000 16.000 4.750 1,1875 A572-65 CCIpole - version 3.2.1 Page 1 Analysis Date: 11/112017 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 95 - 90 5 12 18.124 19.030 0.21875 4572-65 1.000 6 90 - 85 5 12 19.030 19.936 0.21875 4572-65 1.000 7 85 - 80 5 12 19,936 20.841 0.21875 4572-65 1.000 8 80 - 79,42 3.8 3.22 12 20.841 21.530 0.21875 A572-65 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 4572-65 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 A572-65 0.929 14 62 - 57 5 12 23.793 24.736 0.5125 4572-65 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 4572-65 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 4572-65 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 4572-65 1.000 27 1.78 - 0 1.78 12 34.664 35.000 0.3125 A572-65 1.000 CCIpole - version 3.2.1 Page 2 Analysis Date: 11/1/2017 TNX Section Forces Increment (ft): 5 TNX Output Section Height (ft) P. (K) Mux (kip-ft) _____ (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 6.52 162.85 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 321 Page 3 Analysis Date: 11/1/2017 Analysis Results Elevation (ft) Component Type Size Critical Element % Capacity Pass / Fail 115-110 Pole 1 TP15.406x14.5x0.2188 Pole 20.1% I Pass li 110 - 105 Pole TP16.312x15.406x0.2188 Pole 30.8% Pass II 105 - 100 Pole TP17.218x16.312x0.2188 ; Pole 1 39.6% Pass 100 - 95 Pole TP18.124x17.218x0.2188 Pole 48.9% Pass 95 - 90 j Pole TP19.03x18.124x0.2188 Pole 61.6% Pass 90 - 85 Pole TP19.936x19.03x0.2188 1 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 1 TP21.452x20.509x0.25 . Pole 82.3% Pass 74.42 - 69.42 Pole TP22.395x21.452x0.25 Pole 88.2`)/0 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°/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°A 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 . 7 8 - 0 Pole TP35x34.664x0.3125 Pole 102.5% Pass Summary ,F 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 (in4) 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 n/a 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 n/a 28.82 92.1% 31.78 - 26.78 3345 n/a 3345 29.77 n/a 29.77 94.1`)/o 26.78 - 21.78 3675 n/a 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 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. CCIpole - 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 corners. 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 Diamete ) Site Data BU#: 856360 Site Name: SOUTHCENTER App #: 407028 Rev. 2 Anchor Rod Data Eta Factor, n 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/r)): Axial Desiign Strength, cD*Fu*Anet: Anchor Rod Stress Ratio: Base Plate Results Base Plate Stress: PL Design Bending Strength, 4>*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 Length 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) B.C. Input Clear Space at B.C. for Single 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 -it) 1691 Axial Force (kips) 21 Shear Force (kips oncrete Siren 19 Rebar Strength, Fy: 60 ksi Pier Design Data Depth 35 ft Ext. Above Grade 0.5 0 Pier Section 1 From 0.5' above grade l0 3`below grade Pier diameter 5.5 11 Rebar Quantity 20 Rebar Size 11 Clear Cover to Ties 3 in Tie Size 4 Analysis Results Soil lateral Capacity Compression Uplift D,° (ft from TOC) 7,38 Soil Safety Factor 4,30 - Max Moment (kip-ft) 1795.30 Rating 30.9% - Soil VerticaI Capacity Compression 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 Concrete Capacity Compression Uplift Critical Depth (ft from TOC) 6.80 - Criticai Moment (kip-ft) 1794.70 - Critical Moment Capacity 3736,02 Rating 48,0 % - Soil Interaction Rating 30,9% Structural Foundation Rating 48.0% CROWN %,• CASTLE Layer Top (ft) Bottom (ft) Thickness (ft) ymr (pcf) yawreie (pcf) Cohesion (ksf) Angle of Friction (degrees) Calculated Ultimate Skin Friction Comp (ksf) Calculated Ultimate Skin Friction Uplift (ksf) Ultimate Skin Friction Comp Override (ksf) Ultimate Skin Friction Uplift Override (ksf) UIt. Gross Bearing Capacity (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 0.27 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 MUMS 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" Risk Category I/II/III f USGS-Provided Output Ss = 1.447 g Sz = 0.539 g Sms = 1.447 g Sm, = 0.809 g 90 '.H01:101 ent , eim:stivi* ."orri.o4ber ""*"4 Sos = 0.965 g SD, = 0.539 g For information on how the SS and 51 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 1,61 1.1:0 1.31 1.20 aeflC1.75 Z9 400 403 0.4.!.. a .1 a CLIO .101 I I 1 1 F 1 I I I 0.03 a 44a 0.03 183 1,00 120 1.40 1.01 1.01 200 Period, T (sec) 1,10 1.03 690 a aa Design Response Spectrum 80 1.0 .20 1,40 1,00 1. 200 Pericpd, T (sec) https://earthquake.usgs.gov/cnnes ignmaps/us/summary.php?template-minimal&latitud... 10/30/2017 MOZehmig Devisn Categm Site BU: 856360 Work Order: 1482450 Application: 407028 Rev. 2 Per 2012/201.5 IBC a: CROWN 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 - Stiff Soil (Table 2-1) (Table 2-11) degrees degrees Spectral response acceleration short periods, Ss 1.447 Spectral response acceleration 1 s period, Sl= 0.539 USGS Seismic Tool Importance Factor, 1= 1.0 Acceleration -based site coefficient, Fa = 1.0 Velocity -based site coefficient, F, = 1.5 Design spectral response acceleration short period, Sps = 0.965 Design spectral response acceleration 1 s period, Sol = 0,539 Seismic Design Category - Short Period Response = Seismic Design Category - 1s 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 � N o o UQi a m V 0.2 0.6 0.6 0.5 0.5 0.5 0.5 0.5 0.5 0.6 0.7 0.7 0.6 I 0.6 0L0.1I 0.3 I 0.3 10.31 0.2 I 0.2 I 0.2 I 0.2 0.2 0.2 I 0.2 I 0.2 N 2 a c c .a rn tO 0 8 '- M ?7, Ilia ij N o N 0 m a to to Op N 00 2 n N m v7 w I"rn 0 � 0 N O i° tq 4 H Q 111 o H o ilia H 111 $ 1111 2 0, HIN N Q 1111101 N N o m N L} N N 1RLH NI 0 0 o N A N o '8' ' 8 ry m m o rim 8 M � 1111 m M N N - lllflij Number of Sides Thickness (in) 0 Socket Length (It) 0 0 Weight (1n 10., 4 16 2 6 110.0 ft 105.0 ft 100.0 ft 95.0 ft 90.0 ft 85.0 ft 80.0 ft 76.2 ft 74.4 