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16-101482
Mr. Hottell April 19, 2016 Page 2 Staff Response — No new equipment cabinets are proposed. All modification will be located within existing cabinets. This criterion is met. Criteria 4 For all existing facilities, the modification does not include excavation or equipment installation outside the current site of the structure or base station. Staff Response — All proposed modifications are within the existing fenced area. No excavation or equipment will be installed outside the existing base station. This criterion is met. Criteria 5 If the facility requires screening methods, the proposed modification, does not defeat the existing concealment elements of the tower or base station. Staff Response — Current screening methods are not defeated as a result of this proposal. Criteria 6 The modification may not violate any of the conditions of approval associated with prior approvals. Staff Response — The proposal does not violate any known conditions associated with prior approvals of the tower or site. This criterion is met. PERMIT ISSUANCE REQUIRED Prior to any site work, the applicant shall obtain an electrical permit from the City's Building Division. For further information regarding the electrical permits, please contact the department's Permit Center at permitcenter@cityoffederalway.com or 253-835-2607. CLOSING This decision shall not waive compliance with future City of Federal Way codes, policies, and standards relating to this site. This Process I approval does not constitute approval of an electrical permit. The effective date of this decision is April 22, 2016, or three days from the date of this letter. Pursuant to FWRC 19.55.050, any person who received notice of this administrative decision may appeal the decision to the Federal Way Hearing Examiner by May 5, 2016. Any appeal must be in the form of a letter delivered to the Department of Community Development with the established fee. The appeal letter must contain a clear reference to the matter being appealed and a statement of the alleged errors in the Director's decision. No work on the proposal can commence until the end of the appeal period. In that you are the only party of record, your appeal period is waived (assuming you do not wish to appeal this decision). Waiver of the right to appeal does not affect the effective date of this decision. Work on the site may not commence until you have been issued the appropriate electrical permit. This Process I approval is valid for one year from the effective date of this decision. If no further action is taken within one year, this decision will expire. A one-year extension of time may be granted only if a written request is submitted to the City's Department of Community Development at least 30 days prior to the expiration of the decision. 16-101482 Doc, I.D. 73197 Mr. Hottell April 19, 2016 Page 3 If you have any questions regarding this decision, please contact Associate Planner Becky Chapin at 253- ky.chApin c( cityofFederalway.com. Community Development Director enc: Approved Site Plan and Elevation 16-101482 Doc. I.D. 73197 Irp SITE NUMBER: S E 04768A CROWN CASTLE # 880306 SITE NAME: R&L CLEARING / 4 CARRIER I CROWN SITE BUN # 880306 15AND18 APP # 315620 0 Cuyof Fbft w Dept. of Conmunky Dom Permit #-LJ-olqq � - SITE LOCATION: op4mm�'"�"�'i`j'j��'�" 1741 S. 356TH ST LAT: 47° 16' 55.70" N (47.282139° N) FEDERAL WAY, WA 98003 LONG: 122' 18' 39.72" W (122.311033' W) AWING INDEX l wr< O L PROJECT VICINITYMAP GENERAL LOCATION MAP NOT TO SCALE NOT TO SCALE DRIVING DIRECTIONS FROM T-MOBILE BOTHELL OFFICE: HEAD EAST ON NORTH CREEK PKWY N TURN RIGHT AT THE 1ST CROSS STREET ONTO 120TH AVE NE TURN RIGHT ONTO NE 195TH ST • USE THE LEFT 2 LANES TO TURN LEFT ONTO THE INTERSTATE 405 S RAMP TO RENTON MERGE ONTO 1-405 S • TAKE EXIT 2A TO MERGE ONTO WA-167 S TOWARD KENT/AUBURN TAKE THE EXIT ONTO WA-18 W TOWARD I-5/FEDERAL WAY USE THE RIGHT 2 LANES TO TAKE THE INTERSTATE 5 S EXIT • KEEP RIGHT, FOLLOW SIGNS FOR WASHINGTON 161/ENCHANTED PARKWAY SOUTH • TURN RIGHT ONTO ENCHANTED PKWY S/KITS CORNER RD S • TURN RIGHT ONTO S 356TH ST TURN RIGHT AT 2ND DRIVEWAY TOWER WILL BE ON THE RIGHT DOCUMENT REVIEW SIGN OFF APPROVED BY DATE SIGNATURE APPROVED BY DATE SIGNATURE PROJECT MANAGER RF ENGINEER SITE ACQUISITION - OPERATIONS MANAGER ZONING DEVELOPMENT MANAGER CONSTRUCTION MANAGER REGULATORY CONSTRUCTION MANAGER REVIEWERS SHALL CLEARLY PLACE INITIALS ADJACENTTO EACH REDLINE NOTE AS DRAWINGS ARE BEING REVIEWED PROJECT CONTACT LIST DR DWG NO. DESCRIPTION APPLICANT: PROPERTY OWNER: T-1.0 TITLE SHEET T-MOBILE USA, INC. 1741 S. 356TH ST G-1.0 GENERAL NOTES 19807 NORTH CREEK PKWY N FEDERAL WAY, WA 98003 BOTHELL. WA 98011 CONTACT: RUSSELL R LLOYD A-1.0 SITE PLAN PHONE: (425) 641-1140 A-2.0 ENLARGED SITE PLAN PROJECT MANAGER: A-3.0 ELEVATIONS PROJECT CONSULTANT: CROWN CASTLE A-4.0 CONSTRUCTION DETAILS CROWN CASTLE CONTACT: ALAN BAR A-4j CONSTRUCTION DETAILS 1505 WESTLAKE AVE N, STE 800 PHONE: (206) 336-3226 A-5.0 CONSTRUCTION DETAILS SEATTLE, WA 98109 SITEACQUISITION & RF-1.0 ANTENNA CONFIGURATION RF-Z0 ANTENNA CONFIGURATION PROJECTARCHITECT: PERMITTING: E-1.0 SCHEMATIC GROUNDING PLAN LOG. INC. CROWN CASTLE E-2.0 GROUNDING DETAILS 14201 NE 200TH ST, SUITE 100 CONTACT: TINA HWANG WOODINVILLE. WA 98072 PHONE: (206) 336-2881 CONTACT: RICHARD B. HALL, AIA PHONE: (425) 806-1869 CONSTRUCTION SPECIALIST: FAX: (425) 482-2893 SMARTLINK, LLC CONTACT: ANNETTE HAVENS PHONE: (253)380-4598 EMAIL: annette.havens@smartlinkllo.com PROJECT INFORMATION CODE INFORMATION: ZONING CLASSIFICATION: CE (COMMERCIAL ENTERPRISE) BUILDING CODE: IBC 2012 CONSTRUCTION TYPE: IIB OCCUPANCY: U. S-2 JURISDICTION: CITY OF FEDERAL WAY PROPOSED BUILDING USE: UNMANNED TELECOM SITE LOCATION fNAD83}: LATITUDE: 47' 16' 55.70" N (47.282139" N) LONGITUDE: 122" 18' 39.72" W (122,311033- W) TOP OF STRUCTURE: 457.20'± AMSL 148,0' AGL BASE OF STRUCTURE: 309.20'±AMSL 0.O'AGL PROJECT LE4SEAREA: PARCEL NUMBER. N/A 2821049178 NEW IMPERVIOUS AREA: AREA OF PARCEL: 0 SF 1.31 ACRES GENERAL IN -FORMA TION. 1. PARKING REQUIREMENTS ARE UNCHANGED. 2- TRAFFIC IS UNAFFECTED. 3. SIGNAGE IS UNAFFECTED, PROJECT DESCRIPTION. T-MOBILE PROPOSES TO MODIFY AN EXISTING UNMANNED TELECOMMUNICATIONS FACILITY WITH THE REMOVAL OF (4) PANEL ANTENNAS WITH THE ADDITION OF (5) PANEL ANTENNAS, (8) DIPLEXERS, (3) FRLB, (1) FRIG, (1) FXFC. (1) COVP BOX, AND (1) HCS CABLE MOUNTED ON AN EXISTING SELF SUPPORT TOWER; ALSO THE ADDITION OF (1) COVP BOX" (2) FSMF, (1) ESMB, (1) FBBA, AND (2) FBBC AT EXISTING GROUND EQUIPMENT (PER RFDS v0,1 VERSION 5} LEGAL DESCRIPTION THAT PORTION OF THE SOUTHWEST OF THE NORTHWEST QUARTER OF SECTION 28, TOWNSHIP 21 NORTH, RANGE EAST, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNIG AT THE NORTHWEST CORNER OF SAID SUBDIVISION; THENCE NORTH 89"36'00" EAST ALONG THE NORTH LINE THEREOF 181.58 FEET TO A POINT ON THE EASTERLY MARGIN OF STATE HIGHWAY NO, 5-D AND THE TRUE POINT OF BEGINNING OF THIS DESCRIPTION; THENCE NORTH 89'36'00" EAST 275 FEET TO A POINT HEREAFTER REFERRED TO AS POINT'A"; THENCE NORTH 89036'00" EAST201.31 FEET; THENCE SOUTH 0'09'00" WEST 255 FEET; THENCE SOUTH 89'36'00" WEST 201 FEET, MORE OR LESS, TO A POINT WHICH BEARS 0024'00" EAST FROM POINT "A"; THENCE NORTH 0'24'00" WEST 225 FEET MORE OR LESS, TO THE SOUTH LINE OF THE NORTH 30 FEET OF SAID SUBDIVISION; THENCE SOUTH 89'36'00" WEST T�OtT � SAID STATE HIGHWAY THENCE NORTHERLY ALONG SAID EASTERLY MARGIN TO THE TRUE POINT OF BEGINNING. 2 Pa `' � If�IV UTILITY COMPANIESS y POWER: files mk ' PUGET SOUND ENERGY CENTURY LINX[) PHONE: (888) 225-5773 PHONE: (800) 777-9594 SCALE DISCLAIMER DO NOT SCALE DRAWINGS, CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS- ALL PREVIOUS ISSUES OF THIS DRAWINGS ARE SUPERSEDED BY THE LATEST REVISION. PROPRIETARY INFORMATION THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO T-MOBILE USA, INC. SERVICES IS STRICTLY PROHIBITED. E U7 M Engineering' LDC Architectural Structural me —IL --l— c-1 Survey 14201 NE 2001h St, e100 ft.d mW WA 98072 P1,425.B061069 Fx 425.4522M wvnv.LDCmrp com DATE: DRAWN BY: LRBH CHECKED BY: SUBMITTALS 2 12-5-161FINA CONSTRUCTION 1R 4 B82B REGISTERED ARCHITECT � �p Rtc�7 5Z�L1! OF WA5111N .ROM SITE SE04768A R&L CLEARING 14 CARRIER p 1741 S. 356TH ST FEDERAL WAY, WA 98003 SHEET TITLE m TITLE SHEET J7 SHEET NUMBER O Z T-1.0 ytlwwtovoo GENERAL NOTES: ABBREVIATIONS: I 1. THE PROPOSED INSTALLATION WILL BE UNMANNED AND DOES NOT REQUIRE POTABLE WATER OR SEWER SERVICE. 2, THE PROPOSED INSTALLATION IS UNMANNED AND IS NOT FOR HUMAN HABITATION (NO HANDICAP ACCESS IS REQUIRED) 3. OCCUPANCY IS LIMITED TO PERIODIC MAINTENANCE AND INSPECTION, APPROXIMATELY 2 TIMES PER MONTH, BY T-MOBILE TECHNICIANS. 4. NO NOISE, SMOKE, DUST OR ODOR WILL RESULT FROM THIS PROPOSAL. 5. OUTDOOR STORAGE AND SOLID WASTE CONTAINERS ARE NOT PROPOSED. 6. ALL REFERENCES TO SPECIFIC STANDARDS FOR THIS PROPOSAL ARE UNDERSTOOD TO BE THE LATEST VERSION. 7. THE TENDERED MUST UNDERGO A SITE VISIT TO CAREFULLY EXAMINE AND UNDERSTAND THE SCOPE OF THE WORK REQUIRED BEFORE BID SUBMISSION. NO COMPENSATION IN ANY FORM WILL BE PAID FOR EXPENSES RESULTING FROM FAILURE TO DO SO. 8. IF THE SPECIFIED EQUIPMENT CAN NOT BE INSTALLED AS SHOWN ON THESE DRAWINGS, THE CONTRACTOR SHALL PROPOSE AN ALTERNATIVE INSTALLATION FOR APPROVAL BY THE CONSTRUCTION MANAGER. 9. CONTRACTOR IS RESPONSIBLE FOR FIELD MEASUREMENTS TO CONFIRM LENGTHS OF CABLE TRAYS, ELECTRICAL LINES, AND ANTENNA CABLES. 10. ROUTING OF ALL CONDUITS, CABLES, CABLE TRAYS, ETC. IS INDICATED AS PROPOSED LOCATIONS ONLY. CONFIRM THE EXACT ROUTING WITH THE ON -SITE CONSTRUCTION MANAGER PRIOR TO THE START OF WORK. 11. ALL DAMAGE OR OPENING UP OF THE EXISTING STRUCTURE MUST BE MADE GOOD TO THE PRE -CONSTRUCTION CONDITION OR BETTER. 12. INSPECTION OF COMPLETED WORK IS REQUIRED BEFORE COVERING UP. PROVIDE A MINIMUM OF 72 HOURS NOTICE TO CONSULTANT. 13. REMOVE AND CLEAN UP ANY DEBRIS OR MATERIAL FROM THE SITE THROUGHOUT THE DURATION OF THE CONTRACT ON A DAILY BASIS AND UPON COMPLETION OF THE WORK AS DIRECTED BY THE CONSTRUCTION MANAGER. 14. OBTAIN AND PAY FOR ALL ELECTRICAL PERMITS AND INSPECTIONS REQUIRED FOR COMPLETION OF WORK AND ACCEPTANCE. PROVIDED CERTIFICATES TO THE CONSTRUCTION MANAGER VERIFYING THAT THE WORK CONFORMS TO THE REQUIREMENTS OF ALL CODES AND AUTHORITIES HAVING JURISOICTION. 15. PROVIDE T-MOBILE WITH A WRITTEN WARRANTY, EFFECTIVE FOR ONE YEAR AFTER DATE OF ACCEPTANCE. FOR THE COMPLETE INSTALLATION REPAIR OR REPLACE ANY DEFECTS ARISING DURING THIS PERIOD AT NO EXTRA COST TO T-MOBILE. 16. NO DEVIATIONS FROM DESIGN SHOWN ON THESE DRAWINGS IS ALLOWED WITHOUT WRITTEN APPROVAL FROM THE CONSULTANT. FAILURE TO OBSERVE THIS RULE MAY RESULT IN CONTRACTOR CORRECTING THE INSTALLATION AT THEIR EXPENSE. 17. THE CONTRACTOR SHALL COMPLY WITH ALL LOCAL AND NATIONAL COZIES, REGULATIONS AND SAFETY REGULATIONS. ALL OSHA REGULATIONS, ALL PUBLIC AND MUNICIPAL AUTHORITIES, AND ANY UTILITY COMPANIES' REGULATIONS AND DIRECTIVES. -_ 18. THE DRAWINGS AND SPECIFICATIONS ARE A GENERAL DIRECTIVE FOR THE SCOPE OF WORK, EXACT DIMENSIONS AND LOCATIONS MAY CHANGE IN THE FIELD, THE CONTRACTOR IS TO VERIFY THE DIMENSIONS AND LOCATIONS AND RE PORT ANY AND ALL DISCREPANCIES TO REPRESENTATIVE. ANY a MINOR ERRORS AND OMISSIONS IN THE DRAWINGS AND SPECIFICATIONS DOES NOT EXCUSE THE t CONTRACTOR FROM COMPLETING THE PROJECT AND IMPROVEMENT'S IN ACCORDANCE WITH THE INTENT OF THESE DOCUMENTS. 19. CONTRACTOR IS RESPONSIBLE FOR FIELD MEASUREMENTS TO CONFIRM LENGTHS OF CABLE TRAYS AND ELECTRICAL LINES AND ANTENNA MOUNTING. 3J 20. VERIFICATION THAT EXISTING TOWER/POLE CAN SUPPORT THE PROPOSED ANTENNA, COAX AND ADDITIONAL EQUIPMENT LOADING IS TO BE DONE BY OTHERS. 21. ANTENNA AZIMUTHS SHOWN ON THESE DRAWINGS ARE BASED ON TRUE NORTH. ALL AZIMUTHS MUST BE VERIFIED WITH THE CORRECT SMR PRIOR TO CONSTRUCTION. g LEGEND AND SYMBOLS: G CHAIN LINK FENCE X CEDAR FENCE C3 POWER P UNDERGROUND POWER UGP TELCO T UNDERGROUND TELCO °GT OVERHEAD POWER °n - BOUNDARY -- CENTERLINE REVISION BUG PRDPDSED ELEVATION ELEVATION Q'-p" AGL DETAIL NUMBER e SHEET NUMBER SECTION BUG Allj� —JA AFF ABOVE FINISHED FLOOR AFG ABOVE FINISHED GRADE AFS ABOVE FINISHED SLAB ALUM ALUMINUM AB ANCHOR BOLT L ANGLE ARCH ARCHITECTURAL BTS BASE TRANSMISSION SYSTEM BLDG BUILDING BM BEAM BOT BOTTOM B.C. BOTTOM OF BOC BOTTOM OF CONCRETE BOS BOTTOM OF STEEL CJ CONTROL JOINT rL CENTER LINE CLG CEILING CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE CONST CONSTRUCTION CONT CONTINUOUS CTR CENTER DIA/0 DIAMETER DTL DETAIL (E) EXISTING EA EACH EJ EXPANSION JOINT ELEC ELECTRIC/ELECTRICAL EL ELEVATION EQ EQUAL EW EACH WAY EXP EXPANSION EXT EXTERIOR FD FLOOR DRAIN FIN FINISH FIN FLR FINISH FLOOR FLR FLOOR FTG FOOTING GA GAUGE GALV GALVANIZED GYP GYPSUM GB GYPSUM BOARD HIM HOLLOW METAL HOR HORIZONTAL HR HOUR HT HEIGHT HVAC HEATING VENTILATION AIR CONDITIONING INSUL INSULATION INT INTERIOR JT JOINT LAM LAMINATED LF LINEAL FOOT MANUF MANUFACTURER MAX MAXIMUM MECH MECHANICAL MH MANHOLE MM MILLIMETER MIN MINIMUM MISC MISCELLANEOUS MPH MILES PER HOUR MTL METAL NIC NOT IN CONTRACT NOM NOMINAL NTS NOT TO SCALE OC ON CENTER OD OUTSIDE DIAMETER OH OVERHEAD OPNG OPENING OPP OPPOSITE PCs PERSONAL COMMUNICATION SYSTEM V. PLATE PR PAIR PSI POUNDS PER SQUARE INCH PSF POUNDS PER SQUARE FOOT PT PRESSURE TREATED RAD RADIUS RD ROOF DRAIN REINF REINFORCED/REINFORCING REQ'D REQUIRED RM ROOM R/W RIGHT OF WAY SCHED SCHEDULE SECT SECTION SF SQUAREFOOT SIM SIMILAR SQ FT SQUARE FOOT SS STAINLESS STEEL STD STANDARD STL STEEL STRUC STRUCTURAL TEMP TEMPORARY THK THICK T.O. TOP OF TOS TOP OF STEEL TOC TOP OF CONCRETE TYP TYPICAL LINO UNLESS NOTED OTHERWISE VERT VERTICAL W/ WITH WWM WELDED WIRE MESH CsA Z Business Days Before You DIg 1-800-424-5555 Ullitles lkvhryrou nd Locallml Conlx (MONTANA,WASHNGTON) C L My ■ L �T Architectural ■■\r Engineering Structural THE ays ENcwEEUINc—.1 Survey 14201 N E 2001h SI., N1 W Wmdinlle, WA 96072 Pb. 425.866.1669 Fx.42SA82.2693 www, LDCmrp.com 12-7-15 m JDM Y: RBH SUBMITTALS REVr2-5-16 DESCRIPTION BY 1 PREU MI NARY CONSTRUCTION RBH 2 FINALCONSTRUCTION RBH 662e REGISTERED ARCHITECT I R1CftA AIL SLATE f3F"SHRImm SITE SE04768A R&L CLEARING / 4 CARRIER 1741 S. 356TH ST FEDERAL WAY, WA 98003 GENERAL NOTES SHEET NUMBEI G-1.0 SW 3567-H ST 2821049125 2821049146 ADJACENT ZONING: CE (COMMERCIAL ENTERPRISE) EXISTING SITEACCESS - • �—`� V95*E 2821049112 �� .. (E) PROPERTY LINE 414.01'Y 2821049178 ZONING: + +(E) PROPERTY LINE 212.85Y i CE (COMMERCIAL ENTERPRISE) I — . - --- . r : r • r r • r r : : . r - . a r 2821049172 ADJACENT ZONING: r EXISTING T-MOBILE EQUIPMENT PAD CE (COMMERCIAL ENTERPRISE) WITHIN AN EXISTING FENCED COMPOUND PROPOSED T-MOBILE ANTENNA [ r MOUNTED ON AN EXISTING 148.0' 1 SELF SUPPORT TOWER 1 1 r _2 [ [ 0 181'± TOWER SETBACK [ 1 � W 1 ' 2821049077 1 1 1 f [ [ [ 1 BUILDING W I o jH O L SURVEYDISMMER: PROPERTY LINES AND STRUCTURES HAVE BEEN DIGITIZED FROM PREVIOUS PLAN SETS OR FROM ASSESSORS MAPS. LDC HAS NOT COMPLETED A SITE SURVEY AND THEREFORE MAKES NO CLAIM AS TO THE ACCURACY OF INFORMATION DEPICTED ON THIS SHEET. I sm i i i i 1 1 191t TOWER r SETBACK 1 1 1 (£) PROPERTY LINE 199.Afiit__ 2821049069 ADJACENT ZONING: . BULDING CE (COMMERCIAL ENTERPRISE) I Ire L •� SITE PLAN 22"x34" SCALE: 1" = 20' 1 11"x17" SCALE: 1" = 4D' j L E V) 0 1 ■ E: Engineering L L /� Architectural Structural THE CIVIL ENGINEENG GROUP survey 14201NE200th St,N100 W.dinvne, WA 96072 Ph 425 B06.1869 F. 42SA022893 -.LDCcurRcarn DATE: 12-7-15 DRAWN BY: JDM CHECKED BY: RBH SUBMITTALS ;;7vi DATE DESCRIPTION BY 1 t2.7-151-REUMINARYCONSTRUCTION RBB 2 2-6-16 1=1N& CONSTRUCTION RBB een pECI6TEREa ruawrrEcl rrrreavrutsxcEsrp4 SITE SE04768A R&L CLEARING / 4 CARRIER 1741 S. 356TH ST i FEDERAL WAY, WA 98003 0 m SHEET TITLE SITE PLAN 0 :J� w rn SHEET NUMBER 1 A-1.0 U NOT15: . pTHER CARRIER ANTENNA ARRAYS) NOT SHOWN FOR CLARITY . UPGRADE/REPLACE STANDARD PIPE(S) AS NEEDED . KEEP ALL EXISTING EQUIPMENT&CABLING EXISTING ACCESS ROAD 0 z O a m 0 0 EXISTING BUILDING SECTOR C : 270" EXISTING 23'-4" FENCED COMPOUND S EXISTING T-MOBILE B'-9" <8> }„� 32�. .�1 3 k :I< 3 1. I 1 I. EXISTING OTHER CARRIER f EQUIPMENT SHELTER ) j1 I 1 1 I r EXISTING OTHER CARRIER ICE BRIDGE I_ p rn X w a z x CONSTRUCTION P� AN ICEYEL3 NOTES T-MOBILE FSMF MODULE MOUNTED WITHIN EXISTING CABINET 2 (2-PROPOSED, 1-EXISTING). Ad.1 OEXISTING T-MOBILE EQUIPMENT CONCRETE PAD (TO REMAIN). OT-MOBILE ESMB MODULE MOUNTED WITHIN EXISTING CABINET 2 (1-PROPOSED, 1-EXISTING). OEXISTING 148.0' SELF SUPPORT TOWER (TO REMAIN). 5O a 6O EXISTING T-MOBILE PANEL ANTENNA (4 TOTAL TO REMAIN). EXISTING T-MOBILE SECTOR FRAME ANTENNA MOUNT (TO REMAIN). OPROPOSED T-MOBILE FRLB UNIT MOUNTED TO TOWER LEG 1 &2 (3 TOTAL). A5A OT-MOBILE FRIG UNIT MOUNTED TO TOWER LEG (1-PROPOSED, 2&3 3-EXISTING). d" O9 EXISTING CROWN CASTLE 6'-0" HIGH CHAIN LINK FENCE (TO REMAIN) 10 EXISTING CROWN CASTLE CHAIN LINK ACCESS GATE, TYP (TO REMAIN). /M OW ENLARGED SITE PLAN 22"x34" SCALE: 1/4" = 1'-W I 11"x17" SCALE: 1/8" =1 '-0" 1 QPROPOSED T-MOBILE PANEL ANTENNA (5 TOTAL). 45 1.0 A 20 13 EXISTING T-MOBILE TMA MOUNTED TO ANTENNA MOUNT & SECTOR FRAME (6 TOTAL TO REMAIN). 15 EXISTING T-MOBILE ICE BRIDGE (O REMAIN). 16 T-MOBILE FXFC UNIT MOUNTED TO TOWER LEG 3, _2 _ (1-PROPOSED, 3-EXISTING} kAd.O 5.0 PROPOSED T-MOBILE DIPLEXER MOUNTED TO ANTENNA MOUNT K 1 (4 PER SECTOR, 8 TOTAL @ ALPHA & DELTA ONLY). � <8 EXISTING T-MOBILE GPS ANTENNA (TO REMAIN). QT-MOBILE HCS CABLE TO ANTENNAS (1-PROPOSED HIGH CAP, 1-EXISTING HIGH CAP). © EXISTING T-MOBILE POWER/TELCO ENCLOSURE (TO REMAIN). 0 EXISTING T-MOBILE SUB -PANEL (TO REMAIN). 25 EXISTING T-MOBILE METER BASE (TO REMAIN). QEXISTING T-MOBILE GENERATOR RECEPTACLE (TO REMAIN). ©PROPOSED T-MOBILE FBBC SUB -MODULE MOUNTED WITHIN 1 EXISTING CABINET (2TOTAQ- Ad.1 T-MOBILE FBBA SUB -MODULE MOUNTED WITHIN EXISTING CABINET e (1-PROPOSED, 1-EXISTING). 