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HomeMy WebLinkAboutPOST MODIFICATION STRUCTURAL ANALYSIS REPORTSCANNED BY St. Lucie County AMERICAN TOWER® C O R P O R A T I O N Post -Modification Structural Analysis Report Structure : 300 ft Self Supported Tower ATC Site Name : Angle Road, FL ATC Site Number : 51-10 Engineering Number : 634129Z8 Proposed Carrier T-Mobile Carrier Site Name :. ATC Woodcrest Py Carrier Site Number : A2P0048A Site Location :.12200=W: Angle Rd._ Fort Pierce, FL 34945-4120 27.470835, 80.450966 County Saint Lucie Date March 14, 2016 Max Usage :' 100% x\�\111iI1II//N Result Pass 9/��� * !: No. 68883 # Prepared By: — � Joseph R. King, E.I. STATE OF Structural Engineer I % R�OR�Qp ,., / ,! fie ALDIN ATC TOWER SERVICES, INC. 3500 REGENCY PARKWAY, SUITE 100 CARY, NC 27518 FL ENG. NO.68883 FL COA. NO.9053 COA: 9053 ATCTower Services LLC-3500 Regency Parkway, Suite 100 -Cary, NC 27528 - 919-468-0112 Office-919-466-5414 Fax-www.americantower.com ^ Eng. Number GS4129Z8 A March 14/IO1G AxwxnRxCAomnOwwEna" � Table of Cont6nts Introduction ........................................................... Supporting Documents ........................... Analysis ........... --^.~^^~—.~~.~~. Conclusion ................................................ Existing and Reserved Equipment .......... Equipment tubeRemoved .................................... Proposed............................................. -`—,--- ^^� w `� `f Structure �..��................. ........................ / Foundations ............................................................ Deflection, Twist, and Sway ................................... Standard Conditions .............................................. Calculations...................^.~...� ATCr����-350O Regency Parkway, Suite 100- Cary, Nc27518- 9s/68-01o0frice'o19466-54mFax'www.a*eriqntower.com A AMERICAN TOWER° [O RPO RAT ION Introduction Eng. Number634129Z8 March 14, 2016 Page 1 The purpose of this report is to summarize results of a structural analysis performed on the 300 ft self supported tower to reflect the change in loading by T-Mobile. Supporting Documents Tower Drawings Sabre Job #SA0736-5, dated October 22,1996 Foundation Drawing Sabre Drawing #90B6964, dated November 1,1996 Geotechnical Report Universal Report#6152, dated October 17,1996 Modifications ATC Project #42202337, dated June 22, 2009 ATC Project #63412935, dated October 13, 2015 Analysis The tower was analyzed using American Tower Corporation's tower analysis software. This program considers an elastic three-dimensional model and second -order effects perANSI/TIA-222. Basic Wind Speed: 120 mph (3-Second Gust, V,up) / 155 mph (3-Second Gust, VOLT) Basic Wind Speed w/ Ice: No Ice Considered Code: ANSI/TIA-222-G / 2012 IBC/ 5th Ed. (2014) Florida Building Code Structure Class: II Exposure Category: C Topographic Category: 1 Spectral Response: Ss = 0.057, S3 = 0.030 Site Class: I D - Stiff Soil Conclusion Based on the analysis results, the structure meets the requirements per the applicable codes listed above. If you have any questions or require additional information, please contact American Tower via email at Engineering@americantower.com. Please include the American Tower site name, site number, and engineering number in the subject line for any questions. r roxp Y ATCTower Services LLC- 3500 Regency Parkway, Suite 100- Cary, NC 27518 - 91946"112 Office - 919a166-5414 Fax-www.annericantower.conn a AMERIC %NTOWER° C O R P O R.CT I OX Existing and Reserved Equipment Eng. Number634129Z8 March 14, 2016 Page 2 Elevation' (ft) Qty Antenna Mount Type Lines Carrier Mount RAD 295.0 295.0 1 CSS X7C-FRO-640 Sector Frame (4)15/8" Coax Verizon 2 ScalaAP22-1850/033D 280.0 276.0 9 Antel RWA-80017_25% Sector Frames (9)15/8" Coax Sprint Nextel 250.0 250.0 1 CSS X7-665-4 Sector Frames (8)15/8" Coax Verizon 1 CSS VC-FRO-W 2 Scala AP20-1900/063D 2 Scala AP17-1900/090D 187.0 187.0 3 Raycap RCMDC-0O30-PF-48 Sector Frames (6)15/8" Coax (3)1.24" Hybrid T-Mobile 3 Nokia FRIE 6 CellMaxCMA-BDHH/6520/E0-8 177.0 180.0 3 Ericsson RRUS 31 B25 Sector Frames. (3)11/4" Hybriflex (1) 0.87" Fiber Sprint Nextel 3 Nokia FZHI 3 CommscopeT17T65AP-1XR 3 RFS APXV9ERR18-C 3 Ericsson RRUS-1180OMHz 9 RFS ACU-A20-N 155.0 155.0 1 RFS DA8-59AC Leg (1) EW65 135.0 135.01 1 1 Andrew UHX6-59W Leg (2) EW52 121.0 124.01 2 1 Andrew UHX6-59W Leg (4) EWS2 110.0 110.0 1 Andrew UHX6-59/L Leg (2) EW52 Verizon 108.0 111.0 1 Andrew UHX6-59W Leg (2) EW52 96.0 98.0 1 1 Andrew UHX6-59W Leg (2) EWS2 Equipment to be Removed Elevation' (ft) Qty Antenna MountType Lines Carrier Mount I RAD 187.0 187.0 6 CellMax CMA-BDHH/6520/Eo-8 T-Mobile 3 CellMaxCMA-B/6520/EO-8 3 Nokia FXFB 3 Nokia FRIG Proposed Equipment Elevation' (ft) Qty Antenna MountType Lines Cartier Mount . RAD 187.0 187.0_ A AndrewSBNH_H-1D65B Sector Frames - T-Mobile :3' -' " - Nokia FXFC 3 Nokia FRIG w/o Solar Shield 'Mount elevation is defined as height above bottom of steel structure to the bottom of mount, RAD elevation is defined as center of antenna above ground level (AGL). ATC Tower Services LLC- 3500 Regency Parkway, Suite 100 -Cary, NC 27518 - 919468-0112 Office -919466-5414 Fax-www.annericantower.conn A AMERICAN TOWER" CO RVO RAT 1 0 W Structure Usages Structural Component Controlling Usage Pass/Fail Legs 80% Pass Diagonals 100% Pass Horizontals 50% Pass Anchor Bolts 529/ Pass Leg Bolts 77% Pass Foundations Reaction Component Analysis Reactions % of Usage Uplift (Kips) 800.4 99% Axial (Kips) 946.4 90% Shear (Kips) 115.4 50% The structure base reactions resulting from this a geotechnical and foundation i r 2)uiA Deflection, Twist and Sway* were found to be Eng. Number 634129Z8 March 14, 2016 Page 3 based on Antenna Elevation (ft) Antenna Carrier Deflection (ft) Twist (') Sway (Rotation) (') 187.0 Andrew SBNHH-iD65B T-Mobile 0.189 0.006 0.113 Nokia FRIG w/o Solar Shield Nokia FXFC 155.0 RFS DA8-59AC Verizon 0.130 0.006 0.091 135.0 Andrew UHX6-59W 0.099 0,006 0.083 121.0 Andrew UHX6-59W 0.081 0.005 0.077 Andrew UHX6-59W 110.0 Andrew UHX6-59/L 0.064 0.005 0.069 108.0 Andrew UHX6-59W 0.064 0.005 0.069 96.0 Andrew UHX6-59W 0.056 0.004 0.063 ueriecuon, i wfst and sway was evaivated considering a design wind speed of 60 mph (3-Second Gust) per ANSI/TIA-222-G ATCTower Services LLC- 3500 Regency Parkway, since 100. Cary, NC 27518 - 919-468-0122 Office - 919-066-S414 Fax - www.americantower.com Fri T1 AMERICANTOWER° c o a e o a x.i oa Standard Conditions All engineering services are performed on the basis that the information used is current and correct. This information may consist of, but is not necessary limited, to: Information supplied by the client regarding the structure itself, antenna, mounts and feed line loading on the structure and its components, or other relevant information. Information from drawings in the possession of American Tower Corporation, or generated by field inspections or measurements of the structure. It is the responsibility of the client to ensure that the information provided to ATC Tower Services LLC and used in the performance of our engineering services is correct and complete. In the absence of information to the contrary, we assume that all structures were constructed in accordance with the drawings and specifications and that their capacity has not significantly changed from the "as new" condition. Unless explicitly agreed by both the client and American Tower Corporation, all services will be performed in accordance with the current revision of ANSI/TIA -222. The design basic wind speed will be determined based on the minimum basic wind speed as prescribed in ANSI/TIA-222. Although every effort is taken to ensure that the loading considered is adequate to meet the requirements of all applicable regulatory entities, we can provide no assurance to meet any other local and state codes or requirements. If wind and ice loads or other relevant parameters are to be different from the minimum values recommended by the codes, the client shall specify the exact requirement. All services are performed, results obtained, and recommendations made in accordance with generally accepted engineering principles and practices. ATC Tower Services LLC is not responsible for the conclusions, opinions and recommendations made by others based on the information we supply. ATC Tower Services LLC -3500 Regency Parkway, Suite 100-Cary, NC 27518 - 919-468-0112 Office - 919466-5414 Fax- www.annericantower.con, 360.00 sect 15 I 02007-2016byATCIPLLC. Allr/ghtsmsemed 280.00 Loads: 120 mph no ice Site Class: D Ss: 0.06 S1: 0.03 Sect 14 60 mph Serviceability 206.60 sect 13 240.60 Sect 12 220.DD S-ct 1 t 20D.D0 Sect 10 18D.6D Sect 9 150.00 Sect 8 146.06 Sect 7 1110.00 Sect 0 I{ ♦vj V* I A ILA 7 kv �Ell 7 >•I h RIMMA 4100 Sect 2 k3 r Y-- sect 1 Job Information Tower: 5110 Location : Angle Road, FL Code: ANSIrrIA-222-G Shape : Triangle Base Width : 36.00 ft Client; T- Mobile Top Width: 6.00 ft Section Leg Mem DerS Diagonal Members Horizontal Members 1.2 PX 60 kal 16" DIAPIPE DAE 36 ksl 3.6X3.6XO.376 DOE 36 kal 4X4XO.26 3 PX 60 ksl 14" DIAPIPE DAE 36 kal 3.6X3.6XO.376 DOE 36 k81 3.6X3.6X0.26 4 PX 60 kal 12" DIAPIPE DOE 36 kal 3.6X3.6XO.26 DAE 36 kal 3.6X3.6X0.26 6 PX 60 kal 12" DIAPIPE DAE 36 kal 3.6X3.6XO.25 DOE 36 kal 3X3X0.25 6 PX 60 kal 10" DIAPIPE DAE 36 kel 3X3X0.25 7 PX 50 kal 10" DIAPIPE DAE 36 Iml 3X3X0.1875 8 PX 60 kal B" DIAPIPE SAE 36 kal 4X4X0.375 9 PX 60 kal 8" DIA PIPE SAE 36 kal 3.6X3.6X0.375 10 PST 60 kel 8" DIA PIPE SAE 36 kal 3.6X3.6X0.26 11 PX 60 kei 6" DIAPIPE SAE 36 kal 3X3X0.26 12 PX 60 kei 6" DIAPIPE SAE 36 kal 3X3X0.1876 13 PX 60 kei 3.1/2" DIA PIPE SAE 36 ksl 2.61(2.6)(0.1876 14 PST 60 kal 3" DIAPIPE SAE 36 1,81 1.76XI.75XO.1876 SAE 35 kal 1.75X1.76XO.1876 Discrete 296.09 Panel 1 Gas X7C-FRD-M 296.00 Panel 2 Scala AP22-18601033D 296.00 Mounting Frame i Flat Light Sector Frame 280.00 Mounting Frame Flat Light Sector Frames 280.00 Panel 9 Amphenal Ante[ RWA80017_26% 260.00 panel 1 CSS X7.666-4 260.00 Panel 1 CSS XTC-FRO" 260.00 Panel 2 Scala AP20-19DO1063D 250.00 Mounting Frame Flat Light Sector Frames 290.00 Panel 2 Scala AP17-19DO1090D 187.00 panel 3 Andrew SBNHHAD66B 187.00 panel 3 Nokia FXFC 187.00 Panel 3 Nokia FRIG wlo Solar Shield 187.00 penal 3 Raycap RCMDC-4010-PF-48 187.00 panel 3 Nakla FRIE 187.00 panel 6 CellNbx CMABDHH166201E0.8 187.00 Mounting Frame 3 Round Sector Frames 177.00 penal 3 Ericsson RRUS 31 B26 177.00 Panel 3 Nokia FZHJ 177.00 panel 3 Commscope TrMSAP-1XR 177.00 panel 3 RFS APXVBERR18-C 177.00 Panel 3 Ericsson RRUS-11 800 NHz 177.00 Panel 9 RFS ACU-A20-N 177.OD Mounting Frame 3 Round Sector Frames 165.00 Dish 1 RFS DAB-69AC 135.00 Dish 1 Andrew UHX6.59W 121.00 Dish 1 Andrew UHX6-59W 121.00 Dish 1 Andrew UHX6459W 110.00 Dish 1 Andrew UHX6-591L 108.00 Dish 1 Andrew UHXS-SSW 96.00 rn.n 1 Andrew UHXS-59W From 0.000 295.00 4 .0.000 280.00 1 0.000 280.00 9 0.000 260.00 8 0.000 187.00 1 300.00 Sect 15 I a2007=2016byATCIPLLC. AH69hlsreserved. 