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Home My WebLink AboutSTRUCTURAL ANALYSIS REPORT, IE�0� at&t September 7, 2017 Dennis Demarco MasTec Network Solutions, LLC 6100 Broken Sound Parkway, Suite 6 Boca Raton, FL 33487 SCANNED BY St. Lucie County Subject: Structural Analysis — Existing Antenna Mounts [310] AT&T Site: WFTPIERCE (FP30) [FA# 100805021 Site Address: 8701 Orange Avenue, Fort Pierce, FL 34945 APX Project: 17-0107.101 Dear Mr. Demarco: ax ENGINEERING GROUP APX Engineering Group, LLC (APX) understands that you have requested a statement confirming that the proposed replacement AT&T antenna mounts to be located at the above -referenced site can adequately support the proposed AT&T equipment loading configuration. This letter was based on information obtained from our representatives in the field, published catalog information, and information provided by AT&T. It is our understanding that AT&T would like to replace their existing mounts and support their proposed equipment with new Connect -IT Wireless # PVFM12-3-3-96-3 heavy-duty v-frame mounts. As indicated in the wind load calculations attached, the proposed antenna equipment loading will have its weight, projected area, and wind loading within the design parameters of the proposed mounts based on the design information listed in the mount manufacturer's specification sheet. Therefore, based on our analysis, the proposed Connect -IT Wireless # PVFM12-3-3-96-3 mounts will support the proposed AT&T loading. Should you have any questions or wish to discuss any aspect of this letter, please do not hesitate to contact the undersigned. Sincerely, APX Engineering Group, LLC Michael A. Phillips, P.E. Chief Engineer Florida License #68312 Wind Load -Appurtenance In Accordance With The TIA-222-G Standard APX Engineering Group, LLC 3400 Lakeside Drive, #525, Miramar, FL 33027 AT&T WFTPIERCE (FP30), 17-0107.101 M. Phillips, September 2017 .. r'; Design Parameters Wind Speed, Va,d = 122 mph (TIA 2.6.1 and Annex B) Exposure = C (TIA2.s.5) Structure Class = I I (TIA Table 2-1) Topo Category 1 (TIA z.s.s.2) H = NIA ft (Crest Height Above Surrounding Terrain) Structure Type = Self -Supporting h = 25q ft (Height of Structure) Wind Load Appurtenance Type Z H W D (ft) Ift) (ft) (ft) Page 1 of 1 1 = 1.0 (TIA Table 2-3) Kz,min = 0.85 (TIA Table 2-4) Gh = 0.85 (TIA 2.6.7) Ka = 1.0 (TIA Table 2-0) f = N/A (TIA Table 2-5) Z9 = 900 (TIA Table 2-4) Kt = N/A (TIA Table 2-5) e = 2.72 (Nat. Log Base) a = 9.5 (TIA Table 2-4) Kh = N/A (TIA 2.6.6.4) Ka = e ;o. (TIA 2.6.9.2) Ca = e iuw (Force Coefficient, TIA Table 2-8) Skew 1, 6t = 0° (TIA Figure 2-4) qz = 0.00256KzKztKdVZI (Velocity Pressure, TIA 2.6.9.6) Skew 2, BZ = 00 ((!A Figure 2-4) F = q,Gh(EPA)A (TIA 2.6.9.2) Round Ka K. Kt Kd qz Ca Ca FF,°°, Fs;da Skew of 0t Skew of BZ Wt. ? (psp Front Side (Ibs) (Ibs) FFranr Fidde FFrant Fside (Ibs) Andrew SBNHH-1 D85B Panel 146 6.08 0.99 0.59 N 1.0 1.37 1.0 0.85 44.4 1.36 1.51 309 205 309 205 309 205 42.1 50.6 54.0 20.0 Ericsson RRUS-32 (Side) Radio 146 2.27 0.58 1.01 N 1.0 1.0 1.0 1.37 1.0 0.85 44.4 1.26 1.20 63 104 63 104 63 104 Ericsson RRUS-11 (Side) Radio 146 1.42 0.77 1.48 N 1.37 1.0 0.85 44.4 1.20 1.20 49 95 49 95 49 95.2 Raycap DC6-48-60-18-8C squid OVP 146 2 0.92 0.92 Y 1.37 1.0 0.95 49.6 0.70 0.70 54 54 54 54 54 54.1 KMW ET-X-UW-68-14-65-18-iR-AT Panel 11 6.00 1 0.53 N 1.0 1.37 1.0 0.85 44.4 1.36 1.55 307 184 307 184 307 184 43.9 Mount Type Z (ft) (EPA)N z (fi) (EPA)T z (ft) (EPA)q z (ft) Kz Kzt Kd qz (psf) Ka Fn°m (Ibs) Fside (Ibs) FFr°m (plf) Fside (pit) Dish Type yp z (ft) D (ft) A (ft) CA CA Cs CM Kz Kzt Ka qz Fed (Ibs) FsM (Ibs) MM (Ib-fit) Wt. (Ibs) Definitions: Panel = Panel or Directional Antenna, Omni = Omni -Directional Antenna, Dish = Microwave Dish Antenna, Radio = Remote Radio Unit (RRU), TMA =Tower Mounted Amplifier Antenna Mount Evaluation :A In Accordance With The Manufacturers Specifications AT&T APX Engineering Group, LLC WFTPIERCE (FP30), 17-0107.101 3400 Lakeside Drive, #525. Miramar. FL 33027 M. Phillios. Sentember 2017 . Page 1 of 1 Loading (Worst -Case Sector) Appurtenance pp Q A ft� Front, ) 'A'' ft'�F' Stle ( ), Ibs' k- Front ( ) F(Ibs) �, Sitlo _�' Weight f. AndrewSBNHH-1D85B 3 18.07 10.78 928 614.1 126.3 Ericsson RRUS-32 (Side) 3 3.97 6.86 188.9 310.5 151.8 Ericsson RRUS-11 (Side) 1 1.09 2.10 49.2 95.2 54.0 Raycap DC6-48-60-18-8C squid 1 1.83 1.83 54.1 54.1 20.0 Total Loads = 25.0 1 21.6 1 1221 1074 1 352 Design Loading Appudgnance, -� Qty• AFro°rlft2) 4swe (ft�) ' Frro°r (IlSs) -Fsiaa� (Ibs)-. Weight e ( s Total 47.2 28.3 2720 1 1632 1000 AFiont (ft?) Aside W) .rtFEront (Ibs)'° `Fsiue (Ibs) y= r Weight ;y (Ibs)' 52.9% 76.2% 44.9% 65.8% 35.2% Maximum Utilization = 76.2% OK 4 3 2 REVISION STATUS OF SHEETS REVISIONS CHANGENO. ZON RE DESCRIPTION DATE APPROVED SHT 1 2 3 4 5_I 6 1 7 8 1 9 1 10 1 11 1 12 1 13 REV N/C WC N/C N/C N/C N/C N/C N/C N/C N/C N/C WC WC NOTES' 1. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 GRADE. D 2. ALL CONNECTIONS SHALL CONFORM TO AISC MANUAL OF STEEL CONSTRUCTION. D ALL BOLTS SHALL BE A325-X; SIZE AS SHOWN ON DRAWING. ALL RODS SHALL BE ASTM A36; SIZE AS SHOWN ON DRAWING. 3. ALL STRUCTURAL STEEL SHALL BE FABRICATED TO FITAT BOLTED CONNECTIONS WITHIN 1/16 INCH TOLERANCE. a 4, STRUCTURAL STEEL SHALL NOT BE FLAME CUT UNDER ANY CIRCUMSTANCES WITHOUTAPPROVAL OF THE ENGINEER S. ALL WELDING SHALL BE DONE BY AN AWS CERTIFIED WELDER AND IN COMPLIANCE WITH AWS DI.I. ALL WELD SIZES SHALL BE THE MAXIMUM ALLOWED BY THE MATERIAL BEING WELDED WITH 0.30 WIRE WIRE -WELD, 6. HOT DIP GALVANIZE ALL STRUCTURAL STEEL. TOUCH UP ALL FIELD WELDS AND ABRADED AREAS WITH TWO COATS OF GALVANIZED PAINT. 7. DO NOT EXCEED THE LOAD LIMIT SHOWN IN TABLE A (SHT 2) OR TABLE B (SHT 3). 8. ALL 1/2" FASTENERS MUST BE TORQUED 50-60 FT-LBS. c 9. ALL 3/4" FASTENERS MUST BE TORQUED 175-195 FT.-LBS. c 10. SEE UFS-HD DRAWING (L11ENG023) FOR FOOT KIT INSTALL DETAILS. 11. SEE COP2-25 DRAWING (Ll3ENG025F) FOR CROSSOVER PLATE INSTALL DETAILS. 12. SEE HDSA-DS DRAWING (1_16ENG025B) FOR STIFFARM INSTALL DETAILS. 13. BOTH TOWER TIEBACKS ARE REQUIRED FOR LOAD & WIND RATING: 14. SEE TABLES ON SHEETS FOR APPROPRIATE LENGTH FACE PIPE. a z7 12NA NUT HE%-1/2"-13 NOTES 15. SEE TABLES ON SHEET3 FOR APPROPRIATE LENGTH MAST PIPE, a 26 a 12NA WASHER LOCK- 1/2' 16. SEE TABLES ON SHEET FOR AVERAGE ASSEMBLY WEIGHTS. z5 a 24 12FW 12-214BA WASHER FLAT- 1/2" BOLT- 1/2'-13x2.1/4" NOTE 17. SEE TABLES ON SHEET 3 FOR MAX. PROJECTED ASSY AREA (EPAT SQ. IN.). 2 23 34NA NUT HEX-3/4'-10 NOTE 9 18. SEE TABLES ON SHEET 3 FOR MAX. NORMAL PROJECTED AREA (EPA SQ IN.), 2 22 34LW WASHER LOCK-3/4" N 4 21 34FW WASHER FLAT-3/4" 2 20 34-212BA BOLT-3/4'-10x2-1/2' NOTE 1 12 SSC1 WIVEL STIFFARM CLAM VARIOUS 1 11 GP150-25 PIPE- 2-3/8-OD SCH40 A36 GALV. STEEL 12- 6- 1 10 SSCI-DCP SWIVEL STIFFARM CLAM VARIOUS B 2 9 HDSA-DS STIFFARM KIT VARIOUS NOTE 12 B GPxx-30 PIPE- 2-718.OD SCH40 A36 GALV. STEEL NOTE 15 COP2-25 CROSSOVER PLATE KIT VARIOUS NOTE 11 GPxn.30 PIPE- 2.7/8'OD SCH40 A36 GALV. STEEL NOTE 14 WFGM WELDED TUBE GATE VARIOUS WTGM-PP PIVOT PLATE A36 GALV. STEEL MY... UFS-FA FOOT ADAPTER VARIOUS UFS-HD D UNIVERSAL FOOT SE VARIOUS NOTE 10 PVFM fw n-mh-3 25°FACE8 25'WkST VARIOUS PARTOR NOMENCIATURE MATERIAL SPECS/ DAD IDENTIFYING NO. REMARKS REOTS THIRD ANGLE PROJECTION 177 US HWY ONE SUITE 0310 CONNECT -IT WIRELESS IN61 ENGINEERING TEOUESTA, FL 33469 E A -ANALYSES & SOLUTIONS USA (561) 744-0510 f "• ENGINEER DATE PVFM(fw)-3-n-mh-3 FRANK ANDREW FORE,, P.E. DATE \\�4WW// DESIGN ENGINEER : F.A. FORE P.E. 04-22-16 PIPE FACE V-FRAME BOOM GATE PREPARED UNDER CONTRACT STRUCTURES ENGINEER: F.A. FORE P.E. 04-24-16 SIZE CAGE CODE: DWG N0: DRAFTSMAN: 4256, C L16ENG023 G SEAL FURNISHED UNDER CONTRACT APPROVED BY: LIC. NO. JOB NO: 16ENG023 CAD FILE NAME: JPVfmfw3-n-mh3.DBm SHEET: 1of 13 REVISION: WC SCALE 0.04811 4 3 T 2 1 1 AT&T MOUNT DESIGN CRITERIA AND PARAMETERS: Load rating determined in accordance with: TIA-EIA-222-G-4 A.S.C.E. 7-10 BASIC WIND SPEED WITHOUT ICE, V: (See Table A) BASIC WIND SPEED WITH ICE, V (See Table A) DESIGN ICE THICKNESS, 1. 0", 0.5", & 1.0" WIND DIRECTION FACTOR, Kd: 0.95 RISK CATEGORY: II STRUCTURE CLASS: II IMPORTANCE FACTOR, I: 1.00 MOUNT & ANTENNA CL. 300' AGL EXPOSURE CATEGORY: C VELOCITY PRESSURE COEFFICIENT, Ki 0.85 TOPOGRAPHIC CATEGORY: 1 TOPOGRAPHIC FACTOR, Kzt: 1.0 GUST EFFECT FACTOR, Gh: 1.00 1. AT&T load limits are calculated with four (Heavy-5 and Heavy-10) or five (WLL only) symmetrically arranged mount pipes located across the front face of the mount. 2. (EPA)N is the total combined effective projected area of the normal (front) face of the antenna, mount pipe, radio and any other appurtenance attached to the mount pipe. 3. (EPA)T is the total combined effective projected area of the transverse (side) face of the antenna, mount pipe, radio and any other appurtenance attached to the mount pipe. 4. FACTORED WEIGHT is the factored vertical down load due to total combined factored weight of antenna, radio, and all other appurtenance attached to the mount pipe for bare and iced conditions. 5. Factored ice thickness was applied to all mount members and is included in the EPA and factored vertical down loads shown in the table. 6. The EPA's & Factored Weights shown in the table for the Iced Condition are based on escalated ice thickness. 7. The EPA's & Factored Weights shown in the table apply at each mount pipe location. 8.The design wind force was determined in accordance with 2.6.9. 9. Mount is also designed for maintenance conditions using the fallowing parameter changes: 40 mph, 3-second gust Basic Wind Speed for bare condition. EPA's and Factored Weights as noted for the Bare Condition in the mount classification table. A nominal (unfactored) live load of 500 lbs. at the worst case mount pipe location. A nominal (unfactored) live load of 250 Ibs. at the worst case location of horizontal members, excluding the tieback. TABLE A- AT&T MOUNT DESIGN CRITERIA AND CLASSIFICATIONS Bare Condition Iced Condition Mount Classification Basic Wind Speed (MPH) (EPA)N (s . fU (EPA), (s : R) attar¢ Wei ht 9 Bozic Wind peed (MPH Desi n Ice Thickness (EPAiN (s . R) (EPA)T (e R) actor¢ Weight 9 t@O' AGL 1. @3Od AGL Heavy-5 90 15.0 15.0 375 50 0.50" 1.25' 19.5 19.5 750 Heavy-10 120 15.0 15.0 663 60 1.00" 2.49- 240 24.0 1,325 Heavy-WLL 120 17.5 17.5 1 530 60 1.00" 2.49' 24.0 24.0 1,060 4 FRANK ANDREW FORE, P.E. DATE 42561 LTC. NO. SEAL THIRD ANGLE PROJECTION /1: 6l� 177 US HWY ONE Im SUITE R310 EIGICUM TEOUESTA, FL 33469 ANALYEE386DL00045 USA (561)74 ". ENGINEER DATE DATE DESIGN ENGINEER: F.A. FOREP.E, 04-22-1E PREPARED UNDER CONTRACT STRUCTURES ENGINEER: F.A. FOREP.E. 04-24-1E DRAFTSMAN: FURNISHED UNDER CONTRACT APPROVED BY: JOB NO: 1RFNr;n93 CADFILENUE: /I frfw3-n-mh3acm CONNECT -IT WIRELESS, INC'1 PVFM(fw)-3-n-mh-3 PIPE FACE V-FRAME BOOM GATE A SIZE UAUL CUUt: UWU NU: C L16ENGO: SHEET: 2 of 13 REVISION: NIC SCALE: FBC 2014 MOUNT DESIGN CRITERIA AND PARAMETERS: Load rating determined in accordance with: TIA-EIA-222-G-4 A.S.C.E. 7-10 FLORIDA BUILDING CODE 2014 BASIC WIND SPEED WITHOUT ICE, V: 181 MPH (U/ LT) or 140 MPH (VASD) DESIGN ICE THICKNESS, ti: 0" WIND DIRECTION FACTOR, Kd: 0.85 RISK CATEGORY: II STRUCTURE CLASS: II IMPORTANCE FACTOR, I: 1.00 MOUNT &ANTENNA CL: 150' AGL EXPOSURE CATEGORY: C VELOCITY PRESSURE COEFFICIENT, Ki 0.85 TOPOGRAPHIC CATEGORY: 1 TOPOGRAPHIC FACTOR, K.l 1.0 GUST EFFECT FACTOR, Gh: 0.85 1. FBC 2014 load limits are calculated with 3, 4, or 5 symmetrically arranged mount pipes located across the front face of the mount 2. (EPA)N is the total combined effective projected area of the normal (front) face of the antenna, mount pipe, radio and any other appurtenance attached to the mount pipe. 3, (EPA)T is the total combined effective projected area of the transverse (side) face of the antenna, mount pipe, radio and any other appurtenance attached to the mount pipe. 4. FACTORED W EIGHT is the factored vertical down load due to total combined factored weight of antenna, radio, and all other appurtenance attached to the mount pipe for bare and iced conditions. 5. Factored ice thickness was assumed 0" in the EPA and factored vertical down loads shown in the table. 6. The EPA's & Factored Weights shown in the table for the Iced Condition are based on 0" escalated ice thickness. 7. The EPA's & Factored Weights shown in the table apply at each mount pipe location. 8.The design wind force was determined in accordance with 2.69. 9. Mount is also designed for maintenance conditions using the following parameter changes: 40 mph, 3-second gust Basic Wind Speed for bare condition. EPA's and Factored Weights as noted For the Bare Condition in the mount classification table. A nominal (unfactored) live load of 500 Ibs. at the worst case mount pipe location. A nominal (unfactored) live load of 250 Ibs, at the worst case location of horizontal members, excluding the tieback FRANK ANDREW FORE, P.E. GATE 42561 LIC. NO. SEAL TABLE B- FLORIDA CODE SPECIFIC HIGH WIND MOUNT DESIGN CRITERIA Mast Height 72-84" 96-114" Mac Combined Fadared Weight 1,100 Ibs 1.000 Ibs Max. Combined Factored Load Foree (P-A): 2,864 lbs 2,720 Ibs. Max Combined EPA at 181 MPH (V ) OR 140 MPH (V , ): 8,288 s : in. 7,817 s .-im Mac Combined EPA at 194 MPH (V ) OR 150 MPH (V ): 7,155 s : in. 6,798 s .-in. THIRD ANGLE PROJECTION 177 US HWY ONE Im SUITE 0310 ENXER14 TEGUESTA FL 33469 ANnLVSE58 SOLUTIONS USA (561) 74 ENGINEER DATE DATE DESIGN ENGINEER: F.A. FORE P.E. 04-22-16 BY: I 16ENG023 CAD FILE NAME: CONNECT -IT WIRELESS, I PVFM(fw)-3-n-mh-3 PIPE FACE V-FRAME BOOM GATE I A SIZE GAGE CODE: DWG NO: C LI6ENG023 SHEET: 301`13 1 REVISION: N/C SCALE: oIIIIIIIIII 1112111111111111 BI E 4 ( 3 PIPE FACE V-FRAME BOOM GATE SCHEDULE 10' 8" WIDE 2-7/8" OD FACE PIPE (GP126-30) PART NUMBER 2-7/8" OD MASTS ASSY. WEIGHT PROJECTED AREAS n P/N HEIGHT EPAT EPAN PVFM10-3-3-72-3 3 GP72-30 72" 693 2,097 l.124 PVFM10-34-72-3 4 746 2,445 1,124 PVFM10-3-5-72-3 5 799 2.526 1.124 PVFM103-3A4-3 3 GP84-30 84" 711 2.200 1.159 PVFM10-3-4-84-3 4 770 2,583 1,159 PVFM10-3-5-84-3 5 829 2,699 1,159 PVFM103396-3 3 GP96-30 96" 729 2,304 1,193 PVFMIO-34-96-3 4 794 2,721 1,193 PVFMID-35-96-3 5 8BE 2,871 1,193 PVFM103-3-114-3 3 GPI14-30 114" 756 2,459 1,245 PVFM10-3-4A14-3 4 830 2.928 1.245 PVFMI0-3.5A14-3 5 904 3,130 1,245 PVFM70-33-126.3 3 GP126-30 126" 771 2,563 1,280 PVFMIO-34426-3 4 850 3,056 1,280 PVFM10-35-126-3 5 929 3,303 1 1,280 IPE FACE V-FRAME BOOM GATE SCHEDULE 12' 6" WIDE 2-7/8" OD FACE PIPE (GP150-30) RT BER 2-7/8" OD MASTS ASSy, WEIGHT PROJECTED AREAS n P/N HEIGHT EPAT EPAN 3.3-72-3 3 GP72-30 72" 716 2.166 1.124 -4-72-3 4 769 2,514 1,124 -5-72-3 E 5 822 2,595 1.124 -3-84-3 3 GP8430 84" 734 2,269 1,159 3<A4-3 4 793 2,652 1,159 3-5-84-3 5 852 2.768 1,169 3-3-9&3 3 GP9&30 96" 752 2.373 1,193 344-96-3 4 817 2,790 1.193 -3-5-9&3 5 082 2,940 1,193 PVFM12-3-3-114-31 3 1 GPI14-30 114"2,997 2,528 1.245 PVFM12-3-4414-3 4 1,245 PVFM123-5-114-3 5 3,199 1.245 PVFM1233-12&3 3 GP126-30 126"3,135 M794 2,632 1,280 PVFM 1234126-3 4 1,280 PVFM123-5-126-3 5 3,372 1,280 FRANK ANDREW FORE, P.E. DATE 42561 LIC. NO, SEAL 4 2 PIPE FACE V-FRAME BOOM GATE SCHEDULE 14' 6" WIDE 2-7/8" OD FACE PIPE (GP174-30) PART NUMBER 2-7/8" OD MASTS ASSY, WEIGHT PROJECTED AREAS n P/N IHEIGHT EPAT I EPAN PVFM143-3-723 3 GP72-30 72" 739 2,235 1,124 PVFM143-4-72-3 4 792 2,583 1,124 PVFM14-3-5-72-3 5 845 2,664 1,124 PVFM143-3-84-3 3 GP84-30 84" 757 2,338 1,159 PVFM143-034-3 4 816 2,721 1.159 PVFM143-5.84-3 5 875 2,837 1.159 PVFM14-3-3-96-3 3 GP9630 96" 775 2.442 1,193 PVFM143.4-9&3 4 840 2,859 1,193 PVFM143-5-96-3 5 905 3,009 1,193 PVFM14-3-3-114-31 3 GP114-30 114" 802 2,597 1,245 PVFM14-3-4-114-3 4 876 3.066 1,245 PVFM14-3-5-114-3 5 950 3.268 1,245 PVFM74-3-3426.3 3 GP126-30 126" 817 2,701 1,280 PVFM1434-126-3 4 896 3,2 1,280 PVFM14-3-5-126-3 5 975 3,4404 1 1,280 THIRD ANGLE PROJECTION Am ENSMERM ,.ANALYSES BSOL11110NS ENGIN DESIGN ENGINEER: F.A. FOF PREPARED UNDER CONTRACT STRUCTURES ENGINEER: F.A. FOF DRAFTSMAN: FURNISHED UNDER CONTRACT APPROVED BY: JOB NO: 16ENG023 CAD FILE NAME: 3 IIIIIIIIo Pipe Face V-Frame Pan Number Scheme: PVFM(fw)-fd-n-mh-md 2 = 02-3/8" OD 3 = 02-7/8" OD n: Numberof MaslE 3 = 3 masts 4 = 4 masts 5 = 5 masts mh: Mast Height 72 = 72' [a IF 84 = 84" !all 96 = 96" all 114 = 114"tall 126 = 126"tall md: Mast Diameter 1i 10 177 USH 9310 SUITE R310 _DA(561) 44FIL 33469 JSA (561) 744-0510 CONNECT -IT WIRELESS INe 1 A PVFM(fw)-3-n-mh-3 PIPE FACE V-FRAME BOOM GATE DATE E. 04-22-i6 E. 04-24-16 SIZE I C CAGE CODE: DWG NO: L16ENG023 G fmfW-3-nnnh-3.asm SHEET: 4 of 13 REVISION: N/C SCALE: N/A 2 1 4 3 2 REVISIONS C HNNGE NO. ZON RE OESCRIPiION DATE D D NOTE: 1. 