ft 69.4 ft 64.4 ft 62.3 ft 57,0 ft 52.0 ft 47.0 ft 42.0 ft 37.8 ft 31.8 ft 26.8 ft 21.8 ft 16.8 ft 11.8 ft 6.8 ft 1.8 ft 0.0 ft ALL REACTIONS ARE FACTORED AXIAL 16 K SHEAR 0 MOMENT 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 Farce 4 93 Seismic Section Force 19 39.28 Seismic Section Force 5 92.5 Seismic Linear Force 14 35 Seismic Discrete Force 5 88 Seismic Section Farce 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 5 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 GRADE 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: 39.5°/a SEISMIC LOADS DO NOT CONTROL ANALYSIS Crown Castle CROWN 2000 Corporate Drive .,,,",r CASTLE Canonsburg, PA 15317 The Foundation for a Wireless World Phone: (724) 416-2000 FAX: (724) 416-2254 lob: 13U#85636O Project client. Crown Castle Code: TIA-222-G Path: Drawn by: NMartinak Date: 11 /01 /17 App'd Scale: NTS Dwg No. E-1 CCOSetismric Monopole Analysis per 2015 IBC Site BU: 856360 Work Order: 1482450 Application: 407028 Rev. 2 a: CROWN CASTLE From TNX. Axia1,W=I 21.0 Shear, V = 19.0 Site Latitude = degrees 47 minutes 27 seconds 40,70 kips kips 47.4613 Site Longitude = -122 14 32.70 -122.2424 Mass or Stiffness Irregularities = No Ground Supported Structure = Yes Structure Class = Site Class = D - Stiff Soil (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), Ht = 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, Sps = 0.965 Design spectral response acceleration 1 s period, SDI = 0.539 Calculated Cs = 0.643 Base Seismic Shear, Vs = 11.3 Appurtenance Weight (top 1/3 of structure), Wu = 6.6 Average Moment of Inertia, Iavg = 2308.0 Fundamental Frequency, Ff = 0.2 8 6 Ff related variable, SA = 0.154 Calculated Cs = 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 2-3) (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 DisLrete Ht Wt (kps) b S„ . , Seismic Shear, F. (kips) Seismic Induced Moment (kip-ft) 118 1.273 1.890 1,980 1,140 1.812 1.538 181,48 113 1,5085 1,090 1900, 1,140 1,012 1919. 220,71 96 3,192 1.317 0.145 0,351 0.280 0,596 57,26 94 0,023 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 -0.48 Top 1/3 Weight 6.58818924 Lir ear Mid Ht Wt (kips) a h c Ss, Seismic Shear, Fs, (kips) Seismic Induced Moment Da.PI) 112.5 0.05473 1.809 1,578 0.992 1,553 0.057 6.38 10E 0,10945 1,576 0.705 0,637 0 083 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. 2121 1,033 -0,100 0,148 -0.171 .0,014 -1.18 84 0,0048 1,008 -0.108 0.136 -0.197 .0,001 -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 012721 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 0,015 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 -Top Height, Z (ft) Section Length (ft) Number of Sides Diameter (in) Bottom Diameter (in) Wall Thickness (in) Volume 3 (ft) Weight (kips) Average Moment of Inertia (in4) a b c S Seismic Shear, Fn ��Ps) 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 1.4.60 105 102.5 5 12 16.31186 17.21778 021875 0.404096 0,198007 408.7885 1.501 0505 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 (1.448346 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 S 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 S 12 21.4518 22,39451 0,25 0.604927 0.296414 1049.046 0,739 40.098 0.038 •0.303 •0,060 -4.31 69.42 66.92 5 12 22.39151 23.33722 0.25 0.63124 0.309308 1191.827 0.640 .0,067 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 04875 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 03125 0.98424 0.482277 2890.096 0.168 0,066 0.028 0.296 0.095 3.26 31.78 29,28 S 12 28.99529 29.94002 03125 1,017201 0.498428 3190,089 0.123 0.070 0.034 0.288 0.096 2,81 26,78 24.28 S 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 (1,271 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 0.3125 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 TOWER MODIFICATION DRAWINGS SITE NAME: SOUTHCENTER BU NUMBER: 856360 SITE ADDRESS: 15700 NELSON ROAD SOUTH TUKWILA, WA 98188 KING COUNTY, USA lam sL Z I ' . 66366 A 'LoN331" a 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©CROWNCASTLECOM 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/405 NORTH FUR APPROXIMATELY ONE MILE TO EXIT 1. TAKE A RIGHT ONTO W. VALLEY HIGHWAY (SR 181) THEN AT THE NEXT LIGHT SIN 21ST ST TAKE A LEFT AND TRAVEL ABOUT 100 YARDS ON YOUR LEFT THERE IS THE SITE. TOWER INFORMATION TOWER MAPPED BY / DOC #: TOWER HEIGHT /TYPE: TOWER LOCATION: DATUM; (NAD 1983) STRUCTURAL DESIGN DRAWING: STRUCTURAL ANALYSIS REPORT: STRUCTURAL ANALYSIS DATE: APPLICATION ID: CCISITES DOCUMENT ID: TEP CCI SITES DOC # 5216040 115 FT MONOPOLE TOWER LAT 41° 27' 40.70" LONG -122° 14' 32.70" ELEV 21.0 FT AMSL CCl/WO# 1482450 VSI 1 WO # 1468694 10/06117 407028 REV # 2 7102284 CODE COMPLIANCE THIS MODIFICATION DESIGN IS BASED ON THE REQUIREMENTS OF HE 201516C 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 DRAWINGS INCLUDED SHEET NUMBER DESCRIPTION S-1 S-2 S-3 S-4 S-5 TITLE PAGE MODIFICATION INSPECTION CHECKLIST NOTES NexGen2TM BOLT SPECIFICATIONS AND TIGHTENING PROCEDURE FORGBoltTM BOLT SPECIFICATIONS AND . TIGHTENING PROCEDURE S-6 AJAX ONESIDETM BOLT SPECIFICATIONS AND TIGHTENING PROCEDURE S-7 POLE MODIFICATION SCHEDULE S-8 & S-9 DETAILS :CROWN CASTLE NO. (ATE DESCRMCON 6Y PENSIONS itiMWAfflia9XPliellEtIMPSIA =MARV OftAMNI.E P EACNCEPSOLEVENMENONAYN CANNPMESPRONSAPPOONTO 7LPEWIMPPANNAMODE KFORUNIMUNTRIEONINNPANNEN wormiornonams0P0 CiNOCASTIE 11110/2011 License Expires: 02124/2019 Crown Castle USA, Inc Engineer/Land Surveying #2271 SITE NAME: SOOTNCENTER BU NUMBER:050310 WO NUMBER:1412610 6:TEE:DRESS: 15709 NELSON ROAD SOUTH TUKWILA, WA RIMS NINO COUNTY, USA ENONTA BYACM DATE' TORN OFT BT: 619 DATE, 1102117 VIA/ABM St. DATE !VENN APAND BM MSS DATE: 11/0041T SCALE: N.T.S. TITLE PAGE S-1 MI CHECKLIST CO NSTWICTIONINSTALLATION INSPECTIONS AND TESTNG REQUIRED {COMPLETED BYEORI REPORT ITEM PRE -CONSTRUCTION 1 X MI CHECKLIST DRAWNG X FOR APPROVAL X FARRCAIIQN INSPECTION X FABRICATOR CERTIFIED WELD INSPECTION X MATERIAL IFST REPQR1IMTR) NA FABRICATOR