2W.00 Sect 14 260.00 7 Sect 240.00 Sect 92 "0.00 • .._... _: Sect 11 200.00 Sect 10 180.00 Sect 9 120.00 5=ct 8 140.00 Sect 7 tc�.00 Sect 6 100.00 Sect 5 80.00 Sect 4 60.00 Sect 3 40.00 Sect 2 20.00 Sect I 143.10 k Tot Co•,vn lo=_ 0.00 k 193M k Tot Shear Ica 0.00 k Tower: 5110 Location : Angle Road, FL Code: ANSIITIA-222-G Shape :Triangle Base Width : 36.00 ft Client: T. Mobile Top Width: 6.00 ft 0.000 187.00 3 1.24" Hvbrld 0.000 187.00 6 1 61a" Coax 0.000 1T7.00 1 Waveeulde 0.000 177.00 3 11I4"Hybrinex 0.000 177.00 1 0.87" Fiber 0.000 166.00 1 EINGS 0.000 135.00 2 EW62 0.000 121.00 4 EW52 0.000 110.00 2 EW62 0.000 108.00 2 EW52 F She Number: 5110 Code: ANSIrrIA-222-G 02007-2016byATC1PLLC. Aflightsresemed Site Name: Angle Road, FL Engineering Number: 634129ZB 9114/201611:08:10 AM Customer: T-Mobile Analysis Parameters Location: Saint Lucie County, FL Code: ANSITTIA-222-G He ight(ft): 300 Shape: Triangle Base Bevation (ft): 0.00 Tower Manufacturer: Sabre Bottom Face Width (ft): 36.00 Tower Type: Self Support Top Face Width (ft): 6.00 Ice & Wind Parameters Structure Class: 11 Design Windspeed Without Ice: 120 mph Exposure Category: 'C Design Winds peed With. Ice: - 0 mph Topographic Category: 1 Operational Windspeed: 60 mph Crest Height: 0.0 ft Design Ice Thickness: 0.00 in Seismic Parameters Analysis Method: Equivalent Modal Analysis & Equivalent Lateral Force Methods She Class: D- Stiff Soil Period, Based on Rayleigh Method (sec): 0.81, TL(sec): 8 p: 1.3 Cs: 0.030 Ss: 0.057 SI: 0.030 Cs, Max: 0.030 F,: 1.600 Fv: 2.400 Cs, Min: 0.030 Sa, : 0.061 Sa¢ 0.048 Load Cases 1.2D+ 1.6W Normal 120 mph Normal to Face with No. Ice 1.213+1.6W 60 deg 120 mph 60 degree with No Ice 1.2D+1.6W 90 deg 120 mph 90 degree with No Ice 0.9D+1.6W Normal 120 mph Normal to Face with No Ice (Reduced DL) 0.90+1.6W 60 deg 120 mph 60 deg with No Ice (Reduced DL) 0.9D+ 1.6W 90 deg 120 mph 90 deg with No Ice (Reduced DL) (1.2+0.2Sds)'DL+ENormal Seism is Norm all F (1.2+0.2Sds)'DL+E60 deg Seismlc60degree (1.2+0.2Sds)'DL+E90 deg Seismic 90 degree IL OPY (0.9-0.2Sds)'DL+ENormal Seism ic(Reduced DL) Normal (0.9 - 0.2Sds)' DL+E60 deg Seismic (Reduced DL) 60 degree ' (0.9-0.2Sds)'DL+E90 deg. Seismic (Reduced DL) 90 degree 1.0D+1.0WService Normal Serviceability- 60 mph Wind Normal 1.0D+1.OW Service 60 deg Serviceability -.60 mph Wind 60 degree 1.0D+1.OW Service 90 deg Serviceability - 60 mph Wind 90 degree Page 1 Site Number: 5110 Site Name: Angle Road, FL Customer: T-Mobile Code: ANSUTIA-222-G Engineering Number: 634129ZS Tower Loading Discrete Appurtenance Properties 1.2D+1.6W ©2007-2016byATCIPUC. Alldghtsmsemed. 3/14/2016 11:08:10 AM Elevation Description Qty Wt. EPA Length Width Depth K. Orient VerL M. Q. F,(WQ P,(DL) (ft) (lb) (sf) (ft) (in) (in) Factor E cc.(ft) (lb-ft) (psf) (lb) (lb) 295.0 CSSX7C-FRO-640 1 28 11.8 6.0 18.8 9.0 0.90 1.00 0.0 0.0 49.80 722 40 295.0 Fiat Light Sector 1 400 17.9 0.0 0.0 0.0 1.00 0.90 0.0 0.0 49.80 1091 576 295.0 Scala AP22- 2 24 7.8 6A 10.3 2A 0.90 1.00 0.0 0.0 49.80 945 70 280.0 AinphenolAntel 9 31 10.9 8.0 11.2 6.9 0.80 . 0.68 4.0 14269.6 49.11 3567 402 280.0 Fiat Light Sector 3 400 17.9 0.0 0.0 0.0 0.75 0.76 0.0 0.0 49.26 2023 1728 250.0 CSS X7.6654 1 27 8.4 6.0 12.5 7.0 0.90 0.76 0.0 0.0 48.10 376 39 250.0 CSS X7C-FRO-640 1 28 11.8 6.0 18.8 9.0 0.90 0.74 0.0 0.0 48.10 516 40 250.0 Hat Light Sector 2 400 17.9 0.0 0.0 0.0 0.90 0.90 0.0 0.0 48.10 1897 1152 250.0 Scala AP17- 2 12 4.1 6.3 6.1 2.3 0.90 0.74 0.0 0.0 48.10 359 34 260.0 ScalaAP20- 2 15 5.2 6A 6.1 1A 0.90 0.99 0.0 0.0 48.10 418 44 187.0 Andrew SBNHH- 3 51 8.2 6.1 11.9 7.1 0.80 0.69 0.0 0.0 45.24 832 219 187.0 CellMax CMA- 6 62 9.1 5A 15.9 5.0 0.80 0.70 0.0 0.0 45.24 1871 536 187.0 Nokia FRIE 3 55 3.5 1.8 19.3 5.2 0.80 0.50 0.0 0.0 45.24 261 238 187.0 Nokia FRIG w/o Solar 3 64 2.3 1.5 15.2 6.0 0.80 0.60 0.0 0.0 4524 169 233 187.0 Nokia FXFC 3 55 3.6 1.8 19.4 -52 0.80 0.50 0.0 0.0 45.24 264 238 187.0 Raycap RCMIx- 3 20 2.8 1.7 16.1 5.8 0.80 0.50 0.0 0.0 45.24 204 86 187.0 Round Sector 3 300 14A 0.0 0.0 0.0 0.75 0.76 0.0 0.0 46.24 1495 1296 177.0 Commscope 3 33 7.0 5.3 12.0 5.0 0.80 0.65 3.0 1991.1 44.88 664 141 177.0 Ericsson RRUS 31 3 56 1.6 1 A 11.8 9.3 0.80 0.50 3.0 356.0 44.88 119 242 177.0 Ericsson RRUS-1 1 3 54 2.5 1A 17.8 92 0.80 0.50 3.0 553.7 44.88 185 233 177.0 Nokia FZFU 3 55 2.0 1.5 '14.0 8.7 0.80 0.50 3.0 446.1 44.88 149 238 177.0 RFS ACU-A20-N 9 1 0.1 0.3 2.0 3.5 0.80 0.50 3.0 92.3 44.88 31 13 177.0 RFSAPXV9ERR18-C 3 50 8.0 6.0 11.8 7.0 0.30 0.69 3.0 2432.0 44.88 811 216 177.0 Round Sector 3 300 14A 0.0 0.0 0.0 0.75 0.75 0.0 0.0 44.72 1478 1296 155.0 RF S DA859AC 1 396 63A 8.0 0.0 0.0 1.00 1.00 0.0 0.0 43AS 3761 570 135.0 Andrew UHX6d9W 1 359 40.3 6.0 0.0 0.0 1.00 0.78 0.0 0.0 42.24 1806 517 121.0 AndrewUHX6-69W 1 359 40.3 6.0 0.0 0.0 1.00 1.00 3.0 6817.6 41AS 2273 517 121.0 AndrewUHX6-59W 1 359 40.3 6.0 0.0 0.0 1.00 0.73 3.0 4976.9 41A9 1659 517 110.0 Andrew UHX6-598- 1 320 41.3 6.5 0.0 0.0 1.00 0.56 0.0 0.0 40A6 1274 461 108.0 Andrew UHXS-59W 1 359 40.3 6.0 0.0 0.0 1.00 0.78 3.0 5195.2 40.54 1732 517 96.00 Andrew UHX6-59W 1 359 40.3 6.0 0.0 0.0 1.00 1.00 2.0 4325.4 39A9 2163 517 Totals 82 9006 844.2 Discrete ADDUrtenance Properties 0.9D+1.6W Elevation Description, ..-_, Oty,,i Wt!:--- (Iti) " 'EPA (sf) Length Width (ft) (in) Depth (in) K. Orient Factor Vert Ecc.