9 T-MOBILE RAYCAP COVP BOX MOUNTED TO TOWER LEG 4&5 (1-PROPOSED, 3-EXISTING} �0 T-MOBILE RAYCAP COVP BOX MOUNTED TO ICE BRIDGE POST 4&5 31 NEAR CABINETS (1-PROPOSED, 1-EXISTING). t.O 8> EXISTING T-MOBILE EQUIPMENT CABINET (3 TOTAL TO REMAIN). SITE NOTES 1. VERIFY ANTENNA MODELS, HEIGHTS&AZIMUTHS. 2. PROPOSED ANTENNAS, EQUIPMENT AND MOUNTING HARDWARE NEAR ANTENNA LEVEL SHALL BE PAINTED TO MATCH EXISTING, L E :n 04 s F: Engineering LDCArchitectural Structural THE CIVIL ENGNEEaiec ceour Survey 142➢1 r1E Mh%.s100 W"dieWle,WA98072 Ph 4258061969 Fx 425.4822893 — LDCwrp.com DATE: 12-7-15 DRAWN BY: JDM CHECKED BY: RBH SUBMITTALS ��• I:Ed9TfAEJ ARGIREC'F IitCFN ' ALL PATE OF WASNIp01pM SITE SE04768A R&L CLEARING / 4 CARRIER 1741 S. 356TH ST FEDERAL WAY, WA 98003 SHEET TITLE ENLARGED SITE PLAN d ��Z. MBER 0 NOTE: • UPGRADE/REPLACE STANDARD PIPE(S) AS NEEDED • KEEP ALL EXISTING EQUIPMENT & CABLING TIP HEIGHT OF EXISTING T-MOBILE ANTENNAS TIP HEIGHT OF 1 PROPOSED 1 T-MOBILE ANTENNAS 1 113-0 AGL 1 1 RAD CENTER OF 1 PROPOSED 1 O T-BILE ANTENNAS "N. EXISTING OTHER CARRIER GPS ANTENNA, TYP (TO REMAIN) — FINIS" C 0.0' AGL EXISTING BUILDING TOP OF EXISTING SELF SUPPORT TOWER 145.7 AGL EXISTING OTHER CARRIER ANTENNA ARRAY, TYP (TO REMAIN) 13 1 (RELOCATED) 1 1 TIP HEIGHT OF PROPOSED 1 T-MOBILE ANTENNAS r)t I_ 1 113W AGL 1 1 RAD CENTER OF 1 EXISTING & PROPOSED 1 T-MOBILE ANTENNAS w --ram 111.0'AGL 22"x34" SCALE: 1/8" = V-0" 1 11"07" SCALE: 1/16" = V-0" EXISTING OTHER CARRIER EQUIPMENT SHELTER W --- r I, -- I PROPOSED EAST ELEVATION (LOOKING WEST) 2 22"x34" SCALE: 1/8" = 1'-0" 1 11"x17" SCALE: 1/16" = V-0" TOP OF EXISTING SELF EXISTING EAST ELEVATION (LOOKING WEST) 22"x34" SCALE: 1/8" = 1'-0" I 11"x17" SCALE: 1/16" = 1W' CONSTRUCTION PLAN KEYED NOTES �_ f,\ T-MOSILE FSMF MODULE MOUNTED WITHIN EXISTING CABINET 12 ] (2-PROPOSED, 1-EXISTING). O3 T-MOBILE ESMB MODULE MOUNTED WITHIN EXISTING CABINET 2 (1-PROPOSED, 1-EXISTING •1 OEXISTING 148,0' SELF SUPPORT TOWER (TO REMAIN). 5O EXISTING T-MOBILE PANEL ANTENNA (4 TOTAL TO REMAIN). OEXISTING T-MOBILE SECTOR FRAME ANTENNA MOUNT (TO REMAIN). O7 PROPOSED T-MOBILE FRLB UNIT MOUNTED TO TOWER LEG 1&2 (3 TOTAL). 0 OT-MOBILE FRIG UNIT MOUNTED TO TOWER LEG (1-PROPOSED, 2&3 3-EXISTING). e.D O9 EXISTING CROWN CASTLE 6'-0" HIGH CHAIN LINK FENCE (TO REMAIN). 0PROPOSED T-MOBILE PANEL ANTENNA (5 TOTAL). 4 1,0 0A 20 13 EXISTING T-MOBILE TMA MOUNTED TO ANTENNA MOUNT & SECTOR FRAME (6 TOTAL TO REMAIN) 15 EXISTING T-MOBILE ICE BRIDGE(TO REMAIN). T•MOBILE FXFC UNIT MOUNTED TO TOWER LEG 3, 2 16 (1"PROPOSED, 3�EX)STING). ®0 5.0 PROPOSED T-MOBILE DIPLEXER MOUNTED TO ANTENNA MOUNT 1 (4 PER SECTOR, 8 TOTAL @ ALPHA & DELTA ONLY). 0 16 EXISTING T-MOBILE PANEL ANTENNA (4 TOTAL TO BE REMOVED) 20 EXISTING T-MOBILE GPS ANTENNA (TO REMAIN). 1 T-MOBILE HCS CABLE TO ANTENNAS (1-PROPOSED HIGH CAP, 1-EXISTING HIGH CAP). 2Q EXISTING T-MOBILE POWER(LELCO ENCLOSURE (TO REMAIN). <8>EXISTING T-MOBILE SUB -PANEL (TO REMAIN). <8>EXISTING T-MOBILE METER BASE (TO REMAIN). <8 EXISTING T-MOBILE GENERATOR RECEPTACLE (O REMAIN). PROPOSED T-MOBILE FBBC SUB -MODULE MOUNTED WITHIN 1 EXISTING CABINET (2 TOTAL). T-MOBILE FBBA SUB -MODULE MOUNTED WITHIN EXISTING CABINET B (1-PROPOSED, 1-EXISTING). T-MOBILE RAYCAP COVP BOX MOUNTED TO TOWER LEG 4&5 9 (1-PROPOSED, 3-EXISTING). �0 3Q EXISTING T-MOBILE EQUIPMENT CABINET (3 TOTAL TO REMAIN) SITE NOTES 1. VERIFY ANTENNA MODELS, HEIGHTS &AZIMUTHS. 2, PROPOSED ANTENNAS, EQUIPMENT AND MOUNTING HARDWARE NEAR ANTENNA LEVEL SHALL BE PAINTED TO MATCH EXISTING. L E V) 0 4 L E� L Architectural Engineering Engineering Structural +>,una +acnuwcc.ax Survey 14201 NE 2001h SI.p100 Wwd'im11e. WA 98072 Ph 42 B061B69 F. 425.AB22093 NM1WJ-1-13Ccarp rn DATE: 12-7-15 DRAWN BY: JDM CHECKED BY: RBH SUBMITTALS 1 1plee2a REDISTERED ARCHRECT �r t. slnleocw+�nnmol+ SE04768A R&L CLEARING / 4 CARRIER 1741 S. 356TH ST FEDERAL WAY, WA 98003 SHEET TITLE ELEVATIONS t <n SHEET NUMBER A-3.0 U 194" NOTE: FXFC SHALL BE STACKED MOUNTED ON PLINTH, SEE DETAIL THIS PAGE FXFC DETAIL 6 22"x34" SCALE: N.T.S. 11"x17" SCALE: N.T-S CET H = MODULE SIDE RRU MOUNTING DETAIL 3 22"x34" SCALE: N T S. 1 11"x17" SCALE: N.T.S. _ ^"^ 'AOUNTING FRAME GALV BOLT OF 8 PER COVP JTING BRACKET) PE OR DWER GALV U-BOLT GALV BOLT OF 4 PER COb COVP RIGHT SIDE ALARM CONNECTION— OVP MAIN GRID 2/0 14 AWG RETURN 15 CONNECTIONS 2/0 -14 AWG — GROUNDBAR 4-14AWG- INSIDE 48-15 CONNECTIONS 2/0 -14 AWG FIBER PANEI SM ADAPTEI FRONT HYBRID POWER&FIBER TRUNK IN JUMPER OUT MANUFACTURER: RAYCAP COVP TOP MODEL: RNSNDG-7771-PF-48 WEIGHT: TBD DIMENSIONS: 20.63"x16.13'SK5.119" MOUNTING KIT: MOUNTING KIT ®. PROVIDED NOTE: BOTTOM COVP BOX MOUNTING ON UNISTRUT PER MANUFACTURER'S SPECIFICATIONS COVP MOUNTING DETAI 22"x34" SCALE: 3" = 1'-0" 1 11"x17" SCALE: 1-1/2" = 1'-0" U-BOLT MOUNT LOCATION (TYP OF 2) FPKA/J- BOLT MOUNT LOCATION (TYP OF 2) FLOOR MOUNT LOCATION (TYP OF 6) TOP FMFA MOUNTING PLINTH DETAIL 12 22"x34" SCALE: 3" = V-0" I 11"x17" SCALE: 1-1/2" = V-0" COVP DETAIL 4 Architectural Engineering 22"x34" SCALE: 1-1/2" = V-0" 11 "x17" SCALE: 3/4" = 1'-0" L Structural rNeweeNNe GROUP Survey 14201 NE2001h SL,#100 Ph.425.806.1869 W-dimik, WA 98072 Fx.42SA82103 MAN U FACTU RER: COMMSCOPE wwv. LDCco p, cam MODEL: ECC1920-VPUB WEIGHT: 7.9 LBS DIMENSIONS: 7.6"x7.3"x2.6" DATE: 12-7-15 MOUNTING KIT: MOUNTING KIT DRAWN BY: JDM PROVlIDEI] CHECKED BY: RBH PIPE BRACKET PER MFR. OPPOSITE SIDE NUT LOCK WASHER FLAT WASHER PIPE BRACKET PER MFR. RRUS SIDE HEX BOLT —MOUNTING PIPE MOUN- PLATE DIPLEXER DETAIL SCALE: N.T.S. "x17" SCALE: N.T.S. SUBMITTALS 5 V DATE DESCRIPTION BY 12-]-15 PRELIMINARY CONSTRUCTION RBN ] 1 2-5-16 1 FINAL CONSTRUCTION RBH �.�aeza REIiISTEREG RCHR'ECT RIC�$lAtE OF WJu'lfadri.TP.1 SITE SE04768A R&L CLEARING / 4 CARRIER p 1741 S. 356TH ST FEDERAL WAY, WA 98003 SHEET TITLE 71 CONSTRUCTION DETAILS SHEET NUMBER A-4.0 NOT USER161 NOT USED 1 5 22"x34" SCALE: N.T.S. 11"x17" SCALE: N.T,S.I I 22'x34' SCALE: N.T.S. 11' x17" SCALE: N.T.S. I� l�fi rf ifl I� iiJ 1AI 11� i1A1 HL li a in 141 Im 4al ii1 1!� �If q�1 lr lij� HIMiilit�talll� MANUFACTURER NOKIA MODEL: FSMF OR ESMB (MODULE) WEIGHT: TBD ❑IMENSIONS: TO NOTE: FSMF/ESMB SHALL BE PLACED WITHIN RADIO CABINET PER T-MOBILE REQUIREMENTS NOT USED 3 FSMF (SIMILAR ESMB) DETAIL 2 22"x34" SCALE: N.T.S. 11"x17" SCALE: N.T.S. 22"x34" SCALE: N,T,S. 11"07' SCALE: N.T.S. NOT USED A 22"x34" SCALE: N.T.S. 1 11"x17" SCALE: N.T.S. D/RF4 MANUFACTURER: NOKIA MODEL: FBBC (SUB- MODULE) WEIGHT: 6.83 LBS DIMENSIONS: I HIGH & FITS AT THE BOTTOM OF FSMF CHASSIS NOTE: FBBC SHALL BE PLACED WITHIN RADIO CABINET PER T-MOBILE REQUIREMENTS FBBC (SIMILAR FBBA) DETAIL 22'x34' SCALE: N.T.S. 1 1Vx17' SCALE: N.T.S. M'm L �y �'7 Architectural U ■■iI Engineering Structural THE ENcwE-Nc—P Survey T201NE2001h5L,p100 W.di.H..WA99072 Ph. 425.006.1669 Fx.425.4521693 wxw LDC—ps.. DATE: 12-7-15 DRAWN BY: JDM CHECKED BY: RBH SUBMITTALS 1 � 1 —161 FINAL CONSTRUCTION IRMI �We REQC.iER.ID ARCHIiECT wCtiA ' A► 6TA1@ OF WM If[[�'9Pf SITE SE04768A R&L CLEARING / 4 CARRIER 1741 S. 356TH ST z FEDERAL WAY, WA 98003 CONSTRUCTION DETAILS SHEET NUMBER z 1 � N A-4.1 MANUFACTURER:COMMSCOPE MODEL: HBXX-3319DS-VTM WEIGHT:38.1 LBS DIMENSIONS: 5 7"x 2 2.2"x4.9" FREQUENCY: REFER TO RFDS SHEET 22.2" Is a TOP 17 2" 99.9" FRONT 4.9" SIDE ANTENNA SPECIFICATIONS 6 22"x34" SCALE: 1" = V-0" I 11"x17" SCALE: 1/2" = V-0" r tot a -u FRONT DIMENSIONS (WxHxD) W/ SOLAR COVER & MOUNTING FRIG UNIT WEIGHT SOLAR SHIELD WEIGHT MOUNTING BRACKET WEIGHT TOTAL WEIGHT -- l SIDE 17.2" x 23.8" x 7.5" FRIG TO BE MOUNTED VERTICALLY ONLY 24.0 KG / 25.9 LBS SEE 2/A-5.0 FOR MOUNTING DETAIL 1.2KG/2.6LBS 0.7KG/1.5LBS 25.9 KG / 57 LBS FRIG DETAIL 3 22"x34" SCALE: 3" = V-0" I 11"x17" SCALE, 1-1/2" = V-0" MANUFACTURER:COMMSCOPE MODEL: SBNH-1 D65C-V1 WEIGHT: 49.6 LBS DIMENSIONS: 96-5"x11.9"x7.1" FREQUENCY: REFER TO RFDS SHEET 11.9" )crl TOP 11, 9" FRONT SIDE ANTENNA SPECIFICATIONS 5 22"x34" SCALE: 1" = V-0" I 11"x17" SCALE: 1/2" = 1'-0" FPKA MOUNTING BRACKET M8xl20 BOLT M10x120x105mm BOLT FMFA FIXING POINTS (IF APPLICABLE) FPKA MOUNTING BRACKET DETAIL 2 1 22"x34" SCALE: N.T.S. 1 11"x17" SCALE: N.T.S. 0 OPTIONAL DOW NTILT BRACKET ITEM QTY DESCRIPTION 1 1 ADAPTER, POLE, LOWER 1 BRACKET. DOWNTILT, POLE 3 1 BRACKET, DOWNTILT, ANTENNA 4 6 1/2 X 1 HEX HEAD BOLD 5 6 1/2 SPLINT WASHER 61 2 5/16 X 1 HEX HEAD BOLT 7) 2 5/16 SPLIT WASHER 8 4 112" THREADED ROD 9 8 1/2" SPLIT WASHER 12 1/2" NUT PANEL ANTENNA (TYP) P) OFLECT PART #61001 OR APPROVED EQUAL IY iES 1. INSERT SC IS SOR BRACKETS BETWEEN THE UPPER ANTENNA MOUNTING BRACKET AND THE UPPER POLE ADAPTER BRACKET. SECURE USING 1/2 INCH HARDWARE PROVIDED. 2, TO SET THE DEGREE OF DOWNTILT, ALIGN THE DESIRED HOLES ON THE SCISSOR BRACKETS AND SECURE USING 5116 INCH HARDWARE PROVIDED. THE NUMBER OF CONNECTORS WILL VARY BASED ON ANTENNA TYPE. L E V) 0 ANTENNA MOUNTING DETAIL Arch:thelu .1 LD Ens 9 4 22"x34" SCALE: N.T,S. 11"xiT' SCALE: N.T.S. ,n �,�� survey 14 MHE2 M6LAGO AN. i?31DLAN! -_ -••_. m9w,n Pkl43flrt�9D wws+.LDCwrp com DATE: 12-7-15 DRAWN BY: JDM CHECKED BY: RBH 1I MANUFACTURER: NOKIA MODEL- FRLB (RRH) PLATE WEIGHT: 59.52 LBS MOUNTING DIMENSIONS: 15.75"x15.75"x5.9" MOUNTING: MOUNTING KIT PROVIDED ITTALS 2SCRIPTION BB2B REWSTERED ARCHRELT q1C ALL sr►Te a w,raxwcrw� SE04768A R&L CLEARING /4 CARRIER 0 1741 S. 356TH ST zFEDERAL WAY, WA 98003 SHEET TITLE # CONSTRUCTION DETAILS 0 uu r m SHEETNUMBER _ FRLB DETAIL 1 A A- 5. 22'x34" SCALE: N.T.S. 11"x1T SCALE: N.T.S. V PROPOSED ANTENNA CONFIGURATION ANTENNA RAD ANTENNA MECH. COAX PER COAXO COAX AZIMUTH MANUFMODEL# SECTOR , QUANTITY CENTER SIZE TILT ANTENNA LENGTH 1 10° COMMSCOPE HBXX-3319DS-A2M 111.0' 57.0" 0° 1 HIGH CAP 150' A 1 30' COMMSCOPE SBNH-1D65C-V1 109.0' 96.5" 0° 2 1-5/8" 105' ANTENNA RAD ANTENNA MECH, COAX PER COAX COAX SECTOR QUANTITY AZIMUTH I MANUF. MODEL# CENTER SIZE TILT ANTENNA LENGTH 1 150° ANDREW TMBXX-6516-R2M 111.0' 59.5" 0° 1 HIGH CAP 150' B 1 150' ANDREW TMBXX-6516-R2M 111.0' 59.5" 0° 0 1-518" 1 150° COMMSCOPE SBNH-1D65C-V1 109.0' 96.5" 0° 2 1-5/8" 105' ANTENNA RAD ANTENNA MECH. COAX PER COAX 0 COAX SECTOR QUANTITY AZIMUTH MANUF. MODEL # CENTER SIZE TILT ANTENNA LENGTH 1 270° ANDREW TMBXX-6516-R2M 111.0' 59.5" 0° 0 HIGH CAP 150' C 1 270' ANDREW TMBXX-6516-R2M 111.0' 59.5" 0° 0 1-5/8" 1 270° COMMSCOPE SBNH-1D65C-V1 109.0' 96.5" 0° 2 1-5/8" 105' SECTOR ANTENNA AZIMUTH MANUF. RAD ANTENNA MECH. COAX PER ANTENNA COAX 0 COAX LENGTH QUANTITY MODEL# CENTER SIZE TILT 0 1 60° COMMSCOPE HBXX-3319DS-A2M 111.0' S7.0" 0° 1 HIGH CAP 150' TASK SUBMITTED ON: 10/20/15 2 HIGH CAP 150' ANTE: • OTHER CARRIER ANTENNA ARRAY(S) NOT SHOWN FOR CLARITY • UPGRADE/REPLACE STANDARD PIPE(S) AS NEEDED • KEEP ALL EXISTING EQUIPMENT & CABLING I - •N SECTOR C :2T0' SBNH-1D65C"V1 ` e EXISTING T-MOBILE TMA MOUNTED TO ANTENNA MOUNT & SECTOR FRAME (6 TOTAL TO REMAIN)! T-MOBILE RAYCAP COVP BOX MOUNTED TO TOWER LEG (1-PROPOSED, 3-EXISTING) T-MOBILE FXFC UNIT MOUNTED TO TOWER LEG (1-PROPOSED, 3-EXISTING)---- EXISTING T-MOBILE PANEL ANTENNA (4 TOTAL TO REMAIN) EXISTING SELF SUPPORT TOWER (TO REMAIN) - EXISTING T-MOBILE SECTOR FRAME ANTENNA MOUNT (TO REMAIN) - PROPOSED T-MOBILE PANEL ANTENNA (5 TOTAL) PROPOSED T-MOBILE FRLB UNIT MOUNTED TO TOWER LEG (3 TOTAL) ¢ rb O � x m x �164 r7m / T-MOBILE FXFC UNIT MOUNTED TO TOWER LEG (1-PROPOSED, 3-EXISTING) T-MOBILE RAYCAP COVP BOX MOUNTED TO TOWER LEG (1-PROPOSED, 3-EXISTING) PROPOSED T-MOBILE DIPLEXER MOUNTED TO ANTENNA MOUNT (4 PER SECTOR, 8 TOTAL @ ALPHA & DELTA ONLY) i 4R� bptA 0. RELOCATED EXISTING T-MOBILE TMA MOUNTED TO ANTENNA MOUNT & SECTOR FRAME (6 TOTAL TO REMAIN) (ALPHA ONLY) T-MOBILE FRIG UNIT MOUNTED TO TOWER LEG (1-PROPOSED, 3-EXISTING) PROPOSED ANTENNA CONFIGURATION 2 22"x34" SCALE: 3/8" = T-0" I 11"x17" SCALE: 3/16" = V-0" EXISTING ANTENNA CONFIGURATION ANTENNA RAD ANTENNA MECH. COAX PER COAX COAX SECTOR QUANTITY AZIMUTH MANUF. MODEL# CENTER SIZE TILT ANTENNA LENGTH 1 30° 1 ANDREW TMBXX-6516-R2M 111.0' %5" 0° 1 HIGH CAP 150' A 1 300 ANDREW TMBXX-6516-R2M 111.0' 59.5" 0° 2 1-5/8" 105' 1 30' ANDREW TMBXX-6516-R2M 111.0' 59.5" 0° 2 1-5/8" 105, ANTENNA RAD ANTENNA MECH. COAX PER COAX 0 COAX SECTOR QUANTITY AZIMUTH MANUF. MODEL # CENTER SIZE TILT ANTENNA LENGTH 1 1500 ANDREW TMBXX-6516-R2M 111.0' 5R5" 0° 0 HIGH CAP B 1 150° ANDREW TMBXX-6516-R2M 111AY 59.51, 4° r�2 1-5/8" 105' 1 150° ANDREW TMBXX-6516-R2M 111A' 59.5" 0° 2 1-518" 105• ANTENNA RAD ANTENNA MECH. COAX PER COAXO COAX SECTOR QUANTITY AZIMUTH MANUF. MODEL# CENTER SIZE TILT ANTENNA LENGTH 1 270° ANDREW TMBXX-6516-R2M 111.0' 59.5' 0° 0 HIGH CAP C 1 270° ANDREW TMBXX-6516-R2M 111.0' 59.5" 4' 2 1-5/6" 105' 1 270° ANDREW TMBXX-6516-R2M 111A' 59.5' 0' 2 1-5/8' 106 TASK SUBMITTED ON: 10/22/15 1 HIGH CAP 15V SECTOR C : 2T0' EXISTING T-MOBILE TMA MOUNTED TO ANTENNA MOUNT & SECTOR FRAME (6 TOTAL TO REMAIN) - T-MOBILE RAYCAP COVP BOX MOUNTED TO TOWER LEG (1-PROPOSED, 3-EXISTING) T-MOBILE FXFC UNIT MOUNTED TO TOWER LEG (1-PROPOSED, 3-EXISTING)---._ EXISTING T-MOBILE PANEL ANTENNA (4 TOTAL TO REMAIN) EXISTING SELF SUPPORT TOWER (TO REMAIN) - EXISTING T-MOBILE SECTOR FRAME ANTENNA MOUNT (TO REMAIN) EXISTING T-MOBILE PANEL ANTENNA (4 TOTAL TO BE REMOVED) O,¢ EXISTING T-MOBILE TMA MOUNTED TO ANTENNA MOUNT & SECTOR FRAME (6 TOTAL TO REMAIN) (TO BE RELOCATED, ALPHA ONLY) T-MOBILE FRIG UNIT MOUNTED TO TOWER LEG (1-PROPOSED, 3-EXISTING) EXISTING ANTENNA CONFIGURATION 1 22"x34' SCALE: 311 "x17" SCALE: 3116' = 1=0" �60 Engineering LDArchitectural Structural -crva r"cwrraHc c- Survey 14201 NE 2001h S1, 91N Ph 4250061B69 Wwd-11e, WA 98072 Fx425.4B22B93 ww,v. LDCwrp cam DATE: 12-7-15 DRAWN BY: JDM CHECKED BY: RBH SUBMITTALS •RFV •i4TB DESCRIPTION BY I1tB REC113TEiii� utcxlrEcr szlc nv. ETATf OF wA9MMG'17N SITE SE04768A R&L CLEARING / 4 CARRIER 1741 S. 356TH ST FEDERAL WAY, WA 98003 SHEET TITLE ANTENNA CONFIGURATION SHEET NUMBER RF-1.0 Alpha & Beta (Only Alpha is shown) l FSa f'cs �vyC t'ctr t1111 s LTE P3N seirS] - AWS , iAa4 fArafia] dMc'Aey tApilq r i i i 1 t 1 In E P 1 • 1 i i e AqM {:-Wino 9eNrva Fiff[7 tarts * r9w P. -------------- ax,unj sari FBMF+2xF8fl1G fLTf:i �•�R Alpha-Bafa-C-amma •r„st FSMEM UMTe 14fi4 ■-ul��-.��w■ tkrcVWfWAa�C Swe AWS IMA NSN Configuration 705J (N_705J RU6q_45plit U21Grolund) —2015 d.S.elur 51W with Rcarrup RRU Cont*ous PCs spe dluen M8r1m1.s eMode.8 Spfit to Swvgrl LTE Spec Erma+ $ MHE I 7 Redb Module per sector (Antenna cahilll0 &{,✓mitt, Ganm3 m Uega mom eixi-I far clxrO I INo �W 64am 4•Tid POP f1.TE AWW Gswumys PCs) i {G,e:lmbl q tl p A t s a • tv ; I Ik2�F n.:K PMr riya Semnd f LMU for T7961C-3R! y, avl __ _sded, ;fiii�=— o+e"natUMTs GSW irm* W rcm Or ssc 0't ' a� eieree cow F t ff�l.11 i, !1 Ifil ltl Imo; FSiHE —ra• UNTS2100 4n A1Y3 gPile IB a BepBl ale Nutle$1W me 4'' Rector Qllw •dd UMTS LTE AWS 700 (Calurnal f�+n+Nut Ttdn AV^ TVA FRL8 NSN CONFIGURATION DIAGRAM 22"x3A s LE: N.T.S. 1 11"x17" SCALE: N.T.S. Engineering LDC Architectural Structural xE—LENG111-NccwUE Survey 14201 NE2001h St..#100 Ph.425.806.1689 Woaeinvile, WA 98072 Fx. 425A82—'N3 w LDCwrp—rn DATE: DRAWN BY: 12-7-15 JDM CHECKED BY: RBH SUBMITTALS F'VR E DESCRIPTIDN BY5 PREUhll NARV CONSTRUCTION RBH8 FINALCONSTRUCTION RBH Ai REfiISTER® ARCHRECT ter_ 57AiE Dr Wi16HRiQr�4 R&L CLEARING / 4 CARRIER 1741 S, 356TH ST FEDERAL WAY, WA 98003 SHEET TITLE ANTENNA CONFIGURATION SHEET NUMBER RF-2.0 / SCHEMATIC ANTENNA GROUNDING PLAN 22"x34" SCALE: 3/6" = V-0" 1 11'x17` SCALE: 3/16" = V-0" 1 GROUNDING KEYED NOTES 1 EXISTING GROUND RING AT BASE OF SELF SUPPORTTOWER O (FIELD VERIFY). EXISTING MGB AT BASE OF SELF SUPPORT TOWER. E-2.0 e O EXISTING AGB AT ANTENNAS. e E-2.0 O4 EXISTING AGB CONNECTED TO MGB WITH (2) #2 BTCW. e E-2.0 OPROPOSED T-MOBILE ANTENNA PER PLAN, TYP. O6 EXISTING SELF SUPPORT TOWER O8 CONNECT PROPOSED FRLB, FRIG, FXFC, COVP, DIPLEXER r 3 WITH #2 BTCW TO AGB (TYPICAL AT EACH UNIT). 11 CONNECT PROPOSED COVP BOX WITH #2 BTCW TO TIE INTO EXISTING SYSTEM GROUND RING. rgEVERAL GROUNDING NOTES 1. ALL DETAILS ARE SHOWN IN GENERAL TERMS. ACTUAL INSTALLATION AND CONSTRUCTION MAY VARY DUE TO SITE SPECIFIC CONDITIONS, 2. ANY METAL OBJECTS WITHIN 6 FEET OF THE EXTERNAL GROUND RING SHALL BE GROUNDED. 3. ALL 43ROUNO CONNECTIONS SHALL BE CADWELD AND CLEANED THOROUGHLY THEN COVERED WITH TWO (2) COATS OFSHERWIN WILLIAMS GALVANTE PAINT B35GW3OR EQUAL. SEE 1IE-2.0 FOR TYPICAL CONNECTIONS. 4. ALLWIRESSHALL BECOPPER THHN/THWN.ALL GROUND WIRE SHALL BE GREEN INSULATED WIRE ABOVE GROUND. 3. ALL ELECTRICAL CADWELD AND MECHANICAL CONNECTIONS SHALL HAVE NON -OXIDATION COMPOUND APPLIED TO CONNECTION. 4. ALL MATERIALS AND CADWELD MOLDS, SHOTS. ETC. SHALL BE FURNISHED AND INSTALLED BY CONTRACTOR UNLESS OTHERWISE NOTED. 5. REFER TO DIVISION 16 GENERAL ELECTRIC; GENERAL ELECTRICAL PROVISION AND COMPLY WITH ALL REQUIREMENTS OF GROUNDING STANDARDS 6. NOTIFY CONSTRUCTION MANAGER IF THERE ARE ANY DIFFICULTIES INSTALLING GROUNDING SYSTEM OUE TO SITE SOIL CONDITTONS. 7. USE PANI SCHEME FOR LOADING GROUNDS ON MGB AS DISCUSSED IN NSTD 119, 33 & 36. GROUNDING LEG GROUND BAR Q GROUND INSPECTION WELL / COPPER GROUND ROD COMPRESSION LUG CADWELD CONNECTION / SIDE SPLICE CADWELD `-/��,. FIELD VERIFY & TIE INTO EXISTING GROUNDING SYSTEM PROPRIETARY INFORMA TION THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS IS PROPRIETARY BY NATURE, ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO T-MOBILE SERVICES ARE STRICTLY PROHIBITED, 4-J L E V) �� ■ EE Englnllning L D C fEnglrk&Wln l BSrudoral n cw.l-wr�c.cr,r Survey 14201 NE 200Ih SI., 9100 Wwdl,,ille, WA 9B072 Ph. 425.B06.1B89 Fz 425.482.2893 vnow-LDCmrp-oom DATE: 12-7-15 DRAWN BY: JDM CHECKED BY: RBH SUBMITTALS 1 2 1 2-5-161 FINPI CONSTRUCTION 1-1 B62B REGSTERED ARCHITECT RICMA STATE a WADOWITA SITE SE04768A R&L CLEARING / 4 CARRIER m 1741 S. 356TH ST FEDERAL WAY, WA 98003 u1 i SHEET TITLE ] SCHEMATIC GROUNDING PLAN w 55 SHEET NUMBER z 37 E-1.0 0 U NEW COAXIAL GROUND KITS W/LONG BARREL COMPRESSION DOUBLE LUGS, ATTACH TO GROUND BAR & INSTALL BY ANTENNA CONTRACTOR (CADWELD TYPE-GL) NEW 4"x20"x1/4 THK COPPER GROUND BAR INSTALLED BY GENERAL CONTRACTOR 00000 000000000000 O 0000 O 0 0 0 0 0 0 0 0 0000 O no 0 0 0 0 0 0 0 0 0 000 20" MGB OR 10" ANTENNA AGB II FIELD VERIFY #2 SOLID BARE TINNED COPPER WIRE CADWELD (TYPE-GL) N019 1, COAT ALL MECHANICAL CONNECTIONS WITH "NOOX" OR APPROVED EQUAL 2. ALL EXISTING & NEW TOWER GROUNDING BARS SHALL BE ATTACHED DIRECTLY TO THE TOWER WITHOUT ISOLATORS. NO WELDING OR DRILLING PERMITTED. 