NDEINSPECTIDN NA VIDE REPORT OF MONOPOLE BASE PLATE PER EN0.80410035 X PACKING SLPS ADDITIONAL TESTING AND INSPECTIONS: CONSTRUCTION ' r X CONSTRUCTION INSPECTIONS NA FOUNDATION INSPECTIONS NA CONCRETE COMP. STRENGTH ANC SLUMP TESTS NA POST INSTALLED ANCHOR ROD VERIFICATION NA BASE PLATE GROUT VERIFICATION X CCNTRACIO RSCERTAIEDWEIONSPECTIONAND NDEPINKS NA EARTHWORK:LFTANDDENSITY X ONSITE COLD GALVMRING VERIFICATION NA GUY WIRE TENSION REPORT X GC AS UETD000MENTS ADDITIONAL TESTING AND INSPECTIONS POSTCONSTRUCTION ', X MI INSPECTOR REDLINE OR RECORDDRAWNG() NA POST INSTALLED ANCHOR ROD PULLOUT TESTING X PHaTOGWHS ACDR.ONAL TESTING AND INSPECTIONS: R DENOTES A DOCLNBENT REQURED FOR THEM REPORT NA DENOTES ADOCUMENT THAT ISNOT REQUIRED FOR THE MI REPORT MODIFICATION INSPECTION NOTES GENERAL T,H,E MODIFICATION INSPEC11ON IMI IN ANISUAL INSPECTION OF TOWER MODIFICATIONS AND A RENEW OF CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE THE INSTALLATION IYAS CONSTRUCTED IN ACCORDANCE NTH THE CONTRACT DOCUMENTS, NAMELY THE MODIFICATION DRAWINGS, AS DESIGNED BY THE ENGINEER OF RECORD (ER). THE MI IS TO CONFIRM INSTALLATIONCONFIWRATION AND WORKMAHSNIP ONLY AND IS NOT RENEW OF THE M5)ff!CATiDNDESIGN ITSELF, NOR DOES TIE MI INSPECTOR TAKE OWMERSHP OF THE MODIFICATION DESIGN. DVHERSMP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS AND INTEGRITY RESIDES NTH THE FOR AT MU TIMES. ALL MIS SHALL BE CONDUCTED BY A CROWN ENGINEERING VENDOR IAE1 OR ENGINEERING SERVICE VENDOR SAESN THAT IS APPROVED TO PERFORM ELEVATED WORK FOR CROWN. SEE CROWN ENGBUL•ID173, 'APPROVED MI VENDORS'. TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE NET, IT IS VITAL THAT THE GENERAL CONTRACTOR IOC) AND THE MI PNSPEC TOR BEGIN COMMUNICATING AND COORDINATING AS SOON AS A PURCHASE ORDER (P0) I5 RECEIVED. IT IS EXPECTED THAT EACH PARTY MALL BE PROACTIVE IN REACHING OUT TO THE ODDER PARTY, IF CONTACT INFORMATION IS NCI KNOWN, CONTACT YOUR CROWN MIT CF CONTACT IPNI. REFER TO CROWN ENGSCWI0007, "MODIFICATION INSPECTION SOW', FIR FURTHER DETNLS AND REQUIREMENTS. MI INSPECTOR THE MI INSPECTOR ISREQUIRED TO CONTACT THE GC AS SOON AS RECEIVING APO FOR THE MI TO, AT A MINIMUM: • RENEW TIEREOUSEMENTS Of PIE M C1ECNUST • WORK WITH THE GC TO DBELOPA SCHEDULE TO CONDUCTONSITE INSPECTIONS, NODDING FOURDATON INSPECTIONS THE MI INSPECTOR 15 RESPONSIBLE FOR COLLECTING ALL GC INSPECTION AND TEST REPORTS, RENEWING THE DOCUMENTS FOR ADHERENCE TO THE CONTRACT DOCUMENTS, CONDUCTING THE INFIELD INS PECTIONS,AND SUWITTING THE MI REPORT TO CROWN. GENERAL CONTRACTOR THE GC IS REQUIRED TO CONTACT THE MI INSPECTOR AS SOON AS RE0EMNO APO FOR THE MODFICATON INSTALLATIGNOR IURfw(EY PROJECT TO,ATA MMIML'M: • RENEW THE REQUIREMENTS OF THE M CHECKLIST • WORK WTH THE MI INSPECTOR TO DEVELOP A SCHEDULE TO CONDUCTCN•SITE MI INSPECTIONS, INCLUDING FOUNDATION INSPECTIONS • BETTER UNDERSTAND ALL INSPECTION AND TESTING REQUIREMENTS THE GC SHALL PEAFCAMAND RECORD THE TEST MD INSPECTION RESULTS IN ACCORDANCE WTH THE REQUIREMENTS OF THEM CHECKLIST AND CROWN ENGSQWIWOT, RECOMMENDATIONS THE FOLLOWNG RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND EFFECTIVENESS OF DELIVERING AN MI REPORT: • IT IS SUGGESTED THAT THE GC PR0NDE A MINIMUM OF 5 BUSINESS DAYS NOTICE, PREFERABLY 10, TO THE MI INSPECTOR AS TO WHEN THE SITE WILL Elf READY FOR THE MI TORE CONDUCTED. • THE GC ANDAN INSPECTOR 000ROINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT. • WHEN POSSIBLE, IT IS PREFERRED TO HAVE THE 00 MOH INSPECTOR ON SITE SIMULTANEOUSLY FOR ANY GUY CORE TENSIONING OR RE•TENSi0N'NG OPERATIONS . D MAY BE BENEFICIAL TO INSTALL ALL TOWERMODIFICAnONS PRIOR TO CONDUCTING THE FOUNDATION INSPECTIONS TO ALLOW THE FOUNDATION AND MI INSPECTIONS) TO COMMENCE MATH ONE SITE VISIT. • VMEN POSSIBLE, IT IS PREFERRED TO NAVE THE GC AND MI INSPECTOR ON.SITE DURING THE MI TO HAVE MY DEFICIENCIES CORRECTED DURING THE INITIAL MI THEREFORE, THE GC MAY CHOOSE TO COORDINATE THE MI CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE AT THEIR DISPOSAL MEN THE MI INSPECTOR IS ON SITE. CANCELLATION OR DELAYS IN SCHEDULED MI IF TIE GC AND MI INSPECTOR AGREE TOA DATE ON MD TIE MI AL BE CONDUCTED, AND EITHER PARTY CANCELS CR DELAYS, CROWN SHALL NOT BE RESPLYLSIBLE FOR ANY COSTS, FEES, LOSS OF DEPOSITS ANONOA OTHER PENALTIES RELATED TO THE CANCELLATION OR DELAY MOURRED BY EITHER PARTY, NOR FOR ANY TIME {EL:TRAVEL MC LOCOING, COSTS OF KEEPING EQUIPMENT ONSITE, ETC.), IF CROWN CONTRACTS DIRECTLY FOR ATHIRD PARTY MI, EXCEPTION& MAY BE MADE IN THE EVENT THAT THE DELAY/CANCELLATION IS CAUSED BY WEATHER OR OTHER CONDITIONS THAT MAY COMPROMISE THP SAFETY OF THE PARTIES INVOLVED. CORRECTION OF FAILING MI'S IF THE MODIFICATION INSTALLATION WDILO FAIL THE MI PFNLEO NT),TNE GC SHALLWORK WTH CROWN TO COORDINATE A RE MEDIATION PLAN IN ONE OF TWO WAYS: • CORRECT FAILING ISSUES TO COMR,Y WITH THE SPECIFICATIONS CONTAINED IN THE ORIGINAL CONTRACT DOCUMENTS AND COORDINATE A SUPPLEMENT MI. • Oft, WTH CROWNS APPROVAL, THE GC MAY WORK WITH NNE FOR TO REANALYZE THE MADN'ICAII0N0EINF0RCEMENT USLYG THE AS -BOLT CONDITION MI VERIFICATION INSPECTIONS CROWN RESERVES THE RIGHT TO CONDUCT AN MI VERFICATION INSPECTION TO VERIFY THE ACCURACY AND COMPLETENESS OF PREVIOUSLY COMPLETED MI INSPECII ONUS) ON TOWER MODIFICAIICN PROJECTS, ALL VERIFICATION INSPECTIONS SHALL BE HELD TO THE SAME SPECIFICATIONS AND REQUIREMENTS IN THE CONTRACT DOCUMENTS AND IN ACCORDANCE WITH CRONY ENGSOW10507. VERFICAT0N INSPECTION MAY BE CONDUCTED BY AN GOEPENCENT AEVIAESVFRM AFTER AMODIFICATIONI PRC CTIS COMPLETED, ASMARKE0 BY THE DATE OF AN ACCEPTED'PASSING VI" OR'PAS,S A5 NOTED w' REPORT FOR THE ORIGINAL PROJECT, REQUIRED PHOTOS BETWEEN THE NAND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS, AT A MINIMUM, ARE TO BE TAKEN AND INCLUDED IN THE MI REPORT: • PRECONSTRS'CTIONC,<NERAI SITE CONDITION • PHOTOGRAPHS00010G THE REINFORCEMENT MODIFICATION CONSTRLCTIONGGREC110N AND)5SPECTION .• RAW MATERIALS .