(ft) M. (lb-ft) Q. (psf) F, (WL) (lb) P,(DL) (lb) 295.0 CSS X7C400-640 '1' 28 11.8 6.0 18.8 9.0 0.90 1.00 0.0 0.0 49.80 722 23 295.0 Hat Light Sector 1 400 17.9 0.0 0.0 0.0 1.00 0.90 0.0 0.0 49.80 1091 324 295.0 Scala AP22- 2 24 7.8 6.4 10.3 2.4 0.90 1.00 0.0 0.0 49.80 945 39 280.0 Amphenol Antel 9 31 10.9 8.0 11.2 5.9 0.80 0.68 4.0 14269.6 49.11 3567 226 280.0 Hat Light Sector 3 400 17.9 0.0 0.0 0.0 0.75 0.75 0.0 0.0 49.26 2023 972 250.0 CSS X7.6654 1 27 8A 6.0 12.5 7.0 0.90 0.76 0.0 0.0 48.10 376 22 250.0 CSS X7C-H2O-640 1 28 11.8 6.0 18.8 9.0 0.90 0.74 0.0 0.0 48.10 516 23 250.0 Hat Light Sector 2 400 17.9 0.0 0.0 0.0 0.90 0.90 0.0 0.0 48.10 1897 648 250.0 Scala AP17- 2 12 4.1 5.3 6.1 2.3 0.90 0.74 0.0 0.0 48.10 359 19 250.0 Scala AP20- 2 15 5.2 6.4 6.1 1.4 0.90 0.69 0.0 0.0 48.10 418 25 187.0 Andrew SBNHH- 3 51 8.2 6.1 11.9 7.1 0.80 0.69 0.0 0.0 45.24 832 123 187.0 CellMax CMA- 6 62 9.1 SA 15.9 6.0 0.80 0.70 0.0 0.0 45.24 1871 301 187.0 Nokia FFLE 3 55 3.5 1.8 19.3 5.2 0.80 0.50 0.0 0.0 45.24 261 134 187.0 Nokia FRIG w/o Solar 3 54 2.3 1.5 15.2 6.0 0.80 0.50 0.0 0.0 45.24 169 131 187.0 Nokia FXFC .' 3 55 3.6 1.8 19A 5.2 0.80 0.50 0.0 0.0 45.24 264 134 Page 2 Site Number: 5110 Code: ANSI r1A-222-G 02007-2016byA7CIPLLC. AIldghtsrt erred. Site Name: Angle Road, H. Engineering Number: 634129Z8 3/141201611:08:10 AM Customer: T-Mobile Tower Loadina 187.0 Raycap RCMDC- 3 20 2.8 1.7 16.1 5.8 0.80 0.50 0.0 0.0 45.24 204 49 187.0 Round Sector 3 300 14A 0.0 0.0 0.0 0.75 0.75 0.0 0.0 45.24 1495 729 177.0 Commscope 3 33 7.0 5.3 12.0 6.0 0.80 0.65 3.0 1991.1 44.88 664 79 177.0 Ericsson RRUS 31 3 56 1.6 1 A 11.8 9.3 0.80 0.50 3.0 356.0 44.88 119 136 177.0 Ericsson RRUS-11 1 3 54 2.5 1A 17.8 9.2 0.80 0.50 3.0 553.7 44.88 185 131 177.0 Nokia FZHJ 3 55 2.0 1.5 14.0 8.7 0.80 0:50 3.0 446.1 44.88 149 134 177.0 RFS ACU•A20-N 9 1 0.1 0.3 2.0 3.6 0.80 0.50 3.0 92.3 44.88 31 7 177.0 RFS APXV9ERR18-C 3 50 8.0 6.0 11.8 7.0 0.80 0.69 3.0 2432.0 44.88 811 122 177.0 Round Sector 3 300 14A 0.0 0.0 0.0 0.75 0.75 0.0 0.0 44.72 1478 729 155.0 RFS DA859AC 1 396 63.4 8.0 0.0 0.0 1.00 1.00 0.0 0.0 43A9 3761 321 135.0 Andrew UHXS-59W 1 359 40.3 6.0 0.0 0.0 1.00 0.78 0.0 0.0 42.24 1805 291 121.0 AndrewUHXS59W 1 359 40.3 6.0 0.0 0.0 1.00 1.00 3.0 6817.6 41 AS 2273 291 121.0 AndrewUHX659W 1 359 40.3 6.0 0.0 0.0 1.00 0.73 3.0 4976.9 41A9 1659 291 110.0 Andrew UHX6-691L 1 326 41.3 6.5 0.0 0.0 1.00 0.56 0.0 0.0 40A6 1274 259 108.0 Andrew UHX659W 1 359 40.3 6.0 , 0.0 0.0 1.00 0.78 3.0 5195.2 40.64 1732 291 96.00 Andrew UHX659W 1 359 40.3 6.0 0.0 0.0 1.00 1.00 2.0 4325A 39A9 2163 291 Totals 82 9005 844.2 Discrete Appurtenance Properties COD +1.ow Service - Elevation Description Qty Wt EPA Length Width Depth K. Orient Vert M„ 0, F,(WL) P,(DL) (ft) (lb) (at) (ft) (in) (in) Factor Ecc.(ft) (lb-ft) (psi) (lb) (lb) 295.0 CSS X7C-FRO-640 1 28 11.8 6.0 18.8 9.0 0.90 1.00 0.0 0.0 12A5 113 28 296.0 Rat Light Sector 1 400 17.9 0.0 0.0 0.0 1.00 0.90 0.0 0.0 12A5 170 400 295.0 Scala AP22- 2 24 7.8 6.4 10.3 2A 0.90 1.00 0.0 0.0 12A5 148 49 280.0 Amphenol Antel 9 31 10.9 8.0 11.2 6.9 0.80 0.68 -4.0 2229.6 12.28 557 279 280.0 Rat Light Sector 3 400 17.9 0.0 0.0 0.0 0.75 0.75 0.0 0.0 12.31 316 1200 250.0 CSS X7565-4 1 27 8A 6.0 12.5 7.0 0.90 0.76 0.0 0.0 12.02 59 27 260.0 CSS X7C-FRO-640 1 28 11.8 6.0 18.8 9.0 0.90 0.74 0.0 0.0 12.02 81 28 250.0 Rat Light Sector 2 400 17.9 0.0 0.0 0.0 0.90 0.90 0.0 0.0 12.02 296 800 250.0 Scala AP17- 2 12 4.1 5.3 6.1 2.3 0.90 0.74 0.0 0.0 12.02 56 23 250.0 ScalaAP20- 2 15 5.2 6A 6.1 1A 0.90 0.69 0.0 0.0 12.02 65 30 187.0 Andrew SBNHH- 3 51 8.2 6.1 11.9 7.1 0.80 0.69 0.0 0.0 11.31 130 152 187.0 CallMaX CMA- 6' 62 9.1 5A 15.9 5.0 0.80 0.70 0.0 0.0 11.31 292 372 187.0 Nokia FRIE 3 56 3.5 1.8 19.3 5.2 0.80 0.50 0.0 0.0 11.31 41 165 187.0 Nokia FRIG w/o Solar 3 54 2.3 1.5 15.2 6.0 0.80 0.50 0.0 0.0 11.31 26 162 187.0 Nokia FXFC 3 55 3.6 1.8 19A 5.2 0.80 0.50 0.0 0.0 11.31 41 165 187.0 Raycap RCMDC- 3 20 2.8 1.7 16.1 6.8 0.80 0.50 0.0 0.0 11.31 32 60 187.0 Round Sector 3 300 14A 0.0 0.0 0.0 0.75 0.75 0.0 0.0. 11.31 234 900 177.0 Commscope 3 33 7.0 5.3 12.0 5.0 0.80 0.65 3.0 311.1 11.22 104 98 177.0 Ericsson RRUS 31 3 56 1.6 1 A 11.8 9.3 0.80 0.60 3.0 55.6 11.22 19 168 177.0 Ericsson RRUS-11 3 64 2.5 1A 17.8 9.2 0.80 0.50 3.0 86.6 11.22 29 162 177.0 Nokia FZHJ 3 55 2.0 1.5 14.0 8.7 0.80 0.50 3.0 69.7 11.22 23 166 177.0 RFS ACU-A20-N 9 1 0.1 0.3 2.0 3.5. 0.86 0.50 3.0 14A 11.22 5 9 177.0 RFSAPXV9EtR18-C 3 50 8.0 6.0 11.8 7.0 0.80 0.69 3.0 380.0 11.22 127 150 177.0 Round Sector 3 300 14A 0.0 0.0 0.0 0.75 0.75 0.0 0.0 11.18 231 900 155.0 RFS DA859AC 1 396 63A 8.0 0.0 0.0 1.00 1.00 0.0 0.0 10.87 686 396 135.0 Andrew UHX659W 1 359 40.3 6.0 0.0 0.0 1.00 0.78 0.0 0.0 10.56 282 359 121.0 Andrew UHX659W 1 359 40.3 6.0 0.0 0.0 1.00 1.00 3.0 1065.3 10.37 355 359 121.0 Andrew UHX659W 1 359 40.3 6.0 0.0 0.0 1.00 0.73 3.0 777.6 10.37 259 359 110.0 Andrew UHX6591L 1 320 41.3 6.5 0.0 0.0 1.00 0.66 0.0 0.0 10.12 199 320 108.0 Andrew UHX659W 1 359 40.3 6.0 0.0 0.0 1.00 0.78 3.0 811.8 10.13 271 359 96.00 Andrew UHX659W 1 359 40.3 6.0 0.0 0.0 1.00 1.00 2.0 675.8 9. 9 Totals 82 9005 844.2 I t73� Copy Page 3 P� O O O O O O O O O O O O O O O O O O O G C C O O O O O O O O O O O G O O G G Y O C � 'C 0 O,O O O O O o o 0 0 0 0 0 0 0 0 0 0 o N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yY N d M O Q C O O O O O O O O O O O O O O O O O O O O T T T O O O T T O T T T T T T T b :. 