3, 4, OR 5 MASTS ARE THE ONLYTHREE ALLOWABLE CONFIGURATIONS. 2. ONLYTHE CONFIGURATIONS SHOWN ARE ALLOWABLE. 3. MASTS MUST BE EQUALLY SPACED AS SHOWN. 4. IT IS PERMIISSIBLE TO MIX MAST PIPE DIAMETERS, BUT NOT LENGTHS, S, BOTH STIFF ARMS ARE REQUIRED FOR ALL THREE CONFIGURATIONS. 3 ANTENNA MASTS O C B 311 B 4 ANTENNA MASTS 5 ANTENNA MASTS THIRD ANGLE PROJECTION 177 US HWY ONE SUITE#310 CONNECT -IT WIRELESS IN EIGN MW TEOUESTA, FL 33469 I A� ANALVSES&SOLUTIONS USA(561)744-0510 ENGINEER DATE PVFM(fw)-3-n-mh-3 FRANK ANDREW FORE, P.E. DATE DESIGN ENGINEER: F.A. FORE P.E. 04-22-16 PIPE FACE V-FRAME BOOM GATE A PREPARED UNDER CONTRACT STRUCTURES ENGINEER: F.A. FORE,P.E. 04-24-16 SIZE CAGE CODE: DWG NO: 42581 - DRAFTSMAN: APPROVED BY: C L16ENG023 G LIC. NO. SEAL FURNISHED UNDER CONTRACT JOB NO: 16ENG023 CADFILENAME Jpyfmfw-3--mh-3.asm SHEET: 50f 13 REVISION: WC I SCALE: 0.048/1 4 3 2 1 1 4 3 2 D f 10.0 REVISIONS CHANGENO. ZONEIRE4 DESCRIPTION ORTE APPROVED D MAX TOWER Ate— TOWS 10 i 10 2 C SEE DETAIL P C 3 1 4 p 00 00 5 A— 5 B B SEE DETAIL G DETAILO THIRD ANGLE PROJECTIONam 177 USHWYE93 ONE SUITE C310 CONNECT -IT WIRELESS IN� DGINFFAING TEQA(661) FL I A FRANKANDREWFORE,P.E. DATE ANALYSE58SOlUT10N5 USA (561)744-0510 0510 o ENGINEER DATE PVFM(fw)-3-n-mh-3 ��1VV� DESIGN ENGINEER: F.A. FORE P.E. OA-?Z-16 PIPE FACE V-FRAME BOOM GATE A PREPARED UNDER CONTRACT STRUCTURES ENGINEER: F.A.FOREP.E. 04-24-16 SIZE CAGE CODE: DWG NO: 42561 DRAFTSMAN: APPROVED BY: C L16ENG023 G LIC. NO. SEAL FURNISHED UNDER CONTRACT JOB NO: 16ENG023 CAD FILE NAME: /PVFRI(W-3-D-Rlh-3.B5R1 SHEET: 6O(13 REVISION: N/C SCALE: 0.125/1 4 3 T 2 1 1 4 3 2 REmslons CHANGE NO. ZON RE DESCRIPTION DATE MPROVED D D TOWER C IMP -10` MIN C MAX 1 VERTICAL VERTICAL STIFFARM OFFSET 10 B B TOWER THIRD ANGLE PROJECTION 177 US HWY ONE SUITE 9310 CONNECT -IT WIRELESS IN EMINERIING TEOUESTA, FL 33469 1 A ANALYSES d SOLUTIONS USA (561)744.0510 ENGINEER DATE FRANK ANDREWFQRE, P.E. DATE DESIGN ENGINEER: F.A. FORE P.E. 04-22-16 PIPE FACE V-FRAME BOOM GATE A PREPARED UNDER CONTRACT STRUCTURESENGINEER: F.A. FOREP.E. 04-24-10 SIZE CAGE CODE: DWG NO: 4256, °� C L16ENG023 G FURNISHED UNDER CONTRACTAPPROVED SEAL BY: LID, NO. JOB NO: 16ENG023 CADFILENAME: /pyRnfw-3-n-Enh-3.asfn SHEET: 70f13 REVISION: N/C SCALE: 0,12511 4 3 T 2 4 3 2 REVISIONS G XTNGE NO.DESCRIPTION DATE APPROVED D D 8 g 8 8 TOWER 7 7 7 7 7 7 6 • o C C 12 12 SEE DETAIL M 7 6 7 EE DETAIL J 7 7 7 B 7 B DETAILOt THIRD ANGLE PROJECTION 177 USVVY ONE SUITE CONNECT -IT WIRELESS, IN(r FNGPIEBNVG TEOUESTA, FL 33469 A ANALYSESB SOLUTIONS USA (561)74 DATE ENGINEER DATE PVFM(fw)-3-n-mh-3 FRANK ANDREW FORE, P.E. DATE /�}\} `F DESIGN ENGINEER: F.A. FOREP.E. 04-22-16 PIPE FACE V-FRAME BOOM GATE A PREPARED UNDER CONTRACT STRUCTURES ENGINEER: F.A. FOREP.E. 04-24-16 CAGE CODE: DWG NO: 42661 sNAN: VED BYO: SIZE C L16ENG023 G LIC. NO. SEAL FURNISHED UNDER CONTRACT P 16ENG023 CAD FILE NAME:/pV(RINy3-D-RIh-3.BSR1 SHEET: fi 0(ffi REVISION: N/C SCALE: 0.094/1 4 2 1 1 4 3 2 PEV GRANGE NO. IZONIRE OESCRIPTIOTIONG DATE MPROVEO TOWER-,,,,D D SEE DETAIL B 2 C TOWE C 0000 000 0000 T 4 3 C 2 C D D 3 4 O 3 E 4 20 4 2 5 4 5 O O O IS wu B SECTION �MIII SCALE 0.250 250 � 3 2 E 23 22 DETAIL B SECTION C-C SCALE 0.500 SCALE 0.250 (TYP 2 PL) THIRD ANGLE PROJECTION 177 US HWY ONE SUITE#310 CONNECT -IT WIRELESS IN MAIM TEQUESTA, FL 33469 I A ANALYSES& SOLUTIONS USA (5fi1)744-0510 ENGINEER DATE FRANK ANDREW FORE, P.E. DATE DESIGN ENGINEER: F.A. FORE P.E. 04-22-16 PIPE FACE V-FRAME BOOM GATE A PREPARED UNDER CONTRACT STRUCTURES ENGINEER: F.A. FOREP.E. 04-24-18 SIZE CAGE CODE: DWG NO: 42561 DRAFf3MAN- C L16ENG023 G SEAL FURNISHED UNDER CONTRAAPPROVED BY: CT LIC. NO. JOB NO: 16ENG023 CAD FILE NAME: /pvfmfW-3-D-mR-3.asm SHEET: 90f 13 REVISION: WC SCALE: VARIOUS 4 3 t 2 1 4 3 2 REVISIONS CHANOENO. ZON RE DESCRIPTIONDATE APPROVED D D 5 24 4 2 25 3 2 26 CSECTION jo E-E SCALE 0,500 (TYP 4 PL) 24 B 2 4 B F �J 2 3 SECTION D-D SECTION F-F SCALE 0.250 SCALE 0.500 2 26 (TYR 4 PL) THIRD ANGLE PROJECTIONem 177 US HWY ONE SUITE # CONNECT -IT WIRELESS IN(9 EWIEERIM.S&SOLU TEOUESTA,A(561) FL 33469 1. I A AN4IVSESBSOLV110NS USA (561)744-0510 XCe^ I. ENGINEER DATE PVFM(fw)-3-n-mh-3 FRANKANDREWFORE,P.E. DATE DESIGN ENGINEER: F.A. FORE P.E. 04-22-16 PIPE FACE V-FRAME BOOM GATE A PREPARED UNDER CONTRACT STRUCTURES ENGINEER: F.A. FOREP.E. 04-24-16 CAGE CODE: DWG NO: 42561 DRAFTSMAN: APPROVED BY: SIZE C L16ENG023 G LIC. NO. SEAL FURNISHED UNDER CONTRACT JOB NO: 16ENG023 CAD FILE NAME: ./PVIRINv-3n-Nth-3.asR1 SHEET: 100T 13 REVISION: N/C SCALE: VARIOUS 4 3 2 11 4 3 2 pEV1510 CNPNGENO. [ON RE DESCRIPTION ONTE MPROVED rlA TOWER D 5 H ^' D 2 7 j 5 5 HrJ C RIENT GATE g C ORIENT GAT ASSHOWN DETAIL G AS SHOWN SCALE 0.375 (TYP 4 PL) 7 5 6 B B DETAIL O SCALE 0.125 SECTION H-H SCALE 0.375 (TYP 4 PL) THIRD ANGLE PROJECTION 177 SUREWY ONE CONNECT -IT WIRELESS, IN&, DGINEEAWG TEOUEITE#310 469 FL A ANALYSESBSOLUTIONS USA(561)744-0510 ENGINEER DATE PVFM(fw)-3-n-mh-3 FRANK ANDREW FORE, P.E. DATE \`tlj/�/ DESIGN ENGINEER: F.A. FORE P.E. 04-22-16 PIPE FACE V-FRAME BOOM GATE A PREPARED UNDER CONTRACT STRUCTURES ENGINEER: F.A. FOREP.E. 04-2416 SIZE CAGE CODE: DWG NO: 42561 °R`'R'ShA" APPROVED BY: C L16ENG023 G LIC. NO. SEAL FURNISHED UNDER CONTRACT JOB NO: 16ENG023 CAD FILE NAME: /pvWw-3-n-mh-3.asm SHEET: 11 0113 REVISION: N/C SCALE: VARIOUS 4 3 2 1 1 4 3 2 1 REl CINNGE NO. ZON RE OESGRIPTIONION APPROVED D D 3.500 (MIN) B K 7 6 L i L a V : 7 6 6 �—� K IS B B SECTION L-L SCALE 0.375(TYR SECTION K-K SCALE 0.375 n IS THE NUMBERBER OF OF MASTS (3, 4, OR 5) (TYR 2x(n) PL) DETAIL J n IS THE NUMBER OF MASTS (3, 4, OR 5) SCALE 0.375 (TYP 4 PL) THIRD ANGLE PROJECTION 177 US HWY ONE SUITE #310 CONNECT -IT WIRELESS IN� ENGINEERING TEOUESTA, FL 33469 I A FRANK ANDREW FORE, P.E. } DATE \V// ANALYSES &SOLUTIONS USA(561)744-0510 ENGINEER DATE PVFM(fw)-3-n-mh-3 DESIGN ENGINEER: F.A. FOREP.E. 04-'2Zz PIPE FACE V-FRAME BOOM GATE A PREPARED UNDER CONTRACT STRUCTURES ENGINEER: F.A. FORE P.E. 04-24-iB CAGE CODE: DWG NO: 42561 DRAFTSMAN: SIZE FURNISHED UNDER CONTRACT APPROVED BY: C L16ENG023 G LIC. NO. SEAL JOB NO: 16ENG023 CADFILENAME ,jpvf fW3-n-Mh-3.RSM SHEET: 120113 REVISION: N/C ISCALE, VARIOUS 4 3 T 2 1 1 4 3 2 REVISIONS CHANGENO. 2ON RE DESCRIPTION DATE APPROVED 12 �"- - N N O 7 6 DETAIL M SCALE 0.375 (TYP 2 PL) 10 C C 7 1 B TOWER a a 72 DETAIL P SCALE 0.375 (TYP 2 PL) SECTION N-N SCALE 0.375 (TYP 2 PL) THIRD ANGLE PROJECTIONMm 177US HWY TE#310 E SUITE # CONNECT -IT WIRELESS IN& ENGIa L TUSA(561)7 L 33469 7 A SOLD -ANALYSES8 SOLUTIONS USA (581)744-0510 ENGINEER DATE FRANK ANDREWFDRE, P.E. DATE L�ll DESIGN ENGINEER: F.A. FORE P.E. 04-22-16 PIPE FACE V-FRAME BOOM GATE A PREPARED UNDER CONTRACT STRUCTURES ENGINEER: F.A. FORE P.E. 04-24-1F) SIZE CAGE CODE: DWG NO: 42561 °RA"B""" C L16ENG023 G LIC. NO. SEAL FURNISHED UNDER CONTRACT APPROVEDBY: JOB NO: 16ENG023 CADFILENAME: .lpvImfw-3--mh.3.BSm SHEET: 13 D113 REVISION: WC SCALE: VARIOUS 4 1 3 t 2 November 03, 2017 David Robertson Crown Castle 12725 Morris Road Extension Suite 400 Alpharetta, GA 30004 (678) 366-1273 Subject: Carrier Designation: Crown Castle Designation: Engineering Firm Designation: Site Data: Dear David Robertson, SCANNED BY St. Lucie Countv Structural Analysis Report AT&T Mobility Co -Locate Carrier Site Number: Carrier Site Name: Crown Castle BU Number: Crown Castle Site Name: Crown Castle JDE Job Number: Crown Castle Work Order Number: Crown Castle Application Number: B+T Group Project Number: Jf3 B+T GRP B+T Group 1717 S. Boulder, Suite 300 Tulsa, OK 74119 (918) 587-4630 btwo@btgrp.com 10080502 WFTPIERCE (FP30) 813812 FL West Fort Pierce 467403 1482523 406830 Rev. 1 77034.007.01 8701 Orange Avenue, Ft Pierce, St. Lucie County, FL Latitude 270 26' 44.54", Longitude -800 24146.5911 250 Foot - Self Support Tower B+T Group 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 1102062, in accordance with application 406830, revision 1. 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: LCS: Existing + Proposed Equipment Sufficient Capacity Note: See Table 1 and Table 2 for the proposed and existing loading, respectively. This analysis has been performed in accordance with the 2014 Florida Building Code, 5th Edition, based upon an ultimate 3-second gust wind speed of 157 mph converted to a nominal 3-second gust wind speed of 122 mph per section f'609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C with Risk Category II was used in this analysis. All equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at B+T Group appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance or,�ttile+Otrev ,9,ther projects please give us a call. Structural analysis prepared by: Jennifer Tillson, E.I. �`��````��W •K�fy� �i�0-�� o:��GENs�;.•.� Respectfully submitted by: Bi£T Engineering, Inc. s COA: 27496 Expires: 02/28/2019 = No. �I i John W. Kelly, P.E. ��'�O�• �� ;aCs��a`�I l \� l tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Report Project Number 77034.007.01, Application 406830, Revision 1 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 —Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations November 03, 2017 CCI BU No. 613812 Page 2 tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Report Project Number 77034.007.01, Application 406830, Revision 1 1) INTRODUCTION November 03, 2017' CCI BU No. 813812 Page 3 This tower is a 250 ft. Self Support tower designed by FWT Inc. in June of 1998. The tower was originally designed for a wind speed of 110 mph per TIA/EIA-222-F. The tower has been modified per reinforcement Drawings prepared by B&T Engineering, in May of 2008. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 122 mph with no ice and 60 mph under service loads, exposure category C with topographic category 1 and crest height of 0 feet. Table 1 - Proposed Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 6 Commscope SBNHH-1D85B 3 Ericsson RRUS 32 146.0 4 3/4 3 Ericsson RRUS 32 B2 KMW ET-X-UW-68-14-65-18-iR- 143.0 3 3/8 -- 3 Communications AT 1 5/16 2 Raycap DC6-48-60-18-8C 143.0 3 Connect -It PVFM12-3-3-96-3 Mount Table 2 - Existing Antenna and Cable Information Mounting Level (ft) Center Line Elevation. (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) Note 243.0 247.0 6 Commscope E15R05P19 12 1 1-5/8 1-1/4 1 6 CSS DBC-7CAP 6 CSS X7CQAP-665-VRO 3 Ericsson RRUS12/RRUSA2 1 Raycap RxxDC-3315-PF-48 243.0 1 — Sector Mount [SM 402-3] 146.0 3 Ericsson RRUS 11 12 2 1-5/8 3/4 1 1 Raycap DC6-48-60-18-8F 143.0 145.0 3 Ericsson RRUS 11 2 1/4 2 9 Kathrein 80010122 12 Kathrein 860 10025 6 Rfs Celwave ATM19801712-0 6 Rfs Celwave FDGW5504/3C-3L 143.0 1 1 1 ISector Mount [SM 402-3] 130.0 130.0 3 Commscope TTTT65AP-1XR 3 1 1-1/32 7/8 1 3 Ericsson 800MHZ SMR FILTER 3 Ericsson RRUS 31 B25 3 Ericsson RRUS-11800MHz tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Report Project Number77034.007.01, Application 406830, Revision 1 November 03, 2017 CCI BU No. 813812 Page 4 Center Mounting Line Number Antenna Number Feed Level (ft) Elevation of Manufacturer Antenna Model of Feed Line Note (ft) Antennas Lines Size (in) 3 Nokia FZHJ-RRH 9 Rfs Celwave ACU-A20-N 3 Rfs Celwave APXVSPP18-C 1 I Sector Mount [SM 702-31 Notes: 1) Existing Equipment 2) Equipment To Be Removed; Not Considered in This Analysis Table 3 - Design Antenna and Cable Information Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 12 Decibel I DB978H 250 250 6 Generic MAU-LNAS 12 1-5/8 3 Generic Sectored Frame 220 220 9 Decibel DB978H 9 1-5/8 3 Generic Sectored Frame 190 190 9 Celwave PD10017 9 1-5/8 3 Generic Sectored Frame 150 150 1 Generic 8' HP Dish 1 1-5/8 1 Generic Pipe Mount 3) ANALYSIS PROCEDURE Table 4 - Documents Provided Document Remarks Reference Source Online Application AT&T Mobility Co -Locate, Revision # 1 406830 CCI Sites Tower Manufacturer Drawing FWT, Design No.S98-0541-A 906968 CCI Sites Tower Modification Drawing B&T Engineering, Project No.77034 2271344 CCI Sites Post Modification Inspections VSI, Project Number 080878.01 2323138 CCI Sites Foundation Drawings I Information Not Available Geotech Report PSI, Inc. Project No.397-85068-2 115206 CCI Sites Antenna Configuration Crown CAD Package Date: 10127/2017 CCI Sites 3.1) Analysis Method tnxTower (version 7.0.5.1), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. tnxTower Report - version 7.0.5.1 November03, 2017' 250 Ft Self Support Tower Structural Analysis Report CC/ BU No. 813812 Project Number 77034.007.01, Application 406830, Revision 1 Page 5 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) Mount areas and weights are assumed based on photographs provided. 