• PHOTOS OF ALL CRITICAL DETAILS FOUNDATION MODIFICATIONS n WELD PREPARATION .• BOLT INSTALLATION .. FINAL INSTALLED CONDITION 44 SURFACE COATING REPO POST CONSTRUCTION PHOTOGRAPHS •. FINAL INFIELD CONDITON PHOTOS OF ELEVATED MODIFICATIONS TAKEN ONLY FROM THE GAWK/ SHAH DE CONSIDERED IIIAO"EQUATE, THIS IS NOT A COMPLETE LIST OF REQUIRED PHOTOS, PLEASE REFER TO CROWN ENG$GW100P7. CROWN CASTLE IC It No DATE SCRIPTO NS RY CASTLE ANRITBAAFMMES.REFADJUCT10 ORIII Y114(10 04GI0WATIM INFORIATVCUITAINFPN rime CP VorTTC4,TITTTIOnCt4cERMISSIOITO 510 asps 11110/2017 License Expires: 02/2412019 Crown Castle USA, Inc EngineerlLand Surveying #2271 SITENAME:SWTNCENTER BU NUMBER: 858050 WDNUMBER:188145E SITE ADDRESS: 15160 NELSON R0A0 SOUTH TUKWILA, WA NI88 KING COUNTY, USA ENGKASCNCII DATE:11107I11 OFT BY: EIB OATS 11102117 DFTAOABY; BL DATE: 11N8/11 F ANOBY:MSS DATE:1110M17 .N.T•5. MODIFICATION INSPECTION CHECKLIST -2 REV GENERAL NOTES STRUCTURAL STEEL NOTES (CONTINUED) DETAIL DRAWINGS SHALL GOVERN OVER ANY VARIANCE FROM THIS SHEET 1. ALL WORK PRESENTED ON THESEORAWNGS MUST BE COMPLETED BY THE CONTRACTOR UNLESS NOTED OTHERWISE, THE CONTRACTOR MUST BE EXPERIENCED IN THE PERFORMANCE OF WORK SIMILAR TO THAT DESCRIBED HEREIN. BY ACCEPTANCE OF THIS ASSIGNMENT, THE CONTRACTOR IS ATTESTING THAT HE DOES HAVE SUFFICIENT EXPERIENCE AND ANON, THAT HE IS KNOWLEDGEABLE OF THE WORK TO SE PERFORMED, THAT HE IS PROPERLY LICENSED, AND THAT HE IS PROPERLY REGISTERED 10 DO THIS WORK IN THE STATE AND,'OR COUNTY IN WHICH IT IS TO BE PERFORMED. 2. ALL CONSTRUCTION MEANS AND METHODS;NCLUDING BUT NOT LIMITED TO, ERECTION PLANS, RIGGING PLANS, CLIMBING PLANS, AND RESCUE PLANS SHALL BE THE RESPONSIBILITY Of THE GENERAL CONTRACTOR RESPONSIBLE FOR THE EXECUTION OF THE WORK CONTAINED HEREIN AND SHALL MEET A1SVASSE A10.4B (LATEST EDITION): FEDERAL, STATE, AND LOCA1 REGULATIONS; AND ANY APPLICABLE INDUSTRY CONSENSUS STANDARDS RELATED 10 THE CONSTRUCTION AC1MTIES BEING PERFORMED. ALL NOGNG PLANS SHALL ADHERE TO ANSIASSE A104B ((LATEST EDITION AND CROWN STANDARD CEDST0.107531N000DIN0 THE REQUIRED INVOLVEMENT OF A OVAIFIED ENGINEER FOR CLASS N CONSTRUCNON TO CERTIFY THE SUPPORTING STRUCTURES)1N ACCORDANCE WITH THE ANSITIA372 (ATESTEDIT'AN). 3. THE GENERAL NOTES AND TYPICAL DETAILS ARE APPLICABLE TO ALL PARTS Of THE STRUCTURE ANDSHALL BE READ IN CONJUNC110N NTH THE STRUCTURAL CRAWNGS AND PROJECT SPECIFIC 1TONS, 4. THE CONTRACTOR IS RESPONSIBLE FDA OBTAJNING APPROVALS FROM ALL AL7MORITIESNANNGJURISDICTION FOR i8S PROTECT AND SHALL NOTIFY THE APPLICABLE JLw1SDICT10N51(STATE,COUNTY, 0R CITY) ENGINEER 24 HOURS PRIOR 70 THE BEGINNING OF CONSTRUCTION, 5. THE CONTACTOR SHALL BE RESPONSIBLE FOR ABIDING BY All CONDITIONS AND REQUIREMENTS OF THE PERMITS. 6. ERECT GLWRDS AND BARRIERS PER APPLICABLE LABOR AND CONSTRICTION SAFETY REGULATIONS. 7. THE CONTRACTOR SHALL YIELD VERIFY ALL EXISTING CONDITIONS, POSSIBLE INTERFEREM0ES, AND DIMENSIONS BEFORE PROCEEDING NTH THE WORK. REPORT ANY AND ALL DISCREPANCIES TO THE CROWN CASTLE ENGINEER OF RECORD (E0RAN0 CROWN CASTLE FIELD PERSONNEL IMMEDIATELY. ANY AND ALL FIELD CHANGES SHALL BE APPROVED AND DOCUMENTED BY THE FOR PRIOR TO FIELD IMPLEMENTATION B. ALL MATERIALS AND WORKMANSHIP SHALL BE WARRANTED FOR TWO (7) YEARS FROM THE DATE OF COMPLETED CONSTRUCTION. 9, USE ONLY THE LATEST ISSUES OF ANY APPLICABLE CODES,STANDARDS, OR REGULATIONS MENTIONED IN THE FBIOWNG NOTES AND SPECIFICATIONS,LINO, 10. ALL WO'4KM1N5HIP SHALL BE IN ACCORDANCE WITH ANSI, ASTM ACI, TA AND ASC S MID4RW AS REFERENCED IN THE APPLICABLE CODE 11. STRUCTURAL ELEMENTS SHOWN ON THESE DRAWNGSAEfEDES1GIEDIN ACCORDA'CE WITH APPLICABLE MONO CODES/STANDARDS, ALL CONSTRUCTION, EXCEPT WHERE NOTED OTHERWISE, SHAD. COMPLY WITH THOSE CCOES51AN1ARCS, 12 ALL MATERIALS ANDEOUIPMENT FURNISHED SHALL BE NEW AND OF GOOD DUMPY, FREE FROM FAULTS AND DEFECTS, AND N CONFORMANCE MR THE DRAWINGS. ANY AND ALL SUBSTITUTIONS MUST SE DULY APPROVED AC.AVTHORZEO IN WRITING BY THE OWNER AND ENGINEER OF RECORD PRIOR TO FAERICATON ANDINSTALLAIION. THE COMPACTOR SHAH FURNISH SATISFACTORY EVIDENCE AS TO TIDE KINDAND QUALITY OF THE MATERIALS AND EQUIPMENT BEING SUBSTITUTED. I7. All MANUFACTURER'S HARDWARE ASSEMBLY INSTRUCTIONS SHALL BE FOLLOWED EXACTLY AND SHALL SUPERSEDE ANY CONFLICTING NOTES ENCLOSED HEREIN. 14, TIE CONTRACTOR S.HALII BE RESPONSIBLE FOR IMITATING, MANTNNIND, AN0 SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK THE CONTRACTOR IS ALSO RESPONSIBLE FOR ENSURING THAT ALL CONSTRUCTION PROCEDURES MEET THE REQUREMENTS OF OSHA THE OWNER, AND ALL OTHER APPLICABLE LOCAL, STATE, AND FEDERAL SAFETY REGULATIONS. 15. ACCESS TO THE PROPOSED WORK 611E MAY BE RESTRICTED. THE CONTRACTOR SHALL COORDINATE INTENDED CONSTRUCTIONACINITY, INCLUDING WORK SCHEDULE AND MATERIAL ACCESS, WITH THE RESIDENT LEASING AGENT, 16.. IT SHALE BE THE RESPON,SBIIITY OF THE CONTRACTOR TO SAFEGUARD ALL EXISTING STRUCTURES OR LIMED SERVICES AFFECTED BY TADS CONSTRUCTION. CONTRACTOR IS ALSO RESPONSIBIE FOR TEMPORARILY RELOCATING ANY IMNE6 OR STRUTS AS NECESSARY TO COMPLETE 1TE REQUIRED WORK 17. STRUCTURAL DESIGN IS F017 THE DOMPLETE CONDITION ONLY. THE, CONTRACTOR MUSTBECOGN7ANf THAT THE REMWAI OF ANY STRUCTURAL COMPONENT OF AN EXISTING TOWER HAS THE POTENP,AI TO CAUSE THE PARTIAL CR COMPLETE COLLAPSE OF THE STRUCTURE, ALL NErESSARY PREWUTION6 MUST BE TAKEN TO ENSURE STRUCTURAL INTEGRITY, INCLUDING, MR NO11IMTED T0, ENGWEERNG ASSESSMENT If CONSTRUCTION STRESSES MOTH INSTALLATION WAXMAI.M WIND SPEEDANO0R TEMPORARY BRACING AND SHORING, IB, OD NOT SCALE ORAWNGS. 19. THE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF CROWN CASTLE, THEY MAY NOT BE REPRODUCED IN ANY FORM WITHOUT THE EXPRESSED WRITTEN CONSENT/PERMISSION OF CROWN CASTLE. 20. FOR THIS ANALYSIS AND MOD 9CAT!06, THE TOWER HAS BEEN ASSUMED TO OE IN ROOD CONDITION WTHCU1 ANY DEFECTS. IF THE CONTRACTOR DISCOVERS ANY INDICATION OF AN EXISTING STRUCTURAL DEFECT. CONTACT THE ENGINEER OF RECORDIMMEOIATELY 21. MODIFICATION WORK SNAIL BE COMPLETED IN COMB CONDITIONS OR APPROPRIATE AND SPEED FOR THE TYPE OF MODIFICATION WORK TO BE INSTALLED. 