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C; ODN 0 •• OOOWf °Wf COD W mmArr NIN'JN6OtO 'E E M M N N N N N T T T T T T T T T T T W � E E � z « d E « 00000000000o00o0oo0CO3 N LL N U J C) G C] O O G O Ci G OCl O CI O 6666C, a a a Site Number: 5110 Site Name: Angle Road, FL Customer: T-Mobile Code: ANSIITIA-222-G Engineering Number: 634129ZS Force/Stress Summary 02007-2016byA7CIPLLC. Alinghlsms Sd. 3/14/2016 11:08:10 AM Section: 1 K - MOD Bot Bev (ft): 0.00 Height (ft): 20.000 Shear Bear Pu Len Bracing % Py Phic Pn Num Num phlRnvphiRn Use Max Compression Member (kip) Load Case (ft) X Y Z IOJR (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PX-16"DIAPIPE -869.631.213+1.6W 20.04 25 25 25 11.0 50.0 1,083.9 0 1 0.00 0.00 80 Member HORIZ DAE-4X4X0.25 -34.66 1.2D+1.6W 90 16.93 50 50 25 85.4 35.7 85.16 4 2 87.48 83.52 41 Boh Bear DIAG DAE-3.SX3.SX0:375 -56.691.213+1.6W 90 26.91 24 48 12 111.6 36.0 83.59 4 2 87.48 125.28 66 Member Shear Bear Pu Fy Fu Phit Pn Num Num phiRnv phlRn Use Max Tension Member (kip) Load. Case (ksi) (ksi) (kip) Botts Holes (kip) (kip) % Controls LEG PX-16" DIA PIPE 736.46 0.9D+ 1.6W 60 50 65 1,093.6 0 . 1 0.00 0.00 67 Member HOW DAE-4X4X0.25 35.43 1.2D+ 1.6W 90 36 58 112.31 4 2 87.48 70.54 50 Bolt Bear DIAG 13AE-3.SX3.5X0.375 52.95 1.2D+1.6W90 36 58 140.74 4 2 87.48 105.81 60 Boh Shear Max Splice Forces Pu (kip) Load Case phiRnt (kip) Use Num % Bolts Bolt Type Top Tension 733.34 0.913+1.6W 60 0.00 0 0 Top Cam pression 866.14 1.20+1.6W 0.00 0 Bot Tension 806.54 0.913+ 1.6W 60 1558.92 52 12 2" A572 GR 50 Bot Compress ion 949.58 1.2D+1.6W 0.00 0 Section: 2 K - MOD Bot Bev (ft): 20.00 Height (ft): 20.000 Shear Bear Pu Len Bracing % Py Phic Pn Num Num philinvphiRn Use Max Compression Member (kip) Load Case (ft) X Y Z MJR (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PX-16"DIAPIPE -784.701.2D+1.6W � 20.04 25 25 25 11.0 50.0 1,083.9 0 1 0.00 0.00 72 Member HOWZ DAE-4X4X0.25 -34.321.213+1.6W 90 15.85 50 50 25 80.0 35.7 89.24 4 2 87.48 83.52 41 Bofl Bear MAG DAE-3.5X3.5X0.375 -68.741.213+1.6W 90 26.21 ' 24 48 12108.7 36.0 86.47 4 2 87.48 125.28 67 Member Shear Bear Pu Fy Fu Phit.Pn Num Num phiRnv pnimn Use Max Tension Member (kip) Load Case (ksi) (ksi) (kip) Bolts Holes (kip) (kip) Controls LEG PX-16"DIAPIPE 657.54 1.213+1.6W 60 50 65 1,093.5 0 1 0.00 0.00 60 Member HOWZ DAE-4X4X0.25 34.72 1.213+1.6W 90 36 58 112.31 4 2 87.48 70.54 49 Boh Bear DIAG DAE- 3.5X3.5X0.375 55.34 0.90+ 1.6W 90 36 58 140.74 4 2 87.48 105.81 63 Boh Shear Pu phiRnt Use Num Max Splice Forces (kip) - Load Case (kip) . Bolts Bolt Type - Top Tension 663.63 0.9D+1.6W 60 0.00 0 0 Top Compression 781.34 1.213+1.6W 0.00 0 Bot Tension 733.34 0.913+1.6W 60 1349.04 54 8 2"A449 Bot Co pros sIon 866.14 1.2D+1.6W 0.00 0 r Page 5 Site Number: 5110 Code: ANSUTIA-222-G 02007-2016byATCIP[CC. Alirightsrmemed. Site Name: Angle Road, FL Engineering Number: 634129ZB 3/141201611:08:1 DAM Customer: T-Mobile Force/Stress Summary Section: 3 K - MOD Bot Bev (ft): 40.00 Height (ft): 20.000 Shear Bear - Pu Len Bracing % Py Phie Pn Num Num phlRnv phiRn Use Max Com pression Member (kip) Load Case (ft) X Y Z KLIR (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PX - 14" DIA PIPE -698.36 1.2D+ 1.6W 20.04 25 25 25 12.6 50.0 943.03 0 1 0.00 0.00 74 Member X HORIZ DAE- 3.6X3.SX0.25 -32.69 1.2D+ 1.6W 90 14.78 50 50 25 84.8 36.0 74.97 4 2 87.48 83.52 43 Member Y DIAG DAE-3.5X3.SX0.375 -57.731.20+1.6W 90 25.53 24 48 12105.9 36.0 89.26 4 2 87.48 125.28 65 Bolt Shear Shear Bear Pu Fy Fu Phit Pn Num Num pnlRnv pnIRn Use Max Tension Mom bar (kip) Load Case (ksi) (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG. PX - 14" DIA PIPE 595.93 0.9D+ 1.6W 60 50 65 954.00 0 1 0.00 0.00 62 Member HOW DAE -3.SX3.SX0.25 32.45 1.2D+1.6W90 36 58 96.00 4 2 87.48 70.54 46 Bolt Bear DIAG DAE-3.5X3.5X0.375 64.53 1.2D+1.6W 90 36 58 140.74 4 2 87.48 105.81 62 Boft Shear Pu phiRnt Use Num Max Splice Forces (kip) Load Case (Kip) % Bolts Bolt Type Top Tension 593.05 0.9D+1.6W 60 0.00 0 0 Top Compress ion 695.24 1.2D+1.6W 0.00 0 Bot Tens Ion 663.53 0.9D+1.6W 60 1025.68 65 8 13I4 A449 Sot Com prosslon 781.34 1.2D+1.6W 0.00 0 Section: 4 K - MOD Bot Bev (ft 60.00 Height (it): 20.000 Shear Bear Pu Len Bracing % Fy Phic Pn Num Num phiRnvphiRn Use Max Com pression Member (kip) Load Case (ft) X Y Z KLIR (ksi) (kip) Botts Holes (kip) (kip) % Controls LEG PX-12"DIAPIPE -613.41 1.2D + 1.6W 20.04 25 25 25 13.9 50.0 851.91 0 1 0.00 0.00 72 MerrberX HORIZ DAE- 3.SX3.SX0.25 -30.10 1.2D+ 1.6W 90 13.71 50 50 25 78.7 36.0 79.05 4 2 87.48 83.52 38 Member Y DIAG DAE-3.SX3.5X0.25 -55.831.20+1.6W 90 24.88 24 48 12103.9 36.0 62.06 4 2 87.48 83.52 89 Member Shear Bear Pu Fy Fu Phit Pn Num Num pnlRnv pnIRn Use Max Tension Member (kip) Load Case (ksi) (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PX -12" DIA PIPE 524.94 0.913+ 1.6W 60 50 65 864.00 0 1 0.00 0.00 60 Member HORIZ DAE- 3.SX3.5X0.25 30.11 1.213+ 1.6W 90 36 58 96.00 4 2 87.48 70.54 42 Bolt Bear DIAG DAE-3.SX3.5X0.25 53.19 1.213+1.6W 90 36 58 96.00 4 2 87.48 70.54 75 Bolt Bear Pu phlRnt Use Num Max Splice Forces (kip) Load Case (kip) % Bolts Bolt Type Top Tens Ion 522.28 0.9D+1.6W 60 0.00 0 0 Top Compress Ion 610.52 1.213+1.6W 0.00 0 Bot Tens Ion 593.05 0.9D+1.6W 60 769.26 77 6 1314 A449 Sot Compression 695.24 1.2D+1.6W 0.00 0 Page 6 Site Number: 5110 Code: ANSIIrlA-222-G 02007-2016byA7CIPLLc. AOdghrsrc emed Site Name: Angle Road, FL Engineering Number: 634129Z8 3/1412016 11:08:11 AM Customer: T-Mobile Force/Stress Summary Section: 5 K - MOD Bot FJev (ft): 80.00 Height (ft): 20.000 Shear Bear Pu Len Bracing % Py Phic Pn Num Num phlRnvphiRn Use Max Compression Member (kip) Load Case (ft) X Y Z KLIR (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PX-12"DIA PIPE -527.55 1.2D + 1.6W 20.04 25 25 25 13.9 50.0 851.91 0 1 0.00 0.00 61 MemberX HORIZ DAE- 3X3X0.25 -28.47 1.2D+ 1.6W 90 12.64 50 