5) The existing base plate grout was Considered in this analysis. Grout must be maintained and inspected periodically, and must be replaced if damaged or cracked. Refer to crown document ENG-BUL-10122, Tower Base Plate Grout Inspection and Classification. This analysis may be affected if any assumptions are not valid or have been made in error. B+T Group should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Section No. Elevation (ft) Component Type Size Critical Element P (K) SF•P allow (K) % Capacity Pass / Fail T1 250 - 240 Leg 2 2 -6.160 49.286 12.5 Pass T2 240 - 220 Leg 2 1/2 20 -34.366 67.460 50.9 Pass T3 220 - 200 Leg 3 41 -67.501 138.053 48.9 Pass T4 200 - 180 Leg 31/4 62 -103.508 183.313 56.5 Pass T5 180 -160 Leg 3 114 83 -138.987 250.223 55.5 Pass T6 160 -140 Leg 3 1/2 122 -181.381 306.641 59.2 Pass T7 140 -120 Leg 3 3/4 161 -235.435 368.015 64.0 Pass T8 120 - 100 Leg 4 200 -297.003 434.236 68.4 Pass T9 100-80 Leg 41/4 239 -360.914 505.220 71.4 Pass T10 80-60 Leg 41/2 278 -409.178 580.902 70.4 Pass T11 60 - 40 Leg 4 3/4 329 -474.210 661.231 71.7 Pass T12 40 - 20 Leg 4 3/4 380 -539.355 661.231 81.8 Pass T13 20-0 Leg 5 431 -604.212 746.168 81.0 Pass T1 250-240 Diagonal L2x2x3/16 7 -2.397 12.024 19.9 Pass T2 240-220 Diagonal L21/2x21/2x3/16 22 -4.397 13.726 32.0 Pass T3 220-200 Diagonal L21/241/24/16 43 -5.410 11.370 47.6 Pass T4 200-180 Diagonal L3x3x3/16 64 -6.779 14.674 46.2 Pass T5 180 -160 Diagonal 21-2 12x2 12x3/16x3/8 86 -8.991 25.147 35.8 Pass T6 160 -140 Diagonal 21-2 1/2x2 1/241164/8 125 -11.629 20.903 55.6 Pass T7 140-120 Diagonal 21212x21/2x3/164/8 164 -16.314 17.371 93.9 Pass T8 120-100 Diagonal 2L3x3x3/16x3/8 203 -18.198 25.018 72.7 Pass T9 100 - 80 Diagonal 2L3x3x5/16x3/8 242 -20.693 34.253 60.4 Pass T10 80-60 Diagonal 2LUU3/164/8 281 -26.252 40.783 78.1 .4 Pass T11 60-40 Diagonal 2L3x3x3/16x3/8 332 -27.678 38.596 8197 Pass T12 40-20 Diagonal 2L3x3x1/4x3/8 383 -28.917 48.624 6596 Pass T13 20-0 Diagonal 2L3x3xl/4x3/8 434 -29.526 45.590 6564.8 Pass T5 180- 160 Horizontal L2x2x3/16 88 -2.785 1 4.161 1 66.9 Pass T6 160 - 140 Horizontal L2 112x2 1/2x3116 124 -3.449 6.233 55.3 Pass T7 140- 120 Horizontal L3x3x3116 166 -4.270 8.511 50.2 Pass T8 120 -100 Horizontal 1-344/16 202 -5.157 6.820 75.6 Pass T9 100-80 Horizontal Lax AA 241 -6.260 7.282 86.0 Pass T10 80-60 Horizontal 21-21/2x2 UW1164/8 280 -7.098 12.693 1 66.9 Pass tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Report Project Number 77034.007.01, Application 406830, Revision 1 November03, 2017 CC/ BU No. 813812 Page 6 Section Elevation (ft) Component Type Size Critical P (K) SF'P allow �o Pass / Fail No. Element (K) Capacity T11 60-40 Horizontal 21-21/2x21/2x3/16x3/8 331 -8.226 10.733 76.6 Pass T12 40-20 Horizontal 21-21/2x21/2x3/16x3/8 382 -9.356 9.180 101.9 Passe T13 20 -0 Horizontal 2L3x3x3/16x3/8 433 -10.479 13.626 76.9 Pass T1 250-240 Top Girt L2x2x3/16 6 -0,202 5.670 3.6 Pass T10 80-60 Redund1 2L2x2x3/16x3/8 285 -7.098 24.837 28.6 Pass Bracinging T11 60-40 Redund Horzt 2L2x2x3/16x3/8 362 -8.226 22.148 37.1 Pass Bracing T12 40-20 Redund 2L2x2x3/16x3/8 413 -9.356 19.507 48.0 Pass Bracinging T13 20 - 0 Redund Horz 1 2L2x2x3/16x3/8 442 -10.479 17.021 61.6 Pass Bracing T10 80 - 60 Redund Diag 1 2L2x2x3/16x3/8 312 -4.821 14.774 32.6 Pass Bracing T11 60 - 40 Redund Diag 1 2L2x2x3/16x3/8 363 -5.397 13.373 40.4 Pass Bracing T12 40-20 Redund Diag 1 2L2x2x3/16x3/8 414 -5.963 12.094 49.3 Pass Bracing T13 20 - 0 Redund Diag 1 2L2x2x3/16x3/8 465 -6.515 11.001 59.2 Pass Bracing T10 80-60 Redund Hip L21/2x21/2x3116 326 -0.040 10.487 0.4 Pass Bracing T11 60-40 Redundg L21/2x21/20116 377 -0.034 8.876 0.4 Pass Bracing T12 40-20 Redund Hip L2 1/2x2 1/2x3/16 428 -0.039 7.610 0.5 Pass Bracing T13 20 - 0 Redund Hip 1 L2 112x2 1/20/16 479 -0.034 6.597 0.5 Pass Bracing T5 180 - 160 Inner Bracing L2x2x3/16 96 -0.003 3.822 0.1 Pass T6 160 -140 Inner Bracing L2x2x3/16 133 -0.005 2.899 0.2 Pass T7 140-120 Inner Bracing L2 1/2x2 1/2x3/16 174 -0.004 4.529 0.2 Pass T8 120-100 Inner Bracing L21/2x21/2x3/16 213 -0.005 3.647 0.2 Pass T9 100-80 Inner Bracing L3x3x3/16 252 -0.008 5.256 0.2 Pass T10 80-60 Inner Bracing 2L2x2x3/16x3/8 304 -0.031 6.382 0.5 Pass T11 60-40 Inner Bracing 2L2x2x3/16x3/8 355 -0.026 5.402 0.5 Pass T12 40-20 Inner Bracing 21-21/2x21/2x3/16x318 406 -0.033 8.913 0.4 Pass T13 20-0 Inner Bracing 21-21/2x21/2x3/16x3/8 457 -0.029 7.726 1 0.4 Pass Summary Leg (T12) 81.6 Pass Diagonal 93.9 Pass (T7) Horizontal 101.9 Passe (T12) Top Girt 3.6 Pass (Ti) Redund Horz 1 61.6 Pass Bracing (T13) Redund Diag 1 59.2 Pass Bracing (T13) Redund Hip 1 Bracing 0.6 Pass (T12) Inner 0.5 Pass tnxTower Report - version 7.0.5.1 250 Ft Self Support Tower Structural Analysis Report Project Number77034.007.01, Application 406830, Revision 1 November 03, 2017' CC/ BU No. 813812 Page 7 Section No. Elevation (ft) Component Type Size Critical P (K) Element SF•P—allow (K) % Capacity Pass /Fail Bracing (T11) Bolt Checks 81.9 Pass Rating = 101.9 Pass' Table 6 - Tower Component Stresses vs. Capacity — LC5 Notes Component Elevation (ft) % Capacity Pass I Fail 1 Redundant Connections 0-80 66.5 Pass 1 Anchor Rods Base 72.1 Pass 1,3 Base Foundation (Compared wf Design Loads) Base 86.9 Pass Structure Rating (max from all components) 101.9% Notes: 1) See additional documentation in 'Appendix C —Additional Calculations' for calculations supporting the % rapacity consumed. 2) Capacities up to 105% are considered acceptable based on analysis methods used. 3) Foundation capacity determined by comparing analysis reactions to original design reactions. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the final load configuration. No modifications are required at this time. tnxTower Report - version 7.0.5.1 APPENDIX A TNXTOWER OUTPUT or C Fm K m _ C C4 < � x de a od F444 z z z m N C E m o: de C C � 7 �'n m D Fa 'a a n a re re _ to � A eF 7 N `' Q fr maaE�x€€SO m u U Y�mo a' is 2500R Nat) R x Y 220o0 2WOIt 18oO fl 1600n 140 ft DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Flesh Beacon UghBrS(E) 24" RRUS 32(P) 143 (2)XXMPi VRU)E) 243 RRUS 32(P) 143 (2)XIDOAPi %(R01E) 243 RRUS 32(P) 143 (2)XXCMPt VRO(E) 243 (P) 143 (2) E15RUP19 (E) 243 DC8-48a0.18EC(P) 143 (2) E15ROSPIS(E) 243 Satan Mount IBM 5o0al(P) 143 (2) E15R05P19(E) 243 APXVSPP18Lco1 Mount Pip,(E) 130 RRUS12mRUa A2(E) 243 APXVSPP1a4i col Mount Ppe(E) 130 RRUS12RtRUS A2(E) 243 APXVSPP18Lco1 Mount Pipe(E) 130 RRUS1VRRU5 A2(E) 243 TTTT6SAPAXRW?Jourd Pipe(E) 130 (2)DBG7CAP(Si 243 TTTT65AP-1XRw/Moum Pipa(E) 130 (2)1)BG7CAP(E) 243 TTr16 IXRw/Mount Pipe(E) 130 (2)DB67CAP (E) 243 Si SMR RLTER(E) 130 RxxDO3315PF-0B(E) 243 b00MH2SMRRLMR(E) 130 6'xTMount Pipa(E) 243 800MH2 MR PILTER(E) 130 6xTMount P]pe(E) N3 RRUSS11 3"tie (E) 130 6'xTMant Pipe(E) 243 RRUS-11 8"I-Ct (E) 130 S Mount ISM 4tl24t1(E-2MP Per Sec) N3 RRUS11800MHe(E) 130 RRUS 31 B25(E) 130 4' Died.(&PER PHOMMI) TN) 233 RRUS 31 B25(E) 130 41 Upola E-PER PHOTOAND TYu 213 RRU531 M5(E) 130 4'code (E ER PHOMMI)TIA) 194 F-RRH(E) 130 4' DiWe(EPER PHOTOANO TIA) 171 FZ J-RRH(E) 130 RRUS11(E) 143 RNJ-RRH(E) 130 RRUS 11(E) ids (3)ACUA2 N(E) 130 RRUS 11(E) 143 ($)ACUA20.N(E) im 000.4S6 li( 143 (3)ACU O-N(E) 130 (3) SSNHH-1 pass w/ Mount Pipe(P) 143 (2) TY2' Antenna Mount Pipe(E) 130 MOXAJW1"5S10-]RAT wI Mount ) (3) SBNHWIX15B wl Mount Pipe(P) RRUS32 B21P 143 143 143 (2) TXYAnteiva Mount Pipe(E) 130 R)rnAnterva Mount Pipe (E) 130 Sdon Nhi ISM 7m-311E1 130 Side UkWg O(E) 12526 RRUSU M(P) RRUSM EM(P) 143 143 Side Ugd1M(E) 125 Side Ughthp(E) 125 ftIT5 '" MATERIAL STRENGTH Q GRADE 1 Fir Fu 1 GRADE I Fv I Put 12000 MM-50 150W 165 ke1 1xis 36W 15Bktl -- - TOWER DESIGN NOTES 1. Tower is located in Saint Lucie County, Florida. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 122 mph basic wind in accordance with the TIA-222-G Standard. Man 4. Deflectors are based upon a 60 mph wind. 5. Tower Structure Class 11. 6. Topographic Category 1 with Crest Height of 0' 7. TOWER RATING: 101.9% 50aIt c- 600It - - ALL REACTIONS AREFACTORED 40.0 It MAX CORNER REACTIONS AT BASE: • DOWN: 635 K • - — SHEAR: 77 K UPLIFT.' -532 K SHEAR: 66K 20.0 It AXIAL 99 K SHEAR MOMENT - - - - 129 K 156351dryft 0.011 TORQUE43kip-ft REACTIONS - 122 mph WIND B+T Croup 1717 S Boulder Ave, Suite 300 a-T �rxv Tulsa, OK 74119 Phone: (918) 5874630 FAX: 918 295-0265 o0: 77034.007.01- FL WEST FORT PIERCE, FL BU # 81381 Pout Client Crown Castl D'a""^'''Devare Sanamu APaa COOe' TIA-222-G Desk. 11/01/17 NTS Pace I Dag No. E-1 Plot Plan Total Area - 0.09 Acres 15 eau ee -a• 39 eT to B+T Group 1717 S Boulder Ave, Suite 300 s—T Ursa Tulsa, OK 74119 Phone: (918) 5874630 FAX: 916 295-0265 a° 77034.007.01- FL WEST FORT PIERCE, FL BU # 81381 cue"c Crown Castl °fxn °Y Devara'Sanamur^a°d coae. T>/+-222-G °�a. 11/01/17 s NTS PaOi 0.v9 No.E2 TIA-222-G -122 mph Exposure C Leg Capacity Leg Compression (K) low wD -IDD I I I I I I I I I I I I I I I I 1 i I I I I I I I I I I I I i I I I I I I I I I i i I i I I I I i I I I 1 I I I 1 I I I 1 I I I I I I 1 _J I I _I _1 L _J I I I I I I J _L _J I I I I I I I I I I I I I I 1 I I 1 1 I I I I I I I 1 I I I I I I I I I I 1 I I I I I I I I I 1 1 1 I I 1 I I 1 I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I 1 I I I I o I I I 1 li I u I I I I 1 I 1 I I I 1 I I I I I I I v I I I I I i I I I I I I I i I r I I I I I 1 I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I 1 I I I 1 1 I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 i I I _J _1 J _J _J _1 _L _J I J _J _I _J _L I I I I I I I I I I 1 i I I i i i I 1 I I I I I I I 1 I I I I I I I 1 I 1 I I I I 1 I _I _ I___ I I _ - __ I ___I___I ___ I I I ___I___ I___I__ I___ I I I___ I I___I ___II___ I I I 1 I I I I I I I I I I I I I I I I 1 1 1 I I 1 I I I I 1 D I I I I I I I I 1 1 1 i I I I I I 1 I I i 1 i i i I 1 I I 1 I I I I I I i i I D I I I I I I I I I I I I I I I I I I I I i I 1 i I I i i i 1 I i i I I I I i I i I I I I I I 1 I I I 1 I I i 1 i I I I I I i I 1 I I I I I I I I i 1 I I I 1 i I I I � I I I IM Sw a Minimum A Marimuna .Sttl -IOD a a a a a a a �- B+T Group 1717 S Boulder Ave, Suite 300 air �aaTulsa, OK 74119 Phone: (918) 587-4830 FAX: 918 295-0265 o°. 77034.007.01 - FL WEST FORT PIERCE, FL BU # 81381 PrOj C C"P1 Crown Casll DI br*Devara Sanamu ^avd: cw> oar: TIA-222-G 11/01/17 Stale: NTS P' D"980'E-3 TIA-222-G -122-mph Exposure C Maximum Values Vx Vz Mx Mz F- W Global Mast Shear (K) 50 1w z_ I 1 I 1 1 z4 1 I I 1 i I I I 1 1 1 i 1 I i I 1 1 i i i 1 I 1 I l 1 I 1 1 l 1 I I zz I I I I I I I I I I I 1 I I i I I I I 1 I I I I I I I I I I I 1 I I 1 I I I I 1 I I I 2 1 11 11 I I I I I 1 I I I I I I I I 1 1 I I I 11 I I I I I I 1 I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 165 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I 1 I I I I I I I I I I I I 140 I 1 I I I I I I I I I I I I I I I I I I I I I 1 I I I I I 11 I I I I I I I I I I 12 I I 1 I I I I I I I I I 1 I I 1 I I I I I I I I I I I 1 1 I I 11 I I I I 1 I I I I I 1 1 I I I I I I I I 1 I 1 1 I 1 1 I I I I 1 1 I I I I I I I 1 I 1 I I 1 I 1 I I I 1 1 1 I I 1 1 8 I 1 I I I I I I I I ________ 1 I 1 I I 1 1 I 1 I 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 I I I I 1 1 I I 1 11 I I I I I I I 1 1 I I I I T -I -T 1 -1 -1 -T I I I I I I I I I I I I 1 I I I I 1 1 1 I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 11 I I I I I 1 I 1 I I I I I I I I I 1 I I I 2 I I I I I I I I I I I I I I I I I I I I I I I 11 I I I I I I 1 I I I I I I I I 11 I I I I I I I I I I I I I I I I I 150 Global Mast Moment (kip-ft) I I i I 1 i l i i I 1 i t 1 I 1 I II 11 1 1 1 I 1 1 I I I I I 1 I I I I I I I I I I I 11 I I I 1 1 I_ I _ _1 ___I_ WI_ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 86 I I I I 1 i I I I 1 I I I I I I 1 I I I I 1 1 I 1 160 I 1 I I I I I I 1 I I I I I I I I I 1 I 14P I I I I I I I I z0• I 1 1 I I I I I I 1 I I I I I I I Oe 1 1 I I I I 1 I 1 11 I 1 1 1 I i I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I 1 I I I 0 I 1 I 1 1 1 1 I I I 1 I 1 I 1 I 1 1 I I I I 1 1 1 1 I I 1 1 1 I I I I 1 I 1 I 1 I 1 1 I I p 1 1 I 1 I I I 11 I I I I I I I I I I I I I I I I I I I 1 1 I I 1 I 1 1 I I I I e I I 1 I 1 I I I I I I 1 I 1 I 1 1 1 1 I 6• _I_J_J_! I I I I I I I I I I I I I I 1 I I 1 I I I I 1 I I I I I I 1 I I 5000 10000 15000 20000 B+T Group 1717 S Boulder Ave, Suite 300 a-T GRo Tulsa, OK 74119 Phone: (918) 587463D FAX: 918 295-0265 o°� 77034.007.01- FL WEST FORT PIERCE, FL BU # 81381 `rq Chen Crown Casa °ian•" 5r. Devard Sanamu AOOd COdd' TIA-222-G oele: 11/01/17 �181 NTS Pdd` ... °"v eoE-4 TIA-222-G - Service - 60 mph Maximum Values S- W Deflection (in) Tilt Twist I t l l I I I I l--- I rr-I I I I I I I I I 11 1 I I I I I I I I I - I rl- I I I I I I I I I I I I I I I I I I -- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ' I I I I I I I I I I I I L_L I I I I I I I I I I I I I I I I _1_L _I_J_ I I I I I I I I I I I I I I I I _ I_J_L_ I I I I I I I I I I I I I I I I _J _L____1__ I I I I I I I I I I I I I I I _J__L__I__1_ I I I I i i i i i i I I I I _1_i_}4- I I I I I I I I _{_}_1_{_ I I I I I I I I _F -I_{_}_ I I I I I I I I -4__}__I__{__ I I I I I I I I _�__}__1__}_ I I I I i i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I i i i I I I I I I I I _I_J_L_L I I I I I I 1_L I_J_ I I I I I I I I I I I I I I I I I I I I I I I I i i i I I I I _1_{_}_ I I I I I I I I _4_}_1_{_ I I I I I I I I I I I I I I I I I I I I I I I I I I I I ---r----�----,-----�----- ' I i i � -I-Y- -r I I I I I I I I I I I I I I I I I I I I I I I I I _____ I I I I I I I -rr-I-Y- I I I I I I I I I I I I I I I I I I I I I I I I ________ I I I I I I I I - r-I -Y-r- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I --I--r--I--1-- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I --I--r--r-r- I I I I I I I I I I I I I I I I I I I I I I I I I I ___________ I I I I 1 I I I B+T Group 1717 S Boulder Ave, Suite 300 B-T GRa Tulsa, OK 74119 Phone: (918) 587-4630 FAX: 918 295-0265 .b:77034.007.01- FL WEST FORT PIERCE, FL BU # 81381 P1OI� OheR Crown Casll °ixn°Y oevara' Sanamu ^PP'° CWa-TIA-222-G bar 11/01/17 'e1 NTS Pa°'' ° Nu E-5 Elevation (ft) iQ R IQ Ia �� 1g e �� $ �� $ 1�8 4 �� = al'146�flssoramml-anwG(1nm1TJe(1na31neplel I I I 1 1 I FeeEiqe LetlEer (All (E) I 1 I 1 I I I 1 I 1 I 1 1 I (29 LCF1583DJ(1-5I81')(E) I 1 I 1 1 I I 1 I I I I I 1 I I 1 I I (5�LCF150bDJ(451q) (E) 1 I I I I I I I 1 1 1 I 1 (3 LCF156WJ(1-98,f (E) 1 I I I I 1 1 I (2J LCF15b5DJ(1-518'7 (E) I I I I I I I I I I I 1 1 (6) M.VG883LERD(3I4l(3EHP) 1 1 I 1j I Feetline LetlEer (NQ(E) I 11 I 1 I I (3){6-L98B031XXX(l9)(P) l 1 1 I 1 I I wDfwfal$N 611P) 1 I 11 1 I I I I I I I I 1 I 1 (13)LGG]-50A(1-L811I13E(1-46)HE(14/4)UI 1 1 1 1 I 1 1 I I 111 ftCdfif. L6EEer(N (E) I I 1 1 I , I 1 I I I I r i I I 1 1 i i i i I I I I i i I I I I I 1 I I I I I 1 I I I I CWnhN9 Latlaer6FaD (E)I 11 I I I 1 I 1 1 1 1 I I I 1 I 1 1 I I 1 I I I I I I I I I 1 I I I BPIAH Lne 3'61E) 1 I I I I I 1 I 1 I 1 1 I 1 I 11 1 I I I 1 1 1 I I I I 1 1 I 1 I I I I I 1 9 q'n I I I I I I 1 I I I I FfeStina LetlEer (N((EmpH) I I I I I I I I I I I I I I I I � I I I I I I I I I I 1 I I I 1 I I I I I I FpMIi11B L2EEer (Rl)(E(IIPH) I I I II I I I I I I I I I I I I I I I I I 1 I I 11 I I I I 1 I I I I I 1 1 I I I I I I I 1 I I I I I I 11 I I I I I I I I I I I I C1 m I 'n n co N A y I O g � tnxTower Job Page 77034,007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 1 of 38 Project Date B+T Group 1717 SBoulderAw, Suite 300 16:07:43 11 /01/17 Tulsa, OK 74119 Client Designed by Phone. (918) 587-4630 Crown Castle vara DeSanamuri 1 FAX..- (918) 295-0265 Tower Input Data The main tower is a 3x free standing tower with an overall height of 250' above the ground line. The base of the tower is set at an elevation of 0' above the ground line. The face width of the tower is 6' at the top and 30' at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Saint Lucie County, Florida. Basic wind speed of 122 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0'. Deflections calculated using a wind speed of 60 mph. Pressures are calculated at each section. Stress ratio used in tower member design is I. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) SR Members Have Cut Ends SR Members Are Concentric Options Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KLr Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Apron. Autocalc Torque Am Areas Add IBC.6D+W Combination Son Capacity Reports By Component Triangulate Diamond Inner Bracing Treat Feed Line Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules 4 Calculate Redundant Bracing Forces Ignore Redundant Members in FEA J SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation J Consider Feed Line Torque J Include Angle Block Shear Check Use TIA-222-G Bracing Resist. Exemption Use TIA-222-G Tension Splice Exemption Poles —1 Include Shear -Torsion Interaction Always Use Sub-Crifical Flow Use Top Mounted Sockets MJob xTower Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 2 of 38 Project Date B+T Group 1717 SBoulder Ave, Suite 300 16:07:43 11101 /17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 FAX.: (918) 295-0165 Crown Castle Devaraj Sananturi Wind 180 I Lea A Wind 90 Q d Leg C Z = Leg B Face C Wind Normal Triangular Tower Tower Section Geometry Tower Tower Assembly Description Section Number Section Section Elevation Database Width of Length Sections TI 250'-240' 6' 1 10, T2 240'-220' 6 1 20' T3 220'-200' 8' 1 20' T4 200'-180' 10, 1 20' T5 I80'-160' 12' 1 20' T6 160'-140' 14' 1 20' T7 140'-120' 16' 1 20' T8 120'-100' 18, 1 20' T9 100'-80, 20' 1 20' T10 80'-60' 22' 1 20' TII 60'40' 24' 1 20' T12 40'-20' 26 1 20' T13 20'-0' 28, 1 20, Tower Section Geometry cont'd Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End /! F Panels in in T1 250'-240' 5' XBmce No No 0.000 0.000 T2 240'-220' 68" X Brace No No 0.000 0.000 EnxTower d Page g 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 3 of 38 Project Date B+T Group 1717 SBoulderAve, Suite 300 16:07:4311 /01/17 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 Crown Castle Devara Sanamuri j FAX..- (918) 295-0265 Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt Section Elevation Spacing Type KBrace Horizontals Offset Offset End f1 /1 Panels in in T3 220'-200' 6'8" XBruce No No 0.000 0.000 T4 200'-180' 68" XBrace No No 0.000 0.000 T5 I80'-160' 5' Double No Yes 0.000 0.000 T6 160'-140' 5' Double No Yes 0.000 0.000 T7 140'-120' 5' Double K No Yes 0.000 0.000 T8 120'-100' 5' Double No Yes 0.000 0.000 T9 100'-80' 5' Double K No Yes 0.000 0.000 TIO 80'-60' 10, Double Kl No Yes 0.000 0.000 TI1 60'-40' 10, Double Kl No Yes 0.000 0.000 T12 40'-20' 10, Double Kl No Yes 0.000 0.000 T13 20'-0' 10, Double Kl No Yes 0.000 0.000 Tower Section Geometry cont'd Tower Leg Leg Leg Diagonal Diagonal Diagonal Elevation n Type Size Grade Type Size Grade T1250'-240' Solid Round 2 A572-50 Equal Angle L2x2x3/16 A36 (50 ksi) (36 ksi) T2240'-220' Solid Round 21/2 A572-50 Equal Angle L2 1/2x2 1/2x3/16 A36 (50 ksi) (36 ksi) T3 220'-200' Solid Round 3 A572-50 Equal Angle L2 1/2x2 1/2x3/16 A36 (50 ksi) (36 ksi) T4200'-180' Solid Round 31/4 A572-50 Equal Angle L3x3x3/16 A36 (50 ksi) (36 ksi) T5180'-160' Solid Round 31/4 A572-50 Double Angle 21,21/2x2120/160/8 A36 (50 ksi) (36 ksi) T6160'-140' Solid Round 312 A572-50 Double Angle 21,21/2x21/2x3/16x3/8 A36 (50 ksi) (36 ksi) T7140'-120' Solid Round 33/4 A572-50 Double Angle 21,21/2x21/2x3/16x3/8 A36 (50 ksi) (36 ksi) T8120'-100' Solid Round 4 A572-50 Double Angle 21,300/160/8 A36 (50 ksi) (36 ksi) T9100'-80' Solid Round 41/4 A572-50 Double Angle 2L3x3x5/16x3/8 A36 (50 ksi) (36 ksi) T1080'-60' Solid Round 412 A572-50 Double Angle 21,300/160/8 A36 (50 ksi) (36 ksi) T1160'-40' Solid Round 43/4 A572-50 Double Angle 21,300/160/8 A36 (50 ksi) (36 ksi) T1240'-20' Solid Round 43/4 A572-50 Double Angle 2L3x3xl/4x3/8 A36 (50 ksi) (36 ksi) T1320'-0' Solid Round 5 A572-50 Double Angle 2L3x3xl/4x3/8 A36 Tower Section Geometry cont'd Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt Elevation Type R Size Grade Type Size Grade TI 250'-240' Single Angle L2x2x3/16 A36 Flat Bar A36 (36 ksi) (36 ksi) tnxTower A°b Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 4 of 38 B+T Group Project Date 1717 SBoulder Ave, Suite 300 16:07:43 11 /01117 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 FAX..- (918) 295-0265 Crown Castle Devaraj Sanamuri Tower Section Geometry cont'd Tower No. Mid Girt Mid Girt Mid Girt Horizontal Horizontal Horizontal Elevation of Type Size Grade Type site Grade Mid fr Girts T5180'-160' None Flat But A36 Equal Angle L2x2x3/16 A36 (36 ksi) (36 ksi) T6160'-140' None Flat Bar A36 Equal Angle L21/2x21/20/16 A36 (36 ksi) (36 ksi) T7 140'-120' None Flat Bar A36 Equal Angle L3x3x3/l6 A36 (36 ksi) (36 ksi) T8120'-100' None Fiat Bar A36 Equal Angle L3x3x3/16 A36 (36 ksi) (36 ksi) T9 100'-80' None Flat Bar A36 Equal Angle L3x3xl/4 A36 (36 ksi) (36 ksi) T1080'-60' None Flat Bar A36 Double Angle 2L21/2x21/20/160/8 A36 (36 ksi) (36 ksi) TI160'40' None Flat Bar A36 Double Angle 21,21/2x21/2x3/160/8 A36 (36 ksi) (36 ksi) T1240'-20' None Flat Bar A36 Double Angle 2L21/2x21/20/160/8 A36 (36 ksi) (36 ksi) T1320'-0' None Flat Bar A36 Double Angle 2L3x3x3/16x3/8 A36 (36 ksi) (36 ksi) Tower Section Geometry cont'd Tower Secondary Secondary Horizontal Secondary Inner Bracing Inner Bracing Size Inner Bracing Elevation Horizontal Type Size Horizontal Type Grade Grade T5 180'-160' Single Angle A36 Equal Angle L2x2x3/16 A36 (36 ksi) (36 ksi) T6160'-140' Single Angle A36 Equal Angle L2x2x3/16 A36 (36 ksi) (36 ksi) T7140'-120' Single Angle A36 Equal Angle L2 1/2x2 1/2x3/16 A36 (36 ksi) (36 ksi) T8120'-100' Single Angle A36 Equal Angle L21/2x21/20/16 A36 (36 ksi) (36 ksi) 19100'-80' Single Angle A36 Equal Angle L3x3x3/16 A36 (36 ksi) (36 ksi) T1080'-60' Single Angle A36 Double Angle 2L2x2x3/16x3/8 A36 (36 ksi) (36 ksi) T1160'40' Single Angle A36 Double Angle 2L2x2x3/16x3/8 A36 (36 ksi) (36 ksi) T1240'-20' Single Angle A36 Double Angle 2L21/2x21/20/160/8 A36 (36 ksi) (36 ksi) T1320'-0' Single Angle A36 Double Angle 2L21/2x21/20/160/8 A36 (36 ksi) (36 ksi) MxTower Job Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 5 of 38 Project Date B+T Group 1717 SBoulder Ave, Suite 300 16:07:43 11 /01 /17 Tulsa, OK 74119 Client Designed by Phone. (918) 5874630 Crown Castle DSanamuri evara1 FAX (918)1954265 Tower Section Geometry cont'd Tower Redundant Redundant Redundant KFactor Elevation Bracing Type Size Grade R T1080'-60' A36 Horizontal (1) Double Angle 2L2x2x3/16x3/8 1 (36 ksi) Diagonal (1) Double Angle 2L2x2x3/16x3/8 1 Hip (1) Equal Angle L21/2x212x3/16 I T1160'-40' A36 Horizontal (1) Double Angle 2L2x20/160/8 1 (36 ksi) Diagonal (1) Double Angle 2L2x2x3/16x3/8 I Hip (1) Equal Angle L21/2x2120/16 1 T1240'-20' A36 Horizontal (1) Double Angle 2LW01160/8 1 (36 ksi) Diagonal (1) Double Angle 2L2x2x3/16x3/8 I Hip (1) Equal Angle L21/2x212x3/16 1 T1320'-0' A36 Horizontal (1) Double Angle 2L2x2x3/16x3/8 1 (36 ksi) Diagonal (1) Double Angle 2L2x2x3/16x3/8 1 Hip (1) Single Angle L212x21/20/16 1 Tower Section Geometry cont'd Double Angle Double Angle Double Angle Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight MuR. Elevation Area Thickness At Factor Stitch Bolt Stitch Boll Stitch Bolt (perface) A, Spacing Spacing Spacing Diagonals Horizontals Redundants F Itt in in in in TI 250'-240' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) 12240'-220' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) T3 220'-200' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) T4 200'-180' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) T5 180'-160' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) T6 160'-140' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) T7140'-120' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) TS 120'-100' 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) T9 100'-80, 0.000 0.000 A36 1.05 1 1.05 Mid -Pt Mid -Pt Mid -Pt (36 ksi) TI080'-60' 0.000 0.000 A36 1.05 1 1.05 44.800 Mid -Pt Mid -Pt (36 ksi) T1160'40' 0.000 0.000 A36 1.05 1 1.05 47.200 Mid -Pt Mid -Pt (36 ksi) T1240'-20' 0:000 0.000 A36 1.05 1 1.05 49.600 Mid -Pt Mid -Pt (36 ksi) T13 20'-0' 0.000 0.000 A36 1.05 1 1.05 52.000 Mid -Pt Mid -Pt Tower Section Geometry cont'd KFactvr MxTower Job Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 6 of 38 Project Date B+T Group 1717 SBoulderAve, Suite 300 16:07:43 11 /01 /17 Tulsa, OK 74119 Client Designed 6y Phone. (918) 587-4630 FAX: (918) 295-0265 Crown Castle Devara1 Sanamuri Tower Cale Cale Elevation K K Single Solid Angles Rounds Legs X K Single Girls Horis. Sec. Inner Brace Brace Diags Hork. Brace Diags Diags X X X X X X X Y Y Y y y Y y T1250'-240' Yes Yes 1 1 I 1 I 1 1 1 l 1 1 t 1 1 1 T2 240'-220' Yes Yes 1 1 1 1 I 1 1 1 1 1 1 1 13 220'-200' Yes Yes 1 1 1 1 I 1 1 1 1 1 1 1 T4200'-180' Yes Yes I 1 1 I 1 1 1 T5 I80'-160' Yes Yes 1 1 1 1 I 1 1 1 1 1 1 1 1 T6160'-140' Yes Yes 1 1 1 1 1 1 1 1 1 1 1 I 1 1 T7140'-120' Yes Yes 1 1 1 1 I 1 1 1 t 1 1 1 1 1 1 T8120'-100' Yes Yes 1 I 1 1 1 1 1 1 1 1 1 1 19100'-80' Yes � Yes 1 I 1 1 I 1 1 1 I 1 1 I 1 1 1 TI080'-60' No Yes 1 1 1 1 1 1 1 1 1 0.5 1 1 I TI I60'40' No Yes 1 1 1 1 I 1 I 1 1 0.5 1 1 1 TI240'-20' No Yes 1 I 1 1 1 1 I 1 1 0.5 1 1 1 I 1 T1320'-0' No Yes 1 1 1 1 1 1 I 1 1 0.5 1 1 1 1 1 'Note: Kfactors are applied to member segment lengths. K-brocer without inner supportingmembers will have the Kfactor in the outrof-plane direction applied to the overall length. Tower Section Geometry conf'd Tower Elevation A Leg Diagonal Top Girt Bottom Gin Mid Girt Long Horizontal ShortHorkontal 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 TI 250'-240' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T2 240'-220' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T3 220'-200' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T4 200'-180' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T5 180'-160' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T6 160'-140' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T7 140'-120' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T8 120'-100' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T9 100'-80' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T10 80'-60' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T11 60'-40' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T12 40'-20' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 T13 20'-0' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 MxTower J gPa e 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 7 of 38 Project Date B+T Group 1717 SBoulderAve, Suite 300 16:07:43 11 /01 /17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Devara Sanamuri j FAX.. (918) 295-0265 Tower Section Geometry cont'd Tower Elevation J7 Leg Connection Type Leg Bolt Size No. Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal Bolt Size No. Bolt Site No. Boll Site No. Bolt Size No. Bolt Size No. Bolt Size No. in in in in in in in TI 250'-240' Flange 0.625 4 0.625 2 0.625 1 0.000 0 0.625 0 0.000 0 0.625 0 A325N A325N A325N A325N A325N A325N A325N T2240'-220' Flange 0.625 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.625 0 A325N A325N A325N A325N A325N A325N A325N T3 220'-200' Flange 0.875 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.625 0 A325N A325N A325N A325N A325N A325N A325N T4200'-180' Flange 1.000 6 0.625 2 0.000 0 0.000 0 0.625 0 0.000 0 0.625 0 A325N A325N A325N A325N A325N A325N A325N T5180'-160' Flange 1.000 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T6160'-140' Flange 1.000 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T7 140'-120' Flange 1.125 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T8120'-100' Flange 1.250 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T9100'-80, Flange 1.250 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 A325N A325X A325N A325N A325N A325N A325N TI080'-60' Flange 1.375 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T1160'-40' Flange 1.500 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T1240'-20' Flange 1.500 6 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 A325N A325N A325N A325N A325N A325N A325N T13 20'-y Flange 2.250 0 0.625 2 0.000 0 0.000 0 0.625 0 0.625 1 0.625 1 A36 A325N A325N A325N A325N A325N A325N Feed Line/Linear Appurtenances - Entered As Round Or Flat Weight Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter or Shield Type Offset Offset Per Spacing Diameter Leg Jt in (FracF) Row in in in kh' LDF7-50A(I- B No Ar (CaAa) 243' - (V 0.000 0.4 13 7 0.850 1.980 0.001 5/8-) 0.750 (12E(1-5/8)+l E(1-1/4)) Feedline B No At (CaAa) 243' - 0' 0.000 0.41 1 1 3.000 3.000 0.008 Ladder (At) (E) Climbing B No At (CaAa) 250' - 0' 0.000 0 I 1 3.840 3.840 0.005 Ladder ( Flat) (E) Safety Line B No As (CaAa) 25W - 0' 0.000 0 I 1 0.375 0.375 0.000 3/8 (E) TSZ 999 A No As (CaAa) 13W - 0' 0.000 0.42 4 3 0.850 1.039 0.001 066/xxxM-8A 0.750 WG(I-1/32) (3E(1-1/32)+l lA tuxTowe Job Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 8 of 38 B+T Group Project Date 1717 SBoulder Ave, Suite 300 16:07:43 11101 /17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 FAX..- (918) 295-0265 Crown Castle Devarai Sanamuri Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight or Shield Type Offset Offset Per Spacing Diameter Leg R in (Free FW) Row in in in k! E(7/8)) Feedline A No At(CaAa) 130'-0' 0.000 0.42 1 1 3.000 3.000 0.008 Ladder (Af) (E) ..d.. LCF158-50J(1 A No Ar(CaAa) 143'-0' 0.000 -0.35 2 2 0.850 2.010 0.001 -518") 0.750 (E) LCF158-50J(1 A No Ar(CaAa) 143'-0' 0.000 -0.3 5 5 0.850 2.010 0.001 -518") 0.750 (E) LCF158-50J(1 A No Ar(CaAa) 143'-0' 0.000 -0.27 3 1 0.850 2.010 0.001 -5/8") 0.750 (E) LCFI58-50J(1 A No Ar(CaAa) 143'- 0' 0.000 -0.25 2 2 0.850 2.010 0.001 -519") 0.750 (E) WR-VG86ST- A No Ar(CaAa) 143'-0' 0.000 -0.23 6 4 0.750 0.795 0.001 BRD(3/4) 0.500 (2E+4P) Feedline A No Af(CaAa) 250'-0' 0.000 -0.28 1 1 3.000 3.000 0.008 Ladder (At) (E) FB-L98B-034- A No Ar(CaAa) 143'-9 0.000 -0.22 3 1 0.394 0.394 0.000 XXX(3/8) (P) 840 A No Ar(CaAa) 143'-0' 0.000 -0.218 1 I 0.315 0.315 0.000 10414(5/16) (P) Feedline C No Af(CaAa) 14Y - 0' 0.000 -0.4 1 1 3.000 3.000 0.008 Ladder(Af) (Empty) Feedline C No At (CaAa) 145' - 0' 0.000 -0.425 1 1 3.000 3.000 0.008 Ladder (At) (Empty) Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number .+ a Feed Line/Linear Appurtenances Section Areas Tower Tower Face Aft AF CAAA CAAA Weight Section Elevation In Face Out Face R J1: t, ft fit K TI 250'-240' A 0.000 0.000 5.000 0.000 0.084 B 0.000 0.000 15.997 0.000 0.107 + N y O�J 9 J Q U A d;J~ j O O O O O O O O O O O 0 0 0 0 0 0 0 +NNNNNN W W �1 PUN • U q� W NANO 0 A m _W W N N N N W A W N O W N P P z W b b O N N U 1 •-• J O +O W D] O W J A N V U AAAA�D �O W �IUN Wj N A O P tJ to N O W IJ Z etij 1 w A Wo �Iwb �k • A A W W W A A W N N N O , r. CD CD a r ID n ID 7 CD 1 0 nql CD H co C 1 H H H H 'y0 a N N N �ma�manmanmanmanmaomaomanmanmanmana+a J O O O O O O o o O O o o O o 0 0 o O O o 0 0 0 O O O O O O O O O J OHO O... 0000000000 J O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O Jo000OOO00000000000.O0000000 J C C ................... G ...... 0 0 0 0 0 0 0 J O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O NZA JWNI NJ NV wJ J"ZA J N_ N J� �' .00yn;-R. I.opnlcp!lppu;c o�n ;o. W:o?Wo? o? o?Wo? ayr ............ � 00 Q O i O A O O A O O A O O A O O A O O A O O W O O P 0 0 0 0 0 0 0 0 055 0 0 0 jp J O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O J O O O ................................. ................. A >' J .......... o ........................ aAPwAPWAPwAPWAP APWAV+oANOA.-o a.-o A.-o a.- +� V evo � y y b l^V a� •S O ri N qb$ UO � W 0 n 9 p � A n � W 0 v 0 T r m 0 cn f O J ;o n N w � m rn m T r co N _ O G is O m co W O N W � N O 3 c MxTower '°b Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 10 of 38 Project Date B+T Group 1717 S B°ulderAe, Suite 300 16:07:43 11 /01 /17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Devara Sanamuri j FAX..- (918) 295-0265 Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K. Ice Tl l LDF7-50A(I-5/8") 240.00- 0.6000 0.6000 243.00 Tl 3 Feedline Ladd" (At) 240.00- 0.6000 0.6000 243.00 Tl 5 Climbing Ladder (Flat) 240.00- 0.6000 0.6000 250.00 TI 6 Safety Line 3/8 240.00- 0.6000 0.6000 250.00 TI 19 Feedline Ladder (At) 240.00- 0.6000 0.6000 250.00 T2 I LDF7-50A(I-5/8") 220.00- 0.6000 0.6000 240.00 T2 3 Feedline Ladder(At) 220.00- 0.6000 0.6000 240.00 T2 5 Climbing Ladder (Flat) 220.00- 0.6000 0.6000 240.00 T2 6 Safety Line 3/8 220.00- 0.6000 0.6000 240.00 T2 19 Feedline Ladder (At) 220.00- 0.6000 0.6000 240.00 T3 1 LDF7-50A(1-5/8") 200.00- 0.6000 0.6000 220.00 T3 3 Feedline Ladder(Af) 200.00- 0.6000 0.6000 220.00 T3 5 Climbing Ladder ( Flat) 200.00- 0.6000 0.6000 220.00 T3 6 Safety Line 3/9 200.00- 0.6000 0.6000 220.00 T3 19 Fccdline Ladder (Af) 200.00- 0.6000 0.6000 220.00 T4 1 LDF7-50A(1-5/8") 180.00- 0.6000 0.6000 200.00 T4 3 Feedline Ladder(Af) 180.00- 0.6000 0.6000 200.00 T4 5 Climbing Ladder ( Flat) 180.00- 0.6000 0.6000 200.00 T4 6 Safety Line 3/8 180.00- 0.6000 0.6000 200.00 T4 19 Feedline Ladder(Af) 180.00- 0.6000 0.6000 200.00 TS I LDF7-50A(1-5/8") 160.00- 0.6000 0.6000 180.00 T5 3 Feedline Ladder (At) 160.00- 0.6000 0.6000 180.00 TS 5 Climbing Ladder ( Flat) 160.00- 0.6000 0.6000 180.00 T5 6 Safety Line 3/9 160.00- 0.6000 0.6000 180.00 TS 19 Feedline Ladder (At) 160.00- 0.6000 0.6000 180.00 T6 1 LDF7-50A(1-5/8") 140.00- 0.6000 0.6000 160.00 T6 3 Feedline Ladder (At) 140.00- 0.6000 0.6000 160.00 T6 5 Climbing Ladder ( Flat) 1 140.00.1 0.60001 0.6000 tnxTower dcb Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 11 of 38 B+T Group Project Date 1717 SBoulderAve, Suite 300 16:07:43 11/01/17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle DevarSanamuri a1 FAX..- (918) 295-0265 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No lee K Ice 160.00 T6 6 Safety Line 3/8 140.00- 0.6000 0.6000 160.00 T6 13 LCF158-50J(1-5/8") 140.00- 0.6000 0.6000 143.00 T6 14 LCF158-501(1-5/8") 140.00- 0.6000 0.6000 143.00 T6 15 LCF158-501(1-5/8") 140.00- 0.6000 0.6000 143.00 T6 16 LCF158-501(1-5/8") 140.00- 0.6000 0.6000 143.00 T6 17 WR-VG86ST-BRD(3/4) 140.00- 0.6000 0.6000 143.00 T6 19 Feedline Ladder (At) 140.00- 0.6000 0.6000 160.00 T6 20 FB-L98B-034-XXX(3/8) 140.00- 0.6000 0.6000 143.00 T6 21 84010414(5/16) 140.00- 0.600D 0.6000 143.00 T6 24 Feedline Ladder (At) 140.00- 0.6000 0.6000 145.00 T6 25 Feedline Ladder (Ad) 140.00- 0.6000 0.6000 145.00 T7 1 LDF7-50A(1-5/8") 120.00- 0.6000 0.6000 140.00 T7 3 Feedline Ladder (Af) 120.00- 0.6000 0.6000 140.00 77 5 Climbing Ladder ( Flat) 120.00- 0.6000 0.6000 140.00 T7 6 Safety Line 3/9 120.00- 0.6000 0.6000 140.00 T7 8 TSZ 999 120.00- 0.6000 0.6000 066/xm M-8AWG(1-1/32) 130.00 T7 10 Feedline Ladder (Af) 120.00- 1.0000 1.0000 130.00 T7 13 LCF158-50J(1-5/8") 120.00- 0.6000 0.6000 140.00 T7 14 LCF158-SOJ(1-5/8") 120.00- 0.6000 0.6000 140.00 17 15 LCF158-50J(1-5/8") 120.00- 0.6000 0.6000 140.00 T7 16 LCF158-50J(1-5/8") 120.00- 0.6000 0.6000 140.00 T7 17 WR-VG86ST-BRD(3/4) 120.00- 0.6000 0.6000 140.00 T7 19 Feedline Ladder (Ad) 120.00- 0.6000 0.6000 140.00 T7 20 FB-L98B-034-XXX(3/8) 120.00- 0.6000 0.6000 140.00 T7 21 840 10414(5/16) 120.00- 0.6000 0.6000 140.00 T7 24 Fecdline Ladder (At) 120.00- 0.6000 0.6000 140.00 T7 25 Feedline Ladder (Ad) 120.00- 0.6000 0.6000 140.00 T8 1 LDF7-50A(1-5/8") 100.00- 0.600D 0.6000 120.00 T8 3 Feedline Ladder (Ad) 100.00- 0.6000 0.6000 120.00 T8 5 Climbing Ladder ( Flat) 100.00- 0.600D 0.6000 120.00 T81 61 Safety Line 3/81 100.00-1 0.60001 0.6000 MxTower Job Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 12 of 38 Project Date B+T Group 1717 SBoulder Ave, Suite 300 16:07:43 11101 /17 Tulsa, OK 74119 Client Designed by Phone: (918) 5874630 Crown Castle Devara Sanamuri j FAX..- (918) 295-0265 Tower Section Feed Line Record No. Description Feed Line Segment Elay. K. No Ire & ice 120.00 T8 8 TSZ 999 100.00- 0.6000 0.6000 0661xoM-8AWG(1-1/32) 120.00 T8 10 Feedline Ladder (At) 100.00- 1.0000 1.0000 120.00 T8 13 LCF158-501(1-5/8") 100.00- 0.6000 0.6000 120.00 T8 14 LCF158-501(1-5/8") 100.00- 0.6000 0.6000 120.00 T8 15 LCF158-501(1-5/8") 100.00- 0.6000 0.6000 120.00 T8 16 LCFI58-50J(1-5/8") 100.00- 0.6000 0.6000 120.00 T8 17 WR-VG86ST-BRD(3/4) 100.00- 0.6000 0.6000 120.00 T8 19 Feedline Ladder(Af) 100.00- 0.6000 0.6000 120.00 T8 20 FB.L98B-034-XXX(3/8) 100.00- 0.6000 0.6000 120.00 T8 21 84010414(5/16) 100.00- 0.6000 0.6000 120.00 T8 24 Feedline Ladder (At) 100.00- 0.6000 0.6000 120.00 T8 25 Feedline Ladder (At) 100.00- O.6000 0.6000 120.00 T9 1 LDF7-50A(1-518") 80.00-100.00 0.6000 0.6000 T9 3 Feedline Ladder (At) 80.00-100.00 0.6000 0.6000 T9 5 Climbing Ladder ( Flat) 80.00 - 100.00 0.6000 0.6000 T9 6 Safety Line 3/8 80.00-100.00 0.6000 0.6000 T9 8 TSZ 999 80.00-100.00 0.6000 0.6000 066/x M-13AWG(1-1/32) T9 10 Feedline Ladder (At) 80.00-100.00 1.0000 1.0000 T9 13 LCF158-SOJ(1-5/8") 80.00- 100.00 0.6000 0.6000 T9 14 LCF158-50J(I-5/8") 80.00-100.00 0.6000 0.6000 T9 15 LCF158-SOJ(1-5/8") 80.00- 100.00 0.6000 0.6000 T9 16 LCF158-50J(1-5/8") 80.00- 100.00 0.6000 0.6000 T9 17 WR-VG86ST-BRD(3/4) 80.00-100.00 0.6000 0.6000 T9 19 Feedline Ladder (At) 80.00-100.00 0.6000 0.6000 T9 20 FB-L98B-034-XXX(3/8) 80.00 - 100.00 0.6000 0.6000 T9 21 840 10414(5/16) 80.00-100.00 0.6000 0.6000 T9 24 Feedline Ladder (At) 80.00 - 100.00 0.6000 0.6000 T9 25 Feedline Ladder (At) 80.00 - 100.00 0.6000 0.6000 TIO 1 LDF7-50A(I-5/8") 60.00 - 80.00 0.6000 0.6000 T10 3 Feedline Ladder (At) 60.00 - 80.00 0.6000 0.6000 T10 5 Climbing Ladder ( Flat) 60.00 - 80.00 0.6000 0.6000 TIO 6 Safety Line 3/8 60.00-80.00 0.6000 0.6000 TIO 8 TSZ 999 60.00 - 80.00 0.6000 0.6000 066/mcM-8A WG(1-1/32) T10 10 Feedline Ladd"(Af) 60.00-80.00 1.0000 1.0000 TIO 13 LCF158-50J(1-518") 60.00-80.00 0.6000 0.6000 TIO 14 LCF158-501(1-5/8") 60.00-80.00 0.6000 0.6000 TIO 15 LCF158-501(1-5/8") 60.00-80.00 0.6000 0.6000 TIO 16 LCF158-501(1-5/8") 60.00-80.00 0.6000 0.6000 TIO 17 WR-VG86ST-BRD(3/4) 60.00-80.00 0.6000 0.6000 TIO 19 Feedline Ladder (At) 60.00 - 80.00 0.6000 0.6000 TIO 20 FB-L98B-034-XXX(3/8) 60.00 - 80.00 0.6000 0.6000 TIO 21 84010414(5/16) 60.00-80.00 0.6000 0.6000 TIO 24 Feedline Ladder (At) 60.00 - 80.00 0.6000 0.6000 TIO 25 Feedline Ladder (Af) 60.00. 80.00 0.6000 0.6000 TIl 1 LDF7-50A(I-5/8") 40.00-60.00 0.6000 0.6000 TIl 3 Feedline Ladder (At) 40.00-60.00 0.6000 0.6000 T11 5 Climbing Ladder( Fiat) 40.00-60.00 0.6000 0.6000 tnxTower dOb Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 13 of 38 Project Date B+T Group 1717SBou1de,&e, Suite 300 16:07:43 11/01/17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Devara Sanamuri 1 FAX..- (918) 295-0265 Tower Section Feed Line Record No. Description Feed Line Segment Elev. K. No Ice K. fee TI1 6 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000 T11 8 TSZ 999 40.00 - 60.00 0.6000 0.6000 066/xxxM4A WG(1-1/32) TII 10 Feedline Ladder (At) 40.00 - 60.00 1.0000 1.0000 T11 13 LCF158-50J(1-5/8") 40.00-60.00 0.6000 0.6000 Tit 14 LCF158-50J(1-5/8") 40.00-60.00 0.6000 0.6000 Tit 15 LCF158-50J(1-5/8") 40.00-60.00 0.6000 0.6000 Tit 16 LCF158-50J(1-5/8") 40.00-60.00 0.6000 0.6000 TII 17 WR-VG86ST-BRD(3/4) 40.00-60.00 0.6000 0.6000 TII 19 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000 TII 20 FB-L98B-034-XXX(3/8) 40.00 - 60.00 0.6000 0.6000 Tit 21 840 10414(5/16) 40.00 - 60.00 0.6000 0.6000 Tit 24 Feedline Ladder (Af) 40.00-60.00 0.6000 0.6000 TII 25 Feedline Ladder (At) 40.00 - 60.00 0.6000 0.6000 T12 I LDF7-50A(1-5/8") 20.00-40.00 0.6000 0.6000 T12 3 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000 T12 5 Climbing Ladder( Fla) 20.00-40.00 0.6000 0.6000 T12 6 Safety Line 3/8 20.00 - 40.00 0.6000 0.6000 T12 8 TSZ 999 20.00-40.00 0.6000 0.6000 066/xxxM-SA WG(1-1/32) T12 10 Feedline Ladder (Af) 20.00-40.00 1.0000 1.0000 T12 13 LCF158-50J(1-5/8") 20.00-40.00 0.6000 0.6000 T12 14 LCF158-501(1-5/8") 20.00-40.00 0.6000 0.6000 T12 15 LCF158-50J(1-5/8") 20.00-40.00 0.6000 0.6000 T12 16 LCF158-50J(1-5/8") 20.00-40.00 0.6000 0.6000 T12 17 WR-VG86ST-BRD(3/4) 20.00-40.00 0.600D 0.6000 T12 19 Feedline Ladder (Af) 20.00-40.00 0.6000 0.6000 T12 20 FB-L98B-034-X3M3/8) 20.00-40.00 0.6000 0.6000 T12 21 84010414(5/16) 20.00-40.00 0.6000 0.6000 T12 24 Feedline Ladder (At) 20.00 - 40.00 0.6000 0.6000 T12 25 Feedline Ladder (At) 20.00-40.00 0.6000 0.6000 T13 1 LDF7-50A(1-5/8") 0.00-20.00 0.6000 0.6000 T13 3 Feedline Ladder (At) 0.00 - 20.00 0.6000 0.6000 T13 5 Climbing Ladder( Flat) 0.00-20.00 0.6000 0.6000 T13 6 Safety Line 3/8 0.00-20.00 0.6000 0.6000 T13 8 TSZ 999 0.00 - 20.00 0.6000 0.6000 066/xxxM-8A WG(1-1/32) T13 10 Feedline Ladder (An 0.00-20.00 1.0000 1.0000 T13 13 LCF158-50J(1-5/8") 0.00-20.00 0.6000 0.6000 T13 14 LCF158-50J(1-5/8") 0.00-20.00 0.6000 0.6000 T13 15 LCF158-50J(1-5/8") 0.00-20.00 0.6000 0.6000 T13 16 LCF158.50J(1-5/8") 0.00-20.00 0.6000 0.6000 T13 17 WR-VG86ST-BRD(3/4) 0.00-20.00 0.6000 0.6000 T13 19 Feedline Ladder (At) 0.00-20.00 0.6000 0.6000 T13 20 FB-L98B-034-XXX(3/8) 0.00-20.00 0.6000 0.6000 T13 21 84010414(5/16) 0.00-20.00 0.6000 0.6000 T13 24 Feedline Ladder (At) 0.00-20.00 0.6000 0.6000 T13 25 Feedline Ladder (An 0.00-20.00 0.6000 0.6000 Discrete Tower Loads inxTower dOb Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 14 of 38 B+T Group Project Date 1717 SBoulderAve, Suite 300 16:07:43 11/01 /17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Devaraj Sanamuri FAX.. (918) 295-0265 Description Face Offset Offsets: Azimuth Placement CAs CAAWeight or Type Hmr Adjustment Front Side Leg Lateral Pert B 0 R I f? K (E) 0' 6" Side Luting A From Leg 0.500 (E) 0' 0' Side Lighting B From Leg 0.500 E) 0' 0' Side Lighting C From Leg 0.500 (E) 0' 0' 4' Dipole B From Leg 1.000 (E-PER PHOTO AND TIA) 0' 0' 4'Dipole C From Leg 1.000 (&PER PHOTO AND TIA) 0' v 4' Dipole B From Leg 1.000 (E-PER PHOTO AND TIA) 0' 0' 4' Dipole C From Leg 1.000 (E-PER PHOTO AND TIA) 0' 0' (2) X7CQAP-665-VR0 A From Leg 4.000 (E) 0' 4' (2) X7CQAP-665-VRO B From Leg 4.000 (E) 0' N (2)X7CQAP-665-VR0 C From Leg 4.000 (E) 0' 4' (2)EI5R05P19 A From Leg 4.000 (E) a 4' (2)EI5R05P19 B From Leg 4.000 (E) 0' 4' (2)E15R05P19 C From Leg 4.000 (E) 0' N RRUS12/RRUSA2 A From Leg 4.000 (E) 0' 4' RRUS 12/RRUS A2 B From Leg 4.000 (E) 0' 4' RRUS 12/RRUS A2 C From Leg 4.000 N (2) DBC-7CAP A From Leg 4.000 (E) 0' 4' (2) DBC-7CAP B From Leg 4.000 0.000 125' No Ice 0.133 0.133 0.005 0.000 125' No Ice 0.133 0.133 0.005 0.000 125' No Ice 0.133 0.133 0.005 0.000 233' No Ice 1.393 1.393 0.035 0.000 213' No Ice 1.393 1.393 0.035 0.000 194' No Ice 1.393 1.393 0.035 0.000 177' No Ice 1.393 1393 0.035 0.000 243' No Ice 9.549 5.925 0.050 0.000 243' No Ice 9.549 5.925 0.050 0.000 243' No Ice 9.549 5.925 0.050 0.000 243' No Ice 0.941 0.608 0.023 0.000 243' No Ice 0.941 0.608 0.023 0.000 243' No Ice 0.941 0.608 0.023 0.000 243' No Ice 3.143 1.835 0.072 0.000 243' No Ice 3.143 1.835 0.072 0.000 243' No Ice 3.143 1.835 0.072 0.000 243' No Ice 0.613 0.116 0.007 0.000 243' No Ice 0.613 0.116 0.007 MxTower Job Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 15 of 38 Project Date B+T Group 1717 SBoulderAve, Suite 300 16:07:43 11/01 /17 Tulsa, OK 74119 Client Designed by Phone: (918) 3874630 Crown Castle Devaraj Sanamuri FAX.- (918) 295-0265 Description Face Offset Offsets: Azimuth Placement CAAA CA, Weight or 7)pe Horz Adjustment Front Side Leg Lateral Vert R ft f 2 fTt K (E) 0' 4' (2) DBC-7CAP C From Leg 4.000 (E) 0' 4' RxxDC-3315-PF-48 B From Leg 4.000 (E) 0' 4' 6' x 2" Mount Pipe A From Leg 4.000 (E) 0' 3' 6'x2'Mount Pipe B From Leg 4.000 (E) 0' 3' 6' x 2" Mount Pipe C From Leg 4.000 (E) 0' 3' Sector Mount[SM 402-3] C None (E-2MP Per Sec) RRUS 11 A From Leg 4.000 (E) 0' 3' RRUS 11 B From Leg 4.000 (E) 0' 3' RRUS 11 C From Leg 4.000 (E) 0' 3' DC6-48-60-18-8F A From Leg 4.000 (E) 0' 3' (3) SBNHH-ID85B w/ A From Leg 4.000 Mount Pipe 0, (P) 3' (3) B From Leg 4.000 ET-X-UW.68-14-65-18-iR-A 0' T w/ Mount Pipe 3' (P) (3) SBNHH-ID85B w/ C From Leg 4.000 Mount Pipe 0' (P) 3, RRUS 32 B2 A From Leg 4.000 (P) 0' 3' RRUS 32 B2 B From Leg 4.000 (P) 0, 3' RRUS 32 B2 C From Leg 4.000 (P) 0' 3' RRUS 32 A From Leg 4.000 (P) 0, 3' RRUS 32 B From Leg 4.000 (P) 0, 3' 0.000 243' No Ice 0.613 0.116 0.007 0.000 243' No Ice 3.708 2.192 0.032 0.000 243' No Ice 1.425 1.425 0.022 0.000 243' No Ice 1.425 1.425 0.022 0.000 243' No lee 1.425 1.425 0.022 0.000 243' No Ice 18.910 18.910 0.851 0.000 143' No Ice 2.784 1.187 0.048 0.000 143' No lee 2.784 1.187 0.048 0.000 143' No Ice 2.784 1.187 0.048 0.000 143' No Ice 0.917 0.917 0.019 0.000 143' No lee 8.316 7.004 0.070 0.000 143' No Ice 8.371 6.537 0.069 0.000 143' No lee 8.316 7.004 0.070 0.000 143' No ice 2.731 1.668 0.053 0.000 143' No Ice 2.731 1.668 0.053 0.000 143' No Ice 2.731 1.668 0.053 0.000 143' No Ice 2.857 1.777 0.055 0.000 143' No lee 2.857 1.777 0.055 tnxTower°b Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 16 of 38 B+T Group Project Date 1717 SBoulderAve, Suite 300 16:07:43 11/01 /17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 FAX..- (918) 295-0265 Crown Castle Devaraj Sanamuri Description Face Offset Offsets: Azimuth Placement CAA CAI,t Weight or Type Harz Adjustment front Side Leg Lateral Vert n n /r fi2 K RRUS 32 C From Leg 4.000 (P) 0' 3' DC6-48-60-18-SC B From Leg 4.000 (P) 0' 3' DC648-60-18-8C C From Leg 4.000 (P) 0' 3' Sector Mount ISM 502-3] C None (P) APXVSPPI8-Cw/Mount A From Leg 4.000 Pipe 0' (E) 0' APXVSPPI8-C w/ Mount B From Leg 4.000 Pipe 0' (E) 0' APXVSPPI8-Cw/Mount C From Leg 4.000 Pipe 0' (E) 0' =65AP-IXR w/Mount A From Leg 4.000 Pipe 0' (E) 0' TITf65AP-IXRw/Mount B From Leg 4.000 Pipe 0' (E) 0' TI-ff65AP-IXRw/Mount C From Leg 4.000 Pipe 0' (E) 0' 800MHZ SMR FILTER A From Leg 4.000 (E) 0' 0' 800MHZ SMR FILTER B From Leg 4.000 (E) 0' 0' 80OMHZ SMR FILTER C From Leg 4.000 (E) 0' 0' RRUS-11 800MHz A From Leg 4.000 (E) 0' 0' RRUS-11 800MHz B From Leg 4.000 (E) 0' 0' RRUS-11 800MHz C From Leg 4.000 (E) U 0' RRUS 31 B25 A From Leg 4.000 (E) 0, 0' RRUS 31 B25 B From Leg 4.000 (E) 0' 0' RRUS 31 B25 C From Leg 4.000 (E) 0' 0' 0.000 143' No Ice 2.737 2.737 0.026 0.000 143' No Ice 2.737 2.737 0.026 0.000 143' No Ice 33.020 33.020 1.673 0.000 130' No Ice 8.262 6.946 0.083 0.000 130' No Ice 8.262 6.946 0.083 0.000 130' No Ice 8.262 6.946 0.083 0.000 130' No Ice 7.218 4.777 0.056 0.000 130' No Ice 7.218 4.777 0.056 0.000 130' No Ice 7.218 4.777 0.056 0.000 130' No Ice 0.650 0.222 0.009 0.000 130' No Ice 0.650 0.222 0.009 0.000 130' No Ice 0.650 0.222 0.009 0.000 130' No Ice 2.522 1.303 0.054 0.000 130' No Ice 2.522 1.303 0.054 0.000 130' No 2.522 1.303 0.054 0.000 130' No Ice 1.623 1.279 0.056 0.000 130' No Ice 1.623 1.279 0.056 0.000 130' No Ice 1.623 1.279 0.056 MxTower Job Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 17 of 38 Project Date B+T Group 1717 SBoulderAve. Suite 300 16:07:43 11/01/17 Tulsa, OK 74119 Client Designed by Phone. (918) 3874630 Crown Castle Devara Sanamuri 1 FAX.. (918) 295-0265 Description Face Offset Q(%8eis: Azimuth Placement CAAA Cs As Weight or Type Horz Adjustment Front Side Leg Lateral Vert it n fi2 r2 K R R FZH7-RRH A From Leg 4.000 0.000 130' No Ice 1.262 1.015 0.055 (E) 0. 