22, THE CURBING FACILITIES, SAFETY CLIMB MD ALL PARTS THEREOF SHALL NOT BE IMPEDED, MODIFIED CR ALTERED WTHOUT THE EXPRESS WRITTEN APPROVAL OF THE ENGINEER OF RECORD. 23, ANY WORK PERFORMED WITHOUT PREFABRICATION TAPPING IS DONE .ATTHE RISK OF THE GENERAL CONTRACTOR AN0I0R FABRICATOR STRUCTURAL STEEL NOTES 1, DESIGN FABRG4TON,ERECTION, ALTERATION AND M4INEENANCE SHALL CONFORM TO THE FOI1OWVO, UNLESS NOTED OTHERWSE(U.N0). A fA222, STRUCTURAL STANDARD FCR ANTENNA SUPPORTING STRUCTURES AND ANTENNAS B. TIA•1019A1 INSTALLATION, ALTERATION, INO MAINTENANCE OF ANTENNA SUPPORTING STRUCTURES AND ANTENNAS C. RISC: MANUAL OF STEEL CONSTRUCTION 2. ALL STRUCTURAL ELEMENTS SHALL CONFORM TOTHE FWLOW4NG REQUIREMENTS,LINO. A STRUCTURAL STEEL ASGMA512 GRADE 55(FY= 65N51). B. ALL BOLTS, A5TM A3D5 TYPE I GALVANIZED NIGH STRENGTH BOLTS. C. ALL NUTS,ASTM A553 CARBON AND ALLOY STEEL NUTS. D. ALL WASHERS, AS1M F436 HARDENED STEEL WASHERS. 3, HOLES SHALL NOT BEFLAME CUF IHRV STEEL UNLESS APPROVED BY THE ENGINEER OF RECORD. 4, All FASTENERS SHALL NOT BE REUSED. 5. A NUT LOCKING DEVICE SHALL BE INSTALLED ON ALL PROPOSED A,NDOR REPLACED AS1M A325 BOLTS, 6, ALL PROPOSEDANOOR REPLACED BOLTS SHAD BE OF SUFFICIENT LENGTH SUCH THAT THE EN00F THE BOLT BE AT LEAST FLUSH WITH THE FACE OF THE NUT IT IS NOT PERMITTED FOR THE BOLT END 10 BE BELOW THE FACE OF THE NUT AFTER TIGHTENING IS COMPLETED, 1. HOUDIP GALVANIZE ALL ITEMS,LINO. GAVNI12E PER ASTMAI23,ASTM A1511A153M 0R AS7N1 A651 G90, AS APPLICABLE. B. FOR ALIS1 OF CROWN APPROVED Cal GALVANIZING COMPOUNDS, REFER 106R0WN ENGBUL•10I49,'IO1YERPROTECTNE COATINGS BDIIET1TY, 9. AFTER FPLAL INSPECTION, AIL EXPOSED STRUCTURAL STEELAS THE RESULT OF THIS SCOPE OF WORK INCLUDING WELDS, FIELD DRILLED HOLES, AND Dian INTEROAS (WHERE ACCESSIBLE), SHALL BE CLEANED AND COLD GALVANIZING APPLIED BY BRUSH IN ACCORDANCE N5TH CROWN ENGBUU10I49,10WER PROTECTIVE COATINGS BULLETIN', PHOTO DOCUMENTATION R REGURE010 BE SUBMITTED TO THE MI INSPECTOR WELDING NOTES 1. AI WELDING SHALLBE IN ACCORDANCE WITH THE ANS Dt.101.IM,151RUC1URAL WELDING C0BESlEEl'. 2. ALL WE401NGSHALL BE PERFORMED BY AWS CERTIFIED WELDERS, 1. All, ARC WELDING ON CROWN STRUCTURES SHALL BE DONE IN ACCORDANCE WITH THE CROWN ENGP1NI6015,"CUTTING AND WELDING SAFETY PLAN" AND ANE D1.1(LATEST EDITION). THIS SHALL INCLUDE ACERTIFIED WELDING INSPECTOR (0W) FOR ACCEPTANCE 0R REJECTION OF ALL WELDING OPERATIONS, PREDURLNGPOST, USING THE ACCEPTANCE CRITERIA OF ALAS 01.1, If CODA SHALL WORK NTH THE GC ON ME LEVEL OF INTERACTION NEEDED TO CONDUCT THE WEDDING INSPECTION, THE CERTIFIED WELDING INSPECTION IS THE RESPONSIBILITY OF THE GC. L FOR ALLWELDING, USE ENTRY ELECTRODES FOR SHAWPROCESS AND EIXb7 ELECTRODES FOR FCAWPROCESS, LINO. 5, SURFACES TO BE WELDED SHAD BE FREE FROM SCALE, SW, RUST, MDISTURE,GREASE OR ANY OTHER FOREIGN MATERIAL THAT WOULD PREVENT PROPER WELDING. GR6N0 THE SURFACE ADJACENT TO THE WELD FORA DISTANCE C'F 21MINIMUM ALL AROUND. ENSURE BOTH AREAS ARE 100$ FREE OF AID GALYANDNG. B. DO NOT WELD IF THE TEMPERATURE OF THE STEEL IN THE VIOMTY OF THE WELD AREA'S BELOW 01F. MIEN THE TEMPERATURE IS BETWEEN 0'F MO 32' F, PREHEAT AND MANINN T'E STEEL LN THE VICINITY 0f THE WELD AREA AT 70' F DURING THE WELDING PROCESS. 7, 00 NOT WELD ON MICR FR05T•CCAEREO SURFACES A PROVIDE ADEQUATE PROTECTIONFROM HIGH WFgS, 6. FIELD NDE MIN161UM REQUIREMENTS: A ALL NOE SHAH BE DLACCORDANCE LATH AW'S B. FOR NEW BASE STIFFENERS QNCLUSNE OF TRANSITION STIFFENERS) AND ANCHOR ROD BRACKETS, COMPLETE J01N1 PENETRATION WELDS SHALL BE 103% INSPECTED BY VT. ALL PARTIAL JOINT PENETRATIONAND FILLET WELDS SHALL BE WB%INSPECTED BY MT, C. FOR NEW FLAT PLATE REINFORCEMENT AT THE BASE OF THE TOWER COMPLETE JOINT PENETRATION WELDS SHALL BE 100%INSPECTED BY UT. ALL PARTIAL JOINT PENETRATION AND FILLET WELDS SHALL BE 100%INSPECTED BY MT. BUT MAYBE UNITED TO A HEIGHT OF 1B11', D. FOR NOE OF THE EXISTING BASE PLATE CIRCUMFERENTIAL WELD. GC SHALL REFERENCE THEMI CHECKLIST FOR APPLICABILITY, PLEASE SEE ENG•SOW"10015: TOWER BASE PLATE HOE, AND ENGBUUI11051: NDE REQUIREMENTS FOR MONOPOLE BASE PLATE TO PREVENT CONNECTION FAIWRE. NOTIFY THE FOR AND CROWN ENGINEERING IMMEDIATELY IF ANY CRACKS ARE SUSPECTED 0R HAVE BEEN IDENTIFIED. THE NOE SHALL INCLUDE ALL EXISTING MODIFICATIONS THAT HAVE BEEN WADED TO THE BASE PLATE. E. All TESTING LIMITATIONS SN+LL BE DETAILED IN THE NOE REPORT. CCCROWN CASTLE PORT HOLE NOTES 1. ALL SURFACES OF THE PORTNNC&E RIM ITSELF AS WELL AS ALL EXTERIOR Na DATE STRUCTURAL STEEL AREAS AFFECTED BY WELLING, INCLUDING WELD METAL, SHALL BE GALVANIZED IN ACC0R0WSCE VAN AVM A7B0 2. THE FOIIOWNG CRITERIA ARE REQUIRED FOR ADHERENCE TO THIS STANDARD, A. USE RIM AS TEMPLATE FOR CUTTING HOE IN MONOPOLE, CARE SHALL BE TAKEN TO MMMIZE THE ROOT OPENING (AW5 TOLERANCES ALLOW MAXIMUM OF 0.0. 6, PROVIDE MINIMUM 24' CLEARVERTICAL SEPARATION BETWEEN RIM AND OTHER OPENINGS IN MONOPOLS, ALIGN PORTS ON SAME AZIMUTH AS EXISTING PORTS. C. MAXIMUM VARIANCE OF PORT HOLE CENTER EL5VAT0N SHALL NOT BE GREATER THAN 6'. 