3. EXISTING HOME RUN GROUND(S) TO BE REMOVED. GROUND BAR 22"x34" SCALE: 3/16" = V-0" I 11"x17" SCALE: 3/32" = V-0" TO ANTENNAS RX2 TX11Rx1 WEATHERPROOFING JUMPER REQUIRED ONLY KIT (TYP) FOR 1-5/8"0 COAX OR FOR EASE OF CONNECTION (TYP) STANDARD GROUND e4 KIT (TYP) SEE NOTE. E-2.0 CONNECTOR WEATHERPROOFING KIT (TYP) SEE NOTE 2 #6 AWG COPPER ANTENNA GROUND BAR, ATTACHED DIRECTLY TO ANTENNA CABLE TO TOWER WITHOUT ISOLATOR. BTS EQUIPMENT (TOP) NO WELDING OR DRILLING PERMITTED, NOTES 1. DO NOT INSTALL CABLE GROUMOXITATAMND AND ALWAYS DIRECT GROUND WIRE DOWN TO ANTENNA GROUND BAR 2, WEATHERPROOFING SHALL BE ANDREWS. (TYPE AND PART NUMBER AS SUPPLIED OR RECOMMENDED BY CABLE MANUFACTURER) TO GROUND RING ANTENNA GROUND BAR 22"x34" SCALE: 1-1/2" = V-0" F 11"x17" SCFILE. 3/4" = 1'-0" STRANDED CU WIRE WITH GREEN, 600V, TH H N/TH W N INSULATION. SIZE AS SPECIFIED COPPER GROUND BAR f RR ON WALL, ICE BRIDGE, FLOOR OR ON ANTENNA TOWER '113 �0_" 0 Oo 6 O o o u '00 . 0" o Oo PANI SCHEME SPECIFICATIONS:TFRAMEA 0 0 O O O O PRODUCER (P) CONNECTS TO WIRELESS EQUIPTWO HOLE LUG, BOLTED CABINETS, CABLE ENTRANCE GRTO GROUND BAR USING BAR (CEGB), MAIN DISTRIBUTION 3/8'-16x1/4"STAINLESSGROUND BAR (MDFB), AND STANSTEEL HEX HEAD BOLTS ENGINE GENERATOR SET FRAMEAND HARDWARE OTHER NOISE PRODUCING EQUI ABSORBER (A) 'TWO HOLE LUG, TO BE USED WITH #2AWG CONNECTS TO THE EARTH ELECTRODE SOLID TINNED BARE CU WIRE OR STRANDED SYSTEM INCLUDING CENTRAL OFFICE CU WIRE WITH GREEN, 600V, TO ANTENNA GROUND GRID, BUILDING STRUCTURAL STRUCTURE, BUILDING RING GROUND OR GROUND, METALLIC WATER PIPE SYSTEM, MGB ANTENNA SUPPORTING STRUCTURE GROUND SYSTEM, AND ELECTRICAL SERVICE ENTRANCE GROUND. NON -ISOLATED (N) CONNECTS TO EQUIPMENT NOT IN AN ISOLATED GROUND ZONE (IGZ) SUCH AS CBN EQUIPMENT FRAME GROUNDS AND DC GROUND CONDUCTORS FOR DC POWER SYSTEMS THAT SERVE CBN OR BOTH CBN AND IBN EQUIPMENT NOTF `GROUND BARS AT BOTTOM OF ISOLATED (1) TOWERS OR MONOPOLES SHALL CONNECTS TO THE SINGLE POINT USE EXOTHERMIC CONNECTION. CONNECTION BAR (SPCB) FOR IBN EQUIPMENT GROUND BAR CONNECTION 6 22"x34" SCALE: 1" = V-0" 11"x1T' SCALE: 1/2" = 1'-0" 3 NOT USED 22"x34" SCALE: N.T.S. 11"x17" SCALE: N.T.S. _ 2 TYPICALLY 12" TO 24" 120" MAX ANTENNA CABLE 2 1/2" r0 MAX WEATHERPROOFING KIT- (SEE NOTE 3) CABLE GROUND KIT #6 AWG STRANDED COPPER GROUND WIRE (GROUNDED TO GROUND BAR). SEE NOTE 1 AND2 CABLE CONNECTOR ►Y�TES 1. DO NOT INSTALL CABLE GROUND KIT AT A BEND AND ALWAYS DIRECT GROUND WIRE DOWN TO GROUND BAR_ 2. GROUNDING KIT SHALL BE ANDREW SUREGROUND TYPE KIT WITH TWO HOLE LUG. 3. WEATHERPROOFING SHALL BE TWO-PART TAPE KIT, COLD SHRINK SHALL NOT BE USED. CABLE GROUNDING DETAIL 22"x34" SCALE: 2" = V-01' I 11"x17" SCALE: V = 1'-0" !I TYPE TA TYPE VV TYPE GT TYPE VN TYPE NC TYPE SS TYPE VS TYPE VB TYPE PT V TYPE GY TYPE GR TYPE GL TYPICAL CALDWELD CONNECTIONS 22 x34" SCALE: N.T.S. I 11"07" SCALE: N.T.S. Y L E W 00 rn E: Engineering LDS Architectural Structural THE CIVIL ENGINEERING GEDUP Survey 14201 NE2001N51,#100 W""dinv9le, WA 98072 PK4288051889 Fx 428482.2893 V—V LDCwrp..com TE: 12-7-15 [D'RAWN BY: JDM HECKED BY: RBH SUBMITTALS AM&®REGISTERED, SIAilOFWASMWQro1E SITE SE04768A R&L CLEARING 14 CARRIER 1741 S. 356TH ST FEDERAL WAY, WA 98003 61 SHEET TITLE GROUNDING DETAILS j I SHEETNUMBER 1` E-2.0 Date: November 12, 2015 +�CI�IrC: Evan Oswald Crown Castle VAR 2-E Z016 1500 Corporate Drive Canonsburg, PA 15317 CITY CF FEDERALWAY (724) 416-9158 Cps Subject: Structural Analysis Report Carrier Designation: T-Mobile Co -Locate Carrier Site Number: Carrier Site Name: ,e+ Tower Engineering Professionals 326 Tryon Road Raleigh, NC 27603 (919) 661-6351 crown to rou -net SE04768A R&L Clearing / 4 Carrier Crown Castle Designation: Crown Castle BU Number: Crown Castle Site Name: 880306 15AND18 Crown Castle JDE Job Number: Crown Castle Work Order Number: Crown Castle Application Number: 355035 1151522 315620 Rev. 3 Engineering Firm Designation: TEP Project Number: 46166.40189 Site Data: 1741 S 356th St., Federal Way, King County, WA 98003 Latitude 47' 16' 57.17", Longitude -122° 18' 39.64" 148 Foot — Self -Support Tower Dear Evan Oswald, Tower Engineering Professionals is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 845171, in accordance with application 315620, revision 3. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC7: Existing + Reserved + Proposed Equipment Sufficient Capacity Note: See Table I and Table II for the proposed and existing/reserved loading, respectively. This analysis has been performed in accordance with the Washington Administrative Code, Chapter 51-50, Section 3108 (2012 International Buildin Code) based upon an ultimate 3-second gust wind speed of 110 mph converted to a nominal 3-second gust wind speed of 85 mph per Section 1609.3.1 as required for use in the TIA- 222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C and Risk Category II were used in this analysis. All modifications and equipment proposed in this report shall be installed in accordance with the appurtenances listed in Tables 1 and 2 and the attached drawing for the determined available structural capacity to be effective. We at Tower Engineering Professionals appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Structural analysis prepared by: Matthew T. Weavil, E.I. / MKL WAS Respectfully submitted by: G� v � Ryan J. Rimmele, P.E., S.E. �0G 5 02 L `StONAL 11111V Electronic copy 148-ft Self -Support Tower Structural Analysis TEP Project Number 46166.40189, Application 315620, Revision 3 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 Component Stresses vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations tnxTower Report - version 6.1.4.1 November 12, 2015 CCI BU No 880306 Page 2 November 12, 2015 CCI BU No 88030 148-ft Self 3 Support Tower Structural Analysis TEP Project Number 46166.40189, Application 315620, Revision 3 Page 3 1) INTRODUCTION This tower is a 148-ft self-support tower designed by Rohn in September of 1998. The tower was originally designed for a wind speed of 90 mph per ANSI/TIA/EIA-222-F for the appurtenances listed in Table 3. TEP did not visit the site. All information provided to TEP was assumed to be accurate and complete. 2) ANALYSIS CRITERIA The analysis has been performed in accordance with the ANSI/TIA-222-G-2-2009 Structural Standard for Antenna Su ortin Structures and Antennas — Addendum 2 using a nominal 3-second gust wind speed of 85 mph with no ice, 30 mph with 0.25 inch ice thickness and 60 mph under service loads with the following design criteria: 1) apq&ME��Fra' gorous StructuralAnalysis 2)ture: Class IIs used for services that due to height, use or location represent a significant hazard to human life and/or damage to property in the event of failure and/or used for services that may be provided by other means. 3) Exposure Cateeo : Exposure C Definition: Open terrain with scattered obstructions having heights generally less than 30-ft. This category includes flat, open country, and grasslands. 4) To o ra hic Cate or : Category 1 Definition: No abrupt changes in general topography, e.g. flat or rolling terrain, no wind speed-up consideration shall be required. 5) Earth uake Gate or Does Not Control Commentary: Earthquake effects must be considered for Class II structures per the WAC, Chapter 51-50, Section 3108. Seismic Base Shear = 7.99 kips (Site Location Ss = 1.278). See "Appendix C - Additional Calculations". Table 1 - Proposed Antenna and Cable Information Center �� Number Feed Number Antenna Mounting Line of Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) HBXX-3319DS-A2M 2 Commscope w/ Mount Pipe_ TMBXX-6516-R2M 4 Commscope w/ Mount Pipe ii 4 Nokia FXFC 111.0 I� ' Nokia FRIG l� Nokia FRLB 2 1-3/5 1 111.0 I� 6 ` Andrew ECC1920-VPUB 1 7/8 l� 2 Andrew ETT19V2S12UB I Raycap RNSDC-7771-PF-48 �j SBNH-1 D65C 3 I^ Commscope w/ Mount Pipe 109.0 2 Andrew ECC1920-VPUB I 1 Nokia FRLB Notes: 1) See "Appendix B — Base Level Drawing" for assumed feed line configuration. tnxTower Report - version 6.1.4.1 148-ft Self -Support Tower Structural Analysis TEP Project Number 46166.40189, Application 315620, Revision 3 Table 2 - Existing and Reserved Antenna and Cable Information Center Number Mounting Line of Antenna Antenna Model Level (ft) Elevation Antennas Manufacturer (ft) 147.0 147.0 145.0 124.0 122.0 122.0 111.0 111.0 j I 109.0 93.0 91.0 I 91.0 —F tnxTower Report - version 6.1.4.1 4 2 3 3 0 0 3 November 12, 2015 CCI BU No 880306 Page 4 Number 11 Feed of Feed I Line Note Lines Size (in) APXVRRI3-C-A20 RFS Celwave w/ Mount Pipe APXVRR20-C-A20 RFS Celwave f w/ Mount Pipe KMW ET-X-WM-18-65-8P Communications w/ Mount Pipe HBX X-9014DS-A2M Andrew w/ Mount Pipe Samsung RRH-P4 Telecomm, Samsung Optic Fiber Junction Telecomm. _ Cylinder Samsung 2.5GHz RRH-V3 Telecomm. Samsung Power Junction Cylinder Telecomm. Samsung I 1.9GHZ RRU Telecomm. Tower Mounts Sector Mount [SM 501-31 Samsung RRH-P4 Telecomm. 3JR52703AAAA Alcatel Lucent w/ Mount Pipe Ericsson I KRY 112 71 /2 Kathrein 860 10025 Raycap DC6-48-60-18-8F Alcatel Lucent 942 RRH 700 Kathrein r 742 265 w/ Mount Pipe Kathrein 742-265 w/ Mount Pipe Lucent LG P21401 Tower Mounts Pipe Mount [PM 601-31 Tower Mounts Sector Mount [SM 501-31 TMZXX-6516-R2M Andrew w/ Mount Pipe Nokia FXFB Nokia �ET�T19VN-12UB P:7Andrew Tower Mount [SM 501-31 �rewET AndT19V2S12UB Raycap RNSDC-7771-PF-48 D68441190E-1 Decibel w/ Mount Pipe Tower Mounts Pipe Mount [PM 601-11 Tower Mounts I Sector Mount [SM 601-1] 1 j 2 6 j 1-7/16 2 1 1/4 2 3/4 18 1-5/8 1 2 1 2 1 1-1/4 I 3 3 7/8 2 12T -5/8 6 1 7/8 1 2 November 12, 2015 148-ft Self -Support Tower Structural Analysis CCI BU No 880 5 Pagee 5 TEP Project Number 46166.40189, Application 315620, Revision 3 Center Number '� Number Feed MountingLine Antenna of Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 14 Trimble ACUTIME 2000 79.0 79.0 1 Tower Mounts T Side Arm Mount 1 1/2 2 [SO 701-1] 1 Trimble ACUTIME 2000 62.0 62.0 Side Arm Mount 1 1/2 2 1 Tower Mounts [SO 701-1] 1 Trimble BULLET III 37.0 37.0 Side Arm Mount 1 1/2 2 Tower Mounts [SO 701-1] Notes: 1) Reserved equipment 2) 3) Existing equipment Existing equipment to be removed; not considered in this analysis Table 3 - Design Antenna and Cable Information - Center '41,Antennas Number Feed Mounting LineAntennaof Antenna Model of Feed . Line Level (ft) Elevation Manufacturer Lines Size (in) 149.0 149.0Dapa 58010 12 1-5/8 135.0 9 Swedcom SP 9014-DIN 9 1-5/8 E35. 125.0 12 RFS APL199016-2TO 12 1-5/8 115.0 115.0 9 Swedcom ALP9212 9 1-5/8 3) ANALYSIS PROCEDURE Table 4 - Documents Provided LDocumentRemark7Reference=1 Source Geotechnical Reports V Tower Engineering Professionals ` 1990630 CCISites Tower Foundation Drawings �Rohn���� 47 CCISites Tower Manufacturer Drawings 40 CCISites 3.1) Analysis Method tnxTower (version 6.1.4.1), 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 Report - version 6.1.4.1 November 12, 2015 148-ft Self -Support Tower Structural Analysis CCI BU No 880 TEP Project Number 46166.40189, Application 315620, Revision 3 Pagee 6 6 3.2) Assumptions 1) The tower and foundation were built in accordance with the manufacturer's specifications. 2) The tower and foundation 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 "Appendix B - Base Level Drawing". 4) When applicable, transmission cables are considered as structural components for calculating wind loads as allowed by the standard. 5) All tower components are in sufficient condition to carry their full design capacity. 6) Serviceability with respect to antenna twist, tilt, roll, or lateral translation, is not checked and is left to the carrier or tower owner to ensure conformance. 7) All antenna mounts and mounting hardware are structurally sufficient to carry the full design rapacity requirements of appurtenance wind area and weight as provided by the original manufacturer specifications, it is the carrier's responsibility to ensure compliance to the structural limitations of the existing and/or proposed antenna mounts. TEP did not perform a site visit to verify the size, condition or capacity of the antenna mounts and did not analyze antennas supporting mounts as part of this structural analysis report. This analysis may be affected if any assumptions are not valid or have been made in error. Tower Engineering Professionals should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS cable 5 - Section Capacity (Summary) Section Elevation (ft) Component Type Size Critical Element P lb ( ) �Panow (I b) % Capacity Pass /Fail No T1 148 - 140 Leg ROHN 2.5 STD 2 -5047 63560 7.9 Pass T2 140 120 Leg ROHN 3 STD 20 -27692 88549 31.3 Pass T3 120 - 100 Leg ROHN 3.5 EH 53 -59750 141802 42.1 Pass T4 100 - 80 Leg ROHN 4 EH 83 -91702 159905 57.3 Pass 1 T5 80 - 60 Leg ROHN 5 EH 104 -123361 239378 51.5 Pass 6 T6 60 - 40 Leg ROHN 6 EHS 125 154290 274776 56.2 Pass T7 40 - 20 Leg ROHN 6 EH 146 -180637 303717 59.5 Pass T8 20 - 0 Leg ROHN 8 EHS 161 -208497 386397 54.0 Pass T1 148 - 140 Diagonal L 1.75 x 1.75 x 3/16 10 -1963 8693 22.6 Pass 29.1 (b) T2 140 - 120 Diagonal L 1.75 x 1.75 x 3/16 25 -3330 8765 8.0(b)46.4 Pass 478 T3 120 - 100 Diagonal L 2 x 2 x 1/4 61 4594 9894 51.2 (b) Pass T4 100 - 80 Diagonal L 2.5 x 2.5 x 1/4 88 6274 12186 Pass 58511.5(b) T5 80 - 60 Diagonal L 2.5 x 2.5 x 1/4 109 -6286 9374 67.1 Pass T6 60 - 40 Diagonal L 3 x 3 x 1/4 130 -7002 13234 52.9 Pass T7 40 - 20 Diagonal L 3.5 x 3.5 x 1/4 151 7567 14200 53.3 Pass T8 20 - 0 Diagonal L 4 x 4 x 1/4 166 -8691 18304 9. (b) Pass 57 T1 148 - 140 Top Girt L2x2x3/16 4 -297 4656 6.4 Pass T3 120 - 100 Top Girt L2x2x3/16 55 203 4625 4.4 Pass Summary Leg (T7) 59.5 Pass Diagonal 67.1 Pass (T5) tnxTower Report - version 6.1.4.1 November 12, 2015 146-ft Self -Support rower Structural Analysis CCl BU No 880306 TEP Project Number 46166.40169, Application 315620, Revision 3 Page 7 Section Critical P (lbPau°W (Ib) % Pass /Fail No. El�(ft)Component Type Size Element ( ) Capacity Top Girt 6.4 Pass (T1) Bolt Checks 59.6 Pass RATING = 67.1 Pass Table 6 - Tower Component Stresses vs. Capacity Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 45.9 Pass 1 Base Foundation Soil Interaction 49.2 Pass 1 Base Foundation Structural 14.7 Pass Structure Rating (max from all components) = 67.1% Notes: 1) See additional documentation in "Appendix C - Additional Calculations" for calculations supporting the % capacity listed. 4.1) Recommendations 1) If the load differs from that described in Tables 1 and 2 of this report, "Appendix B — Base level Drawing" or the provisions of this analysis are found to be invalid, another structural analysis should be performed. 2) The tower and its foundation have sufficient capacity to carry the existing, reserved, and proposed loads. No modifications are required at this time. tnxTower Report - version 6.1.4.1 148-ft Self -Support Tower Structural Anaysis TRP Project Number 46166.40189, Application 315620, Revision 3 APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 6.1.4.1 November 12, 2015 CCI BU No 880306 Page 8 146.0 It 14000 102 M, DESIGNED APPURTENANCE LOADING TYPE ELEVA N E ELEVATION 12".xa'Land L1e s44zRRH7a0 1?z 14 APXVRRI3C-P20 w/MounlPi 147 DC6.48-60-10 OF 122 2)APXVARI3-C-A20 w/ Mount Fine 147 2.s C. x6 KFl 122 APXVRR2➢C-A20 w/Mount Pi 147 4)24'Dia x6-k Floe 122 FPiCYAR2➢C-AM.d Mbot/. 4M 147 2.r D. Y&h Pi 122 Lz) HB)O(-9014DS-A2M w/ Mount Pipe 147 P Mount PM 601-3 1-22 Er-K. WAI-T8EPrd.dRP. 147 .^1C1ar f food. W 50141 122 ET•r-VAA-iil M4!P rd 1N. 147 f2)HBXX-3319DS-A2M w/Mount Pi 111 ET•7LYVI6F1a Gs` ✓ pr1' IAOmI 147 2 7MBXX-6516-R2M w/ Mount Pipe !11 POWER JUNCTION CYLINDER 147 T1.IB>IX-5i1b RMVYJ Npua 111 PgY1FA JUNCTr.N Cy11NDpR 147 SE#1f:• ID65C w1 Mpay F1 11i Pp'VlERJIJNCTUN CriIt74ER 147 SBNH-1 D65C w/Mount Pipe 111 2 RRwP4 147 $9HH•1D65Cwf Lft,0 FO. 111 P/ PRFI N 147 FXFC 111 .to RRH-P4 147 FXFC 111 OPTIC FIBER CYLNDER 167 2 FXFC 111 _JUNCTION DPTICFees JIJI4CTION CYLNDER 147 RNSDC-7771-PF-48 ]71 OPTIC FaV JUNCT[.w CYL'UVFR 147 12 ECC1920-VPUR 111 25GHz RRH-V3 147 (2)ECC1920-VPUB 1t1 25GHz RRH-V3 147 'a' ECC1920-VPUB 111 2.5GHz RRH-V3 147 F,pC197AYP1JB 111 1-9GF4Z RRU 147 FRLB 111 111 1--9c,Hz RR 147 121 FRLB 1.9C112 RRU 147 131 E7Tl9V2S12UB 11] 1247 Diax5 k Pi 147 RNSDC-7771-PF-46 111 1a)24"pia x6k PNe 147 E7T191?512UB 111 4) 24" Di. x 6-k Pi 147 ET719V2S12UB 111 Sector Mount tSM 501-3 147 ETT19V2S12UB 111 742-265 wl Mount Pipe 12E a ETT19V2SI2UB 111 74,2,265 w1tb1aa f5 122 PAG5 111 742.265 w/Mount Pi t22 TRIG 1N 742265 w/ Mount PI t21 FRIG 111 111 7�. M76Wt 1?2 SWIor Mpur4 SM 501-3 142 265wr MaLrfo 122 13) DB844F190E XY w/ Mount Pipe 91 �R52.Po3AlJJlrn, waK! 12i 3)DBB44H90E-XYw/Mount Pioe 91 122 5'x2.376'Pipe Mourn 91 a,1R5270]7JVA11+LApwt 3Jra,'2700AMAnl1J(41ICP 1. 6xi.775'P. MRYA 91 i 05010025 122 sootm Mount rwm sot-1 j 9t 4166010025 122 6k1.'n PIA 601.1 91 4 66010025 122 Sector M—1 SM601-1 91 i{RV 11271,2 122 Maid )18l6a1•t 91 I RY $127112 122 ACUTIME20C n79 rz)aW 1127112 122 Side Arai Mount SO 701-1 7D 2)L2 21401 122 ACUTIME 2000 '62 p23LGP21401 122 -,J. Am,lAmm1977OT-1 52 i2 LGP21401 122 BULLET III 37 9a42 RRH 7D0 122 Sitle Prm Mount 50701-1 37 '9442 RRH 700 122 MATERIAL STRENGTH GRAD DE F IAS*-50 ISO" raw AN 36 ksi Sakti TOWER DESIGN NOTES 1. Tower is located in King County, Washington. 