0. FZH7-RRH B From Leg 4.000 0.000 130' No Ice 1.262 1.015 0.055 (E) 0' 0' FZHI-RRH C From Leg 4.000 0.000 130' No Ice 1.262 1.015 0.055 (E) 0, 0' (3) ACU-A20-N A From Leg 4.000 0.000 130' No Ice 0.067 0.117 0.001 (E) 0' 0' (3) ACU-A20-N B From Leg 4.000 0.000 130' No Ice 0.067 0.117 0.001 (E) 0' 0' (3) ACU-A20-N C From Leg 4.000 0.000 130' No Ice 0.067 0.117 0.001 (E) 0 0' (2) TxT'Antenna Mount Pipe A From Leg 4.000 0.000 130' No Ice 1.663 1.663 0.026 (E) 0. 0' (2) 7'xT' Antenna Mount Pipe B From Leg 4.000 0.000 130' No Ice 1.663 1.663 0.026 (E) 0. 0. (2) Tx2" Antemta Mount Pipe C From Leg 4.000 0.000 13V No Ice 1.663 1.663 0.026 (1,) 0' 0, Sector Mount ISM 702-3] C None 0.000 130' No Ice 37.400 37.400 1.551 (F) Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg -No Ice 3 0.9 Dead+1.6 Wind 0 deg -No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dcad+1.6 Wmd 90 deg - No Ice 9 0.9 Dead+1.6 Wmd 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg -No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice J tnxTower Jnb Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 18 of 38 Project Date B+T Group 1717 SBoulder Ave, Suite 300 16:07:43 11/01 /17 Tulsa, OK 74119 Client Designed by Phone: (918)587-4630 FAX. (918) 295-0265 Crown Castle Devaraj Sanamuri Comb. Description No. 17 0.9 Dead+L6 Wind 210 deg - No ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wmd 240 deg - No Ice 20 1.2 Dead+L6 Wind 270 deg - No I. 21 0.9 Dead+L6 Wind 270 deg - No Ice 22 1.2 Dead+L6 Wind 300 deg - No Ice 23 0.9 Dead+L6 Wind 300 deg -No Ice 24 1.2 Dead+L6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 Dead+Wind 0 deg - Service 27 Dead+Wind 30 deg -Service 28 Dead+Wind 60 deg -Service 29 Dead+Wind 90 deg -Service 30 Dead+Wind 120 deg -Service 31 Dead+Wind 150 deg -Service 32 Dead+Wind 180 deg - Service 33 Dead+Wmd 210 deg - Service 34 Dead+Wind 240 deg - Service 35 Dead+Wmd 270 deg - Service 36 Dead+Wind 300 deg- Service 37 Dead+Wind 330 deg- Service Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-R kip- TI 250-240 Leg Max Tension 15 4.349 -0.056 -0.818 Max. Compression 10 -6.160 -0.720 -0.421 Max. Mx 8 -5.359 1.432 -0.006 Max. My 3 1.855 0.001 -1.468 Max Vy 8 -1.081 -0.699 -0.025 Max. Vx 3 1.112 -0.012 0.715 Diagonal Max Tension 23 2.275 0.000 0.000 Max. Compression 18 -2.397 0.000 0.000 Max. Mx 22 2.265 0.006 0.000 Max. My 24 0.072 0.004 0.001 Max. Vy 22 -0.006 0.006 0.000 Max. Vx 24 0.000 0.000 0.000 Top Girt Max Tension 23 0.157 0.000 0.000 Max. Compression 10 -0.202 0.000 0.000 Max. Mx 2 0.059 -0.014 0.000 Max. Vy 2 0.009 0.000 0.000 T2 240 - 220 Leg Max Tension 15 29.656 -0.146 0.034 Max. Compression 10 -34.366 0.062 0.007 Max. Mx 11 -13.543 0.834 0.005 Max. My 4 -1.087 -0.001 -0.824 Max. Vy 19 0.210 0.926 0.055 Max. Vx 4 -0.227 -0.001 -0.824 Diagonal Max Tension 20 4.317 0.000 0.000 Max. Compression 18 4.397 0.000 0.000 Max. Mx 14 3.525 0.022 0.001 Max. My 20 -3.859 0.002 0.006 Max. Vy 14 0.012 0.022 0.001 Max. Vx 20 -0.002 0.000 0.000 T3 220-200 Leg Max Tension 15 58.807 -0.096 0.027 Max. Compression 10 -67.501 0.163 0.006 Max. Mx 19 -65.914 0.167 0.039 Max. My 16 -3.102 -0.010 0.184 000'0 000'0 000'0 1 uolsuayx w Sulamg iaaul 500'0- 8ZO'O 100'0- OI xA'x ]X £00'O 0£O'0 610'0 ZZ LA'-W 500'0- SZO'O ILVO OI '(W —W £OO'O OEO'O 489'1 ZZ xW'=W 000'0 000'0 WE- 01 uo7sswdmoyxelnl 100'0 O£0'0 6WE OI uolsuayx w Imuozuag 000'0 000'0 100'0 Z xA'xeW 000'0 000'0 IEO'O Z FA—W Z0040- 000'0 OZI'l Z £W'xeW 000'0 ELO'O 9Z8'01 Z xW'MW 000'0 000'0 6Z9'I I- 81 uolsswdmoa mW 000'0 000'0 LSZ'II IZ uolsuayx w IeuOSel(i 185'0 600'0 LYZ'l K xA'XeW 600'0 WEI- 8Z5'1- ZZ SA —W 9L8'1- L50'O- IL9'8- 4Z cw,-w 600'0 089I 69Z'15l ZZ xW' ew 8I0'0- 99VO 18£'181- 01 uolsswdmoo-=W 8Z0'0 6ZVO L66'ESI SI uolsuay"" Sal opt -09I 9.1. 000'0 000'0 010'0 Z LA'-W 000'0 110'0- E00'0- Z xW * ew 000'0 000'0 E00'O- 9 uolsswdmap xew 000'0 000'0 000'0 1 umsuayx w Sulawe+auul 100'0- 610'0 000'0- 9 xA'x IN 100'0- 6I0'0 EIO'O- ZZ LA'-W 100'0- LIO'O LOZ'O- Z LW'-w 100'0- 6I0'0 55£'I ZZ xyux w 000'0 000'0 58L'Z- OI uolsewdmo:)xeW 100'0- 8I0'0 58L'Z OI uolsuay 3mw Ieluozuog 000'0 000'0 I00'0 Z xA'"JN 000'0 000'0 LZO'O- Z AA'-W Z00'O- 000'0 190'I Z Aw'-w 000'0 850'0 ILZ'8 Z xW*XRW 000'0 0000 166'8- 81 uolsswdmoo xeW 000'0 000'0 £65'8 OZ uolsuay neW Ieuo8ell) 88£'0 8£0'0- SLI'O 91 xA'x W 010'0 86VO 6IZ'O- 81 RA'-W 88£'0 8E0'0- 466'5- 91 LW'xeW Z00'O 105'0 L91'8E1- OI xw'x w £OO'O SSZ'O- L86'8£1- 01 uolsswdmoJ mW OEO'O 161'0 6ZZ'OZI 51 umsuayxw Sal 091 -OSI Sy 000'0 000'0 Z00'O- 81 xA'x W 500'0 Z60'O OZO'O bl AA'xeW NOT £IO'0 ZOL'9- 81 SW —W 500'0 Z40'O 6ZI'S 41 xW'xeW 000'0 000'0 61L'9- 81 uolsswdmoo- eW 000'0 000'0 665'9 bZ uolmay new IeuoBela LIZ'0 010'0- 68I'0- 91 xA'x W 500'0- 4£I'0- 011'0 ZZ LA'-W 68Z'0 £10'0- 858'4- 91 6W —W 1£0'O £L l'O LOI'68- 61 xW *x w E00'O- 4LO'0 805'E01- OI uolsswdmoD xeW I£0'0 69I'0- 986'68 51 uolmayxw Saq 081-OOZ by 000'0 000'0 100'0- 91 xA'xxW 400'0 YZO'O VIO'O bI LA'-W 500'0 610'0 L00'b 91 LW'xeYV £00'O 9Z0'0 96L'4 01 xW'x w 000'0 000'0 OI4'9- 81 uolsswdmop xeW 000'0 000'0 6S£'5 OZ uolmayx w IeuoBelQ 48I'0 0I0'0- OZI'O- 91 xA'xuW OEO'O- 151'0 9I1'0 E LA'xxW .W .'Y X "9woa JuawoN JuawON pool add 1( roN slxy+oulN .nxy+orw InlxV -.00 u09lpu00 Iuauodwoo uOltu"(d uopoa5 unweues fwenaa SWO-W (916)+XV.d e�{Sep IIMOJ o O£9YY8f (916) —Yd Rq pau6lsa4 luail0 61M NO'Oslny oo£ wmS'aeV+apinoBSLILj LWOM £V:LO:% dnotg,L}g alum laafoid JamoIxm BE ID 6L Q (nque # ne) -id `3aimci iuoj 1sw ld - W'L00'VEOLL ^ tnxl ower Job Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 20 of 38 B+T Group Project Date 1717 S Boulder Ave, Suite 300 16:07:43 11 /01 /17 Tulsa, OK 74119 Client Designed by Phone: (918)587-4630 FAX.. (918) 295-0265 Crown Castle Devaraj Sanamuri Section Elevation Component Condition Gov. Axial Major Axis MFnor Axis No. .R Type Load Moment Moment Comb. K kip- krb- Max. Compression 22 -0.005 0.000 0.000 Max. Mx 2 -0.004 -0.023 0.000 Max. Vy 2 0.012 0.000 0.000 T7 140 - 120 Leg Max Tension 15 199.524 0.247 0.014 Max. Compression 10 -235.435 -0.433 -0.007 Max. Mx 10 -235.116 0.754 -0.002 Max. My 16 -10.088 -0.066 1.281 Max. Vy 22 -1.741 0.229 0.008 Matt. Vx 16 1.910 -0.059 0.193 Diagonal Max Tension 20 16.159 0.000 0.000 Max. Compression 20 -16.314 0.000 0.000 Max. Mx 2 14.669 0.089 0.000 Max. My 2 1.524 0.000 -0.003 Max. Vy 2 0.035 0.000 0.000 Max. Vx 2 -0.001 0.000 0.000 Horizontal Max Tension 10 4.270 0.042 -0.001 Max. Compression 10 -4.270 0.000 0.000 Max. Mx 2 -0.454 0.050 -0.001 Max. My 22 -2.095 0.041 -0.002 Max. Vy 2 -0.026 0.050 -0.001 Max. Vx 22 -0.001 0.041 -0.002 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 4 -0.004 0.000 0.000 Max. Mx 2 -0.004 -0.037 0.000 Max. Vy 2 0.017 0.000 0.000 T8 120 - 100 Leg Max Tension 15 251.727 0.323 0.014 Max. Compression 10 -297.003 -0.422 -0.006 Max. Mx 10 -296.670 0.917 0.000 Max. My 16 -15.898 -0.083 1.020 Max. Vy 10 -0.343 0.917 0.000 Max. Vx 16 -0.315 -0.083 1.020 Diagonal Max Tension 20 18.088 0.000 0.000 Max. Compression 20 -18.198 0.000 0.000 Max. Mx 2 16.361 0.131 0.000 Max. My 2 1.377 0.000 -0.004 Max. Vy 2 -0.047 0.000 0.000 Max. Vx 2 0.002 0.000 0.000 Horizontal Max Tension 10 5.157 0.053 -0.002 Max. Compression 10 -5.157 0.000 0.000 Mm. Mx 18 -0.611 0.059 4.001 Mast. My 14 2.516 0.051 -0.002 Max. Vy 18 -0.029 0.059 -0.001 Max. Vx 14 -0.001 0.051 -0.002 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 10 -0.005 0.000 0.000 Max. Mx 2 -0.005 -0.046 0.000 Max. Vy 2 0.019 0.000 0.000 T9 100 - 80 Leg Max Tension 15 305.196 0.535 0.012 Max. Compression 10 -360.914 -3.155 0.003 Max. Mx 10 -360.914 -3.155 0.003 Max. My 16 -16.713 -0.083 1.020 Max. Vy 10 1.054 1.778 -0.002 Max. Vx 16 0.319 -0.083 1.020 Diagonal Max Tension 21 20.236 0.000 0.000 Max. Compression 20 -20.693 0.000 0.000 Max. Mx 2 18.683 0.253 0.000 Max. My 2 1.123 0.000 -0.008 Max. Vy 2 -0.084 0.000 0.000 Max. Vx 2 0.003 0.000 0.000 Horizontal Max Tension 10 6.260 0.085 -0.002 Max. Compression 10 -6.260 0.000 0.000 tnxTower Job Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 21 of 38 Project Date B+T Group 1717 S Boulder Ave, Suite 300 16:07:43 11 /01 /17 Tulsa, OK 74119 Client Designed by Phone- (918) 587-4630 Crown Castle DE!Vafa Sanamuri 1 FAX.: (918) 295-0265 Section Elevation No. jt Component Type Condition Gov. Load Comb. Axial K Major Axis Moment W Minor Axis Moment kip-.@ Max. Mx 10 -0.664 0.094 -0.003 Max. My 2 -0.677 0.094 -0.003 Max. Vy 10 -0.042 0.094 -0.003 Max. Vx 18 0.001 0.094 -0.003 Inner Bracing Max Tension 1 0.000 0.000 0.000 Max. Compression 22 -0.008 0.000 0.000 Max. Mx 2 -0.009 -0.068 0.000 Max. Vy 2 0.025 0.000 0.000 T10 80-60 Leg Mac Tension 15 345.446 2.644 -0.034 Max. Compression 10 409.178 4.671 -0.005 Max. Mx 10 409.178 -4.671 -0.005 Max. My 16 -22.615 -0.405 2.065 Max. Vy 10 -1.522 4.129 -0.010 Max. Vx 16 -0.739 -0.405 2.065 Diagonal Max Tension 20 25.978 -0.198 0.103 Max. Compression 20 -26.251 0.000 0.000 Max. Mx 18 22.919 -0.216 0.128 Max. My 10 21.736 -0.214 0.129 Max. Vy 18 -0.055 -0.216 0.128 Max. Vx 10 -0.018 0.000 0.000 Horizontal Max Tension 10 7.098 -0.121 0.003 Max. Compression 10 -7.098 0.000 0.000 Max. Mx 10 -0.470 -0.137 0.005 Max. My 2 -0.486 -0.137 0.005 Max. vy 10 0.056 -0.137 0.005 Max. vx 18 -0.002 -0.137 0.005 Bedard Hom 1 Max Tension 10 7.098 0.000 0.000 Bracing Max. Compression 10 -7.098 0.000 0.000 Max. Mx 2 -0.892 0.025 0.000 Max. My 2 -0.970 0.000 -0.001 Max. Vy 2 -0.019 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Diag 1 Max Tension 10 4.821 0.000 0.000 Bracing Max. Compression 10 -4.821 0.000 0.000 Max. Mx 2 1.175 0.036 0.000 Max. My 2 0.481 0.000 -0.001 Max. Vy 2 -0.018 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redund Hip 1 Max Tension 11 0.037 0.000 0.000 Bracing Max. Compression 14 -0.040 0.000 0.000 Max. Na 2 -0.023 -0.016 0.000 Max. Vy 2 0.011 0.000 0.000 Inner Bracing Max Tension 15 0.018 0.000 0.000 Max. Compression 10 -0.031 0.000 0.000 Max. Mx 2 0.006 0.101 0.000 Max. vy 2 -0.035 0.000 0.000 T11 60-40 Leg Max Tension 15 399.670 3.690 0.029 Max. Compression 10 -474.210 -3.613 -0.011 Max. Mx 10 471.845 5.109 -0.011 Max. My 16 -23.708 -0.405 2.065 Max. vy 10 -2.019 5.109 -0.011 Max. vx 4 0.535 -0.259 -0.994 Diagonal Max Tension 20 27.224 -0.198 0.091 Max. Compression 20 -27.678 0.000 0.000 Max. Mx 18 23.823 -0.212 0.113 Max. My 10 24.047 -0.211 -0.113 Max. Vy 18 -0.055 -0.212 0.113 Max. Vx 10 -0.016 0.000 0.000 tnxTower Job Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 22 of 38 Project Date B+T Group 1717 S Boulder Ave, Suite 300 16:07:43 11 /01 /17 Tulsa, OK 74119 Client Designed by Phone: (918) 5874630 FAX.- (918) 295-0265 Crown Castle Devaraj Sanamuri Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip-t kip - Horizontal M. Tension 10 8.226 -0.157 0.005 Max. Compression 10 -8.226 0.000 0.000 Max. Mx 14 4.069 -0.161 0.005 Max My 14 4.069 -0.161 0.005 Meet. Vy 14 0.061 -0.161 0.005 Max. Vx 14 -0.002 -0.161 0.005 Redund Hort 1 Max Tension 10 8.226 0.000 0.000 Bracing Max. Compression 10 -8.226 0.000 0.000 Max. Mx 2 0.438 0.030 0.000 Max. My 2 -0.522 0.000 -0.001 Max. Vy 2 -0.019 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redmd Ding 1 Max Tension 10 5.397 0.000 0.000 Bracing Max. Compression 10 -5.397 0.000 0.000 Max. Mx 2 ' 0.997 0.041 0.000 Max. My 2 0.901 0.000 -0.001 Max. Vy 2 -0.020 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redmd Hip 1 Max Tension 11 0.030 0.000 0.000 Bracing Max. Compression 14 -0.034 0.000 0.000 Max. Mx 2 -0.008 -0.019 0.000 Max. Vy 2 0.012 0.000 0.000 Inner Bracing Max Tension 15 0.014 0.000 0.000 Max. Compression 10 -0.026 0.000 0.000 Max. Mx 2 0.004 0.120 0.000 Max. Vy 2 -0.038 0.000 0.000 T12 40-20 Leg Max Tension 15 453.939 2.956 0.046 Max. Compression 10 -539.355 -5.851 -0.005 Max. Mx 10 -539.355 -5.851 -0.005 Max. My 16 -29.786 -0.535 3.015 Max. Vy 10 1.861 3.172 0.010 Max. Vx 16 -0.960 -0.535 3.015 Diagonal Mac Tension 20 28.404 -0.251 0.107 Max. Compression 20 -28.917 0.000 0.000 Max. Mx 18 25.420 -0.272 0.133 Max. My 10 24.190 -0.270 0.133 Max. Vy 18 0.073 -0.272 0.133 Max Vx 10 -0.018 0.000 0.000 Horizontal Max Tension 10 9.356 -0.168 0.005 Max. Compression 10 -9.356 0.000 0.000 Max. Mx 10 -0.828 -0.186 0.006 Max. My 2 -0.860 -0.186 0.006 Max. Vy 10 0.066 -0.186 0.006 Max. Vx 18 0.002 -0.196 0.006 Redmd Hom 1 Max Tension 10 9.356 0.000 0.000 Bracing Max. Compression 10 -9.356 0.000 0.000 Max. Mx 2 9.296 0.035 0.000 Max. My 2 -1.261 0.000 -0.001 Mm. Vy 2 -0.021 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Redmd Ding 1 Max Tension 10 5.963 0.000 0.000 Bracing Max Compression 10 -5.963 0.000 0.000 Max. Mx 2 1.060 0.046 0.000 Max. My 2 0.748 0.000 -0.002 Max. Vy 2 -0.021 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 tnxTower Job Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 23 of 38 B+T Group Project Date 1717 SBoulderAve, Suite 300 16:07:43 11 /01 /17 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 Crown Castle Devara Sanamurl j FAX (918) 295-0265 Section Elevation No. ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-jt Minor Axis Moment kiPft Redund Hip 1 Max Tension 11 0.033 0.000 0.000 Barring Max. Compression 14 -0.039 0.000 0.000 Max. Mx 2 -0.011 -0.022 0.000 Max. Vy 2 0.013 0.000 0.000 Inner Bracing Max Tension 15 0.017 0.000 0.000 Max. Compression 10 -0.033 0.000 0.000 Max. Mx 2 0.004 0.176 0.000 Max. Vy 2 -0.052 0.000 0.000 T13 20-0 Leg Max Tension 15 506.151 4.560 0.028 Max. Compression 10 -604.212 0.000 -0.000 Max. Mx 10 -600.605 -5.951 -0.005 Max. My 16 -31.190 -0.535 3.015 Max. Vy 10 -2.381 5.815 -0.011 Max. Vx 12 -0.500 -0.502 -2.995 Diagonal Max Tension 20 29.210 -0.250 0.092 Max. Compression 20 -29.526 0.000 0.000 Max. Mx 18 25.440 -0.267 0.115 Max. My 10 24.510 -0.266 -0.115 Max. Vy 18 -0.074 -0.267 0.115 Max. Vx 10 0.015 0.000 0.000 Horizontal Max Tension 10 10.479 -0.259 0.008 Max. Compression 10 -10.479 0.000 0.000 Max. Mx 14 -5.179 -0.269 0.008 Max. My 14 -5.179 -0.269 0.008 Max. Vy 14 0.086 -0.269 0.008 Max. Vx 14 -0.003 -0.269 0.008 Redund Hom 1 Max Tension 10 10.479 0.000 0.000 Bracing Max. Compression 10 -10.479 0.000 0.000 Max. Mx 2 10.416 0.040 0.000 Max. My 2 -0.071 0.000 -0.001 Max. Vy 2 -0.022 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Reiland Diag 1 Max Tension 10 6.515 0.000 0.000 Bracing Max. Compression 10 -6.515 0.000 0.000 Max. Mx 2 0.973 0.052 0.000 Max. My 2 1.151 0.000 -0.002 Max. Vy 2 -0.023 0.000 0.000 Max. Vx 2 0.001 0.000 0.000 Reiland Hip I Max Tension 11 0.027 0.000 0.000 Bracing Max. Compression 14 -0.034 0.000 0.000 Max. Mx 2 -0.021 -0.025 0.000 Max. Vy 2 0.014 0.000 0.000 Inner Bracing Max Tension 15 0.013 0.000 0.000 Max. Compression 10 -0.029 0.000 0.000 Max. Mx 2 0.002 0.203 0.000 Max. Vy 2 -0.056 0.000 0.000 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Leg C Max. Vert 18 631.361 66.698 -37.513 t18XTower Job Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 24 of 38 B+T Group Project Date 1717S Boulder Ave, Suite 300 16:07:43 11/01/17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 FAX..