0. PR0N0E 90' MINIMUM RADIAL SEPARATION OR TWO TIMES THE HOLE ;MOTH CLEAR CIRCUMFERENTIAL SEPARAT,ON BETWEEN RI,M AND ADJACENTOPEMNO 6N MONOPOLEWIICIEVER I5 GREATEST, IBSIDED POLE WITH 4 PORTS SHALL NOT BE RADIAL E DIKE OF OPENING FOR THE EUT PORT MUST BE AT LEAST 24'FROA SPLICE. F. GRIND ALL EDGES OF CUT OPENING, ACHIEVING A BEVEL ANGLE OF 45' AND REMOVING 1NE ZINC FROM THE WELD AREA PIUS 1J4', ENSURE All WELD AREAS AND SURFACES ARE CLEAN AND FREE OF ZINC AND LOOSE PARTICLES. ZINC SHALL NOT BE ALLOWED TO , CONTAMINATE THE WELD, G. POSITION THE RIM AS REQUIRED AND SECURELY TACKWELO, FINISH WELDING THE RIM LATH BEVEL IELD AND REINFORCING FILLET WELD SIZE AS DETERMINED FROM THE DESIGN METHOD. H. REPAIR W1H GALVANIZED COATING. BOTH INSIDE AND OUTSIDE SHOULD BE BRLSHCDATED WIN 2 COATS OF ZINC -RICH PAINT, APPLY IN STRICT ACCORDANCE MATH THE MANUFACTURER'S RECOMMENDATIONS. PAINT OVER REPAIRED SURFACES TO MATCH MONOPOLE_ RBN510N5 4nN LWnrcnO,l UYIROT°0.4 I c 80tE.11Aft OF CAM/ Fi8R6, rt3 MGM 301.0 ,01 JE! Nr CORM CAME AND il54T4M1ElREPIIIXWIN OR USE fF 1l4l DI1.104'NCA 1.5 BY NFORWTCVCCNIbEDw nlAraATPIlILN +ArMWT MEYFrtIENRFR IIVICF CAO MCA RE 1111012017 License Expires: 02/24/2019 Crown Castle USA, Inc EngineerAand Surveying #2271 SITE NAME SOI7HCENIER BU NUMBER 856260 WO NUMBER:1462460 SITE ADDRESS: 16100 NELSON ROAD SOUTH TUKWLA,WA 96186 4N0 COUNTY, USA ENGQABY NCM DATE 1102117 OFT BY: EJB DAZE; 1110217 OFT04 BY: St DATE:111Wn7 APRVD BY; MSS DATE 11706117 SCALE: N.T.S. NOTES REV NEXGEN2 BEND BOLT ASSEMBLY - PATENT PENDING - INTERIOR OF POLE SHAFT POLE SHAFT WALL FIELD DRILLED HOLE IN SHAFT WAU.; COAT WITH,A CROWN -APPROVED COLD GALVANIZING, COMPOUND; HOLE DIAMETER; NOMINAL 30nun (13/16" MAXIMUM) NexGen2TM M20 BOLT HEAD: 29mm OD NexGen2'" SPLIT WASHER PART NUMBER BOLT LENGTH SLEEVE LENGTH MIN GRIP RANGE MAX GRIP RANGE 2NG2036 M20x95 11/16" 15/16" 1-7116" 2NG2048 M20x95 13/16" 14/16" 1d18" 2NG2057 M20x95 1.518' 1.71B" 2.114" 2NG2068 M24135 2" 2-114" 2-11/16" 21402096 M20x135 2.7/16" 2.11116" 33/4" 2NG2127 M20x175 3" 3.314" 5" 2NG2212 M20x250 4" 5" 8.5116' MANUFACTURER: ALLFASTENERS 959 LAKE ROAD, MEDINA, OHIO, USA 44256 PHONE: 440.232.60601 FAX: 440-232-6062 WEBSITES: WWW.ALLFASTENERS.COM 1 WWW.AFTOWERCOM NOTE: ALL SHOP AND FIELD DRILLED HOLES SHALL BE NOMINAL 30mm DIAMETER. THE MAXIMUM HOLE DIAMETER PERMITTED IS 1.3/16". NOTE: NexGen2'" COMPLE SHALL BE MAGNI 565 COATE F2833 AS APPROPRIATE. NOTE: INSTALL PER MANUFACTURER'S INSTRUCTIONS, EXTERIOR OF POLE SHAFT SHAFT REINFORCING ELEMENT SHOP DRILLED HOLE IN SHAFT REINFORCING ELEMENT, HOT -DIP GALVANIZED PER ASTM A123; FIELD COAT WITH A MOM -APPROVED COLD GALVANIZING COMPOUND AFTER FIELD DRILLING; HOLE DIAMETER: NOMINAL 30mm (13116" MAXIMUM) HIGH TENSILE STEEL COIL SPRING DOUBLE HEX SPLINED END OF NexGen2'4 BOLT FOR NexGen2'R INSTALLATION TOOL: AFTER BOLT IS FULLY TENSIONED THE BOLT SHOULD BE COATED WITH A CROWN -APPROVED COLD GALVANIZING COMPOUND NexGen2"' M20 BOLT ASTM A490M (Fu 150 KSI MIN): FIELD DETERMINE LENGTH REQUIRED NexGen2'M NUT (PRE -LUBRICATED) NexGen2" WASHER SHEAR SLEEVE,ASTM A519 GRADE 4140 (Fu -120 KSI SIZE 1.143" OD x 0.800" ID LENGTH = SEE CHART TYPICAL NGZ BOLT DETAIL SHAFT REINFORCING ELEMENT POLE SHAFT WA REINFORCING SPLICE PLATE GRIP NOTE: SPLICE CONNECTIONS REQUIRE ADDITIONAL CONSIDERATION WHEN SELECTING PART ASSEMBLIES a:CROWN CASTLE ND DATE DESCRIPTION BY REMSIONS nADNINI6 G07M1'NIN1!EoARP INN AY POE MOPWWMPAdNE, irn FROXIOSOiEtrfCNI ONNICaam CASP.E:Vm IBA<EAgyN AINno NoN ORUSE CP WS GRMWq ANNOR SM6 MIONNPONCCNIARNO wItRPPOPPEN MAN R MIC11EMAN!TENPERIAMO IP 11/1012017 Ucense Expires: 0212412019 Crown Castle USA, Inc Engineer/Land Surveying #2271 SITE NAME: SDUTNCENTER BU NUMBER:856360 WO NUMBER: 114216E SITE ADDRESS:: 1370E NELSON ROAD SOUTH TUKWILA,WA 4010E KING COUNTY, USA EMGQ.A NY; NCM DATE 1110811 DAT BY; Le DATE: MI04111 DFADA BY; SU DATE IMOSO1 ARRVD BY: MSS DATE 11AE111 SCALE:MIS, NexGon2r- BOLT SPECIFICATIONS AND TIGHTENING PROCEDURE S-4 REV FORGBottT" NOTE SHEET: A325/PCB B LANDSCAPE VERSION DATE 01/29/2015 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 AISC 'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH"STRENGTH BOLTS', DEC. 31, 2009. OVERALL LENGTH (SET CHART) BOLT HEAD UAIED CONE INTEGRAL SHEAR SLEEVE 7TC1/Ol/G/Ul////l///�l/LILIT� SHEAR ZONE —/ /1 BOLT SILICONE BAND— THREADS COLOR{ODED WRAP (SEE CHART) SILICONE BAND— T HEX END HEAVY HEX NUT HARDENED WASHER W2 \ _. DTI SQUIRTER WASHER — HARDENED WASHER WI 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"F 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 PC8.8 (Tensile Stress, Fu =120 ksi minimum) GROUP A FORGBoItTM Size (mm) Overall Length (inches) Estimated Weight Each (Ibs) Grip Range (inch) Comment Color Code m 1 2 m 3 W N 4 p 5 u. 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 1.1/4" to 2-1/4" BLUE 260 10.24 2.6 2" to 3.1/2" Splice Bolt YELLOW 365 14,37 3,6 3-1/2" to 5-1/2" Flange Jump Balt ORANGE 440 17,32 4,3 5-1/2" to 8.1/2" FlangeJump Bolt BLACK DTI Note Each Group A (A325/PC8.8) FORGBDIt'M assembly shall have a 'Squirter' DTI that is compatible with a M20•PC8.8 bolt. INTERIOR OF POLE SHAFT SHEAR PLANE(S) FIELD DRILL 30 MM DIAMETER HOLE IN EXISTING SHAFT SHEAR SLEEVE FEARED END BOLT SHEAR ZONE INTEGRAL SHEAR SLEEV MINIMUM MAXIMUM GRIP LENGTH (SEE CHART) �d V '4/t�//�1`r/j///1��tiP Anil EXTERIOR OF POLE SHAFT EXISTING POLE SHAFT NEW SHIM PLATE (AS NECESSARY) NEW SHAFT REINFORCING SHOP DRILL 30 MM NOMINAL (1.3(16" MAX) DIAMETER HOLE IN REINFORCING PLATES HARDENEDWASHER W2 DTI SQUIRTER WASHER HARDENED WASHER WI HARDENED WASHER WI INSTALLED FORGBoItTM ASSEMBLY DETAIL DISTRIBUTOR CONTACT, PRECISION TOWER PRODUCTS PHONE: 440-214-2372 EMAIL: info@precisiontowerproducts.com WEB: www.precisiontowerproducts.com CONTAINS PROPRIETARY INFORMATION PATENT PENDING W CDpTH0N12013 to 2415 by PIP, all ,IPN1s Nserced, FORGBoItTM Installation Follow alI Manufacturer/Distributer Recommendations for Installation, Tightening, and Inspection. I. FIELD DRILL HOLE3 TO 36 I'll DiA0i1TER, 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 TIGHTENNUT TOFINGER TIGHT, 5, 11G1iTEN NUT TO PRETENSIONED CONDITION AND UNTIL DTI SHOWS PROPER INDICATION, 6, PROPERLY DOCUMENT AND INSPECT BOLT TIGHTEMNG PER PLAN REQUIREMENTS. BOLT FADS HEXEND 2 cort CROWN �.o CASTLE NO, DATE DESCNPRON REVISIONS ',AMMO MO ISCOMRICATEDNAISTHE 600110PERTY OF CROWN CAME, 719 FROWCEO6flXFOR USEDCADAN CAME ARO *PUKES. RE9RONC1104 BY a RUSfamNOPAWWINGAIR T1E WFORMATICNCC"TANEONIMFOA61DDEN YAWN itEiMRTENPEAMl991.