2. Tower designed for Exposure CIO the TIA-222-G Standard. 3. Tower designed for 85 mph basic wind] n accordance with the TIA-222-G Standard. 4. Deflections are based upon 8 68 mph wind. 5. Tower Structure Class It 6. Topographic Category 1 with Crest Height of 0.00 ft 7. TOWER RATING: 67.1 ALL REACTIONS AREFACTOREO MAX CORNER REACTIONS AT BASE: DOWN: 215747115 SHEAR: 23949111 UPLIFT.•-1841061b SHEAR: 212551b AXIAL 4141194 Ib SHEAR MOMENT 384931b 3318871lb-ft TORQUE 23004 lb-ft REACTIONS - 85 mph WIND Tower Engineering Arofessiorrals 15AND18 326 Tryon Road P 00 t TEP No. Raleigh, NC 27603 CrBN" h1�.ft Professionals Phone: (919) 661-6351 a T1A-222-( Job Page1 x,Tower 15AND18 (BU 880306) of 19 Project Date Tower Engineering TEP No. 46166.40189 15:46:22 11/12/15 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle mtweavil FAX: C919) 661-6350 Tower Input Data The main tower is a 3x free standing tower with an overall height of 148.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.65 ft at the top and 18.99 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in King County, Washington. Basic wind speed of 85 mph. Structure Class H. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Deflections calculated using a wind speed of 60 mph. A non -linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Use TIA-222-G Tension Splice Capacity Exemption Treat Feedline Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feedline Torque Include Angle Block Shear Check Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets 1Job in TQwer Tower Engineering Professionals 326 Tryon Road Raleigh, NC 27603 Phone: (919) 661-6351 FAX. (919) 661-6350 Project 15AND18 (BU 880306) TEP No. 46166.40189 Client Crown Castle Wind 180 t Lea A Wind 90 Leg C 2 Leg B Face C Wind Normal Trianqular Tower Tower Section Geomet Page 2 of 19 Date 15:46:22 11 /12/15 Designed by mtweavil Tower Tower Assembly Description Section Number of Section Length Section Elevation Database Width Sections f t 6.65 1 8.00 T1 148.00-140.00 6.69 1 20.00 T2 140.00-120.00 6.72 1 20.00 T3 120.00-100.00 8.76 1 20.00 T4 100.00-80.00 10.83 1 20.00 T5 80.00-60.00 12.92 1 20.00 T6 60.00-40.00 14.85 1 20.00 T7 40.00-20.00 16.99 1 20.00 T8 20.00-0.00 Tower Section Geometry cont Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Offset Section Elevation Spacing Type KBrace Horizontals Offset End t Panels in in T1 148.00-140.00 4.00 X Brace No No 0.0000 0.0000 0.0000 0.0000 T2 148.00-120.00 4.00 4.00 X Brace No No No No 0.0000 0.0000 T3 -1 120.00-120.00 0. - 5.00 X Brace No No 0.0000 0.0000 T4 -80. 0 1 . 0 0 X Brace No No 0.0000 0.0000 TS 80 0 0 80.00-60.00 6.67 X Brace No No 0.0000 0.0000 T5 6.67 X Brace No No 0.0000 0.0000 T7 40.00-20.00 10.00 X Brace Job i�Tc�r 15AND18 (BU 880306) Tower Engineering Project TEP No. 46166.40189 Professionals 326 Tryon Road Raleigh, NC 27603 Client Phone: (919) 661-6351 Crown Castle FAX: (919) 661-6350 Page 3 of 19 Date 15:46:22 11 /12/15 Designed by mtweavil Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End Panels to to T8 20.R0.0.00 10.00 X Brace No No 0.O0DO 0.0000 Tower Section Geom (con Tower Leg Leg Leg Diagonal Diagonal Diagonal Grade Elevation Type Size Grade Type Size ft T1 148.00-1d0.OR Pipe ROHN 2.5 STD A572-50 Single Angle L 1.75 x 1.75 x 3/16 A36 (36 ksi) (50 ksi) T2 140.00-120.00 Pipe ROHN 3 STD A572-50 Single Angle L 1.75 x 1.75 x 3/16 6 ksi) (50 ksi) T3 120.00-100.00 Pipe ROHN 3.5 EH A572-50 Single Angle L 2 x 2 x 1/4 6 ksi) (50 ksi) T4 100.00-80.00 Pipe ROHN 4 EH A572-50 Single Angle L 2.5 x 2.5 x 1/4 6 ksi) (50 ksi) T5 80.00-60.00 Pipe ROHN 5 EH A572-50 Single Angle L 2.5 x 2.5 x 1/4 36 ksi) ( (50 ksi) T6 60.00-40.00 Pipe ROHN 6 EHS A572-50 Single Angle L 3 x 3 x 1/4 A572-50 (50 ksi) (50 ksi) T7 40.00-20.00 Pipe ROHN 6 EH A572-50 Single Angle L 3.5 x 3.5 x 1/4 A572-50 (50 ksi) (50 ksi) T8 20.00-0.00 Pipe ROHN 8 EHS A572-50 Single Angle L 4 x 4 x 1/4 A572-50 (50 ksi) (50 ksi) Tower Section Geometry (conC Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Grade Elevation Type Size Grade Type Size ft T1 148.60-140.00 Single Angle L2x2x3/16 A36 Single Angle A36 (36 ksi) (36 ksi) T3 120.00-100.00 Single Angle L2x2x3/16 A36 Single Angle A36 (36 ksi) (36 ksi) Tower Section Geometry cont'd Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Spacing Stitch Bolt Spacing (perface) Ar Diagonals Horizontals T1 ft2 0.00 in 0.2500 A36 1.03 l in 1.05 36.0000 in 36.0000 148.00-140.00 (36 ksi) A36 1.03 i 1.05 36.0000 36.0000 T2 0.00 0.2500 140.00-120.00 (36 ksi) 1.03 I 1.05 36.0000 36.0000 T3 0.00 0.2500 A36 120.00-100.00 (36 ksi) Job �' � � bwer' 15AND18 (BU 880306) Project Tower Engineering TEP No. 46166.40189 Professionals 326 Tryon Road Raleigh, NC27603 Client Phone: (919) 661-6351 Crown Castle FAX. f9.191.661-6350 Page 4 of 19 Date 15:46:22 11 /12/15 Designed by mtweavil Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Ar Spacing Spacing (perface) Diagonals Horizontals T4 t, 0.00 in 0.2500 A36 1.03 1 1.05 in 36.0000 in 36.0000 100.00-80.00 (36 ksi) 1.03 I 1.05 36.0000 36.0000 T5 80.00-60.00 0.00 0.2500 A36 T6 60.00-40.00 0.00 0.3750 (36 ksi) A36 1.03 I 1.05 36.0000 36.0000 T7 40.00-20.00 0.00 0.3750 (36 ksi) A36 1.03 I 1.05 36.0000 36.0000 (36 ksi) T8 20.00-0.00 0.00 0.3750 A36 1.03 1 1.05 36.0000 36.0000 (36 ksi) -- Tower Section Geometry (cont'd) K Factors' Tower Calc Calc Legs X K Single Girts Horiz. Sec. Horiz. Inner Brace Elevation K K Brace Brace Dings Single Solid Dings Diags X X X Angles Rounds X X X X Y Y Y ft Y Y Y Y T1 Yes Yes I 1 I I I I 1 I 148.00-140.00 T2 Yes Yes } 1 I ! I 1 } 140.00-120.00 1 1 I I I 1 I T3 Yes Yes I 1 I 1 I I I l 120.00-100.00 1 I 1 1 1 I I T4 Yes Yes I 1 I I ! I I 1 1 100.00-80.00 I ] I I T5 Yes Yes 80.00-60.00 1 1 T6 Yes Yes I 1 ! I I I I t 1 60.00-40.00 1 1 1 I T7 Yes Yes I l 40.00-20.00 1 ! I [ T8 20.00-0.00 Yes Yes I 1 1 I l 1 1 will have the K factor in the out -of --plane direction applied to Note: Kfactors are applied to member segment lengths. K-braces without inner supporting members the overall length. Tower Section Geometry (cont'd) Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Tower Leg Elevation Net Width U Net Width U Net Width U Net U Net U Net U Net U Width Deduct Deduct Deduct Width Width Deduct Width Deduct Deduct in in in Deduct in in in in TI 0.0000 I p.0040 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 148.00-140.00 T2 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 140.00-120.00 Page tnxT wer Job 15AND18 (BU 880306) 5 of 19 Tower Engineering Project TEP No. 46166.40189 Date 15:46:22 11/12/15 Professionals 326 Tryon Road Raleigh, NC27603 Client Designed by Phone: (919) 661-6351 Crown Castle mtweavil FAX: (919) 661-6350 Diagonal Top Girt I Bottom Girt Mid Girt Long Horizontal Short Horizontal Tower Leg Elevation ft Net Width U Net Width U Net Width U Net U Net U Net U Net Width U Deduct Deduct Deduct Width Width Deduct Width Deduct Deduct in in in Deduct in in 0.0000 1 0.0000 0.75 0.0000 0.75 in 0.0000 0.75 in 0.0000 0.75 0.0000 0.75 0.0000 0.75 T3 120.00-100.00 T4 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 100.00-80.00 T S 80.00�i0.0 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.0000 0.75 0.75 T60.00-%0 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.75 0.0000 0.0000 0.75 0.75 0.0000 0.0000 0.75 0.75 0.0000 0.75 T7 40.00-20.0 0.0000 1 0.0000 0.75 0,0000 0.75 0.75 0.0000 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T8 20.00-0.00 0.0000 1 0.0000 0.75 0.0000 Tower Section Geometry (cont'd) Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation Connection ft Type Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in 0.7500 4 in 0.6250 1 n 0.6250 1 in o.0000 0 in 0.6250 0 in 0,0000 0 in 0.6250 0 T1 148.00-140.00 Flange A325N A325X A325X A325N A325N 0 A325N 0.0000 0 A325N 0.6250 0 T2 Flange 0.8750 4 0.6250 I 0.0000 A325X 0 0.0000 A325N 0 0.6250 A325N A325N A325N 140.00-120.00 A325N 4 A325X 0.6250 1 0.6250 1 0.0000 0 0.6250 0 0.0000 0 0.6250 0 T3 120.00-100.00 Flange 0.8750 A325N A325X A325X A325N A325N A325N 0 A325N 0.0000 0 T4 Flange 1.0000 4 0.6250 1 0.0000 0 0.0000 0 0.0000 A325N 0 0.0000 A325N A325N 100.00-80.00 A325N A325X A325X 0 A325N 0.0000 0 0.0000 0 0.0000 0 0.0000 0 T5 80.00-60.00 Flange 1.0000 6 0.6250 1 0.0000 A325X A325N A325N A325N A325N T6 60.00-40.00 Flange A325N 1.0000 6 A325X 0.7500 1 0.0000 0 0.0000 0 0.7500 0 0.0000 0 0.6250 A325N 0 A325N A325X A325X A325N A325N A325N 0.0000 0 0.0000 0 T7 40.00-20.00 Flange 1.0000 8 0.7500 1 0.0000 0 0.0000 A325N 0 0.0000 A325N 0 A325N A325N A325N 0 A325X 0.7500 1 A325X 0.0000 0 0.0000 0 0.7500 0 0.0000 0 0.7500 0 T8 20.00-0.00 Flange 1.0000 A354-BC A325X A325X I A325N A325N A325N A325N Feed Line/Linear Apt Description Face Allow Component Placement or Shield Type ft Climbing B No Af (CaAa) 148.00 - 0.00 Ladder (Af) ***A Face**** Feedline A No Af (CaAa) 70.00 - 0.00 Ladder (Af) ***B Face*** LDF7-50A(1- B No Ar (CaAa) 122.00 - 0.00 5/8") LDFI-50A(1/ B No At (CaAa) 122.00-0.00 rtenances - Entered As Round Or Flat Face Lateral # # Clear Width or Perimeter Weight Offset Offset Per Spacing Diameter in f rrac Flt) Row in in in ! -5.0000 0.45 1 1 3.0000 3.0000 4.00 0.0000 0 1 1 3.0000 3.0000 8,40 0.0000 0.4 18 6 0.5000 1.9800 0.82 0.0000 0.45 1 1 0.3450 0.3450 0.06 Job to IQwer 15AND18 (BU 880306) Tower Engineering Project TEP No. 46166.40189 Professionals 326 Tryon Road Raleigh, NC 27603 Client Phone: (919) 661-6351 Crown Castle FAX: (919) 661-6350 Description Face Allow Component Placement Face or Shield Type Offset 1.- ii in Page 6 of 19 Date 15:46:22 11 /12/15 Designed by mtweavil Lateral # # Clear Width or Perimeter Weight Offset Per Spacing Diameter (Frac FIV) Row in in in f 4) LDFI-50A(1/ B No At (CaAa) 122.00 - 0.00 6.3750 0.413 1 1 0.3450 0.3450 0.06 4) WR-VG86T( B No Ar (CaAa) 122.00 - 0.00 6.3750 0.415 2 2 0.5000 0.7560 0.53 3/4) LDF5-50A(7/ B No Ar (CaAa) 111.00 - 0.00 6.3750 0.32 3 3 0.5000 1.0900 0.33 8") LDF5-50A(7/ B No Ar (CaAa) 111.00 - 0.00 0.0000 0.26 1 1 0.5000 1.0900 0.33 8") LDF7-50A(1- B No Ar (CaAa) 111.00 - 0.00 0.0000 0.31 14 6 0.5000 1.9800 0.82 5/8") Feedline B No Af (CaAa) 122.00 - 0.00 0.0000 0.4 1 1 3.0000 3.0000 8.40 Ladder (Af) ***C Face*** TYPE C No Ar (CaAa) 147.00 - 0.00 0.0000 -0.4 6 3 0.5000 1.4400 0.60 2(1-7/16) 4 AWG(2) C No Ar (CaAa) 147.00 - 0.00 0.0000 -0.37 1 1 0.5000 2.0000 2.00 LDF4-50A(I/ C No Ar (CaAa) 37.00-0.00 0.0000 -0.4 1 1 0.5000 0.6300 0.15 2") Feedline C No Af (CaAa) 147.00 - 0.00 0.0000 0.4 1 1 3.0000 3.0000 8.40 Ladder (Af) *** LDF5-50A(7/ C No Ar (CaAa) 91.00 - 0.00 0.0000 0.32 3 3 0.5000 1.0900 0.33 8") LDF5-50A(7/ C No At (CaAa) 91.00 - 0.00 0.0000 0.38 3 3 0.5000 1.0900 0.33 8") LDF4-50A(1/ C No Ar (CaAa) 62.00 - 0.00 0.0000 0.44 2 2 0.5000 0.6300 0.15 2") LDF4-50A(1/ C No Ar (CaAa) 79.00 - 62.00 0.0000 0.44 1 l 0.5000 0.6300 0.15 2") Feedline C No Af (CaAa) 91.00 - 0.00 0.0000 0.4 1 1 3.0000 3.0000 8.40 Ladder (Af) *** Step Pegs A No Ar (CaAa) 40.00 - 0.00 0.0000 0.5 1 1 0.7500 0.7500 0.17 (3/4" SR) 7-in. w/30" step Step Pegs B No Ar (CaAa) 148.00 - 0.00 0.0000 0.5 1 1 0.7500 0.7500 0.17 (3/4" SR) 7-in. w/30" step Step Pegs C No Ar (CaAa) 40.00 - 0.00 0.0000 0.5 1 I 0.7500 0.7500 0.17 (3/4" SR) 7-in. w/30" step Safety Line B No Ar (CaAa) 148.00 - 0.00 -5.0000 0.45 1 1 0.3750 0.3750 0.22 3/8 * ************ ******** Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number * l R Job Tower Engineering Professionals 326 Tryon Road Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Project Client 15AND18 (BU 880306) TEP No. 46166.40189 Crown Castle Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face r ' 1' t, lb T1 148.00-140.00 A 0.000 0.000 0.000 0.000 0 B 0.000 0.000 4.900 0.000 35 C 0.000 0.000 10.948 0.000 98 T2 140.00-120.00 A 0.000 0.000 0.000 0.000 0 B 0.000 0.000 20.818 0.000 136 C 0.000 0.000 31.280 0.000 280 T3 120.00-100.00 A 0.000 0,000 0.000 0.000 0 B 0.000 0.000 133.222 0.000 715 C 0.000 0.000 31.280 0.000 280 T4 100.00-80.00 A 0.000 0.000 0.000 0.000 0 B 0.000 0.000 162.094 0.000 831 C 0.000 0.000 43.974 0.000 394 T5 80.00-60.00 A 0.000 0.000 5.000 0.000 84 B 0.000 0.000 162.094 0.000 831 C 0.000 0.000 55.683 0.000 491 T6 60.00-40.00 A 0.000 0.000 10.000 0.000 168 B 0.000 0.000 162.094 0.000 831 C 0.000 0.000 56.880 0.000 494 T7 40.00-20.00 A 0.000 0.000 11.500 0.000 171 B 0.000 0.000 162.094 0.000 831 C 0.000 0.000 59.451 0.000 499 T8 20.00-0.00 A 0.000 0.000 11.500 0.000 171 B 0.000 0.000 162.094 0.000 831 C 0.000 0.000 59.640 0.000 500 Feed Line Center of Pressure Section Elevation CPx CPZ CPx CPZ Ice Ice in in in in T1 148.00-140.00 4.4939 3.3500 6.0043 4.4609 T2 140.00-120.00 5.1088 3.5630 6.6398 4.6638 T3 120.00-100.00 8.2010 3.7701 9.4981 4.5607 T4 100.00-80.00 8.8141 4.7750 9.9029 5.7462 T5 80.00-60.00 8.5048 5.5804 9.3469 6.6729 T6 60.00-40.00 8.8105 5.9644 9.5769 7.0508 T7 40.00-20.00 9.8832 6.7483 10.7576 7.9746 T8 20.00-0.00 10.4708 7.1815 11.4034 8.4784 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Se.ement Elev. K. No Ice K. Ice T1 I ClimhingLadder (Ai) 140.00- 0.6000 0.6000 148.00 T1 22 TYPE2(1-7/16) 140.00- 0.6000 0.6000 147.00 T1 231 4 AWG(2) 140.00- 0.60001 0.6000 7 of 19 Date 15:46:22 11 /12/15 Designed by mtweavil Job �xT"i9wer� 15AND18 (BU 880306) Tower Engineering Project TEP No. 46166.40189 Professionals 326 Tryon Road Raleigh, NC 27603 Client Phone: (919) 661-6351 Crown Castle FAX: (919) 661-6350 Tower Feed Line Description Feed Line Ka K. Section Record No. Se meet Elev. No Ice Ice 147.00 T1 25 Feedline Ladder (Af) 140.00- 0.64DO 0.6000 147.00 T1 35 Step Pegs (3/4" SR) 7-in. 140.00- 0.6000 0,6000 w/30" step 148.00 T1 37 Safety Line 3/8 140.00- 0.6000 O.fi000 148.00 T2 I Climbing Ladder (Af) 120.00- 0.6000 0.6000 140.00 TI 6 LDF7-50A(1-5/8") 120.00- 0,6000 0.6000 122.00 T2 8 LDFI-50A(1/4) 120.00- 0.6000 0.6000 122.00 T2 9 LDFI-50A(1/4) 120.00- 0.6000 0.6000 122.00 T2 11 WR-VG86T(3/4) 120.00- OMOO 0.6000 122.00 T2 18 Feedline Ladder (Af) 120.00- 06000 0.6000 122.00 T2 22 TYPE 2(1-7/16) 120.00- 0.6000 0.6000 140.00 T2 23 4 AWG(2) 120.00- 0.6000 0.6000 140.00 T2 25 Feedline Ladder (Af) 120.00- 0.6000 0.6000 140.00 T2 35 Step Pegs (3/4" SR) 7-in. 120.00- 0.6000 0.6000 w/30" step 140.00 T2 37 Safety Line 3/8 120.00- 0.6000 0.6000 140.00 T3 I Climbing Ladder (Af) 100.00 - 0.6000 0.6000 120.00 T3 6 LDF7-50A(1-5/8") 100.00 - 0.601I0 0.6000 120.00 T3 8 LDFI-50A(1/4) 100.00 - 0.6000 0.6W( 120A0 T3 9 LDFI-50A(1/4) 100.00- 0.6000 0.600( 120.00 T3 11 WR-VG86T(3/4) 100.00 - 0.60D0 0.600( 120.00 T3 13 LDF5-50A(7/8") 100.00 - 0.6000 0.600( 111.00 T3 14 LDF5-50A(7/8") 100.00 - 0.6000 0-600( 111.00 T3 15 LDF7-50A(1-5/8") 100.00 - 0.6000 0.6001 111.00 T3 18 Feedline Ladder (Ai) 100.00 - 0.6000 0.600, 120.00 T3 22 TYPE 2(1-7/16) 100.00 - 0.6000 0.600i 120.00 T3 23 4 AWG(2) 100.00 - 0,6000 0.600' 120.00 T3 ? Feedline Ladder (Af) 100.00 - MOW 0.600 120.00 T3 35 Step Pegs (3/4" SR) 7-in. 100.00 - 0.6000 0.600 w/30" step 120.00 T3 37 Safety Line 3/8 100.00 - 0.6000 0.600 120.00 T4 1 Climbing Ladder (At) 80.00 - 100.00 0.6000 0.600 T4 6 LDF7-50A(1-5/8") 80.00 - 100.00 0.6000 0.60C T4 8 LDFI-50A(1/4) 80.00 - 100.00 0.6000 0.60C T4 9 LDFI-50A(1/4) 80.00 - 100.00 0.6000 Okm T4 i I WR-VG86T(3/4) 80.00 - 100-00 0.6000 0.6OC Page 8 of 19 Date 15:46:22 11 /12/15 Designed by mtweavil MxTower Job 15AND18 (BU 880306) Project Tower Engineering TEP No. 46166.40189 Professionals 326 Tryon Road Raleigh, NC 27603 Client Phone: (919) 661-6351 Crown Castle FAX. (919) 661-6350 Tower Feed Line Description Feed Line K. Ka Section Record No. Se ment Elev. No Ice Ice T4 13 LDF5-50A(718") 80.00 - 100.00 0.6000 0.6000 T4 14 LDF5-50A(7/8") 80.00 - 100.00 0.6000 0.6000 T4 15 LDF7-50A(1-5/8") 80.00- 100.00 0.6.000 0.6000 T4 18 Feedline Ladder (Af) 80.00 - 100.00 0,6000 0.6000 T,1 22 TYPE 2(1-7/16) 80.00 - 100.00 0.6000 0.6000 T4 23 4 AWG(2) 80.00 - 100.00 0.6000 0.6000 T4 25 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T4 28 LDF5-50A(7/8") 80.00 - 91.00 0.6000 0.6000 T4 29 LDF5-50A(7/8") 80.00 - 91.00 0.6000 0,6000 T4 32 Feedline Ladder (At) 80.00 - 91.00 0.6000 0.6000 T4 35 Step Pegs (3/4" SR) 7-in. 80.00 - 100.00 0.6000 0.6000 w/30" step T4 37 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000 T5 I Climbing Ladder (Af) 60.00 - 80.00 0.6000 .0.6D04 T5 4 Feedline Ladder (Ai) 60.00 - 70.00 0.6000 0.6000 T5 6 LDF7-50A(1-5/8") 60.00-80.00 0.6000 0.6000 T5 8 LDFI-50A(1/4) 60.00-80.00 0.6000 0.6000 T5 9 LDFI-50A(1/4) 60.00 - 80.00 0.6000 0.6000 T5 11 WR-VG86T(3/4) 60.00 - 80.00 0.6000 0.6000 T5 13 LDF5-50A(7/8") 60.00-80.00 0,6000 0.6000 T5 14 LDF5-50A(7/8") 60.00 - 80.00 0.6000 0.6000 T5 15 LDF7-50A(1-5/8") 60.00 - 80.00 0.6000 0.6000 T5 18 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T5 22 TYPE 2(1-7/16) 60.00 - 80.00 0.6000 0.6000 T5 23 4 AWG(2) 60.00 - 80.00 0.6000 0.6000 T5 25 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T5 28 LDF5-50A(7/8") 60.00 - 80.00 0.6000 0.6000 T5 29 LDF5-50A(7/8") 60.00 - 80.00 0.6000 0.6000 T5 30 LDF4-50A(1/2") 60.00 - 62.00 0.6000 0.60o0 T5 31 LDF4-50A(1/2") 62.00 - 79.00 0,6000 0.6000 T5 32 Feedline Ladder (Af) 60.00 - 80.00 0,6000 0.6000 T5 35 Step Pegs (3/4" SR) 7-in. 60.00 - 80.00 0.6000 0.6000 w/30" step T5 37 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 T6 1 Climbing Ladder (Af) 40.00 - 60.00 0.6000 0,6000 U 4 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T6 6 LDF7-50A(1-5/8") 40.00-60.00 0.6000 0.6000 T6 8 LDFI-50A(1/4) 40.00-60.00 0.6000 0.6000 T6 9 LDFI-50A(1/4) 40.00-60.00 0.60DO 0.6000 T6 1 I WR-VG86T(3/4) 40.00 - 60.00 0,6000 0,6000 T6 13 LDF5-50A(7/8") 40.00 - 60.00 0.6000 0,6000 T6 14 