- (918) 295-0265 Crown Castle Devaraj Sanamuri Location Condition Go, Vertical Horizontal, X Horizontal, Z Load K K K Comb. Max. H. 18 631.361 66.698 -37.513 Max. % 5 455.118 47.285 32.902 Min. Vert 7 -531.634 -57.737 32.473 Min. H. 7 -531.634 -57.737 32.473 Min. % 18 631.361 66.698 -37.513 Leg Max. Vert 10 634.779 -66.428 -38.204 Max. Its 23 -530.649 57.460 33.038 Max. H, 25 -454.272 46.826 33.806 Min. Von 23 -530.648 57.460 33.038 Min. H. 10 634.779 -66.428 -38.204 Min. H. 10 634.779 -66.428 -38.204 LegA Max. Vert 2 631.177 0.651 76.516 Max. % 20 32.547 10.742 2.602 Max. H. 2 631.177 0.651 76.516 Min. Vert 15 -531.771 -0.545 -66.240 Min. H. 9 23.500 -10.702 1.878 Min. H. 15 -531.771 -0.545 -66.240 Tower Mast Reaction Summary Load Vertical Shear. Shear, Overturning Overturning Torque Combination Moment, M. Moment, M, K K K kip-i1 kiD- kip - Dead Only 92.469 0,000 0.000 20.806 -31.456 0.000 1.2 Dead+1.6 Wind 0 deg - No 98.963 -0.068 -129.068 -15541.430 -24.228 32.492 Ice 0.9 Dead+1.6 Wind 0 deg - No 74122 -0.068 -129.068 -15547.671 -14.791 32.492 Ice 1.2 Dead+1.6 Wind 30 deg - No 98.963 59.795 -103.567 -12426.984 -7226.885 40.507 Ice 0.9 Dead+1.6 Wind 30 deg - No 74.222 59.795 -103.567 -12433.225 -7217.449 40.507 Ice 1.2 Dead+1.6 Wind 60 deg -No 98.963 102.951 -59.360 -7183.265 -12549.811 39.532 Ice 0.9 Dead+1.6 Wind 60 deg -No 74.222 102.951 -59.360 -7189.507 -12540.374 39.532 Ice 1.2 Dead+1.6 Wind 90 deg -No 98.963 119.707 0.068 38.487 -14439.438 26.611 Ice 0.9 Dead+1.6 Wind 90 deg - No 74.222 119.707 0.068 32.245 -14430.001 26.611 Ice 1.2 Dead+1.6 Wind 120 deg - 98.963 111.878 64.593 7819.874 -13538.922 6.588 No Ice 0.9 Dead+1.6 Wind 120 deg - 74.222 111.878 64.593 7813.632 -13529.485 6.588 No Ice 1.2 Dead+1.6 Wind 150 deg - 98.963 59.912 103.635 12490.437 -7250.301 -13.013 No Ice 0.9 Dead+1.6 Wind 150 deg - 74.222 59.912 103.635 12484.196 -7240.864 -13.013 No Ice 1.2 Dead+1.6 Wind 180 deg - 98.963 0.068 118.838 14464.848 -51.267 -29.048 No Ice 0.9 Dead+1.6 Wind 180 deg - 74.222 0.068 118.838 14458.606 -41.830 -29.048 No Ice 1.2 Dead+1.6 Wind 210 deg - 98.963 -59.795 103.567 12476.918 7151390 -40.507 No Ice 0.9 Dead+1.6 Wind 210 deg - 74.222 -59.795 103.567 12470.676 7160.826 40.507 No Ice 1.2 Dead+1.6 Wind 240 deg - 98.963 -111.810 64.475 7796.457 13449.907 -43.343 tnxTower J 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) Page 25 of 38 Project Date B+T Group 1717 SBoulderAve, Suite 300 16:07:43 11 /01/17 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 Crown Castle Devarai Sanamuri FAX.. (918) 295-0265 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment M, Moment M. 0.9 Dead+1.6 Wind 240 deg - 74.222 -111.810 64.475 7790.215 13459.344 -43.343 No Ice 1.2 Dead+1.6 Wind 270 deg - 99.963 -119.707 -0.068 11.448 14363.943 -26.611 No Ice 0.9 Dead+1.6 Wind 270 deg- 74.222 -119.707 -0.068 - 5.206 14373.390 -26.611 No Ice 1.2 Dead+1.6 Wind 300 deg- 98.963 -103.019 -59.478 -7206.682 12497.835 -6.220 No Ice 0.9 Dead+1.6 Wind 300 deg - 74.222 -103.019 -59.478 -7212.923 12497.272 -6.220 No Ice 1.2 Dead+1.6 Wind 330 deg- 98.963 -59.912 -103.635 -12440.503 7174.806 13.013 No Ice 0.9 Dead+1.6 Wind 330 deg- 74.222 -59.912 -103.635 -12446.745 7184.243 13.013 No Ice Dead+Wind 0 deg - Service 82.469 -0.010 -19.511 -2332.351 -29.413 4.912 Dead+Wind 30 deg -Service 82.469 9.039 -15.656 -1861.543 -1118.231 6.123 Dead+Wmd 60 deg -Service 82.469 15.563 -8.973 -1068.856 -1922.893 5.976 Dead+Wmd 90 deg - Service 82.469 18.096 0.010 22.850 -2208.546 4.023 Dead+Wind 120 deg - Service 82.469 16.912 9.764 1199.154 -2072AI6 0.996 Dead+Wind 150 deg - Service 82.469 9.057 15.666 1905.199 -1121.771 -1.967 Dead+Wmd 180 deg - Service 82.469 0.010 17.965 2203.669 -33.500 4.391 Dead+Wind 210 deg - Service 82.469 -9.039 15.656 1903.155 1055.319 -6.123 Dead+Wind 240 deg - Service 82A69 -16.902 9.747 1195.615 2007.460 -6.552 Dead+Wind 270 deg -Service 82.469 -18.096 -0.010 18.762 2145.633 4.023 Dead+Wind 300 deg -Service 82.469 -15.573 -8.991 -1072.395 1862.024 -0.940 Dead+Wind 330 deg - Service 82.469 -9.057 -15.666 -1863.587 1059.859 1.967 Solution Summary Sum ojApplied Forces Sum ojReactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.000 -82.469 0.000 -0.000 82.469 0.000 0.000% 2 -0.068 -98.963 -129.068 0.068 98.963 129.068 0.000% 3 -0.068 -74.222 -129.068 0.068 74.222 129.068 0.000% 4 59.794 -98.963 -103.567 -59.795 98.963 103-567 0.000% 5 59.794 -74.222 -103.567 -59.795 74.222 103.567 0.000% 6 102.951 -98.963 -59.360 -102.951 98.963 59.360 0.000% 7 102.951 -74.222 -59.360 -102.951 74.222 59.360 0.000% 8 119.707 -98.963 0.068 -119.707 98.963 -0.068 0.000% 9 119.707 -74.222 0.068 -119.707 74.222 -0.068 0.000% 10 111.879 -98.963 64.593 -111.878 98.963 -64.593 0.000% 11 111.878 -74.222 64.593 -111.878 74.222 -64.593 0.000% 12 59.912 -98.963 103.635 -59.912 98.963 -103.635 0.000% 13 59.912 -74.222 103.635 -59.912 74.222 -103.635 0.000% 14 0.068 -98.963 118.838 -0.068 98.963 -118.838 0.000% 15 0.068 -74.222 118.838 -0.068 74.222 -118.838 0.000% 16 -59.794 -98.963 103.567 59.795 98.963 -103.567 0.000% 17 -59.794 -74.222 103.567 59.795 74.222 -103.567 0.000% 18 -111.810 -98.963 64.475 111.810 98.963 -64.475 0.000% 19 -111.810 -74.222 64.475 111.810 74.222 -64.475 0.000% 20 -119.707 -98.963 -0.068 119.707 98.963 0.068 0.000% 21 -119.707 -74.222 -0.068 119.707 74.222 0.068 0.000% 22 -103.019 -98.963 -59.478 103.019 98.963 59.478 0.000% 23 -103.019 -74.222 -59.478 103.019 74.222 59.478 0.000% 24 -59.912 -98.963 -103.635 59.912 98.963 103.635 0.000% 25 -59.912 -74.222 -103.635 59.912 74.222 103.635 0.000% tnx owe %� Job Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 26 of 38 B+T Group Project Date 1717S Boulder Ave, Suite 300 16:07:43 11/01/17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 FAX,. (918) 295-0265 Crown Castle Devaraj Sanamuri Sum of Applied Forces Sum ofReactio. Load PX PY PZ PX Py PZ %Error Comb. K K K K K K 26 -0.010 -82.469 -19.511 0.010 82.469 19.511 0.000% 27 9.039 -82.469 -15.656 -9.039 92.469 15.656 0.000% 28 15.563 -82.469 -8.973 -15.563 82.469 8.973 0.000% 29 18.096 -82.469 0.010 -18.096 82.469 -0.010 0.000% 30 16.912 -82.469 9.764 •16.912 82.469 -9.764 0.000% 31 9.057 -82.469 15.666 -9.057 82.469 -15.666 0.000% 32 0.010 -82.469 17.965 -0.010 82.469 -17.965 0.000% 33 -9.039 -82.469 15.656 9.039 82.469 -15.656 0.000% 34 -16.902 -82.469 9.747 16.902 82.469 -9.747 0.000% 35 -18.096 -82.469 -0.010 18.096 82.469 0.010 0.000% 36 -15.573 -82.469 -8.991 15.573 82.469 8.991 0.000% 37 -9.057 -82.469 -15.666 9.057 82.469 15.666 0.000% Maximum Tower Deflections - Service Wind Section Elevation Harz, Gov. Tilt Twist No. Deflection Load B in Comb. Tl 250-240 3.716 30 0.122 0.015 T2 240-220 3.458 30 0.122 0.015 73 220-200 2.947 30 0.116 0.013 T4 200 - 180 2.464 30 0.107 0.011 T5 180 - 160 2.017 30 0.098 0.009 T6 160- 140 1.617 30 0.086 0.007 77 140 - 120 1.264 30 0.075 0.006 T8 120-100 0.948 30 0.064 0.004 T9 100 - 80 0.678 30 0.053 0.003 TIO 80 - 60 0.463 30 0.041 0.003 TIl 60-40 0.277 30 0.031 0.002 T12 40-20 0.139 30 0.021 0.001 T13 20 - 0 0.043 26 0.010 0.001 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature 243' (2)X7CQAP-665-VRO 30 3.536 0.122 0.015 Inr 233' 4' Dipole 30 3.278 0.120 0.014 458726 213' 4'Dipole 30 2.774 0.113 0.012 141619 194' 4' Dipole 30 2.326 0.105 0.010 128816 177' 4' Dipole 30 1.954 0.096 0.008 91742 143' RRUS 11 30 1.314 0.077 0.006 131816 130' APXVSPPI8-Cw/Mount Pipe 30 1.101 0.069 0.005 122058 125' Side Lighting 30 1.023 0.067 0.005 115153 Maximum Tower Deflections - Design Wind inxTower d Page g 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 27 of 38 Project Date ]� B+T Group 1717 SBoulderAve, Suite 300 16:07:43 11 /01 /17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Devara Sanamuri 1 FAX (918)295-0265 Section No. Elevation J Hors. Deflection in Gov. Load Comb. Tilt Twist TI 250-240 24.191 10 0.793 0.097 T2 240-220 22.520 10 0.789 0.097 T3 220-200 19.204 10 0.750 0.086 T4 200-190 16.069 10 0.697 0.071 T5 180-160 13.159 10 0.637 0.056 T6 160-140 10.562 10 0.561 0.047 T7 140-120 8.259 10 0.487 0.038 T8 120-100 6.201 10 0.415 0.029 T9 100 - 80 4.443 10 0.342 0.022 TIO 80-60 3.034 10 0.270 0.018 Tit 60-40 1.816 10 0.201 0.013 T12 40-20 0.917 10 0.136 0.007 T13 20-0 0.284 Il 0.065 0.004 Critical Deflections and Radius of Curvature - Design Wind Radius of Elevation Appurtenance Gov. Deflection Tilt Twist Load Curvature Jf Comb. in fr 249'6" Flash Beacon Lighting 10 24.107 0.793 0.097 355178 243' (2)X7CQAP-665-VRO 10 23.022 0.791 0.097 265085 233' 4'Dipole 10 21.350 0.779 0.094 75407 213' 4'Dipole 10 18.083 0.732 0.080 22191 194' 4'Dipole 10 15.169 0.681 0.066 20031 177 4'Dipole 10 12.748 0.626 0.055 14153 143' RRUS 11 10 9.588 0.498 0.040 20526 130' APXVSPPI8-CW/Mount Pipe 10 7.198 0.451 0.034 18936 125' Side Lighting 10 6.691 0.433 0.032 17828 Bolt Design Data Section Elevation Component Bolt Bole Size Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Loadper Load Load Ratio .R in Bolts Bolt K Allowable K TI 250 Leg A325N 0.625 4 1.087 20.709 1 Bolt Tension 0.052 Diagonal A325N 0.625 2 1.138 6.785 I Member Block 0.168 Shear Top Gin A325N 0.625 1 0.157 7.975 I Member Block 0.020 Shear T2 240 Leg A325N 0.625 6 4.943 20.709 1 Bolt Tension 0.239 Diagonal A325N 0.625 2 2.158 7.805 I Member Block 0277 Shear T3 220 Leg A325N 0.875 6 9.801 40.589 I Bolt Tension 0241 1/ Diagonal A325N 0.625 2 2.679 7.805 1 Member Block 0.343 Shear T4 200 Leg A325N 1.000 6 14.998 53.014 1 Bolt Tension 0.283 Diagonal A325N 0.625 2 3.297 8.314 1 Member Block 0397 1/ Shear ttxxTower Job Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 28 of 38 Project Date B+T Group 1717 S Boulder Ave, Suite 300 16:07:43 11/01/17 Tulsa, OK 74119 Client Designed by Phone. (918) 587-4630 Crown Castle DeVafa SanarllUfl 1 FAX.: (918) 295-0265 Section Elevation Component Bolt Bolt Sire Number Maximum Allowable Ratio Allowable Criteria No. Type Grade Of Load per Load Load Ratio Jt in Bolts Bolt K Allowable K T5 180 Leg A325N 1.000 6 20.015 53.014 1 Bolt Tension 0.378 (� Diagonal A325N 0.625 2 4.296 15.609 1 Member Block 0275 �/ Shear Horizontal A325N 0.625 1 2.785 7.875 1 Member Block 0.354 1/ Shear T6 160 Leg A325N 1.000 6 25.651 53.014 1 Bolt Tension 0.484 Diagonal A325N 0.625 2 5.629 15.609 1 Member Block 0.361 Shear Horizontal A325N 0.625 1' 3.449 9914 1 Member Block 0.348 i� Shear T7 140 Leg A325N 1.125 6 33.107 67.096 1 Bolt Tension 0493 �/ Diagonal A325N 0.625 2 8.080 15.609 ✓ 1 Member Block 0.518 Shear Horizontal A325N 0.625 1 4.270 10.934 1 Member Block 0 391 Shear T8 120 Leg A325N 1.250 6 41.916 82.835 1 Bolt Tension 0.506 Diagonal A325N 0.625 2 9.044 16.629 1 Member Block 0.544 Shear Horizontal A325N 0.625 1 5.157 10.934 1 Member Block 0472 Shear T9 100 Leg A325N 1.250 6 50.814 82.835 0.613 1 Bolt Tension Diagonal A325X 0.625 2 10.119 25.658 1 Member Block 0.394 1� Shcar Horizontal A325N 0.625 1 6.260 12.425 I Bolt Shear 0.504 f� T10 80 Leg A325N 1.375 6 57.416 100.230 1 Bolt Tension 0573 Diagonal A325N 0.625 2 12.989 16.629 I Member Block 0781 1/ Shear Horizontal A325N 0.625 I 7.098 19.828 1 Member Block 0358 Shear Tll 60 Leg A325N 1.500 6 66.486 119282 I Bolt Tension 0.557 Diagonal A325N 0.625 2 13.612 16.629 1 Member Block 0.819 1/ Shear Horizontal A325N 0.625 1 8.226 19.828 1 Member Block 0.415 Shear T12 40 Leg A325N 1.500 6 75.447 119.292 1 Bolt Tension 0.633 Diagonal A325N 0.625 2 14.202 22.172 1 Member Block 0.641 ►� She. Horizontal A325N 0.625 1 9.356 19.828 1 Member Block 0.472 1/ Shear T13 20 Diagonal A325N 0.625 2 14.605 22.172 1 Member Block 0.659 Shear Horizontal A325N 0.625 1 10.479 21.967 1 Member Block 0479 �/ Shear Compression Checks Leg Design Data (Compression) r tnxTower J Pa g e 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 29 of 3B Project Date B+T Group 1717 SBoulder Ave, Suite 300 16:07:43 11 /01 /17 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 Crown Castle DE:V8r8f Sef181T1Ufl FAX.. (918) 295-0265 Section No. Elevation ft Sue L J} L. Jt KUr A in' P. K �P" K Ratio P. gyp" T1 250-240 2 10, 5' 120.0 3.142 -6.160 49.286 0.125 K=1.00 v T2 240-220 21/2 20'13/32 68-1/8" 128.2 4.909 -34.366 67.460 0.509, K=1.00 v T3 220-200 3 20'13/32 68-1/8" 106.8 7.069 -67.501 139.053 0.489 ' K=1.00 v T4 200-180 3114 20'13/32 6'8-1/8" 98.6 8.296 -103.508 183.313 0.565' " K=1.00 (/ T5 180-160 31/4 2V13/32 5-3/32" 74.0 8.296 -138.987 250.223 0.555� K=1.00 6/ T6 160- 140 3 1/2 2VI3/32 5'3/32" 68.7 9.621 -181.381 306.641 0.592' " K=1.00 v T7 140- 120 3 3/4 2913/32 5'3/32" 64.1 11.045 -235.435 368.015 0.640 K=1.00 v T8 120- 100 4 20'13/32 5'3/32" 60.1 12.566 -297.003 434.236 0.684 K=1.00 v T9 100-80 4 1/4 20'13/32 5'3/32" 56.6 14.186 -360.914 505.220 0.714 ' K=1.00 11/ Tin 80-60 41/2 20'13/32 5'3/32" 53.4 15.904 409.178 580.902 0.704� " K=1.00 I/ TII 60-40 43/4 20'13/32 5'3/32" 50.6 17.721 474.210 661.231 0.717' " K=1.00 T12 40-20 43/4 20'13/32 5'3/32" 50.6 17.721 -539.355 661.231 0.816' " K=1.00 T13 20-0 5 20'13/32 53/32" 48.1 19.635 -604.212 746.168 0.810, " K=1.00 I P" / QP" controls Diagonal Design Data (Compression) Ratio , Section Elevation Size L L. KUr A P. �P" No. P. R R Jt in' K K gyp" TI 250-240 L2x2x3/16 T9-23/3 3'6-7/8" 111.6 0.715 -2.397 12.024 0.1991 2" K=1.03 v T2 240-220 L2 1/2x2 1/2x3/16 10'1-15/ 4'11-9/3 119.8 0.902 4.397 13.726 0.320' 16" T. K=1.00 v T3 220-200 L21/2x21/2x3/16 11'8-IS/ 5'8-3/8" 133.9 0.902 -5.410 11.370 0.476' 16" K=0.97 v T4 200- 180 L3x3x3/16 13'5-1/4' 66-3/8" 128.8 1.090 -6.779 14.674 0.462 ' K=Mli Ii/ TS 180-160 2L21/2x21/20/160/8 87-1/4" T11-7/8' 126.4 1.800 -8.991 25.147 0.358' ' K=1.00 (/ 2L'a'> 45.287 in - 86 T6 160-140 2L21/2x21/20/160/8 9'5-7/32' 8'9-25/3 139.5 1.800 -11.629 20.903 0.556' ' 2" K=1.00 2L'a'> 48.196 in - 125 T7 140 - 120 2L2 1/2x2 1/20/160/8 10'3-9/1 9'8-1/32' 153.0 1.800 -16.314 17.371 0.939 6" 1K=1.00 I tnxTower Job Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 30 of 38 B+T Group Project Date 1717S Boulder Ave, Suite 300 16:07:43 11/01/17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 FAX..