%i0F CI MCASTIE 11110/2017 License Expires:0212412019 Crown Castle USA, Inc Engineerll,and Surveying #2271 SITE NAME: SOU7NCENTER BU NUMBER: E56360 W3 NUMBER: 14E1410 SHEACORE55: 15700 NELSON ROAD SOUTH TUNWILAW WA 90100 KING COUNTY, USA ENG'OABY: NCM DATE: 11101111 OFr BY: EJB DATE: 11102/11 OFTDA BY: SL DATE: 1110E117 APRVD BY: MSS DATE 11108/11 SCALE: N.TS FORGBoIt" BOLT SPECIFICATIONS AND TIGHTENING PROCEDURE REV S-5 o AJAX FASTENERS ONESIDE PATENT US 7,373,70982 MANUFACTURER INSTALLATION VIDEO INTERIOR OF POLE SHAFT SHAFT RE INFORC,ING ELEiy1ENT POLE SHAFT WALL FIELD DRILLED HOLE IN SHAFT WALL, COAT WITH CROWN APPROVED COLD -GALVANIZING COMPOUNDS; HOLE DIAMETER: NOMINAL 30mrn (1-3/16" MAXIMUM) M20 BOLT HEAD MARKED AJAX LOGO 8.8 SERRATIONS UNDER HEAD ONES/DE" " SPLIT WASHER https:i/wwkyoutubecomkatch7F2G8S0eLrZswafeatirremem.share video_user EXTERIOR OF POLE SHAFT SHEAR PLANE GRIP 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 30rnm (1-3/16" MAXIMUM) HIGH TENSILE STEEL WAVE. SPRING DTI "SQUIRTER" F436 VVASHER POLE SHAFT WALL ONES/DE BOLT ASTM A325 FIELD DETERMINE LENGTH REQUIRED SEE CHART AJAX NUT (PRE -LUBRICATED) ONES/OE SOLID WASHER HIGH STRENGTH SHEAR SLEEVE (Fu 120 KSI MIN): SIZE: 1.143" OD x 0600" ID LENGTH = SEE CHART AJAX ONESIDEBOLT DETAIL CODE SIZE COLOR SLEEVE LENGTH GRIP GRIP IMP OSBA20.65-6 M20 x 65 ORANGE 6.0 (0.2361 12,5120.0 0.500" / 0,787" MANUFACTURER AJAX FASTENERS SALES + TECH; ONESIDEgAJAXFAST.COMAU OSBA20.95-14 M20 x 95 BLACK 14,0 (0.5511 20,0 / 32.0 0,787" I 1,259" OSBA20.95-22 M20 x 95 GREEN 22.0 (0.866") 30.0 / 50.0 1.181" / 1.968" OSBA20.95•30 M20 x 95 YELLOW 10.0 (1.181") 40.5 / 50.0 1.595" / 1.968" OSBA20,135-39 M20 x 135 BLUE . 3 . . ") 49.0177.0 1.929'11031" 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") 60,5 / 77,0 2,375" / 3,031" OSBA20.135-57 M20 x 135 PURPLE 57.0 (2.244") 67.0 / 90.0 2.637" / 3.543" OSBA20.165-76 M20 x 165 RED 76.0 (3.000") 87,0 / 120.0 3.425'f 4.724" OSBA2O.250 M20 x 250 SILVER MTO 121,01211.0 4.72416.310" BOLT ASSEMBLY AND INSTALLATION: 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. SHAFT REINFORCING ELEMENT REINFORCING SPLICE PLATE NOTE: SPLICE CONNECTIONS REQUIRE ADDITIONAL CONSIDERATION WHEN SELECTING PART ASSEMBLIES CA:CROWN CASTLE NO, DATE DESCRIP0ON BY t4BORMINCIISCOPYRIG1,110MOnt SUPWRAIYOf CAOWICASILE PROMISILFLYF011usEaratla CASTLUNDITSOFIWIEIREPAPDUCTION ORAVYMIIIMMIGNOPPTHE INFORMONCONTAIREONITISFORMEN W110114015TEXPENSSIMP tPIVASASItk 11/10/2017 License Expires: 02/2412019 Crown Castle USA, Inc Engineer/Land Surveying #2271 SrtE NANZSOVINCENTER EWNUMBER: ISM WO NUMBER', 1401450 SITE ADDRESS: 15/00 NELSON ROAD SOUTH TUIDNILA,YVA !ONO COUN7Y,USA EON BY, NCB DATE 11102117 OFT BY: EJB DATE: 11102117 DETQA BY; St DATE: 11108/17 APFP/0 BY: MSS DATE: IIIES117 SCALE:NYS. AJAX ONESIDE. BOLT SPECIFICATIONS AND TIGHTENING PROCEDURE S-6 REV 0 115.0 FT 91.0 FT NO C OZ t0 C9 0.0 FT TOP 09 BASE PLATE POLE ELEVATION POLE SPECIFICATIONS POLE SHAPE TYPE: 12510E0 POLYGON TAPER: 0.1875D INFT SHAFT STEEL: ASTMA572 GRADE 65 BASE Pl. STEEL: ASTM A512 GRADE EC(60KS) ANCHOR RODS: 21f4"0 415JASTMAEI5 GRADE 75 SHAFT SECTION DATA SHAFT S507 N SECTION LENGTH (F1) PLATE THICKNESS ON) LAP SPLICE (IN) DIAMETER ACROSS FLATS PN) ®TOP ®BOTTOM 1 15,60 02188 J9 48 14,500 21.530 2 41.64 02500 20.510 28.360 7 41,78 97125 27.110 35.070 NOTE; DIMENSIONS SHOWN DO NOT INCLLOE GALVANIZING TOLERANCES POLE MODIFICATION SCHEDULE ELEVATION (FT) MODIFICATION REFSRENCE SHEET 79.3.64,0 INSTALL NEW FLAT PLATE REINFORCEMENT S,1 55.3464,1 RELOCATE EXISTING CLIMBING PEGS AS REQUIRED SY SILO INSIAU7 (II NEW 6"412"419211E"PORT HOLE ON FLAT $8659 PR10A TO FABRICA ION AND INSTALLATION, CONTRACTOR SHALL FIELD VERIFY ALL LENGTHS AND QUANTITIES GIVEN, LENGTH AND QUANTITIES PROVIDED ARE FOR QUOTING PURPOSES ONLY, AND SHALL NOT BE USED FOR FABRICATION. CCI FLAT PLATE (65 KSI) REINFORCING SCHEDULE BOTTOM ELEVATION TOP EI.EVAUON PART NUMBER FLAIIDEGAEE5rI TERMINATION BOLTS (BOTTOM) TERM84ATION BOLTS (TOP) MAX INTERMEDIATE BOLT SPACING BOLT QLVNTIIY PER PLATE STEEL WSIGM PER PLATE I3IAK TOTAL BOLT OUAMITY TOTAL STEEL WEIGHT (Facq WT 611' GC45FP-06010025 7, 1.11 B B FA' 71 5180 97 1522,5 .. '1 ' (, .III '( TOTAL 93 15700 NOTES FOR CROWN REINFORCING 165 KSU MATERIAL 1, DO NOT WELD MATHOUT APPROVAL FROM THEEOR 2, SHIMS FOR MONOPOLE REINFORCEMENT MEMBER SHALL BE REQUIRED WHERE GAPS BETWEEN THE POLE SHAFT AND REINFORCING MEMBER EXIST AT FASTENER LOCATIONS, FOR INTERIJEOATE CONNECTIONS, THE MIN'.MUM SHIM LENGTH AND VNDTH SHALL BE THE W10TH OF THE REINFORCING MEMBER. FOR TERMINATION CONNECTIONS,A CONTINUOUS SHIM PLATE (PREFERRED) OR EQUIVALENT INDIVIDUAL SHIM PLATES THE WIDTH OF THE REINFORCING MEMBER MAY BE USEO, SHIM THICKNESS SHALL BE NO LESS THAN 1/15', STACKING OF SHIMS IS PERMITTED, FINGER SHIMS AND HORSESHOE SHIMS ARE PERMITTED, STACKED SHIMS SHALL DF NO GREATER THAN v4' WITHOUT FOR APPROVAL. 7, ALL FLAT PATE REINFORCEMENT IS TO BE INSTALLED CENTERED CHITS DESIGNATED FLAT, UNO. 4. FOR PLATES STARTING AT 6", THE BOTTOM OF THE FLAT PLATE SHALL BEGIN AT 6'4P. FOR SINGLE PLATES OR MULTIPLE PLATES SPLICED TOGETHER, THE BOTTOM OF THE FIAT PLATE RUN SHALL BEGIN AT THE PROPOSED ELEVATION t 7", FOR MULTIPLE PLATES SPUCED TOGETHER, TIE TOP OF THE FLAT PLATE'S TO BE PLACED SUCH THAT THERE IS N0 MORE MAN 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 TCP OF TFE TOP PLATE. 5, REFERENCE CROWN CASTLE APPROVED REINFORCEMENTS COMPONENTS CATALOG FOR PART DETAILS, AS WED AS APPROVED OPTIONS FOR RELOCATING CLIMBING PEGS TO MAT PLATE REINFORCEMENT, 0, ON MULTISIDED POLES, EXISTING SAFETY CLIMB 15 CONSIDERED FLAT 1 THEN FLATS ARE NUMBERED COUNTER CLOCKWPSE, DESIGN LOADS BASE SESMIC SHEAR Vs= 11,304 FOUNDATION LOADS MOMENT 41691105 A DONS'=21 Up. SHEAR A19 MPS SEISMIC DESIGN EOUVALEUT IATERAI, FORCE PROCEN.IRE PER JSCE 1 SECTION 12.5.1 1=1 5s= 1.441 S, ' 0.579 SITE CLASS Sae0.965 SD, 4 0.519 VB • 11.7 C4.6847 R41.5 SEISMIC DESIGN CATEGORY D NON BUILDING STRUCTURE NOT SIMILAR TO B1VL01NG (INSTALLED) (I) C0NDURTO 115 FT LEVEL (RESERVED) (2176" TO 115 FT LEVEL (2) N4'TO 115 F7 LEVEL LiN310LLE0( (I) 114" T0115 FT LEVEL (I(17 T0115 FTLEVEL (0314' TO 115 FT LEVEL (18) 77 T0115 FT LEVEL BASE LEVEL DRAWING (PROPOSED) �11.172" TO 95 FT LEVEL 41114° T086 FT LEVEL ag:CROWN # CASTLE N0, DATE DESCRIPTION BY