LDF5-50A(7/8") 40.00 - 60.00 0.6000 0.6000 T6 15 LDF7-50A(1-5/8") 40.00-60.00 0.6000 0.6000 T6 18 Feedline Ladder (Af) 40.00 - 60.00 0,6000 0.6000 T6 22 TYPE 2(1-7/16) 40.00 - 60.00 0.6000 0.6000 T6 23 4 AWG(2) 40.00 - 60.00 0,6000 0.6000 T6 25 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T6 28 LDF5-50A(7/8") 40.00 - 60.00 0.6000 0.6000 T6 29 LDF5-50A(7/8") 40.00 - 60.00 0.6000 04000 TO 30 LDF4-50A(1/2") 40.00 - 60.00 0.6000 0.6000 T6 32 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T6 35 Step Pegs (3/4" SR) 7-in. 40.00 - 60.00 0.6000 0.6000 w/30" step T6 37 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000 T7 1 Climbing Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T7 4 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T7 6 LDF7-50A(1-5/8") 20.00-40.00 0.6000 0.6000 T7 8 LDFI-50A(1/4) 20.00-40.00 0.6000 6000 0,6000 T7 9 LDFI-50A(1/4) 20.00-40.00 0.6000 0. T7 Ili WR-VG86T(3/4) 20.00 - 40.001 0.6000 0.6000 T7 13 LDF5-50A(7/8") 20.00-40.00 0.6000 0.6000 T7 14 LDF5-50A(7/8") 20.00 - 40.00 0.6000 0.6000 Page 9 of 19 Date 15:46:22 11 /12/15 Designed by mtweavil Jot)lZxT( wer 15AND18 (BU 880306) Tower Engineering Project TEP No. 46166.40189 Professionals 326 Tryon Road Raleigh, NC 27603 Client Phone: (919) 661-6351 Crown Castle FAX. (919) 661-6350 Page 10 of 19 Date 15:46:22 11 /12/15 Designed by mtweavil Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert , ft ft ft2 ftz lb 1/2" x T LRod B ft From Leg 0.50 0.0000 148.00 No Ice 0.15 0.15 2 0.00 1.50 Job Page i xTi91,T%er 15AND18 (BU 880306) 11 of 19 Tower Engineering Project TEP No. 46166.40189 Date 15:46:22 11/12/15 Professionals 326 Tryon Road Raleigh, NC27603 Client Designed by Phone: (919) 661-6351 Crown Castle mtweavil FAX. (919) 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ftz lb fT ft y (2) APXVRRI3-C-A20 w/ A From Leg 3.00 0.0000 147.00 No Ice 7.59 3.93 52 Mount Pipe 0.00 0.00 (2) APXVRRI3-C-A20 w/ B From Leg 3.00 0.0000 147.00 No Ice 7.59 3.93 52 Mount Pipe 0.00 0.00 APXVRR20-C-A20 w/ A From Leg 3.00 0.0000 147.00 No Ice 10.33 5.65 71 Mount Pipe 0.00 0.00 APXVRR20-C-A20 w/ B From Leg 3.00 0.0000 147.00 No Ice 10.33 5.65 71 Mount Pipe 0.00 0.00 (3) HBXX-9014DS-A2M w/ C From Leg 3.00 0.0000 147.00 No Ice 6.18 4.53 49 Mount Pipe 0.00 0.00 ET-X-WM-18-65-8P w/ A From Leg 3.00 0.0000 147.00 No Ice 7.35 4.43 59 Mount Pipe 0.00 0.00 ET-X-WM-18-65-8P w/ B From Leg 3.00 0.0000 147.00 No Ice 7.35 4.43 59 Mount Pipe 0.00 0.00 ET-X-WM-18-65-8P w/ C From Leg 3.00 0.0000 147.00 No Ice 7.35 4.43 59 Mount Pipe 0.00 0.00 POWER JUNCTION A From Leg 3.00 0.0000 147.00 No Ice 0.43 0.43 3 CYLINDER 0.00 0.00 POWER JUNCTION B From Leg 3.00 0.0000 147.00 No Ice 0.43 0.43 3 CYLINDER 0.00 0.00 POWER JUNCTION C From Leg 3.00 0.0000 147.00 No Ice 0.43 0.43 3 CYLINDER 0.00 0.00 (2) RRH-P4 A From Leg 3.00 0.0000 147.00 No Ice 3.19 2.07 60 0.00 0.00 (2) RRH-P4 B From Leg 3.00 0.0000 147.00 No Ice 3.19 2.07 60 0.00 0.00 (2) RRH-P4 C From Leg 3.00 0.0000 147.00 No Ice 3.19 2.07 60 0.00 -2.00 OPTIC FIBER JUNCTION A From Leg 3.00 0.0000 147.00 No Ice 0.45 0.45 2 CYLINDER 0.00 0.00 OPTIC FIBER JUNCTION B From Leg 3.00 0.0000 147.00 No Ice 0.45 0.45 2 CYLINDER 0.00 0,00 OPTIC FIBER JUNCTION C From Leg 3.00 0.0000 147.00 No Ice 0.45 0.45 2 CYLINDER 0.00 0.00 2.5GHz RRH-V3 A From Leg 3.00 0.0000 147.00 No Ice 2.80 1.42 60 0.00 0.00 2.5GHz RRH-V3 B From Leg 3.00 0.0000 147.00 No Ice 2.80 1.42 60 0.00 Page x, Tower Job 15AND18 (BU 880306) 12 of 19 Project Date Tower Engineering TEP No. 46166.40189 15:46:22 11/12/15 Professionals 326 Tryon Road Raleigh, NC27603 Client Designed by Phone: (919)661-6351 Crown Castle mtweavil FAX: (919) 661-6350 Description Face Offset Offsets: Azinndh Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert f e f ftZ ft, lb ft ft 0.00 2.5GHz RRH-V3 C From Leg 3.00 0.0000 147.00 No Ice 2.80 1.42 60 0.00 0.00 1.9GHZ RRU A From Leg 3.00 0.0000 147.00 No Ice 3.17 2.07 60 0.00 0.00 1.9GHZ RRU B From Leg 3.00 0.0000 147.00 No Ice 3.17 2.07 60 0.00 0.00 1.9GHZ RRU C From Leg 3.00 0.0000 147.00 No Ice 3.17 2.07 60 0.00 0.00 (4) 2.4" Dia x 6-ft Pipe A From Leg 3.00 0.0000 147.00 No Ice 1.43 1.43 22 0.00 0.00 (4) 2.4" Dia x 6-ft Pipe B From Leg 3.00 0.0000 147.00 No Ice 1.43 1.43 22 0.00 0.00 (4) 2.4" Dia x 6-ft Pipe C From Leg 3.00 0.0000 147.00 No Ice 1.43 1.43 22 0.00 0.00 Sector Mount [SM 501-31 C None 0.0000 147.00 No Ice 24.21 24.21 900 s** 742-265 w/ Mount Pipe A From Leg 3.00 0.0000 122.00 No Ice 7.88 6.87 85 0.00 2.00 742-265 w/ Mount Pipe B From Leg 3.00 0.0000 122.00 No Ice 7.88 6.87 85 0.00 2.00 742-265 w/ Mount Pipe C From Leg 3.00 0.0000 122.00 No Ice 7.88 6.87 85 0.00 2.00 742 265 w/ Mount Pipe A From Leg 3.00 0.0000 122.00 No Ice 7.85 6.41 75 0.00 2.00 742 265 w/ Mount Pipe B From Leg 3.00 0.0000 122.00 No Ice 7.85 6.4] 75 0.00 2.00 742 265 w/ Mount Pipe C From Leg 3.00 0.0000 122.00 No Ice 7.85 6.41 75 0.00 2.00 3JR52703AAAA w/ Mount A From Leg 3.00 0.0000 122.00 No Ice 12.79 17.54 197 Pipe 0.00 2.00 3JR52703AAAA w/ Mount B From Leg 3.00 0,0000 122.00 No Ice 12.79 17.54 197 Pipe 0.00 2.00 3JR52703AAAA w/ Mount C From Leg 3.00 0.0000 122.00 No Ice 12.79 17.54 197 Pipe 0.00 2.00 (4) 860 10025 A From Leg 3.00 0.0000 122.00 No Ice 0.16 0.14 1 0.00 (4) 860 10025 B From Leg 2.00 3.00 0.0000 122.00 No Ice 0.16 0.14 l 0.00 2.00 Page tn��c���r .lob 15AND18 (BU 880306) 13 of 19 Project Date Tower Engineering TEP No. 46166.40189 15:46:22 11/12/15 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle mtweavil FAX. l919) 661-6350 Description Face Offset Offsets: Azimuth Placement CnAn -CAA-,-Wight l or Type Horz Adjustment Front Side Leg Lateral Vert a ft2ftZ !b f f ft r (4) 860 10025 C From Leg 3.00 0.0000 122.OQ No Ice 0.16 0.14 I 0.00 (2) KRY 112 71/2 A From Leg 2.00 3.00 0.0000 122.00 No Ice 0.68 0.51 13 0.00 2.00 (2) KRY 112 71/2 B From Leg 3.00 0.0000 122.00 No Ice 0.68 0.51 13 0.00 2.00 (2) KRY 112 71/2 C From Leg 3.00 0.0000 122.00 No Ice 0.68 0.51 13 0.00 (2) LGP21401 A From Leg 2.00 3.00 0.0000 122.00 No Ice 0.95 0.37 18 0.00 (2) LGP21401 B From Leg 2.00 3.00 0.0000 122.00 No Ice 0.95 0.37 18 0.00 2.00 (2) LGP21401 C From Leg 3.00 0.0000 122.00 No Ice 0.95 0.37 18 0.00 2.00 9442 RRH 700 A From Leg 3.00 0.0000 122.00 No Ice 3.53 1,60 44 0.00 9442 RRH 700 B From Leg 2.00 3.00 0.0000 122.00 No Ice 3.53 1.60 44 0.00 9442 RRH 700 C From Leg 2.00 3.00 0.0000 122.00 No Ice 3.53 1.60 44 0.00 DC6-48-60-18-8F C From Leg 2.00 3.00 0.0000 122.00 No Ice 1.47 1.47 19 0.00 (4) 2.4" Dia x 6-ft Pipe A From Leg 2.00 3.00 0.0000 122.00 No Ice 1.43 1.43 22 0.00 (4) 2.4" Dia x 6-ft Pipe B From Leg 0.00 3.00 0.0000 122.00 No Ice 1.43 1.43 22 0.00 (4) 2.4" Din x 6-ft Pipe C From Leg 0.00 3.00 0.0000 122.00 No Ice 1.43 1.43 22 0.00 Pipe Mount [PM 601-31 C None 0.00 0.0000 122.00 No Ice 4.39 4.39 195 900 Sector Mount [SM 501-31 C None 0.0000 122.00 No Ice 24.21 24.21 (2) HBXX-3319DS-A2M w/ A From Leg 3.00 0.0000 111.00 No Ice 12.54 4.38 59 Mount Pipe 0.00 (2) TMBXX-6516-R2M w/ B From Leg 0.00 3.00 0.0000 111.00 No Ice 6.18 4.53 54 Mount Pipe 0.00 (2) TMBXX-6516-R2M w/ C From Leg 0.00 3.00 0.0000 111.00 No Ice 6.18 4.53 54 Mount Pipe 0.00 0.00 SBNH-I D65C w/ Mount Pipe A From Leg 3.00 0.0000 111.00 No Ice 11.68 9.84 83 0.00 -2.00 Job inx., wer' 15AND18 (BU 880306) Tower Engineering Project TEP No. 46166.40189 Professionals 326 Tryon Road Raleigh, NC 27603 Client Phone: (919) 661-6351 Crown Castle FAX. (919) 661-6350 Page 14 of 19 Date 15:46:22 11 /12/15 Designed by mtweav i I Description Face Offset Offsets.- AEinFOA Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft 0 ft fry ftz lb ft ft SBNH-1 D65C w/ Mount Pipe B From Leg 3.00 0.0000 111.00 No Ice 11.68 9.84 83 0.00 -2.00 SBNH-ID65C w/ Mount Pipe C From Leg 3.00 0.0000 111.00 No Ice 11.68 9.84 83 0.00 -2.00 FXFC A From Leg 3.00 0.0000 111.00 No Ice 4.17 1.12 55 0.00 0.00 FXFC B From Leg 3.00 0.0000 111.00 No Ice 4.17 1.12 55 0.00 0.00 (2) FXFC C From Leg 3.00 0.0000 111.00 No Ice 4.17 1.12 55 0.00 0.00 RNSDC-7771-PF-48 A From Leg 3.00 0.0000 1 11.00 No Ice 3.71 1.38 20 0.00 0.00 (2) ECCI920-VPUB A From Leg 3.00 0.0000 111.00 No Ice 0.54 0.19 8 0.00 0.00 (2) ECC1920-VPUB B From Leg 3.00 0.0000 111.00 No Ice 0.54 0.19 8 0.00 (2) ECC1920-VPUB C From Leg 0.00 3.00 0.0000 111.00 No Ice 0.54 0.19 8 0.00 0.00 (2) ECCI920-VPUB C From Leg 3.00 0.0000 111.00 No Ice 0.54 0.19 8 0.00 -2.00 FRLB A From Leg 3.00 0.0000 111.00 No Ice 2.41 0.90 60 0.00 -2.00 (2) FRLB C From Leg 3.00 0.0000 111.00 No Ice 2.41 0.90 60 0.00 (3) ETT19V2SI2UB A From Leg 0.00 3.00 0,0000 111.00 No Ice 0.67 0.32 11 0.00 RNSDC-7771-PF-48 B From Leg 0.00 3.00 0.0000 111.00 No Ice 3.71 1.38 20 0.00 -2.00 ETT19V2S12UB A From Leg 3.00 0.0000 111.00 No Ice 0.67 0.32 11 0.00 -2.00 ETT19V2S12UB B From Leg 3.00 0.0000 111.00 No Ice 0.67 0,32 11 0.00 ETTI9V2S12UB B From Leg 0.00 3.00 0.0000 11 I.00 No Ice 0.67 0.32 11 0.00 -2.00 (2) ETTI9V2S12UB C From Leg 3.00 0.0000 111.00 No Ice 0.67 0.32 11 0.00 0.00 (2) FRIG A From Leg 3.00 0.0000 111.00 No Ice 2.79 1.10 57 0.00 0.00 Job Page15 tnxT i1Ner 15AND18 (BU 880306) of 19 Project Date Tower Engineering TEP No. 46166.40189 15:46:22 11 /12/15 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle mtweavil FAX. f919J 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert f o ft ftz fr lb ft FRIG B From Leg 3.00 0.0000 111.00 No Ice 2.79 1.10 57 0.00 0.00 FRIG C From Leg 3.00 0.0000 111.00 No Ice 2.79 1.10 57 0.00 0.00 Sector Mount [SM 501-31 C None 0.0000 111.00 No Ice 24.21 24.21 900 :kkM (3) DB844H90E-XY w/ A From Leg 4.00 0.0000 91.00 No Ice 3.30 4.92 32 Mount Pipe 0.00 2.00 (3) DB844H90E-XY w/ B From Leg 4.00 0.0000 91.00 No Ice 3.30 4.92 32 Mount Pipe 0.00 2.00 6' x 2.375" Pipe Mount A From Leg 4.00 0.0000 91.00 No Ice 1.43 1.43 20 0.00 0.00 6' x 2.375" Pipe Mount B From Leg 4.00 0.0000 91.00 No Ice 1.43 1.43 20 0.00 Sector Mount [SM 601-11 A From Leg 0.00 2.00 0.0000 91.00 No Ice 16.28 10.62 474 0.00 0.00 Pipe Mount [PM 601-11 A From Leg 0.50 0.0000 91.00 No Ice 3.00 0.90 65 0.00 0.00 Sector Mount [SM 601-11 B From Leg 2.00 0.0000 91.00 No Ice 16.28 10.62 474 0.00 0.00 Pipe Mount [PM 601-11 B From Leg 0.50 0.0000 91.00 No Ice 3.00 0.90 65 0.00 0.00 �*x ACUTIME 2000 C From Leg 3.00 0.0000 79.00 No Ice 0.30 0.30 1 0.00 0.00 Side Arm Mount [SO 701-11 C From Leg 1.50 0.0000 79.00 No Ice 0.85 1.67 65 0.00 0.00 ACUTIME 2000 C From Leg 3.00 0.0000 62.00 No Ice 0.30 0.30 1 0.00 0.00 Side Arm Mount [SO 701-11 C From Leg 1.50 0.0000 62.00 No Ice 0.85 1.67 65 0.00 0.00 BULLET III C From Leg 3.00 0.0000 37.00 No Ice 0.08 0.08 0 0.00 0.00 Side Arm Mount [SO 701-1 ] C From Leg 1.50 0.0000 37.00 No Ice 0.85 1.67 65 0.00 0.00 Job tnfxT'ower 15AND18 (BU 880306) Tower Engineering Project TEP No. 46166.40189 Professionals 326 Tryon Road Raleigh, NC 27603 Client Phone: (919) 661-6351 Crown Castle FAX. (919) 661-6350 Page 16 of 19 Date 15:46:22 11 /12/15 Designed by mtweavil Bolt Desi n Data Section No. Elevation ft Component Type Bolt Grade Bolt Size in Number Of Bolts Maximiun Load per Bolt lb Allowable Load lb Ratio Load Allowable Ratio Criteria Allowable T1 148 Leg Diagonal A325N A325X 0.7500 0.6250 4 1 704 1980 29821 6801 0.024 0.291 1 1 Bolt Tension Member Block Shear Top Girt A325X 0.6250 1 292 7860 0.037 1 Member Block Shear T2 140 Leg Diagonal A325N A325X 0.8750 0.6250 4 1 5482 3253 40589 6801 0.135 0.478 1 1 Bolt Tension Member Block Shear T3 120 Leg Diagonal A325N A325X 0.8750 0.6250 4 1 12457 4659 40589 9108 0.307 0.512 1 1 Bolt Tension Member Block Shear Top Girt A325X 0.6250 1 163 7860 0.021 1 Member Block Shear T4 T5 T6 T7 T8 100 80 60 40 20 Leg Diagonal Leg Diagonal Leg Diagonal Leg Diagonal Diagonal A325N A325X A325N A325X A325N A325X A325N A325X A325X 1.0000 0.6250 1.0000 0.6250 1.0000 0.7500 1.0000 0.7500 0.7500 4 1 6 1 6 1 8 1 1 19408 6142 17644 6219 22131 6889 19383 7391 8186 53014 10440 53014 10440 53014 14138 53014 14138 14138 0.366 0.588 0.333 0.596 0.417 0.487 0.366 0.523 0.579 1 1 1 l l 1 1 1 1 Bolt Tension Member Bearing Bolt Tension Member B caring Bolt Tension Member Bearing Bolt Tension Member Bearing Member Bearing Checks Leg Design Data (Compression) Section Elevation Size L L. Kl/r A Pu Ratio P. No. ft ft ft ins lb lb T1 148 - 140 ROHN 2.5 STD 8.00 4.00 50.7 1.7040 -5047 63560 0.079' K=1.00 T2 140 - 120 ROHN 3 STD 20.00 4.00 41.3 2.2285 -27692 88549 0.313' K=1.00 T3 120 - 100 ROHN 3.5 EH 2O.03 5.01 46.0 3.6784 -59750 141902 0.4211 K=1.00 T4 100 - 80 ROHN 4 EH 2O.04 6.68 54.3 4.4074 -91702 159905 0.573 ' K=1.00 T5 80 - 60 ROHN 5 EH 2O.04 6.68 43.6 6.1120 -123361 239378 0.5151 K=1.00 T6 60 - 40 ROHN 6 EHS 20.03 6.68 36.0 6.7133 -154290 274776 0.562' K=1.00 T7 40 - 20 ROHN 6 EH 2O.04 10.02 54.8 8.4049 -180637 303717 0.595 ' K=1.00 T8 20 - 0 ROHN 8 EHS 20.03 10.02 41.2 9.7193 -208497 386397 0.540' K=1.00 S Page Job tnxTower 15AND18 (BU 880306) 17 of 19 Project Date Tower Engineering TEP No. 46166.40189 15:46:22 11/12/15 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle mtweavil FAX. (919) 661-6350 Section Elevation Size L L Kl/r A P �P„ Ratio P. No. ft .t it in lb lb OP. I P„ / �P„ controls Diagonal Design Data (Compression} Section Elevation Size L L Kl/r A P� VP, Ratio P� No. ft ft ft in' lb [b T1 148 - 140 L 1.75 x 1.75 x 3116 7.78 3.61 126.3 0,6211 -1963 8693 0,226' K=1.00 T2 140 - 120 L 1.75 x 1.75 x 3/16 7.82 3.60 125.6 0.6211 -3330 8765 0.380' K=1.00 T3 120 - 100 L 2 x 2 x 1/4 9.87 4.77 146.3 0.9380 -4594 9894 0.464' K=1.00 T4 100 - 80 L 2.5 x 2.5 x 1/4 12.43 6.08 148.5 1.1900 -6274 12186 0.5151 K=1.00 T5 80 - 60 L 2.5 x 2.5 x 1/4 14.23 6.93 169.3 1.1900 -6286 9374 0.671 1 K=1.00 T6 60 - 40 L 3 x 3 x 1/4 15.99 7.73 156.6 1.4375 -7002 13234 0.5291 K=1.00 T7 40 - 20 L 3.5 x 3.5 x 1/4 19.26 9.48 164.0 1.6900 -7567 14200 0.533 1 K=1.00 T8 20 - 0 L 4 x 4 x 1/4 21.02 10.25 154.7 1.9400 -8691 18304 0.4751 K=1.00 P / �P controls Top Girt Design Data {Compression} Section Elevation Size L LI Kl/r A P. op'. Ratio PM No. ft ft ft in lb lb g, T1 148 - 140 L2x2x3/16 6.65 6.12 186.3 0.7150 297 4656 0.064 K=1.00 T3 120 - 100 L2x2x3/16 6.72 6.14 186.9 0.7150 -203 4625 0.0441 K=1.00 P„ / �P, controls Tension Checks n Data {Tension Page18 WxTower Job 15AND18 (BU 880306) of 19 Project Date Tower Engineering TEP No. 46166.40189 15:46:22 11/12/15 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle mtweavil FAX: (919) 661-6350 Section Elevation Size L L Kl/r A P„ OP„ Ratio P. No. ft ft ft in lb lb OP. T 1 148 - 140 ROHN 2.5 STD 8.00 4.00 50.7 1.7040 2818 76682 0.0371 T2 140 - 120 ROHN 3 STD 20.00 4.00 41.3 2.2285 21928 100281 0.2191 0.3011 T3 120 - 100 ROHN 3.5 EH 2O.03 5.01 46.0 3.6784 49829 165529 0.391 ' T4 100 - 80 ROHN 4 EH 2O.04 6.68 54.3 4.4074 77633 198335 ' T5 80 - 60 ROHN 5 EH 2O.04 6.68 43.6 6.1120 105862 275039 0.385 0.4401 T6 60 - 40 ROHN 6 EHS 20.03 6.68 36.0 6.7133 132785 302097 T7 40 - 20 ROHN 6 EH 2O.04 10.02 54.8 8.4049 155060 378222 0.4101 ' T8 20 - 0 ROHN 8 EHS 20.03 10.02 41.2 9.7193 178101 437369 0.407 P „ l �P„ controls n Data (Tensio Section Elevation Size L L Kl/r A P. tpP„ Ratio P. No. ft ft ft in lb lb p„ T1 148 - 140 L 1.75 x 1.75 x 3/16 7.78 3.61 84.0 0.3604 1980 15675 0.126' T2 140 - 120 L 1.75 x 1.75 x 3/16 7.82 3.60 83.6 0.3604 3253 15675 0.2081 T3 120 - 100 L 2 x 2 x 1/4 9.43 4.55 92.1 0.5629 4659 24485 0.190' T4 100 - 80 L 2.5 x 2.5 x 1/4 12.43 6.08 96.8 0.7519 6142 32707 0.188 1 T5 80 - 60 L 2.5 x 2.5 x 1/4 14.23 6.93 110.1 0.7519 6219 32707 0.1901 T6 60 - 40 L 3 x 3 x 1/4 15.99 7.73 101.5 0.9141 6889 44561 0.1551 T7 40 - 20 L 3.5 x 3.5 x 1/4 19.26 9.48 105.8 1.1034 7391 53793 0.1371 T8 20 - 0 L 4 x 4 x 1/4 21.02 10.25 99.6 1.2909 8186 62933 0.1301 1 P � / �P„ controls Too Girt Design Data (Tension Section Elevation Size L L Kl/r A P„ �P„ Ratio Pu No. ft ft ft in !b lb rip T1 148 - 140 L2x2x3116 6.65 6.12 124.6 0.4308 292 15739 0.016' T3 120 - 100 L2x2x3/16 6.72 6.14 125.0 0.4308 163 18739 0.0091 1 P„ l op,, controls Section Capacity Table Section Elevation Component Size Critical P lb pPouo,r lb % Capacity Pass Fail ft Type Element No. T1 148 - 140 Leg ROHN 2.5 STD 2 -5047 63560 7.9 Pass T2 140 - 120 Leg ROHN 3 STD 20 -27692 88549 31.3 Pass T3 120 - 100 Leg ROHN 3.5 EH 53 -59750 141802 42.1 Pass T4 100 - 80 Leg ROHN 4 EH 83 -91702 159905 57.3 Pass T5 80 - 60 Leg ROHN 5 EH 104 -123361 239378 51.5 Pass T6 60 - 40 Leg ROHN 6 EHS 125 -154290 274776 56.2 Pass 1 Job Page x'Tower 15AND18 (BU 880306) 19 of 19 Project Date Tower Engineering TEP No. 46166.40189 15:46:22 11/12/15 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle mtweavil FAX.