50 25 84.2 36.0 64.27 4 2 87.48 83.52 44 Member Y DIAG DAE-3.5X3.5X0.25 -55.27 1.2D + 1.6W 90 24.25 24 48 12101.3 36.0 63.82 4 2 87.48 83.52 86 Member Shear Bear Max Tension Member Pu Load Case Fy Fu Phit Pn Num Num pnIRnv pnIRn Use Controls (kip) (ksi) (ksi) (kip) Bolts Holes (kip) (kip) LE3 PX - 12" DIA PIPE 452.16 0.9D+ 1.6W 60 50 65 864.00 0 1 0.00 0.00 52 Member HOMZ DAE- 3X3X0.25 28.00 1.2D+ 1.6W 90 36 58 79.69 4 2 87.48 70.54 39 Bolt Bear DIAG DAE- 3.5X3.5X0.25 53.10 0.9D+ 1.6W 90 36 58 96.00 4 2 87.48 70.54 75 Bolt Bear Pu phiRnt Use Num Max Splice Forces (kip) Load Case (Kip) % Bolts Bolt Type Top Tension 449.60 0.9D+1.6W 60 0.00 0 0. Top Compression 524.83 1.2D+1.6W 0.00 0 Bot Tension 522.28 0.9D+1.6W 60 769.26 _ 68 6 1314 A449 Bot Compression 610.52 1.2D+1.6W 0.00 0 Section: 6 X - MOD Bot E(ev (ft): 100.0 Height (ft): 20.000 Shear Bear Pu Len Bracing % Fy Phic Pn Num Num phiRnv phiRn Use Max Cam pression Member (kip) Load Case (n) X Y Z WJR (ksi) (kip)Bolts Holes (kip) (kip) % Controls LEG PX - 10" DIA PIPE -612.68 1.26+ 1.6W 6.68 100 100 100 22.1 50.0 699.13 0 0 0.00 0.00 73 Member X HORIZ 0.00 0.000 0 0 0 0.0 0.0 0.00 0 0 0.00 0.00 0 DIAG DAE-3X3X0.25 -25.62 1.2D + 1.6W 90 25.80 48 48 12159.8 36.0 25.47 4 2 87.48 83.52 100 MenberX Shear bear Pu Fy Fu Phit Pn Num Num pnlRnv phiRn Lisa Max Tension Member (kip) Load Case (ksi) (ksi) (kip) Bolts Holes (kip) Controls (kip) LEG PX - 10" DIA PIPE 442.36 0.9D+ 1.6W 60 50 65 724.50 0 0 0.00 0.00 61 Member ' HORIZ 0.00 0 0 0.00 0 0 0.00 0.00 0 DIAG DAE- 3X3X0.25 25.14 1.2D+1.6W 90 36 58 79.69 4 2 87.48 70.54 35 Bolt Bear Pu phlRnt Use Max Splice Forces (kip) Load Case (Kip) % Top Tension 386.65 0.9D+1.6W 60 0.00 0 Top Cam pression 447.31 1.2D+1.6W 0.00 0 Bot Tension 449.60 0.9D+1.6W 60 769.26 58 Sot Compression 524.83 1.2D+1.6W 0.00 0 Num Bolts bolt Type 0 0 Page 7 Site Number: 5110 Code: ANSIrrIA-222-G 02007-2016byATCIPLLC. 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Site Name: Angle Road, FL Engineering Number: 634129ZB 3/14/201611:08:11 AM Customer: T-Mobile Force/Stress Summary Section: 7 X Bot Bev (ft): 120.0 Height (ft): 20.000 Shear Bear - Pu Len Bracing /° Py Phic Pn Num Num phiRnv phiRn Use Max Com press Ion Member (kip) Load Case (ft) X Y Z IOJR (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PX-10"DIAPIPE -436.47 1.2D + 1.6W 6.68 100 100 100 22.1 50.0 699.13 0 0 0.00 0.00 62 Member HORIZ 0.00 0.000 0 0 0 0.0 0.0 0.00 0 0 0.00 0.00 0 DIAG DAE-3X3X0.1875 -21.46 1.2D + 1.6W 90 23.74 48 48 24151.6 36.0 21.43 4 2 87.48 62.64 100 Member M ax Tension Mom bar Pu (kip) Load Case FyFy Fu (ksi) (ksi) Phit Pn Num Num (kip) Bolts Holes Shear pnlRnv (kip) Bear ,pniRn (kip) Use Controls % LEG PX -10" DIA PIPE 379.46 0.9D+ 1.6W 60 50 65 724.50 0 0 0.00 0.00 52 Member HORIZ 0.00 0 0 0.00 0 0 .0.00 0.00 0 DIAG DAE- 3X3X0.1875 21.26 1.213+ 1.6W 90 36 58 60.42 4 2 87.48 52.90 40 Bolt Bear Pu phiRnt Use Num Max Splice Forces (kip) Load Case (KIP) % Bolts Boit Type Top Tension 327.97 0.9D+1.6W 60 0.00 0 .0 Top Compression 376.95 1.2D+1.6W 0.00 0 Bot Tension 386.65 0.913+1.6W 60 769.26 50 6 1314 A449 Bot Com press ion, 447.31 1.20+1.6W. 0.00 0 Section: 8 X Bot Bev (ft): 140.0 Height (ft): 20.000 - Shear Bear Pu Len Bracing %; Ry Phic Pn Num Num phiRnvphiRn Use Max Compression Member (kip) Load Case (ft) X Y Z KLIR (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PX - 8" DIA PIPE -366.29 1.213+ 1.6W 6.68 100 100 100 27.8 50.0. 544.29 0 0 0.00 0.00 67 Merrber X HORIZ 0.00 0.000 0 0 0 0.0 0.0 0.00 0 0 0.00 0.00 0 DIAG SAE- 4X4X0.375 -19.96 1.213+ 1.6W 90 21.69 50 50 50 167.1 36.0 23.14 1 1 21.87 31.32 91 Bolt Shear Shear Dear Pu Fy Fu Phit Pn Num Num phlRnv pn1Rn Use Max Tension Member (kip) Load Case . (ksi) (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PX - 8" DIA PIPE 319.87 0.913+ 1.6W 60 50 65 576.00 0 0 0.00 0.00 55 Member HONIZ 0.00 0 0 0.00 0 0 0.00 0.00 0 DIAG SAE -4X4X0.375 19.83 1.2D+1.6W 90 36 58 82.60 1 1 21.87 21.58 91 Bolt Bear Pu phlRnt Use Num Max Splice Forces (kip) Load Case (kip) % Bolts Bolt Type Top Tension 270.24 0.9D+1.6W 60 0.00 0 0 Top Compression 309.03 1.213+1.6W 0.00 0 Bot Tens Ion 327.97 0.9D+1.6W 60 623.64 53 6 1318 A325 Sot Com press Ion 376.95 1.213+1.6W 0.00 0 71 Page 8 Site Number: 6110 Code: ANSI1TIA-222-G 02007-20/6byA7CIPUC. A/Inghtsresewed Site Name: Angle Road, FL Engineering Number: '634129Z8 3/14/201611:08:11 AM Customer: T-Mobile Force/Stress Summary Section: 9 X Bot Bev (ft): 160.0 Height (ft): 20.000 • Shear Bear Pu Len Bracing % Py Phic Pn Num Num phiRnvphlRn Use Max Compression Member (kip) Load Case (ft) X ,Y Z ID_/R (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PX - 8" DIA PIPE -299.29 1.2D+ 1.6W 6.68 100 100 100 27.8 50.0 544.29 0 0 0.00 0.00 54 Member X HORIZ 0.00 0.000 0 0 0 0.0 0.0. 