REVISIONS M16CRAWING000PY5011ED/ND 1311E OCI0r 86IYOF CAON0U917E.P19 PRODUCED SCUD' 1044548Y01049 CASTLEANDM110FallIES REPXOLIIN ORO65W1415 ORAVm10»1WR1RE MORMATNNCM9IAWEDIN neF11NNlEx MIDIIMEVAIIIIEFIPERIAINN OF CAM'AiCASRE 1111012017 License Expires: 022412019 Crown Castle USA, Inc Engineer/Land Surveying #2271 SITE NAME: SOUTHCEBTER BU NUMBER 859088 WO NUMBER: 1412450 SITE ADDRESS: I67D0 NELSON ROAD SOUTH T111W11A, WA 98188 KING COUNTY, USA EN'G1OABY:NCH DATE; 11102117 OFT BY: EJB DATE 111021? OFT/OA BY: SL DATE: 11108717 APRVD BY: MSS DATE 118117 SCALE: N1T.5, POLE MODIFICATION SCHEDULE S-7 REV 0 EXISTING SAFETY CLIMB IS CONSIDERED FLAT 1 EXISTING CLIMBNJG PEG ry EXISTING 114'THK MONOPOLE SHAFT 07 EXISTING COMBING PEG MAY INTERFERE Val INSTALLATION CF NEW SHAFT REINFORCEMENT RELOCATE AS REQUIRED 17YPI TOWER SECTION NEW GROIN APPROVED FASTENER InPI DOSING SAFETY CLIMB IS CONSIDERED FLAT I T REINFOROEME OW FLAT93, 7,&11t EXISTING CLIMBING PEG mPl 3132712' NEWrb7T HOL PLAN VIEW 91.0FT A ELEVATION VIEW 910FT NEW PORT MOLE 9' E 12'r17XZ 117 MFGR: VALMONT, VEGA PART k NHR512-G, MFGR /721 k 17B417, Fr2SN7 INSTALL IN ACCORDANOE VATN GENERAL NOTES SHOWN ON PIW CENTER AT 911•B'ABOVE BASE 12 5ICE0 MONOPOLE, NZ THK DIAMETER: 2927A7 PORT HOLE WELD DETAIL NOTES: I, PORT HOLE RIM MUST BE HOT 0117 GALVANIZED PRIOR 0 INSTALLATION. 2. FOR CLITIINGAND WOOINGSAFETY PLAN,REFER TOWELDING NOTE 2ONPAGE S.3. B. REFER TO PORT HOLE NOTES NOTE 20N GB FOR PORT HOLE INSTALLAIION CRITERIA a:CASTLE CR©WN Na DATE DESCRIPTION REVISIONS tt99 PA.WNMS CIPM411W IN061NE HOLE PROPtrfOFCACWVCA9AE 11,9 PAWASSO CLYF09ASE 0Y CAM Cksi4Ekd1P4:FFlMYES123/1FiCIO A0011 NEAR8YMWLAMIHEE afOADOID 1ATKOlar#WARtENPEAAN9A9NAF CAVOCR§RE 11/10/2017 License Expires: 02/242019 Crown Castle USA, Inc Engineer/Land Surveying #2271 SITE NAME:SOVIHCEMTER BU NUMBER 999980 W0 NUMBER 119246E SITE ADDRESS: 1510E NELSON ROAD SOON 1UKW LA, IVA 91199 KING COUNTY, USA ENG'OA BY: NCM DATE 11102117 OFT BY: EB DATE; 1110V17 DFI/A BY: SL DATE:1110N17 APRVD BY: MSS DATE.11108117 SCALE: N.TS. DETAILS S-8 REV 0 EXISTING SECTION -9.4242 Y 9.4242 m oi MODIFIED SECTION 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 m0men15 (sq in sq in) andX•Y directions about cenlro6: I: 582.1578 along 11.0000 02001 J: 582.1578 along 10.00001.0000] PROPERTIES: Area: 14.2569 sq in Perimeter. 110.96641n Sounding box: X: -9.4242 -- 9.4242 in Y:-9.6927 - 10.1557In Moments of Media: X: 670.0851 sq In sq In 6:598.9203 sq in sq in Radii of gyration: X: 6,8557 In Y:6.47061n Principal moments (sq In sq In) andX-Y directions about cen5oid: 1: 670.0851 along (1.0000 0,0000j J: 596.9203 along [0.0000 1.00001 CALCULATIONS: SECTION MODULUS, Sx, & Sy, Sx, =1xe l ye: Sy, ='rye l xe: 582.1578 in' 9.4242 in = 61.7728in' = 582.1578 in' 9.4242 in = 01,7726in' -ore and yen the Iargesl distances from cenboid to older 99)98nnn dB Intl6188884II axe8. SUMMARY: =1,0681>1APASS Sx, Sy, =10254>1.0PASS CALCULATIONS: SECTION MODULUS, Sx, 8 Sy, Sx,=ban lym: Sy, qmlxm: = 670.0851 in' = 596,9203 in' 10.1557in 9.4242in = 65,9812 in' = 63.3391 in' -,xm and ym are The tar esl dlslences from retold to puler dlarheler on their respe28ve axes. WELD SIZE: 0=360°+Cofsides =30° IR=90+0=120° Mel Nhld Leg Size Factor: 92)sin(4+2)j=1.225 Adjusted Fillel Size: Pole ThN x Size Factor = ,2188"'1.225 =.2680" Final Fillet Size = 5116° CROWN v CASTLE 50. DATE DESCRIPTION REVISIONS TeORAwNG&CGPIAn+,EDa&19RNE 591E PROPERTY OFCRON>1 CAME, MS PRODUCED SOLELY FOR USE BY (ANN CA6REAAEP6AMf LIATE.S,REPRONCIEN CR 4SEOGiH:6 DRANRIGAIM THE BY *CROON COXTIONEDBI 11008E0EN NITROUT INMITIENPERMMONOP CROWNCAFLE 11(1012017 License Expires: 02/2412019 Crown Castle USA, Inc Engineer/Land Surveying #2271 SITE NAME: 50UTNCENTER aU NUMBEE 056300 WO NUMBER:142400 SITE ADDRESS: 15700 NELSON ROAD SOUTH 11.1104L5 WA 08188 IONG COUNTY, USA ENG%A BY:,VCM GATE: 11102117 011Y: E#d B7T6:111g7117 04760 SY: SL DATE: 11100117 APRVD EY: MS9 DATE: 11108111 SCALE: N.T.S. DETAILS REV S-9 City of Tukwila Department of Community Development 8/5/2019 ANDI SAXTON 1505 WESTLAKE AVE N STE 800 SEATTLE, WA 98109 Permit No. D19-0072 VERIZON 15700 NELSON PL Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 9/24/2019, Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. if it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 9/24/2019, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, ndace Nichols2 Permit Technician File No: D19-0072 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0072 PROJECT NAME: VERIZON SITE ADDRESS: 15700 NELSON PL X Original Plan Submittal Response to Correction Letter # DATE: 02/28/19 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: 1(1 Building Division Public Works Fire Prevention Structural ,A5 41D Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 03/05/19 Structural Review Required REVIEWER'S TIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 04/02/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping LJ PW Staff Initials: 12/18/2013 one Espaciol Safety & Health Claims & Insurance hington State Department of abor & industries [Search L&I AZ Index Help Workplace Rights Trades & Licensing MASTEC NETWORK SOLUTIONS INC Owner or tradesperson Principals APPLE, 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) Doing business as MASTEC NETWORK SOLUTIONS INC WA UBI No. 603 235 974 806 S Douglas Rd, 11th Floor Attn: Amarilis Cedeno CORAL GABLES, FL 33134 866-545-1782 Business type Corporation Governing persons ROBERT APPLE ALBERTO DE CARDENAS, GEORGE PITA; GEORGE L PITA; License Verify the contractors active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. L:cense specialties GENERAL License no. MASTENS876KN Effective — expiration 05/14/2013— 05/14/2019 Bond Travelers Cas and Surety Co of America Bond account no. 105848234 $12,000 00 Received by L&I Effective date 05/14/2013 04/26/2013 Expiration date Until Canceled Insurance Ace American Insurance Company $2,750,000.00 Policy no. Help us improve