- (919) 661-6350 Section Elevation Component Size Critical P pPaoo,,, % Pass Fail ft Type Element lb lb Capacity Na T7 40 - 20 Leg ROHN 6 EH 146 -180637 303717 59.5 Pass T8 20 - 0 Leg ROHN 8 EHS 161 -208497 386397 54.0 Pass T1 148 - 140 Diagonal L 1.75 x 1.75 x 3/16 10 -1963 8693 22.6 Pass 29.1 (b) T2 140 - 120 Diagonal L 1.75 x 1.75 x 3/16 25 -3330 8765 38.0 Pass 47.8 (b) T3 120 - 100 Diagonal L 2 x 2 x 1/4 61 -4594 9894 46.4 Pass 51.2 (b) T4 100 - 80 Diagonal L 2.5 x 2.5 x 1/4 88 -6274 12186 51.5 Pass 58.8 (b) T5 80 - 60 Diagonal L 2.5 x 2.5 x 1/4 109 -6286 9374 67.1 Pass T6 60 - 40 Diagonal L 3 x 3 x 1/4 130 -7002 13234 52.9 Pass T7 40 - 20 Diagonal L 3.5 x 3.5 x 1/4 151 -7567 14200 53.3 Pass T8 20 - 0 Diagonal L 4 x 4 x 1/4 166 -8691 18304 47.5 Pass 57.9 (b) T1 148 - 140 Top Girt L2x2x3/16 4 -297 4656 6.4 Pass T3 120 - 100 Top Girt L2x2x3/16 55 -203 4625 4.4 Pass Summary Leg (T7) 59.5 Pass Diagonal 67.1 Pass (T5) Top Girt 6.4 Pass (T1) Bolt Checks 59.6 Pass RATING = 67.1 Pass Program Version 6.1.4.1 - 12/17/2013 File:C:/Users/mtweavil/Desktop/SA's/SST/2015/15 and 18 46166.40189/880306_LC7.eri 148-ft Self -Support Tower Structural Analysis TEP Project Number 46166.40189, Application 315620, Revision 3 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 6.1.4.1 November 12, 2015 CCI BU No 880306 Page 9 (§ § K\ k tt: tz } }\ 9 lzJ0 \ q� E 2 §._�. - §R2� SEEOS2 148-ft Self -Support Tower Structural Analysis TEP Project Number 46166.40189, Application 315620, Revision 3 APPENDIX C ADDITIONAL CALCULATIONS November 12, 2015 M BU No 880306 Page 10 tnxTower Report - version 6.1.4.1 Anchor Rod Check for Self Supporting Towers TIA-222-G, Section 4.9.9 Rev. 6.1 Site Data B U#: 880306 Site Name: 15AND18 Am #: 315620 Rev. 3 Anchor Rod Data Qty: 8 Diam: 1 lin Rod Material: A354 Gr. BC 1/4 to 2-1/2 Strength Fu): 125 Iksi Yield (Fy : 109 ksi * Rod Circle: in * e: in " # of Rods 1 or 2 Mu= Pu x e.1 Ift-kips * Only enter rod circle, offset (e) and number of anchor rods at the extreme fiber to consider if eccentric load due to leg reinforcement exist. p AA czWe'e- 5 SECTION AA Detail Type (a) 7z=4•af0 G „ C pn 5h4nK CM:Ii cmaeta SECTION C-C Detail Type (c) n-0-SS incl.) Ll CASTLE Reactions Eta Factor, n 0.55 Detail Type Uplift, Pu: 184.106 kips Shear, Vu: 21.255 [kips ar: lin Mu = 0.65*lay*V„ ft-kips Anchor Rod Results: Max Rod (Cu+ Vu/r)): 27.8 Kips Design Axial, (D*Fu*Anet: 60.6 Kips Anchor Rod Stress Ratio: 45.9% If Applicable; Anchor Rod Results with Bending Considered: When the clear distance from the top of concrete to the bottom of level nut excceeds 1.0 times the diameter of the anchor rod, the following interaction equation shall also be satisfied (see Figure 4-4 of Rev. G): (VJORj + I(Pu/0Rnt) + (Mu/0R,,j2 < = 1 o a $Rnv=0*0.45*Ft,b*Ab= kips g °°' B ORnt=O*Fu*Anet= kips OR.m=O*Fy*Z= ft-kips CaQmats- SECTION S-B Detail Type (b) %t Q-70 D Ca_n 7, SECTION D-D Detail Type (d) Maximum Acceptable Ratio: 105 % (Sae Note 1 trelotv) k- P-sA - Governing Stress Ratio: 45.9% Pass Figure 4-4 of TIA-222-G 05 SST Anchor Rod Check For Rev G-Rev 6.1.xls PASS PASS 15AND18 (BU 880306) Results Summary: Wind Seismic TEP #: 46166.40189 Soil Interaction: 48.0% 49.2% Analysis: MTW 11/12/2015 Drilled Caisson Tool - Input Foundation Structural: 11.3% 14.7% Check: MKL 11/12/2015 Code Revisions: TIA-222-G ACI 318-11 Tower Type: Self Support Wind Seismic Shaft Information Moment: 0.00 0.00 1 kip-ft Axial (download): 215,75 0.00 kip Shear: 23.95 21.26 kip Axial (uplift): 0.00 184.11 kip Cage 1 Reinforcement Tie Bar Size: 4 1 (fy = 60.0 ksi) Clear Cover to Tie: 3.44 in (Cage ¢ = 39.00in) Tie Bar Spacing: 12.00 in Vertical Bar Size: 9 Vertical Bar Quantity: 16 (p=0.884%.) fy: 60.0 ksi E: 29,000 ksi Notes: 1) Neglect lateral soil strength to a depth of: i)Q2Aet. 0_40t 2-2 01 4 iii) Geotech Recommendation = 4.00ft 2) Neglect axial soil strength to a depth of: 4.00ft 3) Groundwater = N/A Diameter: 4,00 ft Projection: 0,50 ft Caisson Length: 25.50 ft fc: 3.000 ksi Max ec: 0.003 in/in Axial Safety Factors q,all: 7,000.0 psf(Net) Bearing: 3.0 S.F.: 2.0 Soil Interaction: LC1 ISAND18 (BU 880306) TEP #: 46166.40189 Analysis: MTW 11/12/2015 Check: M KL 11/12/2015 Moment Diagram (k-ft) 0 -1 -2 -3 -4 -5 -6 -7 -8 -9 -10 -11 -12 -13 -14 -15 -16 -17 -18 -19 -20 -21 -22 -23 -24 -25 -26 -27 Max Unfactored Moment: 175.9 kip-ft @ 9.41 ft below grade Additional Factor of Safety: 8.92 Capacity = 15.0% PASS Soil Interaction: LC2 Max Unfactored Moment: 156.1 kip-ft @ 9.41 ft below grade Additional Factor of Safety: 10.05 Capacity= 13.3% PASS ISAND18 (BU 880306) TEP #: 46166.40189 Analysis: MTW 11/12/2015 Check: MKL 11/12/2015 ISAND18 (BU 880306) TEP #: 46166.40189 Analysis: MTW 11/12/2015 Soil Interaction: Uplift/Download Capacity Check: MKL 11/12/2015 LC1 LC2 Pu = 232.4 16.7 kip coPn = 484.4 484.4 kip Uu = 0.0 140.8 kip c�Un = 286.5 286.5 kip Download Capacity= 48.0% 3.4% Uplift Capacity 0.0% 1 49.2% PASS PASS I Reinforcement Capacity ISAND18 (BU 880306) TEP #: 46166.40189 Analysis: MTW 11/12/2015 Check: MKL 11/12/2015 1.5 • ■ ■ 1.0 0.5 - 5 0 -1.5 -1.0 -0.5 00 0.5 1.0 1.5 20 25 -0.5 -1.0 ■ -1.5 ■ LC1 LC2 Vu = 21.7 19.3 kip Vc= 210.0 157.9 kip fy,tie = 60.0 Vs = 86.2 86.2 kip c�Vn = 222.2 183.1 kip Capacity =1 9.8% I 10.590 PASS PASS LC1 LC2 Mu = 175.9 156.1 kip-ft 4)Mn = 1552.6 1063.5 kip-ft Capacity = 11.3% 1 14.790 PASS PASS 11/12/2015 1'� Design Maps Summary Report EM Design Maps Summary Report User -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.282550N, 122.311011W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 44 51141ii 89' 509 50i6Uiii - Federal - Way � ' ++ it Aul;itrri GIItA+re'' ~'+ ', aroma -�. -Edge li ial�[lli SL� Il .` d� 20i5 A1apquest Sortie data C USGS-Provided Output Ss = 1.278 g Sms = 1.278 g Sos = 0.852 g S1 = 0.491 g SH11 = 0.741 9 Spl = 0.494 g N0R1 1,*q A IV E RI C r, O MapQuest For information on how the SS and S1 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 NEHRV building code reference document. MICE,A Response Spectrum 1.43 1.30 1.13 1.04 0.91 G, 0.73 V V 0.65 0.52 0.39 0.26 0.13 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.20 2.00 Period. T (sec} Design Response Spectrum 0.99 0.90 0.21 0.72 0.63 co 0.54 0.45 0.36 0.23 4.18 0.09 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.90 2.00 Period. T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. http://ehp2-earthquake.wr.usgs.gov/desi gnm aps/us/sum m ary.php?tem plate=m i ni m al&latitude=47.282547&I ongitude=-122.311011 &siteclass=3&r i skcategory=0... 1 /1 ti r� R�. 15AND18 (BU 880306) wY � TEP #: 46166.40189 Analysis: MTW 11/12/2015 Check: MKL IV12/2O15 Seismic Analysis _v0.18.4 Code Revision: ASCE/SEI 7-10 Occupancy: II Tower Type: Self -Support Tower Height: 148.00 ft Importance Factor: 1.00 R: 3.00 Lat: 47° Long: -122° Seismic Inputs Seismic Values 16' 57.172 47.283° SMS: 1.278 18, 39.644"-122.311' SMl: 0.741 SS: 1.278 Sl: 0.491 Site Class: D (assumed) FA: 1.000 Fv: 1.509 Tower Frequency Per: RISA-31D fl: 1,3910 Hz Period, T: 0.7189 s SA: 0,687 CS: 0.2840 CS,MiN: 0.0375 CS,MAX: 0.2291 Cs: 0.2291 Structure Weight: 17.03 k Total Seismic Wt: 34.86 k 1.2•Seismic Wt: 41.83 k Vs: 7.99 k SpS: 0.852 Spl: 0.494 To: 0.116 s Ts: 0.580 s T,:' 6.000 s Frequencies and Pafticipation 0© Mode I Frequency") Period... SXPar... SYPar... 8zPar... 1 1.391 .719 11.557 40.528 BETA —Seismic Analysis_v0.18.4 Page 1 of 2 Tower Engineering Professionals, Inc. 326 Tryon Road I Raleigh, NC 27603-3530 1 Office: (919) 661-6351 1 Fax: (919) 661-6350 1 www.tepgroup.net SVw[A ISAND18 (BU 880306) TEP #: 46166.40189 Analysis: MTW 11/12/2015 Seismic Analysis_v0.18.4 Check: MKL 11/12/2015 Height ltt) Weight (k) T (5) k wih lk 1w h k C_ F„ (ib) 10.00 530 0.719 1.109 68.206 4274.317 0.016 127.46 30.00 4.67 0.719 1.109 203.257 4274.317 0.048 379.84 37.00 0.07 0.719 1.109 3.591 4274.317 0.001 6.71 50.00 4.36 0.719 1.109 334.343 4274.317 0.078 624.81 62.00 0.07 0.719 1.109 6.416 4274.317 0.002 11.99 70.00 3.76 0.719 1.109 419.073 4274.317 0.098 783.15 79.00 0.07 0.719 1.109 8.395 4274.317 0.002 15.69 90.00 3.08 0.719 1.109 453.411 4274.317 0.106 847.32 91.00 1.12 0.719 1.109 166.779 4274.317 0.039 311.67 93.00 0.19 0.719 1.109 29.325 4274.317 0.007 54.80 109.00 0.37 0.719 1.109 66.849 4274.317 0.016 124.93 110.00 2.53 0.719 1.109 464,959 4274.317 0.109 868.90 111.00 1.94 0.719 1.109 359.829 4274.317 0.084 672.43 122.00 1.36 0.719 1.109 280.504 4274.317 0.066 524.19 124.00 1.42 0.719 1.109 298.430 4274.317 0.070 557.69 130.00 1.47 0.719 1.109 324.526 4274.317 0.076 606.46 144.00 0.54 0.719 1.109 133.269 4274.317 0.031 249.05 145.00 0.12 0.719 1.109 30.000 4274.317 0.007 56.06 147.00 2.45 0.719 1.109 622.638 4274.317 0.146 1 1163.56 149.50 0.00 0.719 1.109 0.517 4274.317 0.000 0.97 BETA -Seismic Analysis_v0.18.4 Tower Engineering Professionals, Inc. k t'i'x hx C vx = ['i_n lujh Fx=C"-v Page 2 of 2 326 Tryon Road I Raleigh, NC 27603-3530 1 Office: (919) 661-6351 1 Fax: (919) 661-6350 1 www.tepgroup.net - � s 400n m x O w e x O � iR 120A 10a- W Z x O 60 m x ¢ n =O 60 i c x O � ¢ O Q 2 m � x z Ix x 0 ¢ DESIGNED APPURTENANCE LOADING MATERIAL STRENGTH GRADE F Fu GRADE F l572-50 50 kv 56 ksi P36 36Irsi 9l iiti 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 0 Mph basic wind in accordance with the TIA-222-G Standard. 4. Tower Risk Category II. 5. Topographic Category 1 with Crest Height of 0.00 it 6. TOWER RATING: 20.1 ALL REACTIONS ARE FACTORED MAX. CORNER REACTIONS AT BASE DOWN: 668921b SHEAR: 61341b UPLIFT., -407151b SHEAR: 41471b AXIAL 418MIb SHEAR MOMENT 79881b 8707491b-R TORQUE 51 Ib-R REACTIONS - 0 mph WIND Tower bigirreeriirg Professionals 15AND18 EU 88 326 Tryon Road Pq"' TEP No. 461S6.40189 Raleigh, NC 27603 D0en1 Crown Castle of —,y: mtweavil 'code TIA-222-G Da1e� 11/12/15 v'V NTS rewire P�oiessl°nets Phone: (919) 661-6351 vxm. FAX: 918 661-6350 — E' tnx, Aer Job 15AND18 (BU 880306) Pagel 1 of 20 Project Date Tower Engineering TEP No. 46166.40189 15:31:05 11/12/15 Professionals 326 Tryon Road Client Designed by Raleigh, NC27603 Phone: (919) 661-6351 Crown Castle mtweavil FAX: (919) 661-6350 Tower Input Data The main tower is a 3x free standing tower with an overall height of 148.00 ft above the ground line. The base of the tower is set at an elevation of 0.00 ft above the ground line. The face width of the tower is 6.65 ft at the top and 18.99 ft at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in King County, Washington. ASCE 7-10 Wind Data is used. Basic wind speed of 0 mph. Risk Category H. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. A non -linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing Use TIA-222-G Tension Splice Capacity Exemption Treat Feedline Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feedline Torque Include Angle Block Shear Check Poles Include Shear -Torsion Interaction Always Use Sub -Critical Flow Use Top Mounted Sockets Job Page 2 of 20 tnxI'pwer 15AND18 (BU 880306) Project Date Tower Engineering TEP No. 46166.40189 15:31:05 11 /12/15 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle mtweavil FAX:f919] 661-6350 Wind 180 ■ o- Wind 90 2 � Leg C Leg B Face C Wind Normal Trian q ular To wer Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length ft Sections T 1 148.00-140.00 6.65 1 8.00 T2 140.00-120.00 6.69 1 20.00 T3 120.00-100.00 6.72 1 20.00 T4 100.00-80.00 8.76 1 20.00 T5 80.00-60.00 10.83 1 20.00 T6 60.00-40.00 12.92 1 20.00 T7 40.00-20.00 14.85 1 20.00 T8 20.00-0.00 16.99 1 20.00 Tower Section Geometry (cont'd) Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End IT ft Panels in in T1 148.00-140.00 4.00 X Brace No No 0.0000 0.0000 T2 140.00-120.00 4.00 X Brace No No 0.0000 0.0000 T3 120.00-100.00 5.00 X Brace No No 0,0000 0.0000 T4 100.00-80.00 6.67 X Brace No No 0.0000 0.0000 T5 80.00-60.00 6.67 X Brace No No 0.0000 0.0000 T6 60.00-40.00 6.67 X Brace No No 0.0000 0.0000 T7 40.00-20.00 10.00 X Brace No No 0.0000 0.0000 tnxTawer Job 15AND18 (BU 880306) Page3 of 20 Project Date Tower Engineering TEP No. 46166.40189 15:31:05 11/12/15 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle mtweavil FAX. (919) 661-6350 Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End ft fl Panels in in Ts 20.00-0.00 10.00 X Brace No No 0.0000 0.0000 Tower Section Geometry (cont'd) Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation Type Size Grade Type Size Grade ft T1 148. 0-140.00 Pipe ROHN 2.5 STD A572-50 Single Angle L 1.75 x 1.75 x 3/16 A36 (50 ksi) (36 ksi) T2 140.00-120.00 Pipe ROHN 3 STD A572-50 Single Angle L 1.75 x 1.75 x 3/16 A36 (50 ksi) (36 ksi) T3 120.00-100.00 Pipe ROHN 3.5 EH A572-50 Single Angle L 2 x 2 x 1/4 A36 (50 ksi) (36 ksi) T4 100.00-80.00 Pipe ROHN 4 EH A572-50 Single Angle L 2.5 x 2.5 x 1/4 A36 (50 ksi) (36 ksi) T5 80.00-60.00 Pipe ROHN 5 EH A572-50 Single Angle L 2.5 x 2.5 x 1/4 A36 (50 ksi) (36 ksi) T6 60.00-40.00 Pipe ROHN 6 EHS A572-50 Single Angle L 3 x 3 x 1/4 A572-50 (50 ksi) (50 ksi) T7 40.00-20.00 Pipe ROHN 6 EH A572-50 Single Angle L 3.5 x 3.5 x 1/4 A572-50 (50 ksi) (50 ksi) T8 20.00-0.00 Pipe ROHN 8 EHS A572-50 Single Angle L 4 x 4 x 1/4 A572-50 (50 ksi) 50 ksi) Tower Section Geometry (cont'd Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type Size Grade Type Size Grade T1 148.00-140.00 Single Angle L2x2x3/16 A36 Single Angle A36 (36 ksi) (36 ksi) T3 120.00-100.00 Single Angle L2x2x3/16 A36 Single Angle A36 (36 ksi) (36 ksi) Tower Section Geometry cont'd Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (perface) Ar Spacing Spacing Diagonals Horizontals in in in T1 0.00 0.2500 A36 1.03 1 1.05 36.0000 36.0000 148.00-140.00 (36 ksi) T2 0.00 0.2500 A36 1.03 I 1.05 36.0000 36.0000 140.00-120.00 (36 ksi) T3 0.00 0.2500 A36 1.03 1 1.05 36.0000 36.0000 120.00-100.00 (36 ksi) Job t[ x,Tl owes 15AND18 (BU 880306) Tower Engineering Project TEP No. 46166.40189 Professionals 326 Tryon Road Raleigh, NC27603 Client Phone: (919) 661-6351 Crown Castle FAX. {919) 661-6350 Page 4 of 20 Date 15:31:05 11 /12/15 Designed by mtweavil Tower Gusset Gusset Gusset Grade Adjust. Factor- Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Diagonals Horizontals ft fe in in in T4 0.00 0.2500 A36 1.03 1 1.05 36-M 36.0000 100.00-80.00 T5 80.00-60.00 0.00 0.2500 (36 ksi) A36 1.03 1 1.05 36.0000 36.0000 (36 ksi) T6 60.00-40.00 0.00 0.3750 A36 1.03 1 1.05 36.0000 36.0000 (36 ksi) T7 40.00-20.00 0.00 0.3750 A36 1.03 1 1.05 36.0000 36.0000 (36 ksi) T8 20.00-0.00 0.00 0.3750 A36 1.03 1 1.05 36.0000 36.0000 (36 ksi) Tower Section Geometry (cunt d K Factors' Tower Calc Calc Legs X K Single Girls Horiz. Sec. Inner Elevation K K Brace Brace Dings Horiz. Brace Single Solid Dings Dings Angles Rounds X X X X X X X ft Y Y Y Y Y Y Y T1 Yes Yes I I 1 1 1 I ! 148.00-140.00 T2 Yes Yes 1 I 140.00-120.00 I I E I 1 I 1 1 1 T3 Yes Yes l 1 I I 1 I I ] 120.00-100.00 1 I I l 1 1 1 T4 Yes Yes I I 1 1 100.00-80.00 4 I ] E 1 I T5 Yes Yes 1 l 1 l I I I ! I 1 I 1 ! 80.00-60.00 I ! I l 1 1 T6 Yes Yes 1 I 60.00- 40.00 1 1 1 1 I I I T7 Yes Yes I 1 1 1 I I 1 40.00-20.00 I I E l 1 1 I T8 20.00-0.00 Yes Yes 1 l I 1 E t 1 'Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the Kfactor in the out -of -plane direction applied to the overall length. Tower Section Geometry cont'd Tower Leg Diagonal Top Girt Bottom Girl Mid Girt Long Horizontal Short Horizontal Elevation ft Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T1 0.0000 1 0.0000 0.75 0.0000 U. 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 148.00-140.00 T2 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 140.00-120.00 "nxTowr Job Tower Engineering Project Professionals 326 Tryon Road Raleigh, NC27603 Client Phone: (919) 661-6351 FAX.- (919) 661-6350 15AND18 (BU 880306) TEP No. 46166.40189 Crown Castle Page 5 of 20 Date 15:31:05 11 /12/15 Designed by mtweavil Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Elevation Net Width U Net Width U Net Width U Net U Net U Net U Net U Deduct Deduct Deduct Width Width Width Width in in in Deduct Deduct Deduct Deduct in in in in T3 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 120.00-100.00 T4 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 100.00-80.00 T5 80.00.60. 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0-0000 0.75 0.0000 0.75 0.0000 0.75 T6 60.00-40.00 0,0000 1 0.0000 0,75 0.0000 0,75 0,0000 0,75 0.0000 0,75 0,0000 0.75 0.0000 0.75 T7 40.00-20.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 T8 20.00-0.00 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 1 0.0000 0.75 Tower Leg Leg Elevation Connection ft Type Bolt Size No. in T1 Flange 0.7500 4 148.00-140.00 A325N T2 Flange 0.8750 4 140.00-120.00 A325N T3 Flange 0.8750 4 120.00-100.00 A325N T4 Flange 1.0000 4 100.00-80.00 A325N T5 80.00-60.00 Flange 1.0000 6 A325N T6 60.00-40.00 Flange 1.0000 6 A325N T7 40.00-20.00 Flange 1.0000 8 A325N T8 20.00-0.00 Flange 1.0000 0 A354-BC Tower Section Geometry (conf'd) Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in 0.6250 1 0.6250 1 0.0000 0 0.6250 0 0.0000 0 0.6250 0 A325X A325X A325N A325N A325N A325N 0.6250 I 0.0000 0 0.0000 0 0.6250 0 0.0000 0 0.6250 0 A325X A325X A325N A325N A325N A325N 0.6250 1 0.6250 1 0.0000 0 0.6250 0 0.0000 0 0.6250 0 A325X A325X A325N A325N A325N A325N 0.6250 1 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 A325X A325X A325N A325N A325N A325N 0.6250 1 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 A325X A325X A325N A325N A325N A325N 0.7500 1 0.0000 0 0.0000 0 0.7500 0 0.0000 0 0.6250 0 A325X A325X A325N A325N A325N A325N 0.7500 I 0.0000 0 0.0000 0 0.0000 0 0.0000 0 0.0000 0 A325X A325X A325N A325N A325N A325N 0.7500 1 0.0000 0 0.0000 0 0.7500 0 0.0000 0 0.7500 0 A325X q A325X J A325N A325N A325N A325N _ Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg ft in (Froc FW) Row in in in K. Climbing B No Af (CaAa) 148.00 - 0.00-5.0000 0.45 1 1 3.0000 3.0000 4,00 Ladder (Af) ***A Face**** Feedline A No Af (CaAa) 70.00 - 0.00 0.0000 0 1 1 3.0000 3.0000 8.40 Ladder (Af) ***B Face*** LDF7-50A(1- B No Ar (CaAa) 122.00 - 0.00 0.0000 0.4 18 6 0.5000 1.9800 0.82 5/8") LDFI-50A(l/ B No Ar (CaAa) 122.00 - 0.00 0.0000 0.45 1 1 0.3450 0.3450 0.06 tnxTower Job Tower Engineering Project Professionals 326 Tryon Road Raleigh, NC27603 Client Phone: (919) 661-6351 FAX: f919) 661-6350 15AND18 (BU 880306) TEP No. 46166.40189 Crown Castle Page 6 of 20 Date 15:31:05 11/12/15 Designed by mtweavil Description Face Allow Component Placement Face Lateral # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg in {Frac FW Row in In in py 4) LDFI-50A(l/ B No Ar (CaAa) 122.00 - 0.00 6.3750 0.413 1 1 0.3450 0.3450 0.06 4) WR-VG86T( B No At (CaAa) 122.00 - 0.00 6.3750 0.415 2 2 0.5000 0.7560 0.53 3/4) LDF5-50A(7/ B No At (CaAa) 111.00 - 0.00 6.3750 0.32 3 3 0.5000 1.0900 0.33 8") LDF5-50A(7/ B No Ar (CaAa) 111.00 - 0.00 0.0000 0.26 1 1 0.5000 1.0900 0.33 8") LDF7-50A(1- B No Ar (CaAa) 111.00 - 0.00 0.0000 0.31 14 6 0.5000 1.9800 0.82 5/8") Feedline B No Af (CaAa) 122.00 - 0.00 0.0000 0.4 1 1 3.0000 3.0000 8.40 Ladder (Af) ***C Face*** TYPE C No At (CaAa) 147.00 - 0.00 0.0000 -0.4 6 3 0.5000 1.4400 