- (918) 295-0265 Crown Castle Devaraj Sanamuri Section No. Elevation i She L F L. R K1/r A in' P. K OP„ K Ratio P. AP" MIS > 51.206 in-164 T8 120-100 2L3x3x3/16x3/8 11'2-311 10'6-9/1 140.3 2.180 -18.198 25.018 0.727 6" 6" K=1.00 2L IS> 57.705 in- 203 T9 100-80 2L3x3x5/16x3/8 121" 11'5-15/ 153.0 3.550 -20.693 34.253 0.604' 16" K=1.00 2L'a'> 61.049 in- 242 TIO 80-60 2L3x3x3/16x3/8 15'7-15/ 154-9/1 100.6 2.180 -26.252 40.783 0.644' 32" 6" K=0.50 ✓ 2L'S> 44.623 in-291 T11 60-40 2L3x3x3/16x3/8 16'4-27/ 161-27/ 105.9 2.180 -27.678 38.596 0.717 32" 32" K-0.50 MIS > 46.853 in- 332 T12 40-20 2L3x3xl/4x3/8 17'2-15/ 1611-9/ 1113 2.880 -28.917 48.624 0.595 32" 16" K=0.50 2L IS> 49.290 in- 383 T13 20-0 2L3x3xl/4x3/8 18'3/8" 179-3/8' 116.6 2.880 -29.526 45.590 0.648' ' K=0.50 2L'a'> 51.647 in-434 P. / QP" controls Horizontal Design Data (Compression) Section Elevation Size L L. K11r A P. OP" Ratio No. P. j! Jt J1 in K K A. K=1.00 T6 160-140 L2 1/2x2 1/2x3/16 15'6" T5-1/2" 180.8 0.902 -3.449 6.233 0.553' K=1.00 v T7 140-120 L3x3x3/16 1T6" 8'5-3/8" 170.1 1.090 -4.270 8.511 0.502' K=1.00 ✓ T8 120-100 L3x3x3/16 19'6" 9'5-1/4" 190.0 1.090 -5.157 6.820 0.756' K=1.00 T9 100-80 L3x3xl/4 21'6" 10'5-1/8' 211.4 1.440 -6.260 7.282 0.860' ' K=1.00 T10 80-60 2L21/2x21/20/160/8 23' 111-3/4' 179.0 1.800 -7.098 12.693 0.559, ' K=1.00 ✓ MIS > 64.778 in- 280 Tll 60-40 2L21/2x21/20/160/8 25' 12'3-5/8' 194.6 1.800 -8.226 10.733 0.766' ' K=1.00 2L'a' > 70.444 in - 331 T12 40-20 2L21/2x21/20/160/8 27' 13'3-5/8' 210.5 1.800 -9.356 9.180 1.019' ' K=1.00 x 2L'a'> 76.171 in-382 T13 20-0 2L3x3x3/16x3/8 29' 145.11T 190.1 2.180 -10.479 13.626 0.769' ' K=1.00 ✓ 2L'a'> 81.641 in-433 u 0 MxTower Job Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 31 of 38 Project Date B+TGroup 1717SBoulderAve, Suite300 16:07:43 11/01/17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle Devara Sanamuri 1 FAX (918) 295-0265 1 P. / OP" controls Top Girt Design Data (Compression) Section Elevation Size L L" KUr A P. OP" Ratio No. P. h ii f int K K 6P- K=1.00 1 P. / OP, controls Redundant Horizontal 1 Design Data (Compression) Section Elevation Size L L. KUr A P. OP" Ratio No. P. ff ft ft in K K 6P. TI1 60-40 T12 40-20 T13 20-0 P. / OP. controls K=1.00 2L'a' > 31.969 in - 285 2L2x2x3/16x3/8 67- 65/8" 118.4 1.430 -8.226 22.148 0.371 ' K=1.00 2L'a' > 34.782 in - 336 2L2x2x3/16x3/8 69" 66-5/8" 128.2 1.430 -9.356 19.507 0.480 ' K=1.00 2L'a'>37.656 in-387 2L2xW/160/8 77 7'1/2" 137.8 1.430 -10.479 17.021 0.616 ' K=1.00 2L'e> 40.470 in - 438 Redundant Diagonal 1 Design Data (Compression) Ratio Section Elevation Size L L. KUr A P. OP" No. P. .R 11 ft lnt K K 6P" TIO 80-60 2L2x2x3/16x3/8 79-3/4" 76-11/1 147.9 1.430 -4.821 14.774 0.326 ' 6" K=1.00 2L'a' > 43.438 in - 312 T11 60-40 2L2x2x3/16x3/8 82-7/16' T11-511 155A 1.430 -5.397 13.373 0.404' ' 6" K=1.00 2L'a' > 45.657 in - 363 T12 40-20 2L2x2x3/16x3/8 87-1/4" 8'4-1/4" 163.4 1.430 -5.963 12.094 0.493' K=1.00 2L'a'>48.011 in-414 T13 20-0 2L2x2x3/16x3/8 93/16" 8'9-3132' 171.4 1.430 -6.515 11.001 0.592' ' K=1.00 2L'a'> 50.340 in - 465 I tnxTower Job Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813612) 32 of 38 Project Date B+T Group 1717 SBoulderAve, Suite 300 16:07:43 11 /01 /17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 FAX. (918)295-0265 Crown Castle Devaraj Sanamurl Section Elevation Size L L. KUr A P. OP" Ratio No. P. it f1 u? K K op, I P. / �P" controls Redundant Hi 1 Design Data (Compression) Section Elevation Size L L. KUr A P. gyp" Ratio No. P. ft Jt ft in K K 6p TIO 80-60 L2 1/2x2 1/2x3/16 5.9" 519" 139.4 0.902 -0.040 10.487 0.004 K=1.00 Tit 60-40 L2 1/2x2 1/2x3/16 6'3" 67' 151.5 0.902 -0.034 9.876 0.004� K=1.00 I/ T12 40-20 L2 1/2x2 1/2x3/16 6'9" 6'9" 163.6 0.902 -0.039 7.610 0.005 K-1.00 I/ T13 20-0 L21/2x21/2x3/16 TY 77' 175.8 0.902 -0.034 6.597 0.005 K=1.00 v t P. / +P" controls Inner Bracing Design Data (Compression) Ratio Section Elevation Size L L. KUr A P. +P. No. P. ft i ft il? K K mP" T5 180-160 L2x2x3/16 6'9" 6'9" 205.6 0.715 -0.003 3.822 0.001 K=1.00 `/ T6 160-140 L2x2x3/16 77 79" 236.0 0.715 -0.005 2.899 0.002' K=1.00 v '17 140-120 L21/2x21110/16 819. 8'9" 212.1 0.902 -0.004 4.529 0.0011 K=1.00 v T8 120- 100 L2 1/2x2 1/2x3/16 919" 9'9" 236.4 0.902 -0.005 3.647 0.0011 K=1.00 ll/ T9 100-80 L3x3x3/16 10,9" 10.9" 216.4 1.090 -0.008 5.256 0.002t K=1.00 V TIO 80-60 2L2x2x3/16x3/8 11'6' 11'6" 225.0 1.430 -0.031 6.382 0.005� K=1.00 2L'a'> 66.092 in - 304 T11 60-40 2L2x2x3/16x3/8 12'6" 12'6" 244.6 1.430 -0.026 5.402 0.005 t K=1.00 2L'a'> 71.840 in - 355 T12 40-20 2L21/2x21/20/160/8 13'6" 13'6" 213.6 1.800 -0.033 8.913 0.004� K=1.00 2L'a'> 77.304 in - 406 T13 20-0 2L2 1/2x2 1/20/160/8 14'6" 14'6" 229.4 1.800 -0.029 7.726 0.004' K=1.00 2L'a' > 83.030 in - 457 tnxTower Jeb Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 33 of 36 Project Date B+T Group 1717 SBoulderAve, Suite 300 16:07:43 11/01 /17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 Crown Castle DevarSanamuri a1 FAX.. (918) 295-0265 I P. / OP" controls Tension Checks Leg Design Data Tension Ratio Section Elevation Size L L. K11r A P. OP" No. P. >1 ? ft ir` K K 6P" TI 250-240 2 10, 5' 120.0 3.142 4.349 141.372 0.03160, T2 240-220 21/2 20'13/32 68-1/8" 128.2 4.909 29.656 220.893 0.134' " T3 220-200 3 20'13/32 68-1/8" 106.8 7.069 58.807 318.086 0.185' ,1 •' T4 200-180 3114 20'13/32 68-1/8" 98.6 8.296 89.996 373.310 0.241' T5 180-160 3 114 20'13/32 5'3/32" 74.0 8.296 120.229 373.310 0.322' T6 160-140 31/2 20'13/32 5'3/32" 68.7 9.621 153.997 432.951 0.356' " T7 140-120 33/4 20'13/32 5'3/32" 64.1 11.045 198.832 497.010 0.400' TS 120-100 4 20'13/32 5'3/32" 60.1 12.566 251.727 565.487 0.445' " T9 100-80 41/4 20'13/32 5'3/32" 56.6 14.186 305.196 638.381 0.478' " T10 80-60 4 1/2 20'13/32 5'3/32" 53.4 15.904 345.446 715.694 0.483 ' " Tll 60-40 43/4 20'13/32 5'3/32" 50.6 17.721 399.670 797.425 0.501100, T12 40-20 43/4 20'13/32 5'3/32" 50.6 17.721 453.939 797.425 0.569' f✓ T13 20-0 5 20'13/32 5'3/32" 48.1 19.635 506.151 893.573 0.573 ' ,. ✓ I P. / OP. controls Diagonal Design Data Tension Section Elevation Size L L. Ki/r A P. OP„ Ratio No, P. R R R int K K An 2" V T2 240-220 L21/2x21/20/16 IVI-151 4'11-9/3 79.6 0.571 4.317 24.840 0.174' 16" 2" T3 220-200 L2 1/2x2 1/2x3/16 11'8-15/ 5'8-3/8" 91.4 0.571 5.359 24.840 0.216' tnxTower Joh Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 34 of 38 B+T Croup Project Date 1717 SBoulderAve, Suite 300 16:07:43 11 /01 /17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 FAX.-E!Vara (918) 295-0265 Crown Castle DSanamuri j Section Elevation Size L L. Kl/r A P. gyp" Ratio No. P. Jt f ft int K K 4p" 16" T4 200- 180 L3x3x3/16 13'5-1/4' 66-3/8" 86.3 0.712 6.594 30.973 0.213 v T5 180-160 21,21/2x21/20/160/8 8'2-7/16' 7-7-1/16' 123.9 1.139 8.593 49.549 0.173 21.'a' > 43.448 in - 97 T6 160-140 21,21/2x21/20/160/8 V5-7/32' 8'9-25/3" 142.9 1.139 11.257 49.549 0.227 2" 2L'a'> 48.196 in- 126 T7 140- 120 2L2 1/2x2 1/2x3/160/8 VIO-11/ 9'2-27/3 149.4 1.139 16.159 49.549 0326 32" 2" 2US > 49.677 in- 175 T8 120-100 21,300/16018 10'8-27/ IVI-713 134.8 1.424 18.088 61.947 0.292� 32" 2" 2L'a'> 56.142 in-214 T9 100-80 2L3x3x5/16x3/8 I2'1" 11'5-151 154.7 2.311 20.236 100.526 0.201' 16" 2L IS > 61.049 in- 243 TIO 80-60 21,300116x3/8 1410-7/ 14'7.1/T 127.2 1.424 25.978 61.947 0.419 16" 2L'a' > 42.469 in- 307 T11 60-40 2L3x3x3/16x3/8 15'7-15/ 15'4-15/ 133.7 1.424 27.224 61.947 0.439 32" 32" ✓ 2L'a' > 44.623 in- 358 T12 40-20 2L3x3x1/4i3/8 16'4-27/ 16'1-15/ 139.5 1.879 28.404 81.726 0.3481 32" 16" 2L'a' > 46.989 in- 409 T13 20-0 2L3x3xt/4x3/8 1T2-15/ 1611-15 146.4 1.879 29.210 81.726 0.3571 32" /32" 2L'a' > 49.290 in- 460 1 P. l OP" controls Horizontal Design Data Tension Ratio Section Elevation Size L L. KUr A P. OP" No. P. ft ft Jt it? K K 6p" T5 180-160 L2x2x3/16 13'6" 65-5/8" 128.6 0.431 2.785 18.739 0.149T T6 160-140 L2113x21/2x3/16 15'6" 75-1/2" 117.3 0.571 3.449 24.840 0.1391 T7 140-120 L3x3x3/16 ITV 8'5-3/8" 109.8 0.712 4.270 30.973 0.1381 TS 120- 100 L3x3x3/16 19'6' 9'5-1/4" 122.5 0.712 5.157 30.973 0.166 � T9 100-80 L3x3x1/4 21'6" 10'5-1/8' 136.4 0.939 6:260 40.863 0.153 � T10 80-60 2L21/2x21/20/160/8 23' 1V3.3/4' 174.5 1.139 7.098 49.549 0.143' 21,'a' > 64.778 in - 287 0 W xTower Job Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 35 of 38 Project Date B+T Group 1717 SBaulde Ave, Suite 300 16:07:43 11 /01 /17 Client Designed by Tulsa, OK 74119 Phone: (918) 587-4630 Crown Castle Devara Saftamurl / FAX.- (918) 295-0265 Section Elevation Size L L„ KVr A P. op" Ratio No. P. R R /t in, K K �P" Tit 60-40 2L21/2x212x3/16x3/8 25' 12'3-5/8' 189.7 1.139 8.226 49.549 0.166 2L'a' > 70.444 in - 331 T12 40-20 21,212x2120/160/8 2T 13'3-5/8' 205.2 1.139 9.356 49.549 0.189, 21,'a' > 76.171 in - 389 T13 20-0 21,300/160/8 29' 14'3-12' 182.6 IA24 10.479 61.947 0.169' , 2L'a' > 81.641 in - 433 1 P. / OP, Controls Top Girt Design Data (Tension) Section Elevation Size L L. Mr A P. OP, Ratio No. P. ft ft ft ins K K gyp" As T1 250-240 L2x2x3/16 6' 5'6-1/2" 113.5 0.431 0.157 18.739 1 P. / �P" Controls Redundant Horizontal 1 Design Data Tension Section Elevation Size L L. KUr A P. r P. Ratio No. P. ft ft ft ins K K OP., T10 80-60 2L2x2x3/16x3/8 519" 5'6-3/4" 108.2 1.430 7.098 46.332 0.153 ' 2L'a'> 31.969 in-285 T11 60-40 21,200/160/8 6'3" 65/8" 117.7 1.430 8.226 46.332 0.178' 2L'a'> 34.782 in - 340 T12 40-20 2L2x2x3/16x3/8 6'9" 66-5/8" 127.4 1.430 9.356 46.332 0.202 ' 2L'a'> 37.656 in - 391 T13 20-0 2L2x2x3/16x3/8 77" 7'12" 137.0 1.430 10.479 46.332 0.226� (/ 2L'a'> 40.470 in - 438 1 P„ / �P„ Controls Redundant Diagonal 1 Design Data Tension MxTower Job Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813812) 36 of 38 B+T Group Project Date 1717 SBoulder Ave, Suite 300 16:07:43 11101 /17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 FAX..- (918) 295-0165 Crown Castle DE:Vafa SanaRl4fl ) Section Elevation Size L L" KI/r A P. OP" Ratio No. P. ft ft ft in' K K 6p" T10 80-60 2L2x2x3/16x3/8 7'9-3/4" 76-11/1 147.0. 1.430 4.821 46.332 0%oi 6" (/ 2L'a' > 43.438 in- 312 Tll 60-40 2L2x2x3/16x3/8 82-7/16' T11-511 154.5 1.430 5.397 46.332 0.116 ' 6" ✓ 2L'a' > 45.657 in- 366 T12 40-20 2L2x2x3/16x3/8 87-114" 8'4-1/4" 162.5 1.430 5.963 46.332 0.1291 2L'a' > 49.011 in- 414 T13 20-0 2L2x2x3/16x3/8 9'3/16" 8'9-3/3T 170.4 1.430 6.515 46.332 0.1411 40/ 2L'e' > 50.340 in- 468 I P. /OP"controls Redundant Hi 1 Design Data Tension Ratio Section Elevation Size L L. K11r A P. mP- No. P. h R i int K K 4P" TIO 80-60 L21/2x21/20/16 519" 5.9" 88.7 0.902 0.037 29.225 0.0011 Tit 60-40 L21/2x21/20/16 6'3" 67' 96.4 0.902 0.030 29,225 0.0011 61, T12 40-20 L2 I/2x21/20/16 6'9" 6'9" 104.1 0.902 0.033 29.225 0.001 1 t/ T13 20-0 L21/2x21/20/16 73" 73" 111.8 0.902 0.027 29.225 0.001 1 f+/ I P. / 4P" controls Inner Bracing Design Data Tension Section Elevation Size L L„ K1/r A P. OP", Ratio No. P. R R f in' K K 6P- 21,'a' > 66.092 in- 305 Tit 60-40 2L2x2x3/16x3/8 12'6" I2'6" 243.1 1.430 0.014 46.332 0.0001 2L'e' > 71.840 in- 356 T12 40-20 2L2 1/2x2 IIW1160/8 13'6" 13'6" 208.2 1.800 0.017 58.320 0.0001 2L'a'> 77.304 in-407 T13 20-0 2L2 1/2x2 1/20/160/8 14'6" 10" 223.6 1.800 0.013 58.320 0.000' M O m o � M r O a D C N a U) C 0 > 'w N N M m J LL w LL N O 3 LL O �3 U w J LL 0 0 O a n a '0 C d a U 0 �n M N b b O VeoZZ Wm°tir� h ti ;2 ,4 i e �] N ggNNNOQ QP N b OOP Ob N W%q 't �..�1��iN �./OJ vgnlN bOgb°:q bb - O V NVVV1NMNqbN....... � m Cy •�NQNNNbbl�hl�WW MQQMNg1�b�° h-N Q'�D �°NNI�M NI��I�MN P V S NbvM1�MQ�MNOf'-•�M�pNNnn^OI��VMiM N N N-- PMONOr g S N OOb mC v10O �.Jb � QN��NMMVVO1 Vplbbn-'�'-pNN�NMO 1��1 O C 4VWbh�2q M-•V1N N p MNOWmNOtir�N� Oq�N.Qiy P�N/1 1� N N gOI�OCObb^N b ^ Nq V Oq NIN�1N�gQn�bM �°N Ip p� ^QN�+NO NfhQNO N I+i Q LAC Q'^ I�OQQT<N�I VWOOm 1� Q fJM �DnWgOCi I; O V M b O e�•1 W N N m g v N G G v�� 0 � •! N N N N N Q� � � � � 4 d N g W q O .� p N� N M Q Q •O N� O� N M N M ".y NNQ�D��bNN Ni+Nf i1V nNQbw�� NNN tMf M C p.N-..b-.N NNt�lO.1<bN m P Q �`w mm� boo �i�x__ m b KKim m ro m y M---t��lQti 1\�11\•1N �� IIV %�N�� Jry�� ryN% ryN( N MMMM PPPP N�a��C JJiMxl rl rl ��%.9]NN� rl 1- a N N N N N N N N N N N N N N N '.37 ^m 'M'��W��n a]Sm.]mJmSm.m.1 .m-1 .mSSmSm`mS .m.lSmomC ConComomo�C C0nG0a0m0nG0n 0n 0A onG So •^Jo`•o INMo`o `o 3`o HUC6Svo QQ o 2 o•hAAo •m�.2ao•mG�vSo •umC v=o •m� �0000000p 000�0000pp 000p o ! N O W b ^ Y O O O O O Q N b Qi ti ti O O O b ti ti O p� O O O p O O O O p JNN� �bQN N N N ti OHO P N V P N NCO P N iory000000000000000000000 0 0 0 0000p000poo 0 0 0 tnxTower Job Page 77034.007.01 - FL WEST FORT PIERCE, FL (BU # 813612) 38 of 38 B+T Group Project Date 1717 SBoulder Ave, Suite 300 16:07:43 11/01/17 Tulsa, OK 74119 Client Designed by Phone: (918) 587-4630 FAX.. (918) 295-0265 Crown Castle Devaraj Sanamuri Section Elevation Component Size Critical P oP,a,,. % Pass No. .1t 71pe Element K K Capacity Fail TIO 80-60 Redund Ding 2L2x2x3/16x3/8 312 -4.821 14.774 32.6 Pass Bracing TII 60-40 Redund Ding 2L2x2x3/16x3/8 363 -5.397 13.373 40.4 Pass Bracing T12 40-20 Rcdmd DiagI 2L2x2x3/16x3/8 414 -5.963 12.094 49.3 Pass Bracing T13 20-0 Redund DiagI 2L2x2x3/16x3/8 465 -6.515 I1.001 59.2 Pass Bracing TIO 80-60 Redund Hip L2 1/2x2 1/2x3/16 326 -0.040 10.487 0.4 Pass Bracing Tit 60-40 Redund Hip L2 1/2x2 1/2x3/16 377 -0.034 8.876 0.4 Pass Bracing T12 40-20 Reduad Hip L2 1/2x2 1/2x3/16 428 -0.039 7.610 0.5 Pass Bracing T13 20-0 Redund Hip L21/2x21/2x3/16 479 -0.034 6.597 0.5 Pass Bracing T5 180- 160 Inner Bracing L2x2x3/16 96 -0.003 3.822 0.1 Pass T6 160 - 140 Inner Bracing L2x2x3/16 133 -0.005 2.899 0.2 Pass T7 140-120 Inner Bracing L2 1/2x2 1/2x3/16 174 -0.004 4.529 0.2 Pass T8 120-100 Inner Bracing L2 I/2x21/2x3/16 213 -0.005 3.647 0.2 Pass T9 100 - 80 Inner Bracing L3x3x3/16 252 -0.008 5.256 0.2 Pass T10 80 - 60 Inner Bracing 2L2x2x3/16x3/8 304 -0.031 6.382 0.5 Pass Tlt 60-40 Inner Bracing 2L2x2x3/16x3/8 355 -0.026 5.402 0.5 Pass T12 40-20 Inner Bracing 21,21/2x21/20/160/8 406 -0.033 8.913 0.4 Pass T13 20-0 Inner Bracing 21,21/2x21/20/160/8 457 -0.029 7.726 0.4 Pass Summary Leg (T12) 81.6 pass Diagonal 93.9 Pass (T7) Horizontal 101.9 Pass (T12) Top Gin 3.6 Pass (Ti) Reiland 61.6 Pass Hore I Bracing (T13) Redund 59.2 Pass Ding I Bracing (T13) Redund Hip 0.5 Pass 1 Bracing (TI2) Inner 0.5 Pass Bracing ^ll) Bolt Checks 81.9 Pass RATING= 101.9 Pass Program Version 7.0.5.1 APPENDIX B BASE LEVEL DRAWING i) >/e• m al �-i/as' $314 r BUSINESS UNIT: 813812 ADDITIONAL CALCULATIONS (qq /A § Anchor Rod Check for Self Supporting Towers TIA-222-G, Section 4.9.9 Rev. 6.2 Site Data BU#: 813812 Site Name: FL West Fort Pierce A p #: 1406830 Rev. 1 Anchor Rod Data Qty: 6 Diam: 2.26 in Rod Material: A36 Strength Fu : 58 ksi Yield F : 36 . ksi ' Rod Circle: in ' e: n '#of Rods 1or2 Mu= Pu x e:1 Ift-kips ' Only enter rod circle, offset (a) and number of anchor rods at the extreme fiber to consider if eccentric load due to leg reinforcement exist. ewe A ° A Grope-� _�_ SEE-CTTIO�N—A-A Detail Type (a) ?Z:d.'?d Duop— B B comss� � SECTION BOONN BB-B Detail Type (b) k-d-7o SECTION C-C SECTION D-E) Detail Type (c) Detail Type (d) 77-0.5s (See We I Wm) )L• O. SO Figure 4-4 of TIA-222-G CROWN � CASTLE Reactions Eta Factor, 9 0.66 Detail Type U lift, Pu: 532 kips She ar, Vu:. 66 Ikips ar In Mu = 0.651a,*V„ ft-kips Anchor Rod Results: Max Rod (Cu+ Vuhr ): 108.7 Kips Design Axial, m'Fu*Anet: 150.8 Kips Anchor Rod Stress Rafio:1 72.1 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): (Val�Rn.)2+ ((PARnt) + (MJ/ Rnm)]2,1 +R„,=. *F°e*Ay=kips +RR,=nt=�*FurAnM' kips �R„m 0*Fy*Z= ft-kips Maximum Acceptable Ratio: 105 % Governing Stress Ratio: 72.1% Pass 77034 007 01 SST Anchor Rod Check For Rev G-Rev 6-2 020217 PROJECT 77034.007.01- FL West Fort Pierce, FL suBJECr Foundation Comparison 3 B+T GRP 1717 S. Boulder, Suite 300 DATE 11-01-17 PAGE 1 OF 1 Tulsa, OK 74119 (918) 587-4630 Initials Rev. G - SST Factored TnxTowers Reactions Down = 635 k Uplift = 532 k Shear = 77 k-ft Un-Factored Original Design Reactions Down = 627.5 k Uplift = 542.1 k Shear = 65.6 k-ft Percent Capacity Down = 75.0% Pass Uplift = 72.7% Pass Shear =1 86.9% IPass Design loads from: CClsites Doc #906968