0.00 0 0 0.00 0.00 0 DIAG SAE-3.5X3.5X0.375 -16.271.2D+1.6W 90 19.66 50 50 50 171.8 36.0 18.99 1 1 21.87 31.32 - 85 Member Shear Bear Pu F Fu Phit Pn Num Num Max Tension Mom be r (kip) Load Case (ksi) (ksi ) ) (kip) Bolts Holes (kip) - PmUse Controls p) (kip) kip) LEG PX-8"DIAPIPE 260.40 1.2D+1.6W60 50 65 576.00 0 0 0.000.00 45 Member HORIZ 0.00 0 0 0.00 0 0 0.00 0.00 0 DIAG SAE- 3.5X3.5X0.375 16.13 '1.2D+ 1.6W 90 36 58 70.20 1 1 21.87 21.58 74 Bo8 Bear Max Splice Forces Pu phiFtnt Use Num (kip) Load Case (kip) % _ Bolts Boh Type Top Tension 216.10 0.9D+1.6W 60 0.00 0 0 Top Compression 245.49 1.2D+1.6W 0.00 0 Bot Tension 270.24 0.9D+1.6W 60 623.64 43 6 1318 A326 Bot Compression 309.03 1.2D+1.6W 0.00 0 Section: 10 X Bot Sev (ft): 180.0 Height (ft) 20.000 Shear Bear Pu Len Bracing % F'y Phic Pn Num Num phiFtnv phiFtn Use Max Compression Member (kip) Load Case (ft) X Y Z Ia/R (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PST - 8" DIA PIPE-235.57 1.2D+ 1.6W 6.68 100 100 100 27.3 50.0 358.01 0 0 0.00 0.00 65 Member X HOW 0.00 0.000 0 0 0 0.0 0.0 .0.00 0 0 0.00 0.00 0 DIAG SAE-3.5X3.5X0.25-13.10 1.2D + 1.6W 90 17.66 50 50 50154.1 36.0 16.09 1 1 21.87 20.88 81 Member Shear Bear Pu Fy Fu - Phit Pn Num Num Max Tension Mom bar (kip) Load Case (ksi) ksi Pnlip) (kip) Use Controls (ksi) (kip) Bolts Holes (kip) '(kip) LEG PST - 8" DIA PIPE 207.95 1.2D+ 1.6W 60 50 65 378.00 0 0 0.00 0.00 55 Member HORIZ 0.00 0 0 0.00 0 0 0.00 0.00 0 DIAG SAE -3.5X3.5X0.25 12.90 1.2D+1.6W 90 36 58 48.00 1 1 21.87 14.39 89 Bon Bear Pu phiRnt Use Num Max Splice Forces (kip) Load Case (KIP) _ % Bolts Bolt Type Top Tension 173.16 0.9D+1.6W 60 0.00 0 0 Top Compression 192.54 1.2D+1.6W 0.00 0 Bot Tension 216.10 0.9D+ 1.6W 60 623.64 35 6 1 318 A325 Sot Com pression 245.49 1.2D+1.6W 0.00 0 Page 9 J Site Number: 5110 Code: ANSI/TIA-222-0 02007-2016byATCIPLLC. A/IngMsresewed. Site Name: Angle Road, FL Engineering Number: 634129Z8 3/14/2016 11:08:11 AM Customer: T-Mobile Force/Stress Summary Section: 11 X Bot E(ev (ft): 200.0 Height (ft): 20.000 Shear Bear Pu Len Bracing% Py Phic Pn Num Num phiRnvphiRn Use Max Compression Member (kip) Load Case (ft) X Y Z IOJR (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PX - 6" DIA PIPE -185.06 1.2D+ 1.6W 6.68 100 100 100 36.5 50.0 342.89 0 0 0.00 0.00 53 Member X HORIZ 0.00 0.000 0 0 0 0.0 0.0 0.00 0 0 0.00 0.00 0 DIAG SAE-3X3X0.25 -9.78 1.2D + 1.6W 90 15.70 50 50 50159.1 36.0 12.84 1 1 21.87 20.88 76 Member Shear Bear Pu Fy Fu Phit Pn Num Num phlRnv pnIRn Use Max Tension Mom bar (kip) Load Case (ksi) (ksi) (kip) Baits Holes (kip) (kip) % Controls LEG PX - 6" DIA PIPE 167.30 0.913+ 1.6W 60 50 65 378.00 0 0 0.00 0.00 44 Member HOW 0.00 0 0 0.00 0 0 0.00 0.00 0 DIAG SAE -3X3X0.25 9.66 1.2D+1.6W 90 36 58 39.84 1 1 21.87 14.39 67 Bolt Bear Pu phiRnt Use Num M ax Splice Forces (kip) Load Case (Kip) % Bolts Bolt Type Top Tension 132.04 0.90+1.6W 60 0.00 0 0 Top Compression 145.30 1.2D+1.6W 0.00 0 , Bot To nslon 173.16 0.9D+1.6W 60 623.64 28 6 1318 A325 Bot Cam presslon 192.54 1.2D+1.61N 0.00 0 Section: 12 X Bot Bev (ft): 220.0 Height (ft): 20.000 Shear Bear Pu Len Bracing % Py Phic Pn Num Num phlRnv phiRn Use Max Cam presslon Member (kip) Load Case (ft) X Y Z IQ/R (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PX - 5" DIA PIPE -137.69 1.213 + 1.6W 6.68 100 100 100 43.6 50.0 239.33 0 0 0.00 0.00 57 Member X HORIZ 0.00 0.000 0 0 0 0.0 0.0 0.00 0 0 0.00 0.00 0 DIAG SAE-3X3X0.1875 -8.69 1.2D + 1.6W 90 13.79 50 50 50138.8 36.0 12.78 1 1 21.87 15.66 67 Member Shear Bear Pu Fy Fu Phit Pn Num Num pnIRnv phlRn Use Max To nsion M am bar (kip) Load Case (ksi) (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PX - 5" DIA PIPE 125.03 1.2D+ 1.6W 60 50 65 274.95 0 0 0.00 0.00 45 Member HORIZ 0.00 0 0 0.00 0 0 0.00 0.00 0 DIAG SAE -3X3X0.1875 8.47 1.2D+1.6W 90 36 58 30.21 1 1 21.87 10.79 78 Bolt Bear phiRnt Use Num ax Splice Forces Maxu (kip) Load Case (KIP) % Bolts Bolt Type Top Tens Ion 90.30 0.913+1.6W 60 0.00 0 0 Top Cam press Ion 98.27 1.20+1.6W 0.00 0 , Bot Tens Ion 132.04 0AD+1.6W 60 348.88 38 4 1114 A325 Bot Compress Ion 145.30 1.2D+1.6W 0.00 0 Page 10 Site Number: 5110 Code: ANSI/TIA-222-G 02007-2016byA7C1PLLC. A/inghtsre ewed.. Site Name: Angle Road, FL Engineering Number: 634129Z8 3/14/201611:08:11 AM Customer: T-Mobile Force/Stress Summary Section: 13 X Bot Elev (ft): 240.0 - Height (ft): 20.000 Shear Bear Pu Len Bracing % Ry Phic Pn Num Num phiRnvphiRn Use Max Cam pression Mom bar (kip) Load Case (ft) X Y Z 10-/R (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PX-3-1/2"DIA PIPE -92.74 1.20 + 1.6W 5.01 100 100 100 45.9 50.0 141.97 0 0 0.00 0.00 65 MerrberX HORIZ 0.00 0.000 0 0 0 0.0 0.0 0.00 0 0 0.00 0.00 0 DIAG SAE-2.5X2.5X0.1875 -7.03 1.2D + 1.6W 90 11.19 50 50 60135.7 36.0 11.06 1 1 15.19 13.05 63 Member Shear Bear Max Tension Member Load Case Pu FY Fu Phit Pn Num Num phlRnv phlRn use Controls (kip) (ksi) (ksi) (kip) Bolts Holes (kip) (kip) % LEG PX-3-1/2"DIA PIPE 85.17 1.2D+1.6W 60 50 65 165.60 0 0 6.00 0.00 51 Member HOW 0.00 0 0 0.00 0 0 0.00 0.00 0 DIAG SAE -2.SX2.SX0.1875 6.96 1.2D+1.6W 90 36 68 24.84 1 1 15.19 8.94 77 Bolt Bear Pu phiRnt Use Num Max Splice Forces (kip) Load Case (Kip) % Bolts Bolt Type Top Tension 52.23 0.9D+1.6W 60 0.00 0 0 Top Compression 55.06 1.2D+1.6W 0.00 0 Bot Tens ion 90.30 0.9D+1.6W 60 348.88 26 4 1114 A326 Bot Cam pression 98.27 1.2D+1.6W 0.00 0 Section: 14 X Bot Bev (ft): 260.0 Height (it): 20.000 Shear Bear Pu Len Bracing% Py Phic Pn Num Num phiRnvphiRn Use Max Compression Member (kip) Load Case (ft) X Y Z KLIR (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PST - 3" DIA PIPE -50.31 1.2D+ 1.6W 5.01 100 100 100 51.8 50.0 82.46 0 0 0.00 0.00 61 Member X HORIZ 0.00 0.000 0 0 0 0.0 0.0 0.00 0 0 0.00 0.00 0 DIAG SAE-1.75XI.75X0.18-4.80 1.2D + 1.6W 90 9.328 47 47 47153.4 36.0 5.96 1 1 15.19 13.05 80 MerberZ Shear Bear Pu Fy Fu Phit Pn Num Num pnimnv pniRn Lisa Max Tension Member (kip) Load Case (ksi) (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PST - 3" DIA PIPE 48.35 0.91)+ 1.6W 60 50 65 100.35 0 0 0.00 0.00 48 Member HORIZ 0.00 0 0 0.00 0 0 0.00 0.00 0 DIAG SAE- 1.75X1.75X0.18 5.49 1.2D+ 1.6W 90 36 58 15.67 1 1 15.19 8.94 61 Bait Bear Max Spliee Pu phlRnt Use Num Forces (kip) Load