0.60 2(1-7/16) 4 AWG(2) C No Ar (CaAa) 147.00 - 0.00 0.0000 -0.37 1 1 0.5000 2.0000 2.00 LDF4-50A(1/ C No Ar (CaAa) 37.00 - 0.00 0.0000 -0.4 1 1 0.5000 0.6300 0.15 2") Feedline C No Af (CaAa) 147.00 - 0.00 0.0000 -0.4 1 1 3.0000 3.0000 8.40 Ladder (Af) *** LDF5-50A(7/ C No Ar (CaAa) 91.00 - 0.00 0.0000 0.32 3 3 0.5000 1.0900 0.33 8") LDF5-50A(7/ C No Ar (CaAa) 91.00 - 0.00 0.0000 0.38 3 3 0.5000 1.0900 0.33 8") LDF4-50A(1/ C No Ar (CaAa) 62.00 - 0.00 0.0000 0.44 2 2 0.5000 0.6300 0.15 2") LDF4-50A(1/ C No Ar (CaAa) 79.00 - 62.00 0.0000 0.44 1 1 0.5000 0.6300 0.15 2") Feedline C No Af (CaAa) 91.00 - 0.00 0.0000 0.4 1 1 3.0000 3.0000 8.40 Ladder (Af) *** Step Pegs A No Ar (CaAa) 40.00 - 0.00 0.0000 0.5 1 1 0.7500 0.7500 0.17 (3/4" SR) 7-in. w/30" step Step Pegs B No At (CaAa) 148.00 - 0.00 0.0000 0.5 1 1 0.7500 0.7500 0.17 (3/4" SR) 7-in. w/30" step Step Pegs C No Ar (CaAa) 40.00 - 0.00 0.0000 0.5 1 1 0.7500 0.7500 0.17 (3/4" SR) 7-in. w/30" step Safety Line B No At (CaAa) 148.00 - 0.00 -5.0000 0.45 1 1 0.3750 0.3750 0.22 3/8 * ssas..e•sss■ ******** Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAA, Weight or Shield Type Number 1- ft ftZI t plf * a++a++a.aa+assearre• � _ tnxT6W�r Job 15AND18 (BU 880306) Page 7 of 20 Tower Engineering Project TEP No. 46166.40189 Date 15:31:05 11/12/15 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle mtweavil FAX. (919) 661-6350 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Section Elevation In Face Out Face ft tr lb T1 148.00-140.00 A 0.000 0.000 0.000 0.000 0 B 0.000 0.000 4.900 0.000 35 C 0.000 0.000 10.948 0.000 98 T2 140.00-120.00 A 0.000 0.000 0.000 0.000 0 B 0.000 0.000 20.818 0.000 136 C 0.000 0.000 31.280 0.000 280 T3 120.00-100.00 A 0.000 0.000 0.000 0.000 0 B 0.000 0.000 133.222 0.000 715 C 0.000 0.000 31.280 0.000 280 T4 100.00-80.00 A 0.000 0.000 0.000 0.000 0 B 0.000 0.000 162.094 0.000 831 C 0.000 0.000 43.974 0.000 394 T5 80.00-60.00 A 0.000 0.000 5.000 0.000 84 B 0.000 0.000 162.094 0.000 831 C 0.000 0.000 55.683 0.000 491 T6 60.00-40.00 A 0.000 0.000 10.000 0.000 168 B 0.000 0.000 162.094 0.000 831 C 0.000 0.000 56.880 0.000 494 T7 40.00-20.00 A 0.000 0.000 11.500 0.000 171 B 0.000 0.000 162.094 0.000 831 C 0.000 0.000 59.451 0.000 499 T8 20.00-0.00 A 0.000 0.000 11.500 0.000 171 B 0.000 0.000 162.094 0.000 831 C 0.000 0.000 59.640 0.000 500 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Section Elevation or Thickness In Face Out Face ft L9 in fi' t r? lb T1 148.00-140.00 A 1.738 0.000 0.000 0:000 0.000 0 B 0.000 0.000 13.243 0.000 214 C 0.000 0.000 19.525 0.000 365 T2 140.00-120.00 A 1.720 0.000 0.000 0.000 0.000 0 B 0.000 0.000 42.974 0.000 728 C 0.000 0.000 55.521 0.000 1033 T3 120.00-100.00 A 1.692 0.000 0.000 0.000 0.000 0 B 0.000 0.000 177.965 0.000 3281 C 0.000 0.000 55.093 0.000 1018 T4 100.00-80.00 A 1.658 0.000 0.000 0.000 0.000 0 B 0.000 0.000 213.213 0.000 3856 C 0.000 0.000 87.864 0.000 1470 T5 80.00-60.00 A 1.617 0.000 0.000 8.234 0.000 198 B 0.000 0.000 210.929 0.000 3777 C 0.000 0.000 121.892 0.000 1903 T6 60.00-40.00 A 1.564 0.000 0.000 16.255 0.000 386 B 0.000 0.000 207,960 0.000 3676 C 0.000 0.000 127.408 0.000 1879 T7 40.00-20.00 A 1.486 0.000 0.000 23.386 0.000 456 B 0.000 0.000 203.641 0.000 3532 C 0.000 0.000 137.886 0.000 1946 T8 20.00-0.00 A 1.331 0.000 0.000 22.150 0.000 415 B 0.000 0.000 195.075 0.000 3256 Job Al"Awed 15AND18 (BU 880306) Tower Engineering Project TEP No. 46166.40189 Professionals 326 Tryon Road Raleigh, NC27603 Client Phone: (919) 661-6351 Crown Castle FAX. (919) 661-6350 1 _ Tower Tower Face Ice AR AF CAAA CAAn Weight Section Elevation or Thickness In Face Out Face r L49 in lb C 0.000 0.000 131.610 0.000 I768 Feed Line Center of Pressure Section Elevation CPx CPZ CPx CPz Ice Ice t in in in in T1 148.00-140.00 4.5924 3.4406 4.8124 3.5016 T2 140.00-120.00 5.1893 3.6490 5.3240 3.7324 T3 120.00-100.00 8.2077 3.8248 7.1632 3.7160 T4 100.00-80.00 8.8425 4.8297 7.3901 4.6479 T5 80.00-60.00 8.5623 5.6413 6.6287 5.4005 T6 60.00-40.00 8.8854 6.0360 7.0953 5.6181 T7 40.00-20.00 9.9706 6.8301 7.7408 6.2119 T8 20.00-0.00 10.5709 7.2727 8.5054 6.8332 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. K No Ice K. Ice T1 1 Climbing Ladder (A 0 140.00- 0.6000 0,5725 148.00 TI 22 TYPE2(1-7/16) 140.00- 0.6000 0.5725 147.00 T1 23 4 AWG(2) 140.00- 1.0000 1.0000 147.00 T 1 25 Feedline Ladder (Af) 140.00- 016000 0.5725 147.00 T1 35 Step Pegs (3/4" SR) 7-in. 140.00- 0.6000 0.5725 w/30" step 148.00 T 1 37 Safety Line 3/8 140.00- 0.6000 0.5725 148.00 T2 1 Climbing Ladder (Af) 120.00- 0.6000 0.60.00 140.00 T2 6 LDF7-50A(1-5/8") 120.00- 0.6000 0.6U00 122.00 T2 8 LDFl-50A(1/4) 120.00- 0.6000 0.6000 122.00 T2 9 LDF1-50A(1/4) 120.00- 0,6000 0.6000 122.00 T2 11 WR-VG86T(3/4) 120.00- 0.6000 0.6000 122.00 T2 18 Feedline Ladder (Af) 120.00- 0.6000 0.6000 122.00 T2 22 TYPE 2(1-7/16) 120.00- 0.6000 0.6000 140.00 T2 23 4 AWG(2) 120.00- 1.0000 1.0000 140.00 T2 25 Feedline Ladder (Ai) 120.00- 0.6000 0.6000 140.00 T2 35 Step Pegs (3/4" SR) 7-in. 120.00-1 0,6000 0.6000 Page 8 of 20 Date 15:31:05 11 /12/15 Designed by mtweavil b Jo tnxTawer� 15AND18 (BU 880306) Tower Engineering Project TEP No. 46166.40189 Professionals 326 Tryon Road Raleigh, NC 27603 Client Phone: (919) 661-6351 Crown Castle FAX: (919) 661-6350 Tower Feed Line Description Feed Line K. K. Section Record No. Se ment Elev. No Ice Ice w/30" step 140.00 T2 37 Safety Line 3/8 120.00- 0.6000 0.6000 140.00 T3 1 Climbing Ladder (Af) 100.00- 0.6000 0.6000 120.00 T3 6 LDFI-50A(1-5/8") 100.00- 0.6000 0.60W 120.00 T3 8 LDFI-50A(1/4) 100.00- 0.6000 0.6000 120.00 T3 9 LDFI-50A(1/4) 100.00- 0.6DDO 0,6000 120.00 T3 11 WR-VG86T(3/4) 100.00- 0.6000 0.6000 120.00 T3 13 LDF5-50A(7/8") 100.00- 0.6000 0.6000 111.00 T3 14 LDF5-50A(7/8") 100.00- 0.6000 0,6000 111.00 T3 15 LDF7-50A(1-5/8") 100.00- 0.6000 0.6000 111.00 T3 is Feedline Ladder (Af) 100.00- 0.6000 0.6000 120.00 T3 22 TYPE2(1-7/16) 100.00- 0.6000 0.6000 120.00 T3 23 4AWG(2) 100.00- 1.0000 L0000 120.00 T3 25 Feedline Ladder (Af) 100.00- 0.6000 0.6000 120.00 T3 35 Step Pegs (3/4" SR) 7-in. 100.00- 0.6000 0.6000 w/30" step 120.00 T3 37 Safety Line 3/8 100.00- 0.6000 0.6000 120.00 T4 1 Climbing Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T4 6 LDF7-50A(I-5/8") 80.00- 100.00 0.6000 0.6000 T4 8 LDFI-50A(1/4) 80.00 - 100.00 0.6000 0.6001) T4 9 LDFI-50A(1/4) 80.00 - 100.00 0.6000 0.6000 T4 I 1 WR-VG86T(3/4) 80.00 - 100.00 0:6000 0.600C T4 13 LDF5-50A(7/8") 80.00 - 100.00 MAW 0.6000 T4 14 LDF5-50A(7/8") 80.00 - 100.00 0.6()00 0.6000 T4 15 LDF7-50A(1-5/8") 80.00 - 100.00 0.6000 0.6000 T4 18 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000 T4 22 TYPE 2(1-7/16) 80.00 - 100.00 0.6000 0.6001 T4 23 4 AWG(2) 80.00 - 100.00 1.0000 1.000C T4 25 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.600E T4 28 LDF5-50A(7/8") 80.00 - 91.00 0.6000 0.600( T4 29 LDF5-50A(7/8") 80.00 - 91.00 0.6D00 0.600( T4 32 Feedline Ladder (Ai) 80.00 - 91.00 D.6000 0.600( T4 35 Step Pegs (3/4" SR) 7-in. 80.00 - 100.00 0.6000 0.600( w/30" step T4 37 Safety Line 3/8 80.00 - 100.00 0.6000 0.600( T5 1 Climbing Ladder (Af) 60.00 - 80.00 0.6000 0.6W( T5 4 Feedline Ladder (Af) 60.00 - 70.00 0.6000 0.6DD( T5 6 LDF7-50A(1-5/8") 60.00-80.00 0.6000 0.6001 T5 8 LDFI-50A(1/4) 60.00-80.00 0.6000 0.6001 T5 9 LDFI-50A(1/4) 60.00-80.00 0.6000 0.6001 T5 11 WR-VG86T(3/4) 60.00 - 80.00 0.6000 0.6001 T5 13 LDF5-50A(7/8") 60.00 - 80.00 0.6000 0.600, T5 14 LDF5-50A(7/8") 60.00 - 80.00 0.6000 0.6001 T5 15 LDF7-50A(1-5/8") 60.00 - 80.00 0.6000 0.600, T5 18 Feedline Ladder (Ai) 60.00 - 80.00 0.6WO 0.600 TS 22 TYPE 2(1-7/16) 60.00 - 80.00 0.6000 0.600 TS 23 4 AWG(2) 60.00 - 90.00 1.0000 1.000, TS 25 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.600 Page 9 of 20 Date 15:31:05 11 /12/15 Designed by mtweavil tnxTower Tower Engineering Professionals 326 Tryon Road Raleigh, NC 27603 Phone: (919) 661-6351 FAX. (919) 661-6350 Job Project Client 15AND18 (BU 880306) TEP No. 46166.40189 Crown Castle Tower Feed Line Description Feed Line K K Section Record No. Segment Elev. No Ice Ice T5 28 LDF5-50A(718") 60.00 - 80.00 0,6000 0.6000 T5 29 LDF5-50A(7/8") 60.00 - 80.00 0.6000 0.6000 T5 30 LDF4-50A(1/2") 60.00 - 62.00 0.6000 0.6000 T5 31 LDF4-50A(1/2") 62.00-79.00 0.6000 0.60100 T5 32 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000 T5 35 Step Pegs (3/4" SR) 7-in. 60.00 - 80.00 0.6000 0.6D00 w/30" step T5 37 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000 T6 1 Climbing Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T6 4 Feedline Ladder (Ai) 40.00 - 60.00 0.6000 0.6000 T6 6 LDF7-50A(1-5/8") 40.00 - 60.00 0.6000 0.6000 T6 8 LDFI-50A(1/4) 40.00-60.00 0.6000 0.6000 T6 9 LDFI-50A(1/4) 40.00-60.00 0.6000 0.6000 T6 11 WR-VG86T(3/4) 40.00 - 60.00 0.6000 0.G000 T6 13 LDF5-50A(7/8") 40.00 - 60.00 0.6000 0.6000 T6 14 LDF5-50A(7/8") 40.00-60.00 0.6000 0.6000 T6 15 LDF7-50A(1-5/8") 40.00-60.00 0.6000 0.6000 T6 18 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T6 22 TYPE 2(1-7/16) 40.00 - 60.00 0.6000 0.6D00 T6 23 4 AWG(2) 40.00 - 60.00 1.0000 1.0000 T6 25 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T6 28 LDF5-50A(7/8") 40.00 - 60.00 0.6000 0.6000 T6 29 LDF5-50A(7/8") 40.00 - 60.00 0.6000 0.6000 T6 30 LDF4-50A(1/2") 40.00 - 60.00 0.6000 0.6000 T6 32 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 T6 35 Step Pegs (3/4" SR) 7-in. 40.00 - 60.00 0.6000 0.6000 w/30" step T6 37 Safety Line 3/8 40.00 - 60.00 0.6D00 0.6000 T7 I Climbing Ladder (Af) 20.00 - 40.00 0.6000 D.6000 T7 4 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T7 6 LDF7-50A(I-5/8") 20.00-40.00 0.6000 0.6000 T7 8 LDFI-50A(1/4) 20.00-40.00 0.6000 0.6000 T7 9 LDFI-50A(1/4) 20.00-40.00 0.6000 0.6000 T7 11 WR-VG86T(3/4) 20.00 - 40.00 0.6000 0.6000 T7 13 LDF5-50A(7/8") 20.00 - 40.00 0.6000 0.6000 T7 14 LDF5-50A(7/8") 20.00 - 40.00 0.6000 0.6000 T7 15 LDF7-50A(1-5/8") 20.00-40.00 0.6000 0.6000 T7 18 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T7 22 TYPE 2(1-7/16) 20.00 - 40.00 0.6000 0.6000 T7 23 4 AWG(2) 20.00 - 40.00 1.0000 1.0000 T7 24 LDF4-50A(1/2") 20.00 - 37.00 0.6000 0.6000 T7 25 Feedline Ladder (Ai) 20.00 - 40.00 0.6000 0.6000 T7 28 LDF5-50A(7/8") 20.00 - 40.00 0.6000 0.6000 T7 29 LDF5-50A(7/8") 20.00 - 40.00 0.6000 0.6000 T7 30 LDF4-50A(1/2") 20.00 - 40.00 0.6000 0.6000 T7 32 Feedline Ladder (Af) 20.00 - 40.00 0,6000 0.6000 T7 34 Step Pegs (3/4" SR) 7-in. 20.00 - 40.00 0.6000 0.6000 w/30" step T7 35 Step Pegs (3/4" SR) 7-in. 20.00 - 40.00 0.6000 0.6000 w/30" step T7 36 Step Pegs (3/4" SR) 7-in. 20.00 - 40.00 0.6000 0.600( w/30" step T7 37 Safety Line 3/8 20.00 - 40.00 0.6000 0.600f T8 1 Climbing Ladder (Af) 0.00 - 20.00 0.6000 0.6001 T8 4 Feedline Ladder (Ai) 0.00 - 20.00 0.6000 0.600( T8 6 LDF7-50A(1-5/8") 0.00 - 20.00 0.6000 0.6D0( T8 8 LDFI-50A(1/4) 0.00-20.00 0.6000 0.600( T8 9 LDFI-50A(1/4) 0.00-20.00 0.6000 0.60D( T8 11 WR-VG86T(3/4) 0.00 - 20.00 0.60D0 0.600( T8 13 LDF5-50A(7/8") 0.00 - 20.00 0,6000 0.600( T8 14 LDF5-50A(7/8") 0.00 - 20.00 0.6000 0.600( T8 15 LDF7-50A(1-5/8") 0.00-20.00 0.6000 0.600( Page 10of20 Date 15:31:05 11/12/15 Designed by mtweavil Job l't�x7l9�tiV er Tower Engineering Professionals 326 Tryon Road Raleigh, NC 27603 Phone: (919) 661-6351 FAX: (919) 661-6350 Project 15AND18 (BU 880306) TEP No. 46166.40189 Crown Castle Tower Section Feed Line Record No. Description Feed Line Segment Elev. K No Ice Ka Ice T8 18 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T8 22 TYPE 2(1-7/16) 0.00 - 20.00 0.6000 0.6000 T8 23 4 AWG(2) 0.00 - 20.00 1.0000 1.0000 T8 24 LDF4-50A(1/2") 0.00-20.00 0.6000 0.6000 T8 25 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T8 28 LDF5-50A(7/8") 0.00 - 20.00 0.6000 0.6000 T8 29 LDF5-50A(7/8") 0.00 - 20.00 0.6000 0.6000 T8 30 LDF4-50A(1/2") 0.00-20.00 0.6000 0.6000 T8 32 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000 T8 34 Step Pegs (3/4" SR) 7-in. 0.00 - 20.00 0.6000 0.6000 w/30" step T8 35 Step Pegs (3/4" SR) 7-in. 0.00 - 20.00 0.6000 0.6000 w/30" step T8 36 Step Pegs (3/4" SR) 7-in. 0.00 - 20.00 0.6000 0.6000 w/30" step T8 37 Safety Line 3/8 0.00 - 20.00 0.6000 0.6000 User Defined Loads 11 of 20 Date 15:31:05 11 /12/15 Designed by mtweavil Description Elevation Offset Azimuth Weight Fr Fz Wind Force CAAC From Angle Centroid R lb lb lb lb Seismic Force 1 10.00 0.00 0.0000 No Ice 0 0 0 0.00 Seismic Force 2 30.00 0.00 0.0000 No Ice 0 0 0 380 0.00 Seismic Force 3 37.00 0.00 0,0000 No Ice 0 0 0 7 7 0.00 Seismic Force 4 50.00 0.00 0.0000 No Ice 0 0 0 625 0.00 Seismic Force 5 62.00 0.00 0.0000 No Ice 0 0 0 12 0.00 Seismic Force 6 70.00 0.00 0.0000 No Ice 0 0 0 783 0.00 Seismic Force 7 79.00 0.00 0.0000 No Ice 0 0 0 16 0.00 Seismic Force 8 90.00 0.00 0.0000 No Ice 0 0 0 847 0.00 Seismic Force 9 91.00 0.00 0.0000 No Ice 0 0 0 312 0.00 Seismic Force 10 93.00 0.00 0.0000 No Ice 0 0 0 55 0.00 Seismic Force 11 109.00 0.00 0,0000 No Ice 0 0 0 125 0.00 Seismic Force 12 110.00 0.00 0.0000 No Ice 0 0 0 869 0.00 Seismic Force 13 111.00 0.00 0.0000 No Ice 0 0 0 672 0.00 Seismic Force 14 122.00 0.00 0.0000 No Ice 0 0 0 524 0.00 Seismic Force 15 124.00 0.00 0.0000 No Ice 0 0 0 558 0.00 Seismic Force 16 130.00 0.00 0,0000 No Ice 0 0 0 606 0.00 Seismic Force 17 144.00 0.00 0.0000 No Ice 0 0 0 249 0.00 Seismic Force 18 145.00 0.00 0.0000 No Ice 0 0 0 56 0.00 Seismic Force 19 147.00 0.00 0.0000 No Ice 0 0 0 1164 0.00 Seismic Force 20 149.50 0.00 0.0000 No Ice 0 0 0 1 0.00 Discrete Tower Loads Job Page I&I-ExT41' er 15AND18 (BU 880306) 12 of 20 Tower Engineering Project TEP No. 46166.40189 Date 15:31:05 11/12/15 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle mtweavil FAX: (919) 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CnAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft o ft ftz lb ft ft 1/2" x 3' LRod B From Leg 0.50 0.0000 148.00 No Ice 0.15 0.15 2 0.00 1.50 (2) APXVRRI3-C-A20 w/ A From Leg 3.00 0.0000 147.00 No Ice 7.59 3.93 52 Mount Pipe 0.00 0.00 (2) APXVRRI3-C-A20 w/ B From Leg 3.00 0.0000 147.00 No Ice 7.59 3.93 52 Mount Pipe 0.00 0.00 APXVRR20-C-A20 w/ A From Leg 3.00 0.0000 147.00 No Ice 10.33 5.65 71 Mount Pipe 0.00 0.00 APXVRR20-C-A20 w/ B From Leg 3.00 0.0000 147.00 No Ice 10.33 5.65 71 Mount Pipe 0.00 0.00 (3) HBXX-9014DS-A2M w/ C From Leg 3.00 0.0000 147.00 No Ice 6.18 4.53 49 Mount Pipe 0.00 0.00 ET-X-WM-18-65-8P w/ A From Leg 3.00 0.0000 147.00 No Ice 7.35 4.43 59 Mount Pipe 0.00 0.00 ET-X-WM-18-65-8P w/ B From Leg 3.00 0.0000 147.00 No Ice 7.35 4.43 59 Mount Pipe 0.00 0.00 ET-X-WM-18-65-8P w/ C From Leg 3.00 0.0000 147.00 No Ice 7.35 4.43 59 Mount Pipe 0.00 0.00 POWER JUNCTION A From Leg 3.00 0.0000 147.00 No Ice 0.43 0.43 3 CYLINDER 0.00 0.00 POWER JUNCTION B From Leg 3.00 0.0000 147.00 No Ice 0.43 0.43 3 CYLINDER 0.00 0.00 POWER JUNCTION C From Leg 3.00 0.0000 147.00 No Ice 0.43 0.43 3 CYLINDER 0.00 0.00 (2) RRH-P4 A From Leg 3.00 0.0000 147.00 No Ice 3.19 2.07 60 0.00 0.00 (2) RRH-P4 B From Leg 3.00 0.0000 147.00 No Ice 3.19 2.07 60 0.00 0.00 (2) RRH-P4 C From Leg 3.00 0.0000 147.00 No Ice 3.19 2.07 60 0.00 -2.00 OPTIC FIBER JUNCTION A From Leg 3.00 0.0000 147.00 No Ice 0.45 0.45 2 CYLINDER 0.00 0.00 OPTIC FIBER JUNCTION B From Leg 3.00 0.0000 147.00 No Ice 0.45 0.45 2 CYLINDER 0.00 0.00 OPTIC FIBER JUNCTION C From Leg 3.00 0.0000 147.00 No Ice 0.45 0.45 2 CYLINDER 0.00 0.00 2.5GHz RRH-V3 A From Leg 3.00 0.0000 147.00 No Ice 2.80 1.42 60 0.00 Page .lob tnxTower 15AND18 (BU 880306) 13 of 20 Project Date Tower Engineering TEP No. 46166.40189 15:31:05 11/12/15 Professionals 326 Tryon Road Raleigh, NC27603 Client Designed by Phone: (919) 661-6351 Crown Castle mtweavil FAX. (919) 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert f f ftz lb ft fi - 0.00 2.5GHz RRH-V3 B From Leg 3.00 0.0000 147.00 No Ice 2.80 1.42 60 0.00 0.00 2.5GHz RRH-V3 C From Leg 3.00 0.0000 147.00 No Ice 2.80 1.42 60 0.00 0.00 1.9GHZ RRU A From Leg 3.00 0.0000 147.00 No Ice 3.17 2.07 60 0.00 0.00 1.9GHZ RRU B From Leg 3.00 0.0000 147.00 No Ice 3.17 2.07 60 0.00 0.00 1.9GHZ RRU C From Leg 3.00 0.0000 147.00 No Ice 3.17 2.07 60 0.00 0.00 (4) 2.4" Dia x 6-ft Pipe A From Leg 3.00 0.0000 147.00 No Ice 1.43 1.43 22 0.00 0.00 (4) 2.4" Dia x 6-ft Pipe B From Leg 3.00 0.0000 147.00 No Ice 1.43 1.43 22 0.00 0.00 (4) 2.4" Dia x 6-ft Pipe C From Leg 3.00 0.0000 147.00 No Ice 1.43 1.43 22 0.00 0.00 Sector Mount [SM 501-31 C None 0.0000 147.00 No Ice 24.21 24.21 900 742-265 w/ Mount Pipe A From Leg 3.00 0.0000 122.00 No Ice 7.88 6.87 85 0.00 2.00 742-265 w/ Mount Pipe B From Leg 3.00 0.0000 122.00 No Ice 7.88 6.87 85 0.00 2.00 742-265 w/ Mount Pipe C From Leg 3.00 0.0000 122.00 No Ice 7.88 6.87 85 0.00 2.00 742 265 w/ Mount Pipe A From Leg 3.00 0.0000 122.00 No Ice 7.85 6.41 75 0.00 2.00 742 265 w/ Mount Pipe B From Leg 3.00 0.0000 122.00 No Ice 7.85 6.41 75 0.00 2.00 742 265 w/ Mount Pipe C From Leg 3.00 0.0000 122.00 No Ice 7.85 6.41 75 0.00 2.00 3JR52703AAAA w/ Mount A From Leg 3.00 0.0000 122.00 No Ice 12.79 17.54 197 Pipe 0.00 2.00 3JR52703AAAA w/ Mount B From Leg 3.00 0.0000 122.00 No Ice 12.79 17.54 197 Pipe 0.00 2.00 3JR52703AAAA w/ Mount C From Leg 3.00 0.0000 122.00 No Ice 12.79 17.54 197 Pipe 0.00 2.00 (4) 860 10025 A From Leg 3.00 0.0000 122.00 No Ice 0.16 0.14 1 0.00 2.00 _t1 xT�e Job 15AND18 (BU 880306) Page 14 of 20 Tower Engineering Project TEP No. 46166.40189 Date 15:31:05 11/12/15 Professionals 326 Tryon Road Client Designed by Raleigh, NC 27603 Phone: (919) 661-6351 Crown Castle mtweavil FAX: (919) 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft a ft lb ft h (4) 860 10025 B From Leg 3.00 0.0000 122.00 No Ice 0.16 0.14 1 0.00 2.00 (4) 860 10025 C From Leg 3.00 0.0000 122.00 No Ice 0.16 0.14 1 0.00 2.00 (2) KRY 112 71/2 A From Leg 3.00 0.0000 122.00 No Ice 0.68 0.51 13 0.00 2.00 (2) KRY 112 71/2 B From Leg 3.00 0.0000 122.00 No Ice 0.68 0.51 13 0.00 2.00 (2) KRY 112 71/2 C From Leg 3.00 0.0000 122.00 No Ice 0.68 0.51 13 0.00 2.00 (2) LGP21401 A From Leg 3.00 0.0000 122.00 No Ice 0.95 0.37 18 0.00 2.00 (2) LGP21401 B From Leg 3.00 0.0000 122.00 No Ice 0.95 0.37 18 0.00 2.00 (2) LGP21401 C From Leg 3.00 0.0000 122.00 No Ice 0.95 0.37 18 0.00 2.00 9442 RRH 700 A From Leg 3.00 0.0000 122.00 No Ice 3.53 1.60 44 0.00 2.00 9442 RRH 700 B From Leg 3.00 0.0000 122.00 No Ice 3.53 1.60 44 0.00 2.00 9442 RRH 700 C From Leg 3.00 0.0000 122.00 No Ice 3.53 1.60 44 0.00 2.00 DC6-48-60-18-8F C From Leg 3.00 0.0000 122.00 No Ice 1.47 1.47 19 0.00 2.00 (4) 2.4" Dia x 6-ft Pipe A From Leg 3.00 0.0000 122.00 No Ice 1.43 1.43 22 0.00 0.00 (4) 2.4" Dia x 6-ft Pipe B From Leg 3.00 0.0000 122.00 No Ice 1.43 1.43 22 0.00 0.00 (4) 2.4" Dia x 6-ft Pipe C From Leg 3.00 0.0000 122.00 No Ice 1.43 1.43 22 0.00 0.00 Pipe Mount [PM 601-31 C None 0.0000 122.00 No Ice 4.39 4.39 195 Sector Mount [SM 501-31 C None 0.0000 122.00 No Ice 24.21 24.21 900 s*� (2) HBXX-3319DS-A2M w/ A From Leg 3.00 0.0000 111.00 No Ice 12.54 4.38 59 Mount Pipe 0.00 0.00 (2) TMBXX-6516-R2M w/ B From Leg 3.00 0.0000 111.00 No Ice 6.18 4.53 54 Mount Pipe 0.00 0.00 (2) TMBXX-6516-R2M w/ C From Leg 3.00 0.0000 111.00 No Ice 6.18 4.53 54 Mount Pipe 0.00 0.00 Job t ��"-wed 15AND18 (BU 880306) Tower Engineering Project TEP No. 46166.40189 Professionals 326 Tryon Road Raleigh, NC27603 Client Phone: (919) 661-6351 Crown Castle FAX: (919) 661-6350 Page 15 of 20 Date 15:31:05 11 /12/15 Designed by mtweavil Description Face Offset Offsets: Azimuth Placement CiAA CAAn Weight or Type Horz Adjustment Front Side Leg Lateral Vert ft ft ffz lb ft ff SBNH-ID65C w/ Mount Pipe A From Leg 3.00 0.0000 111.00 No Ice 11 68 9.84 h3 0.00 -2.00 SBNH-ID65C w/ Mount Pipe B From Leg 3.00 0.0000 111.00 No Ice 11.68 9.84 83 0.00 -2.00 SBNH-ID65C w/ Mount Pipe C From Leg 3.00 0.0000 111.00 No Ice 11.68 9.84 83 0.00 -2.00 FXFC A From Leg 3.00 0.0000 111.00 No Ice 4.17 1.12 55 0.00 0.00 FXFC B From Leg 3.00 0.0000 111.00 No Ice 4.17 1.12 55 0.00 0.00 (2) FXFC C From Leg 3.00 0.0000 111.00 No Ice 4.17 1.12 55 0.00 0.00 RNSDC-7771-PF-48 A From Leg 3.00 0.0000 111.00 No Ice 3.71 1.38 20 0.00 0.00 (2) ECC1920-VPUB A From Leg 3.00 0.0000 111.00 No Ice 0.54 0.19 8 0.00 0.00 (2) ECC1920-VPUB B From Leg 3.00 0.0000 111.00 No Ice 0.54 0.19 8 0.00 0.00 (2) ECC1920-VPUB C From Leg 3.00 0.0000 111.00 No Ice 0.54 0.19 8 0.00 0.00 (2) ECC1920-VPUB C From Leg 3.00 0.0000 111.00 No Ice 0.54 0.19 8 0.00 -2.00 FRLB A From Leg 3.00 0.0000 111.00 No Ice 2.41 0.90 60 0.00 -2.00 (2) FRLB C From Leg 3.00 0.0000 111.00 No Ice 2.41 0.90 60 0.00 0.00 (3) ETTI9V2S12UB A From Leg 3.00 0.0000 111.00 No Ice 0.67 0.32 11 0.00 0.00 RNSDC-7771-PF-48 B From Leg 3.00 0.0000 111.00 No Ice 3.71 1.38 20 0.00 -2.00 ETT19V2S12UB A From Leg 3.00 0.0000 111.00 No Ice 0.67 0.32 11 0.00 -2.00 ETT19V2S12UB B From Leg 3.00 0.0000 111.00 No Ice 0.67 0.32 11 0.00 0.00 ETT19V2S12UB B From Leg 3.00 0.0000 111.00 No Ice 0.67 0.32 11 0.00 -2.00 (2) ETTI9V2SI2UB C From Leg 3.00 0.0000 111.00 No Ice 0.67 0.32 11 0.00 0.00 Page Job 16 of 20 tfZxT(�14t�'X' 15AND18 (BU 880306) Project Date Tower Engineering TEP No. 46166.40189 15:31:05 11/12/15 Professionals 326 Tryon Road Raleigh, NC27603 Client Designed by Phone: (919) 661-6351 Crown Castle mtweavil FAX. (919) 661-6350 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustment Front Side Leg Lateral Vert o f lb ft t (2) FRIG A From Leg 3.00 0.0000 111.00 No Ice 2.79 1.10 57 0.00 0.00 FRIG B From Leg 3.00 0.0000 111.00 No Ice 2.79 1.10 57 0.00 0.00 FRIG C From Leg 3.00 0.0000 111.00 No Ice 2.79 1.10 57 0.00 0.00 Sector Mount [SM 501-31 C None 0.0000 111.00 No Ice 24.21 24.21 900 axe (3) DB 844H90E-XY w/ A From Leg 4.00 0.0000 91.00 No Ice 3.30 4.92 32 Mount Pipe 0.00 2.00 (3) DB 844H90E-XY w/ B From Leg 4.00 0.0000 91.00 No Ice 3.30 4.92 32 Mount Pipe 0.00 2.00 6' x 2.375" Pipe Mount A From Leg 4.00 0.0000 91.00 No Ice 1.43 1.43 20 0.00 0.00 6' x 2.375" Pipe Mount B From Leg 4.00 0.0000 91.00 No Ice 1.43 1.43 20 0.00 0.00 Sector Mount [SM 601-11 A From Leg 2.00 0.0000 91.00 No Ice 16.28 10.62 474 0.00 0.00 Pipe Mount [PM 601-11 A From Leg 0.50 0.0000 91.00 No Ice 3.00 0.90 65 0.00 0.00 Sector Mount [SM 601-11 B From Leg 2.00 0.0000 91.00 No Ice 16.28 10.62 474 0.00 0.00 Pipe Mount [PM 601-11 B From Leg 0.50 0.0000 91.00 No Ice 3.00 0.90 65 0.00 0.00 ACUTIME 2000 C From Leg 3.00 0.0000 79.00 No Ice 0.30 0.30 1 0.00 0.00 Side Arm Mount [SO 701-11 C From Leg 1.50 0.0000 79.00 No Ice 0.85 1.67 65 0.00 0.00 ACUTIME 2000 C From Leg 3.00 0.0000 62.00 No Ice 0.30 0.30 1 0.00 0.00 Side Arm Mount [SO 701-11 C From Leg 1.50 0.0000 62.00 No Ice 0.85 1.67 65 0.00 0.00 BULLET III C From Leg 3.00 0.0000 37.00 No Ice 0.08 0.08 0 0.00 0.00 Side Arm Mount [SO 701-11 C From Leg 1.50 0.0000 37.00 No Ice 0.85 1.67 65 0.00 0.00 Job tie 15AND18 (BU 880306) Tower Engineering Project TEP No. 46166.40189 Professionals 326 Tryon Road Raleigh, NC 27603 Client Phone: (919) 661-6351 Crown Castle FAX. (919) 661-6350 Bolt Design Data Page 17of20 Date 15:31:05 11 /12/15 Designed by mtweavil Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio ft in Bolts Bolt lb Allowable lb T1 148 Leg A325N 0.7500 4 202 29821 0.007 1 Bolt Tension Diagonal A325X 0.6250 1 633 6801 0.093 1 Member Block Shear Top Girt A325X 0.6250 1 56 7860 0.007 1 Member Block Shear T2 140 Leg A325N 0.8750 4 1516 40589 0.037 1 Bolt Tension Diagonal A325X 0.6250 1 1094 6801 0.161 1 Member Block Shear T3 120 Leg A325N 0.8750 4 3155 40589 0.078 1 Bolt Tension Diagonal A325X 0.6250 1 1428 9108 0.157 1 Member Block Shear Top Girt A325X 0.6250 1 43 13050 0.003 1 Member Bearing T4 100 Leg A325N 1.0000 4 5037 53014 0.095 1 Bolt Tension Diagonal A325X 0.6250 1 1654 10440 0.158 1. Member Bearing T5 80 Leg A325N 1.0000 6 4458 53014 0.084 1 Bolt Tension Diagonal A325X 0.6250 1 1644 10440 0.157 1 Member Bearing T6 60 Leg A325N 1.0000 6 5407 53014 0.102 1 Bolt Tension Diagonal A325X 0.7500 1 1688 14138 0.119 1 Member Bearing T7 40 Leg A325N 1.0000 8 4558 53014 0.086 1 Bolt Tension Diagonal A325X 0.7500 1 1620 14138 0.115 1 Member Bearing T8 20 Diagonal A325X 0.7500 1 1668 14138 0.118 1 Member Bearing Compression Checks Leg Design Data {Compression Section Elevation Size L L Kl/r A P OP„ Ratio P. No. ft ft ft inz lb [6 M4 T1 148 - 140 ROHN 2.5 STD 8.00 4.00 50.7 1.7040 -2422 63560 0.038' K=1.00 T2 140 - 120 ROHN 3 STD 20.00 4.00 41.3 2.2285 -10448 88549 0.118' K=1.00 T3 120 - 100 ROHN 3.5 EH 2O.03 5.01 46.0 3.6784 -21549 141802 0.152' K=1.00 T4 100 - 80 ROHN 4 EH 2O.04 6.68 54.3 4.4074 -32104 159905 0.201 1 K=1.00 T5 80 - 60 ROHN 5 EH 2O.04 6.68 43.6 6.1120 -41693 239378 0.174' K=1.00 T6 60 - 40 ROHN 6 EHS 20.03 6.68 36.0 6.7133 -50702 274776 0.185 ' K=1.00 T7 40 - 20 ROHN 6 EH 2O.04 10.02 54.8 8.4049 -58029 303717 0.1911 K=1.00 Job Page18 mxTQ)�;r er 15AND18 (BU 880306) of 20 Tower Engineering Project TEP No. 46166.40189 Date 15:31:05 11/12/15 Professionals 326 Tryon Road Raleigh, NC 27603 Client Designed by Phone: (919) 661-6351 Crown Castle mtweavil FAX: (919) 661-6350 Section Elevation Size L L„ Kl/r A P„ �P„ Ratio No. P. ft ft ft in' lb lb T8 20. 0 ROHN 8 EHS 20.03 10.02 41.2 9.7193 -65282 386397 0.1691 K=1.00 I P„ l c P„ controls Diagonal Design Data (Compression) Section Elevation Size L L KI/r A Pu Ratio P. No. ft ft ft inZ lb lb M, TI 148 - 140 L L75 x 1.75 x 3/16 7.78 3.61 126.3 0.6211 -615 8693 0.071 K=1.00 T2 140 - 120 L 1.75 x 1.75 x 3/16 7.82 3.60 125.6 0.6211 -1167 8765 0.1331 K=1.00 T3 120 - 100 L 2 x 2 x 1/4 9.43 4.55 139.7 0.9380 -1540 10854 0.1421 K=1.00 T4 100 - 80 L 2.5 x 2.5 x 1/4 12.43 6.08 148.5 1.1900 -1730 12186 0.1421 K=1.00 T5 80 - 60 L 2.5 x 2.5 x 1/4 14.23 6.93 169.3 1.1900 -1659 9374 0.1771 K=1.00 T6 60 - 40 L 3 x 3 x 1/4 15.99 7.73 156.6 1.4375 -1735 13234 0.131 1 K=1.00 T7 40 - 20 L 3.5 x 3.5 x 1/4 19.26 9.48 164.0 1.6900 -1708 14200 0.1201 K=1.00 T8 20 - 0 L 4 x 4 x 1/4 21.02 10.25 154.7 1.9400 -1796 18304 0.098 ' K=1.00 t P„ / �P„ controls Top Girt Design Data (Compression) Section Elevation Size L L„ Kl/r A P„ Ratio P. No. ft ft ft in lb lb P. T1 148 - 140 L2x2x3/16 6.65 6.12 186.3 0.7150 -61 4656 0.013 K=1.00 T3 120 - 100 L2x2x3/16 6.72 6.14 186.9 0.7150 -43 4625 0.0091 K=1.00 P„ l op,, controls Tension Checks Design Data (Tensio Job �xTower 15AND18 (BU 880306) Tower Engineering Project TEP No. 46166.40189 Professionals 326 Tryon Road Raleigh, NC27603 Client Phone: (919) 661-6351 Crown Castle FAX: (9.19j661-6350 Page 19 of 20 Date 15:31:05 11 /12/15 Designed by mtweavil Section Elevation Size L L. Kl/r A P. Ratio NoP . ft ft ft in' lb lb ¢P„ T1 148 - 140 ROHN 2.5 STD 8.00 4.00 50.7 1.7040 241 76682 0.0031 T2 140 - 120 ROHN 3 STD 20.00 4.00 41.3 2.2285 6065 100281 0.0601 T3 120 - 100 ROHN 3.5 EH 2O.03 5.01 46.0 3.6784 12622 165529 0.076' T4 100 - 80 ROHN 4 EH 2O.04 6.68 54.3 4.4074 20147 198335 0.1021 T5 80 - 60 ROHN 5 EH 2O.04 6.68 43.6 6.1120 26746 275039 0.097 1 T6 60 - 40 ROHN 6 EHS 20.03 6.68 36.0 6.7133 32443 302097 0.107 ' T7 40 - 20 ROHN 6 EH 2O.04 10.02 54.8 8.4049 36460 378222 0.096 ' T8 20-0 ROHN 8 EHS 20.03 10.02 41.2 9.7193 39965 437369 0.091 ' t P „ / �P„ controls Diaaonal Design Data {Tension Section Elevation Size L L Kl/r A P. �P„ Ratio P. No. ft ft ft ins lb lb p T1 148 - 140 L 1.75 x 1.75 x 3/16 7.78 3.61 84.0 0.3604 633 15675 0.0401 T2 140 - 120 L 1.75 x 1.75 x 3/16 7.82 3.60 83.6 0.3604 1094 15675 0.070' T3 120 - 100 L 2 x 2 x 1/4 9.43 4.55 92.1 0.5629 1428 24485 0.058 1 T4 100 - 80 L 2.5 x 2.5 x 1/4 12.43 6.08 96.8 0.7519 1654 32707 0.051 ' T5 80 - 60 L 2.5 x 2.5 x 1/4 14.23 6.93 110.1 0.7519 1644 32707 0.0501 T6 60-40 L 3 x 3 x 1/4 15.99 7.73 101.5 0.9141 1688 44561 0.038' T7 40 - 20 L 3.5 x 3.5 x 1/4 19.26 9.48 105.8 1.1034 1620 53793 0.030' T8 20-0 L 4 x 4 x 1/4 20.15 9.82 95.4 1.2909 1668 62933 0.0271 t P u / r P„ controls Section Elevation No. ft T 1 148 - 140 T3 120 - 100 I P„ / �P„ controls TotD Girt Design Data (Tension Size L L„ Kl/r A ft ft in L2x2x3/16 6.65 6.12 124.6 0.4308 L2x2x3/16 6.72 6.14 125.0 0.4308 Section Capacity Table P. lb 56 14 �P„ Ratio Pm lb OP 18739 0.003 ' 18739 0.001 ' Section Elevation Component Size Critical P OP11,,,,. % Pass ft Type Element lb lb Capacity Fail No. T1 148 - 140 Leg ROHN 2.5 STD 2 -2422 63560 3.8 Pass T2 140 - 120 Leg ROHN 3 STD 20 -10448 88549 11.8 Pass T3 120 - 100 Leg ROHN 3.5 EH 53 -21549 141802 15.2 Pass T4 100 - 80 Leg ROHN 4 EH 83 -32104 159905 20.1 Pass T5 80 - 60 Leg ROHN 5 EH 104 -41693 239378 17.4 Pass T6 60 - 40 Leg ROHN 6 EHS 125 -50702 274776 18.5 Pass Job Page20 ti-ExTo er 15AND18 (BU 880306) of 20 Project Date Tower Engineering TEP No. 46166.40189 15:31:05 11/12/15 Professionals 326 Tryon Road Designed by Raleigh, NC27603 Client Phone: (919) 661-6351 Crown Castle mtweavil FAX. f919) 661-6350 Section Elevation Component Size Critical P ¢P.11-. % Pass No. .t Type Element lb lb Capacity Fail T7 40 - 20 Leg ROHN 6 EH 146 -58029 303717 19.1 Pass T8 20-0 Leg ROHN 8 EHS 161 -65282 386397 16.9 Pass T1 148 - 140 Diagonal L 1.75 x 1.75 x 3/16 7 -615 8693 7.1 Pass 9.3 (b) T2 140 - 120 Diagonal L 1.75 x 1.75 x 3/16 23 -1167 8765 13.3 Pass 16.1 (b) T3 120 - 100 Diagonal L 2 x 2 x 1/4 67 -1540 10854 14.2 Pass 15.7 (b) T4 100 - 80 Diagonal L 2.5 x 2.5 x 1/4 85 -1730 12186 14.2 Pass 15.8 (b) T5 80 - 60 Diagonal L 2.5 x 2.5 x 1/4 106 -1659 9374 17.7 Pass T6 60 -40 Diagonal L 3 x 3 x 1/4 127 -1735 13234 13.1 Pass T7 40 - 20 Diagonal L 3.5 x 3.5 x 1/4 148 -1708 14200 12.0 Pass T8 20-0 Diagonal L 4 x 4 x 1/4 163 -1796 18304 9.8 Pass 11.8 (b) T1 148 - 140 Top Girt L2x2x3/16 4 -61 4656 1.3 Pass T3 120 - 100 Top Girt L2x2x3/16 57 -43 4625 0.9 Pass Summary Leg (T4) 20.1 Pass Diagonal 17.7 Pass (T5) Top Girt 1.3 Pass (T1) Bolt Checks 16.1 Pass RATING = 20.1 Pass Program Version 6.1.4.1 - 12/17/2013 File:C:/Users/mtweavil/Desktop/SA's/SST/2015115 and 18 46166.40189/Seismic/A7-10/Seismic_A7-10_880306_LC7.eri CCCROWN CASTLE March 24, 2016 City of Federal Way Department of Community Development Services 33325 8th Avenue South Federal Way, WA 98003 RECEIVED CITY UI- FEDERAL WAY C6 Crown Castle 1505 Westlake Avenue North, Suite 800 Seattle, WA 98109 RE: Eligible Facilities Request to modify equipment on a communications Tower located at 1741 S 356th St, Federal Way, WA 98003 Crown Site 880306 / Crown Site Name: R&L Clearing / 4 Carrier Customer Site ID SE04768A Crown Castle on behalf of T-Mobile West LLC ("T-Mobile") is submitting the attached Eligible Facilities Request application to add, remove, modify, or replace Transmission Equipment on a telecommunications Tower located at 1741 S 356th St in the City of Federal Way. Section 6409 of the Middle Class Tax Relief and Job Creation Act of 2012, commonly known as the "Spectrum Act" (Pub. Law No. 112-96,126 Stat 156), mandates that state and local governments "may not deny, and shall approve, any eligible facilities request for a modification of an existing wireless tower or base station that does not substantially change the physical dimensions of such tower or base station." Under federal law, an Eligible Facilities Request is deemed granted sixty (60) days after a complete application is filed with a local jurisdiction. T-Mobile proposes to modify an existing unmanned Wireless Communication Facility as follows: • Remove (4) panel antennas ■ Install (5) new panel antennas • Install (8) diplexers • Install (3) radio heads (FRLBs) • Install (1) radio head (FRIG) ■ Install (1) FXFC unit • Install (1) COVP box • And install (1) HCS cable on existing tower T-Mobile is committed to working cooperatively with all jurisdictions around the country to secure expeditious approval of requests to modify existing personal wireless service facilities. If you should require more information regarding the Spectrum Act, please do not hesitate to contact me with your questions. Sincerely, ,baron HottelC, Crown CastCe, oho T'"MobiCe The Foundation for a Wireless World. Crown Castl e.com CROW N N URGENT Crown 5Castle 05 Westlake Avenue North, Suite 800 CC CASTLE RESPONSE Seattle, WA 98109 REQUIRED November 6, 2oi5 ECEIVEP VIA USPS/Email: r dearin .co 4A R 2 6 2016 russ@rlclearing.com CITY OF FEDERAL 1NA1` CDS Russell R Lloyd PO Box 1046 Auburn, W.A. 98o7i —BU 890306 an i8-JV, 1 S 356th St.; Federal Way,WA 9800g --`- -- — - — - PCS Site Agreement dated June 18,1996, as Amended "Lease" Consent for Modification — T-MobileApp 315620 Dear Mr. Lloyd, Pursuant to an agreement between STC Five LLC ("Sprint") and Global Signal Acquisitions H LLC ("GSA"), GSA subleases and/or otherwise operates the tourer site that is subject to the Lease on behalf of Sprint. GSA is a Crown Castle company. GSA and its subsidiaries is. the owner and operator of shared wireless communication facilities. In order to better serve the public, minimize the amount of towers in an area where a Lease is located, and/or improve the financial viability of a site, GSA plans to modify T-Mobile's equipment at the wireless communication facility. Sprint has authorized GSA to contact you and request consent to the modification of the existing equipment. Pursuant to Exhibit C of your Lease, Sprint is required to obtain your consent. Therefore, GSA, an behalf of Sprint, respectfully requests your consent to this modification. "If Owner does not respond in writing within so days following request for approval, such request will be deemed to have been approved by Owner." Please indicate your consent by executing this letter where indicated below and return one original of same to the address indicated above. A prepaid envelope is included for your convenience. If you have any questions concerning this issue, please contact me at (2o6)336-2883 or sarah.arnold@crowneastle.com. Sincerely, Agreed and ae meted this -LCL day of 12015 Sa.ra.Gi, Arcs Lob ssor's signature) Real Estate Specialist The Foundation for a Wireless World. CrownCastle.com CITY OF Federal Way W11VED MAR 2 & 2016 CITY OF FEDERAL WAY CDS APPLICATION NO(S) �iY r! O /�z U c� — UP MASTER LAND USE APPLICATION Project Name 880306 T-Mobile 700 - SE04768A - R&L Clearing Property Address/Location 1741 S 3561h St, Federal Way, WA 98003 Parcel Number(s) 282104-9178 DEPARTMENT OF COMMUNITY DEVELOPMENT 33325 8`h Avenue South Federal Way, WA 98003-6325 253-835-2607; Fax 253-835-2609 www.cityoffederalway.com Date Z3 /6 Project Description REMOVAL OF 4 PANEL ANTENNAS WITH THE ADDITION OF 5 PANEL ANTENNAS 8 DIPLEXERS 3 FRLB 1 FRIG 1 FXFC 1 COVP BOX AND 1 HCS CABLE MOUNTED ON AN EXISTING SELF SUPPORT TOWER; ALSO THE ADDITION OF 1 COVE BOX 2 FSMF 1 ESMB 1 FBBA AND 2 FBBC AT EXISTING GROUND EQUIPMENT. PLEASE PRINT Type of Permit Required Annexation Binding Site Plan Boundary Line Adjustment Comp Plan/Rezone Land Surface Modification Lot Line Elimination Preapplication Conference X Process I (Director's Approval) Process II (Site Plan Review) Process III (Project Approval) Process IV (Hearing Examiner's Decision) Process V (Quasi -Judicial Rezone) Process VI SEPA w/Project SEPA Only Shoreline: Variance/Conditional Use Short Subdivision Subdivision Variance: Commercial/Residential Required Information CE Commercial Enterprise) Zoning Designation Commercial Comprehensive Plan Designation N/A Value of Existing Improvements $45,000 Value of Proposed Improvements International Building Code (IBC): U S-2 Occupancy Type IIB Construction Type Applicant Name: T-Mobile submitted by Aaron Hottell obo Crown Castle Address: 1505 Westlake Ave N, Suite 800 City/State: Seattle, WA Zip: 98109 Phone: 206-336-3225 Fax: Email: aaron.hottell@crowncastle.com Signature: Agent (if different than Applicant) Name: Address: City/State: Zip: Phone: Fax: Email: Signature: Owner Name: Russell R Lloyd Address: PO Box 1046 City/State: Auburn, WA Zip: 98071-1046 Phone: Fax: Email: Signature: See Attached