Case (Kip) % Bolts Bolt Type Top Tension 14.68 0.9D+1.6W 60 0.00 0 0 Top Compress Ion 16.60 1.2D+1.6W 0.00 0 Bot Tens ion 52.23 0.913+1.6W 60 218.08 24 4 1A325 Bot Compression 55.06 1.2D+1.6W 0.00 0 RL. bliss Page 11 Site Number: 6110 Code: ANSI r1A-222.G 02007-2016byATCIPLLC. Allrlghrsreserved. Site Name: Angle Road, FL Engineering Number: 634129ZB 3/14/201611:08:11 AM Customer: T-Mobile Force/Stress Summa Section: 15 X Bot Oev (ft): 280.0 Height (ft): 20.000 Shear Bear _ Pu Len Bracing % Fy Phlc Pn Num Num phlRnvphiRn Use Max Cam presslon Member (kip) Load Case (ft) X Y Z KLIR (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PST-2-1/2"DIAPIP -13.29 1.2D + 1.6W 5.00 100 100 100 63.4 50.0 57.18 0 0 0.00 0.00 23 Member HORIZ SAE -1.75X1.75X0.18 -0.111.20+1.6W60 6.000 100 100 100209.9 36.0 3.18 1 1 15.19 13.05 3MenberZ DIAG SAE-1.75X1.75X0.18 -3.19 1.2D + 1.6W 90 7.810 50 50 60136.6 36.0 7.52 1 1 15.19 13.05 42 Member Shear Bear Pu Fy Fu Phit Pn Num Num phlRnv phlRn Use Max Tension Member (kip) Load Case (ksi) (ksi) (kip) Bolts Holes (kip) (kip) % Controls LEG PST - 2-112" DIA PIP 11.63 0.913+ 1.6W 60 50 65 76.68 0 0 0.00 0.00 15 Member HOFUZ SAE -1.75X1.75X0.18 0.06 1.2D+1.6W 36 58 15.67 1 1 15.19 8.94 0 Bolt Bear DIAG SAE-1.75X1.75X0.18 3.17 1.2D+1.6W 90 36 58 15.67 1 1 16.19 8.94 35 Bait Bear Pu phiRnt Use Num Max Splice Forces (kip) Load Case (KIP) % Bolts Bolt Type Top Tension 0.00 0.00 0 0 Top Compression 0.17 (1.2+0.2Sds)• 0.00 0 Sot Tension 14.68 0.913+1.6W 60 120.40 12 4 314 A325 Bot Co press Ion 16.60 1.21)+1.6W 0.00 0 Page 12 Site Name: Angle Road, FL Site Number: 5110 Engineer: J. King Engineering Number: 634129Z8 Date: 03/14/16 Design Base Loads (Factored) - Analysis per TIA-222-G Standards Analyze or Design a Foundation? Analyze Foundation Mapped: N Moment (M): k-ft Shear/Leg (V): 114.6 k Compression/Leg (P): 942.6 k Uplift/Leg (U): 799.0 k TowerType (GT/ SST/ MP): SST Diameter of Caisson (d): Caisson Embedment (L-h): Caisson Height Above Ground (h): Depth Below Ground Surface to Water Table (w): Unit Weight of Concrete: Unit Weight of Water: Tension Skin Friction/Compression Skin Friction: Pul lout Angle: Soil Mechanical Properties Program Last Updated: American Tower Corporation 5.0 ft 56.5 ft 0.5 ft 2.6 ft 150.0 pcf 62.4 pcf 1.00 30.0 degrees 511312014 Depth (ft) 7�11 Cohesion Ultimate Skin Ultimate Bearing Top Bottom (pcf) (psf) (degree) Friction (psf) Pressure (psf) 0.0 4.0 110 0 0 0 0 4.0 8.0 115 0 30 217 0 8.0 14.0 115 0 32 372 0 14.0 20.0 105 0 28 486 0 20.0 26.0 70 0 5 45 0 26.0 34.0 115 0 32 967 0 34.0 52.0 125 0 38 2119 0 52.0 57.5 120 0 36 2230 25000 Volume of Concrete: Weight of Concrete (Buoyancy Effect Considered): Average Soil Unit Weight: Skin Friction Resistance: Compressive Bearing Resistance: Pullout Weight (Minus Concrete Weight): Nominal Uplift Capacity per Leg (�,Tn): Nominal Compressive Capacity per Leg (�,P„ ): Pu: TAX: X: Pu/ospn: Total Lateral Resistance: Inflection Point (Below Ground Surface): Design Overturning Moment At Inflection Point (M,): Nominal Moment Capacity (�,Mj: MAIMn: C: 1119.2 ft' = 41.5 yds 101.8 k 52.9 pcf 977.0 k 490.9 k 4093.2 k 809.1 k 1309 k 992.6 k Lh 0.9.99 Result: O -how copy 0.90 Result: O 4169.9 k 42.5 ft 4921.5 k-ft 32985.4 k-ft 0.15 Result: OK 0.75 Caisson Strength Capacity Concrete Compressive Strength (f'c): Vertical Steel Rebar Size #: Vertical Steel Rebar Area: # of Vertical steel Rebars: Vertical Steel Rebar Yield Strength (Fy): Horizontal Tie/ Stirrup Size #: Horizontal Tie / Stirrup Area: Design Horizontal Tie / Stirrup Spacing: Horizontal Tie / Stirrup Steel Yield Strength (FV): Rebar Cage Diameter: Strength Bending/Tension Reduction Factor (0B): Strength Shear Reduction Factor (Ov): Strength Compression Reduction Factor Steel Elastic Modulus: Design Moment (M„ ): Nominal Moment Capacity 0BMn): MJOBMn: Design Shear (V ): Nominal Shear Capacity (0vVB): VAVV,: Design Tension (T„ ): Nominal Tension Capacity (�TTB): TATT.: Design Compression (P„ ): Nominal Compression Capacity (0,Pn): PJO,Pn: Bending Reinforcement Ratio: MABMn +TJOTTn: 4000 psi 10 1.27 in' 24 60 ksi 4 0.20 in 12.0 in 60 ksi 52.0 in 0.90 AC1318-05 - 9.3.2.1 0.75 ACI318-05 - 9.3.2.3 0.65 AC1318-05 - 9.3.2.2 29000 ksi 1675.4 k-ft 3492.4 k-ft - ACI318-005 -10.2 0.48 Result: OK 114.6 k 230.3 k - ACI318-05-11.3.1.1 or 11.5.7.2 0.50 Result: OK 799.0 k 1645.9 k - AC1318-05 -10.2 0.49 Result: OK 992.6 k 4945.0 k - AC1318-05-10.3.6.2 0.20 Result: OK 0.011 AC1318-05 - 10.8.4 & 10.9.1 0.97 Result: OK a Design Factored Shear / Depth Design Factored Moment / Depth -50 0 50 100 150 0 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 -20 �I ------- _30 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 L_______ I ------- -------- -50 I I I I I I I I I I 1 I I I 1 I Shear(k) ft 0 20 40 60 Moment (k-ft) Nominal and Factored Moment Capacity and Factored Design Loads 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 --___------ ------r----------- ------ T------ r------ 1 12000 1 1 1 I 1 1 1 1 I �►�`__ I I I I I I I 1 I I I I I w I I I L I I 1 8000 • Vu&Mu I I 1 I 1 I I I 1 1 1 1 I 1 1♦ 1 1 I I I I i I I ♦ I I 80 0 I I I I I -10 i -20 -30 -40 -50 QZI] '-----I------I-----I----- ---1------------I— ♦ 6000C 7 O I I I —---- I 1 I I I I I I �! I I I I ■ T '/r� $.�J 0 P Y I ----------4000 I ` I I I I I — — — FaCurtd Fnwlope I I I /� I i 2000 I I I 1 I I I 1 I I I i I Moment (k-ft) 0 —_--_ N—In.1F M,l I I I I I I I I a______t______r_____y -2000 I I I I I I I I